SW6231108_Design Calculations_20231121

Bowman
NORTH CAROLINA
Hoke County Apartments
Northeast corner of Scull Road and Fayetteville Road (US Route 401)
Hoke County, North Carolina
COORDINATE: 35°01 '01.1 "N, 79°09'33.6"W
Project No.: 220137-01 -001
Stormwater & Erosion Control Design Report
Prepared By:
Bowman
NORTH CAROLINA
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
,.. s •
a•.
SRO • •
_. •
SEAL
051571
Elie/0
PREPARED FOR:
J&K General Contractor, Inc.
1184 Fayetteville Road Carlo Pardo, PE
Raeford, NC 28376 NC License No. 051571
Mubarak Shahbain 0: [phone]
[phone] [e-mail]
AUGUST 10, 2023
Hoke County Apartments—Stormwater& Erosion Control Design 1 I P a g e

Bowman
NORTH CAROLINA
TABLE OF CONTENTS
Stormwater Management Narrative PAGE
• Project Data 4
• Site History 6
• Project Description 7
• Land Disturbance and Impervious Area 7
• Watershed Protection Overlay 7
• Streams 7
• Floodplains 7
• Design Requirements 7
• Methodology 8
• Conclusion 8
Appendix A: Figures 11
• County Soil Survey
• FEMA Flood Map No. 3710945600J
• Topography Map
• Hydrologic Unit Code (HUC)
• Surface Water Classification Map
• NOAA Point Precipitation Frequency Estimates
• Pre-Development Drainage Basin Map
• Post-Development Drainage Basin Map
• Post-Development Bypass Drainage Basin Map
Appendix B: Wet Pond Calculations 12
• CN Values
• Time of Concentration Calculations
• Wet Pond Design
• Hydrograph — Normal Condition
• Stormwater Management Details
Appendix C: Storm Drainage Calculations 13
• 100 System
• 200 System
• 300 System
• 500 System
Hoke County Apartments—Stormwater& Erosion Control Design 2

Bowman
NORTH CAROLINA
Appendix D: Erosion and Sediment Control Calculations 14
• Rip-Rap Aprons
• Skimmer Basins
• Temporary Diversion Ditches
Hoke County Apartments—Storm water& Erosion Control Design 3 1

Bowman
NORTH CAROLINA
STORMWATER MANAGEMENT NARRATIVE
This report documents the hydrological and erosion control analysis performed by Bowman
Consulting for the proposed Hoke County apartment complex in 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.
PROJECT DATA
Table 1:Site Information
Project Name Hoke County Apartments
Parcel Identification 494560301444
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
Previous Site Plan Case N/A
Number
Stormwater Regulatory N/A
Basin
River Basin Cape Fear
Total Parcel Area 8.73+ acres
Existing / Proposed EXISTING: 0.13 acres (5,868 SF)
Impervious Area PROPOSED: 4.54 acres (197,645 SF)
Area of Land Disturbance 8.73 acres (± 380,235 SF)
TMDLs N/A
Watershed Protection N/A
Overlay
Hoke County Apartments—Stormwater& Erosion Control Design 4

Bowman
NORTH CAROLINA
Project Name Adjacent parcel for future commercial development
Parcel Identification 494560301440
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
Previous Site Plan Case N/A
Number
Stormwater Regulatory N/A
Basin
River Basin Cape Fear
Total Parcel Area 3.28+ acres
Existing / Proposed EXISTING: 0.00 (0 SF)
Impervious Area PROPOSED: 2.49 acres (108,574 SF) (76% site area)
Area of Land Disturbance 0.62 acres (+ 27,062 SF)
TMDLs N/A
Watershed Protection N/A
Overlay
Project Name Adjacent parcel for future commercial development
Parcel Identification 494560301442
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
Previous Site Plan Case N/A
Number
Stormwater Regulatory N/A
Basin
River Basin Cape Fear
Total Parcel Area 2.22+ acres
Existing / Proposed EXISTING: 1.65 acres (72,230 SF)
Impervious Area PROPOSED: 0.00 acres (0 SF)
Area of Land Disturbance 2.22 acres (±96,703 SF)
TMDLs N/A
Watershed Protection N/A
Overlay
Hoke County Apartments—Stormwater& Erosion Control Design 5 I P a g e

Bowman
NORTH CAROLINA
Project Name Adjacent parcel for future commercial development
Parcel Identification 494560301443
Number (PIN)
Parcel Address Scull Road and Fayetteville Road
Previous Site Plan Case N/A
Number
Stormwater Regulatory N/A
Basin
River Basin Cape Fear
Total Parcel Area 2.90+ acres
Existing / Proposed EXISTING: 0.00 acres (0 SF)
Impervious Area PROPOSED: 1.05 acres (45,653 SF)
Area of Land Disturbance 2.90 acres (± 126,150 SF)
TMDLs N/A
Watershed Protection N/A
Overlay
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 Fayetteville Road to the north and adjacent to Scull
Road on the east. The site is adjacent to single-family home subdivisions on the north, east, and
west. The site is also adjacent to wooded area in the south.
Soils located within the project site as defined by NRCS (National Resources Conservation
Service) are described in Table 2.
Table 2:Hydrologic Soil Groups
Group Description
GoA Goldsboro loamy sand, 0 to 2 percent slopes, Southern
coastal Plain
NoB Norfolk loamy sand, 2 to 6 percent slopes
WaB Wagram loamy sand, 0 to 6 percent slopes
According to the Web Soil Survey, 98.0% of the subject site falls within the hydrologic soil group
B and 2.0% of the site falls within hydrologic soil group A. For the purposes of design, the same
hydrologic group was utilized for both Pre- and Post- Development conditions.
Hoke County Apartments—Stormwater& Erosion Control Design Wage

Bowman
NORTH CAROLINA
PROJECT DESCRIPTION
J&K General Contractors is proposing to develop the +8.73 acre parcel with a new 144-unit
apartment complex, as well as supporting infrastructure. The proposed development consists of
six 24-unit apartment buildings, a leasing center, and associated pavement, including parking
areas, drives, and curbs. The southern three parcels comprising 8.40+ acres are planned for
commercial development.
LAND DISTURBANCE AND IMPERVIOUS AREA
The project includes approximately 8.73 acres (+ 380,235 SF) of land disturbance on the
northern parcel. Approximately 4.54 acres (+ 197,645 SF) of impervious area is proposed for the
apartment complex, parking lots, and driveway entrances.
WATERSHED PROTECTION OVERLAY
This site is not located in a watershed protection overlay.
STREAMS
There are no streams located on site.
FLOODPLAINS
The project is shown to be located in Zone 'X' per FEMA Panel 3710945600J 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.
DESIGN REQUIREMENTS
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality(NC DEQ) 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 and ten (10)-year twenty-four (24)-hour
duration storm event.
Stormwater quantity control will be provided by one new wet pond as part of the development.
Hoke County Apartments—Stormwater& Erosion Control Design 7

Bowman
NORTH CAROLINA
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 space and is planned for a mix of residential and
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 17.56 acres (±765,083 SF) of the site and directs water to the
southeast corner of the lot.
Drainage Area #1 drains to an existing storm sewer system along US 401. 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 Curve Concentration
[acres] Number (CN) (Tc) [min.]
SCM #1 Pre-Developed Area 17.56 60.2 32.52
• Post-Development Conditions
The post-development condition contains one drainage area to the wet pond. There is also one
bypass drainage area.
Hoke County Apartments—Stormwater& Erosion Control Design Wage

Bowman
NORTH CAROLINA
Drainage Area #1 consists of the proposed residential and 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
Area
Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
SCM #1 Post-Developed Area 16.44 83.9 5
Table 7:Post Development Bypass Basin Summaries
Time of
Drainage Area ID Area [acres] Composite Curve Concentration
Number (CN) (Tc) [min.]
SCM #1 Post-Developed Bypass Area 1.12 67.7 22.7
• 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 8: 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 2.927 42.70 _ 2.060
10-yr 24-hr 21.49 99.13 14.08
100-yr 24-hr 52.34 166.43 36.76
Hoke County Apartments—Storm water& Erosion Control Design 9 I P a g e

Bowman
NORTH CAROLINA
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 for
the site is +458,579 sf. The wet pond will treat +448,705 sf.
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.
Site Stabilization
During construction phase, the wet pond will be utilized as a temporary sediment basin. Skimmers
will be used in the temporary sediment basin to dewater the basin from the surface. After final
grading is completed, permanent vegetation shall be applied in accordance with the seeding
requirements from Hoke County, NC DEQ, and the landscape plan for this site.
Hoke County Apartments—Stormwater& Erosion Control Design 10

Bowman
NORTH CAROLINA
APPENDIX A
Figures
County Soil Survey
FEMA Flood Map No. 3710945600J
Topography Map
Hydrologic Unit Code (HUC)
Surface Classification Map
NOAA Point Precipitation Frequency Estimates
Pre-Development Drainage Basin Map
Post-Development Drainage Basin Map
Hoke County Apartments—Storm water& Erosion Control Design 11 I P a g e

Go gle Maps
` a \, oocw
o +
♦vlpo rspns 3..
0 / Class9tCl ag♦ ^ b
% _ Profession ,• \,] es Mengier
•
• Catholic Ch h V'' Y
r ��,t. a$+t"" jehi4 J ' 4
ru
W.
E .P ��, R gIH Plzl-Hoke- _
f . \ CIeBro
. .....). ..• ;..0' .0
o a
Rq 1 034 y ! r k�eY r
..._ ,,
„,...,).• ,,, ,.;
. ,,,,,,,m‘v ,,,,,,, . ‘
k6.:. ,, ,, a :.••
c`
, ',,?' • N. „,
'\C,4'''‘'''' 4,,,,
f.c.7 o/ "� p
Elite Mobile Enterprises p ises P� ,_pupuserla Y Tibertad• , /�• 4 �:/M, a ,�, `E9".
•/ :' _ Johnspn,MIIIAJ onnscrnMlilJW [ n on7 •,
r,,,, #P
w
Gant LifeH , • � JamesALeach Aquatc1 „ d y1 l
�.q B Necreal on Center. .Turnbe eae4 T •f
ry s �..;
lS p enler(2 Ec\t:-t '
yy� �kE h
F (Health Convenient V on , 6IY,tK y y�^
Imagery©2023 Airbus,Maxar Technologies,USDA/FPAC/GEO,Map data©2023 500 ft

Hydrologic Soil Group—Hoke County, North Carolina rya
M
A A
667810 667870 667930 667990 668050 668110 668170
35°1'T'N t iniN ilakn N 35°1'7"N
R.
I( *' .'' * ii - -. \
u.
.r \\ ... .
1 4.- . ' -.-'4- - tit- ..,
,.... , rir N..., , • , . -,,,k(„14.1, , ( ,
? , ,3.-
. •
•
`t+
w ?
\ - .. • R
1_M WED ,. ,
�i (I:-
41)101k ..,
a�--... Jd/
g • I
'
NoB i1\115N 1
de
'..\4\ a• at-4,kt: -> \/ 4, /*.
, ,, 4t• ...
g ,,,, y
Johnson®(-��,
g
�000 Gawp a� �ot�b al id t thi o�a0r ® - *' -_ 8
35°0'49"N 35°0'49"N
667810 667870 667930 667990 668050 668110 668170
3 3
-"' Map Scale:1:2,570 if printed on A portrait(8.5"x 11")sheet.
Meters 8
N 0 35 70 140 210
Feet
0 100 Z00 400 600
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 6/28/2022
1011. Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke 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) 1:24,000.
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 19,Jan 21,2022
• • 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: Jul 1,2018—Nov 20,
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 6/28/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
GoA Goldsboro loamy sand, B 0.4 2.0%
0 to 2 percent slopes,
Southern Coastal
Plain
NoB Norfolk loamy sand,2 to A 13.3 65.5%
6 percent slopes
WaB Wagram loamy sand,0 A 6.6 32.5%
to 6 percent slopes
Totals for Area of Interest 20.3 100.0%
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.
USDA Natural Resources Web Soil Survey 6/28/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 6/28/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

National Flood Hazard Layer FIRMette : FEMA _Legend
79°9'53"W 35°1'7"N SEE EIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
•
•- . N.•• Without Base Flood Elevation(BFE)
• - / ii
_ • • Zone A,V.A99
• .J gp, tip ir . ► • With BFE Or Depth Zone AE,AD,AH,ve,AR
Ihr
•� 1 SPECIAL FLOOD
r• - • ...
r HAZARD AREAS Regulatory Floodway
i..-1,1" . Nill .i.lr 1 . ' id
• ' `• s O. r 0 �• 0.2%Annual Chance Flood Hazard,Areas
. �i t of 1%annual chance flood with average
r depth less than one foot or with drainage
A
• _ r t •
• areas of less than one square mile zone x
•• Ir111644 t• tte Future Conditions 1%Annual
• ► • •• •r • • •
N ••- It �. AI
r � ` _ Chance Flood Hazard zone x
•• , = + �" Area with Reduced Flood Risk due to
11 r • J a ! OTHER AREAS OF Levee.See Notes.zonex
tf ' • I f i' FLOOD HAZARD �� Area with Flood Risk due to Leveezone D
f-
•
. - - • NO SCREEN Area of Minimal Flood Hazard zonex
.�• -+• ,fr. ' f• Effective LOMRs
'taf t •
� fb OTHER AREAS Area of Undetermined Flood Hazard ZoneD
3710945600J
M yi• eff. 10/17/:006 A a. ,p 44 i GENERAL ----- Channel,Culvert,or Storm Sewer
• IN STRUCTURES 1 1 1 1 1 1 1 Levee,Dike,or Floodwall
t i %V,
•
'-4 t r ` ��•� ; t, r 0 20.2 Cross Sections with 1%Annual Chance
AREA OF mu. FLOOD HAZARD 1 w t�'s Water Surface Elevation
HOKE T T•f�i . •
COUNTY illjliLitix. e- - - Coastal Transect
�r a • - 513 - Base Flood Elevation Line(BFE)
370397 -- i Limit of Study
4111 - Jurisdiction Boundary
(t O j rs• .r • 1/ 41 !" ------ Coastal Transect Baseline
611111dr- If a •
OTHER _ - Profile Baseline
c''C.- ` -J� s a a• 4.altib - -la y1111 FEATURES Hydrographic Feature
1,
►
le . , �T� v 1 Digital Data Available N
4i
• ♦ 1 ,. ��. No Digital Data Available
'66\ ` MAP PANELS Unmapped
_ t
t . 9 The pin displayed on the map is an approximate
- point selected by the user and does not represent
.1 an authoritative property location.
1 _
,7\ This map complies with FEMA's standards for the use of rilldigital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
.206.3 FEET • 111!1" 3710945500J
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
eff.DIGilill • if Olin 10/17/2006 •.� was exported on 6/28/2022 at 8:24 AM and does not
e i * •• reflect changes or amendments subsequent to this date and
time.The NFHL and effective information may change or
become superseded by new data over time.
. f- + This map image is void if the one or more of the following map
elements do not appear:basemap imagery,flood zone labels,
•••i _ legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
Feet 1 6 79°9'16"W 35°0'37"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 '00o regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

3 4
,...„7.,
Mt 112
/kr pr
qo r
l C BRAWN . / Bp�S� ���► A ail
©
/ ( ohns\s
agai 40 • •zv
IIII %.' _ \
j
j"
Q`.()104 )1
+I'f CNAM 6�d+�� ors
"-
a ' � � ‘16._,111
114
JONNSONMILL`•-RD -
r I I 111V1 la 1\u or iiTa
AZ '° �so -�J�„ 1 - a• - _ A\PUPpy CREa cil?1
\II.
o 'ca. Q oCKEYE.DR e � IJ�
Rlit)i6k 741 ,z
15 j m dpf
73 )II 1J ` �/I 4 � m

