SW5240103_Design Calculations_20240522

GA
IV
1 667 Thomas A. Pkwy., ocky t, NC 27804
Phone:Betts 252-446-30R17 - Fax:
Moun 252-446-7715
Firm License: C-0569 - www.mackgaypa.com
Mack Gay Associates, P.A.
Engineering • Surveying • Planning
STORMWATER CALCULATIONS
MANUAL
Rocky Mount Memorial Park
4486 Dortches Blvd,
Dortches, Nash County, North Carolina
May 18. 2024
Prepared by:
Phillip Joyner, Jr., PE
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TABLE OF CONTENTS
SECTION 1 Stormwater Narrative
SECTION 2 USGS Map, Soils Map, Surface Water Classification
SECTION 3 Deed
SECTION 4 Construction date letter for existing mausoleum
SECTION 5 Supplement EZ Cover Page, Drainage Areas Form, Wet Pond Form
SECTION 6 Wet Pond Calculations
SECTION 7 Runoff Calculations
SECTION 8 Outlet Protection Calculations
SECTION 9 Pipe Network Calculations
SECTION 10 Wetlands/Waters Delineation Report

S TORMWATER NARRATIVE

STORMWATER MANUAL NARRATIVE
The property currently has an existing cemetery. The purpose of this project is to
expand the existing cemetery by extending the access drive, adding mausoleums,
crypts, grave plots. The disturbed area for this project is 10.9 acres. This project
requires stormwater runoff peak flow management and first flush treatment. Within the
disturbed area the project will result in 1.09 acres of additional impervious for a total of
1.61 acres of impervious within the project area. and 0.13 acres of impervious area for
the water quality pond permanent pool.
The proposed grading will take place on soil types Norfolk loamy sand 2 to 6 percent
slopes, and Norfolk-Wedowee complex 2 to 6 percent slopes.
This project is located in the Tar-Pamlico River Basin and the receiving stream is
Goose Branch number 28-70, Classification C;NSW
This project will utilize a water quality pond that discharges to an existing roadside
ditch. The water quality pond was designed according to the current NC BMP Manual.
The water quality pond will treat the first 1.0" flush per NCDEQ requirements and will
manage the peak flow. The pond will detain and route the post-development peak
flows from the 1 year, 2 year, 10 year, and 100 year storms to less than the pre-
development flows.
See stormwater summary below:
STORMWATER RUNOFF SUMMARY
1-yr Storm 2-yr Storm 10-yr Storm 100-yr Storm
PRE 1.388 1.607 2.292 3.501
POST 0.025 0.026 0.249 2.428
all flow is in cfs

USGS MAP, SOILS MAP, SURFACE
WATER CLASSIFICATION

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QNC Surface Water NC Classification... Report an Issue
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Classifications:
.a, Stream 28-70
Index:
Surface Water Classifications: \ Ell X Stream Goose
Name: Branch
Stream Index: 28-70
Stream Name: Goose Branch Description: From
Description: From source to Tar River source to
Classification: C;NSW Tar River
Date of Class.: December 31, 1989 Classification: C;NSW
What does this Class.mean? View
Date of December
River Basin: Tar-Pamlico
Class.: 31, 1989>
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River Basin: Tar-
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Page 1 of 3
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Doc ID: 006984910003 Tvoe: CRP
Recorded: 03/02/2016 at 10:49:57 All
Fee Amt: $1.904.00 Pace 1 of 3
Revenue Tax: $1.875.00
Nash County North Carolina
COI
�, � {,�� Anne J. iPt@ldvin R7ea�]ister of Deeds
This instrument prepared by: W<P ‘CI rUl°/'P BK 2 8 14 PO 1 / 3 7 7 5
a licensed North Carolina attom
Delinquent taxes,if any,to be paid by the closing attorney to the county Tax
Collector upon disbursement of closing proceeds.
NORTH CAROLINA SPECIAL WARRANTY DEED
Prepared by and After Recording Return to: Parcel Number:
Kim L.Bayless Revenue Stamps:$ 1,878.00
Poyner Spruill LLP
Post Office Box 353
Rocky Mount,North Carolina 27804
Grantor states that the Property does not include the primary residence of Grantor.
NORTH CAROLINA
NASH COUNTY
THIS SPECIAL WARRANTY DEED is made effective as of March I, 2016 by S.E.CEMETERIES
OF NORTH CAROLINA, INC., a North Carolina corporation("Grantor") with a mailing address of
1929 Allen Parkway Houston,Texas 77019 to RMMP,LLC,a North Carolina limited liability company
("Grantee") with a mailing address of 1130 North Winstead Avenue, Rocky Mount, North Carolina
27804.
WITNESSETH
For and in consideration of$10.00 cash in hand paid by Grantee to Grantor,and other good and valuable
consideration, the receipt and sufficiency of which are hereby acknowledged, Grantor has and by these
presents does grant, bargain, sell and convey unto Grantee in fee simple, all that certain lot or parcel of
land situated in Nash County,North Carolina, which lot or parcel of land is more particularly described
on Exhibit A attached hereto and incorporated herein by reference.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to Grantee in fee simple.
•
Book: 2814 Page: 773 Seq: 1

Page 2 of 3 -I L
And the Grantor covenants with the Grantee that Grantor has done nothing to impair such title as Grantor
received, and Grantor will warrant and defend the title against the lawful claims of all persons claiming
by, under or through Grantor, except that,with respect to such covenant and warranty, title is conveyed
subject to the following exceptions:
1. Lien of 2016 Ad Valorem Taxes.
2. Title to that portion of land lying within the right-of-way of NC Highway 43 (Dortches
Boulevard)and S.R. 1612(Brake Road).
3. Easements, setback lines and any other matters shown or noted on plat recorded in Map
Book 4, Pages 114, 162; Map Book 5, Page 14; Map Book 6 Pages 88, 117, 123, 124;
Map Book 10, Pages 73, 130; Map Book 11,Pages 74,76 88 253,343; Map Book 13,
Pages 26, 312; Map Book 15, Page 102; Map Book 18,Page 123;Map Book 19. Pages
109, 110;Map Book 23,Page 100 and Map Book 31,Page 339,Nash County Registry.
4. Easement(s) and/or right(s) of way to Progress Energy Carolinas, Inc. recorded in Book
2352,Page 651,Nash County Registry.
The designation "Grantor", and "Grantee" as used herein shall include said named parties and their
• respective heirs, personal representatives, successors and assigns, and shall include the singular, plural,
masculine,feminine or neuter as required by context.
IN WITNESS WHEREOF, the Grantor has executed this instrument as of the day and year first above
written_
S.E.CEMETERIES OF NORTH CAROLINA,INC.,
a North Carolina corporation
By:
Print Name: 's .Briggs
Title: Vice President
STATE OF TEXAS
COUNTY OF HARRIS
I certify that the following person personally appeared before me this day,acknowledging to me
that he voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: Curtis G.Briggs
Date:March 1,2016
Official Signature of Notary:
Notary's Printed or Typed Name: Camille Vargo,Notary Public
My Commission Expires: April 9,2016
(Official Seal)
CAMILLE ublic,State Got Texas
O
Notary
P
., My Commission Expires
'�4,4; April 09.2016
2
Book: 2814 Page: 773 Seq: 2

