SW6231111_Design Calculations_20240621

Bowman
NORTH CAROL 1 N A
Percival Square Apartments
Laurinburg Rd (US-401) and W. Palmer St.
Proposed Apartment Development and Associated Infrastructure
Raeford, North Carolina
COORDINATES: 34°58'24.9"N, 79°14'32.5"W
Project No.: 220192-01 -001
Stormwater Management Report
Prepared By:
Bowman
NORTH' CAROLINA
4006 Barrett Drive, Suite 104yr,., aea�r,�f�
Raleigh, NC 27609 ,t!°�/y� �',=�a �d��►,J'J
PREPARED FOR:
sF-Al-
Connelly Builders, Inc
125 Old Chapin Road Matt Lowder, PE
Lexington, SC 29072 NC License No. 24434
Laura Nicholson [phone]
[phone] [e-mail]
[e-mail]
MARCH 18, 2024
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TABLE OF CONTENTS
Stormwater Management Narrative PAGE
• Project Data 3
• Site History 3
• Project Description 4
• Design Requirements 4
• Methodology 5
• System Summary 5
• Conclusion 5
Appendix A: Figures 8
• Soil Report
• Topography Map
• FEMA Flood Map No. 3710942400J
• Surface Water Classification Maps
• Hydrologic Unit Code (HUC)
• NOAA Point Precipitation Depth Estimates
• NOAA Point Precipitation Intensity Estimates
• Pre-Development Drainage Basin Map
• Post-Development Drainage Basin Map
• Wetlands Inventory Map
Appendix B: Stormwater Wet Pond Calculations 9
• CN Values
• Time of Concentration Calculations
• Wet Pond — Design, Details, and Hydrographs
• Grass Channels
Appendix C: Storm Drainage System Calculations 10
• 100-System
Appendix D: Erosion and Sediment Control Calculations 11
• Rip Rap Calculations
• Skimmer Basin
• Riser
• Temporary Diversion Ditches
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STORMWATER MANAGEMENT NARRATIVE
This report documents the hydraulic and hydrological analysis performed by Bowman Consulting
for the proposed Percival Square Apartment Development in Raeford, 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 Percival Square
Parcel Identification Number (PIN) 694241101044
Parcel Address Laurinburg Road and W. palmer St.
River Basin Lumber
Total Parcel Area 4.93 acres (±214,615 SF)
EXISTING
0 acres (±0 SF)
Impervious Area
PROPOSED
1.96 acres (±85,508 SF)
Area of Land Disturbance 4.01 acres (± 174,467 SF)
TMDLs None
Watershed Protection Overlay None
SITE HISTORY
The proposed site is located in Raeford, North Carolina and is within City of Raeford limits. The
site is located at the intersection of Laurinburg Road (US-401) and W. Palmer Street, and West of
Downton Raeford. The site is currently undeveloped wooded and open space area.
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
FaB Faceville loamy sand, 2 to 6 percent slopes
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The hydrologic soil group (HSG) designations for the soil group is B. Group B soils are described
as coarse and having a moderate infiltration rate when thoroughly wet.This consists of moderately
deep or deep and moderately well to well drained soils that have a moderate rate water
transmission. A Web Soil Survey Map for the site is included in Appendix A.
For the purposes of design, the same hydrologic group was utilized for both Pre- and Post-
Development conditions.
PROJECT DESCRIPTION
Connelly Builders, Inc is proposing to develop ±4.01 acres of disturbed area within the 4.93-
acre parcel. The proposed development consists of 3 apartment buildings totaling 48 units, a
community center/leasing office, a playground, tot lot, outdoor eating area, mail building,
stormwater control measures, and associated infrastructure, including parking areas and curbs.
Watershed Protection Overlay
This site is not located within a watershed protection area.
Floodplains
The entire site is located within Zone 'X' per the FEMA Panel 3710942400J 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 REQUIRMENTS
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NCDEQ) Stormwater Design Manual.
Post-development rates for the site were designed to not exceed pre-development discharge
rates for the 1-year, 2-year, 10-year, and 100-year twenty-four (24)-hour duration storm events.
Stormwater quantity control will be provided by the use of a new wet pond and a grass channel
as part of the development.
Water Quality and Water Quantity
Since the project site is located in the Lumber River Basin, the following criteria below was
considered for the design of SCMs in regard to water quality and quantity:
1. 100% of all impervious and built-upon-area (BUA) will be treated by a stormwater control
measure.
2. High density developments must manage and attenuate the first inch of runoff for water
quality in an approved Stormwater Control Measure(s) (SCM). The peak flow rate of the
first inch 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.
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3. 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 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.
SYSTEM SUMMARY
The post developed design of the site has been laid out in such a way to provide a drainage area
that will require stormwater management.The stormwater system is comprised of a singular SCM.
The primary SCM is a stormwater wet pond that is fully sized for the design storm that utilizes a
storm drain pipe network to collect runoff from impervious surfaces on the site. The SCM will also
utilize an additional grass channel that will collect any runoff that is coming from off the site.
CONCLUSION
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NCDEQ) Stormwater Design Manual.
Post-development discharge rates for the site were designed to not exceed pre-development
discharge rates for the 1-year,2-year, 10-year.and 100-year,twenty-four(24)-hour duration storm
events. Stormwater quantity control will be provided by the implementation of a new wet pond
and a grass channel as part of the development.
Peak Runoff Analysis
• Pre-Development Conditions
The existing site is currently undeveloped wooded and open space area. There is one drainage
area analyzed in this report with its own study point, composite runoff curve number and single
point of analysis.
SCM Pre-Developed Area covers the entire 4.93 acre (±214,615 SF) parcel including the 20'
easement for the existing sanitary sewer pipe. This area slopes generally from West to East, with
average slopes in the range of 2-6% and consists of pervious area.
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The characteristics for the pre-development basin are shown below and the drainage maps can
be found in Appendix A. Additional calculations for the basin can also be found in Appendix B.
Table 5:Pre-Development Summaries
Area Composite Time of
Basin ID Curve Concentration
[acres] Number (CN) (Tc) [min.]
Pre-Developed Area 4.93 53.7 15.63
• Post-Development Conditions
The post-development condition contains a single drainage area directed to the stormwater wet
pond and one bypass drainage area from the pre-development condition.
SCM Post-Developed Area consists of 3.41 acres (+148,655 SF) of the proposed apartment
buildings, clubhouse, outdoor eating area, mail room, playground, tot lot, and other infrastructure
required. The wet pond collects runoff with catch basins, yard inlets, and drainage pipes that
connect to the stormwater wet pond.
The characteristics for the post-development drainage areas are shown below and calculations
can be found in Appendix B. A drainage map identifying the basin can be found in Appendix A.
Table 6:Post Development Area Summaries
Area Composite Time of
Basin ID Curve Concentration
[acres] Number (CN) (Tc) [min.]
SCM Post-Developed Area 3.41 77.6 5
Table 7:Post Development By-Pass Area Summaries
Area Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
SCM Post-Developed Bypass Area 1.52 50.6 10
• Comparison of Peak Discharges
The pre- and post- development peak discharges are shown below. Full calculations and
hydrographs can be found on Appendix B.
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Table 8: Total Site Downstream Impact
Wet Pond SCM
Pre-Dev. Total Site Peak Flow Post-Dev. Total Site Peak Flow
Storm Event (cfs) (cfs)
1-yr 24-hr 0.251 0.079
2- r 24-hr 1.146 0.275
10- r 24-hr 5.946 3.015
100- r 24-hr 1 16.99 1 14.77
Site Stabilization
During construction phase, the permanent stormwater wetlands will be utilized as temporary
sediment basins. Skimmers will be used in the temporary sediment basins to dewater the basin
from the surface. After final grading is completed, permanent vegetation shall be applied in
accordance with the seeding requirements from the NCDEQ and the landscape plan for this site.
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NORTH CAROLINA
APPENDIX A
Figures
Hydrological Soil Report
Topography Map
FEMA Flood Map No. 3710942400J
Surface Water Classification Maps
Hydrologic Unit Code (HUC)
NOAA Point Precipitation Depth Estimates
NOAA Point Precipitation Intensity Estimates
Pre-Development Drainage Basin Map
Post-Development Drainage Basin Map
Wetlands Inventory Map
Percival Square Apartments—Raeford, NC 8 1 P a g e

Hydrologic Soil Group—Hoke County, North Carolina
a (Raeford, NC) a
660370 660400 660430 660460 660490 660520 66D550 6605E0
34°58'31"N Q, 34°58'31"N
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660370 660400 660430 660460 660490 660520 660550 660580
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v Map Scale:1:1,500 if printed on A portrait(8.5"x 11")sheet. v
Meters
N 0 20 40 80 120
Feet
0 50 100 200 300
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:LF M Zone 17N WGS84
USDA Natural Resources Web Soil Survey 9/6/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke County, North Carolina
(Raeford,NC)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(A01) 0 C/D 1:24,000.
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
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
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
0 B scale.
Transportation
0 B/D
Rails Please rely on the bar scale on each map sheet for map
0 C measurements.
ti Interstate Highways
0 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)
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
q distance and area.A projection that preserves area,such as the
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 20,Sep 8,2022
r r C/D
Soil map units are labeled(as space allows)for map scales
r D 1:50,000 or larger.
w Not rated or not available Date(s)aerial images were photographed: Apr 17,2022—May
Soil Rating Points 20,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
0 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 9/6/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County,North Carolina Raeford, NC
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
FaB Faceville loamy sand,2 B 6.8 100.0%
to 6 percent slopes
Totals for Area of Interest 6.8 100.0%
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
USDA Natural Resources Web Soil Survey 9/6/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina Raeford, NC
Tie-break Rule: Higher
uSDA Natural Resources Web Soil Survey 9/6/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

