SW4231002_Stormwater Report_20231114

Stormwater Impact Analysis for
Dollar Tree
5744 Old US Highway 52
Welcome, North Carolina
October 16, 2023
Prepared for:
Cedar Run Capital, LLC
2405 Nash Street N
Wilson, North Carolina 27896
PRINT NAME: Josh Crumpler, P.E. ,,,,
4•v4AL `
- -
SIGNATURE.
034994 =
•y•F••••P' "
REGISTRATION NO. PE-034994
CRUMPLER
Consulting Services, PLLC
Prepared by Grumpier Consulting Services, PLLC
2308 Ridge Road, Raleigh, North Carolina 27612
p 1919.413-1704

CRUMPLER
Consulting Services, PLLC
TABLE OF CONTENTS
1.0 STORMWATER NARRATIVE 2
2.0 DESIGN DATA AND METHODOLOGY 3
3.0 PRE-DEVELOPMENT STORMWATER RUN-OFF 4
4.0 POST-DEVELOPMENT STORMWATER RUN-OFF 5
List of Appendices
Appendix A— IDF Rainfall Data
Appendix B — SCM Sizing Calculations and Supplement EZ Form
Appendix C— Pre/Post Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Appendix D — Drainage Area Maps
2308 Ridge Road I Raleigh, NC 27612 I p: 919-413-1704 I e:[e-mail]

1.0
STORMWATER NARRATIVE
Cedar Run Capital LLC is proposing to construct a commercial building on a 1.38 acre parcel
located at 5744 Old US Highway 52 in Welcome, North Carolina that zoned Heavy Commercial
(HC). This report represents the stormwater management design and hydrologic model results
for the proposed project.
As part of the stormwater design, Crumpler Consulting is proposing the installation of a wet
detention basin. The wet detention basin has been designed to control and treat the estimated
runoff generated from the first inch of rainfall per the requirements of the Neuse Watershed
Nutrient Management Strategy and the NCDEQ's stormwater management design manual. The
wet detention facility is anticipated to attenuate the peak flow rates for the 2-year, 10-year, and
100-year 24-hour storm events in accordance with NCDEQ's requirements. The nitrogen loading
rates have been evaluated as part of this design and are anticipated to be reduced to acceptable
rates through treatment by the detention facility and buy down methods.
The existing parcel did have minimal existing impervious surfaces that included an existing
driveway which totaled 16,631sf. The proposed impervious surface consists of the warehouse
building, parking lot, driveways, and sidewalks. The proposed impervious area will total 38,133sf.
The proposed grading conveys the majority of the runoff to the southeastern corner of the site,
where the runoff is collected in a wet detention basin that discharges to the southeast side of the
site. The Post-Development Drainage Map shows the stormwater grading and drainage plan and
associated details.
Page 2 October 23, 2023

2.0
DESIGN DATA AND METHODOLOGY
The design of the proposed stormwater facilities was performed in accordance with the NCDEQ
Stormwater SCM Manual. The site was designed to meet Runoff Treatment by utilizing a wet
detention basin. It was sized using both Parts `B' and 'C' of the stormwater design manual along
with the Supplement-EZ form provided by NCDEQ.
In addition to the NCDEQ Stormwater SCM Manual, the Wet Pond was analyzed using Hydraflow
Hydrographs. This software is a computer modeling software package, was used for the analysis
of stormwater routing and hydrology of the existing and proposed watersheds. The hydrology
calculations were performed using the Modified Rational Method and TR-55 methods. Franklin
County lies within the Type II rainfall distribution. The rainfall amounts for the site were obtained
from National Oceanic and Atmospheric Administration (NOAA) and are included in Appendix A.
The stormwater analyses performed for this project include the 2-year, 10-year, and 100-year,
24-hour storm events.
The Soil Survey of Davidson County, North Carolina, completed by the National Resource
Conservation Service (NRCS), was reviewed for general information on the soils within the site
area.
Page 3 October 23, 2023