' c
eot' Fayeltevilh
Bsavei Creek 8 d
R D Joscvr''t i
0,o L,,, , l.,'
Shoh`°a. e or
Ga.loe r On
Dee ,2
o .•
•
h i
Oa 6° Cor9Y� ,77Jtt Z^
P` 0 6
wn Rd J O,o�,e ��o j6YO.(+ Q°An
grown R6 i 2 i',6 .� FaY°vse J-0,
O° o n
F 0ee e'4'hh C` 4
o Chance In Ti, �h
f Pukun
0
ho` u a Amecca K0,,-,bury . 7ruM
(1 of 2) • p x ` L x J°ht
Ccescecd Or
azenrt O 12-Di it NUC(Su '�
<n Y 8 ( ? z
s+
,3 Che 12-Digit Name: Lover Puppy Creek o,Os�6
y c m / 12-Digit Code: 030300040606 °�4e _
2 8 10-Digit Name: Rockfish Creek
4Q 0CK° 10-Digit Code: 0303000406 y
0."''' G 8-Digit Code: 03030004 � eOc °'e7 Cr
- River Basin: Cape Fear (yaki„69
0 2F 12-Digit Area(ac): 11.636-32
y�fr 0e' K' Bey°
. 1, c0
0 5 K Zoom to
p o �0 Bridle Dr
0
��O di+ U t
C
o Walmen°-g 48 Pyr�
a 1, Wa, 4,qS "1° e
o G o t0n Heatfi Dr
5 -O'e•F4 0 0`
9 e-1 Fa t0 9 PUOVY Crcek Cr
n zzn u
+ 3
Food d' O
Lon °hO' °g N
Ot Gia� o yss
Y PSS 0 µ°Ye 2. e h
W r.ch Oi 90 nc- o n 8
W 3
:ckey Dr • n esoo lh 1
d°�h
r Po 0
Dr _ cgo,‘, _ g°^'°°r 0,

h -tc oo
Ne° Surface Water Classifications:
Sa
`�e
Stream Index: 18-31-19-5-1
Q _ Stream Name: Black Branch
Walden Green Or ,_
IDescription: From source to Beaver
Creek
sw,,o,,ry Or
Classification: C
ol
ores°enro, ¢�f Date of Class.: August 31,1974
0
/Wayside
What does this Class.mean? View
n Se00 <:t Sa
HamPsn'r°ctz� 3 River Basin: Cape Fear
il S il
a >
Ancmft Ct= %
n
Ci 4Z
nanteo Or
c`
Jonr.on MITI Rd
Johnson MITI Rd
z.su k
is
f
261H I 251H
ry
State cf Norh Caroline DOT,Erri,HERE.Garr) GecTec-nologier,Inc.,Inrermap,USGS,METI/NASA,EPA,USDA I NC DENR I NODE... Powered by Esri

NOAA Atlas 14,Volume 2,Version 3
`s:% Location name: Raeford, North Carolina,USA* ''
V noan, Latitude:35.0144°,Longitude: -79.1595° €
Elevation:259.67 ft** I
"�."„�, source:ESRI Maps j
+Tu" **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 0.436 0.514 0.600 0.664 0.741 0.796 0.849 0.898 0.960 1.01
(0.396-0.483) (0.468-0.570) (0.545-0.664) (0.602-0.734) (0.668-0.817) (0.717-0.876) (0.760-0.933) (0.800-0.987) (0.847-1.05) (0.883-1.11)
10-min 0.696 0.823 I 0.961 1.06 1.18 I 1.27 1.35 1.42 1.52 1.59
(0.633-0.771) (0.748-0.911) (0.873-1.06) (0.962-1.17) (1.07-1.30) (1.14-1.40) (1.21-1.48) (1.27-1.57) (1.34-1.67) (1.39-1.74)
15-min 0.870 1.03 1.22 1.34 1.50 1.61 1.71 1.80 1.91 1.99
(0.791-0.963) (0.941-1.15) (1.10-1.35) (1.22-1.48) (1.35-1.65) (1.45-1.77) (1.53-1.88) 1 (1.60-1.97) (1.69-2.10) (1.75-2.19)
30-min 1.19 1.43 1.73 1.95 2.22 2.42 2.61 2.80 3.04 3.22
(1.08-1.32) (1.30-1.58) (1.57-1.91) (1.76-2.15) (2.00-2.44) (2.18-2.66) (2.34-2.87) (2.49-3.07) (2.68-3.34) (2.83-3.54)
60 min 1.49 1.79 2.21 1 2.54 2.95 3.28 3.60 3.92 4.36 4.70
(1.35-1.65) (1.63-1.99) (2.01-2.45) (2.30-2.80) (2.66-3.25) (2.95-3.61) (3.22-3.96) (3.49-4.31) (3.85-4.79) (4.13-5.17)
2-hr 1.74 2.10 2.64 3.06 3.61 4.05 4.50 4.96 5.58 6.07
I (1.56-1.95) (1.90-2.36) (2.38-2.96) (2.74-3.42) (3.22-4.05) (3.61-4.54) (3.98-5.04) (4.36-5.54) (4.85-6.23) (5.24-6.78)
3-hr 1.84 2.23 2.81 3.27 3.92 4.44 4.99 5.56 6.37 7.02
(1.66-2.07) , (2.00-2.51) (2.53-3.16) I (2.94-3.68) (3.49-4.39) (3.93-4.98) (4.38-5.58) (4.85-6.21) (5.49-7.11) (5.99-7.84)
6-hr 2.19 2.66 3.35 3.92 4.70 5.34 6.02 6.74 7.75 8.57
(1.98-2.45) (2.40-2.96) (3.03-3.73) (3.53-4.35) (4.20-5.21) (4.75-5.91) (5.31-6.65) (5.88-7.43) (6.68-8.54) (7.31-9.44)
12-hr 2.58 3.13 3.97 4.67 5.64 6.45 7.31 8.23 9.57 10.7
(2.34-2.88) (2.83-3.49) (3.58-4.43) (4.19-5.19) (5.02-6.25) (5.70-7.13) (6.40-8.07) (7.14-9.08) (8.16-10.5) (8.98-11.7)
24-hr 3.04 I 3.68 I 4.67 5.45 6.53 7.39 8.29 9.22 10.5 11.5
(2.82-3.29) (3.42-3.98) 1 (4.32-5.04) (5.03-5.88) (6.01-7.04) , (6.78-7.97) (7.58-8.94) (8.41-9.93) (9.53-11.3) (10.4-12.4)
2-day 3.53 4.26 5.36 6.23 7.43 1 8.39 9.38 10.4 11.8 12.9
(3.29-3.80) (3.97-4.58) (4.98-5.76) I (5.78-6.69) (6.86-7.98) (7.73-9.01) (8.61-10.1) (9.51-11.2) (10.7-12.7) (11.7-13.9)
3-day 3.75 4.52 5.65 6.54 7.78 8.77 9.79 10.8 12.3 13.4
(3.50-4.02) (4.22-4.84) (5.26-6.05) (6.09-7.00) (7.21-8.32) (8.10-9.38) (9.01-10.5) (9.95-11.6) (11.2-13.2) (12.2-14.4)
-
4-day 3.97 4.78 I 5.94 I 6.86 8.13 9.15 10.2 11.3 12.8 13.9
(3.72-4.24) (4.47-5.10) I (5.55-6.33) (6.40-7.31) (7.56-8.67) I (8.48-9.75) (9.41-10.9) i (10.4-12.0) (11.7-13.6)I (12.7-14.9)
7-day 4.61 5.52 6.78 7.78 9.15 I 10.2 I 11.4 12.5 14.1 I 15.4
(4.31-4.93) (5.16-5.90) (6.33-7.25) (7.25-8.31) (8.50-9.78) (9.50-10.9) (10.5-12.2) (11.5-13.4) (12.9-15.1) (14.0-16.5)
10-day 5.28 6.30 7.62 8.65 10.0 11.1 12.3 13.4 14.9 16.1
(4.97-5.62) (5.93-6.70) (7.16-8.09) (8.12-9.19) (9.40-10.7) (10.4-11.8) (11.4-13.0) (12.4-14.2) (13.8-15.9) (14.8-17.2)
20-day 7.12 , 8.44 10.0 11.3 13.0 14.3 15.7 17.0 18.8 20.3
(6.73-7.56) I (7.97-8.96) (9.46-10.7) (10.6-12.0) (12.2-13.8) (13.4-15.2) i (14.6-16.6) I (15.8-18.1) (17.5-20.1), (18.7-21.6)
30-day 8.85 10.4 12.2 13.6 15.4 16.8 I 18.2 19.5 21.4 22.8
(8.38-9.38) (9.88-11.1) (11.6-12.9) (12.8-14.4) (14.5-16.3) (15.8-17.8) (17.0-19.2) (18.3-20.7) (19.9-22.7) (21.2-24.2)
45-day 11.2 13.1 15.1 16.7 1 18.6 20.1 21.6 23.0 24.9 26.3
(10.6-11.8) (12.5-13.9) (14.3-16.0) (15.8-17.6) (17.6-19.7) (19.0-21.2) (20.3-22.8) (21.6-24.3) (23.3-26.4) (24.6-27.9)
60-day 13.4 15.7 17.9 19.6 21.7 23.3 24.9 26.4 28.4 29.9
(12.7-14.1) (14.9-16.5) (17.0-18.8)j (18.6-20.6) 1 (20.6-22.8) 1 (22.1-24.6) 1-(23.5-26.2) (24.9-27.9) (26.7-30.0) (28.1-31.6)
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 depth-duration-frequency (DDF) curves
Latitude: 35.0144°, Longitude: -79.1595°
30 r r I i r r r I II II I 1
Average recurrence
25 t ;'
interval
(years)
c — 1
20 2
a
aJ — 5
-0
c 15 _ — 10
oc
'im — 25
o, — 50
'u 10 — 100
a)
a — 200
5 :_... _ • 500
— 1000
0 —
.E E - 'E 'E -c -c -c -c -c ro ro ro ro ro ro ro ro ro
Ei N r,11 6 t -0 -0-0 -0 -0 -0 -0 •D-0 in O0 in 0 0 N N r11 4 r O N rpi in cip
v tD
Duration
30 I I I I 1 I I
25 -
c
20 Duration
W a - 5-rnin — 2-day
-o
c 15 - — 10-min — 3-day
15--min — 4-day
ro
a 30 min 7-day
•v 10 - , • - — 60-min — 10-day
ar
a` — 2-hr — 20-day
5 — 3-hr — 30-clay
---- — 6-nr — 45-day
— 12-hr — 60-day
0 t 1 l l 1 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):Tue Jun 28 12:11:06 2022
Back to Top
Maps & aerials
Small scale terrain

PORTBRAGG11110
OLrAR'r'
RESERVATION
+K I _ /
AIRPARK lc,-
ettevtit!e 12d__,.
if
1%
Ri 3km
I 'i
2mi - —
amirmaiim
Large scale terrain
Winston-Salem 0
• • Durham
Rocky Mount
•
Greensboro •
Raleigh •
•
NORTH CAROLINA •Green
•Charlotte Fayettelille.
( I Jacksol
•
Wil uiiyton ,o�
100km
Omi
Large scale map
KEY
14inston$aiem o Greensboro Durham
Rocky Mount
n
Raleigh
North Greenvi
Carolina
ariotte
• I Fayetteville
1 -- I Jackson
"...,),z.,,,- Wilmin(
100km
�/ }} 60mi
Calym la
Large scale aerial

Winston-Salem
Greensboro Durham. • Rocky Mount
.Raleigh •
•
Greene
North •
Carolina •
Charlotte
•
Fayetteville
Jackson
•
Wi lmi n!
100km11
•
•
\`\
60mi
.rIanur•
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

NOAA Atlas 14,Volume 2,Version 3
`s:% Location name: Raeford, North Carolina,USA* ''
V , Latitude:35.0144°,Longitude: -79.1595° € nuen
Elevation:259.67 ft**
�, *source:ESRI Maat- ps '..,'„ j
+Tu" **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 5.23 6.17 7.20 7.97 8.89 9.55 10.2 10.8 11.5 12.1
_ (4.75-5.80) (5.62-6.84) (6.54-7.97) (7.22-8.81) (8.02-9.80) (8.60-10.5) (9.12-11.2) (9.60-11.8) (10.2-12.6) _ (10.6-13.3)
10 min 4.18 4.94 5.77 6.38 7.09 7.61 8.09 8.54 9.11 9.51
(3.80-4.63) (4.49-5.47) (5.24-6.38) (5.77-7.04) (6.39-7.81) (6.85-8.37) (7.24-8.90) (7.61-9.39) (8.04-10.0) (8.34-10.5)
15-min 3.48 4.14 4.86 5.38 5.99 6.42 6.82 7.19 7.64 7.96
(3.16-3.85) (3.76-4.58) (4.42-5.38) (4.87-5.94)_ (5.40-6.60) (5.78-7.06) (6.10-7.50) (6.40-7.90) (6.74-8.40) _ (6.98-8.75)
30-min 2.39 2.86 3.45 3.90 4.43 4.84 5.22 5.59 6.08 6.44
(2.17-2.64) (2.60-3.16) (3.14-3.83) (3.53-4.30)_ (4.00-4.89) (4.35-5.32) (4.67-5.74) (4.98-6.15) (5.37-6.68) (5.65-7.09)
60-min 1.49 1.79 2.21 2.54 2.95 3.28 3.60 3.92 4.36 4.70
(1.35-1.65) _(1.63-1.99) (2.01-2.45) (2.30-2.80)_ (2.66-3.25) (2.95-3.61) (3.22-3.96) (3.49-4.31) (3.85-4.79) (4.13-5.17)
2-hr 0.868 1.05 1.32 1.53 1.81 2.03 2.25 I 2.48 2.79 3.04
(0.781-0.975) (0.948-1.18) (1.19-1.48) (1.37-1.71) (1.61-2.02) (1.80-2.27) (1.99-2.52) (2.18-2.77) (2.43-3.12) (2.62-3.39)
3-hr 0.612 0.741 0.935 1.09 1.30 1.48 1.66 1.85 2.12 2.34
(0.551-0.690) (0.667-0.835) (0.841-1.05) (0.978-1.22) (1.16-1.46) (1.31-1.66) (1.46-1.86) (1.62-2.07) (1.83-2.37) , (1.99-2.61)
6-hr 0.366 0.443 0.560 0.654 0.785 0.892 1.01 1.13 1.29 1.43
(0.331-0.408) (0.401-0.494) (0.506-0.622) (0.589-0.726) (0.702-0.870)1(0.793-0.987) (0.886-1.11) I (0.982-1.24) (1.12-1.43) (1.22-1.58)
12-hr 0.214 0.260 0.330 0.387 0.468 0.535 0.607 0.683 0.794 0.885
(0.194-0.239) (0.235-0.290) (0.297-0.368) (0.348-0.431) (0.417-0.519) (0.473-0.592) (0.531-0.670) (0.592-0.754) (0.677-0.875) (0.745-0.973)
24-hr 0.127 0.153 0.194 0.227 0.272 0.308 0.345 0.384 0.437 0.479
- (0.118-0.137) _(0.142-0.166) (0.180-0.210) (0.210-0.245) (0.250-0.293) (0.283-0.332) (0.316-0.372) (0.350-0.414) (0.397-0.471) (0.433-0.517)
2-day 0.074 0.089 0.112 0.130 0.155 0.175 0.195 0.217 0.246 0.269
(0.068-0.079) (0.083-0.095) (0.104-0.120) (0.120-0.139) (0.143-0.166) (0.161-0.188) (0.179-0.210) (0.198-0.233) (0.224-0.265) (0.244-0.290)
3-day 0.052 0.063 0.078 0.091 0.108 0.122 0.136 0.151 0.171 0.186
(0.049-0.056) (0.059-0.067) (0.073-0.084) (0.085-0.097) (0.100-0.116) (0.113-0.130) (0.125-0.145) (0.138-0.161) (0.156-0.183) (0.170-0.200)
4-day 0.041 I 0.050 0.062 0.071 0.085 I 0.095 0.106 I 0.117 0.133 0.145
(0.039-0.044) (0.047-0.053) (0.058-0.066) (0.067-0.076) (0.079-0.090)1(0.088-0.102) (0.098-0.113) (0.108-0.125) (0.122-0.142) (0.132-0.155)
7-day 0.027 0.033 0.040 0.046 0.054 0.061 0.068 1 0.075 0.084 0.091
(0.026-0.029)1(0.031-0.035) (0.038-0.043) (0.043-0.049) (0.051-0.058) (0.057-0.065) (0.063-0.072) (0.069-0.080) (0.077-0.090) (0.084-0.098)
10-day 0.022 0.026 0.032 0.036 0.042 0.046 0.051 I 0.056 0.062 0.067
(0.021-0.023) (0.025-0.028) (0.030-0.034) (0.034-0.038) (0.039-0.044) (0.043-0.049) (0.048-0.054) (0.052-0.059) (0.057-0.066) (0.062-0.071)
20 day 0.015 0.018 0.021 0.024 0.027 0.030 0.033 0.035 0.039 0.042
(0.014-0.016) (0.017-0.019) (0.020-0.022) (0.022-0.025) (0.025-0.029) (0.028-0.032) (0.030-0.035) (0.033-0.038) (0.036-0.042) (0.039-0.045)i
30-day 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.030 0.032
(0.012-0.013) (0.014-0.015) (0.016-0.018) (0.018-0.020) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029) (0.028-0.032) (0.029-0.034)
45-day 0.010 0.012 0.014 0.015 0.017 0.019 0.020 0.021 0.023 0.024
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.019-0.021),(0.020-0.023) (0.022-0.024) (0.023-0.026)
60-day 0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.020 0.021
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.019-0.021) (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: 35.0144°, Longitude: -79.1595°
100.000 , , I I I I I , I I I I I , I
Average recurrence
interval
Z 10.000 -- _ (years)
.c
Z' 2
,c — 10
o — 25
0.100 `� '"` — 50
n � � — 100
~� — 200
a 0.010 500
— 1000
0.001
c c c c c 1_ 6- 1 >, >,>, >, >, >� >, >,>,
•E .E E E L = = s L ro ro ro re ro ro ro ro ro
i i N I'll la �pp •�•ppC
O0 r�-i In 110 N N f�1 r O RR UI
Duration
100.000 - r I I I
1-2 10.000
.c -
c
_ Duration
c 1.000 - • • 5-min — 2-day
— 10-min — 3-day
15-rnin — 4-day
•
0.100 — 30-min — 7-day
ro
a
— 60-min — 10-day
— 2-hr — 20-day
a` 0.010 - - — 3-hr — 30-day
— 6-nr — 45-day
— 12-hr — 60-day
0.001 t 1 1 = 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):Tue Jun 28 12:13:28 2022
Back to Top
Maps & aerials
Small scale terrain

