SW3230606_Design Calculations_20231005

STORMWATER MANAGEMENT REPORT
FOR:
FINGER MILL INDUSTRIAL PARK
LINCOLN COUNTY, NC
PREPARED FOR:
CRESCENT COMMUNITIES, LLC
SEAL
037495
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il'(;•.,ENGINEER•' \,
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J -#30017.0000
FEBRUARY 17, 2023
REVISED SEPTEMBER 19, 2023
Prepared by:
HT THOMAS & HUTTON

STORMWATER MANAGEMENT REPORT
Finger Mill Industrial Park
Project: Finger Mill Industrial Park
T&H Job Number: J-30017.0000
Location: Finger Mill Road
Lincolnton, NC 28092
Date Prepared: February 17, 2023
Owner: Crescent Communities, LLC
Owner Address: 601 S Tryon St
Suite 800
Charlotte, NC 28202
Engineer: Thomas & Hutton
Engineer Address: 1020 Euclid Avenue
Charlotte, NC 28203
Phone: [phone]
H THOMAS & HUTTON
Page 1

TABLE OF CONTENTS
Section 1 -Summary of Results Page 3
Section 2- Project Narrative Page 4
Section 3- Purpose Page 4
Section 4- Regulatory Summary Page 5
Section 5-Methodology Page 5
Section 6- Hydrology Page 6
Section 7- Runoff Calculations Page 7
Section 8- Existing Conditions Page 8
Section 9- Post Development Conditions Page 8
APPENDICES
Project Mapping Appendix A
Aerial Location Map Exhibit A
FEMA Map Exhibit B
Wetlands Map Exhibit C
Soils Map Exhibit D
Pre Development Drainage Map Appendix B
Pre Development Conditions Drainage Calculations Appendix C
Post Development Drainage Map Appendix D
Post Development Conditions Drainage Calculations Appendix E
Water Quality Calculations Appendix F
Stormwater Piping Appendix G
Erosion Control Calculations Appendix H
H THOMAS & HUTTON
Page 2

SECTION 1 - SUMMARY OF RESULTS
Table 1 - Pre Development Runoff Rates
TABLE 1
Summary of Results- Existing Conditions
(cfs)
1-year 20.77
2-year 32.33
10-Year 68.54
25-Year 92.44
50-Year 112.13
100-Year 133.02
Table 2- Post Development Runoff Rates
TABLE 1
Summary of Results- Proposed Conditions
(cfs)
1-year 10.54
2-year 17.95
10-Year 45.95
25-Year 67.59
50-Year 92.24
100-Year 118.57
H THOMAS & HUTTON
Page 3

SECTION 2 - PROJECT NARRATIVE
Crescent Communities is a proposing to develop a site at Lincoln County Industrial Park within
Lincolnton, North Carolina. The proposed development will include a single ±175,000 sf facility on
the 24.8 acre parcel. The site is located in Lincoln County on Finger Mill Road, north of Maiden
Hwy and south of Lincoln County Parkway. It should be noted that this site is adjacent to Larkard
Creek and a variance to Article 7 of the Lincoln County UDO was approved by the Lincoln
County Board of Adjustment for this development. Site encroaches on the 100-year floodplain
and CLOMR permitting is being pursued with FEMA.
The majority of the site is currently grassy and woodland. There is an existing gravel road along
the southern edge of the parcel that serves as an access path to a Lincoln County sewer lift
station located near the southwest corner of the site. Pre-development run-off is discharged into
an existing FEMA Floodplain and Larkard Creek. The pre-development drainage basins have
been delineated and are illustrated on the Pre-Development Drainage Exhibit found at the end
of this report.
For the purpose of this report, we will compare the pre-development runoff rates to the post
development runoff rates as shown in the summary at the beginning of this report. Pre-
development basins will be routed through one wet detention pond during post development
conditions and outfall into the floodplain and creek.
The post-development sub-basins were delineated and are illustrated on the Post-Development
Drainage Exhibit found at the end of this report. All design information for the wet pond and
associated drainage pipes and structures can be found in the appendices of this report.
The soils on this site consist of type [B, B/D] hydrologic soil groups which are shown on the
attached NRCS soils map within Appendix A.
SECTION 3 - PURPOSE
The purposes of this report are:
1. To delineate all pre-development basins that are within this project and determine
which drainage basins will be affected by the proposed development.
2. To develop a stormwater model that will:
a. Be in compliance with the NCDEQ stormwater regulations.
b. Simulate the pre- and post-development conditions for the project.
c. Predict water elevations for the proposed pond.
d. Provide design flows (under future build out conditions) for the major drainage
structures that can be used to properly size improvements, if needed.
3. To document that the stormwater management measures and equipment installed
on site will be adequate for all existing and proposed development on the site.
Two drainage models are included in this report;
• Pre-Development: examines the drainage basin prior to any development within the site.
H THOMAS & HUTTON
Page 4

• Post-Development: examines the drainage basin after site improvements have been
installed. The model may need to be revised and updated as the site plan evolves for
each phase that is permitted.
SECTION 4 - REGULATORY SUMMARY
NCDEQ-Stormwater
The North Carolina Department of Environmental Quality (NCDEQ) is responsible for
administering the storm water management program at this location.
Development or re-development activities are required to apply for and receive a stormwater
permit from NCDEQ. These permits address water quality and quantity.
NCDEQ regulations require that peak post-development discharge rates from the basin shall be
at or below pre-development rates for the 1-year 24 hour storms event. The regulations also
specify the 1-inch volume drawdown shall be released over a time of 48 to 120 hours to minimize
hydrologic impacts to the receiving channel. See attached Exhibit E for post-development peak
flow control calculations, and Exhibit F for water quality calculations.
The stormwater treatment shall be designed to achieve average annual 85% Total Suspended
Solids (TSS) removal and must apply to the volume of post-development runoff resulting from the
one-inch rainfall. See attached Exhibit E for post-development peak flow control calculations,
and Exhibit F for water quality and channel protection calculations.
SECTION 5 - METHODOLOGY
The pre- and post-development conditions of the site were analyzed using the Storm and
Sanitary Analysis (SSA) program developed by Autodesk. The program is used to model rainfall
and stormwater runoff and to perform hydraulic routing through the storm drainage system
(including existing and proposed storage/detention features such as wetlands, ponds, and
lakes).
SSA is an advanced, powerful, and comprehensive modeling package for analyzing and
designing drainage systems, stormwater sewers, and sanitary sewers. The software can
simultaneously model complex hydrology, hydraulics, and water quality. The SSA program is
built on the highly tested and widely utilized SWMM methodologies. For this application of the
SSA program, the hydrology was simulated using the NRCS (SCS) TR-55 methodology. The
hydraulics was simulated utilizing hydrodynamic routing. Hydrodynamic routing solves the
complete St. Venant equations throughout the drainage network and includes modeling of
backwater effects, flow reversal, surcharging, looped connections, pressure flow, tidal outfalls,
and interconnected ponds.
The SSA program graphical user interface (GUI) allows for the input of hydrologic data for each
drainage sub-basin. See the appendices for input variables including runoff curve number,
rainfall distribution pattern, hydrograph peaking factor, area of each drainage sub-basin, and
time of concentration. The SSA program generates runoff hydrographs for each sub-basin
based on these user-specified variables. Hydrographs are generated by SSA using the NRCS Unit
Hydrograph (TR-55) Method.
H THOMAS & HUTTON
Page 5

The model's hydraulic input data consists of a system of nodes and links. Nodes represent
locations where flows enter or exit the system, pipe or channel characteristics change, or where
stage/storage/time relationships are provided. Links represent traditional types of hydraulic
conveyance such as pipes, channels, control structures, weirs, etc. The sizes, inverts, lengths, and
Manning "n" values for all pipes connecting the ponds or lakes are input into the model. In
addition to pipe information, all pond, lake, and detention area stage-area information and the
respective control structure information is input into the model. The node and link conditions are
analyzed within the model for a given storm, and flow conditions are determined.
Hydrographs for each drainage area are merged within the SSA program, and the hydrologic
results are then combined with the hydraulic information to model the hydraulic interactions of
the entire drainage system. The results include pond area and discharge rates and stage/storage
information during the storm events.
The storm drainage infrastructure onsite was modelled using the Storm Sewers program developed
by Autodesk. This program utilizes the model rainfall and stormwater runoff through the storm
drainage infrastructure to provide hydraulic grade line calculations and profiles for analyzing the
proposed storm drain network.
SECTION 6 - HYDROLOGY
■ SCS TR-55 Method was used.
■ The rainfall distribution used for each storm event was obtained from rainfall data publicly
available for Lincoln County, NC. The following design storms are used in the model
simulations:
- 1-year, 24-hour Design Storm = 2.93 inches
- 2-year, 24-hour Design Storm = 3.55 inches
- 10-year, 24-hour Design Storm = 5.21 inches
- 25-year, 24-hour Design Storm = 6.21 inches
- 50-year, 24-hour Design Storm = 7.01 inches
- 100-year, 24-hour Design Storm = 7.84 inches
■ SCS Type II Statistical Rainfall Distribution was used. This distribution pattern is determined
by the Soil Conservation Service comparing regional rain-gage data.
■ Soils present on site consist of the following:
- PaD-Pacolet sandy loam, 15 to 25 percent slopes- HSG B
- LdC2-Lloyd sandy clay loam, 8 to 15 percent slopes, moderately eroded- HSG B
- LdB2-Lloyd sandy clay loam, 2 to 8 percent slopes, moderately eroded- HSG B
- ChA-Chewacla loam, 0 to 2 percent slopes, frequently flooded-B/D
H THOMAS & HUTTON
Page 6

SECTION 7 - RUNOFF CALCULATIONS
Peak flow rates for the watersheds were calculated by the SSA Program for each design storm.The
pre- and post-development drainage basins are shown in appendicies that follow this report.
Curve Numbers
Curve numbers were generated according to procedures set forth in SCS Technical
Release 55. The composite curve numbers for each drainage basin were calculated
using soils information from the Soil Survey of Lincoln County, NC provided by The United
States Department of Agriculture Soil Conservation Service. Curve numbers were
weighted based on the land use and soil group within each basin.
Time of Concentration
Times of concentration were calculated according to procedures set forth in SCS
technical Release (TR) 55. The travel times (Tt) for overland flow, shallow concentrated
flow, and channel flow are added together for the drainage basin to get the time of
concentration Tc.
Basin information for the area of interest was collected for use in the SSA models. Basins
were delineated using surveyed topographic information. Basins were drawn and the
longest flow paths were found. The times of concentration were calculated based on
the NRCS, three part travel time method documented in TR-55. The three equations used
are summarized below:
Sheet Flow: (hr) Symbol Dimension Units
0.007(nL)°,8 n Manning's n --
t = P a.as X S°4 L Length of flow ft
2 2 yr event
P2 rainfall in
S Slope ft/ft
Shallow Concentrated Flow: (hr) Symbol Dimension Units
L L Length of flow ft
t2 3600 X V V* Velocity ft/s
*Based on TR-55 velocity-slope relationship
Channel Flow: (hr) Symbol Dimension Units
L L Length of flow ft
t3 3600 x V V* Velocity ft/s
*Assumed to be 2 ft/s
Time of Concentration: (hr)
tc = tl + t2 + t3
Appendices C and E with time of concentration information are attached.
H THOMAS & HUTTON
Page 7

SECTION 8 - EXISTING CONDITIONS
The total acreage of the drainage basins analyzed in the stormwater calculations is
approximately 24.8 acres. The existing conditions described in this narrative will refer to the pre-
development condition of the site. The pre-development conditions for the site consist
predominantly of woods and grass.
Stormwater runoff on the site was delineated according to the existing drainage patterns found
at the site and upon the field topographic survey completed within the site. The watershed
delineation was conducted to provide a comparison for pre-development and post-
development flows. Point of Analysis A and Point of Analysis B discharge into existing Larkard
Creek (See Pre-Development Drainage Map-Appendix B).
SECTION 9 - POST- DEVELOPMENT CONDITIONS
The post-development drainage basins are shown on the Post-Development conditions
watershed map located in Appendix D of this report. The total post-development watershed
area analyzed for this project is approximately 24.8 acres. This site maintains all pre-development
discharge points in the post-development condition. Post-development peak flows are less than
pre-development conditions for the 1-yr, 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr storm events. See
Appendices B through F for pre- and post-development SSA model input and results. See
Summary of pre-development versus post-development results at the beginning of report.
After development, stormwater runoff from site will be conveyed to a proposed wet detention
pond. The detention pond will meet NCDEQ pre- and post-development flows and meet
freeboard requirements for the ten (10) year, twenty-five (25) year, fifty (50) year and one hundred
(100) year storm events.
The proposed detention pond was designed to meet criteria found in the NCDEQ BMP Design
Manual. Additionally, the required freeboard has been provided beneath the emergency
spillways and the pond embankments for the (50) year storm event. The following tables illustrate
the maximum water surface elevation for the 1-yr, 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr storm events
H THOMAS & HUTTON
Page 8

Table 3-Wet Detention Pond 01
Bottom of Pond =805 ft
Crest of 10 ft wide Emergency Spillway =812.5 ft
Top of Embankment= 814 ft
Wet Detention Pond 01
Max Elevation
Storm Event
(ff)
1-Year 810.50
2-Year 810.91
10-Year 812.03
25-Year 812.60
50-Year 812.94
l 100-Year 813.22
In addition to the conditions of the 100-year event listed above, the proposed design at the
pond outfall was considered for a 100-year storm. Based upon the FEMA FIRM, it appears the
pond outfall will be constructed just beneath Larkard Creek's floodplain elevation. Although our
model does not indicate the propsosed 36" pipe would be completed submerged during a 100-
year flood, we explored a worst case scenario where the pipe was inundated. Assuming the
outfall is submerged by floodwater, and the outlet control structure rendered ineffective, the
emergency spillway would serve as the only relief for the pond. An SSA model with only the
emergency spillway was created resulting in a max elevation of 813.54, still well below the pond
top.
H THOMAS & HUTTON
Page 9

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX A
PROJECT MAPPING
30017.0000
1-
H
THOMAS & HUTTON

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DISCLAIMER A' THOMAS GEOGRAPHIC INFORMATION SYSTEMS
where Thomas a Hutton Is°Red as Me data socrce.the firm has created or verified the data For al other 5ovrces c.d. ,
Thomastton used Me data"as U."has made no ado:pendent Mvestigaticn of the data.and makes no representation
as me accuracy y to a completeness of do
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Dara Source Dare FEMA
20 E U C L I D AVENUE
Aenal ESRI 2022 CHARLOTTE,NC 2HLO3• 1.5505
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THOMAS GEOGRAPHIC INFORMATION SYSTEMS
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CLIENT:
CRESENT COMMUNITIES 1020 Euclid Avenue
LOCATION: LINCOLN COUNTYM NC Charlotte,NC 28203 • 980.201.5505
DATE: 11/11/2022 DRAWN BY: DSB SHEET: N/A WWW,thomasandhutton.com
JOB NUMBER: J-30017.0000 REVIEWED BY: JKS SCALE: 1"=50'

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Thomas&Hutton compiled the mop information from the following sources:
Data Source Date 10 20 E U CLID AVENUE
aerial E. .2H CHARLOTTE•WW.T H OMASAN NC H•UTTON.COM1.5505
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A' THOMAS GEOGRAPHIC INFORMATION SYSTEMS
where Thomas a d the data,For all other sources efted, S.
ITTet�a�;�vdtton fs cfted as omciei�eaot'iheeame data e ot�ee�eerec�aeslue�l or�r�o�ee�am�tgt,i�ree�rea�are�. Lincoln County, NC HUTTON COPYRIGHT a 2020 W-mornns•r,urroN
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No part of thh document may be reproduced without written permission from an officer of Thomas 8 Hubon.

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX B
PRE-DEVELOPMENT DRAINAGE MAP
30017.0000
1-
H
THOMAS & HUTTON

Q t �I PRE-DEVELOPM ENT FLOW SCS 24 HOUR
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P }� 1-YEAR 2-NEAR 17-NEAR 25-NEAR 50-YEAR D0-YEAR
QBasini 4.46 7.47 P.07 23.50 28.92 34.fi4
Basin 139 2.36
182 5.45 7.54 9.27 D
Offsite Basin 1 /d Basin3 527 82 342 443 5.25 6.12
2.26 AC f Basin4 0.31 0.44 0.84 1.09 1.29 1.50
�- _ - - Basin 5 0.68 313 2A2 3.30 4.03 4.82
.'-- p Basin 6 3.22 5.92 ri.97 21.20 26.41 32.09
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Tell MIN Point of Analysis B.38 26.5.52 58.61 80.02 0.02 97.83 116.83
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Fie:7:\30017\30017.ompilISV/Ixddthe 30017.0or atioev_DraithefArea.mg el0emm.. Pre-Development Drainage Area Exhibit
Thomas&Hutton compiled the map information n from the following sources: DecD ESDI 1 0 2 0 E U C L I D AVENUE
Data source CHARLOTTE,NC C L I D 980.201.5505
Crescent Finger Mill Industrial Development WW W.THOMASAN OH UTTO N.COM
DISCLAIMER A' THOMAS GEOGRAPHIC INFORMATION SYSTEMS
where Thomas 8 Hutton Is cHed as Me data source.the firm has created or verified the data For al other 5ovrces c.d.
Thomastfcc used Me data"as U."has made no:Me:pendent Miestigaticn of the data.and makes no representanan
as me accuracy y toei a completeness of ei oomeouoo of respective[Weise, Lincoln County, NC HUTTON co Pre I Ow T e 2020 ill TH0MAs.HUTTON
No non of frcs document may bey a duct a®1011
em�iMn Thomas
nMorn on officer of Thomas 8 Hoffoe.