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CITY OFIRAEFORD E TRATERRITORIAL JURISDICTIO',1 OTHER AREAS OF " Levee.See Notes.zone
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C A, The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
g�. 2 Zone AE was exported on 9/6/2023 at 4:26 PM and does not
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.
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16 FIRM panel number,and FIRM effective date.Map images for
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0 250 500 1,000 1,500 2,000 6'0�� regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

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Date of Class-: November 30, 1963
What does this Class.mean? ',VV
River Basin: Lumber Cott C4fr*
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12 Digit Name Upper Raft 5wamp
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10-DigitName Raft Swamp
10-Dio t Code: 0304020305
• ; - 1 1- 8-Digit Code: 03040203
River Basin: Lumber
12-Digit Area(ac): 22.624.43 .�
Zoom to

9/6/23,4:17 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
(&
Location name: Raeford,North Carolina, USA* '
Latitude:34.97380, Longitude: -79.2419°
Elevation:253 ft
*source:ESRI Maps V10**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� F 100
1 2 5 10 25 50 100 200 500 1000
5-min 0.39 -0 481 0.469-0568 0.546-0 662) (0.604-0..732)1(0.6771-0 815 0.720-0 875 0.764-0 933 0.805-0 988 0.853--1 06) (0.890-1.11
10-min 0.696 0.822 0.961 1.06 1.18 1.27 1.35 1.43 1.53 ) ( 1.60 )
(0.634-0.768) (0.750-0.908) (0.875-1.06) (0.965-1.17) (1.07-1.30) (1.15-1.39) (1.21-1.48) (1.28-1.57) (1.35-1.67 1.40-1.75
15-min 0.870 1.03 1.22 1.34 1.50 1.61 1.71 1.80 1.92 2.00
(0.793-0.960)1(0.943-1.14) (1.11-1.34) 1 (1.22-1.48) 1 (1.36-1.65) 11 (1.45-1.76) 11 (1.53-1.87) 1 (1.61-1.98) (1.70-2.10) (1.76-2.20)
30-min 1 1.19 1.43 1.73 1.95 2.22 2.62 2.81 3. 66 3.24
( .09-1.32) (1.30-1.58) (1.57-1.91) 1 (1.77-2.14) (2.01-2.44) (2.19-2.66) 1 (2.35-2.87) 1 (2.51-3.08) (2.70-3.35) (2.85-3.56)
60-min 1.49 1.79 2.21 2.54 2.96 3.28 3.61 3.94 4.38 4.73
(1.36-1.64) (1.63-1.98) 1 (2.02-2.44) 1 (2.30-2.79) 1 (2.67-3.25) 1 (2.96-3.60) 11 (3.24-3.95) 1 (3.52-4.32) (3.88-4.80) (4.16-5.19)
2-hr 1.73 2.10 2.64 3.06 3.62 4.06 4.52 4.98 5.61 6.11
(1.57-1.94) (1.90-2.35) 1 (2.39-2.95) 1 (2.76-3.41) 1 (3.24-4.03) 1 (3.63-4.52) (4.01-5.02) (4.39-5.53) (4.90-6.23) (5.29-6.79)
3-hr 1.84 2.22 2.81 3.28 3.92 7 4.45 F 5.00 5.58 6.40 7.06
(1.66-2.06) (2.01-2.49) (2.53-3.14) (2.95-3.66) (3.51-4.37) 1 (3.96-4.96) 1 (4.41-5.56) (4.89-6.20) (5.54-7.11) (6.04-7.84)
6-hr 1 28-2.44 2.06595 3.03 3572 3.53 4134 4.215020) (4.765590) (5.3 6365) (5.91 7543 6.72 8855 7.5 9146
12-hr 2.58 3.12 3.96 4.66 5.63 6.45 [-7.32 8.24 9.59 10.7
(2.33-2.87) (2.82-3.48) (3.58-4.41) (4.19-5.18) (5.03-6.24) (5.71-7.13) (6.41-8.07) (7.16-9.09) (8.19-10.6) (9.02-11.8)
24-hr 3.04 3.68 4.66 5.44 6.52 7 7.39 8.28 9.21 10.5 11.5
(2.82-3.29) (3.42-3.98) 1 (4.32-5.04) (5.03-5.88) (6.00-7.04) (6.78-7.97 1 (7.58-8.93) (8.40-9.93) (9.52-11.3) (10.4-12.4)
2-day 3.53 4.26 5.36 6.22 F 8.38 F 9.37 F 10.4 11.8 12.9
(3.29-3.80) 1 (3.97-4.58) 1 (4.98-5.76) (5.78-6.69) (6.86-7.98) 1 (7.72-9.01) 1 (8.61-10.1) 1 (9.51-11.2) (10.7-12.7) (11.7-13.9)
3-day 3.75 4.52F 5.64 F 6.54 7.78 8.76 F 9.78 F 10.8 12.3 1 F 13.4
(3.50-4.02) (4.22-4.84) 1 (5.26-6.05) 1 (6.09-7.00) (7.21-8.32) 1 (8.10-9.37 1 (9.01-10.5) 1 (9.94-11.6) (11.2-13.2) (12.2-14.4)
4-day 3.97 4.77F 5.93 6.86 8.12 F 9.14 F 10.2 11.3 12.7 13.9(3.72-4.24) (4.47-5.10) (5.54-6.33) (6.40-7.31) (7.56-8.66) (8.47-9.74) 1 (9.41-10.9) 1 (10.4-12.0) (11.7-13.6) (12.7-14.9)
7-day 4.61 5.51 6.77 7.77 9.14 10.2 11.4 12.5 14.1 15.3
(4.31-4.92) 1 (5.16-5.89) 1 (6.33-7.24) (7.25-8.30) (8.50-9.76) (9.49-10.9) 11 (10.5-12.1) 1 (11.5-13.4) (12.9-15.1) (14.0-16.5)
10-day 4.975861 5.93 6069 7.6 8?09 8.3 9518 9.410 0.7) (1 4 11.8) (11 4�13.0 1214-4.2 13.8-5.9) (14.8-17.1)
20-day 7.11 8.42 10.0 11.3 13.0 14.3 15.6 17.0 18.8 20.2
(6.72-7.54) 1 (7.96-8.93) 1 (9.46-10.6) 1 (10.6-11.9) 1 (12.2-13.7) 1 (13.4-15.1) 1 (14.6-16.6) 1 (15.8-18.0) (17.4-20.0) (18.7-21.5)
30-day 8.83 10.4 12.2 13.6 15.4 16.7 18.1 19.5 21.3 22.7
(8.37-9.34) (9.87-11.0) (11.5-12.9) (12.8-14.3) 11 (14.5-16.2) 11 (15.7-17.7) (17.0-19.2) 11 (18.2-20.6) (19.9-22.6) (21.1-24.1)
45-day 11.2 13.1 15.1 16.6 18.6 20.1 21.5 22.9 24.8 26.2
(10.6-11.8) (12.4-13.8) (14.3-15.9) (15.7-17.5) 1 (17.5-19.6) 1 (18.9-21.2) 1 (20.3-22.7 1 (21.6-24.2) (23.2-26.3) (24.5-27.8)
60-day 13.4 15.7 17.9 19.5 =(22.8)
23.3 24.8 26.4 28.4 29.8
(12.7-14.1) (14.9-16.5) (17.0-18.8) (18.5-20.5) (22.0-24.5) (23.5-26.1) (24.9-27.8) (26.6-29.9) (28.0-31.5)
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
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9/6/23,4:17 PM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude 34.9738`, Longitude- -79.24191
30 Average recurrence
mteroal
(years),
25
c — �
20 2
CL — 5
v
u — 10
0 15 — 25
Y — 50
a 10 — 100
V
— 200
a
5 500
1000
0 —
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N f�1 i0 r4 -0-0 '0 - 7 7 7 7
op N f�1 r o
� M $ Duration ry 14 N rrnn -q�O
30
25
c
_- Duration
20
v — 5-min — 2-day
c — 10-1nn — 3-day
15
16-min — 4-day
— 30-min — 7-day
•0 10 — — - — — 60-min — 10-day
a` — 2-hr — 20-clay
5 — — 3-hr — 30-day
— 6-hr — 45-day
0 _ " — 12-hr — 60-day
—,
24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT)-Wed Sep 6 20:17:11 2023
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Small scale terrain
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916/23,4:17 PM Precipitation Frequency Data Server
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9/6/23,4:17 PM Precipitation Frequency Data Server
Rocky
Greensboro Durham
Rateigh
North
Charlotte
Fayetteville
100km
60mi
Back to Top
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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9/6/23,4:17 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
(&
Location name: Raeford,North Carolina, USA* '
Latitude:34.97380, Longitude: -79.2419°
Elevation:253 ft
*source:ESRI Maps V10**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 2�������� �
1 5 10 25 50 100 200 500 1000
5-min 4.76 5377 5.6316.82 6.5�094) (7.25 8878) (8.05 9078) 8.64--10.5 9.170--121.2 9.66-1.9 10.2-2.7 10. -3.3
10-min 4.18 4.93 5.77 6.38 7.09 7.63 8.12 8.57 9.16 9.57(3.80-4.61) (4.50-5.45) (5.25-6.36) (5.79-7.02) (6.41-7.79) (6.88-8.36) (7.28-8.90) (7.66-9.40) (8.10-10.0) (8.41-10.5)
15-min 3.48 4.13 4.86 5.38 6.00 6.44 6.84 7.22 7.68 8.01
(3.17-3.84) (3.77-4.56) (4.43-5.36) (4.88-5.92) (5.42-6.58) (5.81-7.06) (6.14-7.50) (6.44-7.90) (6.80-8.42) (7.04-8.78)
30-min 2.39 2.85 3.45 3.90 4.44 4.85 5.24 5.62 6.11 6.48
(2.17-2.63) 1 (2.60-3.15) (3.14-3.81) 1 (3.54-4.29) 1 (4.01-4.88) (4.37-5.32) (4.70-5.74) 1 (5.02-6.15) (5.41-6.70) (5.70-7.11)
60-min 1.49 1.79 2.21 2.54 2.96 3.28 3.61 3.94 4.38 4.73
(1.36-1.64) 1 (1.63-1.98) 1 (2.02-2.44) (2.30-2.79) 1 (2.67-3.25) 1 (2.96-3.60) (3.24-3.95) (3.52-4.32) 1 (3.88-4.80) 1 (4.16-5.19)
2-hr 0.867 1.05 1.32 1.53 1.81 2.03 2.26 2.49 2.80 3.05
(0.784-0.969) (0.950-1.17) 1 (1.19-1.47) (1.38-1.70) 1 (1.62-2.01) 1 (1.81-2.26) 1 (2.00-2.51) (2.19-2.76) 1 (2.45-3.11) (2.64-3.39)
3-hr 0.611 0.740 0.935 1.09 1.31 1- 1.66 1.86 2.13 2.35
(0.552-0.685) (0.669-0.829) (0.843-1.05) (0.982-1.22) 1 (1.17-1.46) 1 (1.32-1.65) 1 (1.47-1.85) 1 (1.63-2.06) 1 (1.84-2.37) 1 (2.01-2.61)
6-hr 0.331---0 406 0.401---0 491) (0.506-0 620) (0.589-0.723 0.703-0 867 0.794-0 985 0.889-1.11 0.986 3.24 1.2-31 43) (1.2341458
12-hr 0.213 0.258 0.329 0.386 0.467 0.535 0.607 0.684 0.795 0.887
(0.193-0.238) (0.234-0.288) (0.296-0.366) (0.347-0.429) (0.417-0.517) (0.473-0.591) (0.532-0.669) (0.593-0.754) (0.679-0.876) (0.748-0.975)
24-hr 0.126 0.153 0.194 0.226 7F 0.271 T 0.307 0.345 0.383 0.436 F 0.478
(0.117-0.136) (0.142-0.165) (0.180-0.210) (0.209-0.244) (0.250-0.293) (0.282-0.331) (0.315-0.372) (0.349-0.413) (0.396-0.471) (0.432-0.516)
2-day 0.073 0.088 0.111 0.129 0.154 0.174 0.195 0.216 0.2 55 0.268
(0.068-0.079) (0.082-0.095) (0.103-0.120) (0.120-0.139) (0.142-0.166) (0.160-0.187) (0.179-0.209) (0.198-0.232) (0.223-0.264) (0.243-0.289)
3-day 0.052 0.062 0.078 0.090 0.107 0.121 0.135 0.150 0.170 0.186
(0.048-0.055) (0.058-0.067) (0.073-0.083) (0.084-0.097) (0.100-0.115) (0.112-0.130) (0.125-0.145) (0.138-0.161) (0.155-0.182) (0.169-0.200)
4-day 0.041 0.049 0.061 0.071 0.084 0.095 0.106 0.117 F 0.132 0.144
(0.038-0.044) (0.046-0.053) (0.057-0.065) (0.066-0.076) (0.078-0.090) (0.088-0.101) (0.098-0.113) (0.108-0.125) (0.121-0.141) (0.132-0.155)
7-day 0.027 0.032 0.040 0.046 0.054 0.060 0.067 0.074 0.083 0.091
(0.025-0.029) (0.030-0.035) (0.037-0.043) (0.043-0.049) (0.050-0.058) (0.056-0.065) (0.062-0.072) (0.068-0.079) (0.076-0.089) (0.083-0.097)
10-day 0.020-0 023 0.024-0 027 0.029-0.033) (0.03 -0 038)1(0.039-0.044 0.04 -0 049 0.047--0 054 0.51--0 059 0.057--0 066) (0.61--0 071
20-day 0.014 0.017 0.020 0.023 0.027 0.029 0.032 0.035 0.039 0.042
(0.014-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.024) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.037) (0.036-0.041) (0.038-0.044)
30-day 0.012 0.014 0.016 0.018 0.021 0.023 0.025 0.027 0.029 0.031
(0.011-0.012) (0.013-0.015) (0.016-0.017) (0.017-0.019) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.033)
45-day 0.010 0.012 0.013 0.015 0.017 0.018 0.019 0.021 0.022 0.024
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) (0.021-0.024) (0.022-0.025)
60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.019 70.020
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.021)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
Back to Top
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9/6/23,4:17 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency ODF) curves
Latitude: 34.97380, Longitude: -79.24190
10` Average recurrence
mteroal
(years),
L
c — 1
2
10 — 5
n -
y 10
c \
� — 25
c
o — 50
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a — 200
V
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— 1000
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op N A4 r o
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i
L
C
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c — 5-min — 2-day
c
— 10-nin — 3-day
16-min — 4-day
0
— 30-min — 7-day
60-min — 10-day
EL
— 2fir — 20-clay
CL — 3-hr — 30-day
6-hr — 45-day
10-2 —t — — rt— — 12-hr — 60-day
24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GNIT► Wed Sep 6 20:17:37 2023
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916/23,4:17 PM Precipitation Frequency Data Server
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Greensboro Durham
Rateigh
North
Charlotte
Fayetteville
100km
60mi
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Silver Spring,MD 20910
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a3 RIM:256.15
A)12•PVC N E 245.75 A) 2DIP I
6)6•PVC IN IE 250.05 A)8•PP IN IE:24.69
OUT 12•PVC E 245.60 B)8•PVC IN IE:214.69 DATE DESCRIPTION
WT 8•DP IE:244.SJ
DESIGN DRAWN CHKD
SCALE :I-=40
GRAPHIC SCALE No. 22DI92-M-M
DATE OCTOBER 20.2023
I loch-40 BL
SHEET