PORTBRAGG11110
OLrAR'r'
RESERVATION
+K I _ /
AIRPARK lc,-
ettevtit!e 12d__,.
if
1%
Ri 3km
I 'i
2mi - —
amirmaiim
Large scale terrain
Winston-Salem 0
• • Durham
Rocky Mount
•
Greensboro •
Raleigh •
•
NORTH CAROLINA •Green
•Charlotte Fayettelille.
( I Jacksol
•
Wil uiiyton ,o�
100km
Omi
Large scale map
KEY
14inston$aiem o Greensboro Durham
Rocky Mount
n
Raleigh
North Greenvi
Carolina
ariotte
• I Fayetteville
1 -- I Jackson
"...,),z.,,,- Wilmin(
100km
�/ }} 60mi
Calym la
Large scale aerial

Winston-Salem
Greensboro Durham. • Rocky Mount
.Raleigh •
•
Greene
North •
Carolina •
Charlotte
•
Fayetteville
Jackson
•
Wi lmi n!
100km
11
•
•
60mi
.rIanur•
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

\ / / Lf—.Y. i 1 1
4 \ /t
j J -
F \ / i _ _l- - — _
s . c .
• / �\/
r
IT
1,‘
, /... ... ,,,\ .‘„, \
''\I N \\ m --- \/ O\ s‘
m
O K,\ 0 I
%,+� ` \,:-, '%. V ` -- -----------
y�y <;;✓O
1/\/
'I `I �", �`f\` \ \� A,
P • i --l 1 'T i i31P.'
*,,, .A`.`�'`� - A ---- »
, � ', r \
itio I 1 1 / , I
. r 18
\ ( \ ' I 1 ; - .\ �'� ^ � ,--)11 ,. •••. • -
, I 1 \ 1 \ i
I V A, 1 11 i�, i , O„/ i„ yi,, v 1
- N. fir\ 7 1 ^ / a / %i/' :: i i
s.
N.
4s.:,,,,__ ___:_,,..„.
--_____ , -,s., ,,,,„\,‘,\,., ,
___ ,, ...,..., ,,,,_,.,\,,„,,,... , „,,,
,...........,„ .,,..„
,,,„„....,......
..
------ - -- -,s,,, ,.. _
\\ \ '`�` `\._ .... ,, iA*_ , ,....,.. „,„,.. /y i -4 / �,--- \� ,lab
\N \ I I I�Pd(( 1.- is
O
,;,\O \ ..,.., , ,„, , i,..„..,......,,„,.,..„.5-_,-.„5„.., ,.....
O
O
41
e
Es '�
a N
PV B
S -
g 9 v 'a 8 g-o PRE-DEVELOPED DRAINAGE AREA am ma Now o OR
4 g _ HOKE COUNTY APARTMENTS Phone'G"o`3 Bowman
ill ril
a g p: -i US401&SCULL ROAD ts�slssa-eso
? $$ 2 2 2 4 1 RAEFORD,NORTH CAROLINA a ry nnc a ua.. e HOKE COUNTY o.ma�o ago a

e
w /- _ _.O— — — _..—,—
; ___--- - ----:-.----= .". ------%,rifi%.--.1' ,7' rtY 1 '
,-i,„/„.,,,.....,....r--. ,,,,, , ; "., \,
1
.„ .,,,:„:,, ........-_. ...........0 , 1 \ , ,, ,
I ./--- ' '°\, ‘‘ l'-, 's. _.....,_HVAIII..1tAV,11,hil s',004,1N" ‘.\\/ D c
__, , ,
, z, ,. „.„,,‘ ,,,,,,. ,,„.,,,, 41‘nromm, --- - t 7 .
1 cif �. �. �.
\�f��.r1,
Iiiii
„.,__,, „ \ ,‘ , ‘
.11, ,,,,,,,,„ ,,,, ,
. , //
__T.> , ,, -_,,.. „ , \ ,,, ,,--,- \ \ . .... ,,,,,
, ,,,
\\ . \ _.
,,,„ ,,, , ‘,.„,
\ \\„,,, , 6 oak ,t, _ 1, .,,,,, , \
., i ) , /7/ , , \ 7,, 4,,,, „.,, ,.\\ , No rin, . 4,,,, •\‘,,,k .,,_,,,..„----ii. ' /0. ,
kl\
;r- ' lP 1 /p,, // ' ) oXa' 1A 1 ol ♦ ,
41 . ) %
111 IA li ,
Ak
._44...1 ,- ,;',4,, -...., '7-.7,4,-"s ;47.,\ , — ' \" 4 7,...., , / . ..- \\ ,,S)po -44, \...11 %
, 1.., ...,-,,,,,,-:-.:.!:f„.,,,,,,,. ,<„,....--„vi, / ,',74,-s•-:4.'N;\'1 . ''''.. %/' „t-'.,: '4- ''•""4# it% CiAl% '
/*// ... 8' -';:: '- .','',-; 7,7\-\ *-- ,10 _ 4\' \
\ -.'e. \ \��,� ;�. 41 a @ 410/ ///0/7 // / ` ���.. .�\� , 0 ,�' \
\ c` / i as \°� - --' / m \ \\��. Imo'
�� �C o e- �./., r/ war �����i'
N\ '.,-` X '� /:'c /., sr;7/i'( � /%/ i ce%
(1 - .. i
•
1 -\, '\'N 1\' ,V''' -'''''A'W j% < ,'"'''-- . 0
e .,
I \
\
\
\
\
\
\
\
\
\
\
\
\
. n
z
F4 s W
m
—m-01.....----
m ;A 9 A
- -aa 83, POST-DEVELOPED DRAINAGE AREA am ma Now o q`a
e 4 i g p 1 HOKE COUNTY APARTMENTS G"o`er Bowman
~ a gg pp US401&SCULL ROAD o asts�slssa-eso
L $$ 4 q 3 4 RAEFORD,NORTH CAROLINA a ry nnc a ua.. - e HOKE COUNTY o.ma�o ago a

e
/
- i _ _.O— — — _..-�-
F �ice'-";;•�•��''= k�l , \, _I /'< '
' A 4 4.' \ I
Al,.."' iT40'..,:. ,\:\\ -...`..„[1 ''.„, I' D r
, <4. .. - a —,-2-------allivir ii.. ilik \\
Il i '°' \X % -----iVp `i , - .
I 1 \\ . \ "\ \
I K <
:' %��'/ / --, I % .\!�I/4„,'' .O�\\ 15.$ ' —'/'\4 `1, ,,4j, \ —
y��, ' l i 'f I I ����g/Ay' j O pl) `i-T'i-Ow/v.; 1`ll` t ,o,\,
tokic
///'''---' '//I,C, \'' 1 4'.f',,...0 Al \, ‘) ‘... t,
... ....-otAv•---1,\
\, . t 1/; TT
I 1 III / �f/'� �/"4kl' _ \ `'��♦` � �� .4\ ``\
\��\ \`: III V�1 M /'\\I;(2- ,� \� `�� I� \..„.,.:, i, ,
vram I ,9, Iv7� ♦ I % \
\ " i 0 ♦ Ir i I
1 •
_•,_,,,_''', .,,.... •••:`,.:.::,N;•,`,, ,,_ 4 ',„,,,, Nk op 0 z/i;/ // > ' `,\:r..44.,::. lk, , ,..: • ,2\ V
`r:.--- N N.N. N\-‘`\‘'".k...' 4 • '''zil / °
\ Nt.,,,,..
. 0-‹ ' '' t\s' ', \ ' ,',: ls:s'''V,>;.:5';°';-'-'—''''—---
\' .. ' N.....j\
\
\
\
\
\
\
e .
s
m �
-
F
f g 9 g 'a 8 g-. POST-DEVELOPED BYPASS DRAINAGE AREA am,00,_ ,,,
e !4 i g W_ HOKE COUNTY APARTMENTS Bowman
~ a g pp y US401&SCULL ROAD o asts�slssa-eso
? $$ 4 q q 4 �1 RAEFORD,NORTH CAROLINA a ry nnc a ua.. e HOKE COUNTY o.ma�o ago a

Bowman
NORTH CAROLINA
APPENDIX B
Wet Pond Calculations
CN Values
Time of Concentration Calculations
Wet Pond Design
Hydrograph — Normal Condition
Stormwater Management Details
Hoke County Apartments—Stormwater& Erosion Control Design 12

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
:PROJECT INFORMATION
1 Project Name Hoke County Apartments
2 Project Area(ac) ..___.� 17.56_.. _ ......
3 Coastal Wetland Area(ac) 0 .....
4 Surface Water Area(ac)
5 Is this project High or Low Density? High?.
6 Does this project use an off-site SCM? _ No
COMPLIANCE WITH 02H;.1003(4)'
7 'Width of vegetated setbacks provided(feet) w N/A
8 Will the vegetated setback remain vegetated? N/A
9 III BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? No
10 Is streambank stabilization proposed on this project? —-- _•___.__._No__.__._..._
NUMBER AND TYPE OF SCMs:
.
11 Infiltration System r
12 Bioretention Cell 0
13 Wet Pond ._._....__._...._.._.___._.__._.w_..___.�
14 Stormwater Wetland �--------------------'---:0___._" "-"'—__
15 Permeable Pavement 0
16 Sand Filter --•---•—•—_._..._...__ 0
17 Rainwater Harvesting(RWH) _._ 0
18 Green Roof ._._..____..._.__._. 0
19 Level Spreader-Filter Strip(LS-FS) 0____.
20 Disconnected Impervious Surface(DIS) � 0
21 Treatment Swale 0
22 D Pond
l : R
23 EStormFiiter I 0
24 !Silva Cell 0
25 Bayfilter .............._...W. _:..... ._O
25 Bayfilter
Filterra — -- 0
_
FORMS LOADED
(DESIGNERICERTIFICATION
27 Name and Title: Carlo Pardo,PE
28 Organization: Bowman North Carolina,!Ltd..
29 Street address: 4006 Barrett Drive,Suite 104
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
32 Email: j [e-mail]
Ce ifcabon Staternant:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is to the best of my knowledge and belief;;true,accurate,and complete;;,and that the engineering plans;
specifications,operation and maintenance agreements and other supporting Information are consistent with the information provided here.
Designer
01\11111111/i//////r ,
•
SEAL Signature of Designer
051571 i
•
4:14 0 E ?),",„\ efibta3
.;,Seal' Date

WET POND
1 Drainage area number I 1
2 Minimum required treatment volume Cu( ft 36637 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1 ,
6 Does the SCM have retaining walls,gabion walls or other engineered No
side slopes?
Are the inlets,outlets,and receiving stream protected from erosion P- _..__......_.......___.'
7 10- -ar storm? Yes
e Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred
10 If a.plicable,will the SCM be cleaned out after construction? Yes_
11 Does the maintenance access comply with General MDC(8)? _ Yes
12 Does the drainage easement comply with General MDC(9)? Yes13 mm
If the SCM is on a single family lot,does(will?)the plat comply with
General MDC(10)? N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? j Yes
. Does the SCM follow the device specific MDC? Yes_u
17 Was the SCM deli.ned b an NC licensed •rofessional?
Yes
WET POND MDC FROM 02H.1053
18 Sizing method used J SA/DA
19 Has a stage/storage table been provided in the calculations? ( Yes
20 Elevation of the excavated main pool depth(bottom of sediment j 245.00
removal fmsl
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 246.00
22jElevation of the bottom of the vegetated shelf(fmsl) 254.00
23 Elevation of the permanent pool(fmsl) f 254.50
24 Elevation of the top of the vegetated shelf(msl) j 255.00
25 Elevation of the temporary pool(fmsl) 256.10
26 Surface area of the main permanent pool(square feet) l 14170
27 Volume of the main permanent pool(cubic feet) 76763 cf
28 Average depth of the main pool(feet) 6.07 ft.
291Average depth equation used ] Equation 3_
301 If using equation 3,main pool perimeter(feet) 635.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft
32 Volume of the foreba cubic feet j 3155 cf
EIs this 15-20%of the volume in the main pool? Yes
Clean-out depth for forebay(inches) 18 in
©Design volume of SCM(cu ft) 36637.cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 2.50 in Y"
38 If weir,weir height(inches) _
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool{days) (_ 2.92
41 Are the inlet(s)and outlet located in a manner that avoids short Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? j _ Yes
43 Depth of forebay at entrance(inches) 30 in
44 Depth of forebay at exit(inches) 24 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) j 6 ft
47 Slope of vegetated shelf(H:V) ( 6:1
Does the orifice drawdown from below the top surface of the48 Yes
permanent pool?
Does the pond minimize impacts to the receiving channel from the 1-
49 yr,24-hr storm? I Yes
Are fountains proposed?(If Y,please provide documentation that
50 MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes
52[Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment I H rid Bermuda
54 Has •lantin. .1an been •rovided for the vegetated shelf? I W Yes
ADDITIONAL INFORMATION _
Please use this space to provide any additional information about the
55 wet pond(s):
Wet Pond 1 3:07 PM 11/6/2023