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX C
PRE-DEVELOPMENT CONDITIONS
DRAINAGE CALCULATIONS
30017.0000
1-
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THOMAS & HUTTON

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Autodesk Storm and Sanitary Analysis

Pre Developed-001 Year
Project Description
File Name 30017.0000-PreDevelpmen-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 000:05:00 days hh:mm:ss
Reporting Time Step 000:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
city
Rain Gages 2
Subbasins 8
Nodes 6
Junctions 0
Outfalls 6
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 0
Channels 0
Pipes 0
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr
2 Rain Gage-013 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr

Pre Developed-001 Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-OS 8.83 484.00 73.93 2.93 0.86 7.60 8.74 0 00:16:00
2 Sub-02 2.37 484.00 68.48 2.93 0.61 1.45 1.39 0 00:19:00
3 Sub-03 2.52 484.00 79.59 2.93 1.17 2.96 1.27 0 01:20:33
4 Sub-04 0.20 484.00 78.05 2.93 1.08 0.22 0.31 0 00:07:49
5 Sub-05 0.81 484.00 69.59 2.93 0.66 0.53 0.68 0 00:10:02
6 Sub-06 7.09 484.00 65.39 2.93 0.49 3.46 3.22 0 00:16:48
7 Sub-07 0.69 484.00 64.30 2.93 0.45 0.31 0.34 0 00:10:40
8 Sub-08 4.61 484.00 78.62 2.93 1.12 5.14 4.71 0 00:26:43

Pre Developed-001 Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 Out-Ol Outfall 0.00 0.00 0.00
2 Out-02 Outfall 0.00 0.00 0.00
3 Out-03 Outfall 0.00 0.00 0.00
4 Out-04 Outfall 0.00 0.00 0.00
5 Out-O5 Outfall 0.00 0.00 0.00
6 Out-06 Outfall 0.00 0.00 0.00

Pre Developed-001 Year
Subbasin Hydrology
Subbasin:Sub-01
Input Data
Area(ac) 8.83
Peak Rate Factor 484
Weighted Curve Number 73.93
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 6.83 B 69
Woods,Fair 0.38 B 60
Paved parking&roofs 1.62 B 98
Composite Area&Weighted CN 8.83 73.93
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft2)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):16.00
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 0.86
Peak Runoff(cfs) 8.74
Weighted Curve Number 73.93
Time of Concentration(days hh:mm:ss) 0 00:16:00

Pre Developed-001 Year
Subbasin:Sub-01
Runoff Hydrograph
9
8.5
8-
7.5-
7
6
5.5
5- .
U .
4.5
c
12 4
3.5-
2.5
1.5
1
0.5-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-001 Year
Subbasin:Sub-02
Input Data
Area(ac) 2.37
Peak Rate Factor 484
Weighted Curve Number 68.48
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.2 B 60
50-75%grass cover,Fair 0.21 B 69
Woods,Fair 0.96 D 79
Composite Area&Weighted CN 2.37 68.48
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.7 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.2 0 0
Computed Flow Time(min): 8.25 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 0 0
Slope(%): 2.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 10.76 0 0
Total TOC(min) 19.01
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 0.61
Peak Runoff(cfs) 1.39
Weighted Curve Number 68.48
Time of Concentration(days hh:mm:ss) 0 00:19:01

Pre Developed-001 Year
Subbasin:Sub-02
Runoff Hydrograph
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
w 0.8
0 0.75
t 0.7
0
0.65
0.6 .
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-001 Year
Subbasin:Sub-03
Input Data
Area(ac) 2.52
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.37 D 79
Woods,Fair 0.01 B 60
Gravel roads 0.14 D 91
Composite Area&Weighted CN 2.52 79.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 1.17
Peak Runoff(cfs) 1.27
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 01:20:33

Pre Developed-001 Year
Subbasin:Sub-03
Runoff Hydrograph
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
w 0.75
U
0.7
cc 0.65
c2 0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-001 Year
Subbasin:Sub-04
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.19 D 79
Woods,Fair 0.01 B 60
Composite Area&Weighted CN 0.2 78.05
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 10 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.34 0 0
Computed Flow Time(min): 4.89 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 125 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 2.93 0 0
Total TOC(min) 7.82
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 1.08
Peak Runoff(cfs) 0.31
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:07:49

Pre Developed-001 Year
Subbasin:Sub-04
Runoff Hydrograph
0.34
0.32
0.28
0.26-
0.24
0.22-
0.2
N •
0.18
•
c 0.16
0.14
0.12
0.08
0.06
0.04
0.02
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-001 Year
Subbasin:Sub-05
Input Data
Area(ac) 0.81
Peak Rate Factor 484
Weighted Curve Number 69.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.4 B 60
Woods,Fair 0.41 D 79
Composite Area&Weighted CN 0.81 69.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 14 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.39 0 0
Computed Flow Time(min): 4.27 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 218 0 0
Slope(%): 1.6 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.63 0 0
Computed Flow Time(min): 5.77 0 0
Total TOC(min) 10.04
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 0.66
Peak Runoff(cfs) 0.68
Weighted Curve Number 69.59
Time of Concentration(days hh:mm:ss) 0 00:10:02

Pre Developed-001 Year
Subbasin:Sub-OS
Runoff Hydrograph
0.75
0.7
0.65-
0.6
0.55
0.5-
0.45
N -
0.4
c 0.35
0.3
0.25-
0.2
0.15
0.1-
0.05
.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-001 Year
Subbasin:Sub-06
Input Data
Area(ac) 7.09
Peak Rate Factor 484
Weighted Curve Number 65.39
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 3.68 B 69
Woods,Fair 3.14 B 60
Woods,Fair 0.27 D 79
Composite Area&Weighted CN 7.09 65.39
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 18 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.43 0 0
Computed Flow Time(min): 3.86 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 0 0
Slope(%): 4 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1 0 0
Computed Flow Time(min): 12.93 0 0
Total TOC(min) 16.80
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 0.49
Peak Runoff(cfs) 3.22
Weighted Curve Number 65.39
Time of Concentration(days hh:mm:ss) 0 00:16:48

Pre Developed-001 Year
Subbasin:Sub-06
Runoff Hydrograph
3.4
3.2
3
2.8 --
2.6
•
2.4-
2.2
•
2.
w -
1.8.
c 1.6 • •
IY
1.4
1.2
1
•
0.8-
0.6
0.4
•
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-001 Year
Subbasin:Sub-07
Input Data
Area(ac) 0.69
Peak Rate Factor 484
Weighted Curve Number 64.3
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.36 B 60
50-75%grass cover,Fair 0.33 B 69
Composite Area&Weighted CN 0.69 64.3
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 199 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 4.67 0 0
Total TOC(min) 10.67
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 0.45
Peak Runoff(cfs) 0.34
Weighted Curve Number 64.3
Time of Concentration(days hh:mm:ss) 0 00:10:40

Pre Developed-001 Year
Subbasin:Sub-07
Runoff Hydrograph
0.34
0.32
0.3 -
0.28
0.26, -
0.24
0.22- -
0.2
W
0.18 T
c 0.16 -
0.14 - - - - - - - -
0.12 I I I
0.1- -
0.08
0.06
0.04 - -
0.02 -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-001 Year
Subbasin:Sub-08
Input Data
Area(ac) 4 61
Peak Rate Factor 484
Weighted Curve Number 78.62
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.2 D 79
50-75%grass cover,Fair 0.94 B 69
50-75%grass cover,Fair 1.27 D 84
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
Composite Area&Weighted CN 4.61 78.62
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 1.12
Peak Runoff(cfs) 4.71
Weighted Curve Number 78.62
Time of Concentration(days hh:mm:ss) 0 00:26:44

Pre Developed-001 Year
Subbasin:Sub-OS
Runoff Hydrograph
5
4.8
4.6
4.4
4.2
4 I 1 I I I I I I I I I
3.8
3.6
3.4
3.2 I
3
T 2.8 .
U
2.4
c
E2 2.2
1.8 I
1.6 -
1.4 -
1.2
1
0.8
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-002 Year
Project Description
File Name 30017.0000-PreDevelpmen-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 000:05:00 days hh:mm:ss
Reporting Time Step 000:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
city
Rain Gages 2
Subbasins 8
Nodes 6
Junctions 0
Outfalls 6
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 0
Channels 0
Pipes 0
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr
2 Rain Gage-013 Time Series TS-002 Intensity inches North Carolina Lincoln 2.00 3.55 SCS Type II 24-hr

Pre Developed-002 Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-01 8.83 484.00 73.93 3.55 1.27 11.21 13.28 0 00:16:00
2 Sub-02 2.37 484.00 68.48 3.55 0.96 2.27 2.36 0 00:19:00
3 Sub-03 2.52 484.00 79.59 3.55 1.65 4.16 1.82 0 01:20:33
4 Sub-04 0.20 484.00 78.05 3.55 1.54 0.31 0.44 0 00:07:49
5 Sub-05 0.81 484.00 69.59 3.55 1.02 0.82 1.10 0 00:10:02
6 Sub-06 7.09 484.00 65.39 3.55 0.80 5.65 5.92 0 00:16:48
7 Sub-07 0.69 484.00 64.30 3.55 0.75 0.51 0.63 0 00:10:40
8 Sub-08 4.61 484.00 78.62 3.55 1.58 7.27 6.78 0 00:26:43

Pre Developed-002 Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 Out-Ol Outfall 0.00 0.00 0.00
2 Out-02 Outfall 0.00 0.00 0.00
3 Out-03 Outfall 0.00 0.00 0.00
4 Out-04 Outfall 0.00 0.00 0.00
5 Out-O5 Outfall 0.00 0.00 0.00
6 Out-06 Outfall 0.00 0.00 0.00

Pre Developed-002 Year
Subbasin Hydrology
Subbasin:Sub-01
Input Data
Area(ac) 8.83
Peak Rate Factor 484
Weighted Curve Number 73.93
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 6.83 B 69
Woods,Fair 0.38 B 60
Paved parking&roofs 1.62 B 98
Composite Area&Weighted CN 8.83 73.93
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):16.00
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.27
Peak Runoff(cfs) 13.28
Weighted Curve Number 73.93
Time of Concentration(days hh:mm:ss) 0 00:16:00

Pre Developed-002 Year
Subbasin:Sub-01
Runoff Hydrograph
13.5
15
12.5
11.5
11 —
10.5 — I I
10 — -
9.5 -
9
8.5 -
w 7.5 .
U
7
0 6.5 .
c
c2 6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-002 Year
Subbasin:Sub-02
Input Data
Area(ac) 2.37
Peak Rate Factor 484
Weighted Curve Number 68.48
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.2 B 60
50-75%grass cover,Fair 0.21 B 69
Woods,Fair 0.96 D 79
Composite Area&Weighted CN 2.37 68.48
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.7 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.2 0 0
Computed Flow Time(min): 8.25 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 0 0
Slope(%): 2.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 10.76 0 0
Total TOC(min) 19.01
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 0.96
Peak Runoff(cfs) 2.36
Weighted Curve Number 68.48
Time of Concentration(days hh:mm:ss) 0 00:19:01

Pre Developed-002 Year
Subbasin:Sub-02
Runoff Hydrograph
2.5
2.4
2.3
2.2
2.1
2 1 1 1 1 1 1
1.9
1.8
1.7
1.6 I
1.5
U
1.2
c
c2 1.1
0.9
0.6 -
0.7 -
0.6
0.5
0.4 \4.........::...:..::L - -
0.3
0.2
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-002 Year
Subbasin:Sub-03
Input Data
Area(ac) 2.52
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.37 D 79
Woods,Fair 0.01 B 60
Gravel roads 0.14 D 91
Composite Area&Weighted CN 2.52 79.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.65
Peak Runoff(cfs) 1.82
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 01:20:33

Pre Developed-002 Year
Subbasin:Sub-03
Runoff Hydrograph
2
1.9
1.8
1.7
1.6-
1.5
1.4-
1.3-
1.2
1.1
t 1-
o
0.9-
0.7
0.6-
0.5
0.4
••••"'") . . . . . . . .
0.3-
0.2-
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-002 Year
Subbasin:Sub-04
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.19 D 79
Woods,Fair 0.01 B 60
Composite Area&Weighted CN 0.2 78.05
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 10 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.34 0 0
Computed Flow Time(min): 4.89 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 125 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 2.93 0 0
Total TOC(min) 7.82
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.54
Peak Runoff(cfs) 0.44
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:07:49

Pre Developed-002 Year
Subbasin:Sub-04
Runoff Hydrograph
0.46
0.44
0.42
0.36
0.34
0.32
0.3
0.28 .
w 0.26 .
0.24
2 0.22
z
0.18 .
0.16
0.12
0.1
0.04
0.02
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-002 Year
Subbasin:Sub-05
Input Data
Area(ac) 0.81
Peak Rate Factor 484
Weighted Curve Number 69.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.4 B 60
Woods,Fair 0.41 D 79
Composite Area&Weighted CN 0.81 69.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 14 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.39 0 0
Computed Flow Time(min): 4.27 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 218 0 0
Slope(%): 1.6 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.63 0 0
Computed Flow Time(min): 5.77 0 0
Total TOC(min) 10.04
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.02
Peak Runoff(cfs) 1.1
Weighted Curve Number 69.59
Time of Concentration(days hh:mm:ss) 0 00:10:02

Pre Developed-002 Year
Subbasin:Sub-OS
Runoff Hydrograph
1.15
1.1
1.05
A 1 11
0.95- -
0.9
0.85
0.8
0.75
0.7 -
w 0.65 -
0.6
co 0.55 .
0.45
0.4
0.35 .
I I I I
0.3
0.25
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-002 Year
Subbasin:Sub-06
Input Data
Area(ac) 7.09
Peak Rate Factor 484
Weighted Curve Number 65.39
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 3.68 B 69
Woods,Fair 3.14 B 60
Woods,Fair 0.27 D 79
Composite Area&Weighted CN 7.09 65.39
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 18 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.43 0 0
Computed Flow Time(min): 3.86 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 0 0
Slope(%): 4 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1 0 0
Computed Flow Time(min): 12.93 0 0
Total TOC(min) 16.80
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 0.8
Peak Runoff(cfs) 5.92
Weighted Curve Number 65.39
Time of Concentration(days hh:mm:ss) 0 00:16:48

Pre Developed-002 Year
Subbasin:Sub-06
Runoff Hydrograph
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6_
4.4
4.2
4
3.8
3.6
3.4
U
3.23
3
c 2.8
2.6
2.4
2.2
2_
1.8
1.6
1.4v
1.2
1
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-002 Year
Subbasin:Sub-07
Input Data
Area(ac) 0.69
Peak Rate Factor 484
Weighted Curve Number 64.3
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.36 B 60
50-75%grass cover,Fair 0.33 B 69
Composite Area&Weighted CN 0.69 64.3
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 199 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 4.67 0 0
Total TOC(min) 10.67
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 0.75
Peak Runoff(cfs) 0.63
Weighted Curve Number 64.3
Time of Concentration(days hh:mm:ss) 0 00:10:40

Pre Developed-002 Year
Subbasin:Sub-07
Runoff Hydrograph
0.7
0.65
0.6-
0.55-
0.5
0.45
0.4
U •
0.35-
o
c .
12 0.3
0.25-
0.2
0.15-
0.1
0.05
,0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-002 Year
Subbasin:Sub-08
Input Data
Area(ac) 4 61
Peak Rate Factor 484
Weighted Curve Number 78.62
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.2 D 79
50-75%grass cover,Fair 0.94 B 69
50-75%grass cover,Fair 1.27 D 84
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
Composite Area&Weighted CN 4.61 78.62
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.58
Peak Runoff(cfs) 6.78
Weighted Curve Number 78.62
Time of Concentration(days hh:mm:ss) 0 00:26:44

Pre Developed-002 Year
Subbasin:Sub-OS
Runoff Hydrograph
7.5
7-
6.5-
6-
5.5
•
4.5
-
U 4
s 3.5
3
2.5-
2-
1.5
•
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-010 Year
Project Description
File Name 30017.0000-PreDevelpmen-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 000:05:00 days hh:mm:ss
Reporting Time Step 000:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
city
Rain Gages 2
Subbasins 8
Nodes 6
Junctions 0
Outfalls 6
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 0
Channels 0
Pipes 0
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr
2 Rain Gage-013 Time Series TS-010 Intensity inches North Carolina Lincoln 10.00 5.21 SCS Type II 24-hr

Pre Developed-010 Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-01 8.83 484.00 73.93 5.21 2.53 22.31 27.00 0 00:16:00
2 Sub-02 2.37 484.00 68.48 5.21 2.07 4.91 5.45 0 00:19:00
3 Sub-03 2.52 484.00 79.59 5.21 3.04 7.66 3.42 0 01:20:33
4 Sub-04 0.20 484.00 78.05 5.21 2.89 0.58 0.84 0 00:07:49
5 Sub-05 0.81 484.00 69.59 5.21 2.16 1.75 2.42 0 00:10:02
6 Sub-06 7.09 484.00 65.39 5.21 1.83 12.93 14.97 0 00:16:48
7 Sub-07 0.69 484.00 64.30 5.21 1.74 1.20 1.61 0 00:10:40
8 Sub-08 4.61 484.00 78.62 5.21 2.95 13.58 12.83 0 00:26:43

Pre Developed-010 Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 Out-Ol Outfall 0.00 0.00 0.00
2 Out-02 Outfall 0.00 0.00 0.00
3 Out-03 Outfall 0.00 0.00 0.00
4 Out-04 Outfall 0.00 0.00 0.00
5 Out-O5 Outfall 0.00 0.00 0.00
6 Out-06 Outfall 0.00 0.00 0.00

Pre Developed-010 Year
Subbasin Hydrology
Subbasin:Sub-01
Input Data
Area(ac) 8.83
Peak Rate Factor 484
Weighted Curve Number 73.93
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 6.83 B 69
Woods,Fair 0.38 B 60
Paved parking&roofs 1.62 B 98
Composite Area&Weighted CN 8.83 73.93
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):16.00
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.53
Peak Runoff(cfs) 27
Weighted Curve Number 73.93
Time of Concentration(days hh:mm:ss) 0 00:16:00

Pre Developed-010 Year
Subbasin:Sub-01
Runoff Hydrograph
27
26
25 Il ______--
24 1 23
22
21
18
U
14
0 13 .
c
iY 12
I
11
10
8 I
7
5
4
3
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time Ors)

Pre Developed-010 Year
Subbasin:Sub-02
Input Data
Area(ac) 2.37
Peak Rate Factor 484
Weighted Curve Number 68.48
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.2 B 60
50-75%grass cover,Fair 0.21 B 69
Woods,Fair 0.96 D 79
Composite Area&Weighted CN 2.37 68.48
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.7 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.2 0 0
Computed Flow Time(min): 8.25 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 0 0
Slope(%): 2.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 10.76 0 0
Total TOC(min) 19.01
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.07
Peak Runoff(cfs) 5.45
Weighted Curve Number 68.48
Time of Concentration(days hh:mm:ss) 0 00:19:01

Pre Developed-010 Year
Subbasin:Sub-02
Runoff Hydrograph
5.8
5.6
5.2
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
O 3.2
U
3
2.8
12 2.6
2.4
2.2
2
1.8
1.6 —
1.4
1.2
1
0.8
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-010 Year
Subbasin:Sub-03
Input Data
Area(ac) 2.52
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.37 D 79
Woods,Fair 0.01 B 60
Gravel roads 0.14 D 91
Composite Area&Weighted CN 2.52 79.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 3.04
Peak Runoff(cfs) 3.42
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 01:20:33

Pre Developed-010 Year
Subbasin:Sub-03
Runoff Hydrograph
3.8
3.6-
3.4-
3.2_
3
2.8
2.4
2.2
2-
c 1.8
C
1.4-
1
0.8
0.6
0.4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-010 Year
Subbasin:Sub-04
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.19 D 79
Woods,Fair 0.01 B 60
Composite Area&Weighted CN 0.2 78.05
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 10 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.34 0 0
Computed Flow Time(min): 4.89 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 125 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 2.93 0 0
Total TOC(min) 7.82
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.89
Peak Runoff(cfs) 0.84
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:07:49

Pre Developed-010 Year
Subbasin:Sub-04
Runoff Hydrograph
0.85
0.8
0.75-
0.7
0.65
0.6-
0.55-
0.5
••
0.45-
c 0.4-
0.35
0.3-
0.25
0.2-
0.15
0.1 .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-010 Year
Subbasin:Sub-05
Input Data
Area(ac) 0.81
Peak Rate Factor 484
Weighted Curve Number 69.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.4 B 60
Woods,Fair 0.41 D 79
Composite Area&Weighted CN 0.81 69.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 14 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.39 0 0
Computed Flow Time(min): 4.27 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 218 0 0
Slope(%): 1.6 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.63 0 0
Computed Flow Time(min): 5.77 0 0
Total TOC(min) 10.04
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.16
Peak Runoff(cfs) 2.42
Weighted Curve Number 69.59
Time of Concentration(days hh:mm:ss) 0 00:10:02

Pre Developed-010 Year
Subbasin:Sub-OS
Runoff Hydrograph
2.6
2.5
2.4 -
2.3
2.2 I
2.1 .
2 -
1.9 -
1.8
1.7 -
1.6
.. 1.5 -
w
t 1.3 .
0
S 1.2
iY 1.1 I I
0.9 -
0.8 -
0.7
0.6
0.5
0.4
0.2
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-010 Year
Subbasin:Sub-06
Input Data
Area(ac) 7.09
Peak Rate Factor 484
Weighted Curve Number 65.39
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 3.68 B 69
Woods,Fair 3.14 B 60
Woods,Fair 0.27 D 79
Composite Area&Weighted CN 7.09 65.39
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 18 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.43 0 0
Computed Flow Time(min): 3.86 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 0 0
Slope(%): 4 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1 0 0
Computed Flow Time(min): 12.93 0 0
Total TOC(min) 16.80
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 1.83
Peak Runoff(cfs) 14.97
Weighted Curve Number 65.39
Time of Concentration(days hh:mm:ss) 0 00:16:48

Pre Developed-010 Year
Subbasin:Sub-06
Runoff Hydrograph
15.5
15
14 14
13.5
13
12.5
12
11.5.
11
10.5
10
9.5
g'
w 8.5
-"
6.
O 7.5.
J
6.5
6
5.5
5_
4.5.
3.5
3
2.5
2
1.5.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-010 Year
Subbasin:Sub-07
Input Data
Area(ac) 0.69
Peak Rate Factor 484
Weighted Curve Number 64.3
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.36 B 60
50-75%grass cover,Fair 0.33 B 69
Composite Area&Weighted CN 0.69 64.3
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 199 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 4.67 0 0
Total TOC(min) 10.67
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 1.74
Peak Runoff(cfs) 1.61
Weighted Curve Number 64.3
Time of Concentration(days hh:mm:ss) 0 00:10:40

