SW6210201_Design Calculations_20240822

Bowman
NORTH CAROLINA
Ryan's Run
Calloway Road
Hoke County, North Carolina
COORDINATE: 35°01'23"N 79°21'56"W
Project No: 2201 64-01 -01 5
Stormwater Design Report
Prepared By:
Bowman
NORTH CAROLINA
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
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PREPARED FOR: ' ,
D & L Engineering PLC Carlo Pardo, PE
150 S. Page Street NC License No. 051571
Southern Pines, NC 28387 0: [phone]
910-684-8646 [e-mail]
J U N E 3, 2024
Ryan's Run -Storm water Design Report 1 I P a g e

Bowman
NORTH CAROLINA
TABLE OF CONTENTS
Stormwater Management Narrative PAGE
• Project Description 3
• Watershed 3
• Floodplains 3
• Design Requirements 3
• Methodology 3
• Peak Runoff Analysis 4
Appendix A: Figures 6
• County Soil Survey
• Topography Map
• FEMA Flood Map No. 3710848600J
• Hydrologic Unit Code (HUC)
• Surface Water Classification Map
• NOAA Point Precipitation Frequency Estimates
• Pre-Development Drainage Basin Map
• Post-Development Drainage Basin Map
• Design Supplement
Appendix B: Wet Pond #1 Calculations 7
• CN Values
• Wet Pond Design
• Hydrographs
• Spillway Design
• Rip-Rap Apron Calculations
• Stormwater Management Details
Appendix C: Infiltration Basin #1 Calculations 8
• CN Values
• Wet Pond Design
• Hydrographs
• Spillway Design
• Rip-Rap Apron Calculations
• Stormwater Management Details
Appendix D: State Stormwater Management Permit No. SW6210201 9
Ryan's Run-Stormwater Design Report 2 I P a g e

Bowman
NORTH CAROLINA
STORMWATER MANAGEMENT NARRATIVE
PROJECT DESCRIPTION
This report contains the Stormwater design calculations for the proposed Ryan's Run development
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.
Both SCM's have been designed to treat all of the impervious area within their drainage areas.
However, due to site constraints (an existing pond and proposed septic systems on individual
lots), the majority of BUA from lots 13 to 25 is not able to be conveyed to an SCM.
The proposed site is on Calloway Road. The development of the site will result in an on-site
impervious area of 11.39 acres (+ 496,534 SF).
Soils located within the project site as defined by NRCS (National Resources Conservation
Service) are described in Table 1.
Table 1:Hydrologic Soil Groups
Group Description
AuA Autryville loamy sand, 0 to 2 percent slopes
CaB Candor sand, 1 to 8 percent slopes
BaB Blaney loamy sand, 2 to 8 percent slopes
BaD Blaney loamy sand, 8 to 15 percent slopes
JT Johnston loam
WATERSHED
There are no streams located on site. The site drains to Drowning Creek in the Lumber River Basin.
FLOODPLAINS
The project is shown to be located in Zone'X' per FEMA Panel 3710848600J (eff. 10/17/2006).This
zone has minimal flood risk.
DESIGN REQUIREMENTS
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NC DEQ) Stormwater Design Manual.
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,two(1)-year,and ten (10)-year twenty-four(24)-
hour duration storm event. The one hundred (100)-year twenty-four hour duration storm event
was also analyzed.
Ryan's Run-Stormwater Design Report 3 I P a g e

Bowman
NORTH CAROLIN
Stormwater control will be provided by one infiltration basin and one infiltrating wet pond as part
of the development.
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.
Permit No. SW6210201
Infiltration Basin #2 hasn't changed based on the previous permit No. SW6210201. Infiltration
Basin #1 has been changed since.
PEAK RUNOFF ANALYSIS
• Pre-Development Conditions
The site is currently vacant with primarily open and/or wooded space. For the purposes of SCM
design, two (2) drainage areas were analyzed in this report with their own study point, composite
runoff curve number and point of analysis.
The characteristics for the pre-development condition are shown in the table below and additional
calculations can be found in Appendix B. A drainage map identifying the basin can also be found
in Appendix A.
Table 2:Pre-Development Drainage Area Summaries
Area Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
Pre-Developed DA #1 22.50 53.3 25.60
Pre-Developed DA #2 12.71 72.7 25.60
• Post-Development Conditions
The post-development condition contains two (2) drainage areas to the infiltrating wet pond
consisting of the proposed residential development area. The drainage area collects runoff with
curb inlets, and drainage pipes that connect to the respective infiltration basin SCM.
The characteristics for the post-development drainage areas are shown below and additional
calculations can be found in Appendix B. A drainage map identifying the area can be found in
Appendix B.
Ryan's Run-Stormwater Design Report 4 I P a g e

Bowman
NORTH CAROLINA
Table 3:Post Development Area Summaries
Area Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
Post-Developed DA #1 22.50 59.8 10.0
Post-Developed DA #2 12.71 75.5 10.0
• 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 4: Total Site Downstream Impact-Infiltrating Wet Pond#1
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 0.905 6.743 0.109
2-yr 24-hr 3.572 15.46 0.883
10-yr 24-hr 19.20 48.12 9.414
100-yr 24-hr 57.40 112.61 73.37
Table 5: Total Site Downstream Impact-Infiltration Basin #2
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 0.905 6.743 0.163
2-yr 24-hr 3.572 15.46 1.112
10-yr 24-hr 19.20 48.12 15.35
100-yr 24-hr 57.40 112.61 107.36
Ryan's Run-Storm water Design Report 5 I P a g e

Bowman
[Von7FlC CAUL !!VA
APPENDIX A
Figures
County Soil Survey
Topography Map
FEMA Flood Map
Hydrologic Unit Code (HUC)
Surface Classification Map
NOAA Point Precipitation Frequency Estimates
Pre-Development Drainage Basin Map
Post-Development Drainage Basin Map
Design Supplement
Ryan's Run -Storm water Design Report Wage

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Hydrologic Soil Group
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1/11/2021 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Location name:Raeford,North Carolina,USA* °
s _ \1 Latitude:35.0116°,Longitude:-79.3159° none
I Elevation:390.38 ft**
'source:ESRI Maps''
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin,D.Martin,B.Lin,T.Parzybok,M Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals(in inches)1
Average recurrence interval(years)
Duration
1 i 2 5 10 25 50 100 200 500 [ 1000
5-min 0.437 0.515 0.601 0.665 0.742 ` 0.797 0.850 0.899 0.960 1.01
(0 398-0.482) (0.470.0.569) (0.547-0..663) (0.604.0.732) (0 671-0 815)1(0 720-0 874) (0.763-0.931) (0.803-0.986) (0 850-1.05) (0.886-1 11)
10{rtin 0.697 0.824 0.963 1.06 1.18 1.27 1.35 1.43 1.52 1.59
(0 636-0 769) (0 752-0 910) (0 877-1.06)- (0.967-1.17) (1.07-1.30) , (1 15-1.39) (1.21-1.48) (1.27-1.56) (1.34-1.67) (1 40-1.74)
15-min 0.872 1.04 1.22 1.35 1.50 1.61 1.71 1.80 1.91 1.99
(0.795-0.962) (0945-1.14) (111-134) (1.22-1.48) (136-165) (1 45-1.76) (1,53-1.87) (1,61-1 97) (1.69-2 10) (175-2.19)
30-min 1.20 1.43 1.73 1.95 2.22 2.42 2.62 2.80 3.04 3.22
(1 09-1.32) (1.31-1.58) (1 58-1 91) (1 77-2 15) (2 01-2 44) (2 19-2 66) (2.35-2 87) (2.50-3,07) (2 69-3.34) (2.84-3.54)
60-min 1.49 1.80 2.22 2.54 2.96 3.28 3.60 3.93 4.37 4.71
(1 36-1 64) (1 64-1.98) (2 02-2.45) (2.31-2 79) (2.67.3.25) (2 96-3 60) (3 23-3 95) (3 51-4 30) (3 86-4.79) (4 14-5.17)
2-hr 1.74 2.11 2.65 3.06 3.62 4.06 4.50 4.96 5.57 6.06
(1 58-1 94) (1.91-2 35) (2.40-2.95) (2 76-3 41) (3 25-4 02) (3.63-4 51) (4 00-5 00) (4.37-5.50) (4 87-6 18) (5.25-6.72)
3-hr 1.84 2.23 2.82 3.28 3.92 4.45 4.99 5.56 6.36 7.00
(1 67-2 06) (2 02-2 50) (2.55-3.14) (2 96-3.66) (3 51-4 36) (3 96-4 94) (4.41-5 53) (4 87-6 16) (5 51-7 05) (6 00-7.76)
6-hr 2.19 2.66 3.36 3.92 4.70 5.34 6.01 6.72 7.73 8.54
(1 99-2 44) (2 42-2 95) (3.05-3.72) (3.54-4.34) , (4.22-5.19) (4 76-5 89) (5.32-6 62) (5.89-7 39) (6.68-8 48) (7 30.9.38)
12-hr 2.59 3.14 3.98 4.67 5.64 6.45 7.30 8.22 9.53 10.6
(2.34-2.88) (2.84-3 49) (3.60-4.42) (4.20-5.18) (5.04-624) (5.71-7.11) (6.41-8.04) (7.14-9.04) (8.15-10.5) (8.96.11 7)
24-hr 3.05 3.69 4.67 5.45 6.52 7.37 8.25 9.17 10.4 11.4
(2.83-3.30) (3 42-4 00) (4 32-5.06) (5 02-5 89) (5 99-7 04) (6 76-7 96) (7.54-8 92) (8 36-9.90) (9 46-11.3) (10 3-12 4)
2-day3.54 4.28 5.37 6.24 7.43 8.38 9.36 10.4 11.8 12.9
(3.30-3.82) (3.98-4.61) (4 99-5.79) (5.78-6 71) (6.86-7.99) (7 71-9.01) (8.59-10 1) (9,48-11.2) (10.7-12.7) (11 7-13.9)
3-day 3.76 4.53 5.66 6.55 7.77 8.75 9.76 10.8 12.2 13.4
(3 51-4 03) (4.23.4.86) (5.27.6.06) (6 09-7 01) (7 20-8 32) (8 09-9.37) (8.99-10.5) (9 91-11 6) (11 2-13.1) (12 2-14 4)
4-day 3.98 4.79 5.94 6.86 8.12 9.13 10.2 11.2 12.7 13.9_13 73-4 25) (4 48-5.11) (5 55-6.34) (6.40-7.31) (7 55-8 66) (8 46-9 73) (9.39.10.8) (10 3-12 0) (11 6-13.6) (12 6-14 8)
4.61 5.51 6.76 7.75 t 9.11 10.2 11.3 12.5 14.0 15.3
7-day (4 31-4 93) (5.16-5.89) (6.32-7.23) (7 23-8 29) (8 48-9 74) (9 46-10 9) (10 5-12.1) (11 5.13 3) (12.9-15.0) (14.0-16.4)
10-day 5.29 6.30 7.61 8.64 10.0 11.1 12.2 13.3 14.8 16.0
(4 98-5.62) (5.93-6.70) (7.16.8.08) (8.11-9.17) (9 39-10 6) (10 4-11.8) (11.4-13.0) (12.4-14.2) (13.7-15.8) (14.8-17.1)
20-day 7.11 8.41 10.00 11.2 12.9 14.2 15.5 16.9 18.7 20.1
(6 72-7.53) (7.95-8 91) (9.43-10.6) (10 6-11 9) (12 1-13.7) (13.3-15 1) (14 5-16.5) (15.7-17 9) (17.3.19.9) (18 6-21 4)
30{tay 8.83 10.4 12.2 13.5 15.3 16.7 18.0 19.4 21.2 22.6
(8.35-9.34) (9 85-11 0) (11 5-12.9) (12.8-14,3) (14 4.16.2) (15.7-17 6) (16.9-19.1) (18.2-20.5) (19.8-22.5) (21.0-24 0)
45-day 11.2 13.1 15.1 16.6 18.5 20.0 21.4 22.8 24.7 26.1
(10.6-11.8) (12.4-13,8) (14.3-15 9) (15 7-17 5) (17.5.19.5) (18.8-21 1) (20.2-22 6) (21.5-24,1) (23 1-26 1) (24.4-27 7)
r
60-day 13.4 15.7 17.8 19.5 21.6 23.2 24.7 26.2 28.2 29.7
(12.7-14.1) (14.9-16.5) (16 9-18.7) (18 5-20 5) (20 4-22 7) (21,9-24 4) (23,4-26.0) (24.7-27.7) (26 5-29 8) (27 8-31 4)
t 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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0116&Ion=-79.3159&data=depth&units=english&series=pds 1/4

Scott Cole,NCLSS
3,l2 Copples Road Ext
Asheboro, NC 27205
[phone]
Double D Engineering, PLLC April 7,2021
Attn: Mr. Lee Humphrey
150 S. Page Street
Southern Pines,NC 28387
Re: Seasonal High-Water Table Identification and Soil Infiltration Rates: Ryans Run; Hoke County NC
Calloway Road
Soil conditions and infiltration rates were evaluated and measured on the above-referenced property
within the proposed storm water BMP devices. Work was conducted in accordance with Parts A-2 and C-
1 of the North Carolina Department of Environmental Quality Stormwater Design Manual. Soil samples
were evaluated with a hand auger.
SEASONAL HIGH WATER TABLE IDENTIFICATION
Seasonal High Water Table depth is determined by field evaluation for soil wetness conditions which are
indicated by the presence of redoximorphic (redox) features with a chroma of 2 or less (in Munsell color
notation) in mottles or the horizon matrix. Colors of chroma 2 or less due to relic minerals from parent
material (underlying rock), anaerobic activity created by placement of fill material, or soil textural class
transitions (perched water) are not considered as indicators for seasonal high water. Upon determination
of SHWT depth, an additional 6" will be deducted from the observed depth to account for capillary fringe
water movement above the SHWT. Stormwater infiltration trenches are designed to ensure the lowest
point is at least two feet above the Seasonal High Water Table(SHWT).
SATURATED HYDRAULIC CONDUCTIVITY (K,a,)
Soils evaluated on this property are typical of those within the Blaney Loamy Sand series(BaB, BaD)and
the Vaucluse Loamy Sand series (VaB). These soil series consist of deep, well drained soils with varying
rates of permeability. Infiltration rates were measured to determine if soil conditions were suitable for the
installation of stormwater infiltration trenches. Infiltration rates were measured using a Johnson Constant
Head Permeameter. Measurements were recorded at varying intervals until equilibrium was reached.
A summary of observations within the proposed Stormwater BMP Device is shown in the table below.
BMP Device Site#1
SHWT Munsell Color Ksat Ksat K_a,
(inches below Notation (0-30"; SL) (30-48";SCL) (48-96"; SCL/SC
ground surface mixed mineralogy)
with capillary
fringe adjustment)
90"(7.5')(SHWT 2.5Y 8/1 18"/hour .8"/hour Not Measured
elevation 292.5') 2.5Y 7/1