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 1 �
3 Does this project have low density areas? I No
4 If so,number of low density drainage areas 0
____
Is all/part of this project subject to previous rule
' 5 'versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION t__ h ( 1
4 T •e of SCM , . Wet Pond
5 Total drainage area s• ft 764974 sf 1 716241 '
6 I Onsite draina•e area s• ft 764974 sf 716241
7 Offsite drains•e area s• ft E
8 Total BUA in •ro'ect s•ft 458579 sf 448705 sf
New BUA on subdivided lots(subject to permitting)j
9 s•ft
New BUA not on subdivided lots(subject to
10 •ermitting)(sf) 458579 sf 448705 sf
11 Offsite BUA s• ft
12 Breakdown of new BUA not on subdivided lots:
-Parkint)
-Sidewalk(sq ft) 1 26527 sf 26527 sf •
-Roof(sq ft) 105582 sf - 105582 sf
-Roadway(sq ft) 217896 sf 208022 sf
-Future(sq ft) w _
-Other,please specify in the comment box
below(sq ft) 108574 sf t 108574 sf
New infiltrating permeable pavement on 1
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to a
15 permitting)(sq ft) a
16 Existing BUA that is already permitted(sq ft) _
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 1 59.95% :62.6% _
19 'Design storm(inches) 1.0 in
20 Design volume of SCM(Cu ft) i 38972 cf
21 Calculation method for design volume -Simple Method I
ADDITIONAL INFORMATION.
Please use this space to provide any additional information about the
22 'drainage area(s):
gOther BUA refers to 80%of parcel 494560301440 allocated for future
development.
_ .v

Hoke County Apartments, NC - Curve Number Calculations
Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Pre-Developed Conditions (Overall Site)
Drainage Area(acres): 17.56
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB Norfolk Loamy Sand 11.57 66%
A WaB Wagram loamy sand 5.70 32%
B GoA Goldsboro loamy sand 0.30 2%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Open Space - Fair A 17.27 60 59.0
Open Space - Fair B 0.30 69 1.2
Impervious 0.00 98
Cumulative Curve#= 60.2

Hoke County Apartments, NC-Curve Number Calculations
Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond)
Drainage Area(acres): 16.44
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB Norfolk Loamy Sand 11.44 70%
A WaB Wagram loamy sand 4.70 29%
B GoA Goldsboro loamy sand 0.30 2%
ProposedLand Uses: Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good A 5.90 60 21.5
Open Space-Good B 0.24 68 1.0
Impervious 10.30 98 61.4
Cumulative Curve#= 83.9

Hoke County Apartments, NC- Curve Number Calculations
Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Post-Developed Bypass Conditions
Drainage Area(acres): 1.12
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB Norfolk Loamy Sand 0.11 10%
A WaB Wagram loamy sand 1.01 90%
B GoA Goldsboro loamy sand 0.00 0%
ProposedLand Uses: Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space- Fair A 0.89 60 47.9
Open Space- Fair B 0.00 69 0.0
Impervious Area 0.23 98 19.8
Cumulative Curve#= 67.7

TIME OF CONCENTRATION
Existing Conditions
SCS Methodology
Hoke County Apartments-Hoke County,NC
OPEN CHANNEL
SHALLOW CONC FLOW: FLOW: TOTAL
SHEET FLOW: SEGMENT 1 SEGMENT 1
Manning's Equation:
Tc=(0.007(nL)^0.8)/(P2^0.5)(s^0.4) 2-year/24-hr Tc=L/60`V V=1.49R'r'S'/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's Ts, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T3 Troru To(minimum) Tlag Basin
(ft) (ftttt) TP-40(in) n (min) ft ftttt TR-55 Fi.3-1 ft/sec min Flow Area ft^2 ft ft ft ft/ft s non (min) (10 min) 0.6'Tc(hrs)
1 Stream 100 265.2 264.7 0.005 3.68 0.24 23.17 982 264.7 253 0.01191 Unpaved 1.75 9.35 32.52 32.52 0.33 1
Bypass Stream 100 263.5 262.7 0.008 3.68 0.24 19.20 382 262.7 258 0.01230 Unpaved 1.80 3.54 22.74 22.74 0.23 Bypass
7/27/20234.PM GIHYD140\pmlects71.CONC4Floke).dv

Proposed Wet Pond
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: CP, KXO Date: 11/11/2022
Revised by: MCB Date: 7/5/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 16.44 Acres 716,241 sf
Impervious Area (IA) = 10.30 Acres 448,705 sf
Percent Impervious (I) = 62.65 % 62.65
Required Surface Area
Permament Pool Depth: 6.07 ft
SA/DA= 1.138
Min Req'd Surface Area = 8,147 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.614 in/in
Storage Volume Required = 36,637 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 261.00 ft
Temporary Pool Elevation = 255.00 ft
Permanent Pool Elevation = 254.50 ft
Shelf Begining Elevation = 255.00 ft
Forebay Weir= 254.00 ft
Shelf Ending Elevation = 254.00 ft
Bottom Elevation = 246.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 14,170 sf
Volume of Temporary Storage = 38,972 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 14170 > 8147 ) sf
Volume of Storage for Design Storm = 38,972 Yes ( 38972 > 36637 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: CP,KXO Date: 11/11/2022
Checked by: Date:
Water Quality Orifice
*Incremental Determination of Water Quality Volume Drawdown Time
T
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)"(1/2)
Zone 2 = o Q2=0.372 CD*D*(Z-Ei)^i3/2)
T
Zone 1 Q1 =0
1
Orifice Diameter(D)= 2.5 in
Cd= 0.6
Ei= 254.5 Orifice Inv.
Zone 1 Range= 0.00 to 254.5
Zone 2 Range= 254.5 to 254.6
Zone 3 Range= 254.6 to 256.1
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
254.50 28,780 0 0.00 _ 2.00 0.000 --
255.00 30,970 11,275 0.50 _ 3.00 0.103 1,823
256.00 30,970 25,038 1.00 _ 3.00 0.194 2,155
256.10 30,970 2,659 0.10 3.00 0.200 221
Total -- 38,972 -- -- -- 4,199
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 38,972 cf
Total Time= 4,199 min
Total Time= 2.92 days
8/31/2023 Prop Wet Pond-new design(Hoke).xlsx 1 of 1

Proposed Wet Pond
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: CP, KXO Date: 11/11/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 16.44 Acres
Impervious Area (IA) = 10.30 Acres
Percent Impervious (I) = 62.65 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.50 in (Diameter)
Drawdown Time = 2.92 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: 16.0 sf
Volume: 240.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 14976 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 17971 lbs
Volume of Concrete Req'd: 119.8 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 126.5 cf (4'x4' riser x 4' = 64sf, 5'x5'footing x 2.5' =62.5cf)

Project: Pond #1 Date: 8/9/2023
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
254.5 14,170 6,690 76,763 A2 (Perm_Pool)
254 12,590 12,083 70,073 Al (Bottom_Shelf)
253 11,575 11,078 57,990
252 10,580 10,098 46,913
251 9,615 9,148 36,815
250 8,680 8,225 27,668
249 7,770 7,328 19,443
248 6,885 6,465 12,115
247 6,045 5,650 5,650
246 5,255 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes
Elevation FBI. FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
254.5 6,480 6,480 3,155 13,815
254 6,140 6,140 5,810 10,660
253 5,480 5,480 4,850 4,850
252 4,220 4,220 0 0
Forebay Volume 18.0% *Between 15% & 20%
Average Depth (Option 1) 5.57 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp 76,763
permeter of shelf 535
width of shelf 3
Al (Bottom_Shelf): 12,590
Average Depth = 6.07

1
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 2.927 2 738 22,862 SCM Pre-Developed
2 SCS Runoff 42.70 2 716 86,278 SCM Post-Developed
3 Reservoir 1.517 2 832 81,002 2 256.64 53,833 Post Through SCM
4 SCS Runoff 0.622 2 728 2,625 SCM Post-Developed Bypass
6 SCS Runoff 1.568 2 152 8,546 1.0 Post-Developed to SCM
7 Reservoir 0.080 2 366 7,767 6 254.85 7,866 1.0inPost Through SCM
Wet Pond (Hoke)- MCB.gpw Return Period: 1 Year Friday, 07/28/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 2.927 cfs
Storm frequency = 1 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 22,862 cuft
Drainage area = 17.560 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 Ow 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 42.70 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 86,278 cuft
Drainage area = 16.440 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
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
Hyd No. 2 Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 1 .517 cfs
Storm frequency = 1 yrs Time to peak = 13.87 hrs
Time interval = 2 min Hyd. volume = 81,002 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 256.64 ft
Reservoir name = BMP Pond Max. Storage = 53,833 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
14"1111111
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 3 — Hyd No. 2 1111111 I Total storage used = 53,833 cuft

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=254.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 254.50 21,500 0 0
0.50 255.00 23,600 11,275 11,275
1.50 256.00 26,475 25,038 36,313
1.60 256.10 26,700 2,659 38,971
2.50 257.00 28,600 24,885 63,856
3.50 258.00 30,275 29,438 93,294
4.50 259.00 32,000 31,138 124,431
5.50 260.00 33,775 32,888 157,319
6.50 261.00 35,600 34,688 192,006
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.50 Inactive Inactive Crest Len(ft) = 1.00 15.00 0.00 0.00
Span(in) = 24.00 2.50 0.00 0.00 Crest El.(ft) = 256.10 258.50 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 254.50 254.50 0.00 0.00 Weir Type = Rect Broad --- ---
Length(ft) = 105.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.20 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 Yes Yes 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)
7.00 261.50
6.00 260.50
5.00 259.50
4.00 258.50
3.00 257.50
2.00 256.50
1.00 255.50
0.00 I 254.50
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.622 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 2,625 cuft
Drainage area = 1.120 ac Curve number = 67.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 , 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 6
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 1.568 cfs
Storm frequency = 1 yrs Time to peak = 2.53 hrs
Time interval = 2 min Hyd. volume = 8,546 cuft
Drainage area = 16.770 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
2.00 - 2.00
I
1.00 1.00
N-•-...%.,................,...............„
0.00 - - 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 6 Time (hrs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 7
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.080 cfs
Storm frequency = 1 yrs Time to peak = 6.10 hrs
Time interval = 2 min Hyd. volume = 7,767 cuft
Inflow hyd. No. = 6 - 1.0 Post-Developed to SCIA/lax. Elevation = 254.85 ft
Reservoir name = BMP Pond Max. Storage = 7,866 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
2.00 2.00
1.00 - 1.00
i----
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 7 Hyd No. 6 I I Total storage used = 7,866 cuft

Pond Report 9
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=254.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 254.50 21,500 0 0
0.50 255.00 23,600 11,275 11,275
1.50 256.00 26,475 25,038 36,313
1.60 256.10 26,700 2,659 38,971
2.50 257.00 28,600 24,885 63,856
3.50 258.00 30,275 29,438 93,294
4.50 259.00 32,000 31,138 124,431
5.50 260.00 33,775 32,888 157,319
6.50 261.00 35,600 34,688 192,006
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.50 Inactive Inactive Crest Len(ft) = 1.00 15.00 0.00 0.00
Span(in) = 24.00 2.50 0.00 0.00 Crest El.(ft) = 256.10 258.50 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 254.50 254.50 0.00 0.00 Weir Type = Rect Broad --- ---
Length(ft) = 105.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.20 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 Yes Yes 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)
7.00 261.50
6.00 260.50
5.00 259.50
4.00 258.50
3.00 257.50
2.00 256.50
1.00 255.50
0.00 I 254.50
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

10
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 6.603 2 736 39,998 SCM Pre-Developed
2 SCS Runoff 57.40 2 716 116,558 SCM Post-Developed
3 Reservoir 3.457 2 768 111,710 2 257.08 66,317 Post Through SCM
4 SCS Runoff 1.072 2 728 4,101 SCM Post-Developed Bypass
6 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
7 Reservoir 0.000 2 n/a 0 6 254.50 0.000 1.0inPost Through SCM
Wet Pond (Hoke)- MCB.gpw Return Period: 2 Year Friday, 07/28/2023

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 6.603 cfs
Storm frequency = 2 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 39,998 cuft
Drainage area = 17.560 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
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)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 57.40 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 116,558 cuft
Drainage area = 16.440 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 2 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
Hyd No. 2 Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 3.457 cfs
Storm frequency = 2 yrs Time to peak = 12.80 hrs
Time interval = 2 min Hyd. volume = 111,710 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 257.08 ft
Reservoir name = BMP Pond Max. Storage = 66,317 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 2 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
kein.
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used = 66,317 cuft

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 1.072 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 4,101 cuft
Drainage area = 1.120 ac Curve number = 67.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
2.00 - 2.00
•
1.00 - •
I 1.00
•
•
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 6
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 16.770 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Hyd No. 6 Time (hrs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 7
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 6 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.50 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 7 Hyd No. 6 11 1 1 1 1 1 11 Total storage used = 0 cuft

17
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 21.49 2 734 102,397 SCM Pre-Developed
2 SCS Runoff 99.13 2 716 205,575 SCM Post-Developed
3 Reservoir 12.28 2 734 202,217 2 258.54 110,085 Post Through SCM
4 SCS Runoff 2.549 2 728 9,026 SCM Post-Developed Bypass
6 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
7 Reservoir 0.000 2 n/a 0 6 254.50 0.000 1.0inPost Through SCM
Wet Pond (Hoke)- MCB.gpw Return Period: 10 Year Friday, 07/28/2023

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 21.49 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 102,397 cuft
Drainage area = 17.560 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
24.00 24.00
-1
20.00 20.00
I
16.00 16.00
12.00 12.00
8.00 8.00
4.00 j 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)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 99.13 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 205,575 cuft
Drainage area = 16.440 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 .....J .... 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 12.28 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 202,217 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 258.54 ft
Reservoir name = BMP Pond Max. Storage = 110,085 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
100.00 - 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 8 16 24 32 40 48 56 64 72
Time (hrs)
Hyd No. 3 Hyd No. 2 1111111 I Total storage used = 110,085 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 2.549 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 9,026 cuft
Drainage area = 1.120 ac Curve number = 67.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - `- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 6
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 16.770 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Hyd No. 6 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 7
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 6 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.50 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 7 Hyd No. 6 11 1 1 1 1 1 11 Total storage used = 0 cuft

24
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 52.34 2 734 230,750 SCM Pre-Developed
2 SCS Runoff 166.43 2 716 355,940 SCM Post-Developed
3 Reservoir 31.78 2 726 355,342 2 260.76 183,722 Post Through SCM
4 SCS Runoff 5.320 2 726 18,394 SCM Post-Developed Bypass
6 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
7 Reservoir 0.000 2 n/a 0 6 254.50 0.000 1.0inPost Through SCM
Wet Pond (Hoke)- MCB.gpw Return Period: 100 Year Friday, 07/28/2023

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 52.34 cfs
Storm frequency = 100 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 230,750 cuft
Drainage area = 17.560 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 32.50 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 I 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
Hyd No. 1 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 166.43 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 355,940 cuft
Drainage area = 16.440 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
-
80.00 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 -j r 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 31.78 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 355,342 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 260.76 ft
Reservoir name = BMP Pond Max. Storage = 183,722 cuft
Storage Indication method used.
Post Through SCM
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 3 Hyd No. 2 II 1 1 1 1 1 II Total storage used = 183,722 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 4
SCM Post-Developed Bypass
Hydrograph type = SCS Runoff Peak discharge = 5.320 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 18,394 cuft
Drainage area = 1.120 ac Curve number = 67.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.70 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed Bypass
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
6.00 6.00
5.00I 5.00
4.00 4.00
3.00 3.00
I
2.00 2.00
1.00 1.00
J .
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 6
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 16.770 ac Curve number = 83.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to SCM
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - - 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0
Hyd No. 6 Time (hrs)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Friday,07/28/2023
Hyd. No. 7
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 6 - 1.0 Post-Developed to SCIAMIax. Elevation = 254.50 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0inPost Through SCM
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 7 Hyd No. 6 11 1 1 1 1 1 11 Total storage used = 0 cuft