Pre Developed-010 Year
Subbasin:Sub-07
Runoff Hydrograph
1.7
1.6
1.5
1.4
1.3
1.2-
1.1
1
w
0.9-
c 0.8-
0.7
0.6-
0.5
0.4
0.3
0.2
0.1
1 2 3 4 5 8 7 8 9 10 11 J 12 13 14 15 18 17 18 19 20 21 22 23
Time(his)

Pre Developed-010 Year
Subbasin:Sub-08
Input Data
Area(ac) 4 61
Peak Rate Factor 484
Weighted Curve Number 78.62
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.2 D 79
50-75%grass cover,Fair 0.94 B 69
50-75%grass cover,Fair 1.27 D 84
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
Composite Area&Weighted CN 4.61 78.62
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.95
Peak Runoff(cfs) 12.83
Weighted Curve Number 78.62
Time of Concentration(days hh:mm:ss) 0 00:26:44

Pre Developed-010 Year
Subbasin:Sub-08
Runoff Hydrograph
13.5
13 1 ________-
12.5
12
11.5
11
10.5
10
9.5
9
8.5
8
w 7.5
U
7
c 6.5-
12 6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-025 Year
Project Description
File Name 30017.0000-PreDevelpmen-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 000:05:00 days hh:mm:ss
Reporting Time Step 000:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
city
Rain Gages 2
Subbasins 8
Nodes 6
Junctions 0
Outfalls 6
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 0
Channels 0
Pipes 0
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr
2 Rain Gage-013 Time Series TS-025 Intensity inches North Carolina Lincoln 25.00 6.21 SCS Type II 24-hr

Pre Developed-025 Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-01 8.83 484.00 73.93 6.21 3.36 29.62 35.92 0 00:16:00
2 Sub-02 2.37 484.00 68.48 6.21 2.83 6.71 7.54 0 00:19:00
3 Sub-03 2.52 484.00 79.59 6.21 3.93 9.91 4.43 0 01:20:33
4 Sub-04 0.20 484.00 78.05 6.21 3.77 0.75 1.09 0 00:07:49
5 Sub-05 0.81 484.00 69.59 6.21 2.93 2.38 3.30 0 00:10:02
6 Sub-06 7.09 484.00 65.39 6.21 2.54 18.00 21.20 0 00:16:48
7 Sub-07 0.69 484.00 64.30 6.21 2.44 1.68 2.29 0 00:10:40
8 Sub-08 4.61 484.00 78.62 6.21 3.83 17.64 16.67 0 00:26:43

Pre Developed-025 Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 Out-Ol Outfall 0.00 0.00 0.00
2 Out-02 Outfall 0.00 0.00 0.00
3 Out-03 Outfall 0.00 0.00 0.00
4 Out-04 Outfall 0.00 0.00 0.00
5 Out-O5 Outfall 0.00 0.00 0.00
6 Out-06 Outfall 0.00 0.00 0.00

Pre Developed-025 Year
Subbasin Hydrology
Subbasin:Sub-01
Input Data
Area(ac) 8.83
Peak Rate Factor 484
Weighted Curve Number 73.93
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 6.83 B 69
Woods,Fair 0.38 B 60
Paved parking&roofs 1.62 B 98
Composite Area&Weighted CN 8.83 73.93
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):16.00
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 3.36
Peak Runoff(cfs) 35.92
Weighted Curve Number 73.93
Time of Concentration(days hh:mm:ss) 0 00:16:00

Pre Developed-025 Year
Subbasin:Sub-01
Runoff Hydrograph
36
34
32 .
30 .
28
26 .
24
22
N 20.
U •
18- 1 1 1 1
c
12 16
14-
12-
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-025 Year
Subbasin:Sub-02
Input Data
Area(ac) 2.37
Peak Rate Factor 484
Weighted Curve Number 68.48
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.2 B 60
50-75%grass cover,Fair 0.21 B 69
Woods,Fair 0.96 D 79
Composite Area&Weighted CN 2.37 68.48
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.7 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.2 0 0
Computed Flow Time(min): 8.25 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 0 0
Slope(%): 2.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 10.76 0 0
Total TOC(min) 19.01
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 2.83
Peak Runoff(cfs) 7.54
Weighted Curve Number 68.48
Time of Concentration(days hh:mm:ss) 0 00:19:01

Pre Developed-025 Year
Subbasin:Sub-02
Runoff Hydrograph
8.5
8
7.5-
7
6.5 I
5.5
5,-
I
4.5. . . . .
c 4 • •
3.5
3
2.5
2
1.5
1
0.5
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-025 Year
Subbasin:Sub-03
Input Data
Area(ac) 2.52
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.37 D 79
Woods,Fair 0.01 B 60
Gravel roads 0.14 D 91
Composite Area&Weighted CN 2.52 79.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 3.93
Peak Runoff(cfs) 4.43
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 01:20:33

Pre Developed-025 Year
Subbasin:Sub-03
Runoff Hydrograph
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
w2.8
2.6
2.4
S 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-025 Year
Subbasin:Sub-04
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.19 D 79
Woods,Fair 0.01 B 60
Composite Area&Weighted CN 0.2 78.05
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 10 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.34 0 0
Computed Flow Time(min): 4.89 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 125 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 2.93 0 0
Total TOC(min) 7.82
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 3.77
Peak Runoff(cfs) 1.09
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:07:49

Pre Developed-025 Year
Subbasin:Sub-04
Runoff Hydrograph
1.1
1.01
1 lrr
0.95
0.9
0.85-
0.8-
0.75-
0.7
0.65
0.6-
t 0.55
0
c 0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-025 Year
Subbasin:Sub-05
Input Data
Area(ac) 0.81
Peak Rate Factor 484
Weighted Curve Number 69.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.4 B 60
Woods,Fair 0.41 D 79
Composite Area&Weighted CN 0.81 69.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 14 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.39 0 0
Computed Flow Time(min): 4.27 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 218 0 0
Slope(%): 1.6 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.63 0 0
Computed Flow Time(min): 5.77 0 0
Total TOC(min) 10.04
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 2.93
Peak Runoff(cfs) 3.3
Weighted Curve Number 69.59
Time of Concentration(days hh:mm:ss) 0 00:10:02

Pre Developed-025 Year
Subbasin:Sub-OS
Runoff Hydrograph
3.6
3.4
3.2
3- .
2.8
2.4.
w 2- .
U .
1.8-
c
iY 1.6
1.4
1
0.8-
0.E
0.4 `\
0.2.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-025 Year
Subbasin:Sub-06
Input Data
Area(ac) 7.09
Peak Rate Factor 484
Weighted Curve Number 65.39
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 3.68 B 69
Woods,Fair 3.14 B 60
Woods,Fair 0.27 D 79
Composite Area&Weighted CN 7.09 65.39
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 18 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.43 0 0
Computed Flow Time(min): 3.86 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 0 0
Slope(%): 4 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1 0 0
Computed Flow Time(min): 12.93 0 0
Total TOC(min) 16.80
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 2.54
Peak Runoff(cfs) 21.2
Weighted Curve Number 65.39
Time of Concentration(days hh:mm:ss) 0 00:16:48

Pre Developed-025 Year
Subbasin:Sub-06
Runoff Hydrograph
23
22
21
20
19: ,
18
17
16 -
15-—
14
13
12
9
8
7
6.
4
3 I I
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-025 Year
Subbasin:Sub-07
Input Data
Area(ac) 0.69
Peak Rate Factor 484
Weighted Curve Number 64.3
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.36 B 60
50-75%grass cover,Fair 0.33 B 69
Composite Area&Weighted CN 0.69 64.3
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 199 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 4.67 0 0
Total TOC(min) 10.67
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 2.44
Peak Runoff(cfs) 2.29
Weighted Curve Number 64.3
Time of Concentration(days hh:mm:ss) 0 00:10:40

Pre Developed-025 Year
Subbasin:Sub-07
Runoff Hydrograph
2.4
2.3 ---------
2.2
2.1
2
1.9 -
1.8
1.7
1.6
1.5 -
1.4 -
w
1.3
t 1.2 .
0
S 1.1
1 I I
0.9
0.8 - - -
0.7 - - -
0.6
0.5
0.4
0.3
0.2
0.1
1 . 1 • r .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-025 Year
Subbasin:Sub-08
Input Data
Area(ac) 4 61
Peak Rate Factor 484
Weighted Curve Number 78.62
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.2 D 79
50-75%grass cover,Fair 0.94 B 69
50-75%grass cover,Fair 1.27 D 84
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
Composite Area&Weighted CN 4.61 78.62
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 3.83
Peak Runoff(cfs) 16.67
Weighted Curve Number 78.62
Time of Concentration(days hh:mm:ss) 0 00:26:44

Pre Developed-025 Year
Subbasin:Sub-08
Runoff Hydrograph
18
17.
16 —
15
14
13-
12
11
2 10.
U •
9.
0
c
[2 8
7,
6-
5
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-050 Year
Project Description
File Name 30017.0000-PreDevelpmen-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 000:05:00 days hh:mm:ss
Reporting Time Step 000:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
city
Rain Gages 2
Subbasins 8
Nodes 6
Junctions 0
Outfalls 6
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 0
Channels 0
Pipes 0
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr
2 Rain Gage-013 Time Series TS-050 Intensity inches North Carolina Lincoln 50.00 7.01 SCS Type II 24-hr

Pre Developed-050 Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-01 8.83 484.00 73.93 7.01 4.04 35.69 43.22 0 00:16:00
2 Sub-02 2.37 484.00 68.48 7.01 3.47 8.23 9.27 0 00:19:00
3 Sub-03 2.52 484.00 79.59 7.01 4.66 11.75 5.25 0 01:20:33
4 Sub-04 0.20 484.00 78.05 7.01 4.49 0.89 1.29 0 00:07:49
5 Sub-05 0.81 484.00 69.59 7.01 3.58 2.91 4.03 0 00:10:02
6 Sub-06 7.09 484.00 65.39 7.01 3.15 22.32 26.41 0 00:16:48
7 Sub-07 0.69 484.00 64.30 7.01 3.04 2.10 2.87 0 00:10:40
8 Sub-08 4.61 484.00 78.62 7.01 4.55 20.98 19.79 0 00:26:43

Pre Developed-050 Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 Out-Ol Outfall 0.00 0.00 0.00
2 Out-02 Outfall 0.00 0.00 0.00
3 Out-03 Outfall 0.00 0.00 0.00
4 Out-04 Outfall 0.00 0.00 0.00
5 Out-O5 Outfall 0.00 0.00 0.00
6 Out-06 Outfall 0.00 0.00 0.00

Pre Developed-050 Year
Subbasin Hydrology
Subbasin:Sub-01
Input Data
Area(ac) 8.83
Peak Rate Factor 484
Weighted Curve Number 73.93
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 6.83 B 69
Woods,Fair 0.38 B 60
Paved parking&roofs 1.62 B 98
Composite Area&Weighted CN 8.83 73.93
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):16.00
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 4.04
Peak Runoff(cfs) 43.22
Weighted Curve Number 73.93
Time of Concentration(days hh:mm:ss) 0 00:16:00

Pre Developed-050 Year
Subbasin:Sub-01
Runoff Hydrograph
44
42
40
38
36 —
34
32
30
28
26
`cNi 24
22
0
20
18
16
14
12
10
8 .
• L.)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-050 Year
Subbasin:Sub-02
Input Data
Area(ac) 2.37
Peak Rate Factor 484
Weighted Curve Number 68.48
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.2 B 60
50-75%grass cover,Fair 0.21 B 69
Woods,Fair 0.96 D 79
Composite Area&Weighted CN 2.37 68.48
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.7 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.2 0 0
Computed Flow Time(min): 8.25 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 0 0
Slope(%): 2.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 10.76 0 0
Total TOC(min) 19.01
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 3.47
Peak Runoff(cfs) 9.27
Weighted Curve Number 68.48
Time of Concentration(days hh:mm:ss) 0 00:19:01

Pre Developed-050 Year
Subbasin:Sub-02
Runoff Hydrograph
10
9.5 I
9
8.5
7.5
6.5- .
6
w 5.5
U
t 5. .
O
3.5
3
2.5
2
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-050 Year
Subbasin:Sub-03
Input Data
Area(ac) 2.52
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.37 D 79
Woods,Fair 0.01 B 60
Gravel roads 0.14 D 91
Composite Area&Weighted CN 2.52 79.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 4.66
Peak Runoff(cfs) 5.25
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 01:20:33

Pre Developed-050 Year
Subbasin:Sub-03
Runoff Hydrograph
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
w 3.2
u 3 . .
2.8
S 2.6
CC 2.4
2.2
2
1.8
1.6
1.4
1.2 —
1
0.8
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-050 Year
Subbasin:Sub-04
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.19 D 79
Woods,Fair 0.01 B 60
Composite Area&Weighted CN 0.2 78.05
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 10 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.34 0 0
Computed Flow Time(min): 4.89 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 125 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 2.93 0 0
Total TOC(min) 7.82
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 4.49
Peak Runoff(cfs) 1.29
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:07:49

Pre Developed-050 Year
Subbasin:Sub-04
Runoff Hydrograph
1.3
1.25 �I
1.2 P - - - - - -
1.15 l
1.1 -
1.05 -
0.95 -
0.9
0.85 - - - - - -
0.8
..0.75 -
w
0 0.7
0.65 - . - - - - - -
0
S 0.6
0.55 I I I
0.5 -
0.45 I -
0.4 -
0.35
0.3 - - - - - - -
0.25
0.2
0.15 `
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-050 Year
Subbasin:Sub-05
Input Data
Area(ac) 0.81
Peak Rate Factor 484
Weighted Curve Number 69.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.4 B 60
Woods,Fair 0.41 D 79
Composite Area&Weighted CN 0.81 69.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 14 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.39 0 0
Computed Flow Time(min): 4.27 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 218 0 0
Slope(%): 1.6 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.63 0 0
Computed Flow Time(min): 5.77 0 0
Total TOC(min) 10.04
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 3.58
Peak Runoff(cfs) 4.03
Weighted Curve Number 69.59
Time of Concentration(days hh:mm:ss) 0 00:10:02

Pre Developed-050 Year
Subbasin:Sub-OS
Runoff Hydrograph
4.4
4.2
4
3.8
3.6
3.4 -
3.2 -
2.8 -
2.6
`cN� 2.4 .
t 2.2 .
0
S 2
CC
1.8 -
1.6
1.4
1.2
1
0.8
0.6 •
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-050 Year
Subbasin:Sub-06
Input Data
Area(ac) 7.09
Peak Rate Factor 484
Weighted Curve Number 65.39
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 3.68 B 69
Woods,Fair 3.14 B 60
Woods,Fair 0.27 D 79
Composite Area&Weighted CN 7.09 65.39
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 18 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.43 0 0
Computed Flow Time(min): 3.86 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 0 0
Slope(%): 4 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1 0 0
Computed Flow Time(min): 12.93 0 0
Total TOC(min) 16.80
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 3.15
Peak Runoff(cfs) 26.41
Weighted Curve Number 65.39
Time of Concentration(days hh:mm:ss) 0 00:16:48

Pre Developed-050 Year
Subbasin:Sub-06
Runoff Hydrograph
28
27
25
25
24
23
22
21
20
19 —
18 —
17
w 16
. 15
14
13
1:C 12
11
10
9
8
7
6
5
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time Ors)

Pre Developed-050 Year
Subbasin:Sub-07
Input Data
Area(ac) 0.69
Peak Rate Factor 484
Weighted Curve Number 64.3
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.36 B 60
50-75%grass cover,Fair 0.33 B 69
Composite Area&Weighted CN 0.69 64.3
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 199 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 4.67 0 0
Total TOC(min) 10.67
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 3.04
Peak Runoff(cfs) 2.87
Weighted Curve Number 64.3
Time of Concentration(days hh:mm:ss) 0 00:10:40

Pre Developed-050 Year
Subbasin:Sub-07
Runoff Hydrograph
3.1
3
2.9_
2.8
2.7
2.6
2.5
2.4
2.3_
2.2
2.1
2
1.9
1.8
wU 1.7
1.6
1.5
S 1.4
1.3_
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1 /
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-050 Year
Subbasin:Sub-08
Input Data
Area(ac) 4 61
Peak Rate Factor 484
Weighted Curve Number 78.62
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.2 D 79
50-75%grass cover,Fair 0.94 B 69
50-75%grass cover,Fair 1.27 D 84
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
Composite Area&Weighted CN 4.61 78.62
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 4.55
Peak Runoff(cfs) 19.79
Weighted Curve Number 78.62
Time of Concentration(days hh:mm:ss) 0 00:26:44

Pre Developed-050 Year
Subbasin:Sub-08
Runoff Hydrograph
21
20
19
18
17
16
15
14
13
12
45 11
0 10
-
0: 9 .
8
7 .
6
5 .
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-100 Year
Project Description
File Name 30017.0000-PreDevelpmen-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 000:05:00 days hh:mm:ss
Reporting Time Step 000:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
city
Rain Gages 2
Subbasins 8
Nodes 6
Junctions 0
Outfalls 6
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 0
Channels 0
Pipes 0
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr
2 Rain Gage-013 Time Series TS-100 Intensity inches North Carolina Lincoln 100.00 7.84 SCS Type II 24-hr

Pre Developed-100 Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-01 8.83 484.00 73.93 7.84 4.78 42.15 50.83 0 00:16:00
2 Sub-02 2.37 484.00 68.48 7.84 4.16 9.86 11.13 0 00:19:00
3 Sub-03 2.52 484.00 79.59 7.84 5.43 13.69 6.12 0 01:20:33
4 Sub-04 0.20 484.00 78.05 7.84 5.25 1.05 1.50 0 00:07:49
5 Sub-05 0.81 484.00 69.59 7.84 4.28 3.48 4.82 0 00:10:02
6 Sub-06 7.09 484.00 65.39 7.84 3.81 26.99 32.09 0 00:16:48
7 Sub-07 0.69 484.00 64.30 7.84 3.69 2.54 3.49 0 00:10:40
8 Sub-08 4.61 484.00 78.62 7.84 5.32 24.49 23.04 0 00:26:43

Pre Developed-100 Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 Out-Ol Outfall 0.00 0.00 0.00
2 Out-02 Outfall 0.00 0.00 0.00
3 Out-03 Outfall 0.00 0.00 0.00
4 Out-04 Outfall 0.00 0.00 0.00
5 Out-O5 Outfall 0.00 0.00 0.00
6 Out-06 Outfall 0.00 0.00 0.00

Pre Developed-100 Year
Subbasin Hydrology
Subbasin:Sub-01
Input Data
Area(ac) 8.83
Peak Rate Factor 484
Weighted Curve Number 73.93
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 6.83 B 69
Woods,Fair 0.38 B 60
Paved parking&roofs 1.62 B 98
Composite Area&Weighted CN 8.83 73.93
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):16.00
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 4.78
Peak Runoff(cfs) 50.83
Weighted Curve Number 73.93
Time of Concentration(days hh:mm:ss) 0 00:16:00

Pre Developed-100 Year
Subbasin:Sub-01
Runoff Hydrograph
50
48
46
44
42
40 I I I I
38
36
34
32
30
28
U
O 24
E2 22
20
18
16
14
12
10
8
6 .
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-100 Year
Subbasin:Sub-02
Input Data
Area(ac) 2.37
Peak Rate Factor 484
Weighted Curve Number 68.48
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.2 B 60
50-75%grass cover,Fair 0.21 B 69
Woods,Fair 0.96 D 79
Composite Area&Weighted CN 2.37 68.48
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.7 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.2 0 0
Computed Flow Time(min): 8.25 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 0 0
Slope(%): 2.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 10.76 0 0
Total TOC(min) 19.01
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 4.16
Peak Runoff(cfs) 11.13
Weighted Curve Number 68.48
Time of Concentration(days hh:mm:ss) 0 00:19:01

Pre Developed-100 Year
Subbasin:Sub-02
Runoff Hydrograph
12
11.5
11
10.5
10
9.5 1
9
85
8
7.5
7
w
6.5
IY 5
4.5
4
3.5
2.5
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-100 Year
Subbasin:Sub-03
Input Data
Area(ac) 2.52
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.37 D 79
Woods,Fair 0.01 B 60
Gravel roads 0.14 D 91
Composite Area&Weighted CN 2.52 79.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 5.43
Peak Runoff(cfs) B.12
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 01:20:33

