SW3200101_Design Calculations_20220216

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STORMWATER MANAGEMENT REPORT
FOR:
CRESSWIND WESLEY CHAPEL - PHASE 01
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A
049480
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WESLEY CHAPEL, NC
PREPARED FOR:
KOLTER SIGNATURE HOMES, LLC
7i
THOMAS
a HUTTON
ENGINEERING
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No F-0871
OF 00\
"I'll"11/1,1111111111"00 J - #2 7842.0001
DECEMBER 18, 2019
LATEST REVISION: DECEMBER 8, 2021
Prepared by:
THOMAS Sc HUTTON

STORMWATER MANAGEMENT REPORT
Cresswind Wesley Chapel - Phase 01
Project: Cresswind Wesley Chapel - Phase 01
T&H Job Number: J-27842.0001
Location: Potter Road
Wesley Chapel, NC 28173
Date Prepared: December 18, 2019
Owner: Kolter Signature Homes, LLC
Owner Address: 8913 Silver Springs Court Drive
Charlotte, NC 28215
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
Section3 - Purpose...........................................................................................................................
Page 4
Section 4 - Regulatory Summary ....................................................................................................
Page 5
Section5 - Methodology.................................................................................................................Page
5
Section6 - Hydrology.......................................................................................................................
Page 6
Section 7 - Runoff Calculations......................................................................................................Page
6
Section 8 - Existing Conditions........................................................................................................
Page 8
Section 9 - Post Development Conditions.....................................................................................Page
8
APPENDICES
ProjectMapping......................................................................................................................
Appendix A
Aerial Location Map..........................................................................................................
Exhibit A
FEMAMap...........................................................................................................................
Exhibit B
WetlandsMap....................................................................................................................
Exhibit D
SoilsMap..............................................................................................................................
Exhibit E
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
H THOMAS & HUTTON
Page 2

SECTION 1 - SUMMARY OF RESULTS
Table 1 - Pre Development Runoff Rates
TABLE 1
Summary of Results - Existing Conditions
Storm Event
Outfall
01
Outfall
02
Outfall
03
Outfall
04
Outfall
05
Outfall
06
Combined
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
2-year
17
22
3
3
5
9
59
10-Year
35
58
8
8
13
23
145
25-Year
45
80
11
11
18
31
195
50-Year
54
100
13
13
23
39
242
100-Year
62
117
15
15
27
45
281
Table 2- Post Development Runoff Rates
TABLE 1
Summary of Results - Proposed Conditions
Storm Event
Outfall
01
Outfall
02
Outfall
03
Outfall
04
Combined
cfs
cfs
cfs
cfs
cfs
2-year
1
16
2
3
22
10-Year
4
55
4
5
71
25-Year
7
86
6
7
106
50-Year
13
136
7
9
165
100-Year
20
260
8
10
298
H THOMAS & HUTTON
Page 3

SECTION 2 - PROJECT NARRATIVE
Cresswind is a residential subdivision within Wesley Chapel, North Carolina. Phase 1 consists of
approximately 137 single family detached units. The site is located in Union County along Potter
Road, north of Newtown Road and south of Weddington Road.
The majority of the site is currently wooded with an understory of brush. Pre -development run-
off is discharged into an existing wetland system and FEMA Floodplain. 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 predevelopment runoff rates to the post
development runoff rates as shown in the summary at the beginning of this report. The pre -
development basins SUB-01 and SUB-02 will be routed through two wet detention ponds during
post development conditions and outfall into the existing wetlands and floodplain.
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 ponds and associated
drainage pipes and structures can be found in the appendices of this report.
The soils on this site consist of type B and C 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.
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 all proposed ponds.
d. Demonstrate that all culverts are of adequate size for drainage under post -
development conditions.
e. 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.
• 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.
H THOMAS & HUTTON
Page 4

SECTION 4 - REGULATORY SUMMARY
NCDEQ - Stormwater
The North Carolina Department of Environmental Quality (NCDEQ) is responsible for
administering the storm water management program.
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 10 and 25-year storms events. 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.
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
H THOMAS & HUTTON
Page 5