Scott Cole, NCLSS
312 Copples Road Ext
Asheboro, NC 27205
[phone]
BMP Device Site#2
SHWT Munsell Color Ksal Ks.t Kcal
(inches below Notation (0-48"; SL) (48-80";SCL) (80-100"; SCL/SC
ground surface mixed mineralogy)
with capillary
friRge adjustment)
96"(8')(SHWT 2.5Y 8/1 18"/hour .8"/hour Not Measured
elevation 300') 2.5Y 7/1
CONCLUSION
Field evaluation of hydraulic conductivity provides estimations of soil infiltration rates; however,
methods used to measure these rates can influence the results. Side walls of the bore hole are"smeared"
by the soil auger as the hole is prepared and loose soil in the bottom of the hole is placed in suspension
when water is applied; both factors negatively influence water infiltration rates. To help overcome these
issues, after excavation of each infiltration trench, it is recommended the trench bottom and sidewalls be
raked and dusted with pulverized limestone. These are practices that have been in place within the on-site
wastewater industry to help loosen the soil and aid in restoration of soil structure.
I am pleased to be of service in this matter and can be contacted at your convenience should you have any
questions concerning information within this report.
Thank you.
SOK
NKL///�'1;
Scott Cole "a . O\! \\
North Carolina Licensed Soil Scientist `1)
1 7 2h``
y „

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SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Ryan's Run
2 Project Area(ac) 35.777
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 1.524
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) 30
8 Will the vegetated setback remain vegetated? Yes
9 If 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 1
12 Bioretention Cell 0
13 Wet Pond 1
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 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 I Name and Title: Carlo Pardo,PE
28 Organization: Triangle Site Design,PLLC
29 Street address: 4004 Barrett Drive,Suite 101
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 2
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 2
4 Type of SCM - Wet Pond Infiltration Basin
5 Total drainage area(sq ft) 1533633 979923 553710
6 Onsite drainage area(sq ft) 1352690 955530 397160
7 Offsite drainage area(sq ft) 180943 24393 156550
8 Total BUA in project(sq ft) 496534 242378 sf 254156 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft) 315591 217985 sf 97606 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf)
11 Offsite BUA(sq ft) 180943 24393 sf 156550 sf
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft) 14490 12026 sf 2464 sf
-Roof(sq ft) 220000 148000 sf 72000 sf
-Roadway(sq ft) 81101 57959 sf 23142 sf
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 32% 25% 46%
19 Design storm(inches) 1.0 in 1.0 in
20 Design volume of SCM(cu ft) 24326 cf 21369 cf
21 Calculation method for design volume Simple Method Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Offsite DA-100%Build-Out Potential for residentail homes along Calloway
Road for DA#2.

INFILTRATION SYSTEM
1 Drainage area number 1 I
2 Minimum required treatment volume(Cu ft) 21369 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 or enter"Vertical'for
trenches)? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered
side slopes? No
7 Are the inlets,outlets,and receiving stream protected from erosion
(10-year storm)? Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,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)? Yes
13 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)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM desi ned b an NC licensed rofessional? Yes
INFILTRATION SYSTEM MDC FROM 02H.1051
18 Proposed slope of the subgrade surface(%) 0%
19 Are terraces or baffles provided? No
20 Type of pretreatment: Forebay
Soils Data
21 Was the soil investigated in the footprint and at the elevation of the
infiltration system? Yes
22 SHWT elevation(fmsl) 300.00
23 Depth to SHWT per soils report(in) 96.00
24 Ground elevation at boring in soils report(fmsl) 308.00
25 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet? Yes
26 Soil infiltration rate(in/hr) 18.00
27 Factor of safety(FS) (2 is recommended): 2.00
Elevations
29 Bottom elevation(fmsl) 307 ft
30 Storage elevation(fmsl) 309.ft
31 Bypass elevation(fmsl) 310.9 ft
For Basins Only
32 Bottom surface area(ft2) 11530 ft
33 Storage elevation surface area(ft2) 14290.ft
For Trenches Only
34 Length(ft)
35 Width(ft)
36 Perforated pipe diameter,if applicable(inches)
37 Number of laterals
38 Total length of perforated piping
39 Stone type,if applicable
40 Stone porosity(%)
41 Is stone free of fines?
42 Is the stone wrapped in geotextile fabric?
43 Has at least one inspection port been provided?
Volumes/Drawdown
44 Design volume of SCM(cu ft) 21369 cf
45 Time to draw down hours 72 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s):
Infiltration 1 1:20 PM 5/20/2024

WET POND
1 Drainage area number 3 I
2 Minimum required treatment volume(Cu ft) 22261 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?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes
(10-year storm)?
8 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 applicable,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)? Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 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)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
WET POND MDC FROM 02H.1053
18 Sizing method used 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 292,00
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 293.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 296.50
23 Elevation of the permanent pool(fmsl) 297.00 _
24 Elevation of the top of the vegetated shelf(fmsl) 297.50
25 Elevation of the temporary pool(fmsl) 298.30 _
26 Surface area of the main permanent pool(square feet) 14570
27 Volume of the main permanent pool(cubic feet) 43188 cf
28 Average depth of the main pool(feet) 3.39 ft
29 Average depth equation used Equation 3
30 If using equation 3,main pool perimeter(feet) 665.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft
32 Volume of the forebay(cubic feet) 7480 cf
33 Is this 15-20%of the volume in the main pool? Yes _
34 Clean-out depth for forebay(inches) 48 in
35 Design volume of SCM(cu ft) 24326 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 2.00 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 3.49
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? Yes
43 Depth of forebay at entrance(inches) 48 in
44 Depth of forebay at exit(inches) 36 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool?
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No
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 Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Wet Pond 1 2:59 PM 5/21/2024

Bowman
[Von7Fl .A ULNA
APPENDIX B
Infiltrating Wet Pond #1 Calculations
CN Values
Wet Pond Design
Hydrographs
Spillway Design
Rip-Rap Apron Calculations
Stormwater Management Details
Ryan's Run -Storm water Design Report 7

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Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions#1
Drainage Area(acres).- 22.50
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A AuA Autryville Loamy Sand 20.11 89%
A CaB Candor Sand 0.20 1%
C BaD Blaney Loamy Sand 1.33 6%
A/D JT Vaucluse Loamy Sand 0.86 4%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded-Good Stand A 19.98 50 44.4
Wooded-Good Stand C 1.33 73 4.3
Impervious- Dirt Road A 0.63 77 2.2
Off-Site Calloway Road A 0.56 98 2.4
Cumulative Curve#= 53.3

Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Post-Developed Conditions to Infiltration Basin #2
Drainage Area(acres): 22.50
Existing Soil Groups
Soil Group Map Symbol Soil Description Acres Percent of DA
A AuA Autryville Loamy Sand 20.11 89%
A CaB Candor Sand 0.20 1%
C BaD Blaney Loamy Sand 1.33 6%
A/D JT Vaucluse Loamy Sand 0.86 4%
Proposed Land Uses:
Land Use Description Existinp Soil Group Acres Curve# Weicrhted CN
Impervious Area-Residential Lots A 3.40 98 14.8
Impervious Area-Sidewalk/Road A 1.61 98 7.0
Open Space-Good A 15.60 45 31.2
Open Space-Good C 1.33 74 4.4
Off-Site Calloway Road A 0.56 98 2.4
Cumulative Curve#= 59.8

Proposed Wet Pond
Project Information
Project Name: Turnberry South
Project#: 220164-01-007
Designed by: CP Date: 6/16/2023
Revised by: CB Date: 12/6/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 22.50 Acres 979,923 sf
Impervious Area (IA) = 5.56 Acres 242,378 sf
Percent Impervious (I) = 24.73
Required Surface Area
Permanent Pool Depth: 3.39 ft
SA/DA= 0.923
Min Req'd Surface Area = 9,044 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.273 in/in
Storage Volume Required = 22,261 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 301.50 ft
Temporary Pool Elevation = 298.30 ft
Permanent Pool Elevation = 297.00 ft
Shelf Begining Elevation = 296.50 ft
Forebay Weir= 296.00 ft
Shelf Ending Elevation = 297.50 ft
Bottom Elevation = 293.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 17,770 sf
Volume of Temporary Storage = 26,567 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 17770 > 9044 ) sf
Volume of Storage for Design Storm = 26,567 Yes ( 26567 > 22261 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Turnberry South
Project#: 220164-01-007
Designed by: CP Date: 6/16/2023
Checked by: CB Date: 12/12/2023
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
•
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)" 2>
V
•
Zone 2 Q2=0.372 CD*D*(Z-Ei)^(3/2)
Zone1 Q1=0
Orifice Diameter(D)= 2 in
Cd= 0.6
Ei= 297 Orifice Inv.
Zone 1 Range= 0.00 to 297
Zone 2 Range= 297 to 297.1
Zone 3 Range= 297.1 to 298.2
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
297.00 17,770 0 0.00 2.00 0.000 --
297.50 20,180 9,488 0.50 3.00 0.068 2,336
298.00 21,570 10,438 1.00 3.00 0.100 1,732
298.30 22,700 6,641 2.00 3.00 0.116 957
Total -- -- -- -- 5,025
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 26,567 cf
Total Time= 5,025 min
Total Time= 3.49 days
5/21/2024 Prop Wet Pond#1-new design(Ryan's Run#1).xls 1 of 1

Project: Pond #4 Date: 5/21/2024
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
297 14,570 6,795 43,188 A2 (Perm_Pool)
296.5 12,610 6,143 36,393 Al (Bottom_Shelf)
296 11,960 11,330 30,250
295 10,700 10,075 18,920
294 9,450 8,845 8,845
293 8,240 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
297 2,780 2,780 1,330 7,215
296.5 2,540 2,540 1,210 5,885
296 2,300 2,300 2,075 4,675
295 1,850 1,850 870 2,600
294.5 1,630 1,630 765 1,730
294 1,430 1,430 965 965
293 500 500 0 0
Forebay Volume 16.7% *Between 15% &20%
Average Depth (Option 1) 2.89 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp 43,188
permeter of shelf 665
width of shelf 3
Al (Bottom_Shelf): 12,610
Average Depth = 3.39

Proposed Wet Pond
Project Information
Project Name: Turnberry South
Project#: 220164-01-007
Designed by: CP Date: 6/16/2023
Revised by: CB Date: 12/12/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA)= 22.50 Acres
Impervious Area (IA)= 5.56 Acres
Percent Impervious(I)= 24.73 % (Drainage Area)
Orifice Sizing
Orifice Size= 2.00 in (Diameter)
Drawdown Time = 3.49 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: 136.0 cf (Water Displaced-Top of Pond to Bottom of Pond)
Weight: 8486 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 10,184 lbs
Volume of Concrete Req'd: 67.9 cf (Unit WT of Concrete= 150 pcf)
Volume Provided: 69.5 cf (4'x4' riser x 2'=32 sf, 5'x5'footing x 1.5'=37.5cf)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.905 cfs
Storm frequency = 1 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 13,455 cuft
Drainage area = 22.500 ac Curve number = 53.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 25.60 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 / 0.90
0.80 0.80
0.70 0.70
0.60 a 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 6.743 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 29,058 cuft
Drainage area = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.05 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)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.109 cfs
Storm frequency = 1 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 24,070 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 298.23 ft
Reservoir name = BMP Pond Max. Storage = 24,948 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 111111111 Total storage used = 24,948 cuft

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=297.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 297.00 17,770 0 0
0.50 297.50 20,180 9,488 9,488
1.00 298.00 21,570 10,438 19,925
1.30 298.30 22,700 6,641 26,566
2.00 299.00 24,600 16,555 43,121
3.00 300.00 27,350 25,975 69,096
4.00 301.00 30,170 28,760 97,856
4.50 301.50 31,590 15,440 113,296
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 0.00 0.00 Crest Len(ft) = 6.00 10.00 20.00 0.00
Span(in) = 18.00 2.00 0.00 0.00 Crest El.(ft) = 298.30 299.20 299.80 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 297.00 297.00 0.00 0.00 Weir Type = Rect Broad Ciplti ---
Length(ft) = 50.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 14.00 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)
5.00 302.00
4.00 301.00
3.00 300.00
2.00 299.00
1.00 298.00
0.00 297.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0
Total Q Discharge(cfs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 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. 5 -- 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 20 40 60 80 100 120
Hyd No. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 297.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=297.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 297.00 17,770 0 0
0.50 297.50 20,180 9,488 9,488
1.00 298.00 21,570 10,438 19,925
1.30 298.30 22,700 6,641 26,566
2.00 299.00 24,600 16,555 43,121
3.00 300.00 27,350 25,975 69,096
4.00 301.00 30,170 28,760 97,856
4.50 301.50 31,590 15,440 113,296
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 0.00 0.00 Crest Len(ft) = 6.00 10.00 20.00 0.00
Span(in) = 18.00 2.00 0.00 0.00 Crest El.(ft) = 298.30 299.20 299.80 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 297.00 297.00 0.00 0.00 Weir Type = Rect Broad Ciplti ---
Length(ft) = 50.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 14.00 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)
5.00 302.00
4.00 301.00
3.00 300.00
2.00 299.00
1.00 298.00
0.00 297.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0
Total Q Discharge(cfs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 3.572 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 28,208 cuft
Drainage area = 22.500 ac Curve number = 53.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 25.60 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
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
Time (min)
— Hyd No. 1

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 15.46 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 51,083 cuft
Drainage area = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 2 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. 2 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.883 cfs
Storm frequency = 2 yrs Time to peak = 940 min
Time interval = 2 min Hyd. volume = 45,144 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 298.41 ft
Reservoir name = BMP Pond Max. Storage = 29,217 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 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 111111111 Total storage used = 29,217 cuft

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 5
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 = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 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. 5 -- 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. 5 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 6
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. = 5 - BMP Post-Developed Max. Elevation = 297.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 19.20 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 88,227 cuft
Drainage area = 22.500 ac Curve number = 53.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 25.60 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)
21.00 21.00
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)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 48.12 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 131,112 cuft
Drainage area = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 •
20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 9.414 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 125,082 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 299.14 ft
Reservoir name = BMP Pond Max. Storage = 46,755 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 3 Hyd No. 2 1111111 I Total storage used =46,755 cuft

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 5
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 = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 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. 5 -- 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. 5 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 6
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. = 5 - BMP Post-Developed Max. Elevation = 297.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 57.40 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 222,446 cuft
Drainage area = 22.500 ac Curve number = 53.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 25.60 min
Total precip. = 8.25 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 40.00
30.00 30.00
20.00 20.00
10.00 10.00
J ..---- _
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 Tuesday,05/21 /2024
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 112.61 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 294,724 cuft
Drainage area = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 8.25 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 73.37 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 288,628 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 300.72 ft
Reservoir name = BMP Pond Max. Storage = 89,783 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 89,783 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 5
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 = 22.500 ac Curve number = 59.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 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. 5-- 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. 5 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 6
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. = 5 - BMP Post-Developed Max. Elevation = 297.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,05/21 /2024
Hyd. No. 3
12.97-12.00=0.97 - 1.5 hour
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 73.37 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 288,628 cuft
Inflow hyd. No. = 2 - BMP Post-DevelorRdservoir name = BMP Pond
Max. Elevation = 300.72 ft Max. Storage = 89,783 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=1.00%ofQp.)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.87 52.35 298.48 1.705 0.100 1.596 1.696
11.90 68.20 298.77 6.399 0.071 6.328 6.399
11.93 86.26 299.11 9.263 0.044 9.218 9.262
11.97 102.55 299.50 11.10 0.022 8.697 2.381 11.10
12.00 112.52 299.93 12.53 0.013 8.164 4.342 3.414 15.93
12.03 112.61 << 300.30 13.56 0.010 8.099 5.408 23.52 37.03
12.07 103.24 300.55 14.23 0.008 8.154 6.005 43.52 57.69
12.10 88.16 300.69 14.56 0.008 8.217 6.303 55.49 70.02
12.13 71.66 300.72 << 14.65 0.008 8.235 6.378 58.75 73.37
12.17 56.33 300.69 14.57 0.008 8.218 6.307 55.66 70.19
12.20 42.87 300.62 14.39 0.008 8.186 6.151 49.05 63.40
12.23 32.08 300.52 14.15 0.008 8.140 5.939 41.09 55.18
12.27 24.84 300.43 13.91 0.009 8.115 5.720 33.32 47.16
12.30 21.06 300.34 13.68 0.009 8.104 5.513 26.70 40.33
12.33 19.47 300.27 13.48 0.010 8.102 5.334 21.54 34.99
12.37 18.62 300.21 13.32 0.010 8.109 5.187 17.65 30.95
12.40 17.76 300.16 13.19 0.011 8.111 5.057 14.78 27.95
12.43 16.89 300.13 13.08 0.011 8.112 4.944 12.46 25.52
12.47 16.00 300.09 12.99 0.011 8.114 4.846 10.54 23.51
12.50 15.11 300.06 12.90 0.012 8.119 4.753 9.050 21.93
Continues on next page...

