20200632 Ver 1_Wet Pond Calculations_20200519

ID#* 20200632 Version* 1
Select Reviewer:*
Katie Merritt
Initial Review Completed Date 05/19/2020
Mitigation Project Submittal - 5/19/2020
Is this a Prospectus, Technical Proposal or a New Site?* r Yes r No
Type of Mitigation Project:*
r" Stream r- Wetlands r` Buffer V Nutrient Offset
(Select all that apply)
Project Contact Information
Company/Owner:* McAdams
Contact Name:*
Rebecca Stubbs
Project Information
Project Type: r DMS r Mitigation Bank
Project Name: 2020-0632 Merrimont Park
County: Wilson
Document Information
Email Address:*
[e-mail]
Mitigation Document Type:*
Mitigation Technical Report
File Upload: Wet Pond Calculations.pdf 7.16MB
Rease upload only one RDF of the corrplete file that needs to be subrritted...
Signature
Print Name:* Rebecca Stubbs
Signature:*

MERRI MONT PARK
WILSON, NC
MODIFIED STORMWATER CALCULATIONS
NUTRIENT CREDIT GENERATION
PROJECT NUMBER: CWI-19000
DESIGNED BY: H. DEW, PE
R. STUBBS, PE
DATE: APRIL2020
Ac
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC LIC. # C-0293
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NARRATIVE > CWI-19000
2905 Meridian Parkway, Durham, NC 27713 / 919. 361. 5000creatingexperiences through experience
MERRIMONT PARK
Wet Pond Nutrient Credit Calculations
GENERAL DESCRIPTION
The existing wet pond located at Merrimont Park was previously approved by the City of Wilson in 2014 and constructed
thereafter. The original design, signed July 28, 2014, can be found in the Appendix of this report. The project is located
on a parcel in a residential area in Wilson, North Carolina and is owned by the City of Wilson. The Merrimont Park site
is south of the intersection of Buckingham Road NW and Westminster Drive NW with Hampton Road NW to the west
of the wet pond and Hominy Swamp stream east of the wet pond. The area south of the SCM is wooded. The site is
within the Neuse River Basin. The site consists of a park with playground equipment, a small building with restrooms,
and a picnic shelter in addition to the wet pond.
CALCULATION METHODOLOGY
These calculations provide the determination of nutrient credits, specifically nitrogen, generated by the existing wet
pond in its current state with one proposed outlet structure modification. The wet pond design computations in this
report are completed per NC DEQ’s MDC requirements at the time of construction and include the outlet structure
modification. The stage-storage functions, drainage area value, and surface cover information included in the modified
wet pond calculations were extracted from the originally approved stormwater wet pond calculations (see Appendix).
The secondary orifice elevation included in the calculations was gathered from a site visit performed in October of 2019.
The nitrogen load generated from the existing wet pond with the outlet structure modification was calculated using the
Neuse Method 2 Nutrient Offset Calculations. Please note that the originally approved SIA (see Appendix) contained
calculations for a level spreader that was not included in the plans and was not constructed and is therefore, not
included in the nutrient calculations. The Method 2 calculations are included in this report.
DISCUSSION OF RESULTS
NUTRIENT CREDITS GENERATED
Nutrient treatment was not required by the development in the original design, however, as the wet pond is providing
nitrogen treatment and is sized for the drainage area and impervious area to the facility, the credits generated have
been calculated to be utilized in the associated MBI. The total generated nitrogen credits were calculated to be 1,821.7
lbs.
CONCLUSION
If the development on this tract is built as proposed within the original report (see Appendix), then no additional
stormwater control measures are needed to generate the calculated nitrogen credits associated with this project.
However, modifications to the proposed development may require that this analysis be revised. Some modifications
that would require this analysis to be revised include:
1.The proposed site impervious surface differs from the amount accounted for in this report.
2.The post-development watershed breaks change significantly from those used to prepare this report.
The above modifications may result in the assumptions within this report becoming invalid. The computations within
this report will need to be revisited if any of the above conditions become apparent as development of the proposed
site moves forward.
Merrimont Park
CWI-19000
Modified Wet Pond Calculations
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
SSFxn Above NP
H. DEW, PE
4/7/2020
STAGE-STORAGE FUNCTION - ABOVE NORMAL POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet)(feet)(SF)(SF)(CF)(CF)(feet)
123.00 0.00 92,691
124.00 1.00 108,728 100710 100710 100710 1.01
125.00 2.00 113,512 111120 111120 211830 1.99
126.00 3.00 118,353 115933 115933 327762 2.98
127.00 4.00 123,250 120802 120802 448564 3.97
128.00 5.00 128,204 125727 125727 574291 4.98
129.00 6.00 150,000 139102 139102 713393 6.08
1.088292753 11.5126512
99972.57751
KS = 99973
b =1.0883
y = 99973x1.0883
R² = 0.9998
0
100000
200000
300000
400000
500000
600000
700000
800000
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00Storage (CF)Stage (feet)
Storage vs. Stage
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
SSFxn Main Pool
H. DEW, PE
4/7/2020
STAGE-STORAGE FUNCTION - MAIN POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet)(feet)(SF)(SF)(CF)(CF)(feet)
118.0 -1.00 7,446
119.0 0.00 71,573
120.0 1.00 75,711 73642 73642 73642 1.00
122.0 3.00 84,327 80019 160038 233680 2.97
123.0 4.00 92,691 88509 88509 322189 4.03
*surface area and volume used for avg. depth calculation
1.060889902 11.20511999
73505.82908
KS = 73506
b =1.0609
Sediment Storage
y = 73506x1.0609
R² = 0.9999
0
50000
100000
150000
200000
250000
300000
350000
0.00 1.00 2.00 3.00 4.00 5.00Storage (CF)Stage (feet)
Storage vs. Stage
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
SSFxn Forebay
H. DEW, PE
4/7/2020
STAGE-STORAGE FUNCTION - FOREBAY
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet)(feet)(SF)(SF)(CF)(CF)(feet)
118.0 -1.00 7,446
119.0 0.00 8,437
120.0 1.00 9,484 8961 8961 8961 1.01
121.0 2.00 10,587 10036 10036 18996 1.97
122.0 3.00 11,747 11167 11167 30163 2.98
123.0 4.00 12,963 12355 12355 42518 4.05
1.120088343 9.091229513
8877.093845
KS = 8877.1
b =1.1201
Sediment Storage
y = 8877.1x1.1201
R² = 0.9996
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
0.00 1.00 2.00 3.00 4.00 5.00Storage (CF)Stage (feet)
Storage vs. Stage
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
Volume Calculation
H. DEW, PE
4/7/2020
TOTAL VOLUME OF FACILITY
Volume of Main Pool below Normal Pool=322,189 cf
Volume of Forebay below Normal Pool=42,518 cf
Total Volume Below Normal Pool =364,707 cf
Total Volume Above Normal Pool=713,393 cf
Total Volume of Facility =1,078,100 cf
FOREBAY PERCENTAGE OF PERMANENT POOL VOLUME
approximately 15-20% of the main pool volume.
Total Main Pool Volume =322,189 cf
Provided Forebay Volume =42,518 cf
Provided Forebay Volume % =13%
AVERAGE DEPTH OF MAIN POOL
Main Pool Volume at Normal Pool =322,189 cf
Main Pool Area at Normal Pool =92,691 sf
Average Depth =3.48 ft
Per NCDEQ Minimum Design Criteria, the forebay volume should equal
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
Surface Area Calculation
H. DEW, PE
4/7/2020
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics ==>
23.80 acres
8.69 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on-site development.
Drainage area =23.80 acres @ 36.5%impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of =3.48 feet (Calculated)
3.0 3.48 4.0
Lower Boundary =>30.0 1.17 0.94
Site % impervious =>36.5 1.39 1.27 1.14
Upper Boundary =>40.0 1.51 1.24
Therefore, SA/DA required =1.27
Surface area required for main pool at normal pool = 13,166 ft2
=0.30 acres
Surface area provided for main pool at normal pool = 92,691 ft2
Total drainage area to pond =
Total impervious area to pond =
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
WQV Calculation
H. DEW, PE
4/7/2020
DETERMINATION OF WATER QUALITY VOLUME
WQ V = (P)(R V )(A)/12
where,
WQV = water quality volume (in acre-ft)
RV = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =23.80 acres
Impervious area =8.69 acres
Percent impervious cover, I =36.5 %
Rainfall, P =1.00 inches
Calculated values:
RV = 0.38
WQV = 0.75 acre-ft
=32719 cf.
ASSOCIATED DEPTH IN POND
WQV = 32719 cf.
Stage / Storage Data:
Ks =99973
b =1.088
Zo =123.00
Volume in 1" rainfall =32719 cf.
Calculated values:
Depth of WQv in Basin =0.36 ft
=4.30 inches
Elevation =123.36 ft
MERRIMONT PARK
CWI-19000
STORMWATER CONTROL MEASURE
WQV Drawdown Calculation
H. DEW, PE
4/7/2020
DRAWDOWN ORIFICE DESIGN
D orifice =6 inch
# orifices =1
Ks =99973
b =1.0883
Cd orifice =0.60
Normal Pool Elevation =123.00 feet
Volume @ Normal Pool =0 cf
Orifice Invert =123.00 feet
WSEL @ 1" Runoff Volume =123.36 feet
WSEL Vol. Stored Orifice Flow Avg. Flow Incr. Vol.Incr. Time
(feet)(cf)(cfs)(cfs)(cf)(sec)
123.36 32719 0.287
123.33 29600 0.250 0.269 3119 11607
123.30 26507 0.215 0.233 3093 13299
123.26 23444 0.181 0.198 3064 15459
123.23 20413 0.150 0.166 3031 18297
123.20 17417 0.120 0.135 2995 22155
123.17 14464 0.093 0.107 2954 27643
123.14 11558 0.068 0.081 2905 35935
123.11 8712 0.046 0.057 2847 49589
123.07 5940 0.027 0.037 2772 75221
123.04 3272 0.012 0.020 2668 135533
Drawdown Time =4.68 days
By comparison, if calculated by the average head over the orifice
(assuming average head is one-third the total depth), the result would be:
Average driving head on orifice =0.036 feet
Orifice composite loss coefficient =0.600
Cross-sectional area of siphon =0.196 sf
Q =0.1796 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time =2.11 days
MERRIMONT PARK
CWI-19000
NITROGEN EXPORT CALCULATIONS
SOR & Input
H. DEW, PE
4/15/2020
TN-Loading Input Data
Open Impervious Pond Total
To SCM 12.98 8.69 2.13 23.80
Totals =12.98 8.69 2.13 23.80
TN-Loading Output Data
To SCM 23.80 202.42 30%141.69 Wet Pond
Totals =23.80 202.42 141.69
Total TN-Load After Treatment =141.69 lbs/yr
=5.95 lbs/ac/yr
Estimated TN Credits Generated
Total Nitrogen Analysis Area =23.80 acres
TN-Export Before Treatment =202.42 lbs/yr
8.50 lbs/ac/yr
Total TN-Load Generated =60.72 lbs/yr
2.55 lbs/ac/yr
# of Years requiring offset =30 yrs
Total TN-Export Generated =1,821.7 lbs
BMP Type
Nitrogen Analysis Area [acres]Sub-basin ID
Sub-basin ID Nitrogen Analysis Area
[acres]
TN-Load Before
Treatment [lbs/yr]% Removal TN-Load After
Treatment [lbs/yr]
MERRIMONT PARK
CWI-19000
NITROGEN EXPORT CALCULATIONS
To SWMF
H. DEW, PE
4/15/2020
METHOD 2:
STEP 1:Determine the area for each type of land use and enter in Column (2).
STEP 2:Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3:Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4:Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5:Determine the export coefficient for site by dividing the total TN export from uses at the bottom of Column (4) by the total area at the bottom of Column (2).
(2)(3)(4)
Area TN export coeff.TN export from use
[acres](lbs/ac/yr)(lbs/yr)
<== Includes SCM Area
Impervious surfaces 8.69 21.20 184.29
23.80 ---202.42
Total TN Export =8.5 lbs/ac/yr
TOTAL
18.13
0.000.00
15.11open space (grass, landscaping, etc.)
Permanently protected managed 1.2
Quantifying TN Export from Residential / Industrial / Commercial
Developments when Footprints of all Impervious Surfaces are Shown
Type of Land Cover
(1)
0.6Permanently protected undisturbed
open space (forest, unmown meadow)
Merrimont Park
CWI-19000
Appendix – Original Stormwater Design Calculations
City of Wilson-Merrimont Park
Storm Water Calculations
Located in:
Wilson, North Carolina
Prepared by:
Green Engineering, PLLC
PO Box 609
Wilson, NC 27894
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W:\WILSO\09144\Engineering\Stormwater -Updated 04-28-14\Cover Sheet with TOC. doe