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 intensity used for each storm event was obtained from rainfall data publicly
available for Union County, NC. The following design storms are used in the model
simulations:
- 2-year, 6-hour Design Storm =
3.50 inches
- 10-year, 6-hour Design Storm =
5.20 inches
- 25-year, 6-hour Design Storm =
6.10 inches
- 50-year, 6-hour Design Storm =
6.90 inches
- 100-year, 6-hour Design Storm=
7.50 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:
- Badin channery silty clay loam, 2 to 8 percent slopes (BdB2) - HSG C
- Badin channery silty clay loam, 8 to 15 percent slopes (BdD2) - HSG C
- Chewacla silt loam, 0 to 2 percent slopes (ChA) - HSG B/D
- Goldstone-Badin complex (GsC), 8 to 15 percent slopes - HSG C
- Tarrus gravelly silty clay loam, 2 to 8 percent slopes (TbB2) - HSG B
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 Union County, NC provided by The United
H THOMAS & HUTTON
Page 6

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)
_ 0.007(nL)a$
t1-Pz 0.05XS
0.4
Shallow Concentrated Flow: (hr)
L
_
tZ 3600 X V
Channel Flow: (hr)
L
_
t3 3600 X V
Time of Concentration: (hr)
t, = t1 + tZ + t3
Symbol
Dimension
Units
n
Manning's n
--
L
Length of flow
ft
P2
2 yr event
rainfall
in
S
Slope
ft/ft
Symbol
Dimension
Units
L
Length of flow
ft
V*
Velocity
ft/s
*Based on TR-55 velocity -slope relationship
Symbol
Dimension
Units
L
Length of flow
ft
V*
Velocity
ft/s
*Assumed to be 2 ft/s
Appendices C and E with time of concentration information are attached.
Mr.
THOMAS & HUTTON
Page 7

SECTION 8 - EXISTING CONDITIONS
The total acreage of the drainage basins analyzed in the stormwater calculations is
approximately 58 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 consists
predominantly of woods with an understory of brush.
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. Outfall "01 " and Outfall "02" discharge into an existing wetland (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 58 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 2-yr, 10-yr, and 25-yr storm events. See Appendices B
through H 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, the site will consist of approximately 137 single family lots, public roads, private
driveways, and stormwater management features such as drainage swales and stormwater
detention ponds. Stormwater runoff from site will be conveyed to two proposed wet detention
ponds. The detention ponds will meet NCDEQ pre- and post -development flows and meet
freeboard requirements for the ten (10) year, twenty-five (25) year, and fifty (50) year storm events.
The proposed detention ponds were 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 two (2) year, ten (10) year, twenty-five (25) year, and
fifty (50) year storm events both ponds.
H THOMAS & HUTTON

Table 3 - Wet Detention Pond 01
Bottom of Pond = 571.00
Crest of Emergency Spillway = 579.00
Top of Embankment = 580.00
Wet Detention Pond 01
Storm Event
Max Elevation
(ft)
10-Year
578.14
25-Year
578.57
50-Year
578.93
Table 4 - Wet Detention Pond 02
Bottom of Pond = 582.00
Crest of Emergency Spillway = 591.25
Top of Embankment = 592.00
Wet Detention Pond 02
Storm Event
Max Elevation
(ft)
10-Year
590.64
25-Year
591.37
50-Year
1 591.76
H THOMAS & HUTTON
Page 9

Table 5 - Stage - Storage Chart - Pond 01
Elevation/
Stage (ft)
Orifice 01
2.00 inches
575.00 inv.
Weir 01
24 inches
577.50 inv.
CS Rim
54" Length
54" Width
578.50 inv.
Outlet Pipe
30" dia.
60 length
571.00 inv.
Emergency
Spillway 01
20 ft
579.00 inv.
Total Q at
Outfall
(cfs)
576
0.10
0.00
0.00
.10
0.00
0.10
577
0.15
0.00
0.00
.15
0.00
0.15
578
0.18
2.24
0.00
2.42
0.00
2.42
579
0.21
8.48
5.65
14.34
0.00
14.34
580
0.24
11.99
29.34
41.57
68.45
110.02
Table 6 - Stage - Storage Chart - Pond 02
Elevation/
Stage (ft)
Orifice 02
4.00 inches
586.00 inv.
Weir 02
48 inches
587.75 inv.
CS Rim
54" Length
54" Width
589.25 inv.
Outlet Pipe
36" dia.
58 length
582.00 inv.
Emergency
Spillway 02
30 ft
591.25 inv.
Total Q
at Outfall
(cfs)
587
0.39
0.00
0.00
0.39
0.00
0.39
588
0.58
1.64
0.00
2.22
0.00
2.22
589
0.72
15.50
0.00
16.22
0.00
16.22
590
0.84
23.67
10.38
34.89
0.00
34.89
591
0.95
29.68
37.00
67.63
0.00
67.63
592
1.04
34.65
72.88
108.57
65.76
174.33
H THOMAS & HUTTON
Page 10