J — ,�
I0_� �w �� XI
.4.
, / D
m. 1-5
'.� �,- A V /� r cmil o 2
�Nc, o � `� \ N Ncn Iz ❑ 2
N N = = O-� F-a littoik—
i\ \ clI1II JayN u Il 11 z-<i i .ill D iv rn vi ,
00%..,
._ ____I linker N
��ire.
`� 1 I vi/tI ----L_\_,00.
`��, N. �
I
me ism nB lb , /
iO
/47/4
./ / l ////s,.
4. /1 //� , ,
/ / '
----4 A————____ Nif __AIM T . i w�- �-- I o — � . 141 / /j �: �i0Z�m —zS71— —— — i�lll/ ��7�� /ov cil vn, � .`/ � ` /// // n
/ /$
a^' o / � � 4tal_—
{- 6�_t1I.7LYJ .74:4 li.� / / /
-------�.59--- I II I --/i / / / / r / / //
�i //// . / / //
z / / // / // ///
� 4 m z o D /////// / ////// /
(DGD,M m / //// / / //, /// // / /// :I EDP
M MD n / /// /// / /////// ocNq
z z / l// / l % //// // lr
�// /// / / $ CO
P1 r/ / /////// / //////// /r / *
/// //� / /m / / ,, /�/ //
n - / // V
Cl-)z mo
// //
II--
�♦
4i <
/ elQY/
c OV
)mo w /�moo,1
/ /rUlm-1 /m O�z2r //// //y ,2 n// / yWr� //( / \ / /m C)D n y / // /_ 7--- •/ / //
�/ // /I/ //
) /X ' / /�/ / � /// / /
/ / / // //// ////// O / NZ / // I' / // // 1/
/// / / //
/
/
zi ND
// � / / // / // // y / //
V / // // l? /Dm / / // 'I / Z m
- f_x_iti / //
2r7-- — o m / //
-258 L_t — //
6d — � —m- —I- - c

V)
rn cr1 ,+ no c — — O o FP,
U cr. U cr. (n 0) U co O
H
m
m CO
0) ON) CN)1 CN)1 (N)1 N CN11 0) CN)1
O ct) OD �I OUi O cn ?
O O O O O � O O co Z A
Q
C) 01
O
CA CA NJ NJ NJ Z O
cnn CC) N O C C)) co W O
Q) -I O N co J ? O) U v G MO
o0) o0) oo0) oo D
O U O U O O U O O D
S• 0)D
m
I1 Nz
CA N cA CO ? ^' _01 y m 03
rn03
m co coo (.+ C�,1 co (n V o m m
c c CO CO CO Co co O coW (n z
s a .. = D -9 V. m
s � m
o a 0- Z
co cL. c N � 0
co cc) 0 c) � � Nww � � _
p _ �' c Z O CH ? (NO U N•
W N. O 'n -H
Qp_ m tD ? O) p CA U .__..ZOI
0 0 0 P 1 5 CC)
= m 71
co
01 o O /� \
O c * O //
m :° a I O N� -AC)p -AO(n p 77 -0=(n(n 7727
c 3 C I I O ri O TI ri:0CD C'C��m< 0)
s v A ti O O I pi f1l.Z7 y -I TI rn y Z O C7.0.Z7 C)rn
o c I -<m m < D I _ p .. m m Pi
m 71- Z -<fT1➢D V7 Om D r(n�➢ f1l ➢D<A
c -00 5 Z ➢2)a 1A O �1 Z C) p -0 G)rn 1 �Z'Z co
o m `° 37
o O) m ➢ DO U7 cn 70 CCm N riri c) OZOcn
o_ a E a a f T l 1 C)A m Z CO 1 Z N O z l Z O COi O CO Z C
x C
-0-071 ZED �Z��� Z cn..
D <m Z Z 3> 27
m ;:S.
m XJ
T
D Z Z O OS D O-< N
r x x x co co co x x x D r Z C< o M
z r �. Cnoo woc)�mc) D
Cn O O O - D O O w0 II D ^Z
c c O ➢ p C�i1 CD
O CA I( TI !1 Jrn J�
D D D D ➢ N =CO CD n 0)O CO 71 m
Z Z Z s
•
.2�1 .Z�1 .-C�1 O O 0 D rn m r O Z O D A M
r f T l v, r m o 0 O co
N Cl)➢ I o cn no
N.'cn N Q, N O v 0.Z7 P-0 = Z
_ {rj = - - �� w�ON C) )C�m o VD -I
m I" z 4,CO w� O) Z
T C) Z m An zo -n21-n-n z c,o< q co m
➢ y) T N m co N co co 7 - C/)
-0 CN CN CN CA CH CA Z _ (
N N N N N N - C I^., A
,,C) '11 O 71
'L,
m 1
Z D .in Cn OD
N� C CO c,O0 C T
G) Z Ana
4,CL.OOC z D4,o-
CO 70 0 Z v
v NC NBCCD CD rn
m
—i
_ 77 77 0 2) r
m m
m m m m m m
m D D � � m M
v v v v m v m p m o
C O O O O O O Z Z O p O➢O 4,
m m o w w 0• D D D O
m D w O =O C)mc)C Z
711 P1 1-92 4,wOwc, O1 mNmm —0
Coo c N CON
0
o nI- T�1p21- _0 Z
m� N(n NN co)
CD r-
0 0 a o01
rn
U) rn z p
0, O O m 07 m -0 Z N
O O O O O O O 0)z U1 NDO N C i CO-0
n n C) n n C) z N?O ND �7 v N...)77 ON
O O CO N N D
C)C)C)C) Z ON CD
TI T1�1 TIrn
co co co co <m
r
O
-0 m
r' p
v v m v 0 CO 3>
JO X/ 2D 'a ' z w ?N C)-0
Z Z Z Z Z Z P?CA O O O
Z
(\n vim) N N N (\i) O O)CO N O W 1
G G G G G G (n C)C)C)C) Z p
K K K K K K f)-I TI m-- 71 M
co N co N
O O
Z -C

❑❑❑❑❑❑❑❑'
❑❑❑ ❑❑❑�]
N o 50m I i■■ i-
E.;
; 4 NI / � r� rrl -
E ";1 E .. {ol •ofi 0 1,:soils's:ssos is s s s
z 9 Ifl:
A
m o = gE V
0
m A Sm 2"FAo
0 A )11 _'- =443Es
O 5 0 m
m� n n om�n� � o l�+t
= r o3�gF ek9 oogm 1 i , mg73
@3 : ,:m
IIIII�II'' �� Er
I oo
;i, 1§
III
ogA
m
Iel,. A _
—IIh . 0
i
o
46 <
u.
P n f
xi
n Li
Nv
or: (*Q jaPik 'R'2
zz
H Al y
N° ' m
A g
mg 14
E
1-
m VI f
m
g .z� ,-r
VOA
2

MID
m F o o
o mm
E - m
m
2 m
�
2 B
N
Egg'" 1 '
'12.9r0==\ $
11\
N m > P 'm6n-o
a
2m2 =o I Add I``�
gm2N ra
=gods
maw OP
. ! H
mo
o _
mi= P : 1 L—I \ \
N
-11 82n •
m 5Rm 1;
= o o8R a o I I MA
822
�� F � Ago
" vp
m ID AAA om ANA vm
M j 1111
EtN
III
m g�
11 RAo
1 M= M
Boma
W Nmr7 y
= A=ol
zC
m Z 3 C p D
11 0 p2i golf
gf
11 U figmE "
II 9 I pKo gin
o
II mo= X
J
m N mn
11 A r
11
1r
111

. 1
1
1
I
N
111
11
III; M
IImA = o,
11� o A,N
1
1
1I mCm
2 O
m A<
1-9
Mii
JO
\ m A
M
IlkA r
A-I
d
mfi y�«A0 1
A 1 1
I11 .
Am
mn .11 ,
A 111 Q♦
H
m i -
K
ti m
1 11
m m m
m oy N
A< O
M M
n z o om I'M
znAT.0mnO n m y <rn A Nm mmn x x zO<n ti timF / E
C
xm
_r:'''\..,..._.„41/47_1
2 m
Nmm
COS A
m<N
' 11 01=
z m
co m A m m
O
A OD I I Ao
M <-1m
M O A O
Z m A
rn n 0 A z
z m Z
m m A m N O
~ m n O m
n v.A
n N n
nmF
z

I \
m w
N
iv
O
O
''----Vi
l / /...° o
q *2'
/
l
, , . /C.
// / // ,r ---- -as ,i J.., �� ,t•�-� /l/l/ / / // / / ,
/// //// „,
/ // /
„„ ,,
,/
/ „„ //
i/ll/
0
/ // // / // /// / // / • / / / /1 i
/ / l1// ,/ � , //
/ / / / //
/ /7
/ / /
,„,,i„
/„/ %/ 7 i
//, .. ,I /l / / . //// /qe i/� //i � • // //// / // //�
R //
1/27//// / ///��/
T I ;Y /
' /2/1 //// .. //://///// ..:!'-,' //
// 4 ///////// ..' /
�° II'// 114 // / // •
c /, ~ / /////// /
_�� ♦� /
/// //
/
/ / ///////// / o //
/ I/ / / //i/ /7 m,�/
/
/
/ / / / /i /// / / //i// // i/ / / / / / v/ / i // // /// 7o v// //// // -8 o
v
_ 1 7
M M �A M
00,

CO
O
O
K
0
N N N N N oArn ® -0
x, U 0 O 01 O 01 �mr—
o ,rn
O 07
Cn
coO_ (7 X
O
N
O
S
O O -0M
m n
+ w ^' ® I , io /J0*t 263.85 263.85
co
mZ O N$ 1
Z- m / /
-N m n
CO l• /
m /
1 m u
O p N N r--
0O m Ln N • -n /
mo CO
CO oO 1 (/) /
4 /
CO O /
0 o m A 0 /
K . /
O II II (
-� (Nn(Nl1
+ N-VP r n rn 257.65 257.65
o mFri o 00
cn
,o •
o>
23n
no
c7
II i o
r.)ivm I
01 C5, A «
CD CD '�' < rm
O / o
Fri — i.
O P / w
73—i N Z
-I O o o ,;, / 258.71 258.71
c") Z o
D —1 -o N /
D �7
� � o I; /
C7
D D m to /
r 0
rrl -CI o i
_ -, N /
II - r a —I
c,J CIIJ Fri
P / CD
O < / o
rr1 I
Y/ m m
M
/ m o
c / _ 'n n
Rm1 O 254.05 254.05
o — CD
(/)
m
C;
�9'o II
cnOCA rn
CD
N ../---0
I
m —I CO r
-0 O p
m 8 —
m D
it I T 0 254.00 254.00
o N.) m IiL
N
iNJ
-12
ZNI
o N N N N N
? Cn Cn CY, CY,
Cn O Cn O Cn

Bowman
NORTH CAROLINA
APPENDIX C
Storm Drainage Calculations
100 System
200 System
300 System
500 System
Hoke County Apartments—Storm water& Erosion Control Design 13

V
,� \ ie_
F /# It I at I _ — —
rn w p i rr \ rr I1 "�,_ „�°'-
tt Zn '' p p G —eL,_�— —�—,—
to "\ p /' rp D O IV \_c- jC tea.
I vollIIIIIA___.,,,„„ 0"10:Wit-mo . -� 7'
i __-- 15r'-‘0110.11.".- ---- . - ......000111110:yil \ \ \ -
1 , :7::.1, :::-";_..."7::--::..„,-00111"17 7 ' 0011010 101111110 \%\\\,, i
i1 , , 1� �` �� �— -
, _....011111;\it
I \ /*°' , :\' - ,\ T------ `k Sm., .4411.1 lk. l'-t4.\ \\:>r," >/N Vp
o ❑
\\* 1 4,01" \ _\ ' w
I �/ V%7 W,vv ** 'A\, , '''4-- i si.,,‘',.,\, \ \\\w c ...----, \ ti,i;\\
� i vv Ln
O
;00
\ 11 1V // �-- � IV � �� 1�� V 1 r � ♦ � v
I v 11:4r A ,n. w #*cv A� 1 / a 0*v
1 li i' •\�� /,/r/ // \ Ili � ^\\� ` \\\ ,\\ .
rr at'.\ 1
rr
1 i /19-'\ n 1 N ,)rr r _ \ \6\'\
A‘ (' \is\ li'c\ ...._
V0 - l / rq vl / W A/ )
ice- \\C: i „u /„,„ /r, tt o '\ . / 's'..:•:N '7,---,,;,,,.../.„../../7'.., N Nik1111".., ....,
\ ,,, _ y' i %,�`,\\ ,n - % ice/,ma's
tee /4
i ..... ',--. - '. '-,,., -,--, :4.4 . --- - - ,-,,i 0
spy N \ ',
ts
z
s m
P— a "
6
E g 66 51$E 0 POST-DEVELOPED DRAINAGE AREA-INLETSq
8 100 SYSTEM
e g 4 R g g I I_ HOKE COUNTY APARTMENTS G"o`er Bowman
~ a g pp y 1 US401&SCULL ROADPhone'(919)ssaeso
$ 4 2S. N5 1 RAEFORD,NORTH CAROLINA e " .c u ua.. — e HOKE COUNTY

Rational Runoff Coefficient"C"
Catch Basin #101
Drainage Area(acres): 0.60
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.11 19% 0.95 0.18
Asphalt/Concrete Pavement 0.28 47% 0.95 0.45
Lawn 0.20 34% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 0.60 Cumulative"C"= 0.73
i1o= 7.97
Q10= 3.48
Catch Basin #102
Drainage Area(acres): 0.69
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.17 24% 0.95 0.23
Asphalt/Concrete Pavement 0.35 50% 0.95 0.48
Lawn 0.17 25% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.69 Cumulative"C"= 0.79
iio= 7.97
Qio= 4.33
Catch Basin #103
Drainage Area(acres): 0.57
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.17 30% 0.95 0.28
Asphalt/Concrete Pavement 0.27 47% 0.95 0.45
Lawn 0.13 23% 0.3 0.07
Wooded 0.00 0% 0.2 0.00
Total Area= 0.57 Cumulative"C"= 0.80
i10= 7.97
Qio= 3.61
Yard Inlet#104
Drainage Area(acres): 0.35
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.16 45% 0.95 0.43
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.19 55% 0.3 0.16
Wooded 0.00 0% 0.2 0.00
Total Area= 0.35 Cumulative"C"= 0.59
iio= 7.97
Qio= 1.68
Yard Inlet#105
Drainage Area(acres): 0.29
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.13 43% 0.95 0.41
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.17 57% 0.3 0.17
Wooded 0.00 0% 0.2 0.00
Total Area= 0.29 Cumulative"C"= 0.58
iio= 7.97
Qio= 1.36

Yard Inlet#106
Drainage Area(acres): 0.30
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.09 32% 0.95 0.30
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.20 68% 0.3 0.20
Wooded 0.00 0% 0.2 0.00
Total Area= 0.30 Cumulative"C"= 0.51
iio= 7.97
Qio= 1.20
Yard Inlet#107
Drainage Area(acres): 0.22
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.03 14% 0.95 0.14
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.19 86% 0.3 0.26
Wooded 0.00 0% 0.2 0.00
Total Area= 0.22 Cumulative"C"= 0.39
i 1 o= 7.97
Qio= 0.68
Catch Basin #108
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.06 23% 0.95 0.22
Asphalt/Concrete Pavement 0.14 49% 0.95 0.47
Lawn 0.08 28% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.77
i 1 o= 7.97
Qio= 1.71
Catch Basin #109
Drainage Area(acres): 0.67
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.16 24% 0.95 0.23
Asphalt/Concrete Pavement 0.31 47% 0.95 0.45
Lawn 0.20 29% 0.3 0.09
Wooded 0.00 0% 0.2 0.00
Total Area= 0.67 Cumulative"C"= 0.76
i10= 7.97
Qio= 4.05
Catch Basin #110
Drainage Area(acres): 0.20
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.06 32% 0.95 0.30
Asphalt/Concrete Pavement 0.09 47% 0.95 0.44
Lawn 0.04 22% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.20 Cumulative"C"= 0.81
iio= 7.97
Qio= 1.30

