SW5240103_Design Calculations_20240422

1 667 Thomas A. Pkw ., Rocky Mount, 27804
Phone:
Betts 25GA
IV(
2- y
446-3017R - Fax: [phone]NC
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
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October 21, 2023
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Prepared by:
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Phillip Joyner, Jr., PE

TABLE OF CONTENTS
SECTION 1 Stormwater Narrative
SECTION 2 USGS Map, Soils Map, Surface Water Classification
SECTION 3 Deed
SECTION 4 Supplement EZ Cover Page, Drainage Areas Form, Wet Pond Form
SECTIONS Wet Pond Calculations
SECTION 6 Runoff Calculations
SECTION 7 Pipe Network Calculations

STORMWATER 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 1.25 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 1.25 1.49 2.15 3.23
POST .023 .025 .466 2.381
all flow is in cfs

USGS MAP, SOILS MAP, SURFACE
WATER CLASSIFICATION

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NC Surface Water NC Classification... Report an Issue
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Detail• Legend
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Classifications:
Stream 28-70
Index:
Surface Water Classifications: v LB 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>
Zoom to What does View
this Class.
mean?
River Basin: Tar-
Pamlico
-77.842 35.999 D...
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1,000 ft I State of North Carolina DOT,Esri,HERE,G... Powered by Esri

DEED

Page 1 of 3
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Doc ID: C089849/0003 Tvoe: CRP
Recorded: 03/02/2018 at 10:49:67 An
Fee Amt: $1.904.00 Page 1 of 3
Revenue Tax: $1.878.00
Dash County North Carolina
Anne J. Melvin Register of Deeds
•
This instrument prepared by: 11 � lK 2 V 14 PO! Igi V-7 /7ee
V
a licensed North Carolina attom
kt
Delinquent taxes,if any,to be paid by the closing attorney to the county Tax
Collector upon disbursement of closing proceeds.
NORTH CAROLINA SPECIAL WARRANTY DEED
Prepared by and After Recording Return to: Parcel Number:
Kim L.Bayless Revenue Stamps:$ 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 1,2016 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.
3
Book: 2814 Page: 773 Seq: 1

Page 2of3
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 M�a
Book 4. Pages 114, 162; Map Book 5, Page 14; Map Book 6 Pages 88, 1l7, 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
J 09, 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: .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)
q nq` 4 CAMILLE VARGO
'
Notary Public,State of Texas
My Commission Expires
" , April 09,2016
2
Book: 2814 Page: 773 Seq: 2

Page 3 of 3 •
E?SIT 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 404.28 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.
/ 78'pe-4e.l
3 2.6,00
301921-00003000/4969350v8 Book: 2814 Page: 773 Seq: 3

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

SUPPLEMENT-EZ COVER PAGE
LOAD SUPPLEMENT FORMS
PROJECT INFORMATION
1 i 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) N/A
8 Will the vegetated setback remain vegetated? N/A
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(cd)? N/A
10 Is streambank stabilization proposed on this project? 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: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 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) 286,164
6 Onsite drainage area(sq ft) 286,164
7 Offsite drainage area(sq ft)
8 Total BUA in project(sq ft) 54450 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft)
New BUA not on subdivided lots(subject to
10 permitting)(sf) 51231 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft) 5431 sf
-Roof(sq ft)
-Roadway(sq ft) 49019 sf
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft) 3219 sf
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 19%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 5276 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
2 Minimum required treatment volume (cu ft) 5276 cf
GENERAL MDC FROM 02H .1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM (H:V)? 3:1
6 Does the SCM have retaining walls, gabion walls or other engineered No
side slopes?
Are the inlets, outlets, and receiving stream protected from erosion
7 (10-year storm)? Yes
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
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 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) 172.61
26 Surface area of the main permanent pool (square feet) 3094
27 Volume of the main permanent pool (cubic feet) 11137 cf
28 Average depth of the main pool (feet) 3.60 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) 1923 cf
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 12:17 PM 10/21/2023

WET POND
37 If orifice, orifice diameter (inches) 1.0 in
38 If weir, weir height (inches)
39 If weir, weir length (inches)
40 Drawdown time for the temporary pool (days) 4.1
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
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Wet Pond 2 12:17 PM 10/21/2023