Pre Developed-100 Year
Subbasin:Sub-03
Runoff Hydrograph
7
6.5
6
5.5
5
•
4.5-
w 4
o •
t 3.5-
0
c
12 3,
2.5
2-
1.5-
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-100 Year
Subbasin:Sub-04
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.19 D 79
Woods,Fair 0.01 B 60
Composite Area&Weighted CN 0.2 78.05
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 10 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.34 0 0
Computed Flow Time(min): 4.89 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 125 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 2.93 0 0
Total TOC(min) 7.82
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 5.25
Peak Runoff(cfs) 1.5
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:07:49

Pre Developed-100 Year
Subbasin:Sub-04
Runoff Hydrograph
1.55
1.5
1.45
1.5
1.35
1.3
1.25
1.2
1.15.
1.1
1.05
1
0.95
0.9
`f-°0.85 •
0.8 •
0 0.75
c 0.7
IY 0.65
0.6
0.55
0.5_
0.45
0.47-
0.357-
JL
0.3
0.257-
0.27-
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-100 Year
Subbasin:Sub-05
Input Data
Area(ac) 0.81
Peak Rate Factor 484
Weighted Curve Number 69.59
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.4 B 60
Woods,Fair 0.41 D 79
Composite Area&Weighted CN 0.81 69.59
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 14 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.39 0 0
Computed Flow Time(min): 4.27 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 218 0 0
Slope(%): 1.6 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.63 0 0
Computed Flow Time(min): 5.77 0 0
Total TOC(min) 10.04
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 4.28
Peak Runoff(cfs) 4.82
Weighted Curve Number 69.59
Time of Concentration(days hh:mm:ss) 0 00:10:02

Pre Developed-100 Year
Subbasin:Sub-OS
Runoff Hydrograph
5.2
5
4.8 -
4.6
4.4 I I
4.2 -
4 -
3.6 -
3.6
3.4 -
3.2
3
w
t 2.6 .
0
S 2.4
2.2 I I I
1.8 -
1.6 -
1.4
1.2
1
0.6 -
0.6
0.4 JJ
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-100 Year
Subbasin:Sub-06
Input Data
Area(ac) 7.09
Peak Rate Factor 484
Weighted Curve Number 65.39
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 3.68 B 69
Woods,Fair 3.14 B 60
Woods,Fair 0.27 D 79
Composite Area&Weighted CN 7.09 65.39
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 18 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.43 0 0
Computed Flow Time(min): 3.86 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 0 0
Slope(%): 4 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1 0 0
Computed Flow Time(min): 12.93 0 0
Total TOC(min) 16.80
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 3.81
Peak Runoff(cfs) 32.09
Weighted Curve Number 65.39
Time of Concentration(days hh:mm:ss) 0 00:16:48

Pre Developed-100 Year
Subbasin:Sub-06
Runoff Hydrograph
34
32
30-
28
26
24-
22
20-
w
18
c 16-
14
12
10
8
6
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

Pre Developed-100 Year
Subbasin:Sub-07
Input Data
Area(ac) 0.69
Peak Rate Factor 484
Weighted Curve Number 64.3
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.36 B 60
50-75%grass cover,Fair 0.33 B 69
Composite Area&Weighted CN 0.69 64.3
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A e C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 199 0 0
Slope(%): 2 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.71 0 0
Computed Flow Time(min): 4.67 0 0
Total TOC(min) 10.67
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 3.69
Peak Runoff(cfs) 3.49
Weighted Curve Number 64.3
Time of Concentration(days hh:mm:ss) 0 00:10:40

Pre Developed-100 Year
Subbasin:Sub-07
Runoff Hydrograph
3.8
3.6
3.4
3.2-
3
2.8
2.6- -
2.4
2.2
2-
c 1.8
C
1.4-
1.2-
1-
0.6
0.4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre Developed-100 Year
Subbasin:Sub-08
Input Data
Area(ac) 4 61
Peak Rate Factor 484
Weighted Curve Number 78.62
Rain Gage ID Rain Gage-013
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.2 D 79
50-75%grass cover,Fair 0.94 B 69
50-75%grass cover,Fair 1.27 D 84
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
Composite Area&Weighted CN 4.61 78.62
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 5.32
Peak Runoff(cfs) 23.04
Weighted Curve Number 78.62
Time of Concentration(days hh:mm:ss) 0 00:26:44

Pre Developed-100 Year
Subbasin:Sub-08
Runoff Hydrograph
24
23
22
21
20
19
18
17
16
15
14
w
13
12
S 11
10
9
8
7
6
5
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(his)

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX D
POST-DEVELOPMENT
DRAINAGE MAP
30017.0000
1-
H
THOMAS & HUTTON

Offsite Basin 1
2.26 AC
• #
' Vit
. 101%1 '1 fili
--* 111.-------
L--------' V Iii
N tN,
.
1 1•3.3 TC7ac. , — -- -
CN:88 liPlal
',/-•:---'N-
k 1111WEIF9 41 ,_
__ --.
7.62ac.
CN:75(1------_------;-----
TC:27 ---
A•.. 00
001
/Top
Poad)*'
of Pond:814 . .'
Permanent Pool:808.5
----Bottom of Pond:805'
Larkard
Creek
Basin Basin 3
3.87ac.
CN:78 Al
TC:81
--""\444,444.4.10.004..
Point of
Analysis A
0 Site ,------- -
0 125 250 500 0
Feet
I inch=250 feet
Job Num 20017 0000!Produced 8/1/2022!Produced By ST kodffied 12/6/2022 NlocIffincl By ST
File Z\20017\20017 0000\GISVAstl\20012 0000_,s1Dev_eshilott Fond Vertical Datum
Thomas&Hutton compiled the map information from the following sources: Post-Development Drainage Exhibit
Dote Source Dote 1020 EUCLID AVENUE
Reid ESP 2022 C HA RwLvvOwTTT%oN C.2s8A2m0.3m;j 9T T800 ir 42 Oc cl:;5m 5 0 5
Crescent Finger Mill Industrial Development
USURPER
THOMAS GEOGRAPHIC INFORMATION SYSTEMS
CopystM1102022 by Themes b.Hutton Lincoln County, NC HUTTON CO PYR I GH T C 2020 ri THOMAS.,HUTTON
No pod of De clOCuMent May be reproduCed Nab.,Henan permenon from on officer of Thomas&Hutton

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX E
POST-DEVELOPMENT CONDITIONS
DRAINAGE CALCULATIONS
30017.0000
Pl.
THOMAS & HUTTON

/1/
WCI.Orili- ,;Pt., Sier-0,1
Lirt.01 tOr ;).' /
7, .,d I
Er Es
6
Autodesk Storm and Sanitary Analysis

Post Development-001-Year
Project Description
File Name 30017.0000-PostDevelopment-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 6
Junctions 1
Outfalls 4
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 0
Pipes 1
Pumps 0
Orifices 2
Weirs 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series TS-001 Intensity inches North Carolina Lincoln 1.00 2.93 SCS Type II 24-hr

Post Development-001-Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Basinl 15.63 484.00 88.16 2.93 1.77 27.65 41.20 0 00:07:00
2 Basin2 7.62 484.00 75.09 2.93 0.92 7.01 6.20 0 00:26:43
3 Basin3 3.87 484.00 78.46 2.93 1.11 4.28 1.81 0 01:20:33

Post Development-001-Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 1-Jun Junction 804.50 813.00 805.50 0.00 0.00 2.54 805.50 0.00 10.00 0 00:00 0.00 0.00
2 Out-Ol Outfall 804.00 2.54 804.00
3 Out-02 Outfall 800.00 6.19 800.00
4 Out-03 Outfall 802.00 1.81 802.00
5 Out-04 Outfall 802.00 0.00 802.00
6 Stor-01 Storage Node 805.00 814.00 808.50 0.00 39.71 810.49 0.00 0.00

Post Development-001-Year
Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-OS Pipe 1-Jun Out-OS 140.00 805.00 804.10 0.6400 36.000 0.0150 2.54 46.35 0.05 3.38 0.49 0.16 0.00 Calculated
2 RIM Orifice Stor-01 1-Jun 805.00 804.50 48.000 0.00
3 WQ-Orifice Orifice Stor-01 1-Jun 805.00 804.50 2.500 0.23
4 ESW Weir Stor-01 Out-04 805.00 802.00 0.00
5 Weir-1 Weir Stor-01 1-Jun 805.00 804.50 2.31
6 Weir-2 Weir Stor-01 1-Jun 805.00 804.50 0.00

Post Development-001-Year
Subbasin Hydrology
Subbasin:Basinl
Input Data
Area(ac) 15.63
Peak Rate Factor 484
Weighted Curve Number 88.16
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban industrial,72%imp 15.13 B 88
Urban industrial,72%imp 0.5 D 93
Composite Area&Weighted CN 15.63 88.16
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*(In*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Post Development-001-Year
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.016 0 0
Flow Length(ft): 77 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.77 0 0
Computed Flow Time(min): 1.66 0 0
Flowpath Flowpath Flowpath
Channel Flow Computations A B C
Manning's Roughness: 0.015 0 0
Flow Length(ft): 1405 0 0
Channel Slope(%): 0.5 0 0
Cross Section Area(ft9: 3.1 0 0
Wetted Perimeter (ft): 6.3 0 0
Velocity(ft/sec): 4.38 0 0
Computed Flow Time(min): 5.35 0 0
Total TOC(min) 7.01
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 1.77
Peak Runoff(cfs) 41.2
Weighted Curve Number 88.16
Time of Concentration(days hh:mm:ss) 0 00:07:01

Post Development-001-Year
Subbasin:Basin].
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3_
2.8 - -
2.6 —r —
. 2.4 •
-
c
2.2 •
-
m 2
1.8
ce
1.6
1.4 -
1.2
1-
0.8-
0.6-
0.2- •
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
42
40_
38
36
34
32
30-
28
26
N 24
2P_
c 20
7
0' 18
16
14
2-
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-001-Year
Subbasin:Basin2
Input Data
Area(ac) 7.62
Peak Rate Factor 484
Weighted Curve Number 75.09
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.6 B 60
Woods,Fair 2.41 D 79
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
50-75%grass cover,Fair 1.49 D 84
50-75%grass cover,Fair 2.85 B 69
Paved parking&roofs 0.07 B 98
Composite Area&Weighted CN 7.62 75.09
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 0.92
Peak Runoff(cfs) 6.2
Weighted Curve Number 75.09
Time of Concentration(days hh:mm:ss) 0 00:26:44

Post Development-001-Year
Subbasin:Basin2
Rainfall Intensity Graph
4.4
4.2
4-
3.8
3.6-
3.4-
3.2-
3-
2.8
2.6-
▪ 2.4-
0 2.2- •
2
c 2_ •
0' 1.8
1.6-
1.4 -
1.2 •
-
1
0.8
0.6-
0.4
0.2
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
7
6.5
6
5.5
5-
4.5
4
U
3.5-
o
7
▪ 3
2.5 •
2
1.5-
1
0.5
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-001-Year
Subbasin:Basin3
Input Data
Area(ac) 3.87
Peak Rate Factor 484
Weighted Curve Number 78.46
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.39 B 69
Gravel roads 0.15 D 91
Woods,Fair 3.33 D 79
Composite Area&Weighted CN 3.87 78.46
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 2.93
Total Runoff(in) 1.11
Peak Runoff(cfs) 1.81
Weighted Curve Number 78.46
Time of Concentration(days hh:mm:ss) 0 01:20:33

Post Development-001-Year
Subbasin:Basin3
Rainfall Intensity Graph
4.4
4.2
4-
3.8
3.6-
3.4-
3.2-
3-
2.8
2.6-
▪ 2.4-
0 2.2- •
2
c 2_ •
0' 1.8
1.6-
1.4 -
1.2 •
-
1
0.8
0.6-
0.4
0.2
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
2
1.9-
1.8_
1.7
1.6
1.5-
1.4
1.3
1.2-
U 1.1-
t 1-
O
7 0.9
0.8
0.7-
0.6
0.5
0.4-
0.3
0.2
• j
0.1
•
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-001-Year
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 1-Jun 804.50 813.00 8.50 805.50 1.00 0.00 -813.00 0.00 0.00

Post Development-001-Year
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 1-Jun 2.54 0.00 805.50 1.00 0.00 10.00 805.18 0.68 0 13:05 0 00:00 0.00 0.00

Post Development-001-Year
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-01 140.00 805.00 0.50 804.10 0.10 0.90 0.6400 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post Development-001-Year
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-OS 2.54 0 13:05 46.35 0.05 3.38 0.69 0.49 0.16 0.00 Calculated

Post Development-001-Year
Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 814.00
Max(Rim)Offset(ft) 9.00
Initial Water Elevation(ft) 808.50
Initial Water Depth(ft) 3.50
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:Storage-01
Stage Storage Storage
Area Volume
(ft) )It) (ft3)
0 17441.24 0
1 19183.77 18312.51
2 20955.26 38382.03
3 22753.26 60236.29
4 28290.84 85758.34
5 31143.28 115475.4
6 34065.53 148079.81
7 37044.51 183634.83
8 40089.13 222201.65
9 43225.98 263859.21

Post Development-001-Year
Storage Area Volume Curves
Storage Volume(ft)
0 50,000 100,000 150,000 200,000 250,000
. , , , , .
8.8.........................................................................................................................................................................E........................................................................................................._.. 8.8
ss=....................................................................................................................................................................................................................................................................... es
8.4=.,__............................................................................................................-_.................................................................................................................._.................................._.. 8.4
....................................................-..................................................................................................................E....................................................... _ 8
7.8=..........................................................................................................................................................................._......................................................................_ _........ .._..._....._..........._.__. 7.8
7.6-.,_....................................................................................................................................................................................................................................... ........... ................................-....__ 7.6
................................................................................................................................................................._....................................................... ............ ............................................._... 7.4
7.2=.:...........................................................i..................................................................................................................E.............................................. ........F..... .................................................i........ 7.2
7_.i..........................................................1.........................................................>.........................................................i...................................... .................'................................................. i...... 7
6.8- ..........................................................i................................................................................................................................................ .................. ....................................................................... 6.8
6.6 __.................................................-i.........................................................b.........................................................o.................._ _.................. ...........4.........................................................i......__.
6.4 ,................................................................................................................_..........................................................._....._.. _......._......... ................._................................._.................................._....-6.4
6.2 J..,._................................................................................................................_............................................................. ..................... ..........................................................................................._.__...-6.2
6 L.........................................................i............................................................................................................_. ,_.....__...__.... _................................................................................................_........=6
5.8 ......................................................i........................................................................................................ .......i............... ........................................>.........................................................i.......__.._...-5.8
5.6 ,___..........................................................................................................-....................................... ....................... ............................................._..........................................................i..._..._.__...-5.6
5.4 , .................................................. ................................................ _ .............. _ ................................................. _ ................................................ .............-5.4
5.2 ____.................................................................................................................................... ......................... ....................................................................................................................i......__.__...-5.2
N46 ,.........................................................1..............................................._....._ _ ...._......._........... ........................................................................................................................................i............_..._4.6
R4.4 1,__........................................................................................................... :........................ .....................................................................................-i......................................................._......__.__...-4.4 m
N4.2 L.........................................................i......................................_....._ ..__.>................. .....................................o..................................................................................................................i........____..=4.2 y
4 .................................................._..6.................................._... ......_................ ......................................._...b.........................................................................................................................___. 7 4
3.8 ,___.........................................................................__.___. .................. ................................................................................................................._............................................................_..._.__...-3.8
3.6 _.............................................................................._..... ........... ........-.............................................................................................................................................................................................-3.6
3.4 __......................................................................... .... ........................>.........................................................b......................................................._i.........................................................i....._._._. -3.4
3.2 ,......................................................_.............._ ..........................................................................................................................................................................................................................__....-3.2
..........................................-.........................................................................................................................................................................-.....___._...=3
2.8 ...................._....._.........................._' ...._....._........................................_....._....................._............_.........._..................................._....._....._s ............_...._2.8
2.6 L__................................................. ................................................................................................................i..................................................................................................................i......--__...7 2.6
2.4 ................................................. _i........................................................4...........................................................................................................................................................................i-...... =2.4
18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000 34,000 36,000 38,000 40,000 42,000
Storage Area(ft)
— Storage Area — Storage Volume 1

Post Development-001-Year
Storage Node:Stor-01(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 ESW Trapezoidal No 812.50 7.50 10.00 1.50 3.33
2 Weir-1 Rectangular No 810.00 5.00 2.00 1.00 3.33
3 Weir-2 Rectangular No 811.00 6.00 3.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 RIM Side Rectangular No 48.00 48.00 812.00 0.63
2 WQ-Orifice Side CIRCULAR No 2.50 808.50 0.61
Output Summary Results
Peak Inflow(cfs) 39.71
Peak Lateral Inflow(cfs) 39.71
Peak Outflow(cfs) 2.54
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 810.49
Max HGL Depth Attained(ft) 5.49
Average HGL Elevation Attained(ft) 809.41
Average HGL Depth Attained(ft) 4.41
Time of Max HGL Occurrence(days hh:mm) 0 13:04
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Post Development-002-Year
Project Description
File Name 30017.0000-PostDevelopment-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 6
Junctions 1
Outfalls 4
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 0
Pipes 1
Pumps 0
Orifices 2
Weirs 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series TS-002 Intensity inches North Carolina Lincoln 2.00 3.55 SCS Type II 24-hr

Post Development-002-Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Basinl 15.63 484.00 88.16 3.55 2.33 36.39 53.86 0 00:07:00
2 Basin2 7.62 484.00 75.09 3.55 1.34 10.23 9.38 0 00:26:43
3 Basin3 3.87 484.00 78.46 3.55 1.57 6.06 2.64 0 01:20:33

Post Development-002-Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 1-Jun Junction 804.50 813.00 805.50 0.00 0.00 5.95 805.79 0.00 9.71 0 00:00 0.00 0.00
2 Out-Ol Outfall 804.00 5.95 804.00
3 Out-02 Outfall 800.00 9.37 800.00
4 Out-03 Outfall 802.00 2.63 802.00
5 Out-04 Outfall 802.00 0.00 802.00
6 Stor-01 Storage Node 805.00 814.00 808.50 0.00 52.19 810.90 0.00 0.00

Post Development-002-Year
Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-OS Pipe 1-Jun Out-OS 140.00 805.00 804.10 0.6400 36.000 0.0150 5.95 46.35 0.13 4.26 0.76 0.25 0.00 Calculated
2 RIM Orifice Stor-01 1-Jun 805.00 804.50 48.000 0.00
3 WQ-Orifice Orifice Stor-01 1-Jun 805.00 804.50 2.500 0.25
4 ESW Weir Stor-01 Out-04 805.00 802.00 0.00
5 Weir-1 Weir Stor-01 1-Jun 805.00 804.50 5.69
6 Weir-2 Weir Stor-01 1-Jun 805.00 804.50 0.00

Post Development-002-Year
Subbasin Hydrology
Subbasin:Basinl
Input Data
Area(ac) 15.63
Peak Rate Factor 484
Weighted Curve Number 88.16
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban industrial,72%imp 15.13 B 88
Urban industrial,72%imp 0.5 D 93
Composite Area&Weighted CN 15.63 88.16
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*(In*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Post Development-002-Year
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.016 0 0
Flow Length(ft): 77 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.77 0 0
Computed Flow Time(min): 1.66 0 0
Flowpath Flowpath Flowpath
Channel Flow Computations A B C
Manning's Roughness: 0.015 0 0
Flow Length(ft): 1405 0 0
Channel Slope(%): 0.5 0 0
Cross Section Area(ft9: 3.1 0 0
Wetted Perimeter (ft): 6.3 0 0
Velocity(ft/sec): 4.38 0 0
Computed Flow Time(min): 5.35 0 0
Total TOC(min) 7.01
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 2.33
Peak Runoff(cfs) 53.86
Weighted Curve Number 88.16
Time of Concentration(days hh:mm:ss) 0 00:07:01

Post Development-002-Year
Subbasin:Basinl
Rainfall Intensity Graph
5
4.8
4.6
4.4
4.2 - -
4
3.8
3.6
3.4
3.2-
3
L 2.8
c
2.6
m 2.4-
c
if 2.2
0' 2
1.8
1.6
1.4-
1.2
1
0.8
0.6
0.4
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
56
54
50-
50
48
46
44
42
40
38
36
34
• 32
15 30
• 28
c• 26
Et 24
22
20
18
16
14
12
10
8
6
4
2
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-002-Year
Subbasin:Basin2
Input Data
Area(ac) 7.62
Peak Rate Factor 484
Weighted Curve Number 75.09
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.6 B 60
Woods,Fair 2.41 D 79
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
50-75%grass cover,Fair 1.49 D 84
50-75%grass cover,Fair 2.85 B 69
Paved parking&roofs 0.07 B 98
Composite Area&Weighted CN 7.62 75.09
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.34
Peak Runoff(cfs) 9.38
Weighted Curve Number 75.09
Time of Concentration(days hh:mm:ss) 0 00:26:44

