SW6200802_2020-10-14 Sheffield Farms Five Submittal Documents_20201015

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. [phone] F. [phone]
www.LKandA.com
TRANSMITTAL
Corey Anen, PE
512 N. Salisbury Street
9t' Floor
(Raleigh, NC 27604
'1612 Mail Service Center
Raleiqh, NC 27699-1612
0/14/2020
Div. of Energy, Mineral and Land
heffield Farms Section 5
We are
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HAND DELIVERY
®
OVERNIGHT
❑
US MAIL
❑
PICKUP AT OUR
sending Via:
DELIVERY
OFFICE
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SURVEY
DRAWING(S)
❑
PLOT PLAN(S)
❑
CHANGE ORDER
❑
The following:
CONCEPTUAL
PRELIMINARY
FINAL
❑
DRAWING(S)
®
CONSTRUCTION
❑
CONSTRUCTION
®
OTHER
DRAWINGS
DRAWING(S)
For your:
®
REVIEW
❑
COMMENTS
❑
SIGNATURE
OTHER
COPIES
DATE
NO.
DESCRIPTION
2
Revised Sheet C-08
1
Revised SMP Application Form Sheets 3-4
1
Revised Supplement EZ Form
1
Revised Pond Calculations Pages SC1,2,4,6
1
lRevised Pond Routing Calculations
Notes:
From:
Jeffrey N tales, PE
Please notify us at once if any items are missing.

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
1 Project Name
Sheffield Farms -Section 5
2
Project Area ac
3
Coastal Wetland Area (ac)
0
0
4
Surface Water Area ac
5
Is this project H' h or Low Density?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 021-11.1003 i
7
Width of vegetated setbacks rovided feet
8
Will the vegetated setback remain vegetated?
9
Is BUA other that as listed in .1 0034 c-d out of the setback?
10
Is streambank stabilization proposed on this project?
NUMBER AND TYPE OF SCM*-
11
Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
1
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-F5
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
1 Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
ea Iter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title: _ _
Jeffrey A. Nobles, PE
28
0 anization:
Lany King & Associates, RLS, PA
29
Street address:
1333 Moroanton Road, Suite 201
Fayetteville, NC 28305
30
City, State, Zip:
31
Phone numbers)
Email:
910-483-4300
32
[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.
1`V%-41
,tom°,'y'
_ SEAL _=
31459
10. iy"7_0
Date

DRAINAGE AREAS
1
Is this a high density project?
yes
2
If so, number of drainage areas/SCMs
1
3
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire SIN
1
4
Type of SCM
Wet Pond
5
Total BUA In project (sq ft
203606 sf
193113 sf
6
New BUA on subdivided lots (subject to permitting)
s ft
144000 sf
144000 sf
7permitting)
New BUA outside of subdivided lots (subject to
s
55616 sf
52113 sf
8
Offsite - total area (sq ft
9
Offsite BUA
1 Breakdown of new BUA outside subdivided lots:
Parking (sq ft
10
Sidewalk (sq ft
Roof (sq ft
Roadway s ft
55616 sf
52113 sf
Future ft
Other, please specify in the comment box
below (sq ft
11
New infiltrating permeable pavement on
subdivided lots (sq ft
sf
12
New infiltrating permeable pavement outside of
subdivided lots (sq ft
sf
13permitting)
Exisitng BUA that will remain (not subject to
sq ft
sf
14
Existing BUA that is already permitted Jsq ft
sf
15
Existing BUA that will be removed (sq ft
sf
16
Percent BUA
17
Design storm inches
1 in
18
Design volume of SCM cu ft
16374 cf
19 1 Calculation method for design volume
ADDITIONAL INFORMATION
ase use this space to provide any additional information about the
20 aree(s):
F]drinage
Simple Method