Page 3of3 •
EXHIBIT A
LEGAL DESCRIPTION
That certain parcel known as "Rocky Mount Memorial Park', located in the Town of Dortches, Stony
Creek Township,Nash County,North Carolina and being more particularly described as follows:
BEGINNING at a point marked by an existing iron pipe set on the southern right of way line of North
Carolina Highway 43 at the corner of the property known as"Rocky Mount Memorial Park"and,now or
formerly, Lois Jones; thence along the line of, now or formerly, Lois Jones South 44° 02' 21" West
190.97 feet to a point marked by an existing iron pipe at a corner with,now or formerly, Lois Jones,and,
now or formerly, the D. L. Melvin property, thence along the line of the Rocky Mount Memorial Park
and,now or formerly,the D.L.Melvin property South 36°08' 11"West 400.91 feet to a point marked by
an iron pipe set,and continuing South 00°03' 23"West 430.44 feet to a point marked by an existing iron
pipe,and thence continuing South 08°30'00"West 696.96 feet to a point marked by an existing iron pipe
on the northern right of way line of Brake Road(S.R. 1612); thence along the northern right of way line
of Brake Road the following courses and distances: South 67°05'23"East 40428 feet to a point marked
by an iron pipe set,thence continuing South 64°24' 00"East 165.70 feet to a point marked by an existing
iron pipe, thence continuing South 55° 34' 00" East 142.80 feet to a point marked by an existing iron
pipe,and thence continuing South 47°56'41"East 355.04 feet to a point marked by an existing iron pipe
at a corner of the Rocky Mount Memorial Park property with,now or formerly,Ernest B.Barlow;thence
along the line of, now or formerly, Ernest B. Barlow to and along the line of, now or formerly, Myron
Williams North 07° 18' 41" East 709.47 feet to a point marked by an existing iron pipe; and thence
continuing along the line of,now or formerly,Myron Williams to and along the line of,now or formerly,
Eugene Greene to and along the line of,now or formerly,Melvin Nicholson,to and along the line of,now
or formerly,Florida Ricks,and to and along the line of,now or formerly,Larry Hines North 06°42' 54"
East 837.47 feet to a point marked by an existing iron pipe on the southern right of way line of North
Carolina Highway 43; thence along the southern right of way line of North Carolina Highway 43 North
46° 13'2T'West 857.00 feet to the point of beginning,the same containing 34.41 acres and being shown
on the plat entitled"Map of Property of Rocky Mount Memorial Park,Dortches,N.C.Highway 43,Stony
Creek Township,Nash County,North Carolina"prepared by Mack Gay Associates,P.A.dated March 16,
2001.
LESS AND EXCEPT all lots or graves conveyed by Cemetery Deed recorded in the Nash County
Registry.
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3 .Z.G.00
T:3WSU,
301921-00003000/4969350v8 Book: 2814 Page: 773 Seq: 3

CONSTRUCTION DATE LETTER

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_. :. rockymountmcmarialpark.corn
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ROCKY MOUNT 4454 Dortches Blvd
Rocky Mount,NC 27804
MEMORIAL PARK �252) 937-4600
May 15, 2024
Mack Gay Associates, P.A.
1667 Thomas A. Betts Pkwy
Rocky Mount,NC 27804
C/O Scott Bumgamer
Dear Scott,
This is to inform you that the mausoleum in Rocky Mount Memorial Park was constructed prior
to July 2007.
Respectfully,
Royal J. David
Owner

SUPPLEMENT EZ COVER PAGE,
DRAINAGE AREAS FORM, WET POND
FORM

SUPPLEMENT-EZ COVER PAGE
LOAD SUPPLEMENT FORMS
PROJECT INFORMATION
1 Project Name -_ Rocky Mount Memorial Park
2 Project Area(ac) - 10.77
3 Coastal Wetland Area(ac)
4 Surface Water Area(ac) .13(wet pond permanent pool)
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)? N/A
10 Is streambank stabilization proposed on this project? I No
NUMBER 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
LOAD SUPPLEMENT FORMS
DESIGNER CERTIFICATION
27 Name and Title: Phillip R Joyner,Jr.-Project Engineer
28 Organization: { Mack Gay Associates,PA __
29 Street address: 1667 Thomas A Betts Pkwy
30 City,State,Zip: __ _� Rocky Mount,NC 27804
_31 Phone number(s): 252-446-3017
32 Email: phillip©mackgaypa.com
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
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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
5 Total drainage area(sq ft) 474804 301,871
6 Onsite drainage area(sq ft) 474804 301,871
7 Offsite drainage area(sq ft)
8 Total BUA in project(sq ft) 70132 sf 70132 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft) _
New BUA not on subdivided lots(subject to
10 permitting)(sf) 66913 sf 66913 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft) 5431 sf 5431 sf
-Roof(sq ft)
Roadway(sq ft) 45800 sf 45800 sf
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft) 15681 sf 15681 sf
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) 3219 sf 3219 sf
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 15% 23%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 6517 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):
Other BUA is proposed mausoleum

WET POND
1 Drainage area number 1
2 Minimum required treatment volume (cu ft) 6517 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 engineered
6 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? Other
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)?
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 166.00
removal) (fmsl)
21 Elevation of the main pool bottom (top of sediment removal) (fmsl) 167.00
22 Elevation of the bottom of the vegetated shelf (fmsl) 172.00
23 Elevation of the permanent pool (fmsl) 172.00
24 Elevation of the top of the vegetated shelf(fmsl) 173.00
25 Elevation of the temporary pool (fmsl) 173.19
26 Surface area of the main permanent pool (square feet) 3170
27 Volume of the main permanent pool (cubic feet) 10561 cf
_ 28 Average depth of the main pool (feet) 3.30 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) 2098 c f
33 Is this 15-20% of the volume in the main pool? Yes
34 Clean-out depth for forebay (inches) 12 in
35 Design volume of SCM (cu ft) 19840 cf
36 Is the outlet an orifice or a weir? Orifice
Wet Pond 1 7:25 PM 5/16/2024

WET POND
37 If orifice, orifice diameter(inches) 1.3 in
38 If weir, weir height (inches)
39 If weir, weir length (inches)
40 Drawdown time for the temporary pool (days) 3.3
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) 24 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 Centipede
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):
Pond will utilize a pump for dewatering.
Wet Pond 2 7:25 PM 5/16/2024

WET POND CALCULATIONS

WATER QUALITY POND DESIGN CALCULATIONS
AREA SUMMARY PERMANENT POOL SIZING
acres sf Permanent Pool 10561 cf
Drainage Area 6.93 301871 Permanent Pool 3170 sf
Pervious Area 5.32 231739 Average Depth= 3.3 ft
Impervious Area 1.61 70132 ENTER SA/DA TABLE WITH 3.0'
Impervious Cover 23%
SA/DA(from table) 0.9 Piedmont
Minimum Area 2838 sf
RUNOFF VOLUME Permanent Pool Area 3170 sf
Simple Method Permanent Pool Area Acceptable
RUNOFF COEFFICIENT CALCULATION
R,=0.05+0.9*IA
R,=Runoff coeefficient(runoff(in)/rainfall(in), unitless
IA=Impervious fraction
Rv= 0.259091
VOLUME CALCULATION
V=3630*RD*Rv*A
V=Volume to be controlled for the design storm(ft3)
Rp=Design Rainfall Depth(in) 1.0"or 1.5"
A=Watershed Area(acres)
Rainfall Capture Depth I inch
Runoff Volume 6517.665 cf
1

PERMANENT POOL STAGE-STORAGE TABLES
MAIN POND
Elevation Area Incremental Cumulative Volume
(sf) Volume(cf) (cf)
Bottom of Sediment Storage 166
Bottom of Pond 167 1228 0
168 1542 1385 1385
169 1889 1716 3101
170 2262 2076 5176
171 2669 2466 7642
Permanent Pool 172 3170 2920 10561
FOREBA Y
Elevation Area Incremental Cumulative Volume
(sf) Volume(cf) (cf)
Bottom of Sediement Storage 168 0
Bottom of Forebay 169 239 120 120
170 555 397 517
171 782 669 1185
Permanent Pool 172 1043 913 2098
Permanent Pool Total 10561 cf
Forebay to Main Pond 19.9% OK
TEMPORARY POOL STAGE-STORAGE TABLES
MAIN POND+FOREBAY
Elevation Area Incremental Cumulative Volume
Volume
Permanent Pool 172 4213 0
173 6281 5247 5247
174 7301 6791 12038
175 8378 7840 19878
176 9215 8797 28674
2

DRAW DOWN CALCULATIONS
ORIFICE CALCULATIONS
Q=Co*A*d(2*g*Ho) Q=Discharge Rate(cfs)
A=Area of orifice(sf) g=Acceleration of gravity
Ho=Driving Head from orifice centroid to water surface(typically use
H0/3 for decreasing head)
Coefficient of Discharge 0.6
Orifice Size 1.25 in
Orifice Size 0.10 ft
Orifice Area 0.009 sf
Temporary Pool Head 1.19 ft
Driving Head 0.379 ft
Discharge Rate 0.025 cfs
DRAWDOWN PERIOD
Discharge Time 3.0 Days
3