2
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.53 14.22 300.03 12.82 0.012 8.124 4.668 7.688 20.49
12.57 13.38 300.01 12.75 0.012 8.128 4.590 6.434 19.16
12.60 12.61 299.98 12.68 0.013 8.138 4.510 5.368 18.03
12.63 11.95 299.96 12.60 0.013 8.150 4.430 4.435 17.03
12.67 11.42 299.94 12.54 0.013 8.162 4.356 3.568 16.10
12.70 10.98 299.92 12.48 0.013 8.173 4.287 2.772 15.25
12.73 10.63 299.90 12.42 0.014 8.182 4.224 2.077 14.50
12.77 10.35 299.88 12.37 0.014 8.193 4.159 1.707 14.07
12.80 10.11 299.86 12.32 0.014 8.204 4.095 1.353 13.67
12.83 9.898 299.85 12.27 0.014 8.214 4.035 1.015 13.28
12.87 9.694 299.83 12.22 0.015 8.224 3.978 0.694 12.91
12.90 9.490 299.82 12.18 0.015 8.233 3.924 0.388 12.56
12.93 9.284 299.80 12.13 0.015 8.242 3.872 0.095 12.22
12.97 9.076 299.79 12.09 0.015 8.254 3.816 0.000 12.08
13.00 8.868 299.78 12.04 0.016 8.268 3.756 0.000 12.04
13.03 8.660 299.76 12.00 0.016 8.283 3.692 0.000 11.99
13.07 8.459 299.75 11.95 0.016 8.298 3.626 0.000 11.94
13.10 8.269 299.73 11.89 0.016 8.314 3.557 0.000 11.89
13.13 8.094 299.71 11.84 0.017 8.331 3.485 0.000 11.83
13.17 7.936 299.69 11.78 0.017 8.350 3.408 11.78
13.20 7.792 299.68 11.72 0.018 8.376 3.322 11.72
13.23 7.659 299.66 11.66 0.018 8.402 3.233 11.65
13.27 7.535 299.64 11.60 0.018 8.429 3.143 11.59
13.30 7.417 299.62 11.54 0.019 8.456 3.052 11.53
13.33 7.303 299.60 11.47 0.019 8.484 2.960 11.46
13.37 7.190 299.58 11.40 0.020 8.523 2.852 11.39
13.40 7.076 299.56 11.33 0.020 8.563 2.742 11.33
13.43 6.962 299.54 11.26 0.021 8.605 2.630 11.26
Continues on next page...

3
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.47 6.848 299.52 11.19 0.022 8.646 2.517 11.19
13.50 6.733 299.50 11.12 0.022 8.688 2.403 11.11
13.53 6.618 299.48 11.04 0.023 8.745 2.268 11.04
13.57 6.505 299.46 10.96 0.024 8.804 2.127 10.96
13.60 6.396 299.44 10.88 0.025 8.864 1.986 10.87
13.63 6.292 299.42 10.80 0.026 8.924 1.844 10.79
13.67 6.194 299.40 10.71 0.027 8.984 1.701 10.71
13.70 6.100 299.38 10.62 0.028 9.071 1.518 10.62
13.73 6.011 299.36 10.52 0.029 9.157 1.335 10.52
13.77 5.924 299.34 10.43 0.030 9.244 1.152 10.43
13.80 5.839 299.32 10.34 0.032 9.330 0.970 10.33
13.83 5.755 299.30 10.24 0.033 9.412 0.790 10.23
13.87 5.672 299.28 10.13 0.034 9.470 0.621 10.12
13.90 5.588 299.26 10.02 0.036 9.528 0.453 10.02
13.93 5.504 299.23 9.909 0.037 9.585 0.285 9.908
13.97 5.420 299.21 9.801 0.039 9.643 0.119 9.800
14.00 5.335 299.19 9.694 0.040 9.654 9.694
14.03 5.252 299.17 9.591 0.041 9.549 9.590
14.07 5.172 299.15 9.488 0.042 9.446 9.488
14.10 5.099 299.13 9.386 0.043 9.342 9.385
14.13 5.035 299.11 9.284 0.044 9.240 9.284
14.17 4.980 299.10 9.180 0.045 9.134 9.179
14.20 4.934 299.08 9.064 0.046 9.018 9.063
14.23 4.894 299.06 8.950 0.047 8.903 8.950
14.27 4.860 299.04 8.839 0.048 8.790 8.838
14.30 4.829 299.02 8.729 0.049 8.680 8.729
14.33 4.800 299.00 8.622 0.050 8.572 8.621
14.37 4.772 298.98 8.490 0.051 8.438 8.490
Continues on next page...

4
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.40 4.744 298.96 8.357 0.052 8.305 8.357
14.43 4.716 298.95 8.228 0.054 8.174 8.228
14.47 4.687 298.93 8.102 0.055 8.047 8.102
14.50 4.659 298.91 7.957 0.056 7.900 7.956
14.53 4.631 298.90 7.816 0.058 7.758 7.816
14.57 4.602 298.88 7.681 0.059 7.621 7.680
14.60 4.574 298.86 7.550 0.060 7.489 7.549
14.63 4.545 298.85 7.403 0.062 7.340 7.402
14.67 4.517 298.84 7.253 0.063 7.189 7.252
14.70 4.488 298.82 7.109 0.064 7.044 7.109
14.73 4.459 298.81 6.972 0.066 6.906 6.972
14.77 4.430 298.80 6.841 0.067 6.773 6.840
14.80 4.401 298.78 6.675 0.069 6.606 6.675
14.83 4.372 298.77 6.476 0.070 6.405 6.475
14.87 4.343 298.76 6.292 0.072 6.220 6.291
14.90 4.314 298.75 6.120 0.073 6.047 6.120
14.93 4.285 298.74 5.962 0.074 5.888 5.962
14.97 4.256 298.74 5.815 0.075 5.740 5.815
15.00 4.226 298.73 5.678 0.076 5.602 5.678
15.03 4.197 298.72 5.550 0.077 5.473 5.550
15.07 4.168 298.72 5.432 0.078 5.351 5.429
15.10 4.138 298.71 5.321 0.079 5.236 5.314
15.13 4.109 298.70 5.218 0.079 5.128 5.208
15.17 4.079 298.70 5.121 0.080 5.028 5.108
15.20 4.049 298.69 5.031 0.080 4.934 5.014
15.23 4.020 298.69 4.946 0.081 4.846 4.927
15.27 3.990 298.68 4.867 0.081 4.763 4.844
15.30 3.960 298.68 4.791 0.082 4.685 4.766
Continues on next page...

5
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.33 3.930 298.68 4.720 0.082 4.610 4.693
15.37 3.900 298.67 4.653 0.083 4.541 4.623
15.40 3.870 298.67 4.588 0.083 4.474 4.557
15.43 3.840 298.66 4.528 0.083 4.411 4.494
15.47 3.810 298.66 4.470 0.084 4.351 4.434
15.50 3.780 298.66 4.414 0.084 4.293 4.377
15.53 3.750 298.66 4.361 0.085 4.238 4.322
15.57 3.720 298.65 4.311 0.085 4.185 4.270
15.60 3.689 298.65 4.262 0.085 4.134 4.219
15.63 3.659 298.65 4.218 0.085 4.090 4.175
15.67 3.629 298.64 4.175 0.086 4.046 4.132
15.70 3.598 298.64 4.133 0.086 4.004 4.090
15.73 3.568 298.64 4.093 0.086 3.962 4.048
15.77 3.537 298.64 4.053 0.086 3.922 4.008
15.80 3.507 298.63 4.013 0.087 3.882 3.968
15.83 3.476 298.63 3.975 0.087 3.843 3.930
15.87 3.446 298.63 3.937 0.087 3.805 3.891
15.90 3.415 298.63 3.900 0.087 3.767 3.854
15.93 3.384 298.63 3.863 0.087 3.729 3.817
15.97 3.353 298.62 3.827 0.088 3.693 3.780
16.00 3.322 298.62 3.791 0.088 3.656 3.744
16.03 3.292 298.62 3.756 0.088 3.621 3.709
16.07 3.263 298.62 3.721 0.088 3.586 3.674
16.10 3.236 298.62 3.687 0.088 3.551 3.639
16.13 3.213 298.61 3.653 0.089 3.517 3.605
16.17 3.193 298.61 3.621 0.089 3.484 3.573
16.20 3.176 298.61 3.590 0.089 3.452 3.541
16.23 3.161 298.61 3.560 0.089 3.422 3.511
Continues on next page...

6
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.27 3.149 298.61 3.531 0.089 3.393 3.482
16.30 3.137 298.60 3.504 0.089 3.365 3.454
16.33 3.127 298.60 3.477 0.089 3.338 3.428
16.37 3.116 298.60 3.453 0.090 3.313 3.403
16.40 3.106 298.60 3.429 0.090 3.290 3.379
16.43 3.095 298.60 3.407 0.090 3.267 3.357
16.47 3.085 298.60 3.385 0.090 3.245 3.335
16.50 3.075 298.60 3.365 0.090 3.224 3.314
16.53 3.064 298.59 3.345 0.090 3.204 3.294
16.57 3.054 298.59 3.326 0.090 3.185 3.275
16.60 3.043 298.59 3.308 0.090 3.166 3.257
16.63 3.033 298.59 3.290 0.091 3.149 3.239
16.67 3.022 298.59 3.273 0.091 3.131 3.222
16.70 3.012 298.59 3.256 0.091 3.114 3.205
16.73 3.001 298.59 3.241 0.091 3.098 3.189
16.77 2.991 298.59 3.225 0.091 3.082 3.173
16.80 2.980 298.59 3.210 0.091 3.067 3.158
16.83 2.970 298.59 3.195 0.091 3.052 3.143
16.87 2.959 298.58 3.181 0.091 3.037 3.128
16.90 2.948 298.58 3.166 0.091 3.023 3.114
16.93 2.938 298.58 3.153 0.091 3.009 3.100
16.97 2.927 298.58 3.139 0.091 2.995 3.087
17.00 2.916 298.58 3.126 0.091 2.982 3.073
17.03 2.906 298.58 3.113 0.091 2.968 3.060
17.07 2.895 298.58 3.101 0.092 2.956 3.048
17.10 2.884 298.58 3.088 0.092 2.944 3.036
17.13 2.874 298.58 3.077 0.092 2.933 3.025
17.17 2.863 298.58 3.065 0.092 2.922 3.014
Continues on next page...

7
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.20 2.852 298.58 3.053 0.092 2.911 3.002
17.23 2.842 298.58 3.041 0.092 2.899 2.991
17.27 2.831 298.58 3.030 0.092 2.888 2.980
17.30 2.820 298.57 3.019 0.092 2.877 2.969
17.33 2.809 298.57 3.007 0.092 2.866 2.958
17.37 2.799 298.57 2.995 0.092 2.854 2.947
17.40 2.788 298.57 2.984 0.092 2.844 2.936
17.43 2.777 298.57 2.972 0.092 2.832 2.925
17.47 2.766 298.57 2.961 0.092 2.821 2.914
17.50 2.755 298.57 2.949 0.092 2.810 2.903
17.53 2.745 298.57 2.938 0.092 2.799 2.892
17.57 2.734 298.57 2.926 0.093 2.788 2.881
17.60 2.723 298.57 2.915 0.093 2.777 2.870
17.63 2.712 298.57 2.904 0.093 2.766 2.859
17.67 2.701 298.57 2.892 0.093 2.755 2.848
17.70 2.690 298.57 2.881 0.093 2.744 2.837
17.73 2.679 298.56 2.869 0.093 2.733 2.826
17.77 2.668 298.56 2.858 0.093 2.722 2.815
17.80 2.657 298.56 2.846 0.093 2.711 2.804
17.83 2.646 298.56 2.835 0.093 2.700 2.793
17.87 2.635 298.56 2.824 0.093 2.689 2.782
17.90 2.624 298.56 2.812 0.093 2.678 2.771
17.93 2.614 298.56 2.801 0.093 2.667 2.760
17.97 2.603 298.56 2.789 0.093 2.656 2.749
18.00 2.592 298.56 2.778 0.093 2.645 2.738
18.03 2.581 298.56 2.766 0.093 2.634 2.727
18.07 2.570 298.56 2.755 0.094 2.623 2.716
18.10 2.558 298.56 2.744 0.094 2.612 2.705
Continues on next page...

8
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.13 2.547 298.56 2.732 0.094 2.601 2.694
18.17 2.536 298.55 2.721 0.094 2.590 2.683
18.20 2.525 298.55 2.709 0.094 2.578 2.672
18.23 2.514 298.55 2.698 0.094 2.567 2.661
18.27 2.503 298.55 2.686 0.094 2.556 2.650
18.30 2.492 298.55 2.675 0.094 2.545 2.639
18.33 2.481 298.55 2.663 0.094 2.534 2.628
18.37 2.470 298.55 2.652 0.094 2.523 2.617
18.40 2.459 298.55 2.640 0.094 2.512 2.606
18.43 2.448 298.55 2.629 0.094 2.501 2.595
18.47 2.436 298.55 2.617 0.094 2.490 2.584
18.50 2.425 298.55 2.606 0.094 2.479 2.573
18.53 2.414 298.55 2.594 0.094 2.467 2.562
18.57 2.403 298.55 2.583 0.095 2.457 2.551
18.60 2.392 298.55 2.571 0.095 2.445 2.540
18.63 2.380 298.54 2.560 0.095 2.434 2.529
18.67 2.369 298.54 2.548 0.095 2.423 2.518
18.70 2.358 298.54 2.537 0.095 2.412 2.507
18.73 2.347 298.54 2.525 0.095 2.400 2.495
18.77 2.336 298.54 2.514 0.095 2.390 2.484
18.80 2.324 298.54 2.502 0.095 2.378 2.473
18.83 2.313 298.54 2.490 0.095 2.367 2.462
18.87 2.302 298.54 2.479 0.095 2.356 2.451
18.90 2.291 298.54 2.467 0.095 2.344 2.440
18.93 2.279 298.54 2.456 0.095 2.334 2.429
18.97 2.268 298.54 2.444 0.095 2.322 2.417
19.00 2.257 298.54 2.432 0.095 2.311 2.406
19.03 2.245 298.54 2.420 0.095 2.300 2.395
Continues on next page...