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 01
APPENDIX A
PROJECT MAPPING
27842.0001
Fq THOMAS Sc HUTTON

This map was created using geothinQ I www.geothinQ.com I Mapping Smart Land Decisions

This map was created using geothinQ I www.geothinQ.com I Mapping Smart Land Decisions

National Flood Hazard Layer FIRMette
FEMA Legend
34°59'37.26"N
0 250 500 1,000 1,500 2,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A. V. A99
SPECIAL FLOOD With BFE or Depth zone AE, AD, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2%Annual Chance Flood Hazard, Areas
of 1%annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
wI Future Conditions 1%Annual
Chance Flood Hazard zone x
pr Area with Reduced Flood Risk due to
ITHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD FA d' Area with Flood Risk due to Leveezono D
NO SCREEN Area of Minimal Flood Hazard zone x
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone D
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIIII Levee, Dike, or Floodwall
e xo.s Cross Sections with 1%Annual Chance
17•5 Water Surface Elevation
o- — — Coastal Transect
,.., 613•-.,,,.. Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available N
No Digital Data Available
MAP PANELS ® Unmapped
9 The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 12/9/2019 at 2:36:05 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

National Flood Hazard Layer FIRMette
O FEMA
Legend
34°59'33.10"N
0 250 500 1,000 1,500 2,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth Zone AE, AD, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2%Annual Chance Flood Hazard, Areas
of 1%annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
wI Future Conditions 1%Annual
Chance Flood Hazard zone x
pr Area with Reduced Flood Risk due to
ITHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD FA d' Area with Flood Risk due to Leveezono D
NO SCREEN Area of Minimal Flood Hazard zone x
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone D
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
e xo.s Cross Sections with 1%Annual Chance
17•5 Water Surface Elevation
o- — — Coastal Transect
—513— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available N
No Digital Data Available
MAP PANELS ® Unmapped
9 The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 12/9/2019 at 2:06:16 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

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Hydrologic Soil Group —Union County, North Carolina
(27842)
M
529500 529600 529700 529800 529900 530000
530100 530200 530300 530400 530500 530MO 530700 53MM
530900 531000 531100 531200
34° 59' 42' N
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34° 59' 4" N
34° 59' 4" N
529500 529600 529700 529800 529900 530000
530100 530200 530300 530400 530500 530600 530700 530800
530900 531000 531100 531200
Map Scale: 1:8,190 if printed on A landscape (11" x 8.5") sheet.
Meters
$
N 0 100 200 400
E00
$
Feet
0 350 700 1400
2100
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
usoA
Natural Resources
Web Soil Survey
3/5/2020
Conservation Service
National Cooperative Soil Survey
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
(27842)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 19, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 3/5/2020
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
►ze.]I%
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BdB2
Badin channery silty
C
14.8
18.2%
clay loam, 2 to 8
percent slopes,
moderately eroded
BdC2
Badin channery silty
C
4.3
5.2%
clay loam, 8 to 15
percent slopes,
moderately eroded
ChA
Chewacla silt loam, 0 to
B/D
11.9
14.7%
2 percent slopes,
frequently flooded
GsC
Goldston-Badin
D
0.0
0.1 %
complex, 8 to 15
percent slopes
TbB2
Tarrus gravelly silty clay
B
50.2
61.8%
loam, 2 to 8 percent
slopes, moderately
eroded
Totals for Area of Interest
81.1
100.0%
USDA Natural Resources Web Soil Survey 3/5/2020
Conservation Service National Cooperative Soil Survey Page 3 of 4

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 01
PRE DEVELOPMENT
DRAINAGE MAP
27842.0001
Fq THOMAS Sc HUTTON

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1 I 1 1 / �) \ \ I J I l I I I I I I) 1 I \ i / / j/ / j // /// / // / / // / // /J !I I (\ \\\ \\ \ // — 1 ) ) I I I (>) i / \ J \ 1 ) / / 1 \ \ ( (� 1 �I \ 1 \ \ \ \ \ O / /J f \ o r r / n �j" �� i� / / \ JOB NO: J-27842.0001 DATE: 02/25/2020
\ \ DRAWN: DAC SCALE: 1"= 150'
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\ \ \ REVIEWED: MSK SHEET: N/A

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 01
APPENDIX C
PRE DEVELOPMENT CONDITIONS
DRAINAGE CALCULATIONS
A THOMAS Sc HUTTON