OUTLET STRUCTURE BOUYANCY CALCULATIONS
STRUCTURE WEIGHT
Box Dimensions Front/Rear(ft) Sides(ft) Base(ft)
Width 4.0 5.3 5.3
Height 10.5 10.5 5.3
Thickness 0.50 0.50 2.0
#of Walls 2.0 2.0 1.0
Concrete Weight(1b/ft3) 150.0 150.0 150.0
Weight(lbs) 6300.0 8410.5 8427.0
Total Weight(lbs) 23137.5
Water Force
Box Front Width(ft) 5.3
Box Side Width(ft) 5.3
Submerged Height(ft) 5.0
Water Weight(1b/ft3) 62.4
Displaced Water Weight 8764.1
Factor of Safety
Minimum 1.5
SF= 2.6

RUNOFF CALCULATIONS

Basin Model Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Pre Post
11.
1

Table of Contents Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Basin Model Schematic 1
Hydrograph by Return Period 2
1 -Year
Hydrograph Summary 3
Hydrograph Reports
Hydrograph No. 1,Rational, Pre 4
Hydrograph No.2,Rational,Post 5
Hydrograph No.3,Pond Route,Water Quality Pond 6
Detention Pond Reports-Wet Pond 7
2 -Year
Hydrograph Summary 11
Hydrograph Reports
Hydrograph No. 1,Rational,Pre 12
Hydrograph No.2,Rational,Post 13
Hydrograph No.3,Pond Route,Water Quality Pond 14
10 -Year
Hydrograph Summary 15
Hydrograph Reports
Hydrograph No. 1,Rational, Pre 16
Hydrograph No. 2, Rational, Post 17
Hydrograph No. 3, Pond Route,Water Quality Pond 18
100-Year
Hydrograph Summary 19
Hydrograph Reports
Hydrograph No. 1, Rational,Pre 20
Hydrograph No.2, Rational,Post 21
Hydrograph No. 3, Pond Route,Water Quality Pond 22

Hydrograph by Return Period Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Hyd. Hydrograph Hydrograph Peak Outflow(cfs)
No. Type Name 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Rational Pre 1.388 1.607 2.292 3.501
2 Rational Post 10.61 12.04 15.61 21.10
3 Pond Route Water Quality Pond 0.025 0.026 0.249 2.428
2

Hydrograph 1 -yr Summary Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Hyd. Hydrograph Hydrograph Peak Time to Hydrograph Inflow Maximum Maximum
No. Type Name Flow Peak Volume Hyd(s) Elevation Storage
(cfs) (hrs) (cuft) (ft) (cult)
1 Rational Pre 1.388 1.20 5,995 ---
2 Rational Post 10.61 0.13 5,095 —
3 Pond Route Water Quality Pond 0.025 0.27 3,344 2 172.97 5,080
3

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 1.388 cfs
Storm Frequency = 1-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 5,995 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.17*
Tc Method = TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 1.18 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
*Composite C Worksheet
AREA(ac) C DESCRIPTION
0.16 0.95 Impervious
6.77 0.15 Pervious
6.93 0.17
Qp = 1.39 cfs
2-
1.9-
1.8-
1.7-
1.6-
1.5 •
-
1.4-
1.3 •
-
1.2 •
-
1.1 •
-
w
-
1-
O -
0.9- • •
0.8-
0.7-
0.6-
0.5-
0.4-
0.3-
0.2-
0.1-
0 1 1 1 1 I I I I I I I I I I I I I r r r! r I r-I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time(min)
4

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 10.61 cfs
Storm Frequency = 1-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 5,095 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.37*
Tc Method = TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 4.14 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
Composite C Worksheet
AREA(ac) C DESCRIPTION
1-61 0.95 Impervious
5 32 0.20 Pervious
6.93 0.37
Qp = 10.61 cfs
12
11
10
9
8
7
6
a
5
4
3
2
1
0 r 1 I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time(min)
5

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 0.025 cfs
Storm Frequency = 1-yr Time to Peak = 0.27 hrs
Time Interval = 1 min Hydrograph Volume = 3,344 cuft
Inflow Hydrograph = 2 - Post Max. Elevation = 172.97 ft
Pond Name = Wet Pond Max. Storage = 5,080 cuft
Pond Routing by Storage Indication Method Center of mass detention time=21.65 hrs
Qp = 0.02 cfs
12
11
10
9
8
7
6
0
5
4
3
2
1 •
0I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
—Post—Water Quality Pond
6

Pond Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Wet Pond Stage-Storage
User Defined Contours Stage/Storage Table
Description Input Stage Elevation Contour Area Incr.Storage Total Storage
(ft) (ft) (sgft) (cuft) (cuft)
Bottom Elevation, ft 172.00
0.00 172.00 4,213 0.000 0.000
Voids (%) 100.00 1.00 173.00 6,281 5,247 5,247
Volume Calc None 2.00 174.00 7,301 6,791 12,038
3.00 175.00 8,378 7,840 19,878
4.00 176.00 9,215 8,797 28,674
Stage-Storage
176- -4
175- -3
v,
d
v 174— -2 ram,
..
173-.- -1
172 I i i i i I i 0
0 4000 8000 12000 16000 20000 24000 28000
Total Storage(cuft)
—1-yr 2-yr —10-yr —100-yr —Contours
7

Pond Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Wet Pond Stage-Discharge
Orifice
Culvert/ Orifices Culvert Orifice Plate
1 (m) 2 3
Rise, in 15 1 Orifice Dia, in
Span, in 15 1 No. Orifices
No. Barrels 1 1 Invert Elevation,ft
Invert Elevation, ft 172.00 172.01 Height,ft
Orifice Coefficient, Co 0.60 0.60 Orifice Coefficient, Co
Length, ft 64
Barrel Slope, % 2.96
N-Value, n 0.013
Weir
Weirs Riser Ancillary
1 (m) 2 3
Shape/Type Box Rectangular Exfiltration, in/hr
Crest Elevation, ft 174 173.25
Crest Length, ft 16 3
Angle, deg
Weir Coefficient, Cw 3.3 3.3
m=Flows through Culvert,i=Independent
Stage-Discharge
176- --4
175- -3
In
� n
v 174- -2
u1
173 -1
172 t I I I iI 0
0 1 2 3 4 5 6 7 8 9 10 11
Discharge(cfs)
— Top of Pond — 1-yr 2-yr — 10-yr —100-yr — Pond Outflow
8

Pond Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Wet Pond Stage-Storage-Discharge Summary
Stage Elev. Storage Culvert Orifices,cfs Riser Weirs,cfs Pt Riser Exfll User Total
(ft) (ft) (cuft) (cfs) 1 2 3 (c 1 2 3 (cfs) (cfs) ( ) (cfs)
0.00 172.00 0.000 0.000 0.000 0.000 0.000 0.000
1.00 173.00 5,247 0.025 is 0.025 0.000 0.000 0.025
2.00 174.00 12,038 5.719 ic 0.017 0.000 5.702 s 5.719
3.00 175.00 19,878 9.105 is 0.000 0.000 0.000 9.105
4.00 176.00 28,674 10.85 is 0.000 0.000 0.000 10.85
Suffix key:ic=inlet control,oc=outlet control,s=submerged weir 9

m a
O
176- Wet Pond - Drain Time 4 0 •
0
a
CD
w O
175- 3
>174- 2
w
o --
173- 1
m
x
CD
CD
Q..
f I I I I I I 0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 CD
Drain Time (Hrs) (CD
— WQv = 6,517 cuft @ 79.0 hrs, Max Q = 0.03 cfs @ 173.19 ft Stage vs. Drain Time ' � Z
0
o
fD
"

Hydrograph 2-yr Summary Project Name:
Hydrology Studio v 3.0.0.32 05 16 2024
Hyd. Hydrograph Hydrograph Peak Time to Hydrograph Inflow Maximum Maximum
No. Typo Name Flow Peak Volume Hyd(s) Elevation Storage
(cfs) (hrs) (cuft) (ft) (cuft)
1 Rational Pre 1.607 1.20 6,941 ---
2 Rational Post 12.04 0.13 5,778 —
3 Pond Route Water Quality Pond 0.026 0.27 3,636 2 173.08 5,763
11