WET POND
1 ❑rainage area number
2 Design volume of SCM (cu ft)
GENERAL MD4 FROM 02H .lOSQ
_ 1 �15024 C
3'
Is the SCM sized to treat the SW from all surfaces at build -out?
Is the SCM located away from contaminated sails?
What are the side slopes of the SCM (H:V)7
Fes
Yes
4
5
1 3:1
6
Does the SCM have retaining walls, gabion walls or other engineered-`
side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
Yes
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
1$
Is there an O&M Plan that complies with General MDC (12)7
Yes
16
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
r rumu
18
mu7- rrcum vArl .ivas
Method used
SAIDA
19
Has a stagelstorage table been provided in the calculations?
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
Yes
20
162.00
21
Elevation of the main pool bottom -(top of sediment removal) (fmsl)
163.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
167.00
23
Elevation of the permanent pool (fmsl)
167,50
24
Elevation of the top of the vegetated shelf (fmsl)
168.00
25
Elevation of the temporary pool (fmsl)
169.10
26
Surface area of the main permanent pool (square feet)
6969:1
27
Volume of the main permanent pool (cubic feet)
22856 cf
28
Average depth of the main pool (feet)
3.91 It
29
Average depth equation used f
Equation;
30
If using equation 3,, main pool perimeter (feet)
If using equation 3, width of submerged veg. shelf (feet)
393.0 ft
31
3.0 ft
32
Volume of the forebay (cubic feet)
3335 cf
33
Is this 15-20% of the volume in the main pool?
Yes
34
Clean -out depth for forebay (inches)
42 in
35
Design volume of SCM (cu ft)
15024 cf
36
Is the outlet an orifice or a weir?
Orifice
37
If orifice, orifice diameter (inches)
2 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.53
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
42
Are berms or baffles provided to improve the flow path?
No
43
Depth of forebay at entrance (inches)
60 in
44
Depth of forebay at exit (inches)
48 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet)
6 It
47
Slope of vegetated shelf (H:V)
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met..
Is a trash rack or other device provided to protect the outlet system?
Are the dam and embankment planted in non -clumping turf grass?
No
51
Yes
52
Yes
53
Species of turf that will be used on the dam and embankment
Bermuda
54
as a planting plan been provided far the vegetated shelf?
Yes
)ITIONAL INFORMATION
(Please use this space to provide any additional information about the
55 wetDond[s)
Wet Pond 1 10:42 AM 10/14/2020

STORMWATER NARRATIVE
This project is the phase five expansion of an existing single-family subdivision including a 15.65 acre
parcel on Scenic Pines Drive in Cumberland County. This phase of development will create 36 new
single-family lots.
Stormwater runoff will be collected and conveyed via pipe to one of two wet detention basins. Each
phase of construction is divided to include the construction of one of the wet detention basins.
Basin 1
Drainage Area to Pond: 10.42 ac (453,839 sf)
Total Proposed Impervious Area: 4.02 ac (196,113 sf)
Impervious Area (Streets): 52,113 sf
Impervious Area (Lots): 144,000 sf
Qio=24.47 cfs (Entering Basin)
Qio=14.68 cfs (Exiting Basin)
A stormwater access easement is provided for maintenance access to the wet detention basin.
Supplemental calculations are attached.
SC-1

Project Name:
Outlet:
FE ENGINEERING - SURVEYING - DESIGNING - DRAFTING
wJ Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
P03-189 Sheffield Farms N.-Section 5
1
Calculate Runoff Coefficient
A= 10.42 acres
Ai= 4.43 acres
la= 0.43
Rv=0.05+0.9*la
Rv= 0.43
453,839 sf Watershed area
193,113 sf Impervious area
Imperious fraction
Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 16,374 cf Volume of runoff that must be
4.61 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 1.51 Based 3 Avg. Perm. Pool Depth
**See Table 10-1,10-2,10-3 for SAIDA
SA= 0.157 Ac
6,853 sf Required Surface Area @ Perm Pool
SC-2

Project Name:
Outlet:
Pond Storage=
Pond Depth(h)=
Drawdown Time=
Cid=
9=
The Orifice Equation
FE ENGINEERING - SURVEYING - DESIGNING - DRAFTING
� Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
P03-189 Sheffield Farms N.-Section 5
1
16,738 cf Water Quality Volume
0.53 ft HO=H/3
2.5 days 2-5 days
0.6 Coefficient of Discharge (typical 0.6)
32.2 ft/sec^2 Gravity
Q= Cd A Sgrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.08 cfs Based on pond volume and desired drawdown time
A= 0.02211 sf 3.18 si
Number of Orifices= 1
Minimum diameter to meet area
d=
Use:
Check Outflow time
Q= Cd A Sgrt(2 g h)
Q=
Drawdown time=
2.01 inch diameter orifice
2 '' diameter orifice 0.0218 sf
0.08 cfs
2.53 days OK
SC-4