9
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.07 2.234 298.53 2.409 0.096 2.288 2.384
19.10 2.223 298.53 2.397 0.096 2.277 2.373
19.13 2.211 298.53 2.385 0.096 2.266 2.361
19.17 2.200 298.53 2.374 0.096 2.254 2.350
19.20 2.189 298.53 2.362 0.096 2.243 2.339
19.23 2.177 298.53 2.350 0.096 2.232 2.328
19.27 2.166 298.53 2.338 0.096 2.220 2.316
19.30 2.155 298.53 2.327 0.096 2.209 2.305
19.33 2.143 298.53 2.315 0.096 2.198 2.294
19.37 2.132 298.53 2.303 0.096 2.186 2.283
19.40 2.120 298.53 2.292 0.096 2.175 2.271
19.43 2.109 298.53 2.280 0.096 2.164 2.260
19.47 2.097 298.53 2.268 0.096 2.152 2.249
19.50 2.086 298.52 2.256 0.096 2.141 2.237
19.53 2.075 298.52 2.244 0.096 2.129 2.226
19.57 2.063 298.52 2.232 0.097 2.118 2.215
19.60 2.052 298.52 2.221 0.097 2.107 2.203
19.63 2.040 298.52 2.209 0.097 2.095 2.192
19.67 2.029 298.52 2.197 0.097 2.084 2.181
19.70 2.017 298.52 2.185 0.097 2.072 2.169
19.73 2.006 298.52 2.173 0.097 2.061 2.158
19.77 1.994 298.52 2.162 0.097 2.050 2.147
19.80 1.983 298.52 2.149 0.097 2.038 2.135
19.83 1.971 298.52 2.138 0.097 2.027 2.124
19.87 1.960 298.52 2.126 0.097 2.015 2.112
19.90 1.948 298.52 2.114 0.097 2.004 2.101
19.93 1.937 298.51 2.102 0.097 1.992 2.090
19.97 1.925 298.51 2.090 0.097 1.981 2.078
Continues on next page...

10
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.00 1.914 298.51 2.078 0.097 1.969 2.067
20.03 1.902 298.51 2.067 0.098 1.958 2.055
20.07 1.892 298.51 2.054 0.098 1.946 2.044
20.10 1.882 298.51 2.043 0.098 1.935 2.033
20.13 1.874 298.51 2.031 0.098 1.924 2.021
20.17 1.867 298.51 2.022 0.098 1.914 2.012
20.20 1.862 298.51 2.013 0.098 1.905 2.003
20.23 1.858 298.51 2.004 0.098 1.896 1.994
20.27 1.855 298.51 1.995 0.098 1.888 1.986
20.30 1.853 298.51 1.988 0.098 1.880 1.978
20.33 1.850 298.51 1.980 0.098 1.872 1.970
20.37 1.848 298.51 1.972 0.098 1.865 1.963
20.40 1.846 298.50 1.965 0.098 1.857 1.956
20.43 1.844 298.50 1.959 0.098 1.851 1.949
20.47 1.842 298.50 1.952 0.098 1.844 1.942
20.50 1.840 298.50 1.946 0.098 1.838 1.936
20.53 1.838 298.50 1.940 0.098 1.832 1.930
20.57 1.836 298.50 1.934 0.098 1.826 1.925
20.60 1.834 298.50 1.929 0.098 1.821 1.919
20.63 1.832 298.50 1.923 0.098 1.815 1.914
20.67 1.830 298.50 1.918 0.098 1.810 1.909
20.70 1.828 298.50 1.913 0.098 1.805 1.904
20.73 1.826 298.50 1.909 0.098 1.801 1.899
20.77 1.824 298.50 1.904 0.099 1.796 1.895
20.80 1.822 298.50 1.900 0.099 1.792 1.890
20.83 1.820 298.50 1.896 0.099 1.787 1.886
20.87 1.817 298.50 1.891 0.099 1.783 1.882
20.90 1.815 298.50 1.887 0.099 1.779 1.878
Continues on next page...

11
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.93 1.813 298.50 1.883 0.099 1.775 1.874
20.97 1.811 298.50 1.880 0.099 1.771 1.870
21.00 1.809 298.50 1.876 0.099 1.768 1.866
21.03 1.807 298.50 1.872 0.099 1.764 1.863
21.07 1.805 298.50 1.869 0.099 1.761 1.859
21.10 1.803 298.50 1.866 0.099 1.757 1.856
21.13 1.801 298.50 1.862 0.099 1.754 1.853
21.17 1.799 298.50 1.859 0.099 1.751 1.849
21.20 1.797 298.50 1.856 0.099 1.747 1.846
21.23 1.795 298.50 1.853 0.099 1.744 1.843
21.27 1.792 298.50 1.850 0.099 1.741 1.840
21.30 1.790 298.50 1.847 0.099 1.738 1.837
21.33 1.788 298.50 1.844 0.099 1.736 1.834
21.37 1.786 298.49 1.841 0.099 1.732 1.831
21.40 1.784 298.49 1.838 0.099 1.730 1.829
21.43 1.782 298.49 1.835 0.099 1.727 1.826
21.47 1.780 298.49 1.832 0.099 1.724 1.823
21.50 1.778 298.49 1.830 0.099 1.721 1.820
21.53 1.776 298.49 1.827 0.099 1.719 1.818
21.57 1.774 298.49 1.824 0.099 1.716 1.815
21.60 1.772 298.49 1.822 0.099 1.713 1.812
21.63 1.769 298.49 1.819 0.099 1.711 1.810
21.67 1.767 298.49 1.817 0.099 1.708 1.807
21.70 1.765 298.49 1.814 0.099 1.706 1.805
21.73 1.763 298.49 1.812 0.099 1.703 1.802
21.77 1.761 298.49 1.809 0.099 1.701 1.800
21.80 1.759 298.49 1.807 0.099 1.698 1.797
21.83 1.757 298.49 1.804 0.099 1.696 1.795
Continues on next page...

12
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.87 1.755 298.49 1.802 0.099 1.693 1.793
21.90 1.753 298.49 1.800 0.099 1.691 1.790
21.93 1.750 298.49 1.797 0.099 1.689 1.788
21.97 1.748 298.49 1.795 0.099 1.686 1.785
22.00 1.746 298.49 1.793 0.099 1.684 1.783
22.03 1.744 298.49 1.790 0.099 1.682 1.781
22.07 1.742 298.49 1.788 0.099 1.679 1.778
22.10 1.740 298.49 1.786 0.099 1.677 1.776
22.13 1.738 298.49 1.783 0.099 1.675 1.774
22.17 1.736 298.49 1.781 0.099 1.672 1.772
22.20 1.733 298.49 1.779 0.099 1.670 1.769
22.23 1.731 298.49 1.777 0.099 1.668 1.767
22.27 1.729 298.49 1.774 0.099 1.666 1.765
22.30 1.727 298.49 1.772 0.099 1.663 1.763
22.33 1.725 298.49 1.770 0.099 1.661 1.760
22.37 1.723 298.49 1.767 0.099 1.659 1.758
22.40 1.721 298.49 1.765 0.099 1.656 1.756
22.43 1.718 298.49 1.763 0.099 1.654 1.754
22.47 1.716 298.49 1.761 0.099 1.652 1.751
22.50 1.714 298.49 1.759 0.099 1.650 1.749
22.53 1.712 298.49 1.756 0.099 1.648 1.747
22.57 1.710 298.49 1.754 0.099 1.645 1.745
22.60 1.708 298.49 1.752 0.099 1.643 1.743
22.63 1.706 298.49 1.750 0.100 1.641 1.740
22.67 1.703 298.49 1.748 0.100 1.639 1.738
22.70 1.701 298.49 1.745 0.100 1.637 1.736
22.73 1.699 298.49 1.743 0.100 1.634 1.734
22.77 1.697 298.49 1.741 0.100 1.632 1.732
Continues on next page...

13
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.80 1.695 298.49 1.739 0.100 1.630 1.729
22.83 1.693 298.49 1.737 0.100 1.628 1.727
22.87 1.691 298.49 1.734 0.100 1.625 1.725
22.90 1.688 298.49 1.732 0.100 1.623 1.723
22.93 1.686 298.49 1.730 0.100 1.621 1.721
22.97 1.684 298.49 1.728 0.100 1.619 1.719
23.00 1.682 298.49 1.726 0.100 1.617 1.716
23.03 1.680 298.49 1.723 0.100 1.614 1.714
23.07 1.678 298.49 1.721 0.100 1.613 1.712
23.10 1.675 298.49 1.719 0.100 1.610 1.710
23.13 1.673 298.48 1.717 0.100 1.608 1.708
23.17 1.671 298.48 1.715 0.100 1.606 1.706
23.20 1.669 298.48 1.713 0.100 1.604 1.703
23.23 1.667 298.48 1.710 0.100 1.601 1.701
23.27 1.665 298.48 1.708 0.100 1.599 1.699
23.30 1.662 298.48 1.706 0.100 1.597 1.697
23.33 1.660 298.48 1.704 0.100 1.595 1.695
23.37 1.658 298.48 1.702 0.100 1.593 1.692
23.40 1.656 298.48 1.699 0.100 1.590 1.690
23.43 1.654 298.48 1.698 0.100 1.588 1.688
23.47 1.652 298.48 1.695 0.100 1.586 1.686
23.50 1.649 298.48 1.693 0.100 1.584 1.684
23.53 1.647 298.48 1.691 0.100 1.582 1.682
23.57 1.645 298.48 1.689 0.100 1.580 1.679
23.60 1.643 298.48 1.687 0.100 1.577 1.677
23.63 1.641 298.48 1.684 0.100 1.575 1.675
23.67 1.638 298.48 1.682 0.100 1.573 1.673
23.70 1.636 298.48 1.680 0.100 1.571 1.671
Continues on next page...

14
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.73 1.634 298.48 1.678 0.100 1.569 1.669
23.77 1.632 298.48 1.676 0.100 1.566 1.666
23.80 1.630 298.48 1.674 0.100 1.564 1.664
23.83 1.627 298.48 1.671 0.100 1.562 1.662
23.87 1.625 298.48 1.669 0.100 1.560 1.660
23.90 1.623 298.48 1.667 0.100 1.557 1.658
23.93 1.621 298.48 1.665 0.100 1.556 1.655
23.97 1.619 298.48 1.663 0.100 1.553 1.653
24.00 1.617 298.48 1.660 0.100 1.551 1.651
24.03 1.541 298.48 1.656 0.100 1.546 1.647
24.07 1.393 298.48 1.645 0.100 1.536 1.636
24.10 1.172 298.48 1.623 0.100 1.514 1.614
24.13 0.879 298.47 1.587 0.101 1.478 1.578
24.17 0.628 298.47 1.537 0.101 1.427 1.528
24.20 0.418 298.47 1.475 0.101 1.365 1.466
24.23 0.251 298.46 1.406 0.102 1.295 1.397
24.27 0.125 298.45 1.332 0.102 1.221 1.323
24.30 0.042 298.45 1.256 0.103 1.145 1.247
24.33 0.000 298.44 1.181 0.103 1.069 1.172
24.37 0.000 298.44 1.120 0.104 1.008 1.111
24.40 0.000 298.43 1.068 0.104 0.955 1.059
24.43 0.000 298.43 1.018 0.104 0.904 1.008
24.47 0.000 298.42 0.970 0.105 0.856 0.960
24.50 0.000 298.42 0.924 0.105 0.810 0.915
24.53 0.000 298.41 0.881 0.105 0.766 0.871
24.57 0.000 298.41 0.840 0.106 0.724 0.830
24.60 0.000 298.40 0.801 0.106 0.685 0.791
24.63 0.000 298.40 0.763 0.106 0.646 0.753
...End

5/21/24,3:22 PM 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
SPILLWAY ANALYSIS
>>>Ryan's Spillway
Name Ryan's Spillway
Discharge 73.37
Peak Flow Period 1.5
Channel Slope 0.33
Channel Bottom Width 20
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 73.37 cfs 13.86 ft/s 0.26 ft 0.025 8.5 lbs/ft2 5.39 lbs/ft2 1.58 STABLE F
P300
Unvegetated
Underlying Straight 73.37 cfs 13.86 ft/s 0.26 ft 0.025 5.68 lbs/ft2 5.26 lbs/ft2 1.08 STABLE F
Substrate
Shoremax w/ Straight 73.37 cfs 14.03 ft/s 0.26 ft 0.024 14 lbs/ft2 5.31 lbs/ft2 2.64 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 73.37 cfs 14.03 ft/s 0.26 ft 0.024 8.5 lbs/ft2 5.18 Ibs/ft2 1.64 STABLE F
Substrate
https://ecmds.com/project/160817/spillway-analysis/265672/show 1/1

EROSION CONTROL CALCS(RIP-RAP CALCULATIONS)
Project Information
Project Name: Ryan's Run
Project#: 220164-01-015
Designed by: PW Date: 5/23/2024
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#1
Pipe Diameter d= 18
Pipe Slope s= 14
Manning's number n= 0.013
Flow Q= 9.411 cfs
Velocity V= 13.41 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(2 X Do)= 4.5 ft
Length(4 X Do)= 9.0 ft
Width(La+Do)= 10.5 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
r 9.0 1
*All units are in feet
**Dissipator pad designed for full flow of pipe
4.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 5/28/2024 Page 1 of 1

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
•
Outfall
Project File: pond#1 ryan's run.stm Number of lines: 1 Date: 5/20/2024
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 9.41 294.00 294.63 0.63 0.70 13.41 0.61 295.24 0.000 50.000 297.00 298.18 1.18** 1.50 6.29 0.61 298.80 0.000 0.000 n/a 1.00 n/a
Project File: pond#1 ryan's run.stm Number of lines: 1 Run Date: 5/20/2024
Notes: ;"Critical depth. ; c=cir e=ellip b=box
Storm Sewers v2022.00