Post Development-002-Year
Subbasin:Basin2
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
a 2.8
m 0 2.6
c 2.4 •
2.2
2 •
1.8
1.6 •
1.4 •
1.2 •
1
0.8
0.
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
10
9.5-
9
8.5
8
7.5
7
6.5
6-
5.5-
U
O 5'
O
z 4.5
CC
3.5
3
2.5
2 •
1.5
1
0.5
i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-002-Year
Subbasin:Basin3
Input Data
Area(ac) 3.87
Peak Rate Factor 484
Weighted Curve Number 78.46
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.39 B 69
Gravel roads 0.15 D 91
Woods,Fair 3.33 D 79
Composite Area&Weighted CN 3.87 78.46
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 3.55
Total Runoff(in) 1.57
Peak Runoff(cfs) 2.64
Weighted Curve Number 78.46
Time of Concentration(days hh:mm:ss) 0 01:20:33

Post Development-002-Year
Subbasin:Basin3
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
a 2.8
52.6
c 2.4 •
2.2
2 •
1.8
1.6 •
1.4 •
1.2 •
1
0.8
0.
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
y 1.6
y 1.5
1.4
c 1.3
0 1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-002-Year
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 1-Jun 804.50 813.00 8.50 805.50 1.00 0.00 -813.00 0.00 0.00

Post Development-002-Year
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 1-Jun 5.95 0.00 805.79 1.29 0.00 9.71 805.22 0.72 0 12:31 0 00:00 0.00 0.00

Post Development-002-Year
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-01 140.00 805.00 0.50 804.10 0.10 0.90 0.6400 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post Development-002-Year
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-OS 5.95 0 12:31 46.35 0.13 4.26 0.55 0.76 0.25 0.00 Calculated

Post Development-002-Year
Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 814.00
Max(Rim)Offset(ft) 9.00
Initial Water Elevation(ft) 808.50
Initial Water Depth(ft) 3.50
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:Storage-01
Stage Storage Storage
Area Volume
(ft) )It) (ft3)
0 17441.24 0
1 19183.77 18312.51
2 20955.26 38382.03
3 22753.26 60236.29
4 28290.84 85758.34
5 31143.28 115475.4
6 34065.53 148079.81
7 37044.51 183634.83
8 40089.13 222201.65
9 43225.98 263859.21

Post Development-002-Year
Storage Area Volume Curves
Storage Volume(ft)
0 50,000 100,000 150,000 200,000 250,000
. , , , , .
8.8.........................................................................................................................................................................E........................................................................................................._.. 8.8
ss=....................................................................................................................................................................................................................................................................... es
8.4=.,__............................................................................................................-_.................................................................................................................._.................................._.. 8.4
....................................................-..................................................................................................................E....................................................... _ 8
7.8=..........................................................................................................................................................................._......................................................................_ _........ .._..._....._..........._.__. 7.8
7.6-.,_....................................................................................................................................................................................................................................... ........... ................................-....__ 7.6
................................................................................................................................................................._....................................................... ............ ............................................._... 7.4
7.2=.:...........................................................i..................................................................................................................E.............................................. ........F..... .................................................i........ 7.2
7_.i..........................................................1.........................................................>.........................................................i...................................... .................'................................................. i...... 7
6.8- ..........................................................i................................................................................................................................................ .................. ....................................................................... 6.8
6.6 __.................................................-i.........................................................b.........................................................o.................._ _.................. ...........4.........................................................i......__.
6.4 ,................................................................................................................_..........................................................._....._.. _......._......... ................._................................._.................................._....-6.4
6.2 J..,._................................................................................................................_............................................................. ..................... ..........................................................................................._.__...-6.2
6 L.........................................................i............................................................................................................_. ,_.....__...__.... _................................................................................................_........=6
5.8 ......................................................i........................................................................................................ .......i............... ........................................>.........................................................i.......__.._...-5.8
5.6 ,___..........................................................................................................-....................................... ....................... ............................................._..........................................................i..._..._.__...-5.6
5.4 , .................................................. ................................................ _ .............. _ ................................................. _ ................................................ .............-5.4
5.2 ____.................................................................................................................................... ......................... ....................................................................................................................i......__.__...-5.2
N46 ,.........................................................1..............................................._....._ _ ...._......._........... ........................................................................................................................................i............_..._4.6
R4.4 1,__........................................................................................................... :........................ .....................................................................................-i......................................................._......__.__...-4.4 m
N4.2 L.........................................................i......................................_....._ ..__.>................. .....................................o..................................................................................................................i........____..=4.2 y
4 .................................................._..6.................................._... ......_................ ......................................._...b.........................................................................................................................___. 7 4
3.8 ,___.........................................................................__.___. .................. ................................................................................................................._............................................................_..._.__...-3.8
3.6 _.............................................................................._..... ........... ........-.............................................................................................................................................................................................-3.6
3.4 __......................................................................... .... ........................>.........................................................b......................................................._i.........................................................i....._._._. -3.4
3.2 ,......................................................_.............._ ..........................................................................................................................................................................................................................__....-3.2
..........................................-.........................................................................................................................................................................-.....___._...=3
2.8 ...................._....._.........................._' ...._....._........................................_....._....................._............_.........._..................................._....._....._s ............_...._2.8
2.6 L__................................................. ................................................................................................................i..................................................................................................................i......--__...7 2.6
2.4 ................................................. _i........................................................4...........................................................................................................................................................................i-...... =2.4
18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000 34,000 36,000 38,000 40,000 42,000
Storage Area(ft)
— Storage Area — Storage Volume 1

Post Development-002-Year
Storage Node:Stor-01(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 ESW Trapezoidal No 812.50 7.50 10.00 1.50 3.33
2 Weir-1 Rectangular No 810.00 5.00 2.00 1.00 3.33
3 Weir-2 Rectangular No 811.00 6.00 3.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 RIM Side Rectangular No 48.00 48.00 812.00 0.63
2 WQ-Orifice Side CIRCULAR No 2.50 808.50 0.61
Output Summary Results
Peak Inflow(cfs) 52.19
Peak Lateral Inflow(cfs) 52.19
Peak Outflow(cfs) 5.95
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 810.9
Max HGL Depth Attained(ft) 5.9
Average HGL Elevation Attained(ft) 809.49
Average HGL Depth Attained(ft) 4.49
Time of Max HGL Occurrence(days hh:mm) 0 12:30
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Post Development-010-Year
Project Description
File Name 30017.0000-PostDevelopment-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 6
Junctions 1
Outfalls 4
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 0
Pipes 1
Pumps 0
Orifices 2
Weirs 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series TS-010 Intensity inches North Carolina Lincoln 10.00 5.21 SCS Type II 24-hr

Post Development-010-Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Basinl 15.63 484.00 88.16 5.21 3.89 60.73 88.06 0 00:07:00
2 Basin2 7.62 484.00 75.09 5.21 2.63 20.03 18.87 0 00:26:43
3 Basin3 3.87 484.00 78.46 5.21 2.93 11.35 5.06 0 01:20:33

Post Development-010-Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 1-Jun Junction 804.50 813.00 805.50 0.00 0.00 22.06 806.70 0.00 8.80 0 00:00 0.00 0.00
2 Out-Ol Outfall 804.00 22.06 804.00
3 Out-02 Outfall 800.00 18.84 800.00
4 Out-03 Outfall 802.00 5.05 802.00
5 Out-04 Outfall 802.00 0.00 802.00
6 Stor-01 Storage Node 805.00 814.00 808.50 0.00 85.36 812.01 0.00 0.00

Post Development-010-Year
Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-OS Pipe 1-Jun Out-OS 140.00 805.00 804.10 0.6400 36.000 0.0150 22.06 46.35 0.48 5.86 1.58 0.53 0.00 Calculated
2 RIM Orifice Stor-01 1-Jun 805.00 804.50 48.000 0.03
3 WQ-Orifice Orifice Stor-01 1-Jun 805.00 804.50 2.500 0.31
4 ESW Weir Stor-01 Out-04 805.00 802.00 0.00
5 Weir-1 Weir Stor-01 1-Jun 805.00 804.50 11.59
6 Weir-2 Weir Stor-01 1-Jun 805.00 804.50 10.14

Post Development-010-Year
Subbasin Hydrology
Subbasin:Basinl
Input Data
Area(ac) 15.63
Peak Rate Factor 484
Weighted Curve Number 88.16
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban industrial,72%imp 15.13 B 88
Urban industrial,72%imp 0.5 D 93
Composite Area&Weighted CN 15.63 88.16
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*(In*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Post Development-010-Year
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.016 0 0
Flow Length(ft): 77 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.77 0 0
Computed Flow Time(min): 1.66 0 0
Flowpath Flowpath Flowpath
Channel Flow Computations A B C
Manning's Roughness: 0.015 0 0
Flow Length(ft): 1405 0 0
Channel Slope(%): 0.5 0 0
Cross Section Area(ft9: 3.1 0 0
Wetted Perimeter (ft): 6.3 0 0
Velocity(ft/sec): 4.38 0 0
Computed Flow Time(min): 5.35 0 0
Total TOC(min) 7.01
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 3.89
Peak Runoff(cfs) 88.06
Weighted Curve Number 88.16
Time of Concentration(days hh:mm:ss) 0 00:07:01

Post Development-010-Year
Subbasin:Basinl
Rainfall Intensity Graph
7.5
7-
6.5-
6
5.5
5 •
L4.5-
- �
4
m
c 3.5
•m
0! 3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
95
90
85-
80-
75-
70-
65
60-
55-
N
50
0 45-
z
40
35
30-
25
20
15-
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-010-Year
Subbasin:Basin2
Input Data
Area(ac) 7.62
Peak Rate Factor 484
Weighted Curve Number 75.09
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.6 B 60
Woods,Fair 2.41 D 79
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
50-75%grass cover,Fair 1.49 D 84
50-75%grass cover,Fair 2.85 B 69
Paved parking&roofs 0.07 B 98
Composite Area&Weighted CN 7.62 75.09
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.63
Peak Runoff(cfs) 18.87
Weighted Curve Number 75.09
Time of Concentration(days hh:mm:ss) 0 00:26:44

Post Development-010-Year
Subbasin:Basin2
Rainfall Intensity Graph
8
7.5-
7-
6.5-
6-
5.5-
5-
L 4.5
c
q_
m
c
. 3.5-
0'
3
2.5 _
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
20
1s_
18-
17
16
15-
14
13
12-
n 11_
U
10-
0
z 9
C
8
7
6
5
q •
3
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-010-Year
Subbasin:Basin3
Input Data
Area(ac) 3.87
Peak Rate Factor 484
Weighted Curve Number 78.46
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.39 B 69
Gravel roads 0.15 D 91
Woods,Fair 3.33 D 79
Composite Area&Weighted CN 3.87 78.46
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 5.21
Total Runoff(in) 2.93
Peak Runoff(cfs) 5.06
Weighted Curve Number 78.46
Time of Concentration(days hh:mm:ss) 0 01:20:33

Post Development-010-Year
Subbasin:Basin3
Rainfall Intensity Graph
8
7.5-
7-
6.5-
6-
5.5-
5-
L 4.5
c
q_
m
c
. 3.5-
0'
3
2.5
2
1.5
1
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
5.4
5.2-
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
o 2.6
c
• 2.4
ce
2.2
2
1.8
1.6
J_ .
1.4
1.2
1
0.8
0.6
0.4
0.2
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-010-Year
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 1-Jun 804.50 813.00 8.50 805.50 1.00 0.00 -813.00 0.00 0.00

Post Development-010-Year
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 1-Jun 22.06 0.00 806.70 2.20 0.00 8.80 805.35 0.85 0 12:14 0 00:00 0.00 0.00

Post Development-010-Year
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-01 140.00 805.00 0.50 804.10 0.10 0.90 0.6400 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post Development-010-Year
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-OS 22.06 0 12:14 46.35 0.48 5.86 0.40 1.58 0.53 0.00 Calculated

Post Development-010-Year
Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 814.00
Max(Rim)Offset(ft) 9.00
Initial Water Elevation(ft) 808.50
Initial Water Depth(ft) 3.50
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:Storage-01
Stage Storage Storage
Area Volume
(ft) )It) (ft3)
0 17441.24 0
1 19183.77 18312.51
2 20955.26 38382.03
3 22753.26 60236.29
4 28290.84 85758.34
5 31143.28 115475.4
6 34065.53 148079.81
7 37044.51 183634.83
8 40089.13 222201.65
9 43225.98 263859.21

Post Development-010-Year
Storage Area Volume Curves
Storage Volume(ft)
0 50,000 100,000 150,000 200,000 250,000
. , , , , .
8.8.........................................................................................................................................................................E........................................................................................................._.. 8.8
ss=....................................................................................................................................................................................................................................................................... es
8.4=.,__............................................................................................................-_.................................................................................................................._.................................._.. 8.4
....................................................-..................................................................................................................E....................................................... _ 8
7.8=..........................................................................................................................................................................._..........................................................>............_ _........ .._..._....._..........._.__. 7.8
7.6-.,_....................................................................................................................................................................................................................................... ........... ................................-....__ 7.6
................................................................................................................................................................._....................................................... ............ ............................................._... 7.4
7.2=.:...........................................................i..................................................................................................................E.............................................. ........F..... .................................................i........ 7.2
7_.i..........................................................1.........................................................>.........................................................i...................................... .................'................................................. i...... 7
6.8- ..........................................................i................................................................................................................................................ .................. ....................................................................... 6.8
6.6 __.................................................-i.........................................................b.........................................................o.................._ _.................. ...........4.........................................................i......__.
6.4 ,................................................................................................................_..........................................................._....._.. _......._......... ................._................................._.................................._....-6.4
6.2 J..,._................................................................................................................_............................................................. ..................... ..........................................................................................._.__...-6.2
6 L.........................................................i............................................................................................................_. ,_.....__...__.... _................................................................................................_........=6
5.8 ......................................................i........................................................................................................ .......i............... ........................................>.........................................................i.......__.._...-5.8
5.6 ,___..........................................................................................................-....................................... ....................... ............................................._..........................................................i..._..._.__...-5.6
5.4 , .................................................. ................................................ _ .............. _ ................................................. _ ................................................ .............-5.4
5.2 ____.................................................................................................................................... ......................... ....................................................................................................................i......__.__...-5.2
N46 ,.........................................................1..............................................._....._ _ ...._......._........... ........................................................................................................................................i............_..._4.6
R4.4 1,__........................................................................................................... :........................ .....................................................................................-i......................................................._......__.__...-4.4 m
N4.2 L.........................................................i......................................_....._ ..__.>................. .....................................o..................................................................................................................i........____..=4.2 y
4 .................................................._..6.................................._... ......_................ ......................................._...b.........................................................................................................................___. 7 4
3.8 ,___.........................................................................__.___. .................. ................................................................................................................._............................................................_..._.__...-3.8
3.6 _.............................................................................._..... ........... ........-.............................................................................................................................................................................................-3.6
3.4 __......................................................................... .... ........................>.........................................................b......................................................._i.........................................................i....._._._. -3.4
3.2 ,......................................................_.............._ ..........................................................................................................................................................................................................................__....-3.2
..........................................-.........................................................................................................................................................................-.....___._...=3
2.8 ...................._....._.........................._' ...._....._........................................_....._....................._............_.........._..................................._....._....._s ............_...._2.8
2.6 L__................................................. ................................................................................................................i..................................................................................................................i......--__...7 2.6
2.4 ................................................. _i........................................................4...........................................................................................................................................................................i-...... =2.4
18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000 34,000 36,000 38,000 40,000 42,000
Storage Area(ft)
— Storage Area — Storage Volume 1

Post Development-010-Year
Storage Node:Stor-01(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 ESW Trapezoidal No 812.50 7.50 10.00 1.50 3.33
2 Weir-1 Rectangular No 810.00 5.00 2.00 1.00 3.33
3 Weir-2 Rectangular No 811.00 6.00 3.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 RIM Side Rectangular No 48.00 48.00 812.00 0.63
2 WQ-Orifice Side CIRCULAR No 2.50 808.50 0.61
Output Summary Results
Peak Inflow(cfs) 85.36
Peak Lateral Inflow(cfs) 85.36
Peak Outflow(cfs) 22.06
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 812.01
Max HGL Depth Attained(ft) 7.01
Average HGL Elevation Attained(ft) 809.72
Average HGL Depth Attained(ft) 4.72
Time of Max HGL Occurrence(days hh:mm) 0 12:14
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Post Development-025-Year
Project Description
File Name 30017.0000-PostDevelopment-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 6
Junctions 1
Outfalls 4
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 0
Pipes 1
Pumps 0
Orifices 2
Weirs 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series TS-025 Intensity inches North Carolina Lincoln 25.00 6.21 SCS Type II 24-hr

Post Development-025-Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Basinl 15.63 484.00 88.16 6.21 4.85 75.75 108.58 0 00:07:00
2 Basin2 7.62 484.00 75.09 6.21 3.47 26.45 25.02 0 00:26:43
3 Basin3 3.87 484.00 78.46 6.21 3.81 14.75 6.61 0 01:20:33

Post Development-025-Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 1-Jun Junction 804.50 813.00 805.50 0.00 0.00 35.15 807.39 0.00 8.11 0 00:00 0.00 0.00
2 Out-Ol Outfall 804.00 35.15 804.00
3 Out-02 Outfall 800.00 24.95 800.00
4 Out-03 Outfall 802.00 6.58 802.00
5 Out-04 Outfall 802.00 0.91 802.00
6 Stor-01 Storage Node 805.00 814.00 808.50 0.00 105.74 812.59 0.00 0.00

Post Development-025-Year
Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-OS Pipe 1-Jun Out-OS 140.00 805.00 804.10 0.6400 36.000 0.0150 35.15 46.35 0.76 6.45 2.14 0.72 0.00 Calculated
2 RIM Orifice Stor-01 1-Jun 805.00 804.50 48.000 6.44
3 WQ-Orifice Orifice Stor-01 1-Jun 805.00 804.50 2.500 0.34
4 ESW Weir Stor-01 Out-04 805.00 802.00 0.91
5 Weir-1 Weir Stor-01 1-Jun 805.00 804.50 13.62
6 Weir-2 Weir Stor-01 1-Jun 805.00 804.50 14.75

Post Development-025-Year
Subbasin Hydrology
Subbasin:Basinl
Input Data
Area(ac) 15.63
Peak Rate Factor 484
Weighted Curve Number 88.16
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban industrial,72%imp 15.13 B 88
Urban industrial,72%imp 0.5 D 93
Composite Area&Weighted CN 15.63 88.16
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*(In*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Post Development-025-Year
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.016 0 0
Flow Length(ft): 77 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.77 0 0
Computed Flow Time(min): 1.66 0 0
Flowpath Flowpath Flowpath
Channel Flow Computations A B C
Manning's Roughness: 0.015 0 0
Flow Length(ft): 1405 0 0
Channel Slope(%): 0.5 0 0
Cross Section Area(ft9: 3.1 0 0
Wetted Perimeter (ft): 6.3 0 0
Velocity(ft/sec): 4.38 0 0
Computed Flow Time(min): 5.35 0 0
Total TOC(min) 7.01
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 4.85
Peak Runoff(cfs) 108.58
Weighted Curve Number 88.16
Time of Concentration(days hh:mm:ss) 0 00:07:01

Post Development-025-Year
Subbasin:Basinl
Rainfall Intensity Graph
9
8.5 _ r
8
7.5 - -
7 — - -
6.5 — -
6
5.5-
L 5_
c
0 4.5-
2
0_
3.5-
3
2.5
2
1.5
1_
0.5- 1.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
115
110- 7
105
100
95
90-
85
80-
75-
70
65
60-
c 55
50-
45
40
35
30-
25-
20
15=
10- \\`
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-025-Year
Subbasin:Basin2
Input Data
Area(ac) 7.62
Peak Rate Factor 484
Weighted Curve Number 75.09
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.6 B 60
Woods,Fair 2.41 D 79
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
50-75%grass cover,Fair 1.49 D 84
50-75%grass cover,Fair 2.85 B 69
Paved parking&roofs 0.07 B 98
Composite Area&Weighted CN 7.62 75.09
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 3.47
Peak Runoff(cfs) 25.02
Weighted Curve Number 75.09
Time of Concentration(days hh:mm:ss) 0 00:26:44