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 1.607 cfs
Storm Frequency = 2-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 6,941 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.17*
Tc Method =TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 1.36 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
'Composite C Worksheet
AREA(ac) C DESCRIPTION
0.16 0.95 Impervious
6.77 0.15 Pervious
6.85 0.17
Qp = 1.61 cfs
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
a
0.9 •
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time(min)
12

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 12.04 cfs
Storm Frequency = 2-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 5,778 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.37*
Tc Method =TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity =4.69 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
•Composite C Worksheet
AREA(ac) C DESCRIPTION
1 61 0 95 Impervious
5 32 0 20 Pervious
6.93 0.37
Qp = 12.04 cfs
13
12
•
11
10
9
8
7
u
0' 6
5
4
3
2
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time(min)
13

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 0.026 cfs
Storm Frequency = 2-yr Time to Peak = 0.27 hrs
Time Interval = 1 min Hydrograph Volume = 3,636 cuft
Inflow Hydrograph = 2 - Post Max. Elevation = 173.08 ft
Pond Name = Wet Pond Max. Storage = 5,763 cuft
Pond Routing by Storage Indication Method Center of mass detention time=21.85 hrs
Qp = 0.03 cfs
13
12
11
10
9
8
7
a
6
5
4
3
2
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
—Post—Water Quality Pond
14

Hydrograph 10-yr Summary Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Hyd. Hydrograph Hydrograph Peak Time to Hydrograph Inflow Maximum Maximum
No. Type Name Flow Peak Volume Hyd(s) Elevation Storage
(cfs) (his) (cuft) (ft) (cuft)
1 Rational Pre 2.292 1.20 9,901 --
2 Rational Post 15.61 0.13 7,491 --
3 Pond Route Water Quality Pond 0.249 0.27 4,641 2 173.32 7,446
15

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 2.292 cfs
Storm Frequency = 10-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 9,901 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.17*
Tc Method = TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 1.95 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
*Composite C Worksheet
AREA lac) C DESCRIPTION
0.16 0.95 Impervious
6.77 0.15 Pervious
6.93 0.17
Qp = 2.29 cfs
3-
2-
0'
1-
0 1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time(min)
16

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 15.61 cfs
Storm Frequency = 10-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 7,491 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.37*
Tc Method =TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 6.09 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
*Composite C Worksheet
AREA(ac) C DESCRIPTION
1 61 0.95 Impervious
5 32 0.20 Pervious
6.93 0.37
Qp = 15.61 cfs
17
16
15
14 r- -
j
13
12
11
10
9
a 8
7
6
5 —
4
3
2
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time(min)
17

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-202.1
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 0.249 cfs
Storm Frequency = 10-yr Time to Peak = 0.27 hrs
Time Interval = 1 min Hydrograph Volume = 4,641 cuft
Inflow Hydrograph = 2 - Post Max. Elevation = 173.32 ft
Pond Name = Wet Pond Max. Storage = 7,446 cuft
Pond Routing by Storage Indication Method Center of mass detention time=19.57 hrs
Qp = 0.25 cfs
17
16
15
14
13
12
11
10
L)
9
o' 8
7
6
5
4
3
2
1
0 t -_.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
—Post—Water Quality Pond
18

Hydrograph 100-yr Summary Project Name:
Hydro!ogy Studio v 3.0.0.32 05-16-2024
Hyd. Hydrograph Hydrograph Peak Time to Hydrograph Inflow Maximum Maximum
No. Type Name Flow Peak Volume Hyd(s) Elevation Storage
(cfs) (hrs) (cuft) (ft) (cuft)
1 Rational Pre 3.501 1.20 15,124 —
2 Rational Post 21.10 0.13 10,128 —
3 Pond Route Water Quality Pond 2.428 0.25 7,232 2 173.64 9,577
19

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 3.501 cfs
Storm Frequency = 100-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 15,124 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.17*
Tc Method = TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 2.97 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
*Composite C Worksheet
AREA(ac) C DESCRIPTION
0.16 0.95 Impervious
6.77 015 Pervious
6.93 0.17
Qp = 3.50 cfs
4
3
=2
0'
1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time(min)
20

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 21.10 cfs
Storm Frequency = 100-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 10,128 cuft
Drainage Area = 6.93 ac Runoff Coeff. = 0.37*
Tc Method = TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = CRM SW MANUAL RAINFALL.idf Intensity = 8.23 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
*Composite C Worksheet
AREA(ac) C DESCRIPTION
1.61 0.95 Impervious
5.32 0.20 Pervious
6.93 0.37
Qp = 21.10 cfs
24-
22-
20-
18-
16 •
-
14-
U,
4-
=12-
0'
10-
8-
6-
4-
2-
0 i r 1 r I ' I r 1 r 1 r 1 r I r I r 1 r I r IF II
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time(min)
21

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.32 05-16-2024
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 2.428 cfs
Storm Frequency = 100-yr Time to Peak = 0.25 hrs
Time Interval = 1 min Hydrograph Volume = 7,232 cuft
Inflow Hydrograph = 2 - Post Max. Elevation = 173.64 ft
Pond Name = Wet Pond Max. Storage = 9,577 cuft
Pond Routing by Storage Indication Method Center of mass detention time=4.76 hrs
Qp = 2.43 cfs
24-
23-
22-
21
20-
19-
18-
17-
16-
15-
14-
13-
-
-12-
C1 -
11-
10-
9-
8-
7-
6-
5
4 •
3
2
1
0
I 1 1 1 I l I 1 r -I I I 1 I I l l 1 l l l l l g l ' I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
—Post—Water Quality Pond
22

PIPE NETWORK CALCULATIONS

Plan View Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
to
Project File:p210191-SW Network-Rev.sws

Line 1 Project Name:Enter Project Name...
05-18-2024
Stormwater Studio 2024 v 3.0.0.33
Elev (ft)
192.00 192.00
190.00 • 190.00
188.00 — 188.00
6
c
oLt10 c (5 c
186.00 c� � ®+ � ar• 186.00
co r- rn l0
o w w
N- N- � �
184.00 jg E » 01 v , 184.00
cn tr c = = w W
182.00 m - --- 182.00
O o N m
180.00 o w ,- ^1 180.00
O w
N E 5 d J
178.00 co o I 178.00
176.00 • 176.00
174.00 - 174.00
172.00 — - 75Lf-24"@ 1.01% 172.00
170.00 -- 170.00
0 10 20 30 40 50 60 70 80 90
Reach (ft)
Grnd Surface HGL - EGL
Project File:p210191-SW Network-Rev.sws

Line 2 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
CV
Elev (ft)
194.00 o o v 0 S- o lc , 194.00
Co l0 u3 l0 l0 T 2 - r N rn
W co r- '—' Ol M N
r-- CT c�0 Cn
W W W W
190.00 h; = =
u) a E —` 11 "' u+ w190.00
c o in ui p c o c
ul r` co O
' co ,—,- N al. LO
r w N-
O w w w _, _, — ,-
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186.00 `) " 12 w uj ,mos.".11— 186.00
182.00 — ........,.," 182.00
178.00 — — ------------- -- ----- ------- ------ -___________-r 178.00
-------------
174.00 -----� " 2J10%
179►-f- 18 @ 174.00
i
•
170.00 170.00
166.00 166.00
0 20 40 60 80 100 120 140 160 180 200 220
Reach (ft)
Gmd Surface HGL - EGL
Project File:p210191-SW Network-Rov.sws