27842.0001
CRESSWIND WESLEY CHAPEL - PHASE 01
PRE -DEVELOPMENT BASINS MODEL

Pre Developed - 002 Year
Project Description
File Name ...................................................
27842.0001 - Pre-Development.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 .
Dec 03, 2019
00:00:00
End Analysis On .
Dec 04, 2019
00:00:00
Start Reporting On .
Dec 03, 2019
00:00:00
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
6
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 Time Series TS-002
Intensity
inches North Carolina Union 2 3.50 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
11.82
0.00
74.31
3.50
126
14.88
16.98
0 00:1727
2 Sub-02
32.98
0.00
65.49
3.50
0.78
25.56
22.47
0 0022:48
3 Sub-03
4.40
0.00
65.00
3.50
0.75
3.31
2.87
0 0022:53
4 Sub-04
4.00
0.00
65.00
3.50
0.75
3.01
2.86
0 00-19-39
5 Sub-05
6.70
0.00
65.00
3.50
0.75
5.04
4.98
0 00-18-19
6 Sub-06
11.15
0.00
65.00
3.50
0.75
8.39
8.50
0 00:1727

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) (ft') (cfs) (ft)
(ft)
(ft) (days hh:mm)
(ac-in) (min)
1 Out-01
Outfall
571.00
0.00 0.00
2 Out-02
Outfall
580.00
0.00 0.00
3 Out-03
Outfall
632.00
0.00 0.00
4 Out-04
Outfall
616.00
0.00 0.00
5 Out-05
Outfall
619.00
0.00 0.00
6 Out-06
Outfall
597.00
0.00 0.00

Pre Developed - 002 Year
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area(ac)------------------------------------------------------------------------
11-82
Peak Rate Factor----------------------------------------------------------
0-00
Weighted Curve Number -----------------------------------------------
74-31
Rain Gage ID .
Rain Gage-001
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
1-82
B 65-00
Woods & grass combination, Fair
10-00
C 76-00
Composite Area & Weighted CN
11-82
74-31
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0-007 * ((n * Lf)AO-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 (W)
Wp
= Wetted Perimeter (ft)
V =
Velocity (ft/sec)
Sf =
Slope (ft/ft)
n =
Manning's roughness

Pre Developed - 002 Year
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------17-46
Subbasin Runoff Results
Flowpath
A
Flowpath Flowpath
B C
0-4
0-00
0-00
100
0-00
0-00
3
0-00
0-00
3-50
0-00
0-00
0-10
0-00
0-00
17-46
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 3-50
Total Runoff (in)------------------------------------------------------------- 126
Peak Runoff (cfs)----------------------------------------------------------- 16-98
Weighted Curve Number ----------------------------------------------- 74-31
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-01
Pre Developed - 002 Year
17
16
15
14
13
12
11
_ 10
N
v 9
0 8
7
6
5
4
3
2
1
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-02
Pre Developed - 002 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 32-98
------------------------------------------- 0-00
------------------------------------------- 65-49
Rain Gage-001
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
31-51
B 65-00
Woods & grass combination, Fair
1-47
C 76-00
Composite Area & Weighted CN
32-98
65-49
Time of Concentration
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-81
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
0.4
0-00
0-00
100
0-00
0-00
8
0-00
0-00
3-50
0-00
0-00
0-14
0-00
0-00
11-79
0-00
0-00
Flowpath
Flowpath
Flowpath
A
B
C
1844
0-00
0-00
3
0-00
0-00
Unpaved
Unpaved
Unpaved
2-79
0-00
0-00
11-02
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 3-50
Total Runoff (in)------------------------------------------------------------- 0-78
Peak Runoff (cfs)----------------------------------------------------------- 22-47
Weighted Curve Number ----------------------------------------------- 65-49
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:49

Subbasin : Sub-02
Pre Developed - 002 Year
24
23
22
21
20
19
18
17
16
15
14
N
13
v 12
0
11
10
9
8
7
6
5
4
3
2
1
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-03
Pre Developed - 002 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-40
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-40 B 65-00
Composite Area & Weighted CN 4-40 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
0-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
2
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-08
0-00 0-00
Computed Flow Time (min) :
20-53
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-89
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
394
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
2-35
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 3-50
Total Runoff (in)------------------------------------------------------------- 0-75
Peak Runoff (cfs)----------------------------------------------------------- 2-87
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:53