(--- , , \ \
___________-. ,-.--
/ / \ \ \ \ \ \ \__ '/I
\
\��-------/ �� //- \' OPEN SPACE AND \ \`\ \ -- ?90 I I I
\ STORMWATER
,"\`\ _ c� // \\ / MANAGEMENT EASEMENT \ \\\ I I I
\— ^\ SOD AREAS ABOVE 41,593 SF I I
—\ \ VEGETATIVE SHELF \\\ LITORAL SHELF \\` I I I I
-- ---- \\ ELEVATION`297.5 � \ \ AREA=3,77O SF ♦\ I
\ \ / REFER TO DETAIL • RIP RAP DISSIPATER PAD I I I
/ FOR PLANTINGS ♦
N. --\-- — \ \ \ \��, 15'OURET PIPE / cs=B
WIDTH=10.5' I I
9' \ REFER TO DETAILSLENGTH=9.0' I /
\ - _ ON THIS SHEETTHICKNESS=22" / / / /
----_ � -'--- CLASS B RIP-RAP `\ -.IA •
RIP RAP LAS / /__ -- �� _- ATFOREBAYWEIR ,h ''{r --- / / /
i� \\Illa = % /
--- —� ----� � FI ♦ -SEJPAGE / / /
CONCRETE
``! GI ,8F 6 COLLAR _// / / /
_\- - - \ ` OUTLET CONTROL / / / II
\` FOREBAY AREA i� kF. - �i-i_ �`� SRUCTURE REFER / / / / .
� '�_� �` ` TO DETAILS ON / /
\_ I JPs. THIS SHEET /
INLET PIPE WITH ��\ \ %J- =---c ._� r1�� // / II
RIP-RAP APRON \ ' `-- !' / -
� � / MAIN POND AREA
N '46'1Wir-_:-.. ........... -....,00. , -,T:'''+.ibifi:'' S 'I''..-,- .111111111-- "'.6.•••,....1 ....."74.......:,.............._._:i____.--,„,,-'*".-%:1114"11* • ,_' ---
OPEN SPACE AND I J/� t
\ \ \ _
STORMWATER _ {1\I -- ' \ \ \ ,\` -` \\ \;'J
MANAGEMENT N�!!! -_`� • �,TA\\ \ \ \ \
EASEMENT — ,..._ � \\ \ � _
l0 I I l i i CGRASS SPILLWAY \ \\. \\ \ \\ \\\ ` i-
\ i / i i \\ \ TOP OF �.. \ /--;
\ -�/ --i'`- - \ \ EMBANKMENT ,\ - -_ \\ • \ \) / /,/-f�
I \ __----- - i _ ,- ,� ELEV=301 S ��``\ _ ` -� \ \ \ ///
\\ ` -' / // /�i ire/___� --`\\\ rr \ \^-, -... \ \ \,, \�� `N \, I /I /
I __ i � \^ r i \\ ,__ \ \\\\ \-\`\\ \ \ /� J/ I GRASS
\ - /� // / i - __\\- �� r r r \ \'\ `� \\ \ \ / / SPILLWAY
,/ / �� --- v r--. ..'1,7 v vv vv vv N
\ \ ELEV=299.8
YN\, \ \
n a c r / / \ \ \\ \ %� \\ \ \ \ \ OPEN SPACE AND
2_0_,31 7/ y�G i /�O� I-04 \�lir\ \ i \\\\\\ \\ \\ ,/\ \ \\ \\ \ \\\\\ STORMWATER
i r \ \ \ \ \ \ \ MANAGEMENT EASEMENT
` \� /i / ; ice/ i l\ \2-o, .2 \\ �.�? \�\•
\ \,�}; \\ ♦♦\ V \___i i \ „\---,
.„
PUWVIEW GRAPHIC SCALE
o r11
m h IN FEET)
1 inch= 30 ft.

Id
D.TOPrl Pr ALL
MEM rat of xAxi
MAL Pax MAIM TEMBI KIK
Q nr am
IS.MK VIM MIER art sK
PK TO BE BEDDED
tW a mwxwi xsvAtm ms KM id swM ELM.5 an0pAND RER duu
R anaaxGl ��!'\\r'iQ<'i'\\�\\. \, f iaysa a atwu xxf
xrrr \�o1�1Go\\�oOa'Y M\\:9��\%\ ` u tit
0011ME 1 enaadi&DAnwC TOPSOL FOR la
,o, xmxian Mm4XUrw xcwxxr t anuAIM AIIME TIE
1.
MAS OKBAY SEDIRENT Mr TOP
Ser
r,s _ POND ELrvAna.a3,x MS am w mx,Frexs.TEaxxoxs. ;
1.47.0
//i%/ ��` ros I r .aox�A �P
Stilt'O L \\j\n\\�f'"t G1 ( xole K.wu a usm \l
10\^ \f �`..f \\• __.1�1Y�\\.. �' axis aP010¢r w'�"n on��sAxi wxxuxrs°L a� •
I.
t„ xRIKR,x 1A.TO BE s xta a t r. o\\\�'\l'Fpo\l, ROM (MP xa)mn
_ MOAT ENTRANCE SMALL a
/MO¢.hwWE
aemru BR
B`AFAY'ytY wMs MOLE cA roi.WORM)TO Axnwx PM roBARRI
M \ote\\pA l,\'` LIFER rAr FORM.as
s-.m V wais 10%,i[DI m0i00 0141ix a E BASE m eA¢xx 1\D \\\1.`\p\�`'\CCG las Y o/ BOTTOM smx¢
t �swmaxcx CONSTRUCTOR MS m a KKK MOM LOWER x„x q xzM- �w
rur SEEL
y Mgµs AT iY ac iro \•1 ���'`. \ party MAN rumArxx PLAY
N-tC ROPE a x.px RnRM EKE a CONC.rp STEEL xnspvLNC.MD BORON Of FACT DRECTION PRONE 3 RN.MARA. MN POOL
I
PROFILE OF WET POND DETENTION SYSTEM

STAGE/STORAGE TABLE
STAGE(FT) ELEVATION(FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE(CF) (CF)
0.0 297.0 17,770 0 0
0.5 297.5 20,180 9,488 9,488
1 298.0 21,570 10,438 19,925
1.3 298.3 22,700 6,641 26,566(WQV)
2.0 299.0 24,600 18,812 43,137
3.0 300.0 27,350 25,975 69,112
4.0 301.0 30,170 28,760 97,872
4.5 301.5 31,590 15,440 113,312
/
RIVER BASIN: Lumber
RECEIVING STREAM: Mountain Creek
STREAM INDEX: 14-2-16-(2)
STREAM CLASS: C
HUC: 03040203
PROJECT COORDINATES: 35'01'23"N 79'21'56"W
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 22.50 ACRES
SITE IMPERVIOUS AREA TO POND: 3.674 ACRES
OFF-SITE DESIGN IMPFRVIOUS AREA TO POND: 1.331 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 5.004 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 22.50 AC 22.50 AC
CURVE NUMBER: 53.3 59.8
TIME OF CONCENTRATION: 25.6 MIN 10 MIN
1.0" STORM EVENT: 0.000 CFS 0.000 CFS
1-YEAR STORM EVENT: 0.905 CFS 6.743 CFS 0.109 CFS
2-YEAR STORM EVENT: 3.572 CFS 15.46 CFS 0.883 CFS
10-YEAR STORM EVENT: 19.20 CFS 48.12 CFS 9.414 CFS
Q0-YEAR STORM EVENT: 57.40 CFS 112.61 CFS 73.37 CFS j
SPILLWAY FLOW LONG H B W SS CHANNEL LINING TOP OF EMBANKMENT SPILLWAY ELEVATION
Q(100) SLOPE(%) ELEVATION
GRASS STRAW WITH NET NAG
73.37 CFS 33.3% 1.0' 10.0' 16.0' 3:1 301.5 299.80
SPILLWAY SHOREMAX W/ P300
W
EXTEND UNING TO EXTEND UNING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=301.5
H /CHANNEL UNING
// c.' SPILLWAY ELEVATION=299.80
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL I• B
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES

NOTES:
1. SEE DESIGN PLANS FOR SPECIFIED DIMENSIONS OF RISER.
2. TRASH RACK DIMENSION CRITERIA SPECIFIED IS APPROXIMATE AND VARIES BY MANUFACTURER.
3. INSTALLATION OF TRASH RACK SHALL BE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS.
4. ALL COMPONENTS OF TRASH RACK SHALL BE OF STAINLESS STEEL OR OTHER NON-CORROSIVE MATERIAL.
5. ALL MOUNTING HARDWARE SHALL BE OF STAINLESS STEEL OR OTHER NON-CORROSIVE MATERIAL.
-i4!'% TRASH RACK
i i G i
i�i���>!♦ NON CORROSIVE MATERIAL / 5.5"
♦�♦��Z ���M 0 5.5"SPACING / v
*..II._ 1 \
TRASH RACK 1i, I. .�.:.�. // / \
\
NS s;;7 0 0 0 0 0 0
il
❑❑❑❑❑
5.5"
❑ ❑❑ IHhIHHI❑❑❑ m❑❑❑❑❑❑ 5.5"
❑❑❑❑❑❑ I_
❑❑❑❑I�TT❑I�TT❑ NOTE:
TRASH RACK SHALL BE INSPECTED RISER
❑❑❑L LJ❑ PERIODICALLY AND ANY DEBRIS ON
❑❑❑M❑ THE TRASH RACK IS TO BE REMOVED
ELM AND PROPERLY DISPOSED OF.
NN
RISER RISER TRASH RACK DETAIL
LTER MEDIA(SEE NOTE 2)
SILT FENCE AS NEEDED ___ PUMP
FLU
[
eeee•w.w......
NOTES: ATER LEVEL
1. PRIOR TO INSTALLATION, MANUFACTURER SPECIFICATIONS OF FILTER MEDIA SHALL BE REVIEWED TO
ENSURE THAT DISCHARGE FROM FILTER MEDIA SHALL MEET OR EXCEED THE PROVISIONS OF THE CLEAN
WATER ACT.
2. ENSURE THAT PUMP PRESSURE DOES NOT EXCEED FILTER MEDIA PRESSURE RATING.
3. FILTER MEDIA MAY BE,BUT NOT LIMITED TO,SAND MEDIA FILTRATION DEVICES,RATED ALTER FABRIC /
BAGS OR POLYMER BASED DEWATERING PRACTICES.
11
4. PUMP STRAINER SHALL NOT BE IN CONTACT WITH BOTTOM OF POND. _ _� ,4
BMP POND DEWATERING / LOW POINT

12' 5.0'
2.5'
/4 REBAR 0 12'OC
• IN FRONT&REAR FACE
OF COLLAR.REBAR TO
HAVE 3' C.COMER
FROM EDGE OR FACE OF COLLAR
y^ .
'
•
• NOTES:
aQ . • 1. ALL CONCRETE TO BE 3000 PSI NON-FLY
ASH.
2. APPLY}'1HICK NRAP OF ASPHALTIC
' CEMENT AROUND DISCHARGE PIPE 6'
18'HDPE BEYOND PLANNED SEEPAGE COLLAR ON
BO1H SIDES
• 3. APPLY ADDIDCNAL ASPHALTIC CEMENT AT
'u / • PIPE/SEEPAGE COLLAR INTERFACE ON
UPSTREAM FACES
®, • 4. TO BE FIELD INSPECTED BY GEOIECHNICAL
ENGINEER.ASPHALTIC CEMENT TO MEET OR
EXCEED FEDERAL SPECIFICATION SS-153
in
A • a - TYPE 1:AS1M-D-2822-75 TYPE 1.
•
a /
✓
CONCRETE SEEPAGE COLLAR
SCALE N.T.S RISER STRUCTURE
4'PVC SCREW CAP
FOR CLEANING ACCESS
TOP OF STRUCTURE NOT SHONN FOR CLARITY
4D qr a (REMOVABLE TRASH RACK)
12'MIN. EXTEND 4'
PVC
qy THROUGH
RI` 1114 ,..r-
4'x4. STRUCTURETp PVC TEE •MI
PERM.POND EIEV..195.0 f INSTALL 4"PVC SCREW
CAP AT END OF TEE AND
20 pr H
DRILL 2.0"DIA.HOLE INTO
PVC CAP AT ELEV=297.0
12'MIN.
OUTLET CONTROL STRUCTURE-INCREMENTAL WEIR 2.0'DIk PENNG
SCALE N.T.S.
PVC DRAIN OUTLET
SCALE:N.T.S.

B SHALLOW LAND ZONE
HERBACEOUS PLANTS SHALLOW WATER ZONE
I HERBACEOUS PLANTS
p p If POND
(NORMAL POOL)
1 I_
6
TYPICAL LITTORAL SHELF VEGETATION
SCALE N.T.S.
SCIENTIFIC NAME COMMON NAME PLANTING ZONE QUANTITY NURSERY ONTAINER SPACING PLANTING SEASON
TYPE
Asdepias Incarnate Swamp Mikweed Gull
sedge
Ceres tenere Quill Sedge
Chelone glabra White Turtlehead
Eupsturiadelphus dubius Dward Joe Pye Weed
Eupatoriaddphus fistulosus Joe Pye Weed
Eupatariadelphus maculatus Spotted Trumpetweed
Hbiscus coccneus Scarlet rasemallow
SHALLOW LAND 472
Hbiscus loevis Halberdleaf rosemallow
Kastdetzyka vrginica Seashore Mallow
Lobelia cardinalis Cardinal Flower
Lobelia elongate Longleaf Lobelia
Lobelia siphlitica Great due Lobelia
Rhynchoepora colarata Stmush whitetop
Saccharum baldwinli Narrow plumegrass
Acarus americanus Sweetflag
PEAT POT 6'0.C. SPRING/SUMMER
Alisma subcordatum Water Plantain
Hydrolea quadrivalvis Waterpod
Iris vrginica Waterpod Blue flag iris
Juncos effusus var.pylaei or sdutus Softrush
Ludwigia spp. Prinrase wilow
Pdtandre Nrginica Arrow arum
Pontederia cordate Pick rdweed
SHALLOW WATER 472
Sagittaria latifolia Duck Potato
Sagittaria lancifdia Bulltoungue
Saururus cemuus Lizards tal
Sdaenoplectus tabemaemontoni Soft stem bulrush
Schoenopleatus americanus Three—square bulrush
Schoenoplectus pungens var.
pungens
Scirpus cwerinus Woolgress
Zizaniopsis mllacea Giant cutgrass

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EXIS11NG GRADE FOR DETAILS
\\
TOP OF EMBANIOAENT=301.5
1 SLOPE 100-1R ELEV.-JOO.72 \ `
300 _ 1 sAPE 300
10-YR E1EV.-299.14 \
2-YR E EV.=29&41
1-YR ELEV.-29&23 \
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BOOM OF FOREBAY(TOP OF SEMENT SAGE290BOTTOM OF SEDIMENT STORAGE=292.0 TOP OF 9ERM=29.0BOTTOM CF POND(TOP OF SMENT SAGE)290 \290 UREBAY HEIR=26.0 BOTTOM OF SEDIMENT STORAGE=292.0 ..5 290
-0+10+00 1+00 2+00 3+00 4+00 4+50
POND 1 ALLIGNMENT PROFILE VIEW
HORIZONTAL SCALE: 1"=30'
VERTICAL SCALE: 1"=3'

Bowman
NORTH CAROLINA
APPENDIX C
Infiltration Basin #1 Calculations
CN Values
Wet Pond Design
Hydrographs
Spillway Design
Rip-Rap Apron Calculations
Stormwater Management Details
Ryan's Run -Storm water Design Report Wage

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Ryan's Run
2 Project Area(ac) 35.777
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 1.524
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) 30
8 Will the vegetated setback remain vegetated? Yes
9 If 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 1
12 Bioretention Cell 0
13 Wet Pond 1
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 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 I Name and Title: Carlo Pardo,PE
28 Organization: Triangle Site Design,PLLC
29 Street address: 4004 Barrett Drive,Suite 101
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 2
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 2
4 Type of SCM - Wet Pond Infiltration Basin
5 Total drainage area(sq ft) 1533633 979923 553710
6 Onsite drainage area(sq ft) 1352690 955530 397160
7 Offsite drainage area(sq ft) 180943 24393 156550
8 Total BUA in project(sq ft) 496534 242378 sf 254156 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft) 315591 217985 sf 97606 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf)
11 Offsite BUA(sq ft) 180943 24393 sf 156550 sf
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft) 14490 12026 sf 2464 sf
-Roof(sq ft) 220000 148000 sf 72000 sf
-Roadway(sq ft) 81101 57959 sf 23142 sf
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 32% 25% 46%
19 Design storm(inches) 1.0 in 1.0 in
20 Design volume of SCM(cu ft) 22261 cf 21369 cf
21 Calculation method for design volume Simple Method Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Offsite DA-100%Build-Out Potential for residentail homes along Calloway
Road for DA#2.