Ca hBasin #111
Drainage Area(acres): 0.29
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.06 21% 0.95 0.20
Asphalt/Concrete Pavement 0.18 60% 0.95 0.57
Lawn 0.06 19% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.29 Cumulative"C"= 0.83
i 10= 7.97
Q1o= 1.93
Catch Basin #112
Drainage Area(acres): 0.47
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.13 28% 0.95 0.27
Asphalt/Concrete Pavement 0.22 46% 0.95 0.44
Lawn 0.12 25% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.47 Cumulative"C"= 0.78
i 1 o= 7.97
Q1o= 2.95
Yard Inlet#113
Drainage Area(acres): 0.54
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.03 6% 0.95 0.06
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.51 94% 0.3 0.28
Wooded 0.00 0% 0.2 0.00
Total Area= 0.54 Cumulative"C"= 0.34
i 1 o= 7.97
Q1o= 1.47
Yard Inlet#114
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.22 80% 0.95 0.76
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.05 20% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.82
iio= 7.97
Q1o= 1.83
Catch Basin #115
Drainage Area(acres): 0.19
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.14 73% 0.95 0.69
Lawn 0.05 27% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.19 Cumulative"C"= 0.78
iio= 7.97
Q10= 1.16

Yard Inlet#116
Drainage Area(acres): 0.22
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.09 39% 0.95 0.37
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.13 61% 0.3 0.18
Wooded 0.00 0% 0.2 0.00
Total Area= 0.22 Cumulative"C"= 0.55
i10= 7.97
Q10= 0.97
Yard Inlet#117
Drainage Area(acres): 0.04
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.04 100% 0.3 0.30
Wooded 0.00 0% 0.2 0.00
Total Area= 0.04 Cumulative"C"= 0.30
i10= 7.97
Q10= 0.10
Yard Inlet#118
Drainage Area(acres): 0.28
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.13 47% 0.95 0.44
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.15 53% 0.3 0.16
Wooded 0.00 0% 0.2 0.00
Total Area= 0.28 Cumulative"C"= 0.60
i10= 7.97
Q 10= 1.32
Yard Inlet#119
Drainage Area(acres): 0.12
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.04 36% 0.95 0.34
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.08 64% 0.3 0.19
Wooded 0.00 0% 0.2 0.00
Total Area= 0.12 Cumulative"C"= 0.53
i10= 7.97
Q10= 0.51

100 Storm APT
17 18 19
• • • •
16
15
11
7
14
10
4 3 2
• • 1 •Outfall
8
5 12
13 •
•
6
Project File: 100 SYSTEM APT.stm Number of lines: 19 Date:8/9/2023
Storm Sewers v2022.00

Storm Sewer Inventory Report Page 1
Line 1 Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 75.243 180.000 Comb 3.48 0.00 0.00 5.0 254.50 0.53 254.90 36 Cir 0.012 0.50 260.80
2 1 178.379 0.738 Comb 4.33 0.00 0.00 5.0 254.90 0.56 255.90 36 Cir 0.012 2.25 261.70
3 2 178.000 -0.178 Comb 3.61 0.00 0.00 5.0 255.90 0.67 257.10 30 Cir 0.012 1.24 261.90
4 3 206.000 -0.090 Comb 1.68 0.00 0.00 5.0 257.10 0.53 258.20 18 Cir 0.012 2.24 262.20
5 4 176.000 -94.963 Comb 1.36 0.00 0.00 5.0 258.20 0.51 259.10 15 Cir 0.012 0.50 261.30
6 5 162.000 -4.863 Comb 1.20 0.00 0.00 5.0 259.10 0.56 260.00 15 Cir 0.012 1.00 262.10
7 4 166.000 83.287 Comb 0.68 0.00 0.00 5.0 258.20 0.54 259.10 15 Cir 0.012 1.00 263.00
8 3 109.000 -50.000 Comb 1.71 0.00 0.00 5.0 257.10 0.64 257.80 18 Cir 0.012 0.85 261.90
9 8 190.000 -30.599 Comb 4.05 0.00 0.00 5.0 257.80 0.53 258.80 15 Cir 0.012 1.00 261.00
10 3 51.000 52.563 Comb 1.30 0.00 0.00 5.0 257.10 0.78 257.50 18 Cir 0.012 0.77 263.20
11 10 116.000 27.412 Comb 1.93 0.00 0.00 5.0 257.50 0.52 258.10 15 Cir 0.012 1.00 263.40
12 2 144.000 -90.000 Comb 2.95 0.00 0.00 5.0 255.90 0.56 256.70 24 Cir 0.012 1.50 261.00
13 12 210.000 87.590 Comb 1.47 0.00 0.00 5.0 256.70 0.52 257.80 15 Cir 0.012 1.00 261.00
14 2 144.000 89.710 Comb 1.83 0.00 0.00 5.0 255.90 0.56 256.70 24 Cir 0.012 1.10 261.50
15 14 132.000 -43.398 Comb 1.16 0.00 0.00 5.0 256.70 0.53 257.40 18 Cir 0.012 1.06 263.30
16 15 45.000 41.415 Comb 0.97 0.00 0.00 5.0 257.40 0.67 257.70 15 Cir 0.012 1.50 262.50
17 16 101.000 -88.556 Comb 0.10 0.00 0.00 5.0 257.70 0.50 258.20 12 Cir 0.012 1.00 262.50
18 16 219.000 91.109 Comb 1.32 0.00 0.00 5.0 257.70 0.50 258.80 12 Cir 0.012 0.50 260.90
19 18 209.000 0.177 Comb 0.51 0.00 0.00 5.0 258.80 0.53 259.90 12 Cir 0.012 1.00 262.00
100 Storm APT Number of lines: 19 Date: 8/9/2023
Storm Sewers v2022.00

Structure Report Page 1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CB-101 Combination 260.80 Cir 4.00 4.00 36 Cir 254.90 36 Cir 254.90
2 CB-102 Combination 261.70 Cir 4.00 4.00 36 Cir 255.90 30 Cir 255.90
24 Cir 255.90
24 Cir 255.90
3 CB-103 Combination 261.90 Cir 4.00 4.00 30 Cir 257.10 18 Cir 257.10
18 Cir 257.10
18 Cir 257.10
4 YI-104 Combination 262.20 Cir 4.00 4.00 18 Cir 258.20 15 Cir 258.20
15 Cir 258.20
5 YI-105 Combination 261.30 Cir 4.00 4.00 15 Cir 259.10 15 Cir 259.10
6 YI-106 Combination 262.10 Cir 4.00 4.00 15 Cir 260.00
7 YI-107 Combination 263.00 Cir 4.00 4.00 15 Cir 259.10
8 CB-108 Combination 261.90 Cir 4.00 4.00 18 Cir 257.80 15 Cir 257.80
9 CB-109 Combination 261.00 Cir 4.00 4.00 15 Cir 258.80
10 CB-110 Combination 263.20 Cir 4.00 4.00 18 Cir 257.50 15 Cir 257.50
11 CB-111 Combination 263.40 Cir 4.00 4.00 15 Cir 258.10
12 CB-112 Combination 261.00 Cir 4.00 4.00 24 Cir 256.70 15 Cir 256.70
13 YI-113 Combination 261.00 Cir 4.00 4.00 15 Cir 257.80
14 YI-114 Combination 261.50 Cir 4.00 4.00 24 Cir 256.70 18 Cir 256.70
15 YI-115 Combination 263.30 Cir 4.00 4.00 18 Cir 257.40 15 Cir 257.40
16 YI-116 Combination 262.50 Cir 4.00 4.00 15 Cir 257.70 12 Cir 257.70
12 Cir 257.70
17 YI-117 Combination 262.50 Cir 4.00 4.00 12 Cir 258.20
18 YI-118 Combination 260.90 Cir 4.00 4.00 12 Cir 258.80 12 Cir 258.80
19 YI-119 Combination 262.00 Cir 4.00 4.00 12 Cir 259.90
100 Storm APT Number of Structures: 19 Run Date: 8/9/2023
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 35.64 36 Cir 75.243 254.50 254.90 0.532 256.31 256.84 n/a 256.84 End Combination
2 32.16 36 Cir 178.379 254.90 255.90 0.561 256.84 257.74 n/a 257.74 j 1 Combination
3 17.52 30 Cir 178.000 255.90 257.10 0.674 257.74 258.52 n/a 258.52 j 2 Combination
4 4.92 18 Cir 206.000 257.10 258.20 0.534 258.52 259.05 n/a 259.05 j 3 Combination
5 2.56 15 Cir 176.000 258.20 259.10 0.511 259.05 259.74 n/a 259.74 j 4 Combination
6 1.20 15 Cir 162.000 259.10 260.00 0.556 259.74 260.43 n/a 260.43 j 5 Combination
7 0.68 15 Cir 166.000 258.20 259.10 0.542 259.05 259.42 n/a 259.42 j 4 Combination
8 5.76 18 Cir 109.000 257.10 257.80 0.642 258.52 258.73 n/a 258.73 j 3 Combination
9 4.05 15 Cir 190.000 257.80 258.80 0.526 258.73 259.62 n/a 259.97 j 8 Combination
10 3.23 18 Cir 51.000 257.10 257.50 0.785 258.52 258.18 n/a 258.18 3 Combination
11 1.93 15 Cir 116.000 257.50 258.10 0.517 258.18 258.65 n/a 258.65 j 10 Combination
12 4.42 24 Cir 144.000 255.90 256.70 0.556 257.74 257.44 n/a 257.44 2 Combination
13 1.47 15 Cir 210.000 256.70 257.80 0.524 257.44 258.28 n/a 258.28 j 12 Combination
14 5.89 24 Cir 144.000 255.90 256.70 0.556 257.74 257.56 n/a 257.56 2 Combination
15 4.06 18 Cir 132.000 256.70 257.40 0.530 257.56 258.17 n/a 258.17 j 14 Combination
16 2.90 15 Cir 45.000 257.40 257.70 0.667 258.17 258.38 n/a 258.38 j 15 Combination
17 0.10 12 Cir 101.000 257.70 258.20 0.495 258.38 258.41 0.01 258.42 16 Combination
18 1.83 12 Cir 219.000 257.70 258.80 0.502 258.38 259.38 n/a 259.38 16 Combination
19 0.51 12 Cir 209.000 258.80 259.90 0.526 259.38 260.20 0.11 260.20 18 Combination
100 Storm APT Number of lines: 19 Run Date: 8/9/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 36 35.64 254.50 256.31 1.81 4.45 8.00 0.85 257.15 0.000 75.243 254.90 256.84 1.94** 4.83 7.37 0.85 257.68 0.000 0.000 n/a 0.50 n/a
2 36 32.16 254.90 256.84 1.94 4.54 6.65 0.78 257.62 0.000 178.379255.90 257.74 j 1.84** 4.54 7.08 0.78 258.52 0.000 0.000 n/a 2.25 n/a
3 30 17.52 255.90 257.74 1.84 2.87 4.53 0.58 258.32 0.000 178.000257.10 258.52 j 1.42** 2.87 6.11 0.58 259.10 0.000 0.000 n/a 1.24 n/a
4 18 4.92 257.10 258.52 1.42 1.04 2.85 0.35 258.87 0.000 206.000258.20 259.05 j 0.85** 1.04 4.75 0.35 259.40 0.000 0.000 n/a 2.24 n/a
5 15 2.56 258.20 259.05 0.85 0.63 2.87 0.25 259.31 0.000 176.000259.10 259.74 j 0.64** 0.63 4.05 0.25 259.99 0.000 0.000 n/a 0.50 n/a
6 15 1.20 259.10 259.74 0.64 0.38 1.90 0.16 259.90 0.000 162.000260.00 260.43 j 0.43** 0.38 3.19 0.16 260.59 0.000 0.000 n/a 1.00 0.16
7 15 0.68 258.20 259.05 0.85 0.25 0.76 0.11 259.17 0.000 166.000259.10 259.42 j 0.32** 0.25 2.72 0.11 259.54 0.000 0.000 n/a 1.00 0.11
8 18 5.76 257.10 258.52 1.42 1.14 3.33 0.39 258.91 0.000 109.000257.80 258.73 j 0.93** 1.14 5.03 0.39 259.12 0.000 0.000 n/a 0.85 n/a
9 15 4.05 257.80 258.73 0.93 0.85 4.16 0.27 258.99 0.415 190.000258.80 259.62 j 0.82** 0.85 4.77 0.35 259.97 0.577 0.496 0.943 1.00 0.35
10 18 3.23 257.10 258.52 1.42 0.78 1.87 0.26 258.78 0.000 51.000 257.50 258.18 0.68** 0.78 4.12 0.26 258.45 0.000 0.000 n/a 0.77 n/a
11 15 1.93 257.50 258.18 0.68 0.52 2.81 0.21 258.40 0.000 116.000258.10 258.65 j 0.55** 0.52 3.69 0.21 258.86 0.000 0.000 n/a 1.00 n/a
12 24 4.42 255.90 257.74 1.84 1.05 1.46 0.27 258.01 0.000 144.000256.70 257.44 0.74** 1.05 4.20 0.27 257.71 0.000 0.000 n/a 1.50 n/a
13 15 1.47 256.70 257.44 0.74 0.43 1.95 0.18 257.62 0.000 210.000257.80 258.28 j 0.48** 0.43 3.39 0.18 258.46 0.000 0.000 n/a 1.00 n/a
14 24 5.89 255.90 257.74 1.84 1.29 1.95 0.33 258.06 0.000 144.000256.70 257.56 0.86** 1.29 4.58 0.33 257.88 0.000 0.000 n/a 1.10 n/a
15 18 4.06 256.70 257.56 0.86 0.91 3.89 0.31 257.86 0.000 132.000257.40 258.17 j 0.77** 0.91 4.44 0.31 258.48 0.000 0.000 n/a 1.06 n/a
16 15 2.90 257.40 258.17 0.77 0.69 3.65 0.28 258.45 0.000 45.000 257.70 258.38 j 0.68** 0.69 4.22 0.28 258.66 0.000 0.000 n/a 1.50 0.42
17 12 0.10 257.70 258.38 0.68 0.57 0.17 0.00 258.38 0.001 101.000258.20 258.41 0.21 0.12 0.83 0.01 258.42 0.071 0.036 0.036 1.00 0.01
18 12 1.83 257.70 258.38 0.68 0.47 3.20 0.16 258.54 0.342 219.000258.80 259.38 0.58** 0.47 3.91 0.24 259.61 0.567 0.454 n/a 0.50 n/a
19 12 0.51 258.80 259.38 0.58 0.19 1.09 0.11 259.48 0.000 209.000259.90 260.20 0.30** 0.19 2.62 0.11 260.30 0.000 0.000 n/a 1.00 0.11
100 Storm APT Number of lines: 19 Run Date: 8/9/2023
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

\ \ \�i FiG � _.• \ -66.
y \ \, \ -_, .7(.7 -ED
�
,A, \ VN I- � �'� prs
\' = ``yp p \\ ` \ \ �/
�'"
1
X ,
• , v , /..t. 2 i
iki \ i.\°\\,,,.`'.,,..:\ v.:v._\....... 0 \ a ....r it.)„. \ Q18 .._. 0 /
r\,. a,
iik, 111:-N\ -,\:_,_j r
, . 0\, 8 0 l'',
--*** j 'St% ,
'WS, %//A\ / lI `, ♦ ill:—
•
\ O
a
/,.irk \ Ili( \ \ tt
,tom¢ _ ',/i /ir \\ `\\\2.;.`::\ ` y \ /0000•.„�>, \\9 \ n J
s'F r t�;r - , v \
NtiI
____,
,,,
. -,-,,a -- -, -.,,,,,,,/,/,,,
„,,,,..„-,,,, ,. __
°,r
__
.i (\�/ /, '"ao `�'`�.:\ `\fir /� �\ ,,,,,,,,,00..... �
,„,1/4_.__ .
,,,,, , ,
,,„, .„.
,_ ,
,,,,,‘ , _
..„..,..„.. ,,„
-fir_` r_ !- ' \:..., -=1<. � :' CO/ % I .°. �a'� W
'-� • r- / /////� /�/iSr� per\\ i/�� <
��rr/ \\\`\ %��/i /,�/ t7 �i - O tt
`, ,\ • , I i Ij (fi \�� '' :=�;o®� ,tee -I o
\i�\`\ %;,;, C tt i=t >
\\I!\\`o �@'4r Ted ,: j jam/4CO u
Blip,I .\� '>` cT
1N
��� 1
b
n
z
s ,1
s` a
-
6
I 'A i$g i 8 8 v POST-DEVELOPEDDRAINAGE AREA-INLETS BARRETT q
E gs=,. gosg I 200SYSTEM GH NC zrew HOKE COUNTY APARTMENTS
ggpp y US401&SCULL ROAD o asls,sls� Bowman
L $ 4 q Y 4 A5 1 RAEFORD,NORTH CAROLINA.. e HOKE COUNTY