Post Development-025-Year
Subbasin:Basin2
Rainfall Intensity Graph
9.5
9
8.5-
8_
7.5-
7_
6.5
6-
• 5.5-
5
4.5-
cm
ix 4
3.5
3-
2.5
2
1.5-
1
0.5-
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
26
25 I 24
23
22
21
20
19
18
17
16
15
N
y 14
• 13
0
S 12
0 11
10
9
8
7
6
5
4
3
2
1
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-025-Year
Subbasin:Basin3
Input Data
Area(ac) 3.87
Peak Rate Factor 484
Weighted Curve Number 78.46
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.39 B 69
Gravel roads 0.15 D 91
Woods,Fair 3.33 D 79
Composite Area&Weighted CN 3.87 78.46
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 6.21
Total Runoff(in) 3.81
Peak Runoff(cfs) 6.61
Weighted Curve Number 78.46
Time of Concentration(days hh:mm:ss) 0 01:20:33

Post Development-025-Year
Subbasin:Basin3
Rainfall Intensity Graph
9.5
9
8.5-
8_
7.5-
7_
6.5
6-
t 5.5-
5
4.5-
cm
ix 4
3.5
3-
2.5
2
1.5-
1
0.5-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
7.5
7-
6.5-
6
5.5
5
4.5-
N -
o 4
c 3.5-
z
CC
2.5
2-
1.5-
1
0.5-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-025-Year
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 1-Jun 804.50 813.00 8.50 805.50 1.00 0.00 -813.00 0.00 0.00

Post Development-025-Year
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 1-Jun 35.15 0.00 807.39 2.89 0.00 8.11 805.42 0.92 0 12:12 0 00:00 0.00 0.00

Post Development-025-Year
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-01 140.00 805.00 0.50 804.10 0.10 0.90 0.6400 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post Development-025-Year
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-OS 35.15 0 12:13 46.35 0.76 6.45 0.36 2.14 0.72 0.00 Calculated

Post Development-025-Year
Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 814.00
Max(Rim)Offset(ft) 9.00
Initial Water Elevation(ft) 808.50
Initial Water Depth(ft) 3.50
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:Storage-01
Stage Storage Storage
Area Volume
(ft) )It) (ft3)
0 17441.24 0
1 19183.77 18312.51
2 20955.26 38382.03
3 22753.26 60236.29
4 28290.84 85758.34
5 31143.28 115475.4
6 34065.53 148079.81
7 37044.51 183634.83
8 40089.13 222201.65
9 43225.98 263859.21

Post Development-025-Year
Storage Area Volume Curves
Storage Volume(ft)
0 50,000 100,000 150,000 200,000 250,000
. , , , , .
8.8.........................................................................................................................................................................E........................................................................................................._.. 8.8
ss=....................................................................................................................................................................................................................................................................... es
8.4=.,__............................................................................................................-_.................................................................................................................._.................................._.. 8.4
....................................................-..................................................................................................................E....................................................... _ 8
7.8=..........................................................................................................................................................................._..........................................................>............_ _........ .._..._....._..........._.__. 7.8
7.6-.,_....................................................................................................................................................................................................................................... ........... ................................-....__ 7.6
................................................................................................................................................................._....................................................... ............ ............................................._... 7.4
7.2=.:...........................................................i..................................................................................................................E.............................................. ........F..... .................................................i........ 7.2
7_.i..........................................................1.........................................................>.........................................................i...................................... .................'................................................. i...... 7
6.8- ..........................................................i................................................................................................................................................ .................. ....................................................................... 6.8
6.6 __.................................................-i.........................................................b.........................................................o.................._ _.................. ...........4.........................................................i......__.
6.4 ,................................................................................................................_..........................................................._....._.. _......._......... ................._................................._.................................._....-6.4
6.2 J..,._................................................................................................................_............................................................. ..................... ..........................................................................................._.__...-6.2
6 L.........................................................i............................................................................................................_. ,_.....__...__.... _................................................................................................_........=6
5.8 ......................................................i........................................................................................................ .......i............... ........................................>.........................................................i.......__.._...-5.8
5.6 ,___..........................................................................................................-....................................... ....................... ............................................._..........................................................i..._..._.__...-5.6
5.4 , .................................................. ................................................ _ .............. _ ................................................. _ ................................................ .............-5.4
5.2 ____.................................................................................................................................... ......................... ....................................................................................................................i......__.__...-5.2
N46 ,.........................................................1..............................................._....._ _ ...._......._........... ........................................................................................................................................i............_..._4.6
R4.4 1,__........................................................................................................... :........................ .....................................................................................-i......................................................._......__.__...-4.4 m
N4.2 L.........................................................i......................................_....._ ..__.>................. .....................................o..................................................................................................................i........____..=4.2 y
4 .................................................._..6.................................._... ......_................ ......................................._...b.........................................................................................................................___. 7 4
3.8 ,___.........................................................................__.___. .................. ................................................................................................................._............................................................_..._.__...-3.8
3.6 _.............................................................................._..... ........... ........-.............................................................................................................................................................................................-3.6
3.4 __......................................................................... .... ........................>.........................................................b......................................................._i.........................................................i....._._._. -3.4
3.2 ,......................................................_.............._ ..........................................................................................................................................................................................................................__....-3.2
..........................................-.........................................................................................................................................................................-.....___._...=3
2.8 ...................._....._.........................._' ...._....._........................................_....._....................._............_.........._..................................._....._....._s ............_...._2.8
2.6 L__................................................. ................................................................................................................i..................................................................................................................i......--__...7 2.6
2.4 ................................................. _i........................................................4...........................................................................................................................................................................i-...... =2.4
18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000 34,000 36,000 38,000 40,000 42,000
Storage Area(ft)
— Storage Area — Storage Volume 1

Post Development-025-Year
Storage Node:Stor-01(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 ESW Trapezoidal No 812.50 7.50 10.00 1.50 3.33
2 Weir-1 Rectangular No 810.00 5.00 2.00 1.00 3.33
3 Weir-2 Rectangular No 811.00 6.00 3.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 RIM Side Rectangular No 48.00 48.00 812.00 0.63
2 WQ-Orifice Side CIRCULAR No 2.50 808.50 0.61
Output Summary Results
Peak Inflow(cfs) 105.74
Peak Lateral Inflow(cfs) 105.74
Peak Outflow(cfs) 36.06
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 812.59
Max HGL Depth Attained(ft) 7.59
Average HGL Elevation Attained(ft) 809.85
Average HGL Depth Attained(ft) 4.85
Time of Max HGL Occurrence(days hh:mm) 0 12:12
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Post Development-050-Year
Project Description
File Name 30017.0000-PostDevelopment-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 6
Junctions 1
Outfalls 4
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 0
Pipes 1
Pumps 0
Orifices 2
Weirs 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series TS-050 Intensity inches North Carolina Lincoln 50.00 7.01 SCS Type II 24-hr

Post Development-050-Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Basinl 15.63 484.00 88.16 7.01 5.62 87.86 124.99 0 00:07:00
2 Basin2 7.62 484.00 75.09 7.01 4.17 31.76 30.03 0 00:26:43
3 Basin3 3.87 484.00 78.46 7.01 4.53 17.55 7.87 0 01:20:33

Post Development-050-Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 1-Jun Junction 804.50 813.00 805.50 0.00 0.00 44.77 808.07 0.00 7.43 0 00:00 0.00 0.00
2 Out-Ol Outfall 804.00 44.77 804.00
3 Out-02 Outfall 800.00 29.82 800.00
4 Out-03 Outfall 802.00 7.83 802.00
5 Out-04 Outfall 802.00 9.82 802.00
6 Stor-01 Storage Node 805.00 814.00 808.50 0.00 121.89 812.93 0.00 0.00

Post Development-050-Year
Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-OS Pipe 1-Jun Out-OS 140.00 805.00 804.10 0.6400 36.000 0.0150 44.77 46.35 0.97 6.90 2.59 0.86 0.00 Calculated
2 RIM Orifice Stor-01 1-Jun 805.00 804.50 48.000 12.81
3 WQ-Orifice Orifice Stor-01 1-Jun 805.00 804.50 2.500 0.35
4 ESW Weir Stor-01 Out-04 805.00 802.00 9.82
5 Weir-1 Weir Stor-01 1-Jun 805.00 804.50 14.69
6 Weir-2 Weir Stor-01 1-Jun 805.00 804.50 16.91

Post Development-050-Year
Subbasin Hydrology
Subbasin:Basinl
Input Data
Area(ac) 15.63
Peak Rate Factor 484
Weighted Curve Number 88.16
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban industrial,72%imp 15.13 B 88
Urban industrial,72%imp 0.5 D 93
Composite Area&Weighted CN 15.63 88.16
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*(In*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Post Development-050-Year
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.016 0 0
Flow Length(ft): 77 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.77 0 0
Computed Flow Time(min): 1.66 0 0
Flowpath Flowpath Flowpath
Channel Flow Computations A B C
Manning's Roughness: 0.015 0 0
Flow Length(ft): 1405 0 0
Channel Slope(%): 0.5 0 0
Cross Section Area(ft9: 3.1 0 0
Wetted Perimeter (ft): 6.3 0 0
Velocity(ft/sec): 4.38 0 0
Computed Flow Time(min): 5.35 0 0
Total TOC(min) 7.01
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 5.62
Peak Runoff(cfs) 124.99
Weighted Curve Number 88.16
Time of Concentration(days hh:mm:ss) 0 00:07:01

Post Development-050-Year
Subbasin:Basinl
Rainfall Intensity Graph
10
9.5
8.5
8
7.5-
7 .
6.5
6_
5.5-
2
5-
4.5
0! 4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
130
125
120
115
110
105
100
95
90
85
80
75
N
y 70
65
S 60
0' 55
50
45
40
35
30
25
20
15
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-050-Year
Subbasin:Basin2
Input Data
Area(ac) 7.62
Peak Rate Factor 484
Weighted Curve Number 75.09
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.6 B 60
Woods,Fair 2.41 D 79
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
50-75%grass cover,Fair 1.49 D 84
50-75%grass cover,Fair 2.85 B 69
Paved parking&roofs 0.07 B 98
Composite Area&Weighted CN 7.62 75.09
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 4.17
Peak Runoff(cfs) 30.03
Weighted Curve Number 75.09
Time of Concentration(days hh:mm:ss) 0 00:26:44

Post Development-050-Year
Subbasin:Basin2
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5-
7
6.5
t 6_
c
5.5-
@ 5
ce
4.5
4
3.5
3-
2.5-
2_
0.5_
JJ
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
31
30
29 -L
28
27
26
25
24
23
22
21
20
19
18
17
16
0 15
z 14
0' 13 —
12
11
10
9
8
7
6
5
4
3
2
1
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-050-Year
Subbasin:Basin3
Input Data
Area(ac) 3.87
Peak Rate Factor 484
Weighted Curve Number 78.46
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.39 B 69
Gravel roads 0.15 D 91
Woods,Fair 3.33 D 79
Composite Area&Weighted CN 3.87 78.46
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 7.01
Total Runoff(in) 4.53
Peak Runoff(cfs) 7.87
Weighted Curve Number 78.46
Time of Concentration(days hh:mm:ss) 0 01:20:33

Post Development-050-Year
Subbasin:Basin3
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5-
7
6.5
t 6_ •
c 5.5 •
-
-
5 •
ce
4.5
4
3.5
3-
2.5-
2_
0.5_
JJ
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
8.5
8
7.5-
7
6.5-
6
5.5-
5
N -
4.5-
c 4
z
CC
3.5-
3
2.5-
2
1.5-
1_
0.5-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-050-Year
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 1-Jun 804.50 813.00 8.50 805.50 1.00 0.00 -813.00 0.00 0.00

Post Development-050-Year
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 1-Jun 44.77 0.00 808.07 3.57 0.00 7.43 805.48 0.98 0 12:11 0 00:00 0.00 0.00

Post Development-050-Year
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-01 140.00 805.00 0.50 804.10 0.10 0.90 0.6400 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post Development-050-Year
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-OS 44.77 0 12:11 46.35 0.97 6.90 0.34 2.59 0.86 0.00 Calculated

Post Development-050-Year
Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 814.00
Max(Rim)Offset(ft) 9.00
Initial Water Elevation(ft) 808.50
Initial Water Depth(ft) 3.50
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:Storage-01
Stage Storage Storage
Area Volume
(ft) )It) (ft3)
0 17441.24 0
1 19183.77 18312.51
2 20955.26 38382.03
3 22753.26 60236.29
4 28290.84 85758.34
5 31143.28 115475.4
6 34065.53 148079.81
7 37044.51 183634.83
8 40089.13 222201.65
9 43225.98 263859.21

Post Development-050-Year
Storage Area Volume Curves
Storage Volume(ft)
0 50,000 100,000 150,000 200,000 250,000
. , , , , .
8.8.........................................................................................................................................................................E........................................................................................................._.. 8.8
ss=....................................................................................................................................................................................................................................................................... es
8.4=.,__............................................................................................................-_.................................................................................................................._.................................._.. 8.4
....................................................-..................................................................................................................E....................................................... _ 8
7.8=..........................................................................................................................................................................._..........................................................>............_ _........ .._..._....._..........._.__. 7.8
7.6-.,_....................................................................................................................................................................................................................................... ........... ................................-....__ 7.6
................................................................................................................................................................._....................................................... ............ ............................................._... 7.4
7.2=.:...........................................................i..................................................................................................................E.............................................. ........F..... .................................................i........ 7.2
7_.i..........................................................1.........................................................>.........................................................i...................................... .................'................................................. i...... 7
6.8- ..........................................................i................................................................................................................................................ .................. ....................................................................... 6.8
6.6 __.................................................-i.........................................................b.........................................................o.................._ _.................. ...........4.........................................................i......__.
6.4 ,................................................................................................................_..........................................................._....._.. _......._......... ................._................................._.................................._....-6.4
6.2 J..,._................................................................................................................_............................................................. ..................... ..........................................................................................._.__...-6.2
6 L.........................................................i............................................................................................................_. ,_.....__...__.... _................................................................................................_........=6
5.8 ......................................................i........................................................................................................ .......i............... ........................................>.........................................................i.......__.._...-5.8
5.6 ,___..........................................................................................................-....................................... ....................... ............................................._..........................................................i..._..._.__...-5.6
5.4 , .................................................. ................................................ _ .............. _ ................................................. _ ................................................ .............-5.4
5.2 ____.................................................................................................................................... ......................... ....................................................................................................................i......__.__...-5.2
N46 ,.........................................................1..............................................._....._ _ ...._......._........... ........................................................................................................................................i............_..._4.6
R4.4 1,__........................................................................................................... :........................ .....................................................................................-i......................................................._......__.__...-4.4 m
N4.2 L.........................................................i......................................_....._ ..__.>................. .....................................o..................................................................................................................i........____..=4.2 y
4 .................................................._..6.................................._... ......_................ ......................................._...b.........................................................................................................................___. 7 4
3.8 ,___.........................................................................__.___. .................. ................................................................................................................._............................................................_..._.__...-3.8
3.6 _.............................................................................._..... ........... ........-.............................................................................................................................................................................................-3.6
3.4 __......................................................................... .... ........................>.........................................................b......................................................._i.........................................................i....._._._. -3.4
3.2 ,......................................................_.............._ ..........................................................................................................................................................................................................................__....-3.2
..........................................-.........................................................................................................................................................................-.....___._...=3
2.8 ...................._....._.........................._' ...._....._........................................_....._....................._............_.........._..................................._....._....._s ............_...._2.8
2.6 L__................................................. ................................................................................................................i..................................................................................................................i......--__...7 2.6
2.4 ................................................. _i........................................................4...........................................................................................................................................................................i-...... =2.4
18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000 34,000 36,000 38,000 40,000 42,000
Storage Area(ft)
— Storage Area — Storage Volume 1

Post Development-050-Year
Storage Node:Stor-01(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 ESW Trapezoidal No 812.50 7.50 10.00 1.50 3.33
2 Weir-1 Rectangular No 810.00 5.00 2.00 1.00 3.33
3 Weir-2 Rectangular No 811.00 6.00 3.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 RIM Side Rectangular No 48.00 48.00 812.00 0.63
2 WQ-Orifice Side CIRCULAR No 2.50 808.50 0.61
Output Summary Results
Peak Inflow(cfs) 121.89
Peak Lateral Inflow(cfs) 121.89
Peak Outflow(cfs) 54.59
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 812.93
Max HGL Depth Attained(ft) 7.93
Average HGL Elevation Attained(ft) 809.94
Average HGL Depth Attained(ft) 4.94
Time of Max HGL Occurrence(days hh:mm) 0 12:10
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Post Development-100-Year
Project Description
File Name 30017.0000-PostDevelopment-24hr.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 15 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 6
Junctions 1
Outfalls 4
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 0
Pipes 1
Pumps 0
Orifices 2
Weirs 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series TS-100 Intensity inches North Carolina Lincoln 100.00 7.84 SCS Type II 24-hr

Post Development-100-Year
Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Basinl 15.63 484.00 88.16 7.84 6.43 100.52 141.97 0 00:07:00
2 Basin2 7.62 484.00 75.09 7.84 4.91 37.40 35.26 0 00:26:43
3 Basin3 3.87 484.00 78.46 7.84 5.30 20.50 9.17 0 01:20:33

Post Development-100-Year
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 1-Jun Junction 804.50 813.00 805.50 0.00 0.00 53.27 808.76 0.00 6.74 0 00:00 0.00 0.00
2 Out-Ol Outfall 804.00 53.27 804.00
3 Out-02 Outfall 800.00 35.09 800.00
4 Out-03 Outfall 802.00 9.14 802.00
5 Out-04 Outfall 802.00 21.07 802.00
6 Stor-01 Storage Node 805.00 814.00 808.50 0.00 138.54 813.21 0.00 0.00

Post Development-100-Year
Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-Ol Pipe 1-Jun Out-Ol 140.00 805.00 804.10 0.6400 36.000 0.0150 53.27 46.35 1.15 7.98 2.68 0.90 0.00>CAPACITY
2 RIM Orifice Stor-01 1-Jun 805.00 804.50 48.000 18.93
3 WQ-Orifice Orifice Stor-01 1-Jun 805.00 804.50 2.500 0.36
4 ESW Weir Stor-01 Out-04 805.00 802.00 21.07
5 Weir-1 Weir Stor-01 1-Jun 805.00 804.50 15.51
6 Weir-2 Weir Stor-01 1-Jun 805.00 804.50 18.48

Post Development-100-Year
Subbasin Hydrology
Subbasin:Basinl
Input Data
Area(ac) 15.63
Peak Rate Factor 484
Weighted Curve Number 88.16
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban industrial,72%imp 15.13 B 88
Urban industrial,72%imp 0.5 D 93
Composite Area&Weighted CN 15.63 88.16
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*(In*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Post Development-100-Year
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.016 0 0
Flow Length(ft): 77 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.77 0 0
Computed Flow Time(min): 1.66 0 0
Flowpath Flowpath Flowpath
Channel Flow Computations A B C
Manning's Roughness: 0.015 0 0
Flow Length(ft): 1405 0 0
Channel Slope(%): 0.5 0 0
Cross Section Area(ft9: 3.1 0 0
Wetted Perimeter (ft): 6.3 0 0
Velocity(ft/sec): 4.38 0 0
Computed Flow Time(min): 5.35 0 0
Total TOC(min) 7.01
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 6.43
Peak Runoff(cfs) 141.97
Weighted Curve Number 88.16
Time of Concentration(days hh:mm:ss) 0 00:07:01