TABLE OF CONTENTS
Description
Stormwater
• Site Narrative
S1
• Storm Sewer Pipe Calculations S2
• Wet Detention Pond Calculations S3
■ Buoyancy Calculation S4
■ Wet Detention Pond BMP Supplementary Forms S5
• Level Spreader BMP Supplementary Forms S6
• Neuse Nutrient Management Calculations S7
• Precipitation Data Sheets S8
Erosion & Sedimentation Control
• Outlet Protection Calculations El
• Ditch Liner Calculations E2
Appendix
• USGS Map of Site
• NRCS Soils Map of Site
• Runoff/Drainage Maps
W:\WILSO\09144\Engineering\Stormwater - Updated 04-28-14\Cover Sheet with TOC.doc
r` Engineering

Site Narrative

Merrimont Park Stormwater Project Page 1
SITE NARRATIVE
Background:
The Merrimont Park Stormwater Project is part of an overall goal and plan to help rehabilitate and
reduce the stormwater impacts on the Hominy Swamp Creek, which is listed in as a 303(d) impaired
stream by the State of NC. The park is an existing property owned by the City of Wilson and contains
some playground equipment, a small building with restrooms and a picnic shelter. The remaining
portion of the property is undeveloped. A paved basketball court was present at one time, but has been
removed from the premises within the last three years.
The surrounding area is approximately 95% developed with residential homes. There is a small area
directly adjacent to the park that has not been built out and is currently wooded. There are plans for
future homes, but the project is not slated to start within the foreseeable future.
Existing Pro'ect Area Information:
Existing impervious breakdown: (onsite)
• Property size: 7.85 acres
• Existing Buildings/sidewalks:
o Percent Impervious:
1,430 sf or 0.0042 Ac.
0.05 %
Existing impervious beakdown: (offsite flow into proposed BMP)
■ Total drainage area: 18 Ac.
• Existing Building/Roads: 8.66 Ac.
® Percent Impervious: 48.11%
Water Basin: Neuse River Basin
Flow to existing stream:
1. Piped flow along Buckingham Road to existing square culvert in Hominy Swamp Creek.
2. Overland flow from park grounds to Hominy Swamp Creek.
Flood Zone:
The site is located within Zone X of the flood designations per FEMA Flood map 370270 3713 J, dated
April 16, 2013.
Soils:
Several soil types are represented within the project area, the predominant soils being loamy sand
(Goldsboro GoA) and sandy loam (Norfolk, NoA and Rains, Ra).
A soils bores and report was performed in two locations within the BMP area by S&ME. The report is
attached with this book in the appendix as reference.
Rainfall Data:
The rainfall data was obtained from the National Weather Service, Hydrometeorlogical Design Studies
Center. The rain gauge Wilson 3 SW at Latitude 35.69390, Longitude-77.94560 at an elevation of 110
Green Engineering, PLLC July 25, 2015
PN: 09-144

Merrimont Park Stormwater Project Page 2
feet was used for precipitation frequency estimates. The sheet is attached within the runoff
calculations.
Stormwater Drainage Patterns:
Existing
The site flows in one direction, to the east of the property to the Hominy Swamp Creek, which is
protected by the Neuse Buffer. An existing street drainage system exists and currently connects to the
creek through a direct discharge through the large culvert at the Buckingham Road creek crossing. The
existing system at the point of discharge is currently a 24" RCP.
Proposed:
The project is slated to capture the existing street drainage system and discharge the flow into the
proposed BMP. In addition, peak runoff from Hominy Swamp Creek is to be captured up to 5% of the
total stream runoff and route through the proposed BMP. The BMP outlet is proposed to be on the
south eastern portion of the property by direct discharge from the BMP with 5 cfs being routed to a
level spreader and vegetative filter strip. The amount of flow through the filter strip is limited due to
the location of the device. In addition, as there is stream flow uptake into the BMP, the amount of
cleaning required for the outflow is reduced. This was discussed and approved with DENR stormwater
engineering group (via telephone on 7/11/14).
Stormwater/Nutrient Management:
The project is not required to meet stormwater management regulations as the surrounding areas are
95% developed, the existing flow is currently discharging directly into Hominy Swamp Creek and the
design of the project includes receiving peak runoff from the existing creek into the proposed Wet Pond
(BMP). However, for evaluation purposes, the design of the BMP meets the following requirements for
the surrounding development only (excludes the peak runoff from the creek):
The project was reviewed for stormwater management as far as meeting the following requirements:
a Pre vs. Post development runoff (for the 10 year, 24 hour storm)
a Nutrient Management to regulatory limits
Based on the above, the following is the pre development vs. post development runoff numbers for the
various storms before routing through the BMPs and after routing through the BMPs designed onsite.
The total area reviewed includes the total offsite acreage of 18 acres and 5.8 acres of onsite that flows
through the BMP pond.
Runoff Comparisons (Phase 1):
Description
1-year
10-year
25-year
100-year
Pre development
35.87
113.03
158.66
246.35
Total Post Development
0.71 1
13.09
19.84
52.99
Green Engineering, PLLC July 25, 2015
PN. 09-144

Merrimont Park Stormwater Project Page 3
As shown, the post development flow is significantly less than the pre development flow and meets the
stormwater requirements.
For nutrient management, the site drains into the Neuse River basin, however, as the site is a
redevelopment of an existing site, the project does not need to meet the nutrient management. Based
on the proposed impervious for the project and the various phases of development, the following is the
breakdown for the nutrient management for the various phases of development:
Nutrient Management:
Area Size Impervious Pervious Wooded Nutrient Management (lb/yr)
(ac) Area (ac) Area (ac) Area (ac) TN Current I TN Removed % Red
Wet Pond 23.81 8.67 15.14 I 0 201.97 50.5 25%
Based on the nutrient management requirements for 30% reduction, this project does not meet the
minimum, however, as it is a redevelopment, the reduction is better than the current nutrient
management rate.
Project Description:
The following will be performed for the project:
• Removal of any trees and playground items (to be placed back after completion of project).
■ Abandoning in place drainage pipes and sections that are not being used.
■ Installation of new drainage system to proposed BMP.
• Installation of Wet Detention Pond (BMP).
Green Engineering, PLLC July 25, 2015
PN.• 09-144

Storm Sewer Pipe
Calculations

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Longitude: 780 38' 44" W
Latitude: 340 19' 33" N
Longitude: 780 37' 57" W

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Culvert Report
Hydraflow Express Extension for Autodesk® AutoCADS Civil 3D® by Autodesk, Inc.
4et Pond Outlet Pipe
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n-Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Elr, rR;
12e.C•D
126 DD
722 DD
126 DD
12'DD
124 DC•
123.C9
1226D
121 DD
= 122.60
= 76.00
= 0.53
= 123.00
= 24.0
= Circular
= 24.0
= 1
= 0.013
= Circular Concrete
= Groove end w/headwall (C)
= 0.0018, 2, 0.0292, 0.74, 0.2
= 128.20
= 13.00
= 20.00
Wet Pond outlet Pipe
ClmWer ,Vlwt HGL Emhenk
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday, Jul 28 2014
= 13.09
= 13.09
_ (dc+D)/2
= 13.09
= 13.09
= 0.00
= 4.72
= 6.05
= 124.25
= 124.30
= 124.90
= 0.95
= Inlet Control
Hw Gepth SN
6 00
6 DD
4 DD
3 DD
zoo
1.00
0W
.100
-2 00
Flenh (e)

Culvert Report
127.D
12E.DC
125 DC
124.01
123.CD
12 M
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
�irom Splitter Box to FES Out
Invert Elev Dn (ft)
= 123.49
Pipe Length (ft)
= 20.00
Slope (%)
= 0.55
Invert Elev Up (ft)
= 123.60
Rise (in)
= 24.0
Shape
= Circular
Span (in)
= 24.0
No. Barrels
= 1
n-Value
= 0.013
Culvert Type
= Circular Concrete
Culvert Entrance
= Groove end w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0018, 2, 0.0292, 0.74, 0.2
Embankment
Top Elevation (ft)
= 127.50
Top Width (ft)
= 15.00
Crest Width (ft)
= 20.00
Elr"nt From Splltter Box to FES Out
125 DD
I . e 1 1p 12 1e 16 16 2C 22 24 2E N
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday, Jul 28 2014
= 8.09
= 8.09
= (dc+D)/2
= 8.09
= 8.09
= 0.00
= 3.19
= 5.07
= 125.00
= 124.61
= 125.02
= 0.71
= Inlet Control
Ciraterr��erl HGL - Embank
Reach i e.
H, Ceplh (ft,
4.40
3.40
2.40
1.40
DAD
•0.60
.1.60

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Monday, Jul 28 2014
from Splitter to Level Spreader at 5 CFS
Invert Elev Dn (ft)
= 122.02
Calculations
Pipe Length (ft)
= 115.00
Qmin (cfs)
= 1.00
Slope (%)
= 0.50
Qmax (cfs)
= 10.00
Invert Elev Up (ft)
= 122.60
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 1.00
No. Barrels
= 1
Qpipe (cfs)
= 1.00
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 0.52
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 2.77
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 123.19
HGL Up (ft)
= 122.94
Embankment
Hw Elev (ft)
= 123.06
Top Elevation (ft)
= 127.00
Hw/D (ft)
= 0.23
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
Elr: ;tt
From Splltter to Level Spreader at 5 CFS
Hs Dep1h {a;
125.00
127 CO
12E, DO
125.0
124.00
123.DD
122.DD
121.DD
0 s �e
S0 4D
50 60 7L a+
u• sr.
a.n
��r.
xe
..n
.e..
....
Graf ar CV1,61 HGL Embnnl.
Reach ?a,
5.40
4.40
3.40
2.40
1.40
0.40
-0.50
.1.60

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Jul 8 2014
i
. erflow Pipe Calculaton - 2 yr storm
Invert Elev Dn (ft)
= 123.55
Calculations
Pipe Length (ft)
= 76.00
Qmin (cfs)
= 15.71
Slope (%)
= 1.64
Qmax (cfs)
= 15.71
Invert Elev Up (ft)
= 124.80
Tailwater Elev (ft)
= 124.67
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 15.71
No. Barrels
= 2
Qpipe (cfs)
= 15.71
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 3.69
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.72
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 124.67
HGL Up (ft)
= 125.73
Embankment
Hw Elev (ft)
= 126.08
Top Elevation (ft)
= 128.50
Hw/D (ft)
= 0.51
Top Width (ft)
= 45.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
120 DO
127 DD
12400
12,00
122 DO
Overflow Pipe Calculaton - 2 yr storm
—._
D
lD
20
c!
c}
E^
�c
f7
1R7
110
Grcdor CV,0l HOL Embank
32D
2.20
120
D2D
-D'RD
AM
•2.0D
fiisTGh {a)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
,overflow Pipe Calculaton - 5 yr storm
Invert Elev Dn (ft)
= 123.55
Calculations
Pipe Length (ft)
= 76.00
Qmin (cfs)
Slope (%)
= 1.64
Qmax (cfs)
Invert Elev Up (ft)
= 124.80
Tailwater Elev (ft)
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
No. Barrels
= 2
Qpipe (cfs)
n-Value
= 0.013
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 128.50
Hw/D (ft)
Top Width (ft)
= 45.00
Flow Regime
Crest Width (ft)
= 100.00
128 DD
127,DD
126M
125.E D
124.DD
12W
122 DO
Overflow Pipe Colculatan - 5 yr storm
Tuesday, Jul 8 2014
= 23.96
= 23.96
= 125.11
= 23.96
= 23.96
= 0.00
= 3.72
5.37
= 125.11
= 125.96
= 126.45
= 0.66
= Inlet Control
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120
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P'mr ;' fm