Subbasin : Sub-03
Pre Developed - 002 Year
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
1.7
1.6
0 1.5
� 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
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-04
Pre Developed - 002 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-00
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-00 B 65-00
Composite Area & Weighted CN 4-00 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Channel Flow Computations
Manning's Roughness:
Flow Length (ft)
Channel Slope (%) :
Cross Section Area (ft2) :
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------19-66
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
03
0-00
0-00
600
0-00
0-00
3
0-00
0-00
1-97
0-00
0-00
5-12
0-00
0-00
4-55
0-00
0-00
220
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 3-50
Total Runoff (in)------------------------------------------------------------- 0-75
Peak Runoff (cfs)----------------------------------------------------------- 2-86
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00-19-40

Subbasin : Sub-04
Pre Developed - 002 Year
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
_ 1.7
N 1.6
15
0 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
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-05
Pre Developed - 002 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 6-70
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 6-70 B 65-00
Composite Area & Weighted CN 6-70 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
5
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-12
0-00 0-00
Computed Flow Time (min) :
1423
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)------------------18-33
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
686
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
4-10
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 3-50
Total Runoff (in)------------------------------------------------------------- 0-75
Peak Runoff (cfs)----------------------------------------------------------- 4-98
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1820

Subbasin : Sub-05
Pre Developed - 002 Year
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
N
2.8
0
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Pre Developed - 002 Year
Subbasin : Sub-06
Input Data
Area(ac)------------------------------------------------------------------------ 11-15
Peak Rate Factor---------------------------------------------------------- 0-00
Weighted Curve Number ----------------------------------------------- 65-00
Rain Gage ID - Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 11-15 B 65-00
Composite Area & Weighted CN 11-15 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Total TOC (min)------------------17-46
Subbasin Runoff Results
Total Rainfall (in)----------------------------------------------------------- 3-50
Total Runoff (in)------------------------------------------------------------- 0-75
Peak Runoff (cfs)----------------------------------------------------------- 8-50
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-06
Pre Developed - 002 Year
9
8.5
8
7.5
7
6.5
6
55
N 5
L�
4.5
O
C
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Pre Developed - 010 Year
Project Description
File Name ...................................................
27842.0001 - Pre-Development.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 .
Dec 03, 2019
00:00:00
End Analysis On .
Dec 04, 2019
00:00:00
Start Reporting On .
Dec 03, 2019
00:00:00
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
6
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 Time Series TS-010
Intensity
inches North Carolina Union 10 520 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
11.82
0.00
74.31
520
2.55
30.15
35.32
0 00:1727
2 Sub-02
32.98
0.00
65.49
520
1.83
6022
59.75
0 0022:48
3 Sub-03
4.40
0.00
65.00
520
1.79
7.87
7.77
0 0022:53
4 Sub-04
4.00
0.00
65.00
520
1.79
7.15
7.65
0 00-19-39
5 Sub-05
6.70
0.00
65.00
520
1.79
11.98
1328
0 00-18-19
6 Sub-06
11.15
0.00
65.00
520
1.79
1994.
22.62
0 00:1727

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) (ft') (cfs) (ft)
(ft)
(ft) (days hh:mm)
(ac-in) (min)
1 Out-01
Outfall
571.00
0.00 0.00
2 Out-02
Outfall
580.00
0.00 0.00
3 Out-03
Outfall
632.00
0.00 0.00
4 Out-04
Outfall
616.00
0.00 0.00
5 Out-05
Outfall
619.00
0.00 0.00
6 Out-06
Outfall
597.00
0.00 0.00

Pre Developed - 010 Year
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area(ac)------------------------------------------------------------------------
11-82
Peak Rate Factor----------------------------------------------------------
0-00
Weighted Curve Number -----------------------------------------------
74-31
Rain Gage ID .
Rain Gage-001
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
1-82
B 65-00
Woods & grass combination, Fair
10-00
C 76-00
Composite Area & Weighted CN
11-82
74-31
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0-007 * ((n * Lf)AO-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 (W)
Wp
= Wetted Perimeter (ft)
V =
Velocity (ft/sec)
Sf =
Slope (ft/ft)
n =
Manning's roughness