Rational Runoff Coefficient"C"
Catch Basin #201
Drainage Area(acres): 0.37
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.28 74% 0.95 0.70
Lawn 0.10 26% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.37 Cumulative"C"= 0.78
i1o= 7.97
Q10= 2.33
Catch Basin #202
Drainage Area(acres): 0.18
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.13 75% 0.95 0.71
Lawn 0.05 25% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.18 Cumulative"C"= 0.79
iio= 7.97
Qio= 1.12
Catch Basin #203
Drainage Area(acres): 0.06
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.05 84% 0.95 0.80
Lawn 0.01 16% 0.3 0.05
Wooded 0.00 0% 0.2 0.00
Total Area= 0.06 Cumulative"C"= 0.85
i10= 7.97
Qio= 0.39
Catch Basin #204
Drainage Area(acres): 0.10
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.07 68% 0.95 0.64
Lawn 0.03 32% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 0.10 Cumulative"C"= 0.74
iio= 7.97
Qio= 0.60
Yard Inlet#205
Drainage Area(acres): 0.24
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.21 87% 0.95 0.83
Lawn 0.03 13% 0.3 0.04
Wooded 0.00 0% 0.2 0.00
Total Area= 0.24 Cumulative"C"= 0.86
iio= 7.97
Qio= 1.67

Yard Inlet#206
Drainage Area(acres): 0.20
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.04 22% 0.95 0.21
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.15 78% 0.3 0.23
Wooded 0.00 0% 0.2 0.00
Total Area= 0.20 Cumulative"C"= 0.44
i t o= 7.97
Q1o= 0.69
Yard Inlet#207
Drainage Area(acres): 0.06
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.06 100% 0.3 0.30
Wooded 0.00 0% 0.2 0.00
Total Area= 0.06 Cumulative"C"= 0.30
ilo= 7.97
Qio= 0.15

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
3
4 7
5
2
6
1
Outfall
Project File: 200 SYSTEM APT.stm Number of lines:7 Date:8/9/2023
Storm Sewers v2022.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 53.000 -110.689 Comb 2.33 0.00 0.00 5.0 254.50 1.13 255.10 18 Cir 0.012 1.50 261.00 1
2 1 110.000 0.665 Comb 1.12 0.00 0.00 5.0 255.10 0.55 255.70 18 Cir 0.012 1.46 262.50 2
3 2 104.000 -74.557 Comb 0.39 0.00 0.00 0.0 255.70 0.58 256.30 15 Cir 0.012 0.50 261.80 3
4 3 63.000 -15.923 Comb 0.60 0.00 0.00 0.0 256.30 0.63 256.70 15 Cir 0.012 0.50 261.80 4
5 4 73.000 0.000 Comb 1.67 0.00 0.00 0.0 256.70 0.55 257.10 12 Cir 0.012 1.00 262.20 5
6 1 101.000 90.000 Comb 0.69 0.00 0.00 5.0 255.10 0.59 255.70 15 Cir 0.012 1.50 259.60 6
7 6 111.000 -92.008 Comb 0.15 0.00 0.00 5.0 255.70 0.54 256.30 12 Cir 0.012 1.00 261.00 7
Project File: 200 SYSTEM APT.stm I Number of lines:7 Date: 8/9/2023
Storm Sewers v2022.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CB-201 Combination 261.00 Cir 4.00 4.00 18 Cir 255.10 18 Cir 255.10
15 Cir 255.10
2 CB-202 Combination 262.50 Cir 4.00 4.00 18 Cir 255.70 15 Cir 255.70
3 CB-203 Combination 261.80 Cir 4.00 4.00 15 Cir 256.30 15 Cir 256.30
4 CB-204 Combination 261.80 Cir 4.00 4.00 15 Cir 256.70 12 Cir 256.70
5 CB-205 Combination 262.20 Cir 4.00 4.00 12 Cir 257.10
6 YI-206 Combination 259.60 Cir 4.00 4.00 15 Cir 255.70 12 Cir 255.70
7 YI-207 Combination 261.00 Cir 4.00 4.00 12 Cir 256.30
Project File: 200 SYSTEM APT.stm Number of Structures:7 Run Date: 8/9/2023
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 1 6.95 18 Cir 53.000 254.50 255.10 1.132 255.32 256.12 n/a 256.12 End Combination
2 2 3.78 18 Cir 110.000 255.10 255.70 0.545 256.12 256.44 n/a 256.44 j 1 Combination
3 3 2.66 15 Cir 104.000 255.70 256.30 0.577 256.44 256.95 n/a 256.95 j 2 Combination
4 4 2.27 15 Cir 63.000 256.30 256.70 0.635 256.95 257.30 n/a 257.30 j 3 Combination
5 5 1.67 12 Cir 73.000 256.70 257.10 0.548 257.30 257.65 0.22 257.87 4 Combination
6 6 0.84 15 Cir 101.000 255.10 255.70 0.594 256.12 256.06 n/a 256.06 1 Combination
7 7 0.15 12 Cir 111.000 255.70 256.30 0.541 256.06 256.46 n/a 256.46 j 6 Combination
Project File: 200 SYSTEM APT.stm Number of lines:7 Run Date: 8/9/2023
NOTES: Return period=10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 6.95 254.50 255.32 0.82 0.98 7.08 0.46 255.77 0.000 53.000 255.10 256.12 1.02** 1.28 5.43 0.46 256.58 0.000 0.000 n/a 1.50 n/a
2 18 3.78 255.10 256.12 1.02 0.87 2.96 0.29 256.41 0.000 110.000255.70 256.44 j 0.74** 0.87 4.33 0.29 256.73 0.000 0.000 n/a 1.46 n/a
3 15 2.66 255.70 256.44 0.74 0.65 3.50 0.26 256.70 0.000 104.000256.30 256.95 j 0.65** 0.65 4.10 0.26 257.21 0.000 0.000 n/a 0.50 n/a
4 15 2.27 256.30 256.95 0.65 0.58 3.50 0.23 257.19 0.000 63.000 256.70 257.30 j 0.60** 0.58 3.89 0.23 257.54 0.000 0.000 n/a 0.50 0.12
5 12 1.67 256.70 257.30 0.60 0.44 3.38 0.18 257.48 0.412 73.000 257.10 257.65 0.55** 0.44 3.76 0.22 257.87 0.542 0.477 0.348 1.00 0.22
6 15 0.84 255.10 256.12 1.02 0.29 0.78 0.13 256.25 0.000 101.000255.70 256.06 0.36** 0.29 2.88 0.13 256.19 0.000 0.000 n/a 1.50 n/a
7 12 0.15 255.70 256.06 0.36 0.08 0.59 0.05 256.11 0.000 111.000256.30 256.46 j 0.16** 0.08 1.88 0.05 256.51 0.000 0.000 n/a 1.00 0.05
Project File: 200 SYSTEM APT.stm Number of lines: 7 Run Date: 8/9/2023
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

0 \ /` �I i�J-AJ I
r--Q
.3
, v / 1 \ , ,-,
,,
. i 1_,-- ___,
., \ / 1
,i.„--' ..--
i \ /„ / _i_,-
. ,_,„- _
+ \ _,,_,_,_, ,, _2,,_
.__
,,_, _ ____---_ _., ,
, , ,__,__ ,
, ,__,__ y
co , \\ \ ---______ /.
�•\„, ti -v D o‘ tt �. \
i /)--/ , --,, , \ \ .111 .=
�� a
,;' Imo•/ �__—"1 i ���. � �;;,, `. ® ; — A
\9 V �.r\
1 L • -s �`,\. o • \\
tt r
,\Vr.,..----
, ,„ ,..., -„,„„_ ____ , , , ,
/ ,,,
, ,,--
,,, , .,,, ....,,, ,,,,,,.,„_ , , \,
„,,„
...
\ V a, -- -„,, ,,,,,,,,L ,f ,. ./\,, / , , AAA li p //// /ii�� V A i /' A\
Y N., i / ) \ \
_ ;;' '%\ @� 7� a\ , - 904_,...4",44
" ` *\ %%W rr ..moo .\ , / A /
4 el G V - ',4)1 I J' Jy
Vits
1.,, N it`--;;;-. ----.N. iikkikk:- Vz:- >'-',---7=-----
0
/NO a, '''''NN, '',,,:', N.'
. •:,z,-,. ,... ,,,,,,,,,,, , '.•.1-,ifil gle, '..%;0 1,,,,;(sc:.;,,----
\ \`.
,Z.
o;\ J s+,-r— —
O
D 0 \
r.
z
K 8
-
6
$M j 8 8 v POST-DEVELOPED DRAINAGE AREA-INLETS eoxinanNo"iOaro1nq
300&500 SYSTEM
!
4 __on,
g _ HOKE COUNTY APARTMENTS G"NC
e Bowman
~ a g p.. y US401&SCULL ROADPhone'ts1slssa-eso
? $ 4 q q 4 RAEFORD,NORTH CAROLINA.. e HOKE COUNTY

Rational Runoff Coefficient"C"
Manhole#301
Drainage Area(acres): 0.00
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.00 0% 0.95 0.00
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.00 Cumulative"C"= 0.00
iio= 7.97
Qio= 0.00
Catch Basin #302
Drainage Area(acres): 0.75
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.10 14% 0.95 0.13
Lawn 0.64 86% 0.3 0.26
Wooded 0.00 0% 0.2 0.00
Total Area= 0.75 Cumulative"C"= 0.39
iio= 7.97
Qio= 2.33
Catch Basin #303
Drainage Area(acres): 0.39
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.14 36% 0.95 0.34
Lawn 0.25 64% 0.3 0.19
Wooded 0.00 0% 0.2 0.00
Total Area= 0.39 Cumulative"C"= 0.53
i10= 7.97
Qio= 1.65
Catch Basin #304
Drainage Area(acres): 0.16
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.11 68% 0.95 0.64
Lawn 0.05 32% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 0.16 Cumulative"C"= 0.74
i 10= 7.97
Qio= 0.93
Manhole#305
Drainage Area(acres): 3.12
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 2.49 80% 0.95 0.76
Lawn 0.62 20% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 3.12 Cumulative"C"= 0.82
iio= 7.97
Qio= 20.36

Catch Basin #306
Drainage Area(acres): 0.06
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.04 81% 0.95 0.77
Lawn 0.01 19% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.06 Cumulative"C"= 0.83
iio= 7.97
Q10= 0.36
Drop Inlet#307
Drainage Area(acres): 0.47
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.26 55% 0.95 0.52
Lawn 0.22 45% 0.3 0.14
Wooded 0.00 0% 0.2 0.00
Total Area= 0.47 Cumulative"C"= 0.65
i 1 o= 7.97
Q1o= 2.47
Catch Basin #308
Drainage Area(acres): 0.07
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.06 90% 0.95 0.86
Lawn 0.01 10% 0.3 0.03
Wooded 0.00 0% 0.2 0.00
Total Area= 0.07 Cumulative"C"= 0.89
i 1 o= 7.97
Q1o= 0.50
Catch Basin #309
Drainage Area(acres): 0.64
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.37 59% 0.95 0.56
Lawn 0.26 41% 0.3 0.12
Wooded 0.00 0% 0.2 0.00
Total Area= 0.64 Cumulative"C"= 0.68
iio= 7.97
Q1o= 3.46
Catch Basin #310
Drainage Area(acres): 0.04
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.04 100% 0.95 0.95
Lawn 0.00 0% 0.3 0.00
Wooded 0.00 0% 0.2 0.00
Total Area= 0.04 Cumulative"C"= 0.95
iio= 7.97
Q10= 0.28

Catch Basin #311
Drainage Area(acres): 0.07
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.02 22% 0.95 0.21
Lawn 0.06 78% 0.3 0.23
Wooded 0.00 0% 0.2 0.00
Total Area= 0.07 Cumulative"C"= 0.45
i10= 7.97
Q1o= 0.26
Catch Basin #312
Drainage Area(acres): 0.15
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.04 24% 0.95 0.22
Lawn 0.12 76% 0.3 0.23
Wooded 0.00 0% 0.2 0.00
Total Area= 0.15 Cumulative"C"= 0.45
i10= 7.97
410= 0.56
Catch Basin #313
Drainage Area(acres): 0.05
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.04 81% 0.95 0.77
Lawn 0.01 19% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.05 Cumulative"C"= 0.83
i 1 o= 7.97
410= 0.30
Drop Inlet#314
Drainage Area(acres): 0.42
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.32 76% 0.95 0.72
Asphalt/Concrete Pavement 0.04 9% 0.95 0.08
Lawn 0.06 15% 0.3 0.05
Wooded 0.00 0% 0.2 0.00
Total Area= 0.42 Cumulative"C"= 0.85
iio= 7.97
Q1o= 2.87
Curb Inlet#4
Drainage Area(acres): 0.80
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.69 87% 0.95 0.83
Lawn 0.10 13% 0.3 0.04
Wooded 0.00 0% 0.2 0.00
Total Area= 0.80 Cumulative"C"= 0.87
iio= 7.97
Q1o= 5.49

Rational Runoff Coefficient"C"
I Pipe #500
Drainage Area(acres): 0.33
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.14 43% 0.95 0.41
Lawn 0.19 57% 0.3 0.17
Wooded 0.00 0% 0.2 0.00
Total Area= 0.33 Cumulative"C"= 0.58
i1o= 7.97
Qio= 1.53