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jul 8 2014
..derflow Pipe Calculaton -10 yr storm
Invert Elev Dn (ft)
= 123.55
Calculations
Pipe Length (ft)
= 76.00
Qmin (cfs)
= 31.38
Slope (%)
= 1.64
Qmax (cfs)
= 31.38
Invert Elev Up (ft)
= 124.80
Tailwater Elev (ft)
= 125.58
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 31.38
No. Barrels
= 2
Qpipe (cfs)
= 31.38
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 3.68
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 5.88
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 125.58
HGL Up (ft)
= 126.14
Embankment
Hw Elev (ft)
= 126.75
Top Elevation (ft)
= 128.50
Hw/D (ft)
= 0.78
Top Width (ft)
= 45.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
Ele,(n)
tzI.w
128 DD
127 DD
126 D6
125 DD
124 D6
121, W
12200
Overflow Pipe Calculaton • 16 yr siorm
Circular CW-d HOL Embank
Hx VV04 [fl:
azu
z,2D
22D
12D
nzu
.unD
LND
-2BD
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Tuesday, Jul 8 2014
.verflow Pipe Calculaton - 25 yr storm
Invert Elev Dn (ft)
= 123.55
Calculations
Pipe Length (ft)
= 76.00
Qmin (cfs)
= 42.96
Slope (%)
= 1.64
Qmax (cfs)
= 42.96
Invert Elev Up (ft)
= 124.80
Tailwater Elev (ft)
= 126.40
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 42.96
No. Barrels
= 2
Qpipe (cfs)
= 42.96
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.38
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 6.60
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 126.40
HGL Up (ft)
= 126.37
Embankment
Hw Elev (ft)
= 127.22
Top Elevation (ft)
= 128.50
Hw/D (ft)
= 0.97
Top Width (ft)
= 45.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
EW Ift
129 C.E.
12D DU
127 DD
12500
12600
12400
123 DO
122 OD
Overflow Pipe Calculaton - 25 yr Mann
C.VjOrCWverl HGL E.t—L'
ft UeP1h I1t.i
51[I
., 1D
21U
11D
U1U
•DBD
�1 DU
.2,BD
Rmh (ft]

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jul 8 2014
,overflow Pipe Calculaton -100 yr storm
Invert Elev Dn (ft)
= 123.55
Calculations
Pipe Length (ft)
= 76.00
Qmin (cfs)
= 64.82
Slope (%)
= 1.64
Qmax (cfs)
= 64.82
Invert Elev Up (ft)
= 124.80
Tailwater Elev (ft)
= 127.63
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 64.82
No. Barrels
= 2
Qpipe (cfs)
= 64.82
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.60
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 6.60
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 127.63
HGL Up (ft)
= 128.11
Embankment
Hw Elev (ft)
= 129.12
Top Elevation (ft)
= 129.50
Hw/D (ft)
= 1.73
Top Width (ft)
= 45.00
Flow Regime
= Outlet Control
Crest Width (ft)
= 100.00
EW (n) Overflow Pipe Ealculelon - 100 yr 610nle Hr. De1Ah lel
13U,0n
129 CO — 771
125 DD
1n w
12E DO
125 CI
124.DD
12B 00
12200
0 10 20 zo SD E•^ �. .. fY� Ito 77P 17P
Ch MID, Cul.ea MGL Embank
Bnncfi {Hl
. G
A 2D
32D
221,
1?D
D.2
-D 6[i
1 BD
2 6D

Wet Detention Pond
Calculations

STORMWA TER DETEN T/ON POND CALCULA TONS SUMMARY
Project Name Merrimont Park Stormwater Project
Designer PWS Date 7/25/2014
Area Draining to Pond (ADP)
Current Project 1036728 SF
Contingency for Future Growth 0 SF
Total 1036728 SF
Built -Upon Area (BUA)
Current Project:
Building 1430 SF
Drives/Parking 377229.6 SF
Contingency for Future Growth 0 SF
Total 378659.6 SF
BUA/ADP
Runoff from 1 " Rainfall
85% or 90% TSS Removal
Pond Depth: (V permanent pool / A permanent pool)
SA/ADP Ratio
23.800 AC
0.000 AC
23.800 AC
0.033 AC
8.660 AC
0.000 AC
8.693 AC
0.365
32719 CF
3.90 FT
1.90%
Page 1

STORMWA TER DETENTION POND CAL CULA TONS SUMMARY
Project Name Merrimont Park Stormwater Project
Designer PWS Date 7/25/2014
Flood Storage Volumes
Contour Z
123
124
124.5
125
126
127
128
129
Permanent Pool Volumes
Contour Z
Area
DS
ACC S
0
92691
0
0
1
108728
100709.5
100709.5
0.5
111094
54955.5
155665
0.5
113512
56151.5
211816.5
1
118353
57361.75
269178.25
1
123250
120801.5
389979.75
1
128204
125727
515706.75
1
150000
139102
654808.75
Area DS ACC S
118
0
7446
0
0
119
1
71573
39509.5
39509.5
120
1
75711
73642
113151.5
121
1
79959
77835
190986.5
122
1
84327
82143
273129.5
123
1
92691
88509
361638.5
Minimum Basin SA = 19654 SF Needed
Basin SA = 92691 SF Provided
Sediment Storage Zone:
Acres of Disturbance = 4.00 Ac.
Volume of Sedimen/Ac/Yr = 1800 Cf/Ac/yr
Volume of Sediment = 7200 Cf of Sediment
Forebay Volumes
Contour Z
Area
DS
ACC S
118
0
7446
0
0
119
1
8437
7941.5
7941.5
120
1
9484
8960.5
16902
121
1
10587
10035.5
26937.5
122
1
11747
11167
38104.5
Page 2

5TORMWA TER DETEN T/ON POND CALCULA TONS SUMMARY
Project Name Merrimont Park Stormwater Project
Designer PWS Date 7/25/2014
1Z3 1 12963 12355 50459.5
Permanent Pool Storage = 361638.5 Cf
Minimum Forebay Storage = 72327.7 Cf (20% minimum of total storage)
Designed Forebay Storage = 50459.5 Cf
14% of total Permanent Pool Storage
Page 3

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, STORMWA TER DETENTION POND ORIFICE CAL CULA TONS
Project Name Merrimont Park Stormwater Project
Designer PWS Date 7/25/2014
(Enter Values in Green Cells onlyl)
Is the pond based on 1-inch storm or the 1-Yr, 24 Hour storm? 1-yr, 24
1 " Storm Volume 32719 CF
1-Yr, 24 Hour Storm Volume 177767 CF
(pull from Hydro Program)
Total Volume use for orifice sizing: 177767 CF
Total rate of flow through orifice
Days to drain stored water 3 days
Flow Rate (Q) 0.7000 CFS
Total Height of Water 1.5 ft
(difference between Orifice and Principle Spillway)
Orifice Size Needed
Coefficient for Orifice 0.6
Gravity 32.2 ft/s2
Cross Area 0.1187 ft2
Try using 5 in or 0.1364 ft2
Therefore, use the following orifice size 5 in. Orifice
The water will drain in 2.5588 days
Orifice Size is OKAY./

Project Name Merrimont Park Stormwater Project
Designer PWS Date
Area Draining to Stormwater Pond, DA
Proposed Built -Upon Area Within Pond Drainage Area, BUA
BUA to DA Ratio
Design TSS Removal
Proposed Depth from Permanent Pool Elevation to Bottom
Minimum Permanent Pool Surface Area to DA Ratio Required
Actual SA to DA Ratio Proposed
Pond Bottom Elevation
Permanent (Bottom of Orifice) Pool Elevation
Temporary Elevation (Primary Spillway)
Permanent Pool Surface Area
Temporary Pool Surface Area
Volume of Runoff from 1 " Rainfall
Storage Between Permanent Pool and Temporary Pool
Size of Orifice
Drawdown Time
Volume Between Permanent Pool and Bottom in Forebay
Volume Between Permanent Pool and Bottom in Forebay & Main Pond Combined
Pool Elevation at Q1, 24 Year Storm
Minimum Top of Bank Elevation
Emergency Spillway Elevation
7/7C/')/11A
23.8
acres
8.69282828
acres
36.52
90
5
feet
0.0190
0.0894
119
feet MSL
123.0
feet MSL
124.5
feet MSL
92691
square feet
111094
square feet
32,719
cubic feet
155,665
cubic feet
5
inches
2.56
days
50459.5
cubic feet
361,639
cubic feet
124.43
feet MSL
128.2
feet MSL
127.1
feet MSL

Watershed Model SchematipdraflowHydrographsExtension for AutoCAD® Civil 3D®2015byAutodesk,Inc. v10.4
ED
Project: 09144 Wet Pond w Stream Overflow 2.gpw

PA
Hydrograph Return Period FiyBefcnrograpns Extension for AutoCAD® Civil 3D0 2015 by Autodesk, Inc. v10.4
r -
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
type hyd(s) l Description
(origin) 1-yr 2-yr $ryr 5-yr 10-yr f 25-yr 50 yr 100-yr
1 r�ul
1
SCS Runoff ------
31.58
44.72
0.707 68.32 89.52 122.52
-------
2
SCS Runoff
0.445
0.630
0.010 0.962 1.261 1.726
-------
3
SCS Runoff ------
224.62
319.16
9.947 485.49 634.47 866.66
-------
4
Reach 3
220.69
314.24
9.694 479.28 627.58 859.14
-------
5
Diversionl 4
11.03
15.71
0.485 23.96 31.38 42.96
-------
6
Diversion2 4
209.65
298.53
9.210 455.32 596.20 816.19
i
-------
7
SCS Runoff ------
2.354
5.147
0.000 10.70 16.16 25.32
-------
8
Combine 1. 2, 5,
35.87
52.76
0.725 84.24 113.03 158.66
-------
7
9
Reservoir 8
0.703
2.856
0.036 10.12 13.09 19.84
------
84.69
Main Lines
2.601
Small Line
05.21
Hominy Swamp Creek
96.34
Hominy Swamp Creek
64.82
Into Pond
31.52
Remain in Stream
44.03
Park Overland Flow
46.35
Sum of Hydrographs
52.99
Route thru Pond
Proj. file: 09144 Wet Pond w Stream Overflow 2.gpw
Monday, 07 / 28 / 2014

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. 00.4 Monday, 07 / 28 / 2014
'lyd. No. 1
Main Lines
Hydrograph type
= SCS Runoff
Peak discharge
= 31.58 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 72,364 cuft
Drainage area
= 17.750 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
'0.00
25.00
20.00
15.00
10.00
5.00
Main Lines
Hyd. No. 1 -- 1 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -L�- - L - - -i i _ i iJ i i —r 1- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
!

Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. 00.4
'iyd. No. 2
Small Line
Monday, 07 / 28 / 2014
Hydrograph type
= SCS Runoff
Peak discharge
= 0.445 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 1,019 CA
Drainage area
= 0.250 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
J.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
i
i
Small Line
Hyd. No. 2 -- 1 Year
2 4 6 8 10 12 14
Hyd No. 2
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
16 18 20 22 24 26
Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
1yd. No. 3
Hominy Swamp Creek
Hydrograph type
= SCS Runoff
Peak discharge
= 224.62 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.83 hrs
Time interval
= 2 min
Hyd. volume
= 2,087,682 cuft
Drainage area
= 460.000 ac
Curve number
= 81
Basin Slope
= 3.1 %
Hydraulic length
= 8000 ft
Tc method
= LAG
Time of conc. (Tc)
= 92.40 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(139.000 x 69) + (234.000 x 85)] / 460.000
Q (cfs
240.00
210.00
180.00
150.00
120.00
•1 11
•1 11
it 11
Hominy Swamp Creek
Hyd. No. 3 -- 1 Year
000---
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
ff-sT�'
0 2 4 6 8 10 12 14 16 18 20 22 24 26
J
Hyd No. 3 Time (hrs)