WET POND CALCULATIONS

WATER QUALITY POND DESIGN CALCULATIONS
AREA SUMMARY PERMANENT POOL SIZING
acres sf Permanent Pool 11137 cf
Drainage Area 6.57 286189 Permanent Pool 3094 sf
Pervious Area 5.32 231 739 Average Depth= 3.6 ft
Impervious Area 1.25 54450 ENTER SA/DA TABLE WITH 3.6'
Impervious Cover 19%
SA/DA(from table) 1.1 Piedmont
Minimum Area 3005 sf
RUNOFF VOLUME Permanent Pool Area 3094 sf
Simple Method Permanent Pool Area Acceptable
RUNOFF COEFFICIENT CALCULATION
R„=0.05+0.9*IA
Rv=Runoff coeefficient(runoff(in)/rainfall(in),unitless
IA=Impervious fraction
Rv= 0.221233
VOLUME CALCULATION
V=3630*RD*Rv*A
V=Volume to be controlled for the design storm(ft3)
RD=Design Rainfall Depth (in) 1.0" or 1.5"
A=Watershed Area(acres)
Rainfall Capture Depth 1 inch
Runoff Volume 5276.205 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 614 614
168 1542 1385 1999
169 1889 1716 3715
170 2262 2076 5790
171 2669 2466 8256
Permanent Pool 172 3094 2882 11137
FOREBA Y
Elevation Area Incremental Cumulative Volume
(sf) Volume(cf) (cf)
Bottom of Sediement Storage 168 121
Bottom of Forebay 169 239 180 180
170 420 330 510
171 682 551 1061
Permanent Pool 172 1043 863 1923
Permanent Pool Total 11137 cf
Forebay to Main Pond 17.3% OK
TEMPORARY POOL STAGE-STORAGE TABLES
MAIN POND+FOREBAY
Elevation Area Incremental Cumulative Volume
Volume
Permanent Pool 172 4137 0
173 6281 5209 5209
174 7301 6791 12000
175 8378 7840 19840
176 9215 8797 28636
2

DRAW DOWN CALCULATIONS
ORIFICE CALCULATIONS
Q=Cp*A*1/(2*g*H0) 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 in
Orifice Size 0.08 ft
Orifice Area 0.005 sf
Temporary Pool Head 1.01 ft
Driving Head 0.323 ft
Discharge Rate 0.015 cfs
DRAWDOWN PERIOD
Discharge Time 4.1 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(lb/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(lb/ft3) 62.4
Displaced Water Weight 8764.1
Factor of Safety
Minimum 1.5
SF= 2.6

RUNOFF CALCULATIONS

Table of Contents Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
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-Dry 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

Basin Model Project Name:
Hydrology Studio v 3.0.017 10-21-2023
Pre Post
Water Quality Pond
1

Hydrograph by Return Period Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
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 1.250 1.493 2.154 3.234
2 Rational Post 9.195 10.77 14.18 18.88
3 Pond Route Water Quality Pond 0.023 0.025 0.466 2.381
2

Hydrograph 1-yr Summary Project Name:
10-21-2023
Hydrology Studio v 3.0.0.27
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 1.250 1.20 5,399 ---
2 Rational Post 9.195 0.13 4,413 —
3 Pond Route Water Quality Pond 0.023 0.27 3,039 2 172.84 4,400
3

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 1.250 cfs
Storm Frequency = 1-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 5,399 cuft
Drainage Area =6.23 ac Runoff Coeff. = 0.17*
Tc Method =TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = Roanoke Rapids.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
6.07 0.15 Pervious
6.23 0.17
Qp = 1.25 cfs
2
1.9
1.8
1.7
1.6 •
1.5
1.4
1.3
1.2
1.1 N\
1
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)
4

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 9.195 cfs
Storm Frequency = 1-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume =4,413 cuft
Drainage Area =6.57 ac Runoff Coeff. = 0.34*
Tc Method = TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = Roanoke Rapids.IDF Intensity =4.12 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
`Composite C Worksheet
AREA(ac) C DESCRIPTION
1.25 0.95 Impervious
5.32 0.20 Pervious
6.67 0.34
Qp = 9.19 cfs
10— -
9_ _ - _ ._ A _
I
- I
1
i
61 —
5- .
a i
4_ — . — - - -- '
3- — — —
1
2- — -- -
1
1_ - i - •
l -
1 II 1
0 i I , i . i n - . I III IIIIII
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 3.0.0.27 10-21-2023
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 0.023 cfs
Storm Frequency = 1-yr Time to Peak = 0.27 hrs
Time Interval = 1 min Hydrograph Volume = 3,039 cuft
Inflow Hydrograph = 2- Post Max. Elevation = 172.84 ft
Pond Name = Dry Pond Max. Storage = 4,400 cuft
Pond Routing by Storage Indication Method Center of mass detention time=21.40 hrs
Qp = 0.02 cfs
10
9-
8-
7-
6-
5-
4-
3-
2-
1-
O-r ' 1 1 I 1 1 1 I 1 I 1 I I 1 I I I 1 I I 1 1 f 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
6