3.0
PRE-DEVELOPMENT STORMWATER RUNOFF
The pre-development drainage areas were determined using site visits, visual observations, and
surveyed topographic data. The peak flow rates for the specified storm events are based on
topography, land use cover (such as open space, grass, woods), and soil type. Two drainage
points were selected for analysis.
The existing 1.125-acre watershed was modeled in HydraFlow as one subcatchment, as
described below. Refer to Appendix F of this report for the pre-development watershed map.
• Drainage Area 1
Drainage Area 1 is 1.125 acres and drains to the southeast corner of the property. A time
of concentration was calculated and was found to be approximately 5 minutes. Therefore,
5 minutes was estimated as the time of concentration for this subcatchment.
The HydroFlow analysis can be found in Appendices. The table below summarizes the hydrologic
model results for pre-development peak flow rates of the existing 1.125-acre watershed.
PRE-DEVELOPMENT STORMWATER RUNOFF
STORM EVENT PRE-DEVELOPMENT PEAK FLOW
2-YEAR 2.552 CFS
10-YEAR 3.345 CFS
100-YEAR 4.629 CFS
Page 4 October 23, 2023

4.0
POST-DEVELOPMENT STORMWATER RUNOFF
An analysis of the post-development runoff was performed using the same methods, parameters,
and assumptions as described in the pre-development analysis above. Based upon the
calculations, the project reduces the nitrogen loading to acceptable levels for buy-down and does
not create an increase in the peak runoff rate for the 2-year,10-year, and 100-year storm events.
This will be achieved by constructing appropriate SCMs.
The proposed site was divided into two subcatchments for post-development analysis. The
subcatchments are described below. Refer to Appendix F of this report for the post-development
watershed map.
• Drainage Area 1
Drainage Area 1 is 0.87 acres and includes runoff is treated by the wet detention facility.
Runoff that is treated by the wet detention facility is collected in a stormdrainage system
and discharged overland in the southeast corner of the site. A time of concentration was
calculated and was found to be lower than 5 minutes. Therefore, 5 minutes was estimated
as the time of concentration for this subcatchment.
• Drainage Area 2 (Bypass)
Drainage Area 2 is 0.25 acres and drains offsite to the east bypassing the wet detention
facility. A time of concentration was calculated and was found to be lower than 5 minutes.
Therefore, 5 minutes was estimated as the time of concentration for this subcatchment.
The HydraFlow analysis can be found in Appendices. The follow table summarizes the hydrologic
model results for post-development peak flow rates of the 1.125-acre watershed.
POST-DEVELOPMENT STORMWATER RUNOFF
TOTAL TOTAL
STORM EVENT POST-DEVELOPMENT POST-DEVELOPMENT
PEAK FLOW PEAK FLOW
WITH OUT SCM WITH SCM
2-YEAR 0.935 CFS 3.97 CFS
10-YEAR 1.224 CFS 5.203 CFS
100-YEAR 1.169 CFS 7.199 CFS
Page 5 October 23, 2023

APPENDIX A
IDF Rainfall Data
Page 6 October 23, 2023

21
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,09/21 /2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:Raleigh.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
Precip.file name:Sample.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10

APPENDIX B
SCM Sizing Calculations and Supplement EZ Form
Page 7 October 23, 2023