70 ENGINEERING - SURVEYING - DESIGNING - DRAFTING
uj Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Permanent Pool Volume (Main Pool Only)
ev, contour ACCUM.
Stage Diff Area Incr. Vol. Vol.
fft} (ft} (sf) (cf} (cf)
162
0.0
2,196
0
0
163
1.0
2,860
2,528
2,528
164
1.0
3,551
3,206
5,734
165
1.0
4,267
3.909
9,643
166
1.0
5,008
4,638
14,280
167
1.0
5,773
5,391
19,671
167.5
0.5
6,969
3,186
1 22,856
Forebay Only Volume
Stage
ev,
Diff
on our
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
164
0.0
578
0
0
165
1.0
774
676
676
166
1.0
996
885
1,561
167
1.0
1243
1.120
2,681
167.5
0.5
1376
655
3,335
Temporary Pool Volume
ev. Contour ccum.
Stage Diff Area Incr. Vol. Vol.
(ft) (s ) (c) (c )
167.5
0.0
8,395
0
0
168
0.5
10,141
4,634
4,634
169.1
1.1
11,866
12,104
16,738
Skimmer Basin Volume
ev. contour Accurn.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
163
0.0
2,860
0
0
164
1.0
3,551
3,206
3,206
165
1.0
4,267
3,909
7,11 5
166
1.0
5,008
4,638
11,752
167
1.0
5,773
5,391
17,143
167.5
0.5
8,395
3,542
20,685
168
0.5
10.141
4.634
25,319
169
5.0
11,707
54,620
57,826
170
5.0
13,328
62,588
69.702
170.5
4.5
14,160
61,848
73,600
Perm Pool Elev.
15%
-Tg-,3T4F cf
Perm Pool Elev.
Temp Pool Elev.
Skimmer Elev.
SC-6

7. The planting plan proposed shrubs on the vegetated shelf. However, Wet Pond MDC 11
requires that the vegetated shelf be planted with herbaceous, native vegetation. Shrubs are
not anywhere on the vegetated shelf or embankment of the wet pond. Plantings list updated.
8. Provide pdfs of all revisions, 2 hardcopies of revised plan sheets, and 1 hardcopy of other
documents. Pdfs must be uploaded using the form at:
https://edocs.deg.nc.gov/Forms/SW Project Submittal
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to October 9, 2020, or
the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee. Please reference the State
assigned project number SW6200802 on all correspondence.
If you need additional time to submit the information, please submit your request for a time
extension to the Division at the contact below. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of
a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
If you have any questions concerning this matter please feel free to contact me at
Corey Anen(gncdenr. ov or [phone]. Please note that due to the ongoing Covid-19
pandemic, I will be teleworking and will be most easily reached by email.
Sincerely,
Gt a41 4--
Corey Anen, PE
Environmental Engineer
Stormwater Program
cc: Fayetteville Regional Office