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October 9, 2�23 This map is for general reference only.The US Fish and Wildlife
Service is not responsible for the accuracy or currentness of the
�
Wetlands base data shown on this map.All wetlands related data should
Freshwater Emergent Wetland = Lake be used in accordance with the layer metadata found on the I 9
Wetlands Mapper web site.
Estuarine and Marine Deepwater Freshwater Forested/Shrub Wetland Other
Estuarine and Marine Wetland
Freshwater Pond Riverine
National Wetlands Inventory(NWI)
This page was produced by the NWI mapper

Bowman
[Von7H .AR0 LIMA
APPENDIX B
Stormwater Wetlands Calculations
CN Values
Time of Concentration Calculations
Wet Pond Design, Hydrographs, and Details
Grass Channels
Percival Square Apartments—Raeford, NC 9 1 P a g e

Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Pre-Developed Conditions(Overall Site)
Drainage Area(acres): 4.93
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
B FaB Faceville loamy sand 4.93 100%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space- Fair B 0.56 59 6.7
Wooded -Good B 4.37 53 47.0
Cumulative Curve#= 53.7

Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond)
Drainage Area(acres) 3.41
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
B FaB Faceville loamy sand 3.41 100%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Impervious B 1.96 98 56.3
Open Space-Good B 1.45 50 21.3
Cumulative Curve#= 77.6

Bowman North Carolina, Ltd.
Curve Number Calculation (CN)
Post-Developed Bypass Conditions(Wet Pond)
Drainage Area(acres): 1.52
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
B FaB Faceville loamy sand 1.52 100%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good B 1.24 50 40.8
Wooded -Good B 0.28 53 9.8
Cumulative Curve#= 50.6