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IVI 1 LL IwILI\ I —LL VV V IL\ I /1 NJL
FORMS LOADED
;OJECT INFORMATION
1 Project Name Dollar Tree-Welcome,NC —_
2 Project Area(ac) 1.38
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
)MPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 5
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)? N/A
10 Is streambank stabilization proposed on this project? No
IMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond 1
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
:SIGNER CERTIFICATION
27 ,Name and Title: Joshua Crumpler,PE
28 Organization: Crumpler Consulting Services,PLLC
29 Street address: 2308 Ridge Road
30 City,State,Zip: _ Raleigh,NC 27612
31 Phone number(s): 919-413-1704
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
`IIIIIII,J 11�
EAL.: Sig t of Designer
034 94
,q A. CRv.0 n(� '1
...sill....
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? 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
4 Type of SCM Wet Pond Wet Pond
5 Total drainage area(sq ft) 49000 37710
6 Onsite drainage area(sq ft) 45950 34730
7 Offsite drainage area(sq ft) 3050 2980
8 Total BUA in project(sq ft) 38133 sf 26189 sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft) 21502 sf 26189 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf)
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots: _
-Parking(sq ft) 25653 sf 14424 sf
-Sidewalk(sq ft) 2480 sf 1765 sf
-Roof(sq ft) 10000 sf 10000 sf
-Roadway(sq ft)
-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 i
15 permitting)(sq ft) 17070 sf 11846 sf
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft) _
18 Percent BUA 71% 69%
19 Design storm(inches) 1.0 in 1.0 in
20 Design volume of SCM(cu ft) 2122 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
1 Drainage area number 1 I
2 Minimum required treatment volume(Cu ft) 2122 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
Does the SCM have retaining walls,gabion walls or other
6 engineered side slopes? No
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)?
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?
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 857.00
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 857.50
22 Elevation of the bottom of the vegetated shelf(fmsl) 861.00
23 Elevation of the permanent pool(fmsl) 862.00
24 Elevation of the top of the vegetated shelf(fmsl) 862.00
25 Elevation of the temporary pool(fmsl) 862.41
26 Surface area of the main permanent pool(square feet) 2790
27 Volume of the main permanent pool(cubic feet) 7755 cf
28 Average depth of the main pool(feet) 3.08 ft
29 Average depth equation used Equation 2
30 If using equation 3,main pool perimeter(feet)
31 If using equation 3,width of submerged veg.shelf(feet)
32 Volume of the forebay(cubic feet) 1714 cf
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 6 in
35 Design volume of SCM(cu ft) 2122 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 1 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 2
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? No
43 Depth of forebay at entrance(inches) 48 in
44 Depth of forebay at exit(inches) 42 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 Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
Please use this space to provide any additional information about
55 the wet pond(s):
Wet Pond 1 8:29 PM 10/23/2023

Impervious** Surface Area Drainage Area 1 (SF) 3 of 3
Buildings 10,000
Streets 14,424
Parking 0
Sidewalks 1,765
Existing BUA 0
Total 26,189
MAIN POOL STORAGE TABLE
Stage SURFACE AREA(SF) Volume (CF)
857 544 0
858 874 709
859 1,268 1,071
860 1,719 1,494
861 2,226 1,973
862 2,790 2,508
.
Total 7,755
FOREBAY STORAGE TABLE
Stage SURFACE AREA(SF) Volume (CF)
860 272 0
861 502 797
862 788 917
Total 1,714
TEMPORARY POOL STORAGE TABLE
Stage SURFACE AREA(SF) Volume (CF)
862 3,578 -
863 5,250 5,633
864 6,229
Total 5,633

APPENDIX C
Pre/Post Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Page 8 October 23, 2023

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
v
I
4
Legend
Hvd• Oriain Description
1 Mod. Rational PROPOSED POND
2 Reservoir Proposed Pond
3 Mod. Rational BY-PASS
4 Combine COMBINED SITE
5 Mod. Rational EXISTING SITE
Project: Welcome-Proposed.gpw Monday, 10/ 16/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Mod. Rational 3.048 3.995 5.527 PROPOSED POND
2 Reservoir 1 0.016 0.019 0.022 Proposed Pond
3 Mod. Rational 0.922 1.208 1.672 BY-PASS
4 Combine 2,3 0.935 1.224 1.691 COMBINED SITE
5 Mod. Rational 2.552 3.345 4.629 EXISTING SITE
Proj. file: Welcome-Proposed.gpw Monday, 10/ 16/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
I
1 Mod. Rational 3.048 1 5 1,829 PROPOSED POND
2 Reservoir 0.016 1 15 1,535 1 862.41 1,821 Proposed Pond
3 Mod. Rational 0.922 1 5 553 BY-PASS
4 Combine 0.935 1 10 2,089 2,3 COMBINED SITE
5 Mod. Rational 2.552 1 5 1,531 EXISTING SITE
Welcome-Proposed.gpw Return Period: 2 Year Monday, 10/ 16/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 1
PROPOSED POND
Hydrograph type = Mod. Rational Peak discharge = 3.048 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,829 cuft
Drainage area = 0.870 ac Runoff coeff. = 0.76*
Intensity = 4.609 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.600 x 0.95)+(0.270 x 0.35)]/0.870
PROPOSED POND
0 (cfs) Hyd. No. 1 --2 Year 0 (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 2
Proposed Pond
Hydrograph type = Reservoir Peak discharge = 0.016 cfs
Storm frequency = 2 yrs Time to peak = 15 min
Time interval = 1 min Hyd. volume = 1,535 cuft
Inflow hyd. No. = 1 - PROPOSED POND Max. Elevation = 862.41 ft
Reservoir name = Pond Max. Storage = 1,821 cuft
Storage Indication method used.
Proposed Pond
0 (cfs) Hyd. No. 2 --2 Year 0 (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 II 1 1 1 1 1 Total storage used = 1,821 cuft