Line 3 Project Name:Enter Project Name...
05-18-2024
Stormwater Studio 2024 v 3.0.0.33
Elev (ft)
195.00 195.00
193.00 - o' L 5 ,. 193.00
O gl O u1 0 c a c
((NI _ Q
N 0 C C j a• . c0 N. r Ol MI
191.00 Ja � � � cJ = o L °' � � � 191.00
, l0 l0 l0 lD 4. OOl ^ d W W W J .-'
O co N.N. .— rn M v E > > l7 ,7 l7 l7
r- r- fY C C 2 W W
189.00 — w _ _ 189.00
m E > > > 31
V) IR C C C W W
187.00 r�..= 187.00
185.00 — 185.00
183.00 183.00
181.00 181.00
V --
179.00 179.00
0 1
177.00 177.00
71 Lf-18"@ 1.9'9%
175.00 - 175.00
173.00 173.00
0 10 20 30 40 50 60 70 80 90
Reach (ft)
Gmd Surface HGL - EGL
Project File:p210191-SW Network•Rev.sws

Line 4 Project Name:Enter Project Name...
05-18-2024
Stormwater Studio 2024 v 3.0.0.33
Elev (ft)
207.00 - 207.00
203.00 --- , 203.00
199.00 o 7 199.00
Y
M 7 •J d- d' Ct d' 0 c c co c c c
N O 7 7 t\
1` p co co 00 GI O 01 'w1 l0 fV Q1
J V rn O O co q co co co GI ui vi r. ui ioLri
195.00 0 ^ ^ a' c i w w ui u; W 00 00 �o Sri Sri .i
ro v of r°195XCe
O Lf1 O J J J J J J J J
ui r 00 00 E > > > > l7 M l7 .7 l7 l7 l7 l7
O W W J J C C I _ _ I w w w w
E > > L9 l7 do
rn c C = S w w
191.00 191.00
—ri
.o -
187.00 — - i y 187.00
•
183.00 — -------- -------- --- --- 183.00
---- ;1------ ---------------- 370Lf 18" 1.54%
179.00 179.00
175.00 175.00
171.00 171.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450
Reach (ft)
Grnd Surface HGL - EGL
Project File.p210191-SW Network-Rev.sws

Line 5 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Elev (ft)
204.00 - 204.00
202.00 202.00
200.00 200.00
198.00 - 198.00
196.00 - 196.00
194.00 s- � � vvv0 " o c . o ; 194.00
� r-- cococo _ oOp
ao rr1 rri r i rn N o u
o cc co co co co i!1 WO In � m 8
192.00 o w1w � � � • . ni co «> � 192.00
00
W
co E > > > > ( ( u - > - J
C C C C C S 2 W W
CO C 2 w
190.00 190.00
188.00 — 188.00
186.00 — --- -------- -- — 186.00
184.00 — 166Lf- 15" @ 1.01% 184.00
182.00 182.00
0 20 40 60 80 100 120 140 160 180
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network-Rev.sws

Line 6 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Elev (ft)
202.00 — -- 202.00
200.00 200.00
198.00 - 198.00
196.00 - 196.00
CD
194.00 o = rr m � 194.00
°D m m m m o ^t . VN- m O
C)o v- c0 a0 00 a0 ul � IA LA CO LL l O
} . co co co co 00
192.00 CD ,, ,, . , � u, 192.00
J J J J } _ co
�II E > > > > l7 15 l7 c.7 O w "' J
� E c c c c i i w w cv E > _, J
U) c S w
190.00 — 190.00
188.00 — 188.00
186.00 186.00
184.00 __._.— 29Lf 15" Q 2.01% 184.00
182.00 ------ 182.00
0 5 10 15 20 25 30
Reach (ft)
• - Grnd Surface HGL - EGL
Project File:p210191-SW Network•Rev.sws

Line 7 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Elev (ft)
193.00 - 193.00
fV 5
191.00 a; o " -5 • 191.00
189.00
O • I-- Q1 Ol y j
189.00 0� - cnu, mo J v 0 a %
co > > > d l7 l7 0
o
u) rY c C = S 2 w w N ao .. 0 1O oro
r
187.00 N w L' 187.00
m E > l7 C7 L
inc - = = LL, LL,
185.00 �. 185.00
183.00 183.00
1
181.00 181.00
179.00 ii-r-
_____ir 179.00
177.00 I I 1 177.00
175.00 — 175.00
173.00 173.00
0 20 40 60 80 100 120 140 160 180 200 220 240 260
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network-Rev.sws

Line 8 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Elev (ft)
197.00 197.00
195.00 195.00
193.00 — 193.00
191.00 191.00
N. Y
d O C
189.00 .. o7o `-8 c- °a 189.00
°dcdg �amco
rn r 5
o aia) aiai c 0 - >
187.00 O wLL.ILL, — — — — J �+ 0° 8O
2, E ; ; 74 � 3' 0' try r of 187.00
v) rr = c _ = LL, u, o of a;
185.00 f1 E _ I.,) tt
185.00
rn ce 2 w
183.00 � 183.00
181.00 181.00
AillE
179.00
. 179.00
--- - 107Lf-15"@ 1.00%
177.00 177.00
175.00 175.00
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Gmd Surface - HGL - EGL
Project File:p210191-SW Network-Rev.sws

Line 9 Project Name:Enter Project Name...
05-18-2024
Stormwater Studio 2024 v 3.0.0.33
Elev (ft)
198.00 198.00
196.00 196.00
rm
ai
c Q c Ln 40c
194.00 J '- - (40 NI
., QQ - 194.00
,. 5, � � Er; 1' � � � I
N Q C C c +-' }, M r- °r W tr t.r1 to t.li vi tfi
7
:J Na. I, 1Q CQ ' o t-tIwww00wco °000 °o
J J J
t m rci rri rri E > > > l7 d d (' d d
p co c0 co co c0 tri tri 0 c c c 2 = = w w w
192.00 o w '7 7 7LT/ '7 A ,A Og OR 192.00
12 E J J J J
F2 c c c c = = tL W
190.00 -_ --- 190.00
w
188.00 188.00
186.00 - I 1 �I i 186.00
v./ _ 4
,
,
184.00 --.. 1 1 184.00
32Lf-15" @ 1.01
182.00 182.00
0 5 10 15 20 25 30 35 40 45
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network-Rev.sws

L•
ine 10 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
OS-18-2024
Elev (ft)
200.00 200.00
198.00 - - 198.00
196.00 o- 196.00
ai O = y _ �-
5 `., N N O E O c J Ln O O O C O c
194.00 0 � coco � � � Lo "' � 44W � � cc 194.00
in i-n
+ cococo + � • • a) a) oow
0 W W W W J J O LLB IL W
coo E > > > l7 l7 co E > 5 0 l7 ,0 0
192.00 rn � u w c c c = = , WE cc = = w Lu 192.00
190.00 - 190.00
188.00 188.00
186.00 - -. j 186.00
i —
l0 ;_
184.00 54Lf 15 @ 0-99% 184.00
182.00 - 182.00
0 10 20 30 40 50 60 70
Reach (ft)
Gmd Surface HGL - EGL
Project File:p210191-SW Notwork-Rev.sws

Line 11 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Elev (ft)
204.00 204.00
202.00 202.00
200.00 • 200.00
198.00 198.00
0
196.00 r 196.00
o 0 0 = p c , N" m O c 0 c
't o d' SI .- pl CO O ul CT t�
194.00 0 ,--an si 0 1„°; "' F c.2 LA LA 194.00
+ • . . co00coco + . . . cocoopoo
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3, E > > � � 3 ca E > > iii� t� d
192.00 `n � ` c = ww inE c ci = Wu, 192.00
190.00 '—.. - -- .....r ,
190.00
188.00 1 188.00
186.00 -•---.. 186.00
1111111111,1111,
I 44Lf- 15"@ 1.01 9/0
184.00 -- — 184.00
182.00 182.00
0 5 10 15 20 25 30 35 40 45 50
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network-Rev.sws

Line 12 Project Name:Enter Project Name...
05-18-2024
Stormwater Studio 2024 v 3.0.0.33
Elev (ft)
202.00 202.00
200.00 200.00
198.00 198.00
I
196.00 - N 196.00
6O c 07
J — m 0 0 J O
194.00 0 _a' A 0N °OTTrr ? etCiO • V:cr, 194.00
o ko LAlf3 up
+ 03 CO co co •- co 03
o W W W O W W
_ J JJ
�
192.00 `o = = W W - `n � _ w 192.00
N
190.00 — 190.00
188.00 - 188.00
186.00pi.aimmaa...a.whowaimaiwamimaiaimmi JL
-- 1 186.00
72Lf- 15"@1.00°/0
184.00 184.00
182.00 182.00
0 10 20 30 40 50 60 70 80
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network-Rev.sws