IMPERVIOUS SUMMARY TABLE
ON-SITE AREA = 214,615 SF (4.93 AC)
BUILDINGS 29,736 SF 0.68 ACRE(S) 13.86 % OF AREA
PAVEMENT 46,392 SF 1.07 ACRE(S) 21.62 % OF AREA
SIDEWALK 9,380 SF 0.21 ACRE(S) 4.37 % OF AREA
TOTAL IMPERVIOUS AREA 85,508 SF 1.96 ACRE(S) 39.85 % OF AREA
GREEN/OPEN SPACE 129,107 SF 2.97 ACRE(S) 60.15 % OF AREA
EXISTING IMPERVIOUS AREA 0 SF 0 ACRE(S) 0 % OF AREA
INCREASE IN IMPERVIOUS AREA 85,508 SF 1.96 ACRE(S)

TIME OF CONCENTRATION
Existinq Conditions
SCS Methodoloqv
OPEN CHANNEL
SHALLOW CONC FLOW: FLOW: TOTAL
SHEET FLOW: SEGMENTI SEGMENT1
Manninq's Equation:
Tc=(0.007(nL)^0.8)/(P2-0.5)(s"0.4) 2-year/24-hr Tc=L/60'V V=1.49Rv3S1n/n
Basin Comments Length Elevt Elev2 Slope Rainfall Depth Manning's T�1 Length Elev2 Elev3 Slope Condition Vavg Ti Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T.3 Tro nL Tc(minimum) Tlag Basin
(ft) (ft/ft) TP-40(in) "n" (min) (ft) (ft/ft) TR-55 Fla.3-1 Wesel (min) Flow Area(tt^2) (ft) (tt) (tt) (ft/ft) "n" (fps) (min) (min) (10 min) 0.6'Tc(hrs)
1 Stream 100 60.9 59.0 0.020 3.68 0.24 13.39 391 59.0 46 0.03315 Unpaved 2.90 2.25 15.63 15.63 0.16 1
10/10rz0239:16PM G1HYDRO1proiec5\Tl.e.,P—ival.AS

Proposed Wet Pond
Project Information
Project Name: Percival Square
Project#:
Designed by: RG Date: 9/27/2023
Revised by: RG Date: 3/4/2024
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 3.41 Acres 148,655 sf
Impervious Area (IA) = 1.96 Acres 85,508 sf
Percent Impervious (1) = % 57.52 %
Required Surface Area
Permament Pool Depth: 4.2 ft Non-Coastal County
SA/DA= 1.66
Min Req'd Surface Area = 2,466 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (1) = 0.568 in/in
Storage Volume Required = 7,027 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 250.00 ft
Temporary Pool Elevation = 248.10 ft
Permanent Pool Elevation = 246.00 ft
Shelf Begining Elevation = 246.50 ft
Forebay Weir= 246.00 ft
Shelf Ending Elevation = 245.50 ft
Bottom Elevation = 240.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 4,420 sf
Volume of Temporary Storage = 15,866 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 4420 > 2466 ) sf
Volume of Storage for Design Storm = 15,866 Yes ( 15866 > 7027 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Percival Square
Project#:
Designed by: RG Date: 9/27/2023
Checked by: Date:
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 3 Q3=0.0437 Cp*DZ(Z-D/24-Ei)^(1/2)
1
Zone 2 O QZ=0.372 Co"D*(Z-Ei)A(3i2)
Zone 1 Q, =0
1
Orifice Diameter(D)= 1.3 in
Cd= 0.6
Ei= 246 Orifice Inv.
Zone 1 Range= 0.00 to 246
Zone 2 Range= 246 to 246.1
Zone 3 Range= 246.1 to 248.1
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
246.00 5,850 0 0.00 2.00 0.000
246.50 6850 3,175 0.50 3.00 0.030 1,788
247.00 7470 3,580 0.50 3.00 0.043 1,385
248.00 8950 8,210 1.00 3.00 0.062 2,214
248.10 9070 901 0.10 3.00 0.063 237
Total 15,866 5,624
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 15,866 cf
Total Time= 5,624 min
Total Time= 3.91 days Between 2&5
10/19/2023 Wet Pond-new des ign-Percival.As 1 of 1

Project: Pond #1 Date: 3/4/2024
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
246 4,420 2,023 15,598 A2 (Perm-Pool)
245.5 3,670 1,775 13,575 Al (Bottom_Shelf)
245 3,430 3,200 11,800
244 2,970 2,755 8,600
243 2,540 2,335 5,845
242 2,130 1,940 3,510
241 1,750 1,570 1,570
240 1,390 0 0 A3 (Bottom_Pond)
239 1,070 0 0 (Sediment-Pond)
Forebay Contours-Volumes
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
246 1,280 1,280 548 2,713
245.5 910 910 425 2,165
245 790 790 690 1,740
244 590 590 500 1,050
243 410 410 340 550
242 270 270 210 210
241 150 150 0 0
Forebay Volume 17.4% *Between 15% &20%
Average Depth (Option 1) 3.70 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp 15,598
permeter of shelf 260 Length of PPE at main pond only
width of shelf 3
Al (Bottom-Shelf): 3,670
Average Depth = 4.20

Proposed Wet Pond #1
Project Information
Project Name: Percival Square
Project#:
Designed by: RG Date: 9/27/2023
Revised by: RG Date: 3/4/2024
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 3.41 Acres
Impervious Area (IA) = 1.96 Acres
Percent Impervious (1) = 57.52 % (Drainage Area)
Orifice Sizing
Orifice Size = 1.30 in (Diameter)
Drawdown Time = 3.91 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: 160.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 9984 Ibs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 11,981 Ibs
Volume of Concrete Req'd: 79.9 cf (Unit WT of Concrete = 150 pcf)
Riser Base 16.0 sf (4'x4')
Riser height 2.0 f
Footing Base 36.0 sf (6'x6')
Footing Height 1.5 f
Volume Provided: 86.0 cf

NL57=5045"-F 175 00' — — �.— � •,.•, , '&O�\A— — — — —
_ 6' MAINTENANCE SOD AREA ABOVE
SHELF •250 249 N NOOL
PROPERTY 1— m
LINE 25 / 250 2sg 2Sp 2s
/ TOP OF EMBANKMENT
ELEV=250.0 — - - - - - - - - - - \ \
CLASS B RIP-RAP / 249
FOREBAY AT FOREBAY WEIR // 248
AREA \ \ \\ N
/ / 247 00000 \ \
/ - - - - - OooO000 o \ \
o o o X % 244
� o Y x 242 243 xx o I \
/ 0 1 241 ° IT AL SH LF AR A \
239 240 O T PORAR INUND TIO =79
o •X o F, EFER 0 DETA 0 THIS r
o HT FOR PLANTIN
RIP-RAP APRON _ x o
#1 REFER TO I o
C6.O FOR — —249—
ETAIL SHEET
I � N o x ,
N 4 I O * x 0 I \m
CONSTRUCTION I I o :% ° i
EQUIREMENTS OUTL T I \
CON OL \
I ` STRU TUR "
• x ` \ REF TO I
J \ / MAIN POND o x� c_ % x x o O o \ DET ILS 01 RIP-RAP APROV
Esp \ THIS SHEE #2 REFER TO
ETAIL ON SHE T
C6.0 FOR
\ i \ CONSTRUCTION
REQUIREMENTS
LITORAL SHELF AREA \
(SHALLOW REFER TO DETAIL)ON THIS \ \
INLET PIPE IWITH SHEET FOR PLANTINGS \ \
RIP-RAP APRON STORMWATER 15" OUTLET PIPE REF \ \ o
ACCESS EASEMENT TO GRADING PLA m
SHEET C4. \
� I �
I m,
GRAPHIC SCALE PLAN VIEW
20 0 10 20 40 80
( IN FEET )
1 inch = 20 ft.

rSTORMWATER MANAGEMENT DESIGN WET DETENTION POND:
RIVER BASIN: LUMBER
RECEIVING STREAM: TONEYS CREEK
STREAM INDEX: 14-10-1.2
STAGE/STORAGE TABLE HU EAM CLASS: 0304020305
CONTOUR AREA INCREMENTAL TOTAL STORAGE PROJECT COORDINATES: 34.973635'N, -79.242096'W
STAGE (FT) ELEVATION (FT) (SF) STORAGE (CF) (CF) POND DESIGN SUMMARY
0.0 246.0 5850 0 0 DRAINAGE AREA TO POND: 3.41 ACRES
0.5 246.5 6850 3175 3175 SITE IMPERVIOUS AREA TO POND: 1.96 ACRES
1.0 247.0 7470 3580 6755 OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 0.00 ACRES
2.0 248.0 8950 8210 14965 TOTAL DESIGN IMPERVIOUS AREA TO POND: 1.96 ACRES
2.1 248.1 9070 901 15866 (WOV) PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED POST DEVELOPED POST DEVELOPED
3.0 249.0 10150 8649 24515 TO POND TO POND THROUGH POND BYPASS COMBINED
4.0 250.0 11410 10780 35295 DRAINAGE AREA: 4.93 AC 3.41 AC 1.52 AC
CURVE NUMBER: 53.7 77.6 50.6
TIME OF CONCENTRATION: 15.6 MIN 5 MIN 10 MIN
1.0" STORM EVENT: 0.054 CFS 0.009 CFS
1-YEAR STORM EVENT: 0.251 CFS 6.579 CFS 0.053 CFS 0.026 CFS 0.079 CFS
2-YEAR STORM EVENT: 1.146 CFS 9.287 CFS 0.084 CFS 0.191 CFS 0.275 CFS
10-YEAR STORM EVENT: 5.946 CFS 17.45 CFS 1.411 CFS 1.604 CFS 3.015 CFS
0-YEAR STORM EVENT: 16.99 CFS 31.33 CFS 9.524 CFS 5.241 CFS 14.77 CFS
TOP OF STRUCTURE NOT SHOWN FOR CLARITY REMOVABLE TRASH RACK
rOP OF RISER STRUCTURE
(REMOVABLE TRASH RACK) 4" PVC SCREW CAP
�R`?495 EMERGENCY WEIR FOR CLEANING ACCESS
ELEV= 249.5
<vp
/HR�ED/q INTERMEDIATE WEIR
ELEV= 248.1
?4$
12" MIN. EXTEND 4"
2.0 FT PVC
THROUGH
RISER
STRUCTURE
20 Fr 4"x4" PVC TEE
PERM. POND ELEV.= 246.0 INSTALL 4" PVC SCREW
CAP AT END OF TEE
4" OPENING CORED INTO AND DRILL 1.3"DIA.
SIDE OF PRECAST HOLE INTO PVC CAP
STRUCTURE AT ELEV= 246.0
INV=246.0
OUTLET PIPE 12" MIN.
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR -- INV=246.0
SCALE: N.T.S. I
4"DIA.OPENING
SECTION B-B
PVC DRAIN OUTLET
SCALE: N.T.S.