Hydrograph Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
lyd. No. 4
Hominy Swamp Creek
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 - Hominy Swamp Creek
Section type
Reach length
= 4780.0 ft
Channel slope
Manning's n
= 0.009
Bottom width
Side slope
= 2.0:1
Max. depth
Rating curve x
= 3.579
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Att-Kin routing method used.
Q (cfs)
240.00
210.00
180.00
150.00
120.00
•m
30.00
Hominy Swamp Creek
Hyd. No. 4 -- 1 Year
Monday, 07 / 28 / 2014
= 220.69 cfs
= 12.97 hrs
= 2,087,678 cuft
= Trapezoidal
= 0.4 %
= 5.0 ft
= 10.0 ft
= 1.375
= 0.3210
Q (cfs)
240.00
210.00
180.00
150.00
120.00
,. O It It,
30.00
0.00 I I I I L i _.. ;---1�10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Hyd No. 3 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
--Iyd. No. 5
Into Pond
7
Monday, 07 / 28 / 2014
Hydrograph type
= Diversion1
Peak discharge
= 11.03 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.97 hrs
Time interval
= 2 min
Hyd. volume
= 104,384 cuft
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd.
= 6
Diversion method
= Flow Ratio
Flow ratio
= 0.05
Into Pond
Hyd. No. 5 -- 1 Year
210.00
180.00
150.00
120.00
.1 1I
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
de iff,
IM
-0111111
0.00 �.a, —L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 -- Q = 0.05 x Qin Hyd No. 4 -- Inflow --- Hyd No. 6 -- 4 minus 5

Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
^jyd. No. 6
Remain in Stream
Hydrograph type
= Diversion2
Peak discharge
= 209.65 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.97 hrs
Time interval
= 2 min
Hyd. volume
= 1,983,294 cuft
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd.
= 5
Diversion method
= Flow Ratio
Flow ratio
= 0.05
Q (cfs)
240.00
210.00
180.00
150.00
120.00
.1 10
30.00
Remain in Stream
Hyd. No. 6 -- 1 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
•m
mom
30.00
0.00 -' 1 1 1 1 1� - I �''- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 6 -- Q = 0.95 x Qin Hyd No. 4 -- Inflow - - Hyd No. 5

Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
`iyd. No. 7
Park Overland Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 2.354 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 6,544 cuft
Drainage area
= 5.800 ac
Curve number
= 61
Basin Slope
= 5.0 %
Hydraulic length
= 125 ft
Tc method
= LAG
Time of conc. (Tc)
= 4.50 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4 6 8
Hyd No. 7
Park Overland Flow
Hyd. No. 7 -- 1 Year
Q (cfs)
3.00
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Monday, 07 / 28 / 2014
`lyd. No. 8
Sum of Hydrographs
Hydrograph type
= Combine
Peak discharge
= 35.87 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 184,311 cuft
Inflow hyds.
= 1, 2, 5, 7
Contrib. drain. area
= 23.800 ac
Q (cfs)
40.00
30.00
20.00
10.00
Sum of Hydrographs
Hyd. No. 8 -- 1 Year
2 4 6 8 10 12 14 16
Hyd No. 8 Hyd No. 1 Hyd No. 2
Hyd No. 7
18 20 22 24
Hyd No. 5
Q (cfs)
40.00
30.00
20.00
10.00
0.00
26
Time (hrs)

Hydrograph Report
11
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. 00.4
'1yd. No. 9
Route thru Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 8 - Sum of Hydrographs
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
Q (cfs)
40.00
30.00
20.00
Route thru Pond
Hyd. No. 9 -- 1 Year
Monday, 07 / 28 / 2014
= 0.703 cfs
= 24.13 hrs
= 150,094 cuft
= 124.49 ft
= 154,550 tuft
10 20 30 40 50 60 70 80 90
Hyd No. 9 Hyd No. 8 [ILL 1 Total storage used = 154,550 cuft
Q (cfs)
40.00
30.00
20.00
i[OX1111
0.00
100
Time (hrs)

Hydrograph Report 12
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc 00.4 Monday, 07 / 28 / 2014
Ilyd. No. 1
Main Lines
Hydrograph type
= SCS Runoff
Peak discharge
= 0.707 cfs
Storm frequency
= 3-ym 1- 14Q4
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 4,514 cuft
Drainage area
= 17.750 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 1.00 in
Distribution
= Type ll
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
J.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Main Lines
Hyd. No. 1 -- 3 Year
2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
16 18. 20 22 24 26
Time (hrs)

Hydrograph Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D®2015 by Autodesk, Inc. 00.4
-`Iyd. No. 2
Small Line
Monday, 07 / 28 / 2014
Hydrograph type
= SCS Runoff
Peak discharge
= 0.010 cfs
Storm frequency
= 3-ym I - in1c.t4
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 64 cuft
Drainage area
= 0.250 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 1.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
J.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Small Line
Hyd. No. 2 -- 3 Year
2 4 6 8 10 12 14
Hyd No. 2
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
-y)iyd. No. 3
Hominy Swamp Creek
Hydrograph type
= SCS Runoff
Peak discharge
= 9.947 cfs
Storm frequency
= 3 yrs
Time to peak
= 13.27 hrs
Time interval
= 2 min
Hyd. volume
= 164,322 cuft
Drainage area
= 460.000 ac
Curve number
= 81 *
Basin Slope
= 3.1 %
Hydraulic length
= 8000 ft
Tc method
= LAG
Time of conc. (Tc)
= 92.40 min
Total precip.
= 1.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(139.000 x 69) + (234.000 x 85)] / 460.000
8.00
6.00
4.00
2.00
0.00
0 2 4 6 8
Hyd No. 3
Hominy Swamp Creek
Hyd. No. 3 -- 3 Year
Q (cfs)
10.00
M
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26 28
Time (hrs)

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. 00.4
Monday, 07 / 28 / 2014
'yd. No. 4
Hominy Swamp Creek
Hydrograph type =
Reach
Peak discharge
= 9.694 cfs
Storm frequency =
3 yrs
Time to peak
= 13.53 hrs
Time interval =
2 min
Hyd. volume
= 164,314 cuft
Inflow hyd. No. =
3 - Hominy Swamp Creek
Section type
= Trapezoidal
Reach length =
4780.0 ft
Channel slope
= 0.4 %
Manning's n =
0.009
Bottom width
= 5.0 ft
Side slope =
2.0:1
Max. depth
= 10.0 ft
Rating curve x =
3.579
Rating curve m
= 1.375
Ave. velocity =
0.00 ft/s
Routing coeff.
= 0.1510
Modified Att-Kin routing method used.
-we
6.00
4.00
2.00
0.00
0 2 4 6 8
Hyd No. 4
Hominy Swamp Creek
Hyd. No. 4 -- 3 Year
Q (cfs)
10.00
=11
M
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26 28
Hyd No. 3 Time (hrs)

Hydrograph Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
- Ayd. No. 5
Into Pond
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 3 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd
Diversion method
= Flow Ratio
Flow ratio
.e
4.00
Into Pond
Hyd. No. 5 -- 3 Year
2 4 6 8 10 12 14 16 18
Hyd No. 5 -- Q = 0.05 x Qin Hyd No. 4 -- Inflow
Monday, 07 / 28 / 2014
= 0.485 cfs
= 13.53 hrs
= 8,216 cuft
=6
= 0.05
Q (cfs)
10.00
M
AM
4.00
well]
- 0.00
20 22 24 26 28
Time (hrs)
Hyd No. 6 -- 4 minus 5

Hydrograph Report
17
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2015 by Autodesk, Inc. v10.4
_'Oyd. No. 6
Remain in Stream
Hydrograph type = Diversion2 Peak discharge
Storm frequency = 3 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hydrograph = 4 - Hominy Swamp Creek 2nd diverted hyd.
Diversion method = Flow Ratio Flow ratio
N
. IR
4.00
2.00
2 4 6 8
Hyd No. 6 -- Q = 0.95 x Qin
Remain in Stream
Hyd. No. 6 -- 3 Year
Monday, 07 / 28 / 2014
= 9.210 cfs
= 13.53 hrs
= 156,098 tuft
=5
= 0.05
Q (cfs)
10.00
SH
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 4 -- Inflow Hyd No. 5

Hydrograph Report 18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
Ayd. No. 7
Park Overland Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 0.000 cfs
Storm frequency
= 3 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Drainage area
= 5.800 ac
Curve number
= 61
Basin Slope
= 5.0 %
Hydraulic length
= 125 ft
Tc method
= LAG
Time of conc. (Tc)
= 4.50 min
Total precip.
= 1.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
3.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0.0
Park Overland Flow
Hyd. No. 7 -- 3 Year
0.3 0.7 1.0 1.3 1.7
Hyd No. 7
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
2.0
Time (hrs)

Hydrograph Report
19
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2015 by Autodesk, Inc. v10.4
---I, yd. No. 8
Sum of Hydrographs
Monday, 07 / 28 / 2014
Hydrograph type
= Combine
Peak discharge
= 0.725 cfs
Storm frequency
= 3-Ws �- �n��,�}
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 12,793 cuft
Inflow hyds.
= 1, 2, 5, 7
Contrib. drain. area
= 23.800 ac
Q (cfs)
1.00
0.90
3.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
2 4 6 8
Hyd No. 8
Sum of Hydrographs
Hyd. No. 8 -- 3 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10 12 14 16 18 20 22 24 26 28
Hyd No. 1 Hyd No. 2 Hyd No. 5 Time (hrs)
Hyd No. 7

Hydrograph
Report
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2015 by Autodesk, Inc. v10.4
Monday, 07 / 28 / 2014
`yd. No. 9
Route thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.036 cfs
Storm frequency
= 3-yrs I-1
Time to peak
= 25.43 hrs
Time interval
= 2 min
Hyd. volume
= 6,683 cuft
Inflow hyd. No.
= 8 - Sum of Hydrographs
Max. Elevation
= 123.12 ft
Reservoir name
= Wet Pond
Max. Storage
= 11,694 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
1
J.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
i
Route thru Pond
Hyd. No. 9 -- 3 Year
10 20 30 40 50 60 70 80 90
Hyd No. 9 Hyd No. 8 ffTTTTTI Total storage used = 11,694 cuft
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
100
Time (hrs)

Hydrograph Report
21
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2015 by Autodesk, Inc. 00.4
`iyd. No. 1
Main Lines
Monday, 07 / 28 / 2014
Hydrograph type
= SCS Runoff
Peak discharge
= 89.52 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 205,718 cuft
Drainage area
= 17.750 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cone. (Tc)
= 7.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
2 4 6
Hyd No. 1
Main Lines
Hyd. No. 1 -- 10 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Deport
22
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. 00.4
-Hiyd. No. 2
Small Line
Monday, 07 / 28 / 2014
Hydrograph type
= SCS Runoff
Peak discharge
= 1.261 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 2,897 cuft
Drainage area
= 0.250 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00
0
Small Line
Hyd. No. 2 -- 10 Year
2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

Hydrograph Report 23
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
`Iyd. No. 3
Hominy Swamp Creek
Hydrograph type
= SCS Runoff
Peak discharge
= 634.47 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.83 hrs
Time interval
= 2 min
Hyd. volume
= 5,679,490 cuft
Drainage area
= 460.000 ac
Curve number
= 81 *
Basin Slope
= 3.1 %
Hydraulic length
= 8000 ft
Tc method
= LAG
Time of conc. (Tc)
= 92.40 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(139.000 x 69) + (234.000 x 85)] / 460.000
Q (cfs)
720.00
630.00
r
540.00
450.00
360.00
270.00
180.00
tit I1,
0.00
0 2 4
- Hyd No. 3
0
Hominy Swamp Creek
Hyd. No. 3 -- 10 Year
Q (cfs)
720.00
630.00
540.00
450.00
360.00
270.00
180.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
`lyd. No. 4
Hominy Swamp Creek
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 - Hominy Swamp Creek
Section type
Reach length
= 4780.0 ft
Channel slope
Manning's n
= 0.009
Bottom width
Side slope
= 2.0:1
Max. depth
Rating curve x
= 3.579
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Att-Kin routing method used
Hominy Swamp Creek
Hyd. No. 4 -- 10 Year
630.00
540.00
450.00
360.00
270.00
180.00
Monday, 07 / 28 / 2014
= 627.58 cfs
= 12.90 hrs
= 5,679,491 tuft
= Trapezoidal
= 0.4 %
= 5.0 ft
= 10.0 ft
= 1.375
= 0.4049
Q (cfs)
720.00
630.00
540.00
450.00
360.00
270.00
180.00
•M E1
0 2 4 6 8 10 12 14 16 18 20 22 24 26
' Hyd No. 4 Hyd No. 3 Time (hrs)