Pre Developed - 010 Year
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------17-46
Subbasin Runoff Results
Flowpath
A
Flowpath Flowpath
B C
0-4
0-00
0-00
100
0-00
0-00
3
0-00
0-00
3-50
0-00
0-00
0-10
0-00
0-00
17-46
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 520
Total Runoff (in)------------------------------------------------------------- 2-55
Peak Runoff (cfs)----------------------------------------------------------- 35-32
Weighted Curve Number ----------------------------------------------- 74-31
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-01
Pre Developed - 010 Year
36
34
32
30
28
26
24
22
N 20
v 18
0
16
14
12
10
8
6
4
2
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-02
Pre Developed - 010 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 32-98
------------------------------------------- 0-00
------------------------------------------- 65-49
Rain Gage-001
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
31-51
B 65-00
Woods & grass combination, Fair
1-47
C 76-00
Composite Area & Weighted CN
32-98
65-49
Time of Concentration
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-81
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
0.4
0-00
0-00
100
0-00
0-00
8
0-00
0-00
3-50
0-00
0-00
0-14
0-00
0-00
11-79
0-00
0-00
Flowpath
Flowpath
Flowpath
A
B
C
1844
0-00
0-00
3
0-00
0-00
Unpaved
Unpaved
Unpaved
2-79
0-00
0-00
11-02
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 520
Total Runoff (in)------------------------------------------------------------- 1-83
Peak Runoff (cfs)----------------------------------------------------------- 59-75
Weighted Curve Number ----------------------------------------------- 65-49
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:49

Subbasin : Sub-02
Pre Developed - 010 Year
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
0 30
� 28
26
24
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-03
Pre Developed - 010 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-40
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-40 B 65-00
Composite Area & Weighted CN 4-40 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
0-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
2
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-08
0-00 0-00
Computed Flow Time (min) :
20-53
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-89
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
394
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
2-35
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 520
Total Runoff (in)------------------------------------------------------------- 1-79
Peak Runoff (cfs)----------------------------------------------------------- 7-77
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:53

Subbasin : Sub-03
Pre Developed - 010 Year
8.5
8
7.5
7
6.5
6
5.5
_ 5
N
4.5
0 4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
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]

Subbasin : Sub-04
Pre Developed - 010 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-00
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-00 B 65-00
Composite Area & Weighted CN 4-00 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Channel Flow Computations
Manning's Roughness:
Flow Length (ft)
Channel Slope (%) :
Cross Section Area (ft2) :
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------19-66
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
03
0-00
0-00
600
0-00
0-00
3
0-00
0-00
1-97
0-00
0-00
5-12
0-00
0-00
4-55
0-00
0-00
220
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 520
Total Runoff (in)------------------------------------------------------------- 1-79
Peak Runoff (cfs)----------------------------------------------------------- 7-65
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00-19-40

Subbasin : Sub-04
Pre Developed - 010 Year
s
7.5
7
6.6
6
5.5
_ 5
N
v 4.5
0 4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-05
Pre Developed - 010 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 6-70
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 6-70 B 65-00
Composite Area & Weighted CN 6-70 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
5
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-12
0-00 0-00
Computed Flow Time (min) :
1423
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)------------------18-33
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
686
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
4-10
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 520
Total Runoff (in)------------------------------------------------------------- 1-79
Peak Runoff (cfs)----------------------------------------------------------- 1328
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1820

Subbasin : Sub-05
Pre Developed - 010 Year
14
13.5
13
12.5
12
11.5
11
10.5
10
9.5
9
8.6
N 8
7.5
-� 7
O
6.6
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
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)------------------------------------------------------------------------ 11-15
Peak Rate Factor---------------------------------------------------------- 0-00
Weighted Curve Number ----------------------------------------------- 65-00
Rain Gage ID - Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 11-15 B 65-00
Composite Area & Weighted CN 11-15 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Total TOC (min)------------------17-46
Subbasin Runoff Results
Total Rainfall (in)----------------------------------------------------------- 520
Total Runoff (in)------------------------------------------------------------- 1-79
Peak Runoff (cfs)----------------------------------------------------------- 22-62
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-06
Pre Developed - 010 Year
24
23
22
21
20
19
18
17
16
15
14
N
13
w 12
0
11
10
9
8
7
6
5
4
3
2
1
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Pre Developed - 025 Year
Project Description
File Name ...................................................
27842.0001 - Pre-Development.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 .
Dec 03, 2019
00:00:00
End Analysis On .
Dec 04, 2019
00:00:00
Start Reporting On .
Dec 03, 2019
00:00:00
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
6
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 Time Series TS-025
Intensity
inches North Carolina Union 25 6.10 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
11.82
0.00
74.31
6.10
3.30
38.99
45.66
0 00:1727
2 Sub-02
32.98
0.00
65.49
6.10
2.47
81.39
8224
0 0022:48
3 Sub-03
4.40
0.00
65.00
6.10
2.42
10.67
10.76
0 0022:53
4 Sub-04
4.00
0.00
65.00
6.10
2.42
9.70
10.59
0 00-19-39
5 Sub-05
6.70
0.00
65.00
6.10
2.42
1624
18.35
0 00-18-19
6 Sub-06
11.15
0.00
65.00
6.10
2.42
27.03
3124
0 00:1727