INFILTRATION SYSTEM
1 Drainage area number 1 I
2 Minimum required treatment volume(Cu ft) 21369 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 or enter"Vertical'for
trenches)? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered
side slopes? No
7 Are the inlets,outlets,and receiving stream protected from erosion
(10-year storm)? Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,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)? Yes
13 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)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM desi ned b an NC licensed rofessional? Yes
INFILTRATION SYSTEM MDC FROM 02H.1051
18 Proposed slope of the subgrade surface(%) 0%
19 Are terraces or baffles provided? No
20 Type of pretreatment: Forebay
Soils Data
21 Was the soil investigated in the footprint and at the elevation of the
infiltration system? Yes
22 SHWT elevation(fmsl) 300.00
23 Depth to SHWT per soils report(in) 96.00
24 Ground elevation at boring in soils report(fmsl) 308.00
25 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet? Yes
26 Soil infiltration rate(in/hr) 18.00
27 Factor of safety(FS) (2 is recommended): 2.00
Elevations
29 Bottom elevation(fmsl) 307 ft
30 Storage elevation(fmsl) 309.ft
31 Bypass elevation(fmsl) 310.9 ft
For Basins Only
32 Bottom surface area(ft2) 11530 ft
33 Storage elevation surface area(ft2) 14290.ft
For Trenches Only
34 Length(ft)
35 Width(ft)
36 Perforated pipe diameter,if applicable(inches)
37 Number of laterals
38 Total length of perforated piping
39 Stone type,if applicable
40 Stone porosity(%)
41 Is stone free of fines?
42 Is the stone wrapped in geotextile fabric?
43 Has at least one inspection port been provided?
Volumes/Drawdown
44 Design volume of SCM(cu ft) 21369 cf
45 Time to draw down hours 72 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about the
infiltration system(s):
Infiltration 1 1:20 PM 5/20/2024

WET POND
1 Drainage area number 3 I
2 Minimum required treatment volume(Cu ft) 17760 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?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes
(10-year storm)?
8 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 applicable,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)? Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 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)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
WET POND MDC FROM 02H.1053
18 Sizing method used 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 292,00
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 293.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 296.50
23 Elevation of the permanent pool(fmsl) 297.00
24 Elevation of the top of the vegetated shelf(fmsl) 297.50
25 Elevation of the temporary pool(fmsl) 298.20
26 Surface area of the main permanent pool(square feet) 14570
27 Volume of the main permanent pool(cubic feet) 43188 cf
28 Average depth of the main pool(feet) 3.39 ft
29 Average depth equation used Equation 3
30 If using equation 3,main pool perimeter(feet) 665.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft
32 Volume of the forebay(cubic feet) 7480 cf _
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 48 in
35 Design volume of SCM(cu ft) 24326 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) _ 2.00 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 3.28
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? Yes
43 Depth of forebay at entrance(inches) 60 in
44 Depth of forebay at exit(inches) 54 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool? _
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No
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 Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Wet Pond 1 12:52 PM 5/20/2024

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Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions#2
Drainage Area(acres): 12.71
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A AuA Autryville Loamy Sand 6.27 49%
A CaB Candor Sand 0.00 0%
C BaB/BaD Blaney Loamy Sand 6.44 51%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded-Good Stand A 5.23 50 20.6
Wooded-Good Stand C 0.16 73 0.9
Wooded- Fair Stand C 3.73 80 23.5
Off-Site 100% Build Out+Calloway C 3.59 98 27.7
Cumulative Curve#= 72.7

Triangle Site Design, PLLC
Ryan's Run, Hoke County, NC
Curve Number Calculation (CN)
Post-Developed Conditions to Infiltration Basin #2
Drainage Area(acres): 12.71
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A AuA Autryville Loamy Sand 6.27 49%
A CaB Candor Sand 0.00 0%
C BaB/BaD Blaney Loamy Sand 6.44 51%
Proposed Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Impervious Area-Residential Lots A 0.73 98 5.6
Impervious Area-Sidewalk/Road A 0.35 98 2.7
Open Space-Good A 4.15 45 14.7
Impervious Area-Residential Lots C 0.92 98 7.1
Impervious Area-Sidewalk/Road C 0.23 98 1.8
Open Space-Good C 2.74 74 16.0
Off-Site 100% Build Out+Calloway C 3.59 98 27.7
Cumulative Curve#= 75.5

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin#2
Drainage Area(DA)= 12.71 Acres 553710 sf
Impervious Area(IA)= 5.82 Acres 254156 sf
Percent Impervious(I)= 45.9 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.46 in/in
Water Quality Volume= 0 491 ac-ft
Water Quality Volume= 21,369 cf
Water Quality Volume= 0 463 inches of runoff
NOAA 1-year,24-hour event= 3.05 inches
Minimum Surface Area
SA= (12*FS*DV)/(K*T)
Factor of Safety(FS)= 2
Design Volume(DV)= 21368 8 cf
Hydraulic Conductivity of Soil= 18.00 in/hr
Max Dewatering Time= 72 hours
SA= 395.7 sf

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(STAGE/STORAGE TABLE
INFILTRATION BASIN
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
(FT) (FT) AREA (SF) STORAGE (CF) STORAGE (CF)
0.0 307.0 11530 0 0
1.0 308.0 12880 12205 12205
2.0 309.0 14290 13585 25790
3.0 310.0 15760 15025 40815
4.0 311.0 17280 16520 57335
5.0 312.0 18860 18070 75405
�TORMWATER MANAGEMENT DESIGN
INFILTRATION BASIN
RIVER BASIN: LUMBER
RECEIVING STREAM: MOUNTAIN CREEK
STREAM INDEX: 14-2-16-(2)
STREAM CLASS: C
HUC: 03040203
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 12.71 ACRES
SITE IMPERVIOUS AREA TO POND: 2.23 ACRES
OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 3.59 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 5.82 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
THROUGH POND
DRAINAGE AREA: 12.71 AC 12.71 AC
CURVE NUMBER: 72.7 75.5
INFILTRATION RATE: 18.0 IN/HR
1.0" STORM EVENT: 0.168 CFS 0.000 CFS
1-YEAR STORM EVENT: 8.516 CFS 18.24 CFS 0.000 CFS
2-YEAR STORM EVENT: 13.23 CFS 26.67 CFS 0.000 CFS
10-YEAR STORM EVENT: 27.96 CFS 52.57 CFS 0.000 CFS
100-YEAR STORM EVENT: 54.03 CFS 96.89 CFS 71.72 CFS

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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 71.72 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 63,024 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Reservoir name = BMP Pond
Max. Elevation = 311.70 ft Max. Storage = 69,623 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table (Printed values>=1 00%of Op)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
fr.) 96.89 « 311.20 17.39 7.334 17.39
12. 94.93 311.55 54.76 7.563 54.76
12.07 85.60 311.68 « ---- 71.72 7.648 71.72 «
12.10 72.10 311.68 ----- 71.40 7.646 71.40
12.13 57.81 311.61 62.69 7.604 62.69
12.17 44.78 311.52 51.42 ----. 7.545 51.42
12.20 33.57 311.43 40.28 7.483 40.28
12.23 24.76 311.34 ----• 30.46 7.424 30.46
12.27 18.97 311.26 22.59 ---- 7.371 22.59
12.30 15.99 311.20 16.79 7.329 16.79
12.33 14.73 311.15 ---- ----- 13.20 7.299 13.19
12.37 14.04 311.12 10.69 ---- 7.277 10.69
12.40 13.36 311.10 9.007 7.263 9.008
12.43 12.68 311.08 7.927 7.251 7.927
12.47 11.99 311.06 6.981 7.240 6.981
12.50 11.30 311.05 6.124 7.231 6.124
12.53 10.61 311.03 5.326 7.222 5.326
12.57 9.966 311.02 4.576 ---- 7.214 4.575
12.60 9.379 311.01 3.873 7.206 3.872
12.63 8.877 311.00 3.247 ----- 7.199 3.247
12.67 8.466 310.99 2.869 7.192 2.869
12.70 8.133 310.98 2.494 7.185 2.494
12.73 7.863 310.97 2.136 7.178 2.136
12.77 7.643 310.95 1.804 7.171 1.804
12.80 7.457 310.95 1.500 7.166 1.500
12.83 7.293 310.94 1.225 7.160 1.225
12 ;7 7.135 310.93 0.976 ---- 7.155 0.976
41Ma. 6.977 310.92 0.747 7.151 0.747
...End
1)the
),290 h r - 1 .0co hT = C3 1 hr-s
-- 1.0 hrs

4/14/2021 ECMDS 7.0
NORTH North American Green
5401 St. Wendel-Cynthiana Rd.
AMERICAN Poseyville, Indiana 47633
GREEN. Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>>Grass Spillway#2
Name Grass Spillway#2
Discharge 71.72
Peak Flow Period 1
Channel Slope 0.5
Channel Bottom Width 40
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 71.72 cfs 11.85 ft/s 0.15 ft 0.025 8.5 lbs/ft2 4.73 Ibs/ft2 1.8 STABLE F
P300
Unvegetated
Underlying Straight 71.72 cfs 11.85 ft/s 0.15 ft 0.025 5.68 lbs/ft2 4.69 lbs/ft2 1.21 STABLE F
Substrate
Shoremax w/ Straight 71.72 cfs 11.79 ft/s 0.15 ft 0.025 14 lbs/ft2 4.73 lbs/ft2 2.96 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 71.72 cfs 11.79 ft/s 0.15 ft 0.025 8.5 lbs/ft2 4.7 lbs/ft2 1.81 STABLE F
Substrate
https://ecmds.com/project/142852/spillway-analysis/202379/show# 1/1

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Pond Report 5
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=307.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0 00 307.00 11,530 0 0
1.00 308.00 12,880 12,205 12,205
2.00 309.00 14,290 13,585 25,790
3.00 310.00 15,760 15,025 40,815
4.00 311.00 17,280 16,520 57,335
5.00 312.00 18,860 18,070 75,405
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 40.00 0.00 0.00 0.00
Span(in) = 0.00 0 00 0.00 0.00 Crest El.(ft) = 310.90 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 0 00 0.00 0.00 Weir Type = Broad •-- - ---
Length(ft) = 0.00 0 00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 18.000(by Contour)
Multi-Stage = n/a No Yes No TIN Elev.(ft) = 0.00
Note:CulverUOrifice 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)
5.00 . I - - 312.00
j"
................L..........
4.00 - - 311.00
3.00 - - - 310.00
2.00 309.00
1.00 1 •- 308.00
0.00 - - - 307 00
0.0 10.0 20 0 30 0 40.0 50.0 60.0 70 0 80.0 90 0 100 0 110.0 120 0 130 0
Discharge(cfs)
Total Q

1
Hydrograph Summary Report
yc r flow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066
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 8.516 2 734 40,781 SCM Pre-Developed
2 SCS Runoff 18.24 2 722 48,580 SCM Post-Developed
3 Reservoir 0.000 2 792 0 2 308.17 14,470 Post Through SCM
5 SCS Runoff 0.168 2 360 1,630 1.0 Post-Developed to SCM
6 Reservoir 0 000 2 232 0 5 307.03 362 1 OinPost Through SCM
Infiltration2.gpw Return Period: 1 Year Wednesday,Apr 14, 2021

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 8.516 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 40,781 cuft
Drainage area = 12.710 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 33.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 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
Time (min)
Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 18.24 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 48,580 cuft
Drainage area = 12.710 ac Curve number = 75.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
21.00 — 21.00
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
Time (min)
Hyd No. 2

Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 792 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 308.17 ft
Reservoir name = BMP Pond Max. Storage = 14,470 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3-- 1 Year Q (cfs)
21.00 - - 21.00
18.00 - - - 18.00
15.00 - — 15.00
12.00 iLinum — - 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
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 14,470 cult

Hydrograph Report 6
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 5
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.168 cfs
Storm frequency = 1 yrs Time to peak = 360 min
Time interval = 2 min Hyd. volume = 1,630 cuft
Drainage area = 12.710 ac Curve number = 75.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 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. 5-- 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 r "nk 0.15
0.10 0.10
0.05 0.05
I \
0.00 - — - 0.00
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 232 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to SCM Max. Elevation = 307.03 ft
Reservoir name = BMP Pond Max. Storage = 362 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
1.0inPost Through SCM
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.50 - 0.50
0.45 - -- . 0.45
0.40 I 0.40
0.35 0.35
0.30 0.30
0.25 -- - 0.25
0.20 0.20
: :: i
' 0.10
0.05 0.05
0.00 = ii
0.00
0 60 120 180 240 300 360 420 480 540
Time (min)
Hyd No. 6 Hyd No. 5 Total storage used = 362 cuft

9
Hydrograph Summary Rep—I-fydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
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 13.23 2 734 60,276 ----- SCM Pre-Developed
2 SCS Runoff 26.67 2 722 69,996 SCM Post-Developed
3 Reservoir 0.000 2 822 0 2 308.84 23,647 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 ----- 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 307.00 0.000 1.0inPost Through SCM
Infiltration2.gpw Return Period: 2 Year Wednesday,Apr 14, 2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 13.23 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 60,276 cuft
Drainage area = 12.710 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 33.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
14.00 -- 14.00
12.00 12.00
10.00 10.00
8.00 — 8.00
6.00 -- - _ - - - 6.00
4.00 4.00
2.00 I 2.00
0.00 y J r - I 7` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 26.67 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 69,996 cuft
Drainage area = 12.710 ac Curve number = 75.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 3.69 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2--2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 - 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
• Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 822 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 308.84 ft
Reservoir name = BMP Pond Max. Storage = 23,647 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
28.00 - - - 28.00
24.00 I 24.00
20.00 - 1 20.00
16.00 -- 16.00
12.00 - - 12.00
8.00 - 8.00
4.00 4.00
•
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 ITTITTTII Total storage used = 23,647 cuft

15
Hydrograph Summary Repot q,r8flow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 27.96 2 734 122,007 SCM Pre-Developed
2 SCS Runoff 52.57 2 720 136,300 --- ------ SCM Post-Developed
3 Reservoir 0.000 2 748 0 2 310.87 55,185 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 --.-- 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 307.00 0 000 1.0inPost Through SCM
Infiltration2.gpw Return Period: 10 Year Wednesday,Apr 14, 2021