Line 13 Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Elev (ft)
202.00 - 202.00
200.00 — 200.00
198.00 - 198.00
co
196.00 . ai — 196.00
ai O E E *' 45 E O E —
J ul t0 N N 0 c) C J 000 70 O C O C
194.00 omr- r- r- ,�; ° Ul ry � ea `„°, ° 194.00
+ • . . • ,� CO co Ul + co co 00 0:
o w w w w w
'^ O w II
M E > > > d l7 331 l7 m E > > l7 l7 l7 L
u) C2 ` c `
192.00 I I ww C
`nR c c21WLL 192.00
190.00 ---...-----. - +~ — 190.00
188.00 188.00
186.00 186.00
1
184.00 42Lf-15"@ 0.99% 184.00
182.00 182.00
0 5 10 15 20 25 30 35 40 45 50
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network-Rev.sws

Line 14 Project Name:Enter Project Name...
05-18-2024
Stormwater Studio 2024 v 3.0.0.33
Elev (ft)
204.00 1 204.00
202.00 202.00
200.00 200.00
198.00 198.00
m-
M r
196.00 — - - - m 196.00
ai O c
J ,- to 0 C 0 J o 0 0 C O
194.00 0 , o — � � u1LA a+- 01n' aoO' 194.00 cn ui
+ • . - aoco + . . coao03coo
O u w w '— .- O w CO r-
J
(Q E > > l7 l7 17 (, m E > l7 t7 l7 C7
192.00 `o � —C —C = = Ww � irE = = wW 192.00
190.00 190.00
188.00 I 188.00
186.00 186.00
72Lf- 15"@ 1.0 0%
184.00 184.00
182.00 182.00
0 10 20 30 40 50 60 70 80
Reach (ft)
Gmd Surface HGL • EGL
Project File:p210191-SW Network-Rev.sws

Storm Sewer Tabulation Project Name:Enter Project Name...
05-18-2024
Stomiwater Studio 2024 v 3.0.0.33
Line ai Drng Area c C x A Tc P a ' P Line Invert Elev HGL Elev Surface Elev Line
ID c o R m c No
co '- coo o. 7,Incr. Total X !nor Total Inlet Syst c ~ g > Size Slope Up Dn Up Dn Up Dn
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
Line 1 74.62 0.350 5.830 0.95 0.33 2.60 5.0 7.17 6.29 16.39 22.68 7.09 24 1.01 172.75 172.00 174.19 173.33 181.50 176.00 1
Line 2 178.86 0.030 5.480 0.95 0.03 2.27 5.0 6.86 6.38 14.48 14.86 8.20 18 2.00 176.43 172.85 177.92 174.62 186.00 181.50 2
Line 3 71.20 0.070 3.270 0.95 0.07 1.51 5.0 6.72 6.41 9.71 14.83 5.50 18 1.99 177.95 176.53 179.44 178.90 187.40 186.00 3
Line 4 369.70 0.120 3.200 0.95 0.11 1.45 5.0 5.96 6.63 9.60 13.03 5.93 18 1.54 183.74 178.05 184.92 179.74 188.86 187.40 4
Line 5 164.50 1.300 1.300 0.37 0.48 0.48 5.0 5.00 6.92 3.33 6.49 3.59 15 1.01 185.50 183.84 186.23 185.50 188.50 188.86 5
Line 6 29.40 1.420 1.420 0.36 0.51 0.51 5.0 5.00 6.92 3.54 9.15 2.96 15 2.01 184.43 183.84 185.55 185.49 188.42 188.86 6
Line 7 224.20 1.370 2.180 0.36 0.49 0.73 5.0 5.41 6.79 4.94 8.82 2.80 18 0.70 178.01 176.43 179.60 179.11 184.14 186.00 7
Line 8 106.90 0.810 0.810 0.29 0.23 0.23 5.0 5.00 6.92 1.63 6.46 1.91 15 1.00 179.18 178.11 179.84 179.76 182.59 184.14 8
Line 9 31.70 0.060 0.360 0.95 0.06 0.34 5.0 5.85 6.66 2.28 6.49 1.86 15 1.01 184.16 183.84 185.57 185.53 190.15 188.86 9
Line 10 54.30 0.060 0.180 0.95 0.06 0.17 5.0 5.62 6.73 1.15 6.44 1.12 15 0.99 184.80 184.26 185.64 185.63 190.15 190.15 10
Line 11 43.60 0.060 0.120 0.95 0.06 0.11 5.0 5.41 6.79 0.77 6.49 1.84 15 1.01 185.34 184.90 185.69 185.67 190.17 190.15 11
Line 12 72.20 0.060 0.060 0.95 0.06 0.06 5.0 5.00 6.92 0.39 6.45 1.67 15 1.00 186.16 185.44 186.41 185.86 190.10 190.17 12
Line 13 42.40 0.060 0.120 0.95 0.06 0.11 5.0 5.42 6.79 0.77 6.43 0.70 15 0.99 184.68 184.26 185.64 185.64 190.17 190.15 13
Line 14 72.30 0.060 0.060 0.95 0.06 0.06 5.0 5.00 6.92 0.39 6.44 1.32 15 1.00 185.50 184.78 185.75 185.65 190.10 190.17 14
Notes:IDF File=CRM SW MANUAL RAINFALL.idf,Return Period=10-yrs. Project File:p210191-SW Network-Rev.sws

Energy Grade Line Calculations Project Name:Enter Project Name...
Stormwater Studio 2024 v 3.0.0.33
05-18-2024
Line Line Downstream a� Upstream Pipe Junction
Q c
No Size Invert HGL Vol EGL -I Invert HGL Vel EGL n Enrgy HGLa EGLa Enrgy
Elev Depth Area Elev Vet Head Elev Elev Depth Area Elev Vel Head Elev Value Loss Elev Elev Loss
(in) (cfs) (ft) (ft) (sqft) (ft) (Ws) (ft) (ft) (ft) (ft) (ft) (sqft) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft)
1 24 16.39 172.00 1.33$ 2.21 173.33 7.40 0.85 174.42 74.62 172.75 1.44 2.42 174.19 6.78 0.71 174.90 0.013 0.479 174.54 175.25 0.35
2 18 14.48 172.85 1.50 1.77 174.62 8.20 1.04 175.67 178.86 176.43 1.49 1.77 177.92 8.20 1.05 178.97 0.013 3.300 178.13 179.18 0.21
3 18 9.71 176.53 1.50 1.77 178.90 5.50 0.47 179.37 71.20 177.95 1.49 1.77 179.44 5.50 0.47 179.91 0.013 0.543 179.55 180.02 0.11
4 18 9.60 178.05 1.50 1.77 179.74 5.43 0.46 180.20 369.70 183.74 1.182 1.49 184.92 6.42 0.64 185.56 0.013 5.362 184.92 185.56 0.00
5 15 3.33 183.84 1.25 1.23 185.50 2.71 0.11 185.61 164.50 185.50 0.732 0.74 186.23 4.47 0.31 186.54 0.013 0.931 186.23 186.54 0.00
6 15 3.54 183.84 1.25 1.23 185.49 2.88 0.13 185.62 29.40 184.43 1.12 1.16 185.55 3.04 0.14 185.70 0.013 0.083 185.65 185.79 0.09
7 18 4.94 176.43 1.50 1.77 179.11 2.80 0.12 179.23 224.20 178.01 1.50 1.77 179.60 2.80 0.12 179.72 0.013 0.497 179.65 179.77 0.05
8 15 1.63 178.11 1.25 1.23 179.76 1.32 0.03 179.78 106.90 179.18 0.66 0.65 179.84 2.49 0.10 179.93 0.013 0.150 179.94 180.03 0.10
9 15 2.28 183.84 1.25 1.23 185.53 1.86 0.05 185.59 31.70 184.16 1.25 1.23 185.57 1.86 0.05 185.62 0.013 0.039 185.59 185.64 0.02
10 15 1.15 184.26 1.25 1.23 185.63 0.94 0.01 185.65 54.30 184.80 0.84 0.88 185.64 1.31 0.03 185.67 0.013 0.023 185.65 185.68 0.01
11 15 0.77 184.90 0.77 0.79 185.67 0.97 0.01 185.69 43.60 185.34 0.35 0.29 185.69 2.70 0.11 185.81 0.013 0.122 185.76 185.87 0.06
12 15 0.39 185.44 0.42 0.36 185.86 1.10 0.02 185.87 72.20 186.16 0.252 0.18 186.41 2.24 0.08 186.49 0.013 0.615 186.41 186.49 0.00
13 15 0.77 184.26 1.25 1.23 185.64 0.63 0.01 185.64 42.40 184.68 0.96 1.01 185.64 0.76 0.01 185.65 0.013 0.006 185.65 185.66 0.01
14 15 0.39 184.78 0.87 0.92 185.65 0.43 0.00 185.66 72.30 185.50 0.25 0.18 185.75 2.21 0.08 185.83 0.013 0.173 185.82 185.90 0.07
Notes:Return Period=10-yrs. 2 Critical depth. $Supercritical. Pmject File:p210191-SW Ne6rak-Rev.sws