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) (ft') (cfs) (ft)
(ft)
(ft) (days hh:mm)
(ac-in) (min)
1 Out-01
Outfall
571.00
0.00 0.00
2 Out-02
Outfall
580.00
0.00 0.00
3 Out-03
Outfall
632.00
0.00 0.00
4 Out-04
Outfall
616.00
0.00 0.00
5 Out-05
Outfall
619.00
0.00 0.00
6 Out-06
Outfall
597.00
0.00 0.00

Pre Developed - 025 Year
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area(ac)------------------------------------------------------------------------
11-82
Peak Rate Factor----------------------------------------------------------
0-00
Weighted Curve Number -----------------------------------------------
74-31
Rain Gage ID .
Rain Gage-001
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
1-82
B 65-00
Woods & grass combination, Fair
10-00
C 76-00
Composite Area & Weighted CN
11-82
74-31
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0-007 * ((n * Lf)AO-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 (W)
Wp
= Wetted Perimeter (ft)
V =
Velocity (ft/sec)
Sf =
Slope (ft/ft)
n =
Manning's roughness

Pre Developed - 025 Year
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------17-46
Subbasin Runoff Results
Flowpath
A
Flowpath Flowpath
B C
0-4
0-00
0-00
100
0-00
0-00
3
0-00
0-00
3-50
0-00
0-00
0-10
0-00
0-00
17-46
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 6-10
Total Runoff (in)------------------------------------------------------------- 3-30
Peak Runoff (cfs)----------------------------------------------------------- 45-66
Weighted Curve Number ----------------------------------------------- 74-31
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-01
Pre Developed - 025 Year
46
44
42
40
38
36
34
32
30
28
N 26
-- 24
0 22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
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]

Subbasin : Sub-02
Pre Developed - 025 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number....
Rain Gage ID .
Composite Curve Number
------------------------------------------- 32.98
------------------------------------------- 0.00
------------------------------------------- 65.49
Rain Gage-001
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
31.51
B 65.00
Woods & grass combination, Fair
1.47
C 76.00
Composite Area & Weighted CN
32.98
65.49
Time of Concentration
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min) ------------------
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
0.4
0.00
0.00
100
0.00
0.00
8
0.00
0.00
3.50
0.00
0.00
0.14
0.00
0.00
11.79
0.00
0.00
Flowpath
Flowpath
Flowpath
A
B
C
1844
0.00
0.00
3
0.00
0.00
Unpaved
Unpaved
Unpaved
2.79
0.00
0.00
11.02
0.00
0.00
Total Rainfall (in)----------------------------------------------------------- 6.10
Total Runoff (in)------------------------------------------------------------- 2.47
Peak Runoff (cfs)----------------------------------------------------------- 82.24
Weighted Curve Number----------------------------------------------- 65.49
Time of Concentration (days hh:mm:ss)------------------------ 0002249

Subbasin : Sub-02
Pre Developed - 025 Year
85
80
75
70
66
60
55
_ 50
N
v 45
40
35
30
25
20
15
10
5
Runoff Hydrograph
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]

Subbasin : Sub-03
Pre Developed - 025 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-40
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-40 B 65-00
Composite Area & Weighted CN 4-40 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
0-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
2
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-08
0-00 0-00
Computed Flow Time (min) :
20-53
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-89
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
394
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
2-35
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 6-10
Total Runoff (in)------------------------------------------------------------- 2-42
Peak Runoff (cfs)----------------------------------------------------------- 10-76
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:53

Subbasin : Sub-03
Pre Developed - 025 Year
11
10.5
10
9.5
9
8.6
8
7.5
7
_ 6.5
N
� 6
0
5.5
5
4.6
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
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]

Subbasin : Sub-04
Pre Developed - 025 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-00
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-00 B 65-00
Composite Area & Weighted CN 4-00 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Channel Flow Computations
Manning's Roughness:
Flow Length (ft)
Channel Slope (%) :
Cross Section Area (ft2) :
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------19-66
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
03
0-00
0-00
600
0-00
0-00
3
0-00
0-00
1-97
0-00
0-00
5-12
0-00
0-00
4-55
0-00
0-00
220
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 6-10
Total Runoff (in)------------------------------------------------------------- 2-42
Peak Runoff (cfs)----------------------------------------------------------- 10-59
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00-19-40