16
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 27.96 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 122,007 cuft
Drainage area = 12.710 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 33.00 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)
28.00 I/ 28.00
24.00 - - 24.00
20.00 — 20.00
16.00 - - 16.00
12.00 12.00
8.00 8.00
4.00 - 4.00
0.00 �/ — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 52.57 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 136,300 cuft
Drainage area = 12.710 ac Curve number = 75.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
60.00 - -- 60.00
50.00 50.00
40.00 -- - 40.00
30.00 - — - - 30.00
20.00 -- 20.00
10.00 - 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 310.87 ft
Reservoir name = BMP Pond Max. Storage = 55.185 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
60.00 60.00
50.00 - - ! 50.00
40.00 - - 40.00
•
30.00 30.00
20.00 ! -- ---- , 20.00
10.00 - — -- 10.00
\
\_
0.00 - 0.00
0 120 240 360 480 600 720 840
Time (min)
Hyd No. 3 Hyd No. 2 111 1 1 1 1 1 Total storage used = 55,185 cuft

21
Hydrograph Summary Rep
�r�
�-fyclraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066
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) (cuff)
1 SCS Runoff 54.03 2 732 233,420 ---- SCM Pre-Developed
2 SCS Runoff 96.89 2 720 253,446 ---- ----- SCM Post-Developed
3 Reservoir 71.72 2 724 63,024 2 311.70 69,623 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 307.00 0 000 1.0inPost Through SCM
Infiltration2.gpw Return Period: 100 Year Wednesday,Apr 14, 2021

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 54.03 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 233,420 cuft
Drainage area - 12.710 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 33.00 min
Total precip. = 8.25 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 40.00
30.00 - -. 30.00
1 -
20.00 20.00
10.00 10.00
0.00 _ 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 96.89 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 253,446 cuft
Drainage area = 12.710 ac Curve number = 75.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.00 min
Total precip. = 8.25 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
100.00 i 100.00
90.00 90.00
80.00 80.00
70.00 - - 70.00
60.00 - - 60.00
50.00 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
f
0.00 — — - "� _ ,� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk,Inc.v6.066 Wednesday,Apr 14,2021
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 71.72 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 63,024 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 311.70 ft
Reservoir name = BMP Pond Max. Storage = 69,623 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
100.00 — 100.00
90.00 - 90.00
80.00 80.00
70.00 i1 70.00
60.00 I 60.00
50.00 - 50.00
40.00 - 40.00
30.00 I: 30.00
20.00 - 20.00
10.00 - 10.00
0.00 � iii�IV�iGi'i"�"� 0.00
0 120 240 360 480 600 720 840
Time (min)
- Hyd No. 3 — Hyd No. 2 Total storage used = 69,623 cuft

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NORTH CAROLINA
APPENDIX D
State Stormwater Management Permit
Ryan's Run -Storm water Design Report 9 I P a g e

_=;,STATE Fti,
i 5 6 Deli
RAY COOPER —
Governor V O
JOHN NICHOLSON ',,' — ��za� a?
Interim Secretary *fAfQ noE�*
BRIAN WRENN NORTH CAROLINA
Director Environmental Quality
June 16, 2021
Ryan's Run Properties,LLC
Attn: David T.Upchurch,Managing Member
244 National Drive
Pinehurst, NC 28374
Subject: State Stormwater Management Permit No. SW6210201
Ryan's Run
High Density Subdivision Project
Hoke County
Dear Mr. Upchurch:
The Wilmington Regional Office received a complete, State Stormwater Management
Permit Application for the subject project on April 16, 2021. Staff review of the plans and
specifications has determined that the project, as proposed, complies with the Stormwater
Regulations set forth in Title 15A NCAC 02H.1000 Permit No. SW6210201 dated June 16,
2021, for the construction of the built-upon areas (BUA) and stormwater control measures
(SCMs) associated with the subject project.
This permit shall be effective from the date of issuance until June 16, 2029 and the project
shall be subject to the conditions and limitations as specified therein and does not
supersede any other agency permit that may be required. Failure to comply with these
requirements will result in future compliance problems. Please note that this permit is not
transferable except after notice to and approval by the Division.
This cover letter, attachments, and all documents on file with DEMLR shall be considered
part of this permit and is herein incorporated by reference.
If any parts, requirements, or limitations contained in this permit are unacceptable,you
have the right to request an adjudicatory hearing by filing a written petition with the Office
of Administrative Hearings (OAH). The written petition must conform to Chapter 150B of
the North Carolina General Statutes and must be filed with the OAH within thirty (30) days
of receipt of this permit. You should contact the OAH with all questions regarding the filing
fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service
Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their website
at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
If you have any questions concerning this permit, please contact Corey Anen in the Central
DEQ Office, at [phone] or [e-mail].
Sincerely,
.T:Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
cc: Carlo Pardo,PE-Triangle Site Design,PLLC
Fayetteville Regional Office Stormwater File
D
E 4 North Carolina Department of Environmental Quality I Division of Energy,Mineral and Land Resources
512 North Salisbury Street 1 1612 Mail Service Center I Raleigh,North Carolina 27699-1612
NORTH CAROLINA
Dep tmeromemaoar� 919.707.9200

State Stormwater Management
Permit No. SW6210201
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In compliance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations promulgated and adopted by the North
Carolina Environmental Management Commission, including 15A NCAC 02H.1000 amended on
January 1, 2017 (2017 Rules) (the "stormwater rules"),
PERMISSION IS HEREBY GRANTED TO
Ryan's Run Properties, LLC
Ryan's Run
Calloway Road, Raeford, Hoke County
FOR THE
construction, management, operation and maintenance of built-upon area (BUA) as well as two (2)
infiltration systems ("stormwater control measures" or"SCMs") as outlined in the application,
approved stormwater management plans, supplement, calculations, operation and maintenance
agreement, recorded documents, specifications, and other supporting data (the "approved plans and
specifications") as attached and/or on file with and approved by the Division of Energy, Mineral and
Land Resources (the "Division" or"DEMLR"). The project shall be constructed, operated and
maintained in accordance with these approved plans and specifications. The approved plans and
specifications are incorporated by reference and are enforceable part of this permit.
This permit shall be effective from the date of issuance until June 16, 2029 and shall be subject to the
following specified conditions and limitations. The permit issued shall continue in force and effect until
the permittee files a request with the Division for a permit modification, transfer, renewal, or
rescission; however, these actions do not stay any condition. The issuance of this permit does not
prohibit the Director from reopening and modifying the permit, revoking and reissuing the permit, or
terminating the permit for cause as allowed by the laws, rules, and regulations contained in Title 15A
NCAC 2H.1000 and NCGS 143-215.1 et.al.
1. BUA REQUIREMENTS. The maximum amount of BUA allowed for the entire project is 496,534
square feet. The runoff from all BUA within the permitted drainage areas of this project must
continue to be directed into the permitted SCMs. The following specific requirements pertain to
the BUA on this project:
a. SCM BUA LIMITS. The SCMs labeled SCM-1 and SCM-2 have been designed using the
runoff treatment method to handle the runoff from 242,378 square feet and 254,156 of BUA,
respectively, within the delineated drainage areas. This permit does not provide any
allocation of BUA for future development within the delineated drainage area(s).
b. BUA FOR INDIVIDUAL LOTS. Each of the 55 lots are limited to a maximum of 4,000 square
feet of BUA, as indicated in the approved plans and specifications. The maximum BUA
assigned to each lot via this permit and the recorded deed restrictions and protective
covenants may not be increased or decreased by either the individual lot owner or the
permittee unless and until the permittee notifies the Division and obtains written
approval from the Division.
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State Stormwater Management
Permit No. SW6210201
2. SCM REQUIREMENTS. The following requirements pertain to the SCMs on this project:
a. SCM DESIGN. The SCMs are permitted based on the design criteria presented in the
sealed, signed and dated supplement and as shown in the approved plans and
specifications. These SCMs must be provided and maintained at the design condition.
b. PRETREATMENT. The following pretreatment device(s) has (have) been provided to
prevent clogging: forebays for pretreatment.
3. STORMWATER OUTLETS. The peak flow from the 10-year storm event shall not cause
erosion downslope of the discharge point.
4. VEGETATED SETBACKS. A 30-foot wide vegetative setback must be provided and maintained
in grass or other vegetation adjacent to all surface waters as shown on the approved plans. The
setback is measured horizontally from the normal pool elevation of impounded structures, from
the top of bank of each side of streams or rivers, and from the mean high waterline of tidal
waters, perpendicular to the shoreline.
a. BUA IN THE VEGETATED SETBACK. BUA may not be added to the vegetated setback
except as shown on the approved plans or in the following instances where the BUA has
been minimized and channelizing runoff from the BUA is avoided:
i. Water dependent structures; and
ii. Minimal footprint uses such as poles, signs, utility appurtenances, and security
lights that cannot practically be located elsewhere.
b. RELEASE OF STORMWATER NOT TREATED IN AN SCM. Stormwater that is not treated
in an SCM must be released at the edge of the vegetated setback and allowed to flow
through the setback as dispersed flow.
5. RECORDED DOCUMENT REQUIREMENTS. The stormwater rules require the following
documents to be recorded with the Office of the Register of Deeds prior to the sale of individual
lots or groups of lots:
a. ACCESS AND/OR EASEMENTS. The entire stormwater conveyance system, including any
SCMs, and maintenance accesses must be located in public rights-of-way, dedicated
common areas that extend to the nearest public right-of-way, and/or permanent recorded
easements that extend to the nearest public right-of-way for the purpose of inspection,
operation, maintenance, and repair.
b. OPERATION AND MAINTENANCE AGREEMENT. The operation and maintenance
agreement must be recorded with the Office of the Register of Deeds.
c. FINAL PLATS. The final recorded plats_must reference the operation and maintenance
agreement and must also show all public rights-of-way, dedicated common areas, and/or
permanent drainage easements, in accordance with the approved plans.
d. DEED RESTRICTIONS AND PROTECTIVE COVENANTS. Recorded deed restrictions and
protective covenants must include, at a minimum, the following statements related to
stormwater management:
i. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW6210201, as issued by the Division of
Energy, Mineral and Land Resources (the "Division") under 15A NCAC 02H.1000,
effective January 1, 2017.
ii. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the Stormwater Management Permit.
iii. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
iv. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the Division.
v. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division.
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State Stormwater Management
Permit No. SW6210201
vi. The maximum built-upon area (BUA) per lot is 4,000 square feet. This allotted
amount includes any BUA constructed within the lot property boundaries, and that
portion of the right-of-way between the front lot line and the edge of the pavement
not shown on the approved plans. BUA has the same meaning as G.S. 143-214.7,
as amended.
vii. For those lots within the CAMA Area of Environmental Concern, where DCM
calculates a different maximum lot BUA, the governing maximum lot BUA shall be
the more restrictive of the two amounts.
viii. The maximum allowable BUA shall not be exceeded on any lot until the permit is
modified to ensure compliance with the stormwater rules, permit, and the approved
plans and specifications.
ix. All runoff from the BUA on the lot must drain into the permitted system. This may
be accomplished via grading, a stormwater collection system and/or a vegetated
conveyance.
x. A 50-foot wide vegetative setback must be provided and maintained adjacent to all
surface waters in accordance with 15A NCAC 02H.1003(4) and the approved
plans.
xi. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the requirements of the stormwater rules is
subject to enforcement procedures as set forth in NCGS 143, Article 21.
e. DEEDS FOR INDIVIDUAL LOTS. The permittee shall record deed restrictions and
protective covenants prior to the issuance of a certificate of occupancy to ensure the permit
conditions and the approved plans and specifications are maintained in perpetuity.
6. CONSTRUCTION. During construction, erosion shall be kept to a minimum and any eroded
areas of the on-site stormwater system will be repaired immediately.
a. SCM OPERATIONAL PRIOR TO DEVELOPMENT. During construction, all operation and
maintenance for the project shall follow the Erosion Control Plan requirements until the
Sediment-Erosion Control devices are converted to SCMs. Once the device is converted to
a SCM, the permittee shall provide and perform the operation and maintenance as outlined
in the applicable section below.
b. SCM RESTORATION. If one or more of the SCMs are used as an Erosion Control device
and/or removed or destroyed during construction, it must be restored to the approved state
stormwater design condition prior to close-out of the erosion control plan and/or project
completion and/or transfer of the state stormwater permit. Upon restoration, a new or
updated certification will be required for the SCM(s) and a copy must be submitted to the
appropriate DEQ regional office.
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State Stormwater Management
Permit No. SW6210201
7. MODIFICATIONS. No person or entity, including the permittee, shall alter any component
shown in the approved plans and specifications. Prior to the construction of any modification to
the approved plans, the permittee shall submit to the Director, and shall have received approval
for modified plans, specifications, and calculations including, but not limited to, those listed
below. For changes to the project or SCM that impact the certifications, a new or updated
certification(s), as applicable, will be required and a copy must be submitted to the appropriate
DEQ regional office upon completion of the modification.
a. Any modification to the approved plans and specifications, regardless of size including the
SCM(s), BUA, details, etc.
b. Redesign or addition to the approved amount of BUA or to the drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of the project
and/or property area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading, or resizing of any
component of the approved SCM(s), stormwater collection system and/or vegetative
conveyance shown on the approved plan.
e. The construction of any allocated future BUA.
f. Adding the option to use permeable pavement or#57 stone within the lots as a permeable
surface. The request may require a proposed amendment to the deed restrictions and
protective covenants for the subdivision to be submitted and recorded.
g. The construction of any permeable pavement, #57 stone area, public trails, or landscaping
material within the common areas to be considered a permeable surface that were not
included in the approved plans and specifications.
h. Other modifications as determined by the Director.
8. DESIGNER'S CERTIFICATION. Upon completion of the project, the permittee shall determine if
the project is in compliance with the approved plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the approved plans, then
within 45 days of completion, the permittee shall submit to the Division one hard copy and
one electronic copy of the following:
i. The completed and signed Designer's Certification provided in Attachment A
noting any deviations from the approved plans and specifications. Deviations
may require approval from the Division;
ii. A copy of the recorded operation and maintenance agreement;
iii. Unless already provided, a copy of the recorded deed restrictions and
protective covenants; and
iv. A copy of the recorded plat delineating the public rights-of-way, dedicated
common areas and/or permanent recorded easements, when applicable.
b. If the permittee determines that the project is not in compliance with the approved plans, the
permittee shall submit an application to modify the permit within 30 days of completion of the
project or provide a plan of action, with a timeline, to bring the site into compliance.
9. OPERATION AND MAINTENANCE. The permittee shall provide and perform the operation and
maintenance necessary, as listed in the signed operation and maintenance agreement, to
assure that all components of the permitted on-site stormwater system are maintained at the
approved design condition. The approved operation and maintenance agreement must be
followed in its entirety and maintenance must occur at the scheduled intervals.
a. CORRECTIVE ACTIONS REQUIRED. If the facilities fail to perform satisfactorily, the
permittee shall take immediate corrective actions. This includes actions required by the
Division and the stormwater rules such as the construction of additional or replacement on-
site stormwater systems. These additional or replacement measures shall receive a permit
from the Division prior to construction.
b. MAINTENANCE RECORDS. Records of maintenance activities must be kept and made
available upon request to authorized personnel of the Division. The records will indicate the
date, activity, name of person performing the work and what actions were taken.
Page 4 of 6