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: iSl Development Company, LLC
Signing Official & Titlejayson S. Tohnson, Member Manager
b. Contact information for person listed in item 1a above:
Street Address:1135 Robeson Street
City:Fayetteville State:NC Zip:28305
Mailing Address (if applicable):same
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
c. Please check the appropriate box. The applicant listed above is:
❑ The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
® Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization: GRRF, LLP
Signing Official & Title:Charles Gore, Registered Agent
b. Contact information for person listed in item 2a above:
Street Address:5135 Morganton Road
City:Fayetteville State:NC Zip:28314
Mailing Address (if applicable):same
City:
Phone:
Email:
State:
Fax: L
Zip:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: (_)
Email:
4. Local jurisdiction for building permits: Cumberland County
Point of Contact:Michael Naylor Phone #: 910 ) 321-6657
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff is collected by curb inlets and carried via pipe to a proposed wet detention basin.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PU1.) Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear
4. Total Property Area: 15.65 acres
River basin.
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:15.65 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHVV) line or Mean High Water
(MHM line, and coastal wetlands landward from the NHW (or MH V) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MH V) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 28.77 %
9. How many drainage areas does the project have?1 (For High density, count 1 for each proposed engineered
Stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area _
Draina e Area
Drainage Area
Receiving Stream Name
Rockfish Creek
Stream Class *
B
Stream Index Number *
18-31-(18)
Total Drainage Area (sf)
453839
On -site Drainage Area (so
453839
Off -site Drainage Area (so
Proposed Impervious Area** (sf)
196113
Impervious Area** total
43.21
Impervious" Surface Area
Drainage Area 1
Drainage Area
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
144,000
On -site Streets (sf)
52113
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
Total (so:
196113
* Stream Class and Index Number can be determined at: littp:llportal.itedtitr.org/u?ebAvq&s/csci/t-l�isstf[catioris
Im envious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidpcwalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN
Acting Director
Jeffrey A. Nobles, PE
Larry King & Assoc., RLS, PA
1333 Morganton Road, Suite 201
Fayetteville, NC 28305
NORTH CAROLINA
Environmental Quality
September 9, 2020
Subject: Request for Additional Information
Stormwater Permit No. SW6200802
Sheffield Farms — Section Five
Cumberland County
Dear Mr. Nobles:
The Division of Energy, Mineral and Land Resources (DEMLR), received a Stormwater
Management Permit Application for the subject project on August 17, 2020. A review of that
information has determined that the application is not complete. The following information is
needed to continue the stormwater review:
1. Please add the contact information for the local jurisdiction for building permits to the
SWU-101 application form. Information Added
2. The application form and stormwater narrative state that the project area is 15.65 acres.
This seems much larger than the property boundaries shown on Sheet C-01. Please revise
or explain the discrepancy. the parcel for this phase is 15.(
3. The plans show that there are 36 proposed lots, while the stormwater narrative states that
there are 35. Please revise or explain the discrepancy. should he 36 lots. Narrative has been revised.
4. The deed restriction form lists the maximum BUA on each lot as 4000 sf. At 35 lots, this
is a total of 140,000 sf of BUA. However, the wet pond is only designed for 123,000 sf of
BUA. All BUA on the site must be treated in a primary SCM. BUA has been updated to 400 sf for 36 lots. Total
of 144,000. Volume talcs adjusted accordingly.
Temp Vol. Elevation revised from 169->169.10
5. The calculations show that the depth from the temporary pool to the permanent pool is
1.5 feet. However, the drawdown calculations use an h/3 value of 0.33 feet. Please revise
the calculations and, if necessary, the design to use the proper head. Revised with proper head and revised
volumes. No chance to orifice size.
6. The slope of the vegetated shelf on the SCM details and in the Supplement EZ form is
10:1, rather than the 6:1 slope proposed on the plans and calculations. Ez changed to 6.1
North Carolina Department of Environmental Quality Division of Energy. Mineral and Land Resources
512 North Salisbury Street 1 1612 Mall Service Center I Raleigh. North Carolina 27699 1612
w - 919,707.9200

Table of Contents Sheffield Farms5.gpw
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 14 2020, 12:58 PM
Hydrograph Return Period Recap...................................................................... 1
1 -Year
SummaryReport................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, Post..................................................................................... 3
Hydrograph No. 2, Reservoir, Post -Pond 1...................................................................... 4
Hydrograph No. 3, Rational, PRE-.................................................................................... 5
10 -Year
SummaryReport................................................................................................................. 6
HydrographReports........................................................................................................... 7
Hydrograph No. 1, Rational, Post..................................................................................... 7
Hydrograph No. 2, Reservoir, Post -Pond 1...................................................................... 8
Hydrograph No. 3, Rational, PRE-.................................................................................... 9
25 - Year
SummaryReport............................................................................................................... 10
HydrographReports......................................................................................................... 11
Hydrograph No. 1, Rational, Post................................................................................... 11
Hydrograph No. 2, Reservoir, Post -Pond 1.................................................................... 12
Hydrograph No. 3, Rational, PRE-.................................................................................. 13
100 - Year
SummaryReport............................................................................................................... 14
HydrographReports......................................................................................................... 15
Hydrograph No. 1, Rational, Post................................................................................... 15
Hydrograph No. 2, Reservoir, Post -Pond 1.................................................................... 16
Hydrograph No. 3, Rational, PRE-.................................................................................. 17
CAS o
S =
r
- 31459
"z.c w
zeJ l R'ySer OJ-1'e+ 'Ciro+rn
e bev. . t &9 ­-.0' 1 (.5.10)