6'
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE TRASH RACK
NORMAL POND ELEVATION REFER TO DETAIL
THIS SHEET
15" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED TOP OF EMBANKMENT ELEVATION=250.0
PER DIRECTION OF GEOTECHNICAL 6" TOPSOIL ABOVE
ENGINEER 3 f 6" CLAY LINER REFER TO DETAIL 100 YEAR STORM ELEVATION=249.58
ON LIITORAL SHELF FOR INCREMENTAL
1 6" CLAY SOIL 3 WEIR
LINER ON INSIDE
FACE OF - 10 YEAR STORM ELEVATION=248.44
EMBANKMENT 1
II 6
_ 4�x4' PRECAST 2 YEAR STORM ELEVATION=248.11
6FT LITTORAL I 1 CONCRETE RISER
SHELF = (INSTALL STEPS 1 YEAR STORM ELEVATION=247.51
AS NECESSARY)
INV=246.0� 1.0-INCH STORM ELEVATION=246.09 EXISTING GRADE=249.0f
�jl ';�7 NORMAL POND ELEVATION=246.0
PVC ELBOW
3' MIN �'• '"• Y SEE DETAIL
1 ELEV=244.0 p;•' 2 NOTE: PUMPS SHALL BE USED TO DRAIN
1 - 1 THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
4' IN. ASTM C-923 SEAL
KEY BETWEEN BARREL&RISER. _
CUTOFF TRENCH RISER BASE TO BE FILLED
INED
VERT
BOTTOM OF POND TOP OF SEDIMENT STORAGE=240.0
WITH CONC. TO INVERT OF �-
APPROXIMATE SIZE BARREL CONCRETE SHALL BE
EXCAVATE AND BACKRLL 8"XS"X1"X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO PLACED IN RISER AFTER BOTTOM OF SEDIMENT STORAGE)=239.0 -
BASE. PROVIDE 2-3 4 A307 BOLTS FROM ANGLE TO RISER AND ANGLES ARE SECURED -
WITH COMPACTED /" TO BASE AND RISER. ---------- _
STRUCTURAL FILL AS 2-A307 V HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE. ,I = - -
ANGLE TO BE FIELD COATED WITH ZINC RICH PAINT AFTER ----------
DIRECTED BY GEOTECHNICAL CONSTRUCTION. 7 HOOKS TO BE PLACED UNDER LOWER REINFORCING
ENGINEER STEEL. 6" CLAY SOIL
6'x6'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP LINER
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE MAIN POOL
60'-15" HOPE ®0.50% BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY BERM FOREBAY TOP ELEV= 245.5
WIDTH AT TOP = 3.0 FT
6" TOPSOIL ABOVE
6" CLAY LINER 3:1 NOTE: PUMPS SHALL BE USED TO DRAIN
ON LITTORAL SHELF THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
SEDIMENT STORAGE TOP THIS SHEET FOR DEWATERING REQUIREMENTS.
FOREBAY BOTTOM
6FT LITTORAL ELEV=241.0 S1
SHELF 6:1
NORMAL POND ELEVATION
2 _ BOTTOM LITTORAL SHELF ELEV.
CLASS B RIP-RAP OVER FILTER
FABRIC MIN. 4' FOREBAY
WEIR AT ELEV=245.0
I I 6" TOPSOIL FOR ALL
FOREBAY ENTRANCE SHALL BE lil AREAS ABOVE THE
DEEPER THAN FOREBAY EXIT - NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/EXIT BOTTOM OF SEDIMENT
ELEV=240.5 STORAGE/ENTRANCE
ELEV=240.0
FOREBAY ENTRANCE SHALL BE FOREBAY
DEEPER THAN FOREBAY EXIT

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 0.251 2 732 3,039 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 6.579 2 718 13,157 ------ ------ ------ BMP Post-Developed
3 Reservoir 0.053 2 1442 11,643 2 247.51 10,969 Post Through Pond
4 SCS Runoff 0.026 2 748 620 ------ ------ ------ Post Developed-Pond Bypass
6 SCS Runoff 0.054 2 254 626 ------ ------ ------ BMP Post-Developed
7 Reservoir 0.009 2 366 528 6 246.09 582 1.0-in Storm Thru Pond
Wet Pond-Percival.gpw Return Period: 1 Year Monday, 03/4/2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.251 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 3,039 cuft
Drainage area = 4.930 ac Curve number = 53.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.60 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 6.579 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 13,157 cuft
Drainage area = 3.410 ac Curve number = 77.6
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
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 1 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.053 cfs
Storm frequency = 1 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 11,643 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 247.51 ft
Reservoir name = BMP Pond Max. Storage = 10,969 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 0 Total storage used = 10,969 cuft

Pond Report 5
Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=246.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 246.00 5,850 0 0
0.50 246.50 6,850 3,175 3,175
1.00 247.00 7,470 3,580 6,755
2.00 248.00 8,950 8,210 14,965
2.10 248.10 9,070 901 15,866
3.00 249.00 10,150 8,649 24,515
4.00 250.00 11,410 10,780 35,295
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 1.30 0.00 0.00 Crest Len(ft) = 2.00 14.00 0.00 0.00
Span(in) = 15.00 1.30 0.00 0.00 Crest El.(ft) = 248.10 249.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 246.00 246.00 0.00 0.00 Weir Type = Rect Broad --- ---
Length(ft) = 60.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 1.00 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 No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
4.00 250.00
3.00 249.00
2.00 248.00
1.00 247.00
0.00 246.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Total Q Discharge(cfs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
Post Developed - Pond Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs
Storm frequency = 1 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 620 cuft
Drainage area = 1.520 ac Curve number = 50.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed - Pond Bypass
Q (cfs) Hyd. No. 4 -- 1 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 6
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.054 cfs
Storm frequency = 1 yrs Time to peak = 254 min
Time interval = 2 min Hyd. volume = 626 cuft
Drainage area = 3.410 ac Curve number = 77.6
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
BMP Post-Developed
Q (cfs) Hyd. No. 6 -- 1 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 60 120 180 240 300 360 420
Hyd No. 6 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.009 cfs
Storm frequency = 1 yrs Time to peak = 366 min
Time interval = 2 min Hyd. volume = 528 cuft
Inflow hyd. No. = 6 - BMP Post-Developed Max. Elevation = 246.09 ft
Reservoir name = BMP Pond Max. Storage = 582 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 7 -- 1 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
0 360 720 1080 1440 1800 2160 2520 2880 3240
Time (min)
Hyd No. 7 Hyd No. 6 Total storage used = 582 cuft

Pond Report 9
Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=246.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 246.00 5,850 0 0
0.50 246.50 6,850 3,175 3,175
1.00 247.00 7,470 3,580 6,755
2.00 248.00 8,950 8,210 14,965
2.10 248.10 9,070 901 15,866
3.00 249.00 10,150 8,649 24,515
4.00 250.00 11,410 10,780 35,295
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 1.30 0.00 0.00 Crest Len(ft) = 2.00 14.00 0.00 0.00
Span(in) = 15.00 1.30 0.00 0.00 Crest El.(ft) = 248.10 249.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 246.00 246.00 0.00 0.00 Weir Type = Rect Broad --- ---
Length(ft) = 60.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 1.00 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 No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
4.00 250.00
3.00 249.00
2.00 248.00
1.00 247.00
0.00 246.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
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 1.146 2 726 6,309 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 9.287 2 718 18,652 ------ ------ ------ BMP Post-Developed
3 Reservoir 0.084 2 1442 14,982 2 248.11 15,970 Post Through Pond
4 SCS Runoff 0.191 2 726 1,476 ------ ------ ------ Post Developed-Pond Bypass
6 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ BMP Post-Developed
7 Reservoir 0.000 2 n/a 0 6 246.00 0.000 1.0-in Storm Thru Pond
Wet Pond-Percival.gpw Return Period: 2 Year Monday, 03/4/2024