Pond Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Dry 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 4,137 0.000 0.000
Voids(%) 100.00 1.00 i 173.00 1 6,281 5,209 5,209
Volume Calc None 2.00 174.00 7,301 6,791 12,000
3.00 175.00 8,378 7,840 19,840
4.00 176.00 9,215 8,797 28,636
Stage-Storage
176- 4
175- -3
in
a
(T.,174- -2
w
173- -1
172 ' I i 1 I i i 1 i 0
0 4000 8000 12000 16000 20000 24000 28000
Total Storage(cuft)
—Contours
7

Pond Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Dry Pond Stage-Discharge
Orifices
Culvert I Orifices Culvert Orifice Plate
1* 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
Weirs
Weirs Riser* Ancillary
1* 2 3
Shape/Type Box Rectangular Exfiltration, in/hr
Crest Elevation, ft 174 173.1
Crest Length, ft 16 3
Angle, deg
Weir Coefficient, Cw 3.3 3.3
'Routes through Culvert.
Stage-Discharge
176 4
175- •3
174 •2
LL, �
173 -1
172-t r0
0 1 2 3 4 5 6 7 8 9 10 11
Discharge(cfs)
Top of Pond —Culvert —Riser —Orifice —Rectangular --Total Q
8

Pond Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Dry Pond Stage-Storage-Discharge Summary
Orifices,cfs weirs,cfs
Stage Elev. Storage Culvert Riser Pf Riser Exfil User Total
(ft) (ft) (tuft) (cfs) 1 2 3 (cfs) 1 2 3 (cfs) (cfs) (cfs) (cfs)
0.00 172.00 0.000 0.000 0.000 0.000 0.000 0.000
1.00 173.00 5,209 0.025 is 0.025 0.000 0.000 0.025
2.00 174.00 12,000 6.163 is 0.014 0.000 6.149 s 6.163
3.00 175.00 19,840 9.105 ic 0.000 0.000 0.000 9.105
4.00 176.00 28,636 10.85 ic 0.000 0.000 0.000 10.85
Sulfur key:ic=Inlet control,oc=outlet control,s=submerged weir 9

v
Q a O
m D
16- Dry Pond - Drain Time _4 =0 CD-
a
a X
(D
o
O
M-
175- 13
LA
d
?174- •2 m
u,
o --
173- 1
m
x
lig-
O.
CD
O.
172 , 1 ..._r--.1 1 1—r- I r I i I_ _1 , 1 I i i i i I , i 1 I I t 0 v
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 CD
Drain Time(Hrs) CD o
— WQv = 5,276 cuft @ 66.0 hrs, Max Q = 0.00 cfs @ 173.01 ft —Stage vs. Drain Time = � Z
O r., N
0 3
m
w ..

Hydrograph 2-yr Summary Project Name:
10-21-2023
Hydrology Studio v 3.0.0.27
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 1.493 1.20 6,448 ---
2 Rational Post 10.77 0.13 5,169 —
3 Pond Route Water Quality Pond 0.025 0.27 3,386 2 172.99 5,155
11