Hydrograph Return Period Recap
Hyd.
No.
Hydrograph
type
Inflow
Hyd(s)
Peak Outflow
(cfs)
Hydrograph
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
Rational
-------
14.46
-------
-------
-------
22.90
25.86
-------
30.20
1
Post
2
Reservoir
i
1
9.56
-------
-------
-------
14.68
16.79
-------
18.98
Post -Pond 1
3
Rational
-------
16.15
-------
-------
-------
24.74
27.75
-------
32.19
PRE-
Proj. file: Sheffield Farms 5.gpw
Wednesday, Oct 14 2020, 12:58 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
------
Maximum
storage
(cuft)
------
Hydrograph
description
Post
1
Rational
14.46
1
48
55,228
----
2
Reservoir
9.56
1
75
51,866
1
169.90
26,792
Post -Pond 1
3
Rational
16.15
1
5
4,845
----
------
------
PRE-
- i
Farms
5.gpw
Return
Period: 1
Sheffield
Year
Wednesday,
Oct 14 2020, 12:58 PM
Hydraflow Hydrographs by Intelisolve

3
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 10.420 ac
Intensity
= 3.468 in/hr
IDF Curve
= River Bluff.IDF
Q (cfs)
15.00
12.00
• 01
3.00
0.00
0.0 0.2 0.3 0.5 0.7 0.8
— Hyd No. 1
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 14.46 cfs
Time interval
= 1 min
Runoff coeff.
= 0.4
Tc by User
= 15.00 min
Asc/Rec limb fact
= 3.18/5.31
Post
Hyd No. 1 -- 1 Yr
1.0 1.2 1.3 1.5 1.7
Hydrograph Volume = 55,228 cuft
Q (cfs)
15.00
12.00
M
M
3.00
0.00
1.8 2.0 2.2
Time (hrs)

Hydrograph Plot
t!
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post -Pond 1
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 1
Reservoir name = Pond 1
Storage Indication method used
12.00
• M
1 �,
3.00
2.2 4.3 6.5 8.7
Hyd No. 2 Hyd No. 1
Post -Pond 1
Hyd. No. 2 -- 1 Yr
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 9.56 cfs
Time interval = 1 min
Max. Elevation = 169.90 ft
Max. Storage = 26,792 cuft
Hydrograph Volume = 51,866 cuft
Q (cfs)
15.00
12.00
• e
Q
3.00
0.00
10.8 13.0 15.2 17.3 19.5 21.7 23.8
Time (hrs)

Hydrograph Plot
5
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE-
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 10.420 ac
Intensity
= 5.166 in/hr
IDF Curve
= River Bluff.IDF
15.00
12.00
• 11
we]
3.00
Hyd No. 3
PRE-
Hyd. No. 3 -- 1 Yr
0.1
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 16.15 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 4,845 cuft
Q (cfs)
18.00
15.00
12.00
• 11
. 11
i 11
_ 0.00
0.2
Time (hrs)

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
Post
1
Rational
22.90
1
48
87,490
----
------
------
2
Reservoir
14.68
1
76
83,753
1
170.66
37,388
Post -Pond 1
3
Rational
24.74
1
5
7,423
----
------
------
PRE -
Sheffield Farms 5.gpw
Return Period: 10 Year
Wednesday, Oct 14 2020, 12:58 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
7
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 10.420 ac
Intensity
= 5.494 in/hr
OF Curve
= River Bluff.IDF
Q (cfs)
24.00
NME
11Mile]
12.00
M
4.00
0.00
0.0 0.2 0.3 05 0.7 0.8
Hyd No. 1
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 22.90 cfs
Time interval
= 1 min
Runoff coeff.
= 0.4
Tc by User
= 15.00 min
Asc/Rec limb fact
= 3.18/5.31
Post
Hyd. No. 1 -- 10 Yr
1.0 1.2 1.3 1.5 1.7
Hydrograph Volume = 87,490 cuft
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00
1.8 2.0 2.2
Time (hrs)

Hydrograph Plot
8
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 14 2020, 12:58 PM
Hyd. No. 2
Post -Pond 1
Hydrograph type
= Reservoir
Peak discharge = 14.68 cfs
Storm frequency
= 10 yrs
Time interval = 1 min
Inflow hyd. No.
= 1
Max. Elevation = 170.66 ft
Reservoir name
= Pond 1
Max. Storage = 37,388 cuft
Storage Indication method used. Hydrograph Volume = 83,753 cuft
Q (cfs)
24.00
12.00
1H
4.00
Post -Pond 1
Hyd. No. 2 -- 10 Yr
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 I L _� _ _ 1 _. 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0
Hyd No. 2 — Hyd No. 1
Time (hrs)