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 1.146 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 6,309 cuft
Drainage area = 4.930 ac Curve number = 53.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.60 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 9.287 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 18,652 cuft
Drainage area = 3.410 ac Curve number = 77.6
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
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.084 cfs
Storm frequency = 2 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 14,982 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 248.11 ft
Reservoir name = BMP Pond Max. Storage = 15,970 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 15,970 cuft

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
Post Developed - Pond Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.191 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 1,476 cuft
Drainage area = 1.520 ac Curve number = 50.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed - Pond Bypass
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 6
BMP Post-Developed
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 = 3.410 ac Curve number = 77.6
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
BMP Post-Developed
Q (cfs) Hyd. No. 6 -- 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 20 40 60 80 100 120
Hyd No. 6 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0-in Storm Thru Pond
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 - BMP Post-Developed Max. Elevation = 246.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 Hyd No. 6 0 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 5.946 2 724 19,524 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 17.45 2 716 35,410 ------ ------ ------ BMP Post-Developed
3 Reservoir 1.411 2 750 31,628 2 248.44 19,174 Post Through Pond
4 SCS Runoff 1.604 2 722 5,222 ------ ------ ------ Post Developed-Pond Bypass
6 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ BMP Post-Developed
7 Reservoir 0.000 2 n/a 0 6 246.00 0.000 1.0-in Storm Thru Pond
Wet Pond-Percival.gpw Return Period: 10 Year Monday, 03/4/2024

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 5.946 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 19,524 cuft
Drainage area = 4.930 ac Curve number = 53.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.60 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 17.45 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 35,410 cuft
Drainage area = 3.410 ac Curve number = 77.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 1.411 cfs
Storm frequency = 10 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 31,628 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 248.44 ft
Reservoir name = BMP Pond Max. Storage = 19,174 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 0 Total storage used = 19,174 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 4
Post Developed - Pond Bypass
Hydrograph type = SCS Runoff Peak discharge = 1.604 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 5,222 cuft
Drainage area = 1.520 ac Curve number = 50.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed - Pond Bypass
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 6
BMP Post-Developed
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 = 3.410 ac Curve number = 77.6
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
BMP Post-Developed
Q (cfs) Hyd. No. 6 -- 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 20 40 60 80 100 120
Hyd No. 6 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 7
1.0-in Storm Thru Pond
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 - BMP Post-Developed Max. Elevation = 246.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 Hyd No. 6 0 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 16.99 2 724 49,406 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 31.33 2 716 65,020 ------ ------ ------ BMP Post-Developed
3 Reservoir 9.524 2 724 61,178 2 249.58 30,789 Post Through Pond
4 SCS Runoff 5.241 2 722 14,158 ------ ------ ------ Post Developed-Pond Bypass
6 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ BMP Post-Developed
7 Reservoir 0.000 2 n/a 0 6 246.00 0.000 1.0-in Storm Thru Pond
Wet Pond-Percival.gpw Return Period: 100 Year Monday, 03/4/2024

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 16.99 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 49,406 cuft
Drainage area = 4.930 ac Curve number = 53.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.60 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 31.33 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 65,020 cuft
Drainage area = 3.410 ac Curve number = 77.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Monday,03/4/2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 9.524 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 61,178 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 249.58 ft
Reservoir name = BMP Pond Max. Storage = 30,789 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 30,789 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 10/19/2023
Hyd. No. 4
Post Developed - Pond Bypass
Hydrograph type = SCS Runoff Peak discharge = 5.364 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 14,471 cuft
Drainage area = 1.540 ac Curve number = 50.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed - Pond Bypass
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
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 f 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 10/19/2023
Hyd. No. 6
BMP Post-Developed
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 = 3.390 ac Curve number = 77.8
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
BMP Post-Developed
Q (cfs) Hyd. No. 6-- 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 20 40 60 80 100 120
Hyd No. 6 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday, 10/19/2023
Hyd. No. 7
1.0-in Storm Thru Pond
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 - BMP Post-Developed Max. Elevation = 246.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 Hyd No. 6 I I Total storage used = 0 cuft

Bowman North Carolina,Ltd.
Percival Square Apartments Raeford,NC-Grass Channel"C"calculations
Rational Runoff Coefficient"C"
Grass Channel#1
Drainage Area(acres): 1.03
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.04 4% 0.95 0.04
Lawn 0.17 16% 0.3 0.05
Wooded 0.83 80% 0.2 0.16
Total Area= 1.03 Cumulative"C"= 0.25
iio= 7.98
Qio= 2.02

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Grass Channel#1
Name Grass Channel#1
Discharge 2.02
Channel Slope 0.0115
Channel Bottom Width 1
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Sod Former
Vegetation Density Good 65-79%
Soil Type Sandy Loam (GM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.02 cfs 1.05 ft/s 0.65 ft 0.079 4 lbs/ft2 0.47 lbs/ft2 8.57 STABLE --
Vegetation
Underlying Straight 2.02 cfs 1.05 ft/s 0.65 ft 0.079 4 Ibs/ft2 0.27 lbs/ft2 14.85 STABLE --
Substrate
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 2.02 cfs 1.84 ft/s 0.46 ft 0.037 1.6 lbs/ft2 0.33 lbs/ft2 4.84 STABLE D
Unvegetated
Underlying Straight 2.02 cfs 1.84 ft/s 0.46 ft 0.037 1.51 lbs/ft2 0.2 lbs/ft2 7.53 STABLE D
Substrate

Bowman
n o n x + COLJ'V n
APPENDIX C
Storm Drainage System Calculations
100-System
Percival Square Apartments—Raeford, NC 10

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Bowman North Carolina,Ltd.
Percival Square Apartments Raeford,NC-Storm Drain"C"calculations
Rational Runoff Coefficient"C"
Catch Basin #101
Drainage Area(acres): 0.368
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.08 21% 0.95 0.20
Asphalt/Concrete Pavement 0.22 59% 0.95 0.56
Lawn 0.07 20% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.37 Cumulative"C"= 0.82
iio= 7.98
Qio= 2.42
Catch Basin #102
Drainage Area(acres): 0.330
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.17 50% 0.95 0.48
Asphalt/Concrete Pavement 0.12 36% 0.95 0.34
Lawn 0.05 14% 0.3 0.04
Wooded 0.00 0% 0.2 0.00
Total Area= 0.33 Cumulative"C"= 0.86
iio= 7.98
Qio= 2.26
Catch Basin #103
Drainage Area(acres): 0.302
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.06 18% 0.95 0.17
Asphalt/Concrete Pavement 0.18 59% 0.95 0.56
Lawn 0.07 23% 0.3 0.07
Wooded 0.00 0% 0.2 0.00
Total Area= 0.30 Cumulative"C"= 0.80
iio= 7.98
Qio= 1.93
Catch Basin #104
Drainage Area(acres): 0.152
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.13 83% 0.95 0.79
Lawn 0.03 17% 0.3 0.05
Wooded 0.00 0% 0.2 0.00
Total Area= 0.15 Cumulative"C"= 0.84
iio= 7.98
Qio= 1.01
Manhole #105
Drainage Area(acres) 0.119
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.12 100% 0.95 0.95
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= 0.12 Cumulative"C"= 0.95
i10= 7.98
Q10= 0.90

Catch Basin #106
Drainage Area(acres): 0.233
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.16 69% 0.95 0.66
Lawn 0.07 31% 0.3 0.09
Wooded 0.00 0% 0.2 0.00
Total Area= 0.23 Cumulative"C"= 0.75
iio= 7.98
Qio= 1.39
Catch Basin #107
Drainage Area(acres): 0.122
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.09 74% 0.95 0.70
Lawn 0.03 26% 0.3 0.08
Wooded 0.00 0% 0.2 0.00
Total Area= 0.12 Cumulative"C"= 0.78
iio= 7.98
Qio= 0.76
Catch Basin #108
Drainage Area(acres): 0.173
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.14 81% 0.95 0.77
Lawn 0.03 19% 0.3 0.06
Wooded 0.00 0% 0.2 0.00
Total Area= 0.17 Cumulative"C"= 0.82
iio= 7.98
Qio= 1.14
Yard Inlet#109
Drainage Area(acres): 0.359
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.12 33% 0.95 0.32
Asphalt/Concrete Pavement 0.02 6% 0.95 0.05
Lawn 0.22 61% 0.3 0.18
Wooded 0.00 0% 0.2 0.00
Total Area= 0.36 Cumulative"C"= 0.55
i 10= 7.98
Qio= 1.58
Call Out#110
Drainage Area(acres): 0.027
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C" "C"
Roofs 0.03 100% 0.95 0.95
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= 0.03 Cumulative"C"= 0.95
i1o= 7.98
Qio= 0.20