Post Development-100-Year
Subbasin:Basin].
Rainfall Intensity Graph
11
10.5
10-
9.5
9-
8.5-
8-
7.5-
7
1-2 6.5 •
-
c 6
= 5.5-
m
c 5_
0' 4.5
4 •
-
3.5
3-
2.5
2
1.5-
1
0.5
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
145
140
135
130
125
120
115
110
105
100
95
90
85
• 80
U
`�' 75
o 70
65
CC
60
55
50
45
40
35
30
25
20
15
10
5
O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-100-Year
Subbasin:Basin2
Input Data
Area(ac) 7.62
Peak Rate Factor 484
Weighted Curve Number 75.09
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.6 B 60
Woods,Fair 2.41 D 79
Gravel roads 0.02 D 91
Gravel roads 0.18 B 85
50-75%grass cover,Fair 1.49 D 84
50-75%grass cover,Fair 2.85 B 69
Paved parking&roofs 0.07 B 98
Composite Area&Weighted CN 7.62 75.09
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.28 0 0
Computed Flow Time(min): 5.99 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 908 0 0
Slope(%): 1.1 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 0.73 0 0
Computed Flow Time(min): 20.73 0 0
Total TOC(min) 26.73
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 4.91
Peak Runoff(cfs) 35.26
Weighted Curve Number 75.09
Time of Concentration(days hh:mm:ss) 0 00:26:44

Post Development-100-Year
Subbasin:Basin2
Rainfall Intensity Graph
11.5
11- 7
10.5
10
9.5
9_
8.5
8
7.5
7
t 6.5
•c
6
5.5
c
@ 5_
0'
4.5 •
4
3.5
3
2.5-
2
1.5-.
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
38
36
34-
32-
30-
28-
26
24-
22-
N
20
0 18-
z
7
0' 16
14
12-
10
8
6_
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-100-Year
Subbasin:Basin3
Input Data
Area(ac) 3.87
Peak Rate Factor 484
Weighted Curve Number 78.46
Rain Gage ID Rain Gage-014
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.39 B 69
Gravel roads 0.15 D 91
Woods,Fair 3.33 D 79
Composite Area&Weighted CN 3.87 78.46
Time of Concentration
Flowpath Flowpath Flowpath
Sheet Flow Computations A B C
Manning's Roughness: 0.15 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.55 0 0
Velocity(ft/sec): 0.18 0 0
Computed Flow Time(min): 9.3 0 0
Flowpath Flowpath Flowpath
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 171 0 0
Slope(%): 0.006 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.04 0 0
Computed Flow Time(min): 71.25 0 0
Total TOC(min) 80.55
Subbasin Runoff Results
Total Rainfall(in) 7.84
Total Runoff(in) 5.3
Peak Runoff(cfs) 9.17
Weighted Curve Number 78.46
Time of Concentration(days hh:mm:ss) 0 01:20:33

Post Development-100-Year
Subbasin:Basin3
Rainfall Intensity Graph
11.5
11- 7
10.5
10
9.5
9_
8.5
8
7.5
7
t 6.5
•c
6
5.5
c
@ 5_
0'
4.5 •
4
3.5
3
2.5-
2
1.5-.
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
10
9.5-
9-
8.5
8
7.5-
7
6.5
6-
5.5-
O 5-.
z 4.5
CC
3.5-
3-
2.5
2-
1.5-
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post Development-100-Year
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 1-Jun 804.50 813.00 8.50 805.50 1.00 0.00 -813.00 0.00 0.00

Post Development-100-Year
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 1-Jun 53.27 0.00 808.76 4.26 0.00 6.74 805.54 1.04 0 12:09 0 00:00 0.00 0.00

Post Development-100-Year
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-01 140.00 805.00 0.50 804.10 0.10 0.90 0.6400 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post Development-100-Year
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-Ol 53.27 0 12:09 46.35 1.15 7.98 0.29 2.68 0.90 0.00 >CAPACITY

Post Development-100-Year
Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 814.00
Max(Rim)Offset(ft) 9.00
Initial Water Elevation(ft) 808.50
Initial Water Depth(ft) 3.50
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:Storage-01
Stage Storage Storage
Area Volume
(ft) )It) (ft3)
0 17441.24 0
1 19183.77 18312.51
2 20955.26 38382.03
3 22753.26 60236.29
4 28290.84 85758.34
5 31143.28 115475.4
6 34065.53 148079.81
7 37044.51 183634.83
8 40089.13 222201.65
9 43225.98 263859.21

Post Development-100-Year
Storage Area Volume Curves
Storage Volume(ft)
0 50,000 100,000 150,000 200,000 250,000
. , , , , .
8.8.........................................................................................................................................................................E........................................................................................................._.. 8.8
ss=....................................................................................................................................................................................................................................................................... es
8.4=.,__............................................................................................................-_.................................................................................................................._.................................._.. 8.4
....................................................-..................................................................................................................E....................................................... _ 8
7.8=..........................................................................................................................................................................._..........................................................>............_ _........ .._..._....._..........._.__. 7.8
7.6-.,_....................................................................................................................................................................................................................................... ........... ................................-....__ 7.6
................................................................................................................................................................._....................................................... ............ ............................................._... 7.4
7.2=.:...........................................................i..................................................................................................................E.............................................. ........F..... .................................................i........ 7.2
7_.i..........................................................1.........................................................>.........................................................i...................................... .................'................................................. i...... 7
6.8- ..........................................................i................................................................................................................................................ .................. ....................................................................... 6.8
6.6 __.................................................-i.........................................................b.........................................................o.................._ _.................. ...........4.........................................................i......__.
6.4 ,................................................................................................................_..........................................................._....._.. _......._......... ................._................................._.................................._....-6.4
6.2 J..,._................................................................................................................_............................................................. ..................... ..........................................................................................._.__...-6.2
6 L.........................................................i............................................................................................................_. ,_.....__...__.... _................................................................................................_........=6
5.8 ......................................................i........................................................................................................ .......i............... ........................................>.........................................................i.......__.._...-5.8
5.6 ,___..........................................................................................................-....................................... ....................... ............................................._..........................................................i..._..._.__...-5.6
5.4 , .................................................. ................................................ _ .............. _ ................................................. _ ................................................ .............-5.4
5.2 ____.................................................................................................................................... ......................... ....................................................................................................................i......__.__...-5.2
N46 ,.........................................................1..............................................._....._ _ ...._......._........... ........................................................................................................................................i............_..._4.6
R4.4 1,__........................................................................................................... :........................ .....................................................................................-i......................................................._......__.__...-4.4 m
N4.2 L.........................................................i......................................_....._ ..__.>................. .....................................o..................................................................................................................i........____..=4.2 y
4 .................................................._..6.................................._... ......_................ ......................................._...b.........................................................................................................................___. 7 4
3.8 ,___.........................................................................__.___. .................. ................................................................................................................._............................................................_..._.__...-3.8
3.6 _.............................................................................._..... ........... ........-.............................................................................................................................................................................................-3.6
3.4 __......................................................................... .... ........................>.........................................................b......................................................._i.........................................................i....._._._. -3.4
3.2 ,......................................................_.............._ ..........................................................................................................................................................................................................................__....-3.2
..........................................-.........................................................................................................................................................................-.....___._...=3
2.8 ...................._....._.........................._' ...._....._........................................_....._....................._............_.........._..................................._....._....._s ............_...._2.8
2.6 L__................................................. ................................................................................................................i..................................................................................................................i......--__...7 2.6
2.4 ................................................. _i........................................................4...........................................................................................................................................................................i-...... =2.4
18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000 34,000 36,000 38,000 40,000 42,000
Storage Area(ft)
— Storage Area — Storage Volume 1

Post Development-100-Year
Storage Node:Stor-01(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 ESW Trapezoidal No 812.50 7.50 10.00 1.50 3.33
2 Weir-1 Rectangular No 810.00 5.00 2.00 1.00 3.33
3 Weir-2 Rectangular No 811.00 6.00 3.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 RIM Side Rectangular No 48.00 48.00 812.00 0.63
2 WQ-Orifice Side CIRCULAR No 2.50 808.50 0.61
Output Summary Results
Peak Inflow(cfs) 138.54
Peak Lateral Inflow(cfs) 138.54
Peak Outflow(cfs) 74.34
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 813.21
Max HGL Depth Attained(ft) 8.21
Average HGL Elevation Attained(ft) 810.03
Average HGL Depth Attained(ft) 5.03
Time of Max HGL Occurrence(days hh:mm) 0 12:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX F
WATER QUALITY
CALCULATIONS
30017.0000
Pl.
THOMAS & HUTTON

Water Quality Calculations
Crescent-Finger Mill
Project No.30017.0000
WET POND 01
Project/Drainage Area: Acres Required Water Quality Volume: 34,770 Cubic Feet
Impervious Area: Acres (Project Area(Acres)X 43,560 SF X 1"/12=Required Cubic Feet Volume)
74.0%Percent Impervious Runoff Coeifficient: Rv=.05+0.9(I) 0.72
(Required Collection of First 1"of Rainfall from the Project Site and Release over a Minimum 48 Hour(Maximum 120 Hours)in Cubic Feet Per Second)
Max.48-Hour Release Rate: 0.201 CFS Required Orifice Size: 2.50 Drawdown Time(Hours) 80.15
Water Quality Elevation •rifice Flow Calculation
Elev. Area Storage Q=CdA*sgrt(2gh)
(ft) (sf) (cu.ft) Cd= IL 0.62 (Sharp Orifice)
808.50 25,522.00 0.00 A= 0.034 sf
814.00 43,225.98 189,056.95 g= 32.174 ft/s2
Elevation Pond Depth Storage h= 1.01 ft
(ft) (ft) (cu.ft) Q= 0.121 cfs
808.50 0.00 0.00
809.51 1.01 34,769.96
814.00 5.50 189,056.95
VPP-Vshelf
D°`B= Abottomofshelf
Where: DO,, = Average depth in feet
We = Total volume of permanent pool(feet')
V,,,,n = Volume over the shelf only(feet')-see below
A.**. = Area of wet pond at the bottom of the shelf(feet')
Ve.n= 0.6•Depth.....r.wr•Pedmeter,.,,.m•Wldth.,...,,.purl.,shell'
Where: D.,...,.,w, = Depth of water at the deep side of the shelf as
measured at permanent pool(feet)
Penmetere.,....o.a = Perimeter of permanent pool at the bottom of the
shelf(feet)
Wldih„m.,n..w..i...n= Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)
Average Depth Calculation
Vpp Designed @ Elevation 808.50 57,191.00
SA Designed @ Elevation 808.50 25,522.00 Table 1:Piedmont and Mountain SA/DA Table(Adapted from Driscoll,1986)
Area of wet pond at the bottom of the shelf 18,819.00 Percent Permanent Pool Average Depth(ft)
Dmax over shelf 0.50 Impervious
Cover 3,0 4.0 5.0 6.0 7.0 8.0
Perimeter of Permanent Pool 904.00
Width of submerged part of shelf 6.00 10% 0.51 0.43 0.37 0.30 0.27 0.25
Volume over the shelf only 1,356.00 MO". 0.64 0.69 0.61 0.51 0.44 0.40
Average Depth 2.97 Leo% 1.17 0.94 0.84 0.72 0.61 0.56
MI0% 1.51 1.24 1.09 0.91 0.78 0.71
M3% 1.79 1.51 1.31 1.13 0.95 0.87
SA/DA Method M0% 2.09 1.77 1.49 1.31 1.12 1.03
Drainage Area 13.37 acres 10% 2.51 2.09 1.80 1.56 1.34 1.17
Table value 2.09 2.92 2.41 2.07 1.82 192 1.40
Surface Area Required 12,172.10 square feet MI0% 3.25 2.64 2.31 2.04 1.84 1.59
-00% 3 55 2.79 2.52 2.34 2.04 1.75

Stage Storage Calculations
Crescent Finger Mill Industrial Development
Project No. 30017.0000
WET POND 01
FOREBAY 01 VOLUME
CONTOUR AREA INC.VOL.AVG. CUM.VOL.AVG. END
CONTOUR ELEV DEPTH(FT)
(SF) END(CU.FT.) (CU.FT.)
805 1368 0 N/A 0.00
806 1681.00 1 1524.50 1524.50
807 2067.00 2 1874.00 3398.50
808 2401.00 3 2234.00 5632.50
808.5 2994.00 3.5 1348.75 6981.25
FOREBAY 02 VOLUME
CONTOUR AREA INC.VOL.AVG. CUM.VOL.AVG. END
CONTOUR ELEV DEPTH(FT)
(SF) END(CU.FT.) (CU.FT.)
805 291 0 N/A 0.00
806 558 1 424.50 424.50
807 888.00 2 723.00 1147.50
808 1,281.00 3 1084.50 2232.00
808.5 1,727.00 3.5 752.00 2984.00
TOTAL FOREBAY VOLUME: 9965.25 CU. FT.
PERCENTAGE OF PERMANENT POOL VOLUME: 17.42

PERMANENT POOL VOLUME
CONTOUR AREA INC.VOL.AVG. CUM.VOL.AVG. END
CONTOUR ELEV DEPTH(FT)
(SF) END(CU.FT.) (CU. FT.)
805 12766.00 1 0.00 0.00
806 14719.00 1 13742.50 13742.50
807 16737.00 1 15728.00 29470.50
808 18819.00 1 17778.00 47248.50
808.5 20951.00 0.5 9942.50 57191.00
PERMANENT POOL VOLUME: 57191.00 CU.FT
TEMPORARY PONDING ZONE
CONTOUR AREA INC.VOL.AVG. CUM.VOL.AVG. END
CONTOUR ELEV DEPTH(FT)
(SF) END(CU.FT.) (CU.FT.)
808.5 25522.00 0 0.00 0.00
809 28290.84 0.5 13453.21 13453.21
810 31143.28 1 29717.06 43170.27
811 34065.53 1 32604.41 75774.68
812 37044.51 1 35555.02 111329.70
813 40089.13 1 38566.82 149896.52
814 43225.98 1 41657.56 191554.07
TEMPORARY PONDING ZONE VOLUME: 191554.07 CU. FT.

Crescent Finger Mill Industrial Development-Phase 0 Job: J-#30017.0000
s~Va
/ z Date: 12/7/22
Thomas&Hutton Engineering Co. Revised:
eRw
Anti-Flotation Design Considerations By: ST
ANTI-FLOTATION DESIGN CONSIDERATIONS FOR:
Wet Pond 02
CONTROL STUCTURE ELEVATIONS
Top Structure Elevation: 812.00
Bottom Structure Elevation: 804.50
CONTROL STRUCTURE FLOTATION
Buoyant Force
Calculate submerged volume:
Vs= (Acs x Hcs)
Where:
VS= Submerged volume(cf)
Les= Length of control structure(ft) = 5.00 ft
Wes= Width of Control structure(ft) = 5.00 ft
Aes= Cross-sectional area of control structure(ft) = 25.00 ft
Hes= Height of control structure(ft) = 7.50 ft
Solve equation for Vs:
Vs= (AeS x Hes) = 187.50 cf
Calculate buoyant force:
Fb= Vs x Ywater
Where:
Fb= buoyant force(lbf)
7water= Specific weight of water = 62.40 lbf/cf
Fb= 11,700 lbf
Z:\30017\30017.0000\Engineering\Calculations and Reports\Storm Water\Anti Flotation\30017.0000-Wet Pond 01 -Anti Flotation
Design Calculations.xlsx Page 1 of 3

Crescent Finger Mill Industrial Development-Phase 0 Job: J-#30017.0000
a
;° Z Date: 12/7/22
1� Thomas&Hutton Engineering Co. Revised:
~F6R
Anti-Flotation Design Considerations By: ST
Downward Force
Calculate Downward Force of Control Structure
Fdcs= (Vcs-Vweir-Vorifice)x yconcrete
Where:
Wt„= Weight of control structure(lbs)
'(concrete= Specific weight of concrete = 140.00 lbf/cf
Aes= Cross-sectional area of control structure(ft) = 25.00 ft
Hey= Height of control structure(ft) = 7.50 ft
Tos= Wall thickness of control structure(ft) = 0.50 ft
Vey= Volume of control structure(cf) = 67.50 cf
Wweir= Width of weir(ft) = 2.50 ft
Hweir= Height of weir opening(ft) = 2.00 ft
Aweir= Area of weir opening(ft) = 5.00 sf
Vweir= Volume of weir = 2.50 cf
DIAorifice= Diameter of orifice opening(in) = 2.00 in
Aorifrce= Area of orifice opening(sf) = 0.022 sf
Vorifice= Volume of orifice opening(sf) = 0.011 cf
Fda.= 9,098 lbf
Size Anti-Flotation Footing to Resist Bouyant Force
Fdes+Fdft>Fb
Fdft=(Lb X Wb X Db)X'(concrete
Where:
Fdos= downward force of control structure(lbf) = 9098 lbf
Fb= buoyant force(lbf) = 11700 lbf
'(concrete= Specific weight of concrete = 140.00 lbf/cf
Lb= Length of Concrete Block = 7.00 ft
Wb= Width of Concrete Block = 7.00 ft
Db= Depth of Concrete Block = 9.00 in
Fdit= downward force of anti-flotation footing(lbf) = 5145 lbf
Z:\30017\30017.0000\Engineering\Calculations and Reports\Storm Water\Anti Flotation\30017.0000-Wet Pond 01 -Anti Flotation
Design Calculations.xlsx Page 2 of 3

Crescent Finger Mill Industrial Development-Phase 0 Job: J-#30017.0000
11,0) Date: 12/7/22
Thomas&Hutton Engineering Co. Revised:
Anti-Flotation Design Considerations By: ST
Fd„+Fdft= 14243 lbf>Fb= 11700 lbf
Factor of Safety
Confirm anti-flotation block is sized for minimum factor of safety(FS)of 1.10.
Fs = (Fdes+Fdft)/Fb
1.22 > 1.10
Z:\30017\30017.0000\Engineering\Calculations and Reports\Storm Water\Anti Flotation\30017.0000-Wet Pond 01 -Anti Flotation
Design Calculations.xlsx Page 3 of 3

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX G
STORMWATER PIPING
30017.0000
T
THOMAS & HUTTON

HEC-22
Energy Grade Line Computations
Struct. Q EGLo HGLo Total Pipe EGLi HGLi Ea EGLa Surface Elev.
ID (cfs) (ft) (ft) Loss (ft) (ft) (ft) (ft) (ft)
(ft)
,1 , 810.00 810.00, _ 811.88
3 41.0 811.72 810.91 811.72 810.81 3.6 811.72 815.65
2 5.4 811.72 811.71 0.01 811.73 811.72 2.8 811.73 815.66
8 31.2 811.84 811.54 0.21 812.05 811.75 3.6 812.20 815.94
4 27.4 812.39 811.91 0.67 813.06 812.57 3.8 813.18 815.94
5 21.6 813.30 813.00 0.42 813.72 813.41 3.7 813.79 815.94
6 15.7 813.95 813.56 0.72 814.67 814.28 3.9 814.78 815.94
7 6.6 814.86 814.65 0.59 815.45 815.24 4.0 815.61 817.57
27 5.6 815.68 815.52 0.30 815.97 815.81 3.9 816.02 820.62
25 5.2 816.08 815.94 0.57 816.64 816.51 3.5 816.72 820.80
24 3.2 816.74 816.69 0.07 816.81 816.76 3.2 816.85 821.97
23 1.6 816.86 816.84 0.03 816.89 816.87 3.0 816.92 821.58
38 810.00 810.00 813.79
30 21.5 813.36 812.93 0.36 813.72 813.28 2.6 813.91 820.95
37 21.6 814.04 813.72 814.25 813.43 2.8 814.73 821.72
16 21.8 814.86 814.55 0.21 815.06 814.76 2.7 815.21 820.43
17 19.3 815.31 815.07 0.39 815.70 815.08 2.7 815.86 820.32
18 16.8 815.93 815.75 0.15 816.08 815.90 2.4 816.13 820.28
19 13.8 816.25 815.95 0.38 816.63 816.32 2.2 816.71 820.24
20 10.5 816.78 816.61 0.23 817.01 816.84 1.8 817.06 820.24
21 7.1 817.16 816.91 0.48 817.65 817.39 1.8 817.94 820.24
22 3.6 818.00 817.86 0.33 818.33 818.19 1.7 818.39 820.24
IA THOMAS&HUTTON
li30017l30017.0000\Engineering\Calculations and ReportskStorm Water\HEC-22\30017.0000-HEC-22 Reporting