9
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE-
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 10.420 ac
Intensity
= 7.915 in/hr
OF Curve
= River Bluff.IDF
Q (cfs)
28.00 —
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.0
Hyd No. 3
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge
= 24.74 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
PRE-
Hyd. No. 3 -- 10 Yr
0.1
Hydrograph Volume = 7,423 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.2
Time (hrs)

10
Hydrograph Summary Report
Hyd. Hydrograph
AID, type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational.
25.86
1
48
98,798
----
------
------
Post
2
Reservoir
16,79
1
76
94,929
1
170.91
40,946
Post -Pond 1
3
Rational
27.75
1
5
8,326
----
------
------
PRE -
Sheffield Farms 5.gpw
Return Period: 25 Year
Wednesday, Oct 14 2020, 12:58 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
11
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 10.420 ac
Intensity
= 6.204 in/hr
OF Curve
= River Bluff.IDF
Post
Hyd. No. 1 -- 25 Yr
24.00
20.00
16.00
12.00
MM
4.00
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 25.86 cfs
Time interval
= 1 min
Runoff coeff.
= 0.4
Tc by User
= 15.00 min
Asc/Rec limb fact
= 3.18/5.31
Hydrograph Volume = 98,798 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
iM
4.00
0.00 l 1.. I 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1
Time (hrs)

Hydrograph Plot
12
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post -Pond 1
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 1
Reservoir name = Pond 1
Storage Indication method used
Post -Pond 1
Hyd. No. 2 -- 25 Yr
24.00
20.00
16.00
12.00
M
4.00
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 16.79 cfs
Time interval = 1 min
Max. Elevation = 170.91 ft
Max. Storage = 40,946 cuft
Hydrograph Volume = 94,929 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
mm
0.00 � ' _/ I I I =j 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0
Hyd No. 2 Hyd No. 1 Time (hrs)

13
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE-
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 10.420 ac
Intensity
= 8.879 in/hr
IDF Curve
= River Bluff.IDF
Q (cfs)
28.00
24.00
20.00
16.00
12.00
we
4.00
Hyd No. 3
PRE-
Hyd. No. 3 -- 25 Yr
0.1
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 27.75 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 8,326 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
OUR
0.00
0.2
Time (hrs)

14
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
Post
1
Rational
30.20
1
48
115,382
----
------
------
2
Reservoir
18.98
1
77
111,322
1
171.30
46,962
Post -Pond 1
3
Rational
32.19
1
5
9,656
----
------
------
PRE -
Sheffield
Farms
5.gpw
Return
Period: 100
Year
Wednesday,
Oct 14 2020, 12:58 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
15
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 10.420 ac
Intensity
= 7.246 in/hr
IDF Curve
= River Bluff.IDF
Q (cfs)
35.00
30.00
25.00
4 8I,
15.00
10.00
5.00
Post
Hyd. No. 1 -- 100 Yr
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge = 30.20 cfs
Time interval
= 1 min
Runoff coeff.
= 0.4
Tc by User
= 15.00 min
Asc/Rec limb fact
= 3.18/5.31
Hydrograph Volume = 115,382 cuft
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00 11 1 1 \ I- 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1 Time (hrs)

Hydrograph Plot
16
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post -Pond 1
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 1
Reservoir name = Pond 1
Storage Indication method used
30.00
25.00
20.00
15.00
10.00
5.00
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge
= 18.98 cfs
Time interval
= 1 min
Max. Elevation
= 171.30 ft
Max. Storage
= 46,962 cuft
Post -Pond 1
Hyd. No. 2 -- 100 Yr
Hydrograph Volume = 111,322 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 11 1� 1 1 _I i - I- 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0
Hyd No. 2 Hyd No. 1
Time (hrs)

17
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE-
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 10.420 ac
Intensity
= 10.297 in/hr
IDF Curve
= River Bluff.IDF
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.0
Hyd No. 3
Wednesday, Oct 14 2020, 12:58 PM
Peak discharge
= 32.19 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
PRE-
Hyd. No. 3 -- 100 Yr
0.1
Hydrograph Volume = 9,656 cuft
Q (cfs)
35.00
30.00
25.00
NM
15.00
10.00
5.00
0.00
0.2
Time (hrs)