State Stormwater Management
Permit No. SW6210201
10. PERMIT RENEWAL. A permit renewal request must be submitted at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate application,
documentation and the processing fee as outlined in 15A NCAC 02H.1045(3).
11. CURRENT PERMITTEE NAME OR ADDRESS CHANGES. The permittee shall submit a
completed Permit Information Update Application Form to the Division within 30 days to making
any one or more of the following changes:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the permittee.
12. TRANSFER. This permit is not transferable to any person or entity except after notice to and
approval by the Director. Neither the sale of the project and/or property, in whole or in part, nor
the conveyance of common area to a third party constitutes an approved transfer of the permit.
a. TRANSFER REQUEST. The transfer request must include the appropriate application,
documentation and the processing fee as outlined in 15A NCAC 02H.1045(2) and must be
submitted upon occurrence of any one or more of the following events:
i. The sale or conveyance of the project and/or property area in whole or in part,
except in the case of an individual residential lot sale that is made subject to the
recorded deed restrictions and protective covenants;
ii. The assignment of declarant rights to another individual or entity;
iii. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of NCGS 143-214.7(c2);
iv. Dissolution of the partnership, corporate, or LLC entity, subject to NCGS 55-14-05
or NCGS 57D-6-07 and 08;
v. Bankruptcy;
vi. Foreclosure, subject to the requirements of Session Law 2013-121;
b. TRANSFER INSPECTION. Prior to transfer of the permit, a file review and site inspection
will be conducted by Division personnel to ensure the permit conditions have been met and
that the project and the on-site stormwater system complies with the permit conditions.
Records of maintenance activities performed to date may be requested. Projects not in
compliance with the permit will not be transferred until all permit and/or general statute
conditions are met.
13. COMPLIANCE. The permittee is responsible for complying with the terms and conditions of this
permit and the approved plans and specifications until the Division approves the transfer
request.
a. REVIEWING AND MONITORING EACH LOT FOR COMPLIANCE. The permittee is
responsible for verifying that the proposed BUA on each individual lot and for the entire
project does not exceed the maximum amount allowed by this permit. The permittee shall
review all individual lot plans for new construction and all subsequent modifications and
additions for compliance. The plans reviewed must include all proposed BUA, grading, and
driveway pipe placement. The permittee shall not approve any lot plans where the maximum
allowed BUA limit has been exceeded or where modifications are proposed to the grading
and/or to the stormwater collection system and/or to the vegetated conveyance unless and
until a permit modification has been approved by the Division. The permittee shall review
and routinely monitor the project and each lot to ensure continued compliance with the
conditions of the permit, the approved plans and specifications, and the recorded deed
restrictions and protective covenants. The permittee shall notify any lot owner that is found
to be in noncompliance with the conditions of this permit in writing and shall require timely
resolution.
b. ARCHITECTURAL REVIEW BOARD (ARB) OR COMMITTEE (ARC). The permittee may
establish an ARB or ARC to conduct individual lot reviews. However, any approval given by
the ARB or ARC on behalf of the permittee does not relieve the permittee of the
responsibility to maintain compliance with the conditions of the permit and the approved
plans and specifications.
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State Stormwater Management
Permit No. SW6210201
c. APPROVED PLANS AND SPECIFICATIONS. A copy of this permit, approved plans,
application, supplement, operation and maintenance agreement, all applicable recorded
documents, and specifications shall be maintained on file by the permittee at all times.
d. DIVISION ACCESS. The permittee grants Division Staff permission to enter the property
during normal business hours to inspect all components of the permitted project.
e. ENFORCEMENT. Any individual or entity found to be in noncompliance with the provisions
of a stormwater management permit or the requirements of the stormwater rules is subject to
enforcement procedures as set forth in NCGS 143 Article 21.
f. OBTAINING COMPLIANCE. The Director may notify the permittee when the permitted site
does not meet one or more of the minimum requirements of the permit. Within the time
frame specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee shall provide
copies of modified plans and certification in writing to the Director that the changes have
been made.
g. OTHER PERMITS. The issuance of this permit does not preclude the permittee from
obtaining and complying with any and all other permits or approvals that are required for this
development to take place, as required by any statutes, rules, regulations, or ordinances,
which are imposed by any other Local, State or Federal government agency having
jurisdiction. Any activities undertaken at this site that cause a water quality violation or
undertaken prior to receipt of the necessary permits or approvals to do so are considered
violations of NCGS 143-215.1, and subject to enforcement procedures pursuant to NCGS
143-215.6.
Permit issued this the 16t" day of June, 2021.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW6210201
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State Stormwater Management
Permit No. SW6210201
Attachment A
Certification Forms
The following blank Designer Certification forms are included and specific for this project:
• As-Built Permittee Certification
• As-Built Designer's Certification General MDC
• As-Built Designer's Certification for Infiltration Project
A separate certification is required for each SCM. These blank certification forms may be copied and
used, as needed, for each SCM and/or as a partial certification to address a section or phase of the
project.
Page 1 of 1

State Stormwater Management
Permit No. SW6210201
AS-BUILT PERMITTEE CERTIFICATION
I hereby state that I am the current permittee for the project named above, and I certify by my signature below,
that the project meets the below listed Final Submittal Requirements found in NCAC 02H.1042(4) and the
terms, conditions and provisions listed in the permit documents,plans and specifications on file with or provided
to the Division.
_ Check here if this is a partial certification. Section/phase/SCM#?
Check here if this is part of a Fast Track As-built Package Submittal.
Printed Name Signature
I, ,a Notary Public in the State of
County of ,do hereby certify that
personally appeared before me this day of ,20
and acknowledge the due execution of this as-built certification. (SEAL)
Witness my hand and official seal
My commission expires
Permittee's Certification NCAC .1042(4) Completed/ N/A
Provided
A. DEED RESTRICTIONS/BUA RECORDS
1. The deed restrictions and protective covenants have been recorded and Y or N
contain the necessary language to ensure that the project is maintained
consistent with the stormwater regulations and with the permit conditions.
2. A copy of the recorded deed restrictions and protective covenants has been Y or N
provided to the Division.
3. Records which track the BUA on each lot are being kept. (See Note 1) Y or N
B. MAINTENANCE ACCESS
1. The SCMs are accessible for inspection,maintenance and repair. Y or N
2. The access is a minimum of 10 feet wide. Y or N
3. The access extends to the nearest public right-of-way. Y or N
C. EASEMENTS
1. The SCMs and the components of the runoff collection/conveyance system Y or N
are located in recorded drainage easements.
2. A copy of the recorded plat(s)is provided. Y or N
D. SINGLE FAMILY RESIDENTIAL LOTS -Plats for residential lots that Y or N
have an SCM include the following:
1. The specific location of the SCM on the lot. Y or N
2. A typical detail for the SCM. Y or N
3. A note that the SCM is required to meet stormwater regulations and that the
lot owner is subject to enforcement action as set forth in NCGS 143 Article Y or N
21 if the SCM is removed, relocated or altered without prior approval.
E. OPERATION AND MAINTENANCE AGREEMENT Y or N
1. The O&M Agreement is referenced on the final recorded plat. Y or N
2. The O&M Agreement is recorded with the Register of Deeds and appears in Y or N
the chain of title.
F. OPERATION AND MAINTENANCE PLAN—maintenance records are Y or N
being kept in a known set location for each SCM and are available for review.
G. DESIGNER'S CERTIFICATION FORM—has been provided to the Y or N
Division.
Note 1-Acceptable records include ARC approvals,as-built surveys,and county tax records.
Page 1 of 6

State Stormwater Management
Permit No. SW6210201
Provide an explanation for every requirement that was not met, and for every"N/A"below.Attach additional
sheets as needed.
Page 2 of 6

State Stormwater Management
Permit No. SW6210201
AS-BUILT DESIGNER'S CERTIFICATION GENERAL MDC
I hereby state that I am a licensed professional and I certify by my signature and seal below,that I have observed
the construction of the project named above to the best of my abilities with all due care and diligence, and that
the project meets the below listed General MDC found in NCAC 02H.1050 in accordance with the permit
documents,plans and specifications on file with or provided to the Division, except as noted on the"AS-
BUILT"drawings, such that the intent of the stormwater rules and statutes has been preserved.
_ Check here if this is a partial certification. Section/phase/SCM#?
_ Check here if this is a part of a Fast-Track As-Built Package Submittal per.1044(3).
_ Check here if the designer did not observe the construction,but is certifying the project.
Check here if pictures of the SCM are provided.
Printed Name Signature
NC Registration Number Date
Consultant's Mailing Address:
SEAL:
City/State/ZIP
Phone Number
Consultant's Email address:
O Circle N if the as-built value differs from the Plan. If N is circled,provide an explanation on Page 2.
OO N/E=not evaluated(provide explanation on page 2) OO N/A=not applicable to this SCM or project.
Consultant's Certification NCAC .1003((3) &General MDC .1050 )As-built OO N/E OO N/A
A. TREATMENT REQUIREMENTS
1. The SCM achieves runoff treatment. Y or N
2. The SCM achieves runoff volume match. Y or N
3. Runoff from offsite areas and/or existing BUA is bypassed. Y or N
4. Runoff from offsite areas and/or existing BUA is directed into Y or N
the permitted SCM and is accounted for at the full build-out
potential.
5. The project controls runoff through an offsite permitted SCM Y or N
that meets the requirements of the MDC.
6. The net area of new BUA increase for an existing project has Y or N
been accounted for at the appropriate design storm level.
7. The SCM(s)meets all the specific minimum design criteria. Y or N
B. VEGETATED SETBACKS/BUA
1. The width of the vegetated setback has been measured from Y or N
the normal pool of impounded waters,the MHW line of tidal
waters, or the top of bank of each side of rivers or streams.
2. The vegetated setback is maintained in grass or other Y or N
vegetation.
3. BUA that meets the requirements of NCGS 143-214.7 (b2)(2) Y or N
is located in the setback.
4. BUA that does not meet the requirements of NCGS 143-214.7 Y or N
(b2)(2) is located within the setback and is limited to:
a. Publicly funded linear projects (road, greenway sidewalk)
b. Water-dependent structures
c. Minimal footprint uses(utility poles, signs, security
lighting and appurtenances)
5. Stormwater that is not treated in an SCM is released at the Y or N
edge of the setback and allowed to flow through the setback as
dispersed flow.
Page 3of6

State Stormwater Management
Permit No. SW6210201
OAs-built OO N/E OO N/A
C. STORMWATER OUTLETS—the outlet handles the peak flow Y or N
from the 10 year storm with no downslope erosion.
D. VARIATIONS
1. A variation(alternative) from the stormwater rule provisions Y or N
has been implemented.
2. The variation provides equal or better stormwater control and Y or N
equal or better protection of surface waters.
E. COMPLIANCE WITH OTHER REGULATORY Y or N
PROGRAMS has been met.
F. SIZING-the volume of the SCM takes the runoff from all
surfaces into account and is sufficient to handle the required storm Y or N
depth.
G. CONTAMINATED SOILS—infiltrating SCM's are not located Y or N
in or on areas with contaminated soils.
H. SIDE SLOPES
1. Vegetated side slopes are no steeper than 3H:1 V. Y or N
2. Side slopes include retaining walls, gabion walls, or other Y or N
surfaces that are steeper than 3H:1 V.
3. Vegetated side slopes are steeper than 3H:1V(provide Y or N
supporting documents for soils and vegetation).
I. EROSION PROTECTION
1. The inlets do not cause erosion in the SCM. Y or N
2. The outlet does not cause erosion downslope of the discharge Y or N
point during the peak flow from the 10 year storm.
J. EXCESS FLOWS—An overflow/bypass has been provided. Y or N
K. DEWATERING—A method to drawdown standing water has Y or N
been provided to facilitate maintenance and inspection.
L. CLEANOUT AFTER CONSTRUCTION—the SCM has been Y or N
cleaned out and converted to its approved design state.
M. MAINTENANCE ACCESS
1. The SCM is accessible for maintenance and repair. Y or N
2. The access does not include lateral or incline slopes>3:1. Y or N
N. DESIGNER QUALIFICATIONS (FAST-TRACK PERMIT)—
The designer is licensed under Chapters 89A, 89C, 89E, or 89F of Y or N
the General Statutes. _
Provide an explanation for every MDC that was not met, and for every item marked"N/A"or"N/E",below.
Attach additional pages as needed:
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State Stormwater Management
Permit No. SW6210201
AS-BUILT DESIGNER'S CERTIFICATION FOR INFILTRATION PROJECT
I hereby state that I am a licensed professional and I certify by my signature and seal below,that I have observed
the construction of the project named above to the best of my abilities with all due care and diligence, and that
the project meets all of the MDC found in NCAC 02H.1051 in accordance with the permit documents,plans and
specifications on file with or provided to the Division,except as noted on the"AS-BUILT"drawings, such that
the intent of the stormwater rules and the general statutes has been preserved.
_ Check here if this is a partial certification. Section/phase/SCM#?
_ Check here if this is a part of a Fast-Track As-Built Package Submittal per.1044(4).
_ Check here if the Designer did not observe the construction,but is certifying the project.
Check here if pictures of the SCM are provided.
Printed Name Signature
NC Registration Number Date
Consultant's Mailing Address:
SEAL:
City/State/ZIP
Phone Number
Consultant's Email address:
O Circle N if the as-built value differs from the Plan. If N is circled,provide an explanation on Page 2.
OO N/E=not evaluated(provide explanation on page 2) OO N/A=not applicable to this project or SCM
This Certification must be completed in conjunction with the General MDC certification under NCAC 02H.1050
Consultant's Certification(MDC .1051) @As-built OO N/E OO N/A
A. Inlets/Pretreatment/Design Depths/Elevations
1. Inlets are located per the approved plans. Y or N
2. Pretreatment measures are provided? (Rooftop runoff does not Y or N
require pre-treatment.)
3. BASIN only—the area and depth of the basin is consistent with
the approved plans
4. TRENCH only-the provided width, length and height of the
trench are consistent with the approved plan.
5. TRENCH only-the provided length and size of the perforated
pipe is consistent with the approved plan.
6. The bottom elevation of the basin/trench is consistent with the
approved plans.
7. The bypass elevation is consistent with the approved plan.
8. The overflow elevation is consistent with the approved plan.
B. Soils/SHWT/Subgrade
1. The hydraulic properties of the insitu soils are in accordance Y or N
with the soils report.
2. The lowest point of the infiltration system is a minimum of 2 Y or N
feet above the SHWT.
3. If separation to the SHWT is less than 1 foot,the water table Y or N
draws down to its pre-storm level within 72 hours.
4. The slope of the soil subgrade is<=2%. Y or N
C. Drawdown Time
1. The system dewaters within 72 hours? Y or N
2. The Insitu soils were removed and replaced with suitable Y or N
infiltration media to achieve the 72 hour drawdown.
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State Stormwater Management
Permit No. SW6210201
OAs-built OO N/E ©N/A
D. Observation Port—for underground systems, a minimum of one Y or N
inspection port has been provided.
Provide an explanation for every MDC that was not met, and for every item marked"N/A"or"N/E", below.
Attach additional pages as needed:
Page 6 of 6