Hydrograph Report
25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. 00.4
"iyd. No. 5
Into Pond
Hydrograph type = Diversion1 Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hydrograph = 4 - Hominy Swamp Creek 2nd diverted hyd
Diversion method = Flow Ratio Flow ratio
5d0.00
1
450.00
C. Y]
270.00
180.00
2 4 6 8
Hyd No. 5 -- Q = 0.05 x Qin
Into Pond
Hyd. No. 5 -- 10 Year
Monday, 07 / 28 / 2014
= 31.38 cfs
= 12.90 hrs
= 283,974 cuft
=6
= 0.05
Q (cfs)
630.00
540.00
450.00
360.00
270.00
180.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 -- Inflow -, - _ Hyd No. 6 -- 4 minus 5

Hydrograph Report 26
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 004 Monday, 07 / 28 / 2014
--'Ayd. No. 6
Remain in Stream
Hydrograph type
= Diversion2
Peak discharge
= 596.20 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.90 hrs
Time interval
= 2 min
Hyd. volume
= 5,395,516 cuft
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd.
= 5
Diversion method
= Flow Ratio
Flow ratio
= 0.05
Q (cfs)
630.00
5Q0.00
450.00
360.00
270.00
180.00
i
2 4 6 8
Hyd No. 6 -- Q = 0.95 x Qin
Remain in Stream
Hyd. No. 6 -- 10 Year
Q (cfs)
630.00
540.00
450.00
360.00
270.00
180.00
�911X$111
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 -- Inflow — Hyd No. 5

Hydrograph Report 27
Hydraflow Hydrographs Extension for AUtoCAD® Civil 31D® 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
-Iyd. No. 7
Park Overland Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 16.16 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 32,508 cuft
Drainage area
= 5.800 ac
Curve number
= 61
Basin Slope
= 5.0 %
Hydraulic length
= 125 ft
Tc method
= LAG
Time of conc. (Tc)
= 4.50 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
) 00
12.00
9.00
6.00
3.00
0.00
0 2 4 6 8
Hyd No. 7
Park Overland Flow
Hyd. No. 7 -- 10 Year
Q (cfs)
18.00
15.00
12.00
M
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2015 by Autodesk, Inc. 00.4
Monday, 07 / 28 / 2014
--Ayd. No. 8
Sum of Hydrographs
Hydrograph type
= Combine
Peak discharge
= 113.03 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 525,098 cuft
Inflow hyds.
= 1, 2, 5, 7
Contrib. drain. area
= 23.800 ac
00
80.00
60.00
40.00
20.00
0.00
0 2 4 6
Hyd No. 8
Sum of Hydrographs
Hyd. No. 8 -- 10 Year
Q (cfs)
120.00
100.00
40.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 1 --•- Hyd No. 2 Hyd No. 5 Time (hrs)
Hyd No. 7

Hydrograph Report
29
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Monday, 07 / 28 / 2014
�'iyd. No. 9
Route thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 13.09 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.53 hrs
Time interval
= 2 min
Hyd. volume
= 486,103 cuft
Inflow hyd. No.
= 8 - Sum of Hydrographs
Max. Elevation
= 125.72 ft
Reservoir name
= Wet Pond
Max. Storage
= 294,696 cuft
Storage Indication method used
Q (cfs)
120.00
00
.1i1Ui 4
40.00
20.00
Route thru Pond
Hyd. No. 9 -- 10 Year
Q (cfs)
120.00
100.00
. 1 1r;
40.00
20.00
0.00 - ' 1 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
11 Hyd No. 9 Hyd No. 8 Total storage used = 294,696 cult

Hydrograph Report 30
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. 00.4 Monday, 07 / 28 / 2014
-�'lyd. No. 1
Main Lines
Hydrograph type
= SCS Runoff
Peak discharge
= 122.52 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 284,201 cuft
Drainage area
= 17.750 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 6.81 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
100.00
l
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4 6
Hyd No. 1
Main Lines
Hyd. No. 1 -- 25 Year
Q (cfs)
140.00
120.00
100.00
C.1 1O,
40.00
20.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report 31
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
Hyd. No. 2
Small Line
Hydrograph type
= SCS Runoff
Peak discharge
= 1.726 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 4,003 cuft
Drainage area
= 0.250 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 6.81 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 2
Small Line
Hyd. No. 2 -- 25 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

Hydrograph Report 32
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc 00.4 Monday, 07 / 28 / 2014
"jyd. No. 3
Hominy Swamp Creek
Hydrograph type
= SCS Runoff
Peak discharge
= 866.66 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.83 hrs
Time interval
= 2 min
Hyd. volume
= 7,763,345 cuft
Drainage area
= 460.000 ac
Curve number
= 81 *
Basin Slope
= 3.1 %
Hydraulic length
= 8000 ft
Tc method
= LAG
Time of conc. (Tc)
= 92.40 min
Total precip.
= 6.81 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(139.000 x 69) + (234.000 x 85)] / 460.000
Q (cfs)
868.00
7^ 4.00
620.00
496.00
372.00
248.00
124.00
0.00 -`
0
2 4 6
Hyd No. 3
Hominy Swamp Creek
Hyd. No. 3 -- 25 Year
Q (cfs)
868.00
744.00
620.00
496.00
372.00
248.00
124.00
- 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
33
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
-- lyd. No. 4
Hominy Swamp Creek
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 - Hominy Swamp Creek
Section type
Reach length
= 4780.0 ft
Channel slope
Manning's n
= 0.009
Bottom width
Side slope
= 2.0:1
Max. depth
Rating curve x
= 3.579
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Att-Kin routing method used
Q (cfs)
868.00
744.00
620.00
496.00
372.00
248.00
124.00
0.00
0 2 4
- Hyd No. 4
Hominy Swamp Creek
Hyd. No. 4 -- 25 Year
Monday, 07 / 28 / 2014
= 859.14 cfs
= 12.90 hrs
= 7,763,343 cuft
Trapezoidal
0.4 %
= 5.0 ft
= 10.0 ft
= 1.375
= 0.4331
Q (cfs)
868.00
744.00
620.00
496.00
372.00
248.00
124.00
0.00
6 8 10 12 14 16 18 20 22 24 26
-- — Hyd No. 3
Time (hrs)

Hydrograph Report
34
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
'---'Ayd. No. 5
Into Pond
Hydrograph type
= Diversion1
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd
Diversion method
= Flow Ratio
Flow ratio
718.00
615.00
492.00
369.00
246.00
123.00
M
2 4 6 8
Hyd No. 5 -- Q = 0.05 x Qin
Into Pond
Hyd. No. 5 -- 25 Year
Monday, 07 / 28 / 2014
= 42.96 cfs
= 12.90 hrs
= 388,167 tuft
=6
= 0.05
Q (cfs)
861.00
738.00
615.00
492.00
369.00
246.00
123.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 -- Inflow — Hyd No. 6 -- 4 minus 5

Hydrograph Report
35
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D(D 2015 by Autodesk, Inc. v10.4
-ajyd. No. 6
Remain in Stream
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd
Diversion method
= Flow Ratio
Flow ratio
718.00
615.00
492.00
369.00
246.00
123.00
2 4 6 8
Hyd No. 6 -- Q = 0.95 x On
Remain in Stream
Hyd. No. 6 -- 25 Year
Monday, 07128 / 2014
= 816.19 cfs
= 12.90 hrs
= 7,375,177 tuft
=5
= 0.05
Q (cfs)
861.00
738.00
615.00
492.00
369.00
246.00
123.00
0.00
10 12 14 16 18 20 22 24 26
Hyd No. 4 -- Inflow — Hyd No. 5 Time (hrs)

Hydrograph Report 36
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
-"iyd. No. 7
Park Overland Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 25.32 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 50,642 cuft
Drainage area
= 5.800 ac
Curve number
= 61
Basin Slope
= 5.0 %
Hydraulic length
125 ft
Tc method
= LAG
Time of conc. (Tc)
= 4.50 min
Total precip.
= 6.81 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
94.00
20.00
16.00
12.00
More
4.00
0.00
0 2 4
Hyd No. 7
Park Overland Flow
Hyd. No. 7 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
e
4.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
37
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D®2015 by Autodesk, Inc. 00.4
Monday, 07 / 28 / 2014
.---.,Oyd. No. 8
Sum of Hydrographs
Hydrograph type
= Combine
Peak discharge
= 158.66 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 727,013 cuft
Inflow hyds.
= 1, 2, 5, 7
Contrib. drain. area
= 23.800 ac
Q (Cf
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 - 60.00
A
40.00 40.00
20.00 20.00
0.00 - `
-� 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Hyd No. 1 -� Hyd No. 2 - Hyd No. 5 Time (hrs)
Hyd No. 7
Sum of Hydrographs
s) Hyd. No. 8 -- 25 Year

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. 00.4
'Iyd. No. 9
Route thru Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 8 - Sum of Hydrographs
Max. Elevation
Reservoir name
= Wet Pond
Max. Storage
Storage Indication method used
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
Route thru Pond
Hyd. No. 9 -- 25 Year
38
Monday, 07 / 28 / 2014
= 19.84 cfs
= 14.17 hrs
= 687,336 tuft
= 126.58 ft
= 397.485 cult
10 20 30 40 50 60 70 80 90
Hyd No. 9 Hyd No. 8 Total storage used = 397,485 cuft
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
100
Time (hrs)

Hydrograph Report 39
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
-'Iyd. No. 1
Main Lines
Hydrograph type
= SCS Runoff
Peak discharge
= 184.69 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 436,584 cuft
Drainage area
= 17.750 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 9.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Main Lines
Hyd. No. 1 -- 100 Year
1 R0.00
150.00
120.00
s9 A
30.00
Q (cfs)
210.00
180.00
150.00
120.00
.M
30.00
0.00 --i 1 1 - - 1.:.------- r- 1
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1
Time (hrs)

Hydrograph Report 40
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
`/Iyd. No. 2
Small Line
Hydrograph type
= SCS Runoff
Peak discharge
= 2.601 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 6,149 cuft
Drainage area
= 0.250 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 9.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
0.00
0
Small Line
Hyd. No. 2 -- 100 Year
2 4 6 8 10 12 14 16
Hyd No. 2
Q (cfs)
3.00
2.00
1.00
0.00
18 20 22 24
Time (hrs)

Hydrograph Report 41
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
'ylyd. No. 3
Hominy Swamp Creek
Hydrograph type
= SCS Runoff
Peak discharge
= 1305.21 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.83 hrs
Time interval
= 2 min
Hyd. volume
= 11,783,210 cuft
Drainage area
= 460.000 ac
Curve number
= 81 *
Basin Slope
= 3.1 %
Hydraulic length
= 8000 ft
Tc method
= LAG
Time of conc. (Tc)
= 92.40 min
Total precip.
= 9.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(139.000 x 69) + (234.000 x 85)] / 460.000
Q (cfs)
4onn nn
11`'9.00
935.00
748.00
561.00
374.00
187.00
Hominy Swamp Creek
Hyd. No. 3 -- 100 Year
Q (cfs)
1309.00
1122.00
935.00
748.00
561.00
374.00
187.00
0.00 -1 1 .1. __J - , I 1 _I I I J I I � i- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3
Time (hrs)

Hydrograph Repoli
42
Hydraflow Hydrographs Extension for AutoCADO Civil 3DV 2015 by Autodesk, Inc. 00.4
-\Iyd. No. 4
Hominy Swamp Creek
Hydrograph type
= Reach
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 3 - Hominy Swamp Creek
Section type
Reach length
= 4780.0 ft
Channel slope
Manning's n
= 0.009
Bottom width
Side slope
= 2.0:1
Max. depth
Rating curve x
= 3.579
Rating curve m
Ave. velocity
= 0.00 ft/s
Routing coeff.
Modified Att-Kin routing method used
Q (cfs)
1309.00
11,11) 00
}
935.00
748.00
561.00
374.00
187.00
0.00
0 2 4
Hyd No. 4
6
Hominy Swamp Creek
Hyd. No. 4 -- 100 Year
Monday, 07 / 28 / 2014
= 1296.34 cfs
= 12.90 hrs
11,783,210 tuft
= Trapezoidal
= 0.4 %
= 5.0 ft
= 10.0 ft
= 1.375
= 0.4722
Q (cfs)
1309.00
1122.00
935.00
748.00
561.00
374.00
187.00
0.00
8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