Pond Report 6
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Pond No. 1 - Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=862.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 862.00 3,578 0 0
1.00 863.00 5,250 4,387 4,387
2.00 864.00 6,229 5,732 10,119
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 1.00 0.00 15.00 Crest Len(ft) = 9.42 10.00 0.00 0.00
Span(in) = 12.00 1.00 0.00 15.00 Crest El.(ft) = 864.00 864.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 858.00 862.00 0.00 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 30.00 1.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 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 Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
2.00 864.00
1.80 863.80
1.60 863.60
1.40 863.40
1.20 863.20
1.00 863.00
0.80 862.80
0.60 862.60
0.40 862.40
0.20 862.20
0.00 862.00
0.000 0.004 0.008 0.012 0.016 0.020 0.024 0.028 0.032 0.036 0.040
Total Q Discharge(cfs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 3
BY-PASS
Hydrograph type = Mod. Rational Peak discharge = 0.922 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 553 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.8*
Intensity = 4.609 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.190 x 0.95)+(0.065 x 0.35)]/0.250
BY-PASS
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 4
COMBINED SITE
Hydrograph type = Combine Peak discharge = 0.935 cfs
Storm frequency = 2 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,089 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 0.250 ac
COMBINED SITE
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 I 0.40
0.30 I■ EMEM--- 0.30
0.20 - 0.20
0.10 11 0.10
0.00 ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 5
EXISTING SITE
Hydrograph type = Mod. Rational Peak discharge = 2.552 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,531 cuft
Drainage area = 1.130 ac Runoff coeff. = 0.49*
Intensity = 4.609 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.380 x 0.95)+(0.750 x 0.25)]/1.130
EXISTING SITE
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 5 Time (min)

10
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 Mod. Rational 3.995 1 5 2,397 PROPOSED POND
2 Reservoir 0.019 1 15 1,981 1 862.54 2,387 Proposed Pond
3 Mod. Rational 1.208 1 5 725 BY-PASS
4 Combine 1.224 1 10 2,706 2,3 COMBINED SITE
5 Mod. Rational 3.345 1 5 2,007 EXISTING SITE
Welcome-Proposed.gpw Return Period: 10 Year Monday, 10/ 16/2023

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 1
PROPOSED POND
Hydrograph type = Mod. Rational Peak discharge = 3.995 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,397 cuft
Drainage area = 0.870 ac Runoff coeff. = 0.76*
Intensity = 6.042 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.600 x 0.95)+(0.270 x 0.35)]/0.870
PROPOSED POND
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 2
Proposed Pond
Hydrograph type = Reservoir Peak discharge = 0.019 cfs
Storm frequency = 10 yrs Time to peak = 15 min
Time interval = 1 min Hyd. volume = 1,981 cuft
Inflow hyd. No. = 1 - PROPOSED POND Max. Elevation = 862.54 ft
Reservoir name = Pond Max. Storage = 2,387 cuft
Storage Indication method used.
Proposed Pond
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 II 1 1 1 1 1 Total storage used = 2,387 cuft

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 3
BY-PASS
Hydrograph type = Mod. Rational Peak discharge = 1.208 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 725 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.8*
Intensity = 6.042 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.190 x 0.95)+(0.065 x 0.35)]/0.250
BY-PASS
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
2.00 2.00
1.00 t 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 4
COMBINED SITE
Hydrograph type = Combine Peak discharge = 1.224 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,706 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 0.250 ac
COMBINED SITE
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
2.00 2.00
I
1.00 1.00
0.00 1 L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 5
EXISTING SITE
Hydrograph type = Mod. Rational Peak discharge = 3.345 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,007 cuft
Drainage area = 1.130 ac Runoff coeff. = 0.49*
Intensity = 6.042 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.380 x 0.95)+(0.750 x 0.25)]/1.130
EXISTING SITE
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 5 Time (min)