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 1.493 cfs
Storm Frequency =2-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 6,448 cuft
Drainage Area =6.23 ac Runoff Coeff. = 0.17*
Tc Method =TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = Roanoke Rapids.IDF Intensity = 1.41 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
6.07 0.15 Pervious
6.23 0.17
Qp = 1.49 cfs
2-
— —
1.9-
1.8-
1.6- —
•
1.5- --
1.4-
1.3-
1.2-
1.1-
1- -- f
CI -
0.9-
0.8- —
0.7-
0.6-
i
0.5-
0.4-
0.3- -
0.2- ---
•
_ •
0 III
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 3.0.0.27 10-21-2023
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 10.77 cfs
Storm Frequency = 2-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 5,169 cuft
Drainage Area =6.57 ac Runoff Coeff. = 0.34*
Tc Method =TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = Roanoke Rapids.IDF Intensity =4.82 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
*Composite C Worksheet
AREA(ac) C DESCRIPTION
1.25 0.95 Impervious
5.32 0.20 Pervious
6.57 0.34
Qp = 10.77 cfs
12- -- — -
11- 1
10- -
•
9- - • - 1 •
8- -- — .
_
a
5- ._ .
i
3- - I -
i
2- 1 -
1-
0 , I 1 1 I 1 I 1 I i I . 1 I 1 I r -I 1 1 IF I ' I I I 1
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 3.0.0.27 10-21-2023
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 0.025 cfs
Storm Frequency = 2-yr Time to Peak = 0.27 hrs
Time Interval = 1 min Hydrograph Volume = 3,386 cuft
Inflow Hydrograph = 2- Post Max. Elevation = 172.99 ft
Pond Name = Dry Pond Max. Storage = 5,155 cuft
Pond Routing by Storage Indication Method Center of mass detention time=21.66 hrs
Qp = 0.03 cfs
12-
11,
10-
9-
8-
7-
6_
a
5-
4-
3-
2--
1-
0 1 1 I I I 1 1 1 1 I I 1 , I if
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:
10-21-2023
Hydrology Studio v 3.0.0.27
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 2.154 1.20 9,307 —
2 Rational Post 14.18 0.13 6,805 —
3 Pond Route Water Quality Pond 0.466 0.27 4,503 2 173.22 6,719
15

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow =2.154 cfs
Storm Frequency = 10-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 9,307 cuft
Drainage Area =6.23 ac Runoff Coeff. = 0.17*
Tc Method =TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = Roanoke Rapids.IDF Intensity = 2.03 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
6.07 0.15 Pervious
6.23 0.17
Qp = 2.15 cfs
3—
2_ .
U,
0
-
0
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 3.0.0.27 10-21-2023
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 14.18 cfs
Storm Frequency = 10-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 6,805 cuft
Drainage Area =6.57 ac Runoff Coeff. = 0.34*
Tc Method =TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = Roanoke Rapids.IDF Intensity =6.35 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
'Composite C Worksheet
AREA(ac) C DESCRIPTION
1.25 0.95 Impervious
5.32 0.20 Pervious
6.67 0.34
Qp = 14.18 cfs
15- •---
14- 1 - i --1
13- _- - - -{ .-- ---
12- -• - --. - . --
10- -.
7= - - —.__
-
5- • i , - - -i-
4-
3- —
2- • - r _. _ -
1-_ I -_ -
0 , 1 i I . I . I , I . I . r . I , T r r . I , I , I , I , I
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 3.0.0.27 10-21-2023
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 0.466 cfs
Storm Frequency = 10-yr Time to Peak = 0.27 hrs
Time Interval = 1 min Hydrograph Volume =4,503 cuft
Inflow Hydrograph = 2 - Post Max. Elevation = 173.22 ft
Pond Name = Dry Pond Max. Storage = 6,719 cuft
Pond Routing by Storage Indication Method Center of mass detention time=18.39 hrs
Qp = 0.47 cfs
16
15
14
13
12
11
10
9
-
8
a
7
6
5
4
3
2
1
IL
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:
10-21-2023
Hydrology Studio v 3.0.027
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 3.234 1.20 13,969 —
2 Rational Post 18.88 0.13 9,062 —
3 Pond Route Water Quality Pond 2.381 0.25 6,734 2 173.48 8,492
19