OUTLET PROTECTION CALCULATIONS

OUTLET PROTECTION
Input Data
Pond Inlet Pipe Description
2 Pipe Diameter(ft)
16.39 10-yr Discharge(cfs) from SW Network Calculations
7.09 Velocity(ft/s) from SW Network Calculations
Design Calculations
2 Zone- Fig. 8.06c
Class B(Light) Apron Material
6 Apron Length(ft)
6-inches Diameter of Stone
18-inches Apron Thickness

OUTLET PROTECTION
Input Data
Pond Outlet Pipe Pipe Description
1.25 Pipe Diameter(ft)
1.74 10-yr Discharge(cfs) from Runoff Calculations
4.75 Velocity(ftls) from Open Pipe Calculations
Design Calculations
2 Zone-Fig. 8.06c
Class B(Light) Apron Material
3.75 Apron Length(ft)
6-inches Diameter of Stone
18-inches Apron Thickness

MANNING'S EQUATION FOR PIPE FLOW
Project: P210191 - RMMP Location: Pond Outlet Pipe
By: Phillip Joyner, Jr Date: 5/18/2024
Chk. By: Date: mdo version 12.8.00
Clear Data Entry
0 Cells
INPUT
D= 15 inches
d= 6 inches
Mannings Formula d n= 0.013 mannings coeff
p 0= 156.9 degrees
Q=(1.486/n)ARh213S1r2 . S= 0.0296 slope in/in
R=A/P
A=cross sectional area
P=wetted perimeter V=(1.49/n)Rh213S1/2
S=slope of channel Q=V x A
n=Manning's roughness coefficient
Solution to Mannings Equation Manning's n-values
Wetted Hydraulic
Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.01
0.46 1.71 0.27 8.17 3.75 PE(<9"dia) 0.015
PE(>12"dia) 0.02
PE(9-12"dia) 0.017
CMP 0.025
ADS N12 0.012
Created by: Mike O'Shea HCMP 0.023
Conc 0.013

WETLANDS/WATERS DELINEATION
REPORT

2401 Brentwood Rd, Suite 107
r Terracon Raleigh, NC 27604
P [phone]
Terracon.com
December 15, 2023
Mack Gay Associates, PA
1667 Thomas A. Betts Pkwy
Rocky Mount, NC 27804
Attn: Mr. Scott Bumgarner
E: [e-mail]
RE: Rocky Mount Memorial Park
Wetlands/Waters Delineation
Nash County, NC
Terracon Project No: 70237669
Dear Mr. Bumgarner:
Terracon Consultants, Inc. (Terracon), has completed the requested wetlands and waters
delineation for the Rocky Mount Memorial Park, totaling approximately 9-acres in Nash County, NC
(Exhibit 1). Terracon staff was tasked with identifying features that may be considered subject to
jurisdiction and permitting requirements under Sections 404 and 401 of the Clean Water Act
(CWA).
Background Research
Prior to the initiation of field efforts, several available resources were reviewed, including the U.S.
Geological Survey (USGS) 7.5-minute topographic quadrangle of Drake, NC, the Natural Resources
Conservation Service (NRCS) published Soil Survey of Nash County, NC, aerial photography, and
other publicly available mapping resources. Field work was conducted by technical staff on
December 14, 2023.
Topography
Topography in the study area is characterized by flat land. Elevations range from a high of
approximately 193 feet above mean sea level (MSL) down to approximately 177 feet above MSL
(Exhibit 1) based on a review of USGS mapping and other online resources.
Soils
Exhibit 2 depicts two (2) soil mapping units potentially occurring in the study area: Norfolk loamy
sand, 2-6% slopes; and Norfolk-Wedowee complex, 2-6% slopes. Neither of the soil mapping
units, potentially occurring in the study area, are considered a hydric (wetland) soil by NRCS.
Delineation Methodology
Terracon initially reviews readily available published resources to preliminarily identify features
indicative of potential waters of the United States (WOTUS), including wetlands, on the site or in
the immediate vicinity of the site. A field investigation is then performed to identify and delineate
Explore with us

Rocky Mount Memorial Park I Nash County, NC
December 15, 2023 I Terracon Project No. 70237669 ,r Terracon
potential WOTUS and wetland areas utilizing the Routine On-site Determination Method described
in the 1987 U.S. Army Corps of Engineers (USACE) Wetland Delineation Manual (USACE Manual)
and the USACE April 2012 Atlantic and Gulf Coastal Plain Regional Supplement 2.0
(EMPPRS). Potential wetland areas are located and investigated based on the three wetland
parameters of hydrophytic vegetation, hydrology, and hydric soil indicators.
Hydrophytic vegetation is assessed by identifying plant species and their assigned wetland
indicator rating of obligate (occur in wetlands >99% of the time), facultative wet (occur in wetlands
67-99% of the time), facultative (occur in wetlands 34-66% of the time), facultative upland (occur
in wetland 1-33% of the time), and upland (occur in wetlands <1% of the time). The USACE
manual defines hydrophytic vegetation as present when at least 50% of the dominant plant species
are rated obligate, facultative wet, or facultative. Hydrology is determined based on a number of
primary indicators (surface water, water marks, drift deposits, reduced iron presence, oxidized
rhizospheres, etc.) and secondary indicators (soil surface cracks, drainage patterns, crawfish
burrows, shallow aquitard, etc.). The USACE manual defines hydrology as present when at least
one primary indicator and two secondary indicators are identified. Hydric soil is determined by
investigating soil features such as color matrix, hue, and evidence of redox features including
indicators such as saturation, stratified layers, gleyed matrix, mucky surface, organic/peat layers,
hydrogen sulfide odor, and evidence of mottling indicating reduced conditions.
Potential wetland areas identified with all three parameters as described above are located and
delineated by designating boundaries with flagging tape. A data point is collected for each wetland
area on the site detailing conditions as related to hydrophytic vegetation, hydrology, and hydric
soil. The location of the data point is selected at a specific flag number indicative of conditions
throughout the entire wetland area and adjacent upland area. Only one data point is typically
collected for each wetland area on the site. Additional data points may be collected for atypical
situations such as larger wetland areas that may exhibit differing ecological conditions in certain
areas.
Additional potential WOTUS including stream channels, drainageways, and ditches are located,
marked with flagging tape, and investigated to determine a preliminary stream classification,
overall drainage patterns, and potential hydrologic connections to other WOTUS and wetland
areas. If applicable, Terracon utilizes a sub-meter global positioning system (GPS) unit to locate
field flagging. Otherwise, field flagging is located by an outside contracted surveyor.
Wetlands and Waters
Section 404 of the Clean Water Act (CWA) requires regulation of discharges into WOTUS, including
wetlands. Although the principal administrative agency of the CWA is the U.S. Environmental
Protection Agency (EPA), the USACE has major responsibility for implementation, permitting, and
enforcement of provisions of the CWA. Water bodies such as rivers, lakes, and streams are subject
to jurisdictional consideration under the Section 404 program. However, by regulation, certain
wetlands are also considered WOTUS. Our delineation methodology generally follows the guidance
outlined in the Regional Supplement to the USACE Wetland Delineation Manual for the Atlantic and
Gulf Coastal Plain region, which states that areas must exhibit three distinct characteristics to be
considered jurisdictional wetlands: 1) prevalence of hydrophytic (water tolerant) plants; 2)
presence of hydric soils; and 3) sufficient wetland hydrology indicators within 12 inches of the
ground surface. The study area was also reviewed for the presence of tributaries (stream
channels) using criteria provided by the USACE and the N.C. Division of Water Resources
(NCDWR). When present, intermittent, and perennial tributaries, and certain other surface waters,
are also considered typically jurisdictional by the USACE and/or NCDWR.
2
Explore with us