Yard Inlet#111
Drainaoe Area(acres): 0.062
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.03 43% 0.95 0.41
Asphalt/Concrete Pavement 0.01 22% 0.95 0.21
Lawn 0.02 35% 0.3 0.10
Wooded 0.00 0% 0.2 0.00
Total Area= 0.06 Cumulative"C"= 0.72
i H o= 7.98
Q1o= 0.36
Catch Basin #120
Drainaoe Area(acres): 0.221
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.04 20% 0.95 0.19
Asphalt/Concrete Pavement 0.12 57% 0.95 0.54
Lawn 0.05 23% 0.3 0.07
Wooded 0.00 0% 0.2 0.00
Total Area= 0.22 Cumulative"C"= 0.80
i1o= 7.98
Qio= 1.41
Catch Basin #121
Drainage Area(acres): 0.138
Proposed Land Uses:
Land Use Description Acres %Site Runoff"C"
Roofs 0.00 0% 0.95 0.00
Asphalt/Concrete Pavement 0.11 83% 0.95 0.79
Lawn 0.02 17% 0.3 0.05
Wooded 0.00 0% 0.2 0.00
Total Area= 0.14 Cumulative"C"= 0.84
iio= 7.98
Q1o= 0.92

Hydraflow Storm Sewers Extension foi .odesk® Civil 3D® Plan
Outfall
> 1 CB #101
2
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Project File: Storm 100.stm Number of lines: 13 Date: 10/18/2023
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 25.564 56.597 Genr 2.42 0.00 0.00 0.0 244.40 0.78 244.60 24 Cir 0.012 1.50 250.80 7
2 1 75.916 -39.716 Genr 2.26 0.00 0.00 0.0 244.80 0.53 245.20 24 Cir 0.012 1.06 250.11 19
3 2 98.969 41.096 Genr 1.93 0.00 0.00 0.0 245.40 0.71 246.10 24 Cir 0.012 1.47 250.21 18
4 3 68.251 0.000 Genr 1.01 0.00 0.00 0.0 247.00 2.34 248.60 15 Cir 0.012 1.32 252.22 16
5 4 81.645 59.057 MH 0.90 0.00 0.00 0.0 248.80 0.61 249.30 15 Cir 0.012 0.70 254.53 14(1)
6 5 55.091 -41.077 Genr 1.39 0.00 0.00 0.0 249.50 0.54 249.80 15 Cir 0.012 1.44 253.41 14
7 6 176.762 72.032 Genr 0.76 0.00 0.00 0.0 250.00 1.30 252.30 15 Cir 0.012 1.24 256.08 12
8 7 90.374 52.674 Genr 1.14 0.00 0.00 0.0 252.50 0.55 253.00 15 Cir 0.012 1.00 256.04 10
9 1 178.057 85.438 Genr 1.41 0.00 0.00 0.0 247.30 2.36 251.50 15 Cir 0.012 0.72 255.84 5
10 9 106.798 -25.027 Genr 0.92 0.00 0.00 0.0 252.50 2.34 255.00 15 Cir 0.012 1.00 258.45 3
11 3 91.496 77.665 DrGrt 1.58 0.00 0.00 0.0 247.00 2.19 249.00 15 Cir 0.012 0.65 252.30 14(1)(1)
12 11 60.583 22.255 MH 0.20 0.00 0.00 0.0 250.20 0.66 250.60 8 Cir 0.012 1.00 252.81 14(1)(1)(2)
13 12 47.284 86.098 DrGrt 0.36 0.00 0.00 0.0 250.80 0.63 251.10 8 Cir 0.012 1.00 252.60 14(1)(1)(1)
1
Project File: Storm 100.stm Number of lines: 13 Date: 10/18/2023
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 7 16.28 24 Cir 25.564 244.40 244.60 0.782 245.69 246.05 n/a 246.05 End Generic
2 19 11.53 24 Cir 75.916 244.80 245.20 0.527 246.05 246.42 n/a 246.42 j 1 Generic
3 18 9.27 24 Cir 98.969 245.40 246.10 0.707 246.42 247.19 n/a 247.19 2 Generic
4 16 5.20 15 Cir 68.251 247.00 248.60 2.344 247.61 249.52 0.59 249.52 3 Generic
5 14(1) 4.19 15 Cir 81.645 248.80 249.30 0.612 249.62 250.13 0.26 250.13 4 Manhole
6 14 3.29 15 Cir 55.091 249.50 249.80 0.545 250.23 250.53 n/a 250.53 5 Generic
7 12 1.90 15 Cir 176.762 250.00 252.30 1.301 250.53 252.85 n/a 252.85 6 Generic
8 10 1.14 15 Cir 90.374 252.50 253.00 0.553 252.90 253.42 n/a 253.42 7 Generic
9 5 2.33 15 Cir 178.057 247.30 251.50 2.359 247.70 252.11 n/a 252.11 1 Generic
10 3 0.92 15 Cir 106.798 252.50 255.00 2.341 252.75 255.38 0.14 255.38 9 Generic
11 14(1)(1) 2.14 15 Cir 91.496 247.00 249.00 2.186 247.39 249.58 n/a 249.58 3 DropGrate
12 14(1)(1)(2) 0.56 8 Cir 60.583 250.20 250.60 0.660 250.54 250.95 n/a 250.95 11 Manhole
13 14(1)(1)(1) 0.36 8 Cir 47.284 250.80 251.10 0.634 251.07 251.38 n/a 251.38 12 DropGrate
Project File: Storm 100.stm Number of lines: 13 Run Date: 10/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 25.564 0.00 0.00 0.00 0.00 0.00 0.0 5.4 0.0 16.28 21.67 7.11 24 0.78 244.40 244.60 245.69 246.05 247.57 250.80 7
2 1 75.916 0.00 0.00 0.00 0.00 0.00 0.0 5.1 0.0 11.53 17.79 5.66 24 0.53 244.80 245.20 246.05 246.42 250.80 250.11 19
3 2 98.969 0.00 0.00 0.00 0.00 0.00 0.0 4.5 0.0 9.27 20.61 5.54 24 0.71 245.40 246.10 246.42 247.19 250.11 250.21 18
4 3 68.251 0.00 0.00 0.00 0.00 0.00 0.0 4.3 0.0 5.20 10.71 7.00 15 2.34 247.00 248.60 247.61 249.52 250.21 252.22 16
5 4 81.645 0.00 0.00 0.00 0.00 0.00 0.0 3.9 0.0 4.19 5.47 4.88 15 0.61 248.80 249.30 249.62 250.13 252.22 254.53 14(1)
6 5 55.091 0.00 0.00 0.00 0.00 0.00 0.0 3.5 0.0 3.29 5.16 4.44 15 0.54 249.50 249.80 250.23 250.53 254.53 253.41 14
7 6 176.762 0.00 0.00 0.00 0.00 0.00 0.0 1.6 0.0 1.90 7.98 3.75 15 1.30 250.00 252.30 250.53 252.85 253.41 256.08 12
8 7 90.374 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.14 5.20 3.27 15 0.55 252.50 253.00 252.90 253.42 256.08 256.04 10
9 1 178.057 0.00 0.00 0.00 0.00 0.00 0.0 2.4 0.0 2.33 10.74 5.45 15 2.36 247.30 251.50 247.70 252.11 250.80 255.84 5
10 9 106.798 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.92 10.70 4.14 15 2.34 252.50 255.00 252.75 255.38 255.84 258.45 3
11 3 91.496 0.00 0.00 0.00 0.00 0.00 0.0 1.4 0.0 2.14 10.34 5.22 15 2.19 247.00 249.00 247.39 249.58 250.21 252.30 14(1)(1)
12 11 60.583 0.00 0.00 0.00 0.00 0.00 0.0 0.8 0.0 0.56 1.06 3.04 8 0.66 250.20 250.60 250.54 250.95 252.30 252.81 14(1)(1)(2)
13 12 47.284 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.36 1.04 2.66 8 0.63 250.80 251.10 251.07 251.38 252.81 252.60 14(1)(1)(1)
Project File: Storm 100.stm Number of lines: 13 Run Date 10/18/2023
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
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 24 16.28 244.40 245.69 1.29 2.15 7.57 0.69 246.38 0.000 25.564 244.60 246.05 1.45** 2.45 6.66 0.69 246.74 0.000 0.000 n/a 1.50 n/a
2 24 11.53 244.80 246.05 1.25 2.00 5.56 0.52 246.57 0.000 75.916 245.20 246.42 j 1.22** 2.00 5.76 0.52 246.93 0.000 0.000 n/a 1.06 n/a
3 24 9.27 245.40 246.42 1.02 1.61 5.77 0.44 246.86 0.000 98.969 246.10 247.19 1.09** 1.74 5.32 0.44 247.63 0.000 0.000 n/a 1.47 n/a
4 15 5.20 247.00 247.61 0.61* 0.60 8.66 0.44 248.06 0.000 68.251 248.60 249.52 0.92** 0.97 5.35 0.44 249.97 0.000 0.000 n/a 1.32 0.59
5 15 4.19 248.80 249.62 0.82* 0.85 4.91 0.37 249.99 0.000 81.645 249.30 250.13 0.83** 0.86 4.85 0.37 250.49 0.000 0.000 n/a 0.70 0.26
6 15 3.29 249.50 250.23 0.72* 0.74 4.46 0.30 250.53 0.000 55.091 249.80 250.53 0.73** 0.74 4.42 0.30 250.83 0.000 0.000 n/a 1.44 n/a
7 15 1.90 250.00 250.53 0.53 0.50 3.83 0.21 250.74 0.000 176.762252.30 252.85 0.55** 0.52 3.67 0.21 253.06 0.000 0.000 n/a 1.24 n/a
8 15 1.14 252.50 252.90 0.40* 0.34 3.39 0.15 253.05 0.000 90.374 253.00 253.42 0.42** 0.36 3.15 0.15 253.57 0.000 0.000 n/a 1.00 n/a
9 15 2.33 247.30 247.70 0.40* 0.33 6.99 0.24 247.93 0.000 178.057251.50 252.11 0.61** 0.59 3.92 0.24 252.35 0.000 0.000 n/a 0.72 n/a
10 15 0.92 252.50 252.75 0.25* 0.17 5.33 0.14 252.88 0.000 106.798255.00 255.38 0.38** 0.31 2.96 0.14 255.51 0.000 0.000 n/a 1.00 0.14
11 15 2.14 247.00 247.39 0.39* 0.32 6.64 0.23 247.61 0.000 91.496 249.00 249.58 0.58** 0.56 3.81 0.23 249.81 0.000 0.000 n/a 0.65 n/a
12 8 0.56 250.20 250.54 0.34* 0.18 3.08 0.14 250.68 0.000 60.583 250.60 250.95 0.35** 0.19 3.01 0.14 251.09 0.000 0.000 n/a 1.00 n/a
13 8 0.36 250.80 251.07 0.27* 0.13 2.71 0.11 251.18 0.000 47.284 251.10 251.38 0.28** 0.14 2.60 0.11 251.48 0.000 0.000 n/a 1.00 n/a
Project File: Storm 100.stm Number of lines: 13 Run Date 10/18/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Storm Sewer Profile Proj. file: Storm 100.stm
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/ ,-- ....--r— — — 9o.09i LT- 15 (?5,t1 0.54%
/ i
90.374Lf-15"@ 0.55%
246.00
——_ — 81.645Lf-15" 0.61% 246.00
—_-7 68.251 Lf 15"@ 2.34%
_U
— 98.969U-24"@ 0.71%
— 75g16Lf-24"©053%
25.564Lf-24"@ 0.78%
240.00 240.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Storm 100.stm
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274.00 274.00
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253.00 -— —_ ^ n 234% —253.00
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---------------
246.00 — 246.00
•
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239.00 239.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Storm 100.stm
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248.00 —__________ ----y i.496E--15" . 248.00
244.00 244.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Bowman
[Von7FlCAUL !!VA
APPENDIX D
Erosion and Sediment Control Calculations
Rip Rap Calculations
Skimmer Basin
Riser
Temporary Diversion Ditches
Percival Square Apartments—Raeford, NC 11