16
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 Mod. Rational 5.527 1 5 3,316 PROPOSED POND
2 Reservoir 0.022 1 15 2,636 1 862.75 3,305 Proposed Pond
3 Mod. Rational 1.672 1 5 1,003 BY-PASS
4 Combine 1.691 1 10 3,639 2,3 COMBINED SITE
5 Mod. Rational 4.629 1 5 2,777 EXISTING SITE
Welcome-Proposed.gpw Return Period: 100 Year Monday, 10/ 16/2023

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 1
PROPOSED POND
Hydrograph type = Mod. Rational Peak discharge = 5.527 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,316 cuft
Drainage area = 0.870 ac Runoff coeff. = 0.76*
Intensity = 8.360 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.600 x 0.95)+(0.270 x 0.35)]/0.870
PROPOSED POND
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
6.00 I 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 2
Proposed Pond
Hydrograph type = Reservoir Peak discharge = 0.022 cfs
Storm frequency = 100 yrs Time to peak = 15 min
Time interval = 1 min Hyd. volume = 2,636 cuft
Inflow hyd. No. = 1 - PROPOSED POND Max. Elevation = 862.75 ft
Reservoir name = Pond Max. Storage = 3,305 cuft
Storage Indication method used.
Proposed Pond
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 1111111 Total storage used = 3,305 cuft

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 3
BY-PASS
Hydrograph type = Mod. Rational Peak discharge = 1.672 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,003 cuft
Drainage area = 0.250 ac Runoff coeff. = 0.8*
Intensity = 8.360 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.190 x 0.95)+(0.065 x 0.35)]/0.250
BY-PASS
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 t 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 4
COMBINED SITE
Hydrograph type = Combine Peak discharge = 1.691 cfs
Storm frequency = 100 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,639 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 0.250 ac
COMBINED SITE
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 L 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Hyd. No. 5
EXISTING SITE
Hydrograph type = Mod. Rational Peak discharge = 4.629 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,777 cuft
Drainage area = 1.130 ac Runoff coeff. = 0.49*
Intensity = 8.360 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.380 x 0.95)+(0.750 x 0.25)]/1.130
EXISTING SITE
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 5 Time (min)

22
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 10/16/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name: Raleigh.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
Precip.file name:Sample.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10

APPENDIX D
Drainage Area Maps
Page 9 October 23, 2023

LEGEND
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_ _ _ _ _ i•-. PROJECT NO.: 23024
•a ` ` 1 1 \\\ ���yam— — —I _ 51��� ='� �.=_i'•' I I 1. BOUNDARY,TOPOGRAPHY,AND EXISTING CONDITIONS SURVEY
o , `\ 1 11 \ \\ N� �=_ ——1— - �sr.-EXE • / N PROVIDED BY STEWART-PROCTOR ON 07-11-2023. DRAWN BY: JAC
\ j I \\ \ \\ \ --�.__ — _ ------ — CHECKED BY. JAC
—— — \ 2.THE PROPERTY IS LOCATED IN ZONE X AREA DETERMINED TO BE
\ \ \ A ——_ ——___ — 1 OUTSIDE THE 0.2%ANNUAL CHANCE AND FUTURE 1%ANNUAL CHANCE
o \ \ \ ` —— - — —--- --- .=— FLOODPLAIN)BASED ON THE FEMA MAP NUMBER 3710672800J DATED DATE: 09/08/23
7 \i > \ — MARCH 16,2009.
// / - \ \\. / /-- V\ SCALE:
a / - / / - - / ——— N \ / I 20 10 0 20 3. NO ONSITE STREAMS OR WETLANDS HAVE BEEN IDENTIFIED WITHIN THE
$ / / / ` - \ / SCALE 1 INCH=20 FEET GSTWI PROJECT OR PARCEL AS SHOWN.
/ / -\ GRAVEL DRIVEWAY • / \ EX-1
i / // \\ ___ - - / I 4.THIS DRAWING IS NOT FOR RECORDATION.
/ LEXINGTON AVE. �'/ 1 of 1