Hydrograph Report Project Name:
Hydrology Studio v 3.0.0.27 10-21-2023
Pre Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 3.234 cfs
Storm Frequency = 100-yr Time to Peak = 1.20 hrs
Time Interval = 1 min Runoff Volume = 13,969 cuft
Drainage Area =6.23 ac Runoff Coeff. = 0.17*
Tc Method =TR55 Time of Conc. (Tc) = 72.0 min
IDF Curve = Roanoke Rapids.IDF Intensity = 3.05 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
6.07 0.15 Pervious
6.23 0.17
Qp = 3.23 cfs
4-
3-
Ln
v2_
a
•
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 3.0.0.27 10-21-2023
Post Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 18.88 cfs
Storm Frequency = 100-yr Time to Peak = 0.13 hrs
Time Interval = 1 min Runoff Volume = 9,062 cuft
Drainage Area =6.57 ac Runoff Coeff. = 0.34*
Tc Method =TR55 Time of Conc. (Tc) = 8.0 min
IDF Curve = Roanoke Rapids.IDF Intensity = 8.45 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
'Composite C Worksheet
AREA lac) C DESCRIPTION
1.25 0.95 Impervious
5.32 0.20 Pervious
6.57 0.34
Qp = 18.88 cfs
21- — -
20-
19- l I
18- - -
17-
_ i
16- ..- --
14- I - {
13- - i 1
12- -
u11 -
O'10- , -_... {
9-
8-
7-
6- ---. - -
5_ 6
4- —
3- -
2- I .. - -- -.—.
0 • 1 . 1 , I , I ' I • I . T • 1 . 1 , 1 , i L 1 i 1 • r , I
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 3.0.0.27 10-21-2023
Water Quality Pond Hyd. No. 3
Hydrograph Type = Pond Route Peak Flow = 2.381 cfs
Storm Frequency = 100-yr Time to Peak = 0.25 hrs
Time Interval = 1 min Hydrograph Volume =6,734 cuft
Inflow Hydrograph = 2 - Post Max. Elevation = 173.48 ft
Pond Name = Dry Pond Max. Storage = 8,492 cuft
Pond Routing by Storage Indication Method Center of mass detention time=2.86 hrs
Qp = 2.38 cfs
21-
20- _
19i
18- •
17-
16-
15-
14-
13- •
12-
�,11-
a10-
9-
8-
7-
6- •
5-
4-
3-
2-
1
O I I 1 I 1 1 1 1 I • 1 I I ' I I I r I • 1 I I 1 I I I 1 . 1 . I I 1
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

l
r

Line1 Project Name:Enter Project Name...
Line 10-21-2023
Stormwater I Studio 2023 v 3.0.0.32
Elev (ft)
192.00 192.00
190.00 190.00
188.00 188.00
ai
C_
J C 7 .
• QLlf0 c0 C
186.00 —� q er' r 186.00
r r m
+ • n r r r
w u
184.00 .EJ-.E 0 k u v 184.00
v) o' C 2 2 w w
182.00 @ - 182.00
o
180.00 O r esi
r c^ 180.00
w
O J
E
178.00 mitt' — 178.00
176.00 176.00
JAI
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)
Gmd Surface HGL - EGL
Project File:p210191-SW Network.sws

Line 2 Project Name:Enter Project Name...
Stormwater Studio 2023 v 3.0.0.32
10-21-2023
Elev (ft) `V
iii
C j
194.00 � _ rn rn rn o , , 194.00
co • kci ui io " " i° cn
N- • • cd 06
. "- r T- ~
W LT, Li, _ '- r
190.00 6 0 ` ` x iWWW190.00
5 o ^ 2 p E O c
0 coo r, VD m
torvcou,
+ • . - '——
O W W W J J
186.00 La " 017JJ 186.00
Cr) tr _ = iww
_sue-i-.
182.00 182.00
0000000,0
178.00 -- - - -- --- ------- ------� _ - 178.00
174.00 -T}
1 •i • ^ ' 174.00
170.00 170.00
166.00 166.00
0 20 40 60 80 100 120 140 160 180 200 220
Grnd Surface HGL - EGL
Reach (ft)
Project Filo:p210191-SW Network.sws

Line 3 Project Name:Enter Project Name...
Stormwater Studio 2023 v 3.0.0.32
10-21-2023
Elev (ft)
195.00 195.00
co
193.00 — - �., 193.00
J 7
o •to to 0 c 0 c
c.., 7 cV N. cd : N N
N C C '� t` n
ti O -' w W '—
o ,- of 01 r r E > > t.7 l7 d
r-- 03 (n E C C I i W W
189.00 ± — MEM 189.00
m E > > > 0l7 l7 l7
co E c c C = = LLJ L1.1
187.00 -- 187.00
MI
185.00 - __ 185.00
183.00 183.00
181.00 181.00
179.00 EMECEINIMiliiiiiiiiiililiiiii---- • 179.00
177.00 I 1. eje 177.00
71Lf- 18"@
175.00 175.00
173.00 173.00
0 10 20 30 40 50 60 70 80 90
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network.sws