Hydrograph Report 43
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. 00.4
Monday, 07 / 28 / 2014
ylyd. No. 5
Into Pond
Hydrograph type
= Diversion1
Peak discharge
= 64.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.90 hrs
Time interval
= 2 min
Hyd. volume
= 589,160 cuft
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd.
= 6
Diversion method
= Flow Ratio
Flow ratio
= 0.05
Q (cfs)
1302.00
11 iR.00
1
930.00
744.00
558.00
372.00
it. Milli,
0.00
0
2 4 6 8
Hyd No. 5 -- Q = 0.05 x Qin
Into Pond
Hyd. No. 5 -- 100 Year
Q (cfs)
1302.00
1116.00
930.00
744.00
558.00
372.00
186.00
0.00
10 12 14 16 18 20 22 24 26
Hyd No. 4 -- Inflow Time (hrs)
y Hyd No. 6 -- 4 minus 5

Hydrograph Report
44
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
�lyd. No. 6
Remain in Stream
Hydrograph type
= Diversion2
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hydrograph
= 4 - Hominy Swamp Creek
2nd diverted hyd
Diversion method
= Flow Ratio
Flow ratio
Q (cfs)
1302.00
11 ' �.00
1
930.00
744.00
558.00
372.00
186.00
0.00
0
Remain in Stream
Hyd. No. 6 -- 100 Year
Monday, 07 / 28 / 2014
= 1231.52 cfs
= 12.90 hrs
= 11,194, 050 cuft
=5
= 0.05
Q (cfs)
1302.00
1116.00
WiM1
744.00
558.00
372.00
is -I. eff
0.00
2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 -- Q = 0.95 x Qin Hyd No. 4 -- Inflow — Hyd No. 5 Time (hrs)

Hydrograph Report 45
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
' lyd. No. 7
Park Overland Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 44.03 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 88,896 cuft
Drainage area
= 5.800 ac
Curve number
= 61
Basin Slope
= 5.0 %
Hydraulic length
= 125 ft
Tc method
= LAG
Time of conc. (Tc)
= 4.50 min
Total precip.
= 9.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
'0.00
30.00
20.00
10.00
2 4 6 8
Hyd No. 7
Park Overland Flow
Hyd. No. 7 -- 100 Year
Q (cfs)
50.00
40.00
30.00
20.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report 46
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2015 by Autodesk, Inc. 00.4 Monday, 07 / 28 / 2014
� l yd. No. 8
Sum of Hydrographs
Hydrograph type
= Combine
Peak discharge
= 246.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 1,120,789 cult
Inflow hyds.
= 1, 2, 5, 7
Contrib. drain. area
= 23.800 ac
''" 00
200.00
160.00
120.00
80.00
40.00
0.00
0 2 4 6
Hyd No. 8
Sum of Hydrographs
Hyd. No. 8 -- 100 Year
Q (cfs)
280.00
240.00
160.00
120.00
Om
K
8 10 12 14 16 18 20 22 24 26
Hyd No. 1 - Hyd No. 2 - Hyd No. 5 Time (hrs)
Hyd No. 7

Hydrograph Repo 47
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D(D 2015 by Autodesk, Inc. v10.4 Monday, 07 / 28 / 2014
'jyd. No. 9
Route thru Pond
Hydrograph type
= Reservoir
Peak discharge
= 52.99 cfs
Storm frequency
= 100 yrs
Time to peak
= 13.60 hrs
Time interval
= 2 min
Hyd. volume
= 1,080,076 cuft
Inflow hyd. No.
= 8 - Sum of Hydrographs
Max. Elevation
= 127.77 ft
Reservoir name
= Wet Pond
Max. Storage
= 545,014 cuft
Storage Indication method used.
2AI)_00
200.00
i[•1 0H
120.00
:l eC
40.00
M
6 12
Hyd No. 9
Route thru Pond
Hyd. No. 9 -- 100 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
18 24 30 36 42 48 54 60
Time (hrs)
— Hyd No. 8 fL1f III] Total storage used = 545,014 cult

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc v10A
Pond No. 1 - Wet Pond
)Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 123.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 123.00
92,691
0
0
1.00 124.00
108,728
100,593
100,593
2.00 125.00
113,512
111,100
211,693
3.00 126.00
118,353
115,912
327,606
4.00 127.00
123,250
120,781
448,387
5.00 128.00
128,204
125,706
574,093
6.00 129.00
150,000
138,946
713,039
Monday, 07 / 28 / 2014
c;ulven / Urlrlce Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
5.00
6.00
0.00
Crest Len (ft)
= 16.00
0.00
20.00
0.00
Span (in)
= 24.00
5.00
24.00
0.00
Crest El. (ft)
= 126.00
0.00
127.10
0.00
No. Barrels
= 1
1
3
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 123.00
123.00
124.50
0.00
Weir Type
= 1
---
Broad
---
Length (ft)
= 200.00
0.67
0.67
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.10
0.10
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 100,000
Storage
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (to) and submergence (s)
Stage / Storage
200,000 300,000 400,000 500,000 600,000 700,000
Elev (ft)
129.00
128.00
127.00
126.00
125.00
124.00
123.00
800,000
Storage(cuft)

it I
Buoyancy Calculation

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Wet Detention Pond BMP
Supplementary Foams

Permit
(to be provided by DWQ)
Ar.
2
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name MERRIMONT PARK STORMWATER PROJECT
Contact person PETER SOKALSKI
Phone number 252-237-5365
Date 7/25/2014
Drainage area number
THRU DA-6 and DA-Park
o�oF wn r�Ra�
r
C.l Y
1I, DESIGN INFORMATION
Sfte Characteristics
Drainage area
1,036,728 ft2
Impervious area, post -development
378,660 ft2
% impervious
36.52 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
're -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hrstorm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
32,719 ft3
155,665 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.9 in
0.35 (unitless)
0.54 (unitless)
0.12 in/hr OK
1.00 ft3/sec
1.54 ft3/sec
0.54 ft3/sec
124.50 fmsl
123.00 fmsl
fmsl
123.50 fmsl
122.50 fmsl Data not needed for calculation option #1, but OK if provided.
119.00 fmsl
118.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 it
(Y or N)
124.5 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Paris I. & 11 Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 111,094 ftz
Area REQUIRED, permanent pool 30,480 ft
SA/DA ratio 2 94 (unitless)
Area PROVIDED, permanent pool, Apermpool
92,691 ft,
OK
Area, bottom of 1Oft vegetated shelf, Abol_shsll
72,770 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abolpond
63,136 ft'
Volumes
Volume, temporary pool
155,665 ft3
OK
Volume, permanent pool, Vpermpool
361,639 ft'
Volume, forebay (sum of forebays if more than one forebay)
50,460 ft3
Forebay % of permanent pool volume
14.0% %
Insufficient forebay volume.
SA/DA Table Data
Design TSS removal
90 %
Coastal SA/DA Table Used?
N (Y or N)
Mountain/Piedmont SA/DA Table Used?
Y (Y or N)
SA/DA ratio
2.94 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, Vpermpml
361,639 ft'
Area provided, permanent pool, Apermpool
92,691 ft2
Average depth calculated
3.90 ft
OK
Average depth used in SA/DA, dav, (Round to nearest 0.5ft)
4.0 ft
OK
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Area provided, permanent pool, Apermpool
92,691 ft2
Area, bottom of 1 Oft vegetated shelf, Abol shelf
72,770 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abolpond
63,136 ftz
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
350 ft
Average depth calculated
ft
Average depth used in SA/DA, dav, (Round to down to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
5.00 in
Area of orifice (if -non -circular)
in
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Ho)
1.50 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (C.)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak flow
1.00 ft'/sec
Post -development 1-yr, 24-hr peak flow
1.54 ft/sec
Storage volume discharge rate (through discharge orifice or weir)
0.69 fit/sec
Storage volume drawdown time
2.56 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 1 :1 Insufficient flow path to width ratio. Must not short-circuit pond.
Length to width ratio 1.5 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? N (Y or N) Insufficient. Recorded drainage easement required.
'apures all runoff at ultimate build -out? Y (Y or N) OK
[rain mechanism for maintenance or emergencies is: Manual Pump Out
Form SW401-Wet Detention Basin -Rev 9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Level Spreader BMP
Supplementary Forms

A�i'2, L'2,.
Op w�r�R
} K
HCDENR
b Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
Project name
Merrimont Park Stormwater Project
Contact name
Peter Sokalski
Phone number
252-237-5365
Date
July 25, 2014
Drainage area number
II. DESIGN INFORMATION
The purpose of the LS-VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from
A BMP
Type of VFS
Protected riparian buffer (slope < 5%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
f? Do not complete this section of the form.
Impervious surface area
fe Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 inlhr storm
cfs Do not complete this section of the form.
me of concentration
min Do not complete this section of the form.
,ainfall intensity, 10-yr storm
inlhr Do not complete this section of the form.
Peak flow from the 10-yr storm
cfs Do not complete this section of the form.
Design storm
10-year storm
Maximum amount of flow directed to the LS-VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
System is designed to 5 cfs due to site constraints as well as site is accepting inflow from
existing creek during peak flows.
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
5 cfs
Peak discharge from the BMP during the 10-year storm
13.09 cfs
Maximum capacity of a 100-foot long LS-VFS
2 cfs
Peak flow directed to the LS-VFS
5 cfs
Is a flow bypass system going to be used?
y (Y or N)
Explanation of any "Other" responses above
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 1 of 3

LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
eet of level lip needed per cfs
omputed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
0
sq It
No forebay is required,
in
in
50
fycfs
250
ft
The flow is too high for a 100-foot level spreader,
50
ft
Level spreader is too short to handle the flow.
30
It
Width of VFS is not adegate.
122.00
fmsl
121.40
fmsl
2.00
%
n
(Y or N)
n
(Y or N)
y
(Y or N)
y
(Y or N) Please provide plan details of flow splitter & supporting calcs
3.00
It
2.00
It
6.00
It
0.50
ft
1.00
ft
3.61
ft/sec
Rip -rap
n (Y or N)
y (Y or N)
The LS design is 10 ft/s per cfs and VS is 30' wide per discussion with NCDENR stormwater
engineer, dated 7/11/14
1i
j B ±
i
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 2 of 3

III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
—following aesign requirements have been met. If the applicant has designated an agent, the agent may initial below, If a requirement has not been met,
Ittach justification.
Requried Item:
1. Plans (V - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (V = 20' or larger) showing.
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non -engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Initials Page or plan sheet number and any notes:
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 3 of 3

Neuse Nutrient Management
Calculations

METHOD 1: Residential Deveio
ment Foo rints Not Shown
Site Area TN Export TN Export by Land
TN ExportFrom
Type of Land Cover
(Ac Coeff. Use Ibs/ r
Site Ibs/ac/ r
Open Space
-OF- 0.6 0
Managed Open pace
Oj 1.2 0
IRi ht of Way
0 11 0
Lots
0 4.0 0
Ibs/ r
Totals
0 #DIV/0! 0
METHOD 2; Developments with
Footprints Shown
Open Space
0 0.6 0
Managed Open Space
15.14 1.2 18.168
Impervious surfaces
8.67 21.2 183.804
Totals
23.81 8.51 201.972
Ibs/ r
Total from Methods 1 and 2
23.81 201.972
albs/yr
Nutrient Removal Rate
Wet Det. Pond 25%
Tn
Total LfBcen Tn %= 25%
'Total
Tn Removed = 50.5
LBS/YR

CD 1�- 04 M (D M LO I- V
U� � a) Lf);0)
Oi
70 q V) �: . . . Im
0 0 CD C:).� 0 r 0,0 ci
co co co miiv- lcr:v-1 0 lao coito 0 ci Ottlri C4.Lq Un= 0)1
.w CO CO M lct'(D U).CD CM�T- 0 0)
o :. 1
. q•7 -: c"! N " C'4:v� 0 9
O C) 0 0.6 o 6 0.6 o 0 616 6
0l�l0q q
�o $'a: Si�g; oM"'j
.0 010 C,r C;V6!c6[d olv- 0
U') U),o oj� 040 LWO Lf)'U') iO�
(D co!w co� Lo �tD (7) LO 01CO.
ce) CO (OfN 8 1 rz U') Do tO
0 OIN 01CO Olt-- 04 �i LOj.M its
LO[cb Oi.,- q.1 j8 w 4*
C,4:;�m
LC; N,fj v-
6 T: 7!
8 v C,4
R 9 c lf) IV UM) T�O�—