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Percival Square
Project#: 220192-01-001
Designed by: JNA Date: 10/25/2023
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#1
Pipe Diameter d= 24
Pipe Slope s= 0.78 %
Manning's number n= 0.013
Flow Q= 16.28 cfs
Velocity V= 7.11 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X Do)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
*All units are in feet
**Dissipator pad designed for full flow of pipe
6.0 14.0
RIP-RAP.xls 11/3/2023 Page 1 of 2

EROSION CONTROL CALCS(SKIMMER BASINS)
Project Information
Project Name: Percival Square(Raeford)
Project#: 220192-01-001
Designed by: JNA Date: 10/25/2023
Revised by: Date:
Checked by: Date:
Skimmer Basin#1
Drainage Area Total,AT= 1.36 Ac
Disturbed,AD= 1.49 Ac
25-year Runoff(Q25) C= 0.50
T = 5.00 min
125= 8.90 in/hr
Q25= 6.1 cfs
Surface Area Required SA= 325sf x Q25
SA= 1,967 sf
Volume Required Vs= 1800 cf/Ac x AD
VR= 2,682 cf
Sediment Trap Dimensions L= 70 ft (Spillway Length)
W= 30 ft (Spillway Width)
D= 2.0 ft (Depth of Storage)
Side Slopes= 2:1
Ltoa=
Ltoa= 78 ft
Lbot= 62 ft Wtor Wbot
Wtoo= 38 ft Loot=
Wbot= 22 ft
LIW Ratio= 2.3:1(must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 247.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 245.50
Sediment Storage 245.00
Cleanout Mark 244.00 (half of storage height)
Bottom 243.00
Provided SAP= 2,100 sf > 1,967
VP= 3,464.0 cf > 2,682
Emergency Spillway-10 Year Storm 125= 8.90 in/hr
Q25= 6.05 cfs
h= 0.5 ft
Cw= 3
Lw= 10 ft

EROSION CONTROL CALCS(SKIMMER BASINS)
Project Information
Project Name: Percival Square(Raeford)
Project#: 220192-01-001
Designed by: JNA Date: 10/25/2023
Revised by: Date:
Checked by: Date:
Skimmer Basin#2
Drainage Area Total,AT= 3.9 Ac
Disturbed,AD= 4.005 Ac
25-year Runoff(Q25) C= 0.50
To= 5.00 min
125= 8.90 in/hr
Q25= 17.4 cfs
Surface Area Required SA= 325sf x Q25
SA= 5,640 sf
Volume Required Vs= 1800 cf/Ac x AD
VR= 7,209 cf
Sediment Trap Dimensions L= 142 ft (Spillway Length)
W= 50 ft (Spillway Width)
D= 2.0 ft (Depth of Storage)
Side Slopes= 2:1
Ltoa=
Ltoo= 150 ft
Lbot= 134 ft Wtor Wbot
Wtoo= 58 ft Lbot=
Wbot= 42 ft
LIW Ratio= 2.8:1(must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 250.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 248.50
Sediment Storage 248.00
Cleanout Mark 247.00 (half of storage height)
Bottom 246.00
Provided SAP= 7,100 sf > 5,640
VP= 12,728.0 cf > 7,209
Emergency Spillway-10 Year Storm 125= 8.90 in/hr
Q25= 17.36 cfs
h= 0.5 ft
Cw= 3
Lw= 10 ft

Calculate Skimmer Size
Basin Volume in Cubic Feet 3,464 Cu.Ft Skimmer Size 1.5 Inch
Days to Drain* 3 Days Orifice Radius 0.6 Inch[es]
Orifice Diameter 1.2 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 70 30 Feet VOLUME 3464 Cu.Ft.
Bottom dimensions in feet 62 22 Feet
Depth in feet 2 Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 12,728 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 3 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 2.1 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 142 50 Feet VOLUME 12728 Cu.Ft.
Bottom dimensions in feet 134 42 Feet
Depth in feet 2 Feet

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name: Percival Square(Raeford)
Project#: 220192-01-001
Designed by: JNA Date: 10/25/2023
Revised by: Date:
Checked by: Date:
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 16.0 sf
Top of Basin Elev.: 246.0
Bottom of Basin Elev.: 244.0
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: 2,396 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)

EROSION CONTROL CALCS (TEMPORARY DITCH #1)
Project Information
Project Name: Percival Square (Raeford)
Project#: 220192-01-001
Designed by: JNA Date: 10/25/2023
Revised by: Date:
Checked by: Date:
Temporary Ditch#1
Drainage Area Total,AT= 1.97 Ac
25-year Runoff(Q25) C= 0.50
Tc= 5.00 min
125= 8.90 in/hr
Q25= 8.8 cfs

85645 1.966139
Actually has DA of 0.67 AC, but we will keep the 0.75 AC to be conservative-(note made 4/14/23)
Length 361.7
Elev. Chan 2
Slope 0.55%

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Temporary Ditch #1
Name Temporary Ditch #1
Discharge 8.8
Channel Slope 0.0055
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 Silt Loam (SM)
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 8.8 cfs 2.21 ft/s 1.18 ft 0.037 1.6 lbs/ft2 0.41 lbs/ft2 3.94 STABLE D
U nvegetated
Underlying Straight 8.8 cfs 2.21 ft/s 1.18 ft 0.037 1.17 lbs/ft2 0.22 lbs/ft2 5.4 STABLE D
Substrate

EROSION CONTROL CALCS (TEMPORARY DITCH #2)
Project Information
Project Name: Percival Square (Raeford)
Project#: 220192-01-001
Designed by: JNA Date: 10/25/2023
Revised by: Date:
Checked by: Date:
Temporary Ditch#2
Drainage Area Total,AT= 2.7 Ac
25-year Runoff(Q25) C= 0.50
Tc= 5.00 min
125= 8.90 in/hr
Q25= 12.0 cfs

117535 2.698232
Length 482.6
Elev. Chan 6
Slope 1.24%

NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Temporary Ditch #2
Name Temporary Ditch #2
Discharge 12
Channel Slope 0.0124
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 Silt Loam (SM)
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 12 cfs 3.49 ft/s 1.09 ft 0.033 1.6 lbs/ft2 0.84 lbs/ft2 1.91 STABLE D
U nvegetated
Underlying Straight 12 cfs 3.49 ft/s 1.09 ft 0.033 1.17 lbs/ft2 0.45 lbs/ft2 2.58 STABLE D
Substrate