Line 4 Project Name:Enter Project Name...
Stormwater Studio 2023 v 3.0.0.32 10-21-2023
Elev (ft)
203.00 203.00
199.00 199.00
t= Qc
COH `zr
hih: co C C O C
c0 N to
C C) L!1 L!l Q co C 6) •• co �. • N • N M M
195.00 °l o . . �0
i r t` tb co.._ 00„ N * co
c0 N LID
+ • CO� CO 0�0 > > > l7 l7 C7 woo
C) W W W J ' • C C C I I I W W W
. E > > C7 0 l7 l7
U) OC C dim W
191.00 191.00
187.00 ■ ' 187.00
_ -Y
183.00 - _ - 183.00
---
-------------------- ---- "370Lf 18• @ .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
Reach (ft)
Gmd Surface - HGL - EGL
Project File:p210191-SW Network.sws

Line 5 Stormwater Studio 2023 v 3.0.0.32 Project Name:Enter Project Name...
10-21-2023
Elev (ft)
200.00 200.00
198.00 198.00
196.00 196.00
194.00 "' 194.00
C C •
Y
_I O O N O C J O OO 7
0 co co crrio co N N Ln m iii -5
, In o
192.00 0 — w co co co co co co � � N �
`*cia " L° ui 192.00
O W W W W J • °O co
lz
(0 E > J 1 M I W J
U) 2 c c c 2 2 w w 6 C > (� J
CO tY E i w
190.00 190.00
188.00 188.00
186.00 - - ---------------------- - - 186.00
-------------
---------------
184.00 — I165Lf 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 Nefwork.sws

Line 6 Project Name:Enter Project Name...
10-21-2023
Stormwater Studio 2023 v 3.0.0.32
Elev (ft)
198.00 198.00
196.00 196.00
194.00 194.00
N 5 Co
ai O c c Y ,.
fl r7tp 1; 8 c c O 5 ...,
7
oo m ni Ci r' v i m Z.
v - 0 0
192.00 0+ w77waoao N ° co 192.00
N E > > > -9 J t5 J + °o c0
U) .62 c c c 2 2 w w co E > C7 l7
U) o c 2 w
190.00 190.00
188.00 188.00
186.00 __ 186.00
184.00 29Lf- 15"Q 2.01% L 184.00
182.00 182.00
0 5 10 15 20 25 30
Grnd Surface HGL - EGL Reach (ft)
Project File:p210191-SW Network.sws

Line 7 Project Name:Enter Project Name...
Stormwater Studio 2023 v 3.0.0.32
10-21-2023
Elev (ft)
193.00 193.00
N +-'
7
191.00 — co0M .` o � ; c . 191.00
J O d' Lr1 O —
w kb u p tr-1 rn rn r--
O co N N N N l0
O^l 0^0. C 7 C
189.00 c,-- u; ,r; m J - .- v- a , 0 189.00
Cu0 E > > > i i u.i w7 ca o m Cr) CO
c� = 2 2 w w
N 7 7 O1 Q1 IQ of
r`
187.00 - -
N wwu 187.00
m E > t9 l9 7 7
U) c c S = w .0
7
185.00 •---- 185.00
183.00 183.00
181.00 181.00
__
179.00 179.00
_11177.00 177.00
224_f- 18"@ O.tu%
175.00 175.00
173.00 173.00
0 20 40 60 80 100 120 140 160 180 200 220 240 260
Reach (ft)
Grnd Surface HGL - EGL
Project File:p210191-SW Network.sws

Line 8 Project Name:Enter Project Name...
10-21-2023
Stormwater Studio 2023 v 3.0.0.32
Elev (ft)
193.00 193.00
191.00 - 191.00
N. Y
189.00 o .. - 189.00
O
— p 0 c
co
co
r\ Y
O w W W - - -- - J 0.-;
7 7
187.00 �, � o o = 187.00
.Eg C ; ; J J J J
co co
V) a. c c 2 I w w 6 CO \ oo l0 CO, p
p al 01 0 P..
+ ^ r_ r`
r lJ.l J.I a-- 1--'
185.00 01 &E 5c = = 2W 185.00
183.00 ` 183.00
181.00 ` 181.00
i I
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
Grnd Surface - HGL - EGL Reach (ft)
Project File:p210191-SW Network.sws