Rocky Mount Memorial Park I Nash County, NC
December 15, 2023 I Terracon Project No. 70237669 r ierracon
The following wetlands and waters will be under federal jurisdiction pursuant to the CWA:
• Traditional navigable waters (TNWs)
• Wetlands adjacent to TNWs
• Non-navigable tributaries of traditional navigable waters that are relatively permanent
where the tributaries typically flow year-round or have continuous flow at least seasonally
(3 months). This includes perennial streams and most intermittent streams
• Wetlands that are adjacent to such waters and tributaries
• Relatively permanent, standing or continuously flowing bodies of water "forming
geographic features" that are described in ordinary parlance as "streams, oceans, rivers,
and lakes". These are Relatively Permanent Waters (RPWs).
The U.S. Supreme Court issued its decision in Sackett v. Environmental Protection Agency (EPA)
on May 25, 2023. Based on the ruling, waters of the U.S. (WOTUS) are limited to streams, rivers,
lakes, oceans, relatively permanent water bodies that are connected to navigable waters that are
navigable in fact, and wetlands that have a continuous surface connection (i.e. adjacent) with
navigable waters; provided the relatively permanent water bodies and wetlands constitute WOTUS
and are"indistinguishable from"those waters. As of August 29, 2023, the new WOTUS Rule defines
adjacent to mean "having a continuous surface connection".
Based on the May 25, 2023, court ruling, the significant nexus test is no longer relevant, and some
previously Section 404 wetlands may no longer be jurisdictional under Section 404 if they do not
have a continuous surface connection to receiving waters. This ruling is significant because unlike
previous court decisions, the Sackett case gives a majority ruling that will reshape the Section 404
regulatory framework in a more concise manner. It also has changed the way the State of North
Carolina views those wetlands that are determined to be isolated/non-404 wetlands.
Previously under state law, North Carolina had an "isolated/non-404 wetland" permitting program,
which generally required a state permit even if the wetland is not subject to Section 404 jurisdiction
of the Corps. However, the need for a state permit has changed. On June 27, 2023, the NC
legislature changed the state law definition for"wetlands"to be consistent with the federal rule. On
September 20, 2023, North Carolina provided a public notice that stated, "Isolated wetlands and
non-jurisdictional wetland permits will not be necessary for properties that have received Approved
Jurisdictional Determinations (AJDs) confirming the wetlands on the property are not under the
WOTUS rule". Now that the USACE and EPA have restricted wetlands to only those water features
with a continuous connection to a water course, it appears that the NCDEQ will not require
isolated\non-404 wetland permits.
The following waters will still likely be considered non jurisdictional under the CWA:
• Swales or Erosional features (gullies, small washes characterized by low volume, infrequent
or short duration flows)
• Ditches (including roadside ditches) excavated wholly in and draining only uplands and that
do not carry a relatively permanent flow of water.
Preliminary Delineation Results
Our review of the Rocky Mount Memorial Park Site identified no potential WOTUS, including
wetlands, that could be subject to Section 404/401 jurisdiction by the USACE and/or NCDWR,
occur onsite. No areas were observed that exhibited the three, required wetland criteria;
vegetation, hydric soil conditions, and hydrology. No stream channels or tributaries were observed.
3
Explore with us

Rocky Mount Memorial Park I Nash County, NC pl"
December 15, 2023 I Terracon Project No. 70237669 ,r ierracon
Clean Water Act Permitting
Most impacts to wetlands and WOTUS, which are deemed under the jurisdiction of either the federal
or state regulatory authority (USACE or NCDWR, respectively) must first be permitted pursuant to
Section 404 and Section 401 of the CWA. Activities so authorized are subject to additional
requirements to comply with water quality and storm water management regulations. The
Nationwide Permit (NWP) program, administered by USACE, provides permitting of impacts which
do not exceed pre-determined thresholds. No potentially jurisdictional features were observed
onsite and no CWA permitting is anticipated.
Riparian Buffers/Setbacks
The project study area is within the Tar-Pamlico River Basin. Per the Tar-Pamlico River Basin
Riparian Buffer Rules, a 50-foot buffer may apply to streams that are mapped on either the most
current version of the 1:24,000 scale (7.5 minute) quadrangle topographic map (Exhibit 1) and/or
the published Soil Survey prepared by the Natural Resources Conservation Service of the United
States Department of Agriculture (Exhibit 2). No streams or ponds are depicted within the study
area pursuanrt to the published soil survey and the topographic map. Riparian buffers will not
apply to this site.
Recommendations
No potential wetlands or WOTUS were identified on the Rocky Mount Memorial Park Site. No
riparian buffers apply to the site. Please contact our office if you have questions regarding this
evaluation.
Sincerely,
Terracon Consultants, Inc.
�yla� GvalteM Ritieutitott,grate
Dylan Warren Rhiannon Graham
Field Scientist Senior Staff Scientist
Jeff Harbour, SPWS
Senior Scientist
Attachments: Exhibits and Photographs
4
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Project Study Area DATA SOURCES:
0 500 1,000 2,000 USGS Topographic Basemap;2022;Site Boundary
based on NC One Map Nash County
Feet
PM: Project No. EXHIBIT
RG 70237669 111111 `-- USGS Topographic NO.
Drawn By: Scale: Ngierracon
NR 1 in = 1,000 ft.
Checked By: Filename: Rocky Mount Memorial Park
DW MemorialPark Nash County, NC
Approved By: Date: 2401 Brentwood Road.Sure 107 Raleigh.NC 27604
RG December 2023 Phone [phone] Fax, [phone]

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NRCS Soil Mapping Units:
• NoB: Norfolk loamy sand,2-6%slopes
't T. NpB: Norfolk-Wedowee complex,2-6%slopes
Project Study Area
0 175 350 700 DATA SOURCES:
Site Boundary based on NC One Map Nash County;
liiNRCS Soil Data Nash County 2989
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PM: Project No. EXHIBIT
RG 70237669 NRCS Soil Survey No.
Drawn By. Scale: iierracon
NR 1in = 350ft.
Checked By Filename Rocky Mounty Memorial Park
DW MemorialPark Nash County. NC 2
Approved By: Date 2401 Brentwood Road sole 107 Raleigh,NC 27604
RG December 2023 phone' [phone] Fan [phone]

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:11;C.41%". These preliminary delineation results are subject to regulatory
4 review and concurrence. .
This is not a replacement for a traditional survey and is suitable •
for preliminary planning purposes only and for use by a surveyor
\< r '" to aid in locating flags.
There were no wetlands or water of the US that were found on -
site.
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Project Study Area
0 100 200 400 DATA SOURCES:
Earl Aerial Imagery Basemap 2023;Site Boundary based
11 on NC One Map Nash County
Feet
PM: Project No. EXHIBIT
RG 70237669 W" --- Potential Wetlands and Waters NO.
Drawn By: Scale: is ierracon
NR 1 in = 200 ft. Rocky Mount Memorial Park
Checked By: Filename: 3
DW MemorialPark Nash County, NC
Approved By: Date: 2401 Brentwood Road.Suae 107 Rakgh,NC 27604
RG December 2023 Phone [phone] Fan [phone]

Project No. 70237669 „.lerracvn
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Photograph 2: General upland
Rocky Mount Memorial Park

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Project No. 70237669
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Photograph 4: General upland
Rocky Mount Memorial Park