Precipitation Data Sheets

Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-..
NOAA Atlas 14, Volume 2, Version 3 WILSON 3 SW
Station ID: 31-9476
Location name: Wilson, North Carolina, US*r-
Latitude: 35.6939°, Longitude:-77.9456°
Elevation:
Elevation (station metadata): 110 W
" source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B Lin, T. Parzybok, M Yekla, and D Riley
NOAA National Weather Service, Silver Spring, Maryland
PF tabular I pF QraohicaJ I MU_ ria
PF tabular
PDS»based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
E�i1
2 5
0000W
10 25 50 100 200 500
�2��
1000
0.418
0.487 0.557
0.629 0.708 0.773 0.835 0.894 0.966
5-min
(0.379-0.461)
(A. 2 0.536) (0.506-0.613)
(0.571-0.693) (0.640-0.778) (0.695-0.850} (0.747-0.917) (0.795-0.983) (0.851-1.06J
1.03
(0.902-1.14)
0.667
0.778 0.892
1.01 1.13
10-min
1.23 1.33 1.42 1.53
1.63
(0.606-0.736)
(0.708-0.857.) (0.811-0.982)
(0.913-1.11) (1.02-1.24) (1.11-1.35) (1.19-1.46) (1.26-1.56) (1.35-1.69)
(1.42-1.80)
0 834
0.979 1.13
1.27 1.43 1.56
�15-min
j
1.68 1.79 1.92
2.04
l[0.758-0.920)
(0.890-1.08) (1.03-1.24)
(1.16-1.40) (1.29-1.57) (1.40-1.71) (1.50-1.84) (1.59-1.97) (1.702.12)
(1.78-2.25)
1.14
1.35 1.60
1.84 2.12
30-min
2.35 2.57 2.78 3.06
3.31
(1.04-1.26)
1 (1.23-1.49) (1.46-1.76)
O 67-2.03) (1,92-2.33) (2.11-2.58) (2.30-2.82) (2.47-3 06) ( 2.70-3.37)
(2.89-3.65)
1.43
1.70 2.06
2.40
60-min
2.82 3.18 3.54 3.90 4.39
4.83
(1.29-1.57)
(1.54-1.87) (1.87-2.26)
(2.18-2.65) (2.55-3.10) (2.86-3.50) (3.16-3.89) (3.47-4.29) (3.87-4.84)
(4.21-5.33 )
1.66
1.98 2.44
2.92
2-hr
3.53 4.08 4.64 5.26 6.13
F 6.92
(1.50-1.83)
1 (1.80-2.18) (2.22-2.69)
(2.65-3.21) (3 18-3 87) (3.664A7) 1 (4.13-5.09) 1 (4.66-5.76) (5 37-6.71)
(6.00-7.60)
1.75
2.10 2.60
3.14
3-hr
3.83 4.47 6.15 5.90 6.98
7.99
(1.60-1.94)
(1.92-2.32) (2.37-2.87)
(2.85-3.45) (3.45-4.20) (4.01-4.91) (4,58-5.64) (5.20-6.46) (6.08-7.65)
(6.87-8.77)
2.10
2.51 3.12
3.75
6-hr
4.60 F 5.39 6.23 7.16 8.51
9.79
(1.92-2.31)
(2.30-2.76) (2.84-3.42)
(3.41-4.12) (4.16-5.03) (4.84-5.89) (5.54-6.80) (6.30-7.80) (7.40-9.28)
(8.39-10.7)
2.46
2.94 3.67
4.44
12-hr
5.48 6.47 7.52 8.71 10.4
12.1
(2.25-2 69)
(2 70-3.21) (3.36-4.01)
(4.05 4.85) (4,96-5.96) (5.81-7.02) (6,69-8.15) (7.66-9,43) (9.03-11.3)
(10.3-13.1)
2.91
3.53 4.56
5.45
24-hr
6.81 8.00 9.36 10.9 13.2
15.2
(2.70-3.16)
(3.27-3.83) (4.22-4.94)
{5.03-5.91) (6.22-7,38) (7.25-8.68) (8.38-10.2) (9.60-11.9) (11.4-14.5)
(12.9-16.8)
3.37
4.08 5.22
6.20 7.69
2-da y
8.98 10.4 12.0 14.5
66.6
(3.13-3.66)
(3.79-4.43) (4.83-5.67)
(5.72-6.74) (7.03-8.35) (8.15-9.77) (9.36-11.4) (10.7-13.2) (12.6-16.0)
(14.2-18.5)
3.59
4.33 5.51
6.52 8.02
3-da y
9.32 10.8 12.3 14.7
16.8
(3.33-3.89)
(4.03-4.70) (5.11-5.98)
(6.02-7.06) (7.35-8.70) (8.47-10.1) (9.68-11.7) (11.0-13.5) (12.8-16.2)
LQLL18.7)
3.81
4.59 5.80
6.83
4-day
8.35 F 9.65 11.1 12.7 15.0
F 17.0
(3,54-4.12)
(4.27-4.97) (5.39-6.28)
(6.33-7.39) (7.68-9.04) (8.79-10.5) (9.99-12.1) (11.3-13.8) (13.1-16.5)
(14.7-18.8)
4
5.34 6.70
7.82 9.46
7-da
10.8 12.3 13.9 16.2
18.2
(4.13-4.80)
(6.22-7.25)
(7.24 8.46) (8.70-10.2) (9.88-11.7) (11.1-13.4) (12.5-15.1) (14.3-17.8)
(15.8-20.1)
6.08
6.06 7.61
8.71 10.4
10-day
11.8 13.4 15.0 17.4
19.3
(4,75-5.46)
(5.68-6.54) (7.01-8.08)
(8.10-9.35) (9.64-11.2) (10.9-12.8) (12.2-14.5) (13.5-16.3) (15.4-19.0)
(17.0-21.2)
6.83
8.14 9.90
11.3 13.4
20-day
15.1 16.8 18.7 21.3
23.4
(6.41-7.32)
(7.63-8.73) (9.27-10.6)
(10.6-12.2) (12.4-14.3) (13.9-16.1) (15.4-18.1) (17.0-20.1) (19.1-23.1)
(20.8-25.6)
8.49
10.1 12.1
13.7 15.9
30-day
17.6 19.4 21.3 23.8
25.9
(8.01-9.04)
0.7) (11
(9.49-1.4-12.8)
(12.8-14.6) (14.8-16.9) (16.4-16.6) {18.0-20.6) (19.6-22.8) (21.7-25.7)
(23.3-28.1)
10.7
12.6 15.0
16.8
45-day
19.3 21.3 23.4 25.4 28.3
30.5
(10.1-11.4) 1
(11.9-13.5) (14 1-15.9)
(15.8-17.9) (18.1-20.6) (19.9-22.7) (21.7-24.9) (23.5-27.3) (25.8-30.5)
(27.6-33.0)
12.9
15.2 17.7
19.7
60-day
22.4 24.4 5 28.6 31.3
33.3
(12.2-13.6)
(14.4-16.0) (16.6-16.7)
- 8
(18.6-20.9) (21,1-23.7) (23.0-25.9) (24.8-28.1) (26,6-30.4) (28.9-33.5)
(30.6.35.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Bach to To
PF graphical
1 of 4 5/5/2014 10:21 AM

Precipitation Frequency Data Server
http://hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?lat=35.6939&1.,
NOAA Atlas 14, Volume 2, Version 3
Location name: Wilson, North Carolina, US*
FFFIIYWWW Latitude: 35.6939*, Longitude:-77.9456°
Elevation: 111 W
` source: Google Maps.,
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B Lin, T. Parzybok, M Yekta, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland
PE-WkWU I PE nraohical I Wag & aerials
PF tabular
PaS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration
Average
recurrence interval
(years)
1
2 5
10
�������
25
50
100
200
500
1000
5-min
5.02
5.84 6.68
7.55
8.50
9.28
10.0
10.7
11.6
12.4
(4.55-5.53)
(5.32-6.43) (6.07-7.36)
(6.85-8.32)
(7.68-9.34)
(8.34-10.2)
7.39
(8.96-11.0)
7.96
(9.54-11-8)
8.61
(10.2-12.8)
9.17
(10.8-13 7)
9.76
10-min 4.00 4.67 5.35
6.04 6.77
(3.64-4.42) (4.25-5.14) (4.87-5.89)
(5.48-6.65) (6.12-7-44)
(6.64-8.12)
(7.12-8 74)
(7.56-9.35)
(8.08-10.1)
-
3.34 3.92 4.51
5.09 5.72
15-mm
6.24
6.71
7.15
7.70
8.17
(303-3.68) (3.5692
(4.10-4-97)
(4.62-5.61) (5.17-6-29)
(5.61-6.85)
(6.00-7.37)
(6.36-7.86)
(6.78-8.48)
(T13-9.02)
2.29 2.70 3.21
3.69 4.24
30-mm
4.70
6.14
5.67
6.12
6.61
(2.08-2.52) (2-46-2.98) (2.91-3.53)
(3.35-406) (3.83-466)
(4.22-5.16)
(4.59-5.64)
(4.95-6.12)
(5.39-6-75)
(5,77-7,30)
1.43 1.70 2.06
2.40 2.82
60-min
3.18
3.54
3.90
4.39
4.83
(1-29-1.57) (1.54-1.87) (1.87-226)
(2.18-2.65) (255-3.10)
(2.86-3.50)
(3.16-3.89)
(3.47-4.29)
(3.87-4.84)
(4.21-5-33)
2 hr 0.828 0.989 1.22
(0.750-0-9f4) {0.900-1.09) (1.11-1.34)
1.46
(1.32-1-61)
1.76
(1.59-1.94)
2.04
(1-83-2.24)
2.32 2.63
(2.07-2.54) (2.33-2.88)
3.06 3.46
(2-68-3.36) (3.00-3.80)
0.584 0.700 0.867
1.04
1.27
1.49
1.72 1.97
�3-hr
2.32 2.66
(0.532.0.646)1(0.639-0-772) ,(0.791-0.957)
(0.948-1A5)
(1.15 1.40) 11
(1,34-1.64)
(1-52-1.88) (1.73-2.15)
(2.02-2.55) (2.29-2.92)
0.350 0.419 0.520
0.626
0.768
0.900
1.04
6-hr
1.20
1.42 1.63
(0-32"-386) (0.383-0.461) (0,475-0.571
(0.570-0-687)
(0.694-0.840)
(0,808.0.984]
(0.925-1,14) (1.05-1.30)
0.624 0.723
(0-555-0.677J (0.635-0.783)
0.389 0.453
(0.304 0-423} (0.4D0-0-494]
(1.24-1.55) (1-40-1-78)
0.867 1.00
.'0-749-0.938) (0.855-1.09)
0.550 0.635
('O.A% 0.604) (0-540-0.701}
12-hr 0.204 0.244 0.304
(0.187-0-224) (0.224.0267) (0,279-0.333]
24-hr 0.121 0.147 0.190
(0.112-0.132) (0.136-0,160) (0 176-0.2061
0.368
(0.336.0.403)
0.227
('0210-0.246)
0.455 0.537
(0-412-0.495) (0-482.0-583)
0.284 0.333
('0-259-0.308] (0.302-0.362)
0.070 0.085 0.109
0.129
0.160 0.187
0.217 0.251
0.302
2-da y
0.346
(0.065 0.076) (0.078-0-092} (0.101-0.118)
(0.119-0 140)
(0.146-0.174) (0.170-0.203)
I0.195-0.237) (0.222-0.275)
(0-262.0.334) (0-295-0-386)
0.050 0.060MI(D.084-0-098)
0.091
0.111 0.1 99
0.149 0.172
0.205
3-da y
0.233
(0.046-0.054j (0.056.0.065)
(0.102-0.121)(0-118-0.141)
1;0.134-0.163) (0.152-0.187)
Q0.176-0.226) (0200-0.258)
0.040 F 0.048 0.060
0.071
0.087 0.101
0.115Lml-
0.156 0.177
4-day
,(0.037-0.043] (0.044-0.052] (0.050.0.065
(0,066.0.077)
(0.080-0.094) (0.092-0.109)
(0.104-0.126)
(0.137-0.172) (0-153-0.196J
F-05-26
0.032 0.040
0.047
0.056 0.064
0.073 0.083
0.097
7-da
0.108
11
(0.025-0.029} (0-030-0,034) (0.037-0.043)
(0.043-0.050
(0.052-0.061) (0.059-0-070}
(0-066-0-0$0) (0.074-0-090)
(0.085-0106) (0.094-0.119)
0.025 0.031
0.036
0.043 0.049
0.056 0.062
0.072 0.080
�0.021
10-da
(0.020-0.0231 (0.024.0.027 (0-029-0.034)
(0-034-0-039)
(0.040-0-047) 1:0.045-0-053J
(0.05'1-0.060) (0.056.0.068)
(0.064-0.079) (0.071-0.088)
0.014 0.017 0.021
0.024
0.028 0.031
0.035 0.039
0.044
20-da y
0.049
[D.D13-0.015) (0.0164018) (0.019-0.022)
(0.022.0,025)
(0.026-0.030) (0-029-0.034)
(0.032.0.038) (0.035-0.042)
(0.040-0-048) (0.043.0.053)
0.012 0.014 0.017
0.019
-0.022---1 0.024
0.027 0.030
0.033 0.036
30 da y
(0.011-0.013) (0.013.0.015) (0.016-0.018)
(0.018-0020)
(0.021-0.023) (0.023-0.026)
(Q025-0.029) (0-027.0,032)
(0.030.0.038) (0.032-0.039)
0.010 0.012 0.014
0.016 1
0.018 0.020 1
0.022 0.024
0.026 0.028
45-da y
(0.009-0.011) (0.011-0.012) (0.013-0.015)
(0.015-0.017) 1:0.017-0.019)
(0.018-0.021)
(0.020.0.023) (0.022-0.025)
(0.024-0.028) (0.026-0.031)
0.009 0.091 0.012
0.014
0.016 0.017
0.018 0.020
0.022 0.023
60-day
(0-DOB-0.009J (0.010-0.011) •(0.012-0.013)
(0.013-0.014]
(0.015-0.016) (0.016-0018)
(0.017-0.020) {0.016-0.021)
(0.0?0.0.023) {0.021-0.025)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS),
(Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Tom
PF graphical
1 of 4 5/13/2014 l 1: l 2 AM