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
3
• 2
4 6 1
•
9 8 7 Outfall
5 • • 10
11
12
14 13
• •
15
Project File: 300 SYSTEM.stm Number of lines: 15 Date:8/9/2023
Storm Sewers v2022.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 213.000 -180.000 MH 0.00 0.00 0.00 0.0 254.50 0.14 254.80 48 Cir 0.013 0.97 260.00
i
2 1 84.000 16.704 Curb 2.33 0.00 0.00 0.0 254.80 0.60 255.30 36 Cir 0.013 1.50 260.00
3 2 255.000 -16.868 Curb 1.65 1 0.00 0.00 0.0 255.30 0.12 255.60 36 Cir 0.013 1.50 261.30
4 3 32.000 -90.000 Curb 0.93 0.00 0.00 0.0 255.60 0.31 255.70 36 Cir 0.013 1.23 261.30
5 4 40.000 51.559 MH 20.36 I 0.00 0.00 0.0 255.70 0.25 255.80 36 Cir 0.013 1.00 260.00
6 2 32.000 -109.940 Curb 0.36 0.00 0.00 0.0 255.30 0.31 255.40 24 Cir 0.013 1.46 260.00
i
7 6 32.000 -74.548 DrGrt 2.47 0.00 0.00 0.0 255.40 0.31 255.50 24 Cir 0.013 1.87 259.00
8 7 128.000 167.128 Curb 0.50 0.00 0.00 0.0 255.50 0.16 255.70 24 Cir 0.013 0.50 260.40
9 8 21.000 -1.713 Curb 3.46 0.00 0.00 0.0 255.70 0.48 255.80 24 Cir 0.013 1.00 260.40
10 7 23.000 11.846 Curb 0.28 0.00 0.00 0.0 255.50 0.43 255.60 24 Cir 0.013 1.00 260.00
11 1 53.000 -73.235 Grate 0.26 0.00 0.00 0.0 254.80 0.19 254.90 24 Cir 0.013 0.52 260.00
12 11 107.000 -17.297 Curb 0.56 0.00 0.00 0.0 254.90 0.19 255.10 24 Cir 0.013 1.50 258.60
13 12 32.000 90.832 Curb 0.30 0.00 0.00 0.0 255.10 0.31 255.20 24 Cir 0.013 0.50 258.60
14 13 17.000 -0.179 DrGrt 2.87 0.00 0.00 0.0 255.20 0.59 255.30 24 Cir 0.013 1.49 261.20
15 14 95.000 -82.689 Curb 5.49 0.00 0.00 0.0 255.30 0.42 255.70 24 Cir 0.013 1.00 260.76
1
Project File: 300 SYSTEM.stm Number of lines: 15 Date: 8/9/2023
Storm Sewers v2022.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 Manhole 260.00 Cir 4.00 4.00 48 Cir 254.80 36 Cir 254.80
24 Cir 254.80
2 Curb-Horiz 260.00 Cir 4.00 4.00 36 Cir 255.30 36 Cir 255.30
24 Cir 255.30
3 Curb-Horiz 261.30 Cir 4.00 4.00 36 Cir 255.60 36 Cir 255.60
4 Curb-Horiz 261.30 Cir 4.00 4.00 36 Cir 255.70 36 Cir 255.70
5 Manhole 260.00 Cir 4.00 4.00 36 Cir 255.80
6 Curb-Horiz 260.00 Cir 4.00 4.00 24 Cir 255.40 24 Cir 255.40
7 DropGrate 259.00 Cir 4.00 4.00 24 Cir 255.50 24 Cir 255.50
24 Cir 255.50
8 Curb-Horiz 260.40 Cir 4.00 4.00 24 Cir 255.70 24 Cir 255.70
9 Curb-Horiz 260.40 Cir 4.00 4.00 24 Cir 255.80
10 Curb-Horiz 260.00 Cir 4.00 4.00 24 Cir 255.60
11 Grate 260.00 Cir 4.00 4.00 24 Cir 254.90 24 Cir 254.90
12 Curb-Horiz 258.60 Cir 4.00 4.00 24 Cir 255.10 24 Cir 255.10
13 Curb-Horiz 258.60 Cir 4.00 4.00 24 Cir 255.20 24 Cir 255.20
14 DropGrate 261.20 Cir 4.00 4.00 24 Cir 255.30 24 Cir 255.30
15 Curb-Horiz 260.76 Cir 4.00 4.00 24 Cir 255.70
Project File: 300 SYSTEM.stm Number of Structures: 15 Run Date: 8/9/2023
Storm Sewers v2022.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 41.82 48 Cir 213.000 254.50 254.80 0.141 257.15 257.45 0.34 257.79 End Manhole
2 32.34 36 Cir 84.000 254.80 255.30 0.595 257.79 257.14 1.17 257.14 1 Curb-Horiz
3 22.94 36 Cir 255.000 255.30 255.60 0.118 257.77 258.07 0.32 258.39 2 Curb-Horiz
4 21.29 36 Cir 32.000 255.60 255.70 0.313 258.39 258.41 0.19 258.60 3 Curb-Horiz
5 20.36 36 Cir 40.000 255.70 255.80 0.250 258.60 258.63 0.14 258.76 4 Manhole
6 7.07 24 Cir 32.000 255.30 255.40 0.312 257.14 257.17 0.13 257.30 2 Curb-Horiz
7 6.71 24 Cir 32.000 255.40 255.50 0.313 257.30 257.32 0.15 257.46 6 DropGrate
8 3.96 24 Cir 128.000 255.50 255.70 0.156 257.46 257.49 0.01 257.51 7 Curb-Horiz
9 3.46 24 Cir 21.000 255.70 255.80 0.476 257.51 256.45 n/a 256.45 8 Curb-Horiz
10 0.28 24 Cir 23.000 255.50 255.60 0.435 257.46 257.46 0.00 257.46 7 Curb-Horiz
11 9.48 24 Cir 53.000 254.80 254.90 0.189 257.79" 257.88" 0.07 257.95 1 Grate
12 9.22 24 Cir 107.000 254.90 255.10 0.187 257.95* 258.13* 0.20 258.33 11 Curb-Horiz
13 8.66 24 Cir 32.000 255.10 255.20 0.313 258.33" 258.38" 0.06 258.44 12 Curb-Horiz
14 8.36 24 Cir 17.000 255.20 255.30 0.589 258.44* 258.46* 0.16 258.63 13 DropGrate
15 5.49 24 Cir 95.000 255.30 255.70 0.421 258.63* 258.68* 0.05 258.73 14 Curb-Horiz
Project File: 300 SYSTEM.stm Number of lines: 15 Run Date: 8/9/2023
NOTES: Return period=10 Yrs. ;"Surcharged(HGL above crown).
Storm Sewers v2022 00

Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 48 41.82 254.50 257.15 2.65 8.83 4.74 0.35 257.50 0.141 213.000254.80 257.45 2.65 8.83 4.74 0.35 257.80 0.141 0.141 0.300 0.97 0.34
2 36 32.34 254.80 257.79 2.99 4.56 4.58 0.78 258.57 0.000 84.000 255.30 257.14 1.84** 4.56 7.10 0.78 257.93 0.000 0.000 n/a 1.50 1.17
3 36 22.94 255.30 257.77 2.47* 6.22 3.69 0.21 257.98 0.118 255.000255.60 258.07 2.47 6.22 3.69 0.21 258.28 0.117 0.118 0.300 1.50 0.32
4 36 21.29 255.60 258.39 2.79 6.84 3.11 0.15 258.54 0.088 32.000 255.70 258.41 2.71 6.72 3.17 0.16 258.57 0.089 0.089 0.028 1.23 0.19
5 36 20.36 255.70 258.60 2.90 7.00 2.91 0.13 258.73 0.082 40.000 255.80 258.63 2.83 6.91 2.95 0.14 258.76 0.081 0.081 0.032 1.00 0.14
6 24 7.07 255.30 257.14 1.84 3.03 2.33 0.08 257.23 0.085 32.000 255.40 257.17 1.77 2.94 2.41 0.09 257.26 0.088 0.086 0.028 1.46 0.13
7 24 6.71 255.40 257.30 1.90 3.08 2.18 0.07 257.37 0.076 32.000 255.50 257.32 1.82 3.00 2.24 0.08 257.40 0.077 0.077 0.024 1.87 0.15
8 24 3.96 255.50 257.46 1.96 3.13 1.27 0.02 257.49 0.028 128.000255.70 257.49 1.79 2.97 1.33 0.03 257.52 0.027 0.027 0.035 0.50 0.01
9 24 3.46 255.70 257.51 1.81 0.89 1.16 0.24 257.74 0.000 21.000 255.80 256.45 0.65** 0.89 3.91 0.24 256.69 0.000 0.000 n/a 1.00 n/a
10 24 0.28 255.50 257.46 1.96 3.13 0.09 0.00 257.46 0.000 23.000 255.60 257.46 1.86 3.05 0.09 0.00 257.46 0.000 0.000 0.000 1.00 0.00
11 24 9.48 254.80 257.79 2.00 3.14 3.02 0.14 257.93 0.176 53.000 254.90 257.88 2.00 3.14 3.02 0.14 258.02 0.176 0.176 0.093 0.52 0.07
12 24 9.22 254.90 257.95 2.00 3.14 2.94 0.13 258.09 0.166 107.000255.10 258.13 2.00 3.14 2.93 0.13 258.27 0.166 0.166 0.178 1.50 0.20
13 24 8.66 255.10 258.33 2.00 3.14 2.76 0.12 258.45 0.147 32.000 255.20 258.38 2.00 3.14 2.76 0.12 258.50 0.147 0.147 0.047 0.50 0.06
14 24 8.36 255.20 258.44 2.00 3.14 2.66 0.11 258.55 0.137 17.000 255.30 258.46 2.00 3.14 2.66 0.11 258.57 0.137 0.137 0.023 1.49 0.16
15 24 5.49 255.30 258.63 2.00 3.14 1.75 0.05 258.67 0.059 95.000 255.70 258.68 2.00 3.14 1.75 0.05 258.73 0.059 0.059 0.056 1.00 0.05
Project File: 300 SYSTEM.stm Number of lines: 15 Run Date: 8/9/2023
Notes:*Normal depth assumed;**Critical depth. ; c=cir e=ellip b=box
Storm Sewers v2022.00

Bowman
NORTH CAROLINA
APPENDIX D
Erosion and Sediment Control Calculations
Rip-Rap Aprons
Skimmer Basins
Temporary Diversion Ditches
Hoke County Apartments—Storm water& Erosion Control Design 14

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: MCB Date: 8/7/2023
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#1
Pipe Diameter d= 36
Pipe Slope s= 0.53 %
Manning's number n= 0.012
Flow Q= 35.64 cfs
Velocity V= 8.00 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 9.0 ft
Length(6 X Do)= 18.0 ft
Width(La+Do)= 21.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
18.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
9.0 21.0
RIP RAP-Hoke County Apartments.xlsx 8/9/2023 Page 1 of 3

Rip-Rap Apron#2
Pipe Diameter d= 18 in
Pipe Slope s= 1.13 %
Manning's number n= 0.012
Flow Q= 6.95 cfs
Velocity V= 7.08 ft/s
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(2 X Do)= 3.0 ft
Length(4 X Do)= 6.0 ft
Width(La+Do)= 7.5 ft
Min.Thickness= 12 inches
Min.Stone Diameter= 3 inches
6.0
3.0 7.5
1
*All units are in feet
**Dissipator pad designed for full flow of pipe
Rip-Rap Apron#3
Pipe Diameter d= 48
Pipe Slope s= 0.14 %
Manning's number n= 0.012
Flow Q= 41.82 cfs
Velocity V= 4.74 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 12.0 ft
Length(6 X Do)= 24.0 ft
Width(La+Do)= 28.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
24.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
12.0 28.0
1
RIP RAP- Hoke County Apartments.xlsx 8/9/2023 Page 2 of 3

Rip-Rap Apron#4
Pipe Diameter d= 24
Pipe Slope s= 0.63 %
Manning's number n= 0.012
Flow Q= 12.28 cfs
Velocity V= 3.91 ft/s
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(2XDo)= 4.0 ft
Length(4 X Do)= 8.0 ft
Width(La+Do)= 10.0 ft
Min.Thickness= 12 inches
Min.Stone Diameter= 3 inches
4_8.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
4.0 10.0
Rip-Rap Apron#5
Pipe Diameter d= 24
Pipe Slope s= 0.52 %
Manning's number n= 0.012
Flow Q= 13.81 cfs
Velocity V= 4.40 ft/s
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(2XDo)= 4.0 ft
Length(4 X Do)= 8.0 ft
Width(La+Do)= 10.0 ft
Min.Thickness= 12 inches
Min.Stone Diameter= 3 inches
8.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
4.0 10.0
RIP RAP- Hoke County Apartments.xlsx 8/9/2023 Page 3 of 3

EROSION CONTROL CALCS(SKIMMER BASINS)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Skimmer Basin#1
Drainage Area Total,AT= 9.15 Ac
Disturbed,Ao= 9.15 Ac
25-year Runoff(Q25) C= 0.50
To= 5.00 min
125= 8.89 in/hr
Q25= 40.7 cfs
Surface Area Required SA= 325sf x Q25
SA= 13,218 sf
Volume Required VR=1800 cf/Ac x AD
VR= 16,470 cf
Sediment Trap Dimensions L= 170 ft (Spillway Length)
W= 80 ft (Spillway Width)
D= 2.0 ft (Depth of Storage)
Side Slopes= 2:1
Lao=
Lao= 178 ft
Lboi= 162 ft WaF Wbpi
Wtop= 88 ft Lboi=
Wbpt= 72 ft
L/W Ratio= 2.1 :1(must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 260.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 258.50
Sediment Storage 258.00
Cleanout Mark 257.00 (half of storage height)
Bottom 256.00
Provided SAP= 13,600 sf > 13,218
VP= 25,264.0 cf > 16,470
Emergency Spillway-25 Year Storm 125= 8.89 in/hr
Q25= 40.67 cfs
h= 0.5 ft
C„,= 3
Lw= 39 ft

EROSION CONTROL CALCS(SKIMMER BASINS)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 16.0 sf
Top of Basin Elev.: 258.0
Bottom of Basin Elev.: 256.0
Volume: 32.0 cf (Water Displaced-Top of Pond to Bottom of Pond)
Weight: 1997 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 2396.2 lbs
Volume of Concrete Req'd: 16.0 cf (Unit WT of Concrete=150 pcf)
Volume Provided: 69.5 cf (4'x4'riser x 2.0'=32cf,5'x5'footing x 1.5'=37.5cf)

Calculate Skimmer Size
Basin Volume in Cubic Feet 25,264 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 3 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.8 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 170 80 Feet VOLUME 25264 Cu.Ft.
Bottom dimensions in feet 162 72 Feet
Depth in feet 2 Feet

EROSION CONTROL CALCS (TEMPORARY DITCH #1)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Temporary Ditch#1
Drainage Area Total,AT= 3.09 Ac
25-year Runoff(Q25) C= 0.50 P2
Tc= 5.00 min P1
125= 8.89 in/hr
Q25= 13.73 cfs

8/7/23, 10:08 AM ECMDS 7.0
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
>>>Temporary Ditch#1
Name Temporary Ditch#1
Discharge 13.73
Channel Slope 0.0028
Channel Bottom Width 1
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 None
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
DS75 Straight 13.73 cfs 1.85 ft/s 1.69 ft 0.038 1.6 lbs/ft2 0.3 lbs/ft2 5.42 STABLE D
Unvegetated
Underlying Straight 13.73 cfs 1.85 ft/s 1.69 ft 0.038 0.37 lbs/ft2 0.15 lbs/ft2 2.46 STABLE D
Substrate
https://ecmds.com/project/157518/channel-analysis/249732/show 1/1

EROSION CONTROL CALCS (TEMPORARY DITCH #2)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Temporary Ditch#2
Drainage Area Total,AT= 4.54 Ac
25-year Runoff(Q25) C= 0.50
T,= 5.00 min
125= 8.89 in/hr
Q25= 20.18 cfs

8/7/23, 10:09 AM ECMDS 7.0
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
>>>Temporary Ditch#2
Name Temporary Ditch#2
Discharge 20.18
Channel Slope 0.0111
Channel Bottom Width 1
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 None
C125
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125 Straight 20.18 cfs 4.02 ft/s 1.35 ft 0.031 2.3 lbs/ft2 0.94 lbs/ft2 2.45 STABLE D
Unvegetated
Underlying Straight 20.18 cfs 4.02 ft/s 1.35 ft 0.031 0.53 Ibs/ft2 0.49 Ibs/ft2 1.09 STABLE D
Substrate
https://ecmds.com/project/157518/channel-analysis/249732/show 1/1

EROSION CONTROL CALCS (TEMPORARY DITCH #2)
Project Information
Project Name: Hoke County Apartments
Project#: 220137-01-001
Designed by: SPH Date: 7/20/2023
Revised by: Date:
Checked by: MCB Date: 8/7/2023
Temporary Ditch#3
Drainage Area Total,AT= 1.52 Ac
25-year Runoff(Q25) C= 0.50
T,= 5.00 min
125= 8.89 in/hr
Q25= 6.75 cfs

8/7/23, 10:10 AM ECMDS 7.0
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
>>>Temporary Ditch#3
Name Temporary Ditch#3
Discharge 6.75
Channel Slope 0.0033
Channel Bottom Width 1
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 None
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
DS75 Straight 6.75 cfs 1.63 ft/s 1.21 ft 0.039 1.6 lbs/ft2 0.25 lbs/ft2 6.42 STABLE D
Unvegetated
Underlying Straight 6.75 cfs 1.63 ft/s 1.21 ft 0.039 0.37 lbs/ft2 0.13 lbs/ft2 2.8 STABLE D
Substrate
https://ecmds.com/project/157518/channel-analysis/249732/show 1/1