HEC-22
Storm Drain Computations
Structure ID Length Drainage Runoff Tc Rain"I" Runoff Known Q Total Q Pipe Full Q Velocity Velocity Invert Elevation Slope
(ft) Area Coeff"C" (min) (in/hr) "Q" (cfs) (cfs) Dia. (cfs) Full Design
From To (ac) (cfs) (in) (ft/s) (ft/s) U/5 D/S
'3 1 28 0.72 0.95 9 7.62_ 41.0 41.0 42' 71.2 _7.40' 7.66 808.14 808.00 0.50%
2 3 103 0.66 0.95 5 8.56 5.4 5.4 36 47.2 6.68 4.43 808.92 808.40 0.50%
8 3 98 0.56 0.95 9 7.68 31.2 _ 31.2 36 47.2 6.68 7.13 808.63 808.14 0.50%
4 8 150 0.81 0.95 8 7.77 27.4 27.4 30 29.0 5.91 6.72 809.38 808.63 0.50%
5 4 150 0.81 0.95 8 7.87 21.6 21.6 30 29.0 5.91 6.48 810.13 809.38 0.50%
6 5 150 1.21 0.95 7 7.97 15.7 15.7 24 16.0 5.10 5.80 810.88 810.13 0.50%
7 6 150 0.13 0.95 7 8.11 6.6 6.6 18 7.4 4.21 4.75 811.63 810.88 0.50%
27 7 103 0.08 0.95 6 8.20 5.6 5.6 18 7.4 4.21 4.62 812.14 811.63 0.50%
25 27 235 0.25 0.95 6 8.42 5.2 5.2 18 7.3 4.11 4.45 813.26 812.14 0.48%
24 25 76 0.20 0.95 5 8.50 3.2 3.2 18 7.9 4.48 4.24 813.69 813.26 0.57%
23 24 55 0.19 0.95 5 8.56 1.6 1.6 15 4.6 3.73 3.37 813.97 813.69 0.50%
30 38 114 7 8.02 21.5 21.5 30 22.9 4.67 5.30 811.36 811.00 0.31%
37 30 61 7 8.06 21.6 21.6 30 33.6 6.84 7.26 811.97 811.56 0.67%
16 37 74 0.33 0.95 7 8.11 21.8 21.8 30 29.0 5.90 6.47 812.54 812.17 0.50%
17 16 79 0.35 0.95 7 8.16 19.3 19.3 30 29.0 5.91 6.33 813.13 812.74 0.50%
18 17 91 0.39 0.95 6 8.22 16.8 16.8 30 29.0 5.91 6.12 813.78 813.33 0.50%
19 18 101 0.43 0.95 6 8.29 13.8 13.8 24 16.0 5.10 5.73 814.49 813.98 0.50%
20 19 106 0.43 0.95 6 8.38 10.5 10.5 24 16.0 5.10 5.43 815.22 814.69 0.50%
21 20 106 0.44 0.95 5 8.46 7.1 7.1 18 8.7 4.94 5.50 816.15 815.42 0.69%
22 21 106 0.44 0.95 5 8.56 3.6 3.6 15 4.6 3.73 4.13 816.68 816.15 0.50%
IT.I THOMAS&HUTTON
Z:l30017\30017.0000\Engineering\Calculations and Reports\Storm WaterlHEC-22\30017.0000-HEC-22 Reporting

HEC-22
Inlet Capacity Results
Structure Q=CIA/Kc Known Longitudinal Cross Cross Prey. Total Depth Gutter Spread Inlet Type Grate Grate Curb Curb Intercept Bypass Bypass Remark
(cfs) Q Slope Slope Slope Bypass Gutter d Width T Length Width Opening Opening Flow Flow Structure
(cfs) SL Sx Sw Flow Flow (ft) (ft) (ft) (in) (in) Length Height Qi Qb
(ft/ft) (ft/ft) (ft/ft) (cfs) (cfs) (in) (in) (cfs) (cfs)
2 5.4 0.01 0.01 0.08 5.4 0.3 1.0 17.7 Combination I 20.0 10.9 20.0 4.2 1.1_ 4.3
3 5.9 0.01 0.01 0.08 5.9 0.3 1.0 18.1 Combination 20.0 10.9 20.0 4.2 1.1 4.7
4 6.6 0.01 0.02 0.08 6.6 0.4 1.0 12.6 Combination 20.0 10.9 20.0 4.2 1.7 5.0
5 6.6 0.01 0.02 0.08 6.6 0.3 1.0 14.9 Combination 20.0 10.9 20.0 4.2 1.5 5.2
6 9.9 0.01 0.02 0.08 9.9 0.4 1.0 17.5 Combination 40.0 10.9 40.0 4.2 2.9 7.0
7 1.1 0.01 0.01 0.08 1.1 0.2 1.0 15.1 Combination 20.0 10.9 20.0 4.2 0.3 0.8
8 4.6 0.01 0.08 0.08 4.6 0.5 1.0 5.6 Combination 20.0 10.9 20.0 4.2 2.2 2.4
23 1.6 0.01 0.02 0.08 1.6 0.2 1.0 7.9 Combination 20.0 10.9 20.0 4.2 0.6 0.9
24 1.7 0.01 0.01 0.08 1.7 0.2 1.0 12.9 Combination 20.0 10.9 20.0 4.2 0.5 1.2
25 2.0 0.01 0.02 0.08 2.0 0.2 1.0 10.4 Combination 20.0 10.9 20.0 4.2 0.7 1.4
27 0.6 0.01 0.03 0.08 0.6 0.2 1.0 4.8 Combination 20.0 10.9 20.0 4.2 0.4 0.3
16 2.7 0.01 0.01 0.08 2.7 0.2 1.0 12.8 Combination 20.0 10.9 20.0 4.2 0.7 1.9
17 2.8 0.01 0.02 0.08 2.8 0.3 1.0 11.9 Combination 20.0 10.9 20.0 4.2 0.8 2.0
18 3.2 0.01 0.02 0.08 3.2 0.3 1.0 12.3 Combination 20.0 10.9 20.0 4.2 0.9 2.3
19 3.5 0.01 0.02 0.08 3.5 0.3 1.0 12.5 Combination 20.0 10.9 20.0 4.2 1.0 2.6
20 3.5 0.01 0.02 0.08 3.5 0.3 1.0 12.7 Combination 20.0 10.9 20.0 4.2 0.9 2.6
21 3.6 0.01 0.02 0.08 3.6 0.3 1.0 12.7 Combination 20.0 10.9 20.0 4.2 1.0 2.6
22 3.6 0.01 0.02 0.08 3.6 0.3 1.0 12.6 Combination 20.0 10.9 20.0 4.2 1.0 2.6
1-1 THOMAS&HUTTON
Z:l30017\30017.0000\Engineering\Calculations and Reports\Storm WaterlHEC-22\30017.0000-HEC-22 Reporting

STORMWATER MANAGEMENT REPORT
FINGER MILL INDUSTRIAL PARK
APPENDIX H
EROSION CONTROL
30017.0000
REVISED 04.17.23
SEA -
0374 -
''''v�'..ENGINEER P�```��
T
THOMAS & HUTTON

Finger Mill -Sediment and Erosion Control Design
Sediment Basin 1
Drainage Area Woods Grass Bare Soil Paved Roof Total Runoff Coefficients
Disturbed(acres) 0.000 0.000 8.440 0.000 0.000 8.440 Woods 0.25
Drainage(acres) 0.000 2.050 8.440 0.000 0.000 10.490 Grass 0.30
Bare Soil/Gravel 0.60
Paved 0.95
Roof 1.00
Composite Runoff Coefficient Rainfall Intensity(Tc=5.00 min.) Runoff(cfs) 2-yr 10-yr 100-yr
Disturbed 0.60 2-year 5.52 Disturbed 27.95 36.66 47.91
Drainage 0.54 10-year 7.24 Drainage 31.35 41.12 53.72
100-year 9.46
Required Storage:(1800 cf/ac) Storage(S)in cu.ft.= 18882 Basin Dimensions ft.
Avg.Width _ 98
Storage Provided: Depth Contour Area Storage/ft. Length 393
L:W Ratio 4.01:1
Bottom of Basin 0 805 17441.42 Dam Height 10
18314 Storage Depth 1.5
1 806 19187.45
20073
2 807 20958.63
21857
3 808 22754.97
25525 SA=435 sf/Q10 cfs
4 809 28294.89
29722 Required(sf) 17885
5 810 31149.73 Provided(sf) 38534.43
32605
6 811 34061.17
35545 Weir Length Required Qw=CLHA1.5=
7 812 37029.2 Coefficient C= 2.68
18891 Qw(0100-010)= 12.61
Top of Storage 7.5 812.5 38534.43 H(flow height)= 0.5
Required(ft) _ 6.7
Top of Berm 9 814 43135.03 Provided(ft) 12
Total Storage(CF) 202533

Skimmer Pond 2 Skimmer Sizing Thomas and Hutton
Calculate Skimmer Size
Basin Volume in Cubic Feet 17,784 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 3 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.4 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu.Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Finger Mill -Sediment and Erosion Control Design
Skimmer Basin 2
Drainage Area Woods Grass Bare Soil Paved Roof Total Runoff Coefficients
Disturbed(acres) 0.000 0.000 3.930 0.000 0.000 3.930 Woods 0.25
Drainage(acres) 0.000 0.610 3.930 0.000 0.000 4.540 Grass 0.30
Bare Soil/Gravel 0.60
Paved 0.95
Roof 1.00
Composite Runoff Coefficient Rainfall Intensity(Tc=5.00 min.) Runoff(cfs) 2-yr 10-yr 100-yr
Disturbed _ 0.60 2-year 5.52 Disturbed 13.02 17.07 22.31
Drainage 0.56 10-year 7.24 Drainage 14.03 18.40 24.04
100-year 9.46
Required Storage:(1800 cf/ac Storage S)in cu.ft.= 8172 Basin Dimensions ft.
Avg.Width 62
Storage Provided: Depth Contour Area Storage/ft. Length 217
L:W Ratio 3.5:1
Bottom of Basin 0 809 9883.46 Dam Height 10
10580 Storage Depth 1.5
1 810 11276.71
12002 SA=325 sf/Q10 cfs
2 811 12726.52
13100 Required(sf) 5979
Top of Storage 2.5 811.5 13472.62 Provided(sf) 13472.62
7317
Top of Berm 4 813 15795.77
Weir Length Required Qw=CLHA1.5=
Coefficient C= 2.68
Qw(Q100-Q10)= 5.64
H(flow height)= 0.5
Total Storage(CF) 42998 Required(ft) 3.0
Provided(ft) 8

Skimmer Pond 1 Skimmer Sizing Thomas and Hutton
Calculate Skimmer Size
Basin Volume in Cubic Feet 7,272 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 3 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.7 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu.Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

SEDIMENT AND EROSION CONTROL DESIGN
Outlet Protection (Reference: NCDENR Erosion and Sediment Control Design Manual Figure 8.06a
FES#41: 36" @ 39.73 cfs FES#1: 42" @ 41.0 cfs
Outlet: Outlet:
Opening (ft) 3 Opening (ft) 3.5
d50(in) 9 d50(in) 8.5
dmax(in) 13.5 dmax(in) 12.75
h (in) 25 h (in) 25
Ap Th (in) 21 Ap Th (in) 20
Ap L (ft) 20 Ap L (ft) 22
AP W 1 (ft) 9 AP W 1 (ft) 10.5
Ap W2 (ft) 23 Ap W2 (ft) 25.5
FES#38: 30" @ 21.5 cfs
cfvr5
Opening (ft) 2.5
d50(in) 6
dmax(in) 9
h (in) 25
Ap Th (in) 14
Ap L (ft) 14
AP W 1 (ft) 7.5
Ap W2 (ft) 16.5

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 20 2023
Finger Mill Road Swale
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 1.29
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 93.86
Total Depth (ft) = 5.00 Area (sqft) = 8.86
Invert Elev (ft) = 811.00 Velocity (ft/s) = 10.59
Slope (%) = 6.30 Wetted Perim (ft) = 11.16
N-Value = 0.030 Crit Depth, Yc (ft) = 1.84
Top Width (ft) = 10.74
Calculations EGL (ft) = 3.03
Compute by: Known Q
Known Q (cfs) = 93.86
Elev (ft) Section Depth (ft)
817.00 6.00
816.00 - 5.00
815.00 4.00
814.00 3.00
813.00 2.00
812.00 1.00
811.00 0.00
810.00 -1.00
0 5 10 15 20 25 30 35 40 45
Reach (ft)

4/20/23, 11:52AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
ANALYSIS COMPUTATIONS
>>>>View Computation
Inputs
Channel Discharge(Q): 94 cfs
Peak Flow Period(H): hours
Channel Slope(S0): 0.06 ft/ft
Bottom Width(B): 3 ft
Left Side Slope(ZL): 3(H :V)
Right Side Slope(ZR): 3(H :V)
Existing Channel Bend: No
Bend Coefficient(Kb): 1
Channel Bend Radius:
Retardance Class of Vegetation:C 6-12 in
Vegetation Type: None
Vegetation Density: None
Soil Type: Sandy Loam(GM)
Channel Lining Options
C350 Protection Type Permanent
Basic Relationships
A=Cross sectional area,ft2(m2)=(B*D)+(ZL/2*D2)+(ZR/2*D2)
Where:
B= Base width of channel,ft(m)
D= Flow depth,ft(m)
ZL= Left side bank slope(H : 1 V)
ZR= Right side bank slope(H : 1 V)
P=Wetted perimeter,ft(m)= B+ZL*D+ZR*D
R=Hydraulic radius,ft(m)=A/P
V= Flow velocity,ft/s(m/s)=Q/A
Where:
Q=Channel discharge,cfs(cms)
Taua Average bed shear stress,psf(Pa) =62.4* R*SO
Where:
SO=Gradient of channel,ft/ft(m/m)
Tauo= Maximum bed shear stress,psf(Pa) = 62.4*D*So
Unvegetated Conditions Computations:
n = Manning's n =a*Tauab
and(iteratively solved)
n= 1.486/Q*A* R(2/3)So°3
Where:
n = Manning's n
a = Product specific coefficient from performance testing
b= Product specific coefficient from performance testing
SFP= Product factor of safety=Taui/Tauo
Where:
TauT= Permissible shear stress from testing,psf(Pa)
https://ecmds.com/project/156267/channel-analysis/243838/calculations 1/2

4/20/23, 11:52AM ECMDS 7.0
Taup= In place permissible shear,psf(Pa) =TauT/alpha*(Taus+alpha/4.3)
Where:
alpha= unit conversion constant,0.14 English,6.5 Metric
Taus= Permissible shear stress of soil
SFL= Factor of safety of installed liner=Taup/Taua
Vegetated Computations:
n = Manning's n =alpha*Cn*Taua-0.4
and(iteratively solved).
n= 1.486/Q*A* R(2/3)Soo5
Where:
alpha= Unit conversion constant,0.213 English, 1.0 Metric
Cn =Vegetation retardance coefficient
SFo= Product factor of safety=Taurv/Tauo
Where:
Taurv= Permissible shear stress from testing,psf(Pa)
Taup= In place permissible shear,psf(Pa) =Taus/(1-CFTRM)*(n/ns)2
Where:
CFTRM=Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFi= Factor of safety of installed liner=Taup/Taua
C350
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth(D) area(A) perimeter(P) radius(R) (V) number(FR) Stress
C350 0.03 1.3 ft 8.99 ft2 11.23 ft 0.8 ft 10.46 ft/s 2.06 4.87 lbs/ft2 0.66(SFP)
Unvegetated
Underlying 0.03 1.3 ft 8.99 ft2 11.23 ft 0.8 ft 10.46 ft/s 2.06 3 lbs/ft2 1.01(SFL)
Substrate
C350 Reinforced 0.03 1.3 ft 8.99 ft2 11.23 ft 0.8 ft 10.46 ft/s 2.06 4.87 lbs/ft2 2.46(SFP)
Vegetation
Underlying 0.03 1.3 ft 8.99 ft2 11.23 ft 0.8 ft 10.46 ft/s 2.06 3 lbs/ft2 1.07(SFL)
Substrate
https://ecmds.com/project/156267/channel-analysis/243838/calculations 2/2

( ROLLMAXTM
ROLLED EROSION CONTROL
-1
Specification Sheet -t ' - A, --__16- _ - r MR§
- -
VMax° C350® Turf Reinforcement Mat • • .R T '� '
tit. .0- : jigati L
DESCRIPTION Index Property Test Method Typical
The composite turf reinforcement mat(C-TRM)shall be a
machine-produced mat of 100%coconut fiber matrix incorporated Thickness ASTM D6525 0.73 in.
(18.54 mm)
into permanent three-dimensional turf reinforcement matting.
The matrix shall be evenly distributed across the entire width Resiliency ASTM D6524 90%
of the matting and stitch bonded between super heavy duty Density ASTM D792 0.917 g/cm3
UV-stabilized nettings with 0.50 x 0.50 in.(1.27 x 1.27 cm)
openings,an ultra heavy duty UV-stabilized,dramatically Mass/Unit Area ASTM D6566 18.36 oz/sy
corrugated(crimped)intermediate netting with 0.5 x 0.5 in. (624g/sm)
(1.27 x 1.27 cm)openings,and covered by a super heavy duty UV Stability ASTM D4355/ 80%
UV-stabilized nettings with 0.50 x 0.50 in.(1.27 x 1.27 cm) 1000 HR
openings.The middle corrugated netting shall form prominent Porosity ECTC Guidelines 99%
closely spaced ridges across the entire width of the mat.The
three nettings shall be stitched together on 1.50 in.(3.81 cm) Stiffness ASTM D1388 0.24 in.-lb
centers with UV-stabilized polypropylene thread to form (275990 mg-cm)
permanent three-dimensional turf reinforcement matting. Light Penetration ASTM D6567 7.2%
All mats shall be manufactured with colored thread stitched
along both outer edges as an overlap guide for adjacent mats. Tensile Strength-MD ASTM D6818 585.8 lbs/ft
(8.70 kN/m)
The C350 shall meet Type 5A, B and C specification requirements Elongation MD ASTM D6818 45.3%
established by the Erosion Control Technology Council(ECTC)and
Federal Highway Administration's(FHWA)FP-03 Section 713.18. Tensile Strength-TO ASTM D6818 687.6 lbs/ft
(10.20 kN/m)
Material Content Elongation-TD ASTM D6818 19.5%
0.51b/sy Biomass Improvement ASTM D7322 380%
Matrix 100%Coconut Fiber (0.27 kg/sm)
Top and Bottom,UV-Stabilized 8 lb/1000 sf
Netting Polypropylene (3.91 I<g/1oo sm) 11, Design Permissible Shear Stres ,
Middle,Corrugated UV-Stabilized 24 lb/1000 sf
Polypropylene (11.7 kg/100 sm) Short Duration Long Duration
Thread Polypropylene,UV Stable Phase 1 Unvegetated 3.2 psf(153 Pa) 3.0 psf(144 Pa)
Phase 2 Partially Veg. 10.0 psf(480 Pa) 10.0 psf(480 Pa)
Standard Roll Sizes Phase 3 Fully Veg. 12.0 psf(576 Pa) 10.0 psf(480 Pa)
Width 6.5 ft(2.0 m) 8 ft(2.44 m) Unvegetated Velocity 10.5 fps(3.2 m/s)
Length 55.5 ft(16.9 m) 90 ft(27.4 m) Vegetated Velocity 20 fps(6.0 m/s)
Weight 10% 37 lbs(16.8 kg) 74 lbs(33.6 kg)
Thread 40 sy(33.4 sm) 80 sy(66.8 sm)

Slope Design Data: C Factors Roughness Coefficients-Unveg.
Slope Gradients(S) Flow Depth Manning's n
Slope Length(L) <_3:1 3:1-2:1 >_2:1 <0.50 ft(0.15 m) 0.041
<_20 ft(6 m) 0.0005 0.015 0.043 0.50-2.0 ft 0.040-0.013
20-50 ft 0.018 0.031 0.050 >_2.0 ft(0.60 m) 0.012
->50 ft(15.2 m) 0.035 0.047 0.057
Western Green 02019,North American Green is a registered trademark from Western Green.Certain
NORTH4609 E.Boonville-New Harmony Rd. products and/or applications described or illustrated herein are protected under one or
Evansville,IN 47725 more U.S.patents.Other U.S.patents are pending,and certain foreign patents and
AME RI CAN patent applications may also exist.Trademark rights also apply as indicated herein.Final
determination of the suitability of any information or material for the use contemplated,
GREEN 800-7 2-20 l and its manner of use,is the sole responsibility of the user.Printed in the U.S.A.
800-772-2040
E C_M P D S_V M X_C 3 5 0_1.19

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