Outlet Protection
Calculations

303 Goldsboro St
Wilson, NC 27894
252.237.5365
Engineering 252.243.7489 (fax)
Date: 1 5/16/2014
Q 10 =
58.73
cfs
v =
8.53
fps
do =
36
inches
La =
17
feet
d 5o =
0.3
feet
OUTLET PROTECTION CALCULATIONS
Outlet IUD: FES #1 at 36" RCP Main
Project: Merrimont Park stormwater Pro ect
Desianer: i nws
d50 Stone Size (in)
NCDOT Class
Gravel Rip Rap
1
Class -A
2-6"
2
Class B
6 to 15"
Rock Rip Rap
6
Class 1
9 to 12"
9
Class II
15 to 18"
12
15
18
21
24
dmax = d50 x 1.5
dmax = stone size for outlet protection
depth = dmax x 1.5
9 feet
10 feet
Imo-
17 feet
Place Class A
Over Filter Fabric
Depth = 9
Rip Rap
inches
9 inches
5/16/20144:46 PM Outlet Protection or 09144

303 Goldsboro St OUTLET PROTECTION CALCULATIONS
• R A Wilson, NC 27894
252.237.5365
Engineering 252.243.7489(fax) outlet ID: FES #3 at 24" RCP Storm Structure
Project: Merrimont Park stormwater Project
Date: 7/28/2014 Designer: I DWs
Q 10 =
8.09
cfs
v =
3.61
fps
do =
24
inches
La o
10
feet
d 50 =
0.3
feet
d5o Stone Size (in)
NCDOT Class
Gravel Rip Rap
1
Class A
2-6"
2
Class B
6 to 15"
Rock Rip Rap
6
Class 1
9 to 12"
9
Class II
15 to 18"
12
15
18
21
24
dmax = d50 x 1.5
dmax = stone size for outlet protection
depth = dmax x 1.5
6 feet
110
10 feet
6 feet
24 "RCP
ti.yry. tir{ftir'..rt±4
r•r•✓•r•✓•r•r:r.r.r•r•r•r•r•r•r•r•
stirs}r rti.y�z}tisti}:'} r r�r i%stir~
r�.%°, r�r r"r�r r r�r�} r�r ✓ ~r� 9 Inches
y.y.g.y.�.y.ti.ti.�. �...ti.yy•yti•ti
r•r•r•r•r•r•r•r.r r.f,r.✓.r. r.r.✓.
.•S•r...2 y.ti.y.{.�,ti.y.....+..y.y
Place Class A Rip Rap
Over Filter Fabric
Depth = 9 inches
7/28/20144:06 PM Outlet Protection or 09144

j= g 303 Goldsboro St
Wilson, NC 27894
kit 252.237.5365
Engineering 252.243.7489 (fax)
Date: 7/28/2014
Q 10 =
9.42
cfs
v =
3.61
fps
do =
24
inches
La =
10
feet
d 5o =
0.3
feet
OUTLET PROTECTION CALCULATIONS
Outlet ID: FES #3 at 24" RCP Storm Structure
Project: Merrimont Park stormwater Project
Designer: I nws
d50 Stone Size (in)
NCDOT Class
Gravel Rip Rap
1
Class A
2-6"
2
Class B
6 to 15"
Rock Rip Rap
6
Class 1
9 to 12"
9
Class II
15 to 18"
12
15
18
21
24
dmax =d50x1.5
dmax = stone size for outlet protection
depth = dmax x 1.5
6 feet
i
10 feet
Place Class A
Over Filter Fabric
Depth = 9
Rip Rap
inches
6 feet
9 inches
7/28/20149:48 AM Outlet Protection or 09144

303 Goldsboro St OUTLET PROTECTION CALCULATIONS
Wilson, NC 27894
252.237.5365
Engineering 252.243.7489(fax) Outlet ID: FES at Twin 30" RCP
Project: Merrimont Park stormwater Project
tte: 7/28/2014 Desianer: I ows
010 =
31.38
cfs
v =
5.88
fps
do =
30
inches
La =
8
feet
d 5o =
0.6
feet
(2) 30" RCP
d5o Stone Size (in)
Gravel Rip Rap 1
2
Rock Rip Rap 6
9
12
15
18
21
24
NCDOT Class
Class A
2-6"
Class B
6 to 15"
Class 1
9 to 12"
Class II
15 to 18"
dmax = d50 x 1.5
dmax = stone size for outlet protection
depth = dmax x 1.5
11 feet
Place Class B
Over Filter Fabric
Depth = 17
11 feet
8 feet
Rip Rap
inches
17 inches
7/28/20149:47 AM
Outlet Protection or 09144

.1 6
11 T
6' = Oo + 0 . -1 L a
FES #1
t
FES #2
FES P3
Discharge (fOlsec)
Curves way not Of, t.?x1rapoiated
Figure 8.06b D(---,-,.(gn of culk-, poto-.!inn ^rirn ;i ru.md ;j:pj I o valo hi'A n-,;iy.tm.'Jn talwatu! condl,on (T. (I 5danwtur)
8.06.4 FP.. 11 93

Ditch Liner Calculations

Merrimont Park Stormwater
DITCH LINING CALCULATIONS
NAME DA C 1 0 70 SLOPE VELOCITY DEPTH SHEER LINER
TD-1 0.2 0.6 7.54 0.90 3.6% 4.38 0.26 0.60 Fiberglass Net
TD-2 0.55 0.6 7.54 3.49 1.6% 4.47 0.51 0.50 Fiberglass Net

0�' Engineering
S =
0.0364 ft/ft
D =
0.26 ft
Q =
0.90 cfs
L =
110 ft
V =
4.38 fps
TT in Channel =
Tractive Force=
303 Goldsboro St DITCH LINER CALCULATIONS
Wilson, NC 27894 No.: TD-1 JN: 09-144
252.237.5365 project: Merrimont Park Stormwater
252.243.7489 (fax)
Designer: pws Date: 7/25/14
Sc = 0.0111 ft/ft VEE Channel
Dc = 0.36 ft Bottom Width = 0 ft
VC = 2.39 fps Left Side Slope = 3 :1
(n = 0.02 ) Right Side Slope = 3 :1
0.419 MIN
0.60 psf
A temporary lining is needed. Use Fiberglass Net
Apply seed, fertilizer, straw mulch and tack with a liquid emulsified asphalt blown
from a sprayer. Use rapid setting IRS or CRS liquid asphalt at the rate of 10
gallons per 1000 SF.
0.26 ft
1 1 0.36 ft
3 3 +
Vee Ditch w/Lining
ft
L E. ---F
LJ
—i
ft —►I
ft
1 1 ft
i
ft
ft
ft ft
ft

303 Goldsboro St
Wilson, NC 27894
252.237.5365
Engineering 252.243.7489 (fax)
S =
0.0364 ft/ft
D =
0.32 ft
Q =
0.90 cfs
L =
110 ft
V =
2.88 fps
TT in Channel = 0.637 MIN
Tractive Force= 0.74 psf
Im
Sc =
0.0339 ft/ft
Dc =
0.36 ft
VC =
2.39 fps
(n =
0.035 )
DITCH LINER CALCULATIONS
TD-1 Grass JN: 09-144
Merrimont Park Stormwater
pws I Date: 5/7/14
VEE Channel
Bottom Width = 0 ft
Left Side Slope = 3 :1
Right Side Slope = 3 : 1
A temporary lining is needed. Use Fiberglass Net
Apply seed, fertilizer, straw mulch and tack with a liquid emulsified asphalt blown
From a sprayer. Use rapid setting IRS or CRS liquid asphalt at the rate of 10
gallons per 1000 SF.
0.32 ft T
X— I
1 1 0.36 ft
3 3 +
Vee Ditch w/Lining
ft
I� ft �I
ft
1 1 ft
i
ft
ft
ft ft
ft

Engineering
S =
0.0156 ft/ft
D =
0.51 ft
Q =
3.49 cfs
L =
257 ft
V =
4.47 fps
TT in Channel =
Tractive Force=
303 Goldsboro St DITCH LINER CALCULATIONS
Wilson, NC 27894 No.: TD-2 JN: 09-144
252.237.5365
252.243.7489 (fax) Pro'ect: Merrimont Park Stormwater
Designer: pws Date: 517114
Sc = 0.0092 ft/ft VEE Channel
Dc = 0.61 ft Bottom Width = 0 ft
Vc = 3.13 fps Left Side Slope = 3 :1
(n = 0.02) Right Side Slope = 3 :1
0.959 MIN
0.50 psf
A temporary lining is needed. Use Fiberglass Net
Apply seed, fertilizer, straw mulch and tack with a liquid emulsified asphalt blown
from a sprayer. Use rapid setting IRS or CRS liquid asphalt at the rate of 10
gallons per 1000 SF.
0.51 ft
r
1 1 0.61 ft
3 3
Vee Ditch w/Lining
�] ft
I� ft �I
ft
1 1 ft
ft
ft
ft ft
ft
Ditch Liner Calculation.xls Copyright 2003 Rev. 1

i t 303 Goldsboro St
i Wilson, NC 27894 No.:
• 252.237.5365
e Eng�neering 252.243.7489 (fax) Pro
S = 0.0156 ft/ft
Sc =
0.0296 ft/ft
D = 0.55 ft
Dc =
0.53 ft
Q = 2.49 cfs
VC =
2.93 fps
L = 257 ft
(n =
0.035)
V = 2.70 fps
TT in Channel = 1.588 MIN
Tractive Force= 0.54 psf
DITCH LINER CALCULATIONS
TD-2 Grass JN: 09-144
Merrimont Park Stormwater
pws Date: 5/7/14
VEE Channel
Bottom Width = 0 ft
Left Side Slope = 3 :1
Right Side Slope = 3 :1
A temporary lining is needed. Use Fiberglass Net
Apply seed, fertilizer, straw mulch and tack with a liquid emulsified asphalt blown
from a sprayer. Use rapid setting IRS or CRS liquid asphalt at the rate of 10
gallons per 1000 SF.
0.55 ft T
— — I
1 1 0.53 ft
3 _ 3 +
Vee Ditch w/Lining
E ftL-i T
— I
—i
Imo--- ft --►I
ft
1 1 ft
i
ft
ft
ft ft
ft
Ditch Liner Calculation.xls Copyright 2003 Rev. 1

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GREEN ENGINEERING
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►V fie■ ��GE AREA MAP
\r11 1 OF ►TL90N Wf.� N OOL 1 , NO �1� Q.A{'[�{.ry�y
agwftll� 29-,U -14
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