Subbasin : Sub-04
Pre Developed - 025 Year
ism
10.5
10
9.6
9
8.5
8
7.5
7
N 6.5
-- 6
0 55
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
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]

Subbasin : Sub-05
Pre Developed - 025 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 6-70
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 6-70 B 65-00
Composite Area & Weighted CN 6-70 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
5
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-12
0-00 0-00
Computed Flow Time (min) :
1423
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)------------------18-33
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
686
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
4-10
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 6-10
Total Runoff (in)------------------------------------------------------------- 2-42
Peak Runoff (cfs)----------------------------------------------------------- 18-35
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1820

Subbasin : Sub-05
Pre Developed - 025 Year
20
19
18
17
16
15
14
13
12
N 11
w 10
0
9
8
7
6
5
4
3
2
1
Runoff Hydrograph
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)------------------------------------------------------------------------ 11-15
Peak Rate Factor---------------------------------------------------------- 0-00
Weighted Curve Number ----------------------------------------------- 65-00
Rain Gage ID - Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 11-15 B 65-00
Composite Area & Weighted CN 11-15 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Total TOC (min)------------------17-46
Subbasin Runoff Results
Total Rainfall (in)----------------------------------------------------------- 6-10
Total Runoff (in)------------------------------------------------------------- 2-42
Peak Runoff (cfs)----------------------------------------------------------- 3124
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-06
Pre Developed - 025 Year
34
32
30
28
26
24
22
_ 20
N
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
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 ...................................................
27842.0001 - Pre-Development.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 .
Dec 03, 2019
00:00:00
End Analysis On .
Dec 04, 2019
00:00:00
Start Reporting On .
Dec 03, 2019
00:00:00
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
6
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 Time Series TS-050
Intensity
inches North Carolina Union 50 6.90 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
11.82
0.00
74.31
6.90
3.99
47.12
55.06
0 00:1727
2 Sub-02
32.98
0.00
65.49
6.90
3.08
101.41
103.38
0 0022:48
3 Sub-03
4.40
0.00
65.00
6.90
3.03
13.31
13.57
0 0022:53
4 Sub-04
4.00
0.00
65.00
6.90
3.03
12.10
13.33
0 00-19-39
5 Sub-05
6.70
0.00
65.00
6.90
3.03
2027
23.09
0 00-18-19
6 Sub-06
11.15
0.00
65.00
6.90
3.03
33.73
3927
0 00:1727

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) (ft') (cfs) (ft)
(ft)
(ft) (days hh:mm)
(ac-in) (min)
1 Out-01
Outfall
571.00
0.00 0.00
2 Out-02
Outfall
580.00
0.00 0.00
3 Out-03
Outfall
632.00
0.00 0.00
4 Out-04
Outfall
616.00
0.00 0.00
5 Out-05
Outfall
619.00
0.00 0.00
6 Out-06
Outfall
597.00
0.00 0.00

Pre Developed - 050 Year
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area(ac)------------------------------------------------------------------------
11-82
Peak Rate Factor----------------------------------------------------------
0-00
Weighted Curve Number -----------------------------------------------
74-31
Rain Gage ID .
Rain Gage-001
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
1-82
B 65-00
Woods & grass combination, Fair
10-00
C 76-00
Composite Area & Weighted CN
11-82
74-31
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0-007 * ((n * Lf)AO-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 (W)
Wp
= Wetted Perimeter (ft)
V =
Velocity (ft/sec)
Sf =
Slope (ft/ft)
n =
Manning's roughness

Pre Developed - 050 Year
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------17-46
Subbasin Runoff Results
Flowpath
A
Flowpath Flowpath
B C
0-4
0-00
0-00
100
0-00
0-00
3
0-00
0-00
3-50
0-00
0-00
0-10
0-00
0-00
17-46
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 6-90
Total Runoff (in)------------------------------------------------------------- 3-99
Peak Runoff (cfs)----------------------------------------------------------- 55-06
Weighted Curve Number ----------------------------------------------- 74-31
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-01
Pre Developed - 050 Year
56
54
52
50
48
46
44
42
40
38
36
34
N 32
30
v 28
0
26
24
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
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]

Subbasin : Sub-02
Pre Developed - 050 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 32-98
------------------------------------------- 0-00
------------------------------------------- 65-49
Rain Gage-001
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
31-51
B 65-00
Woods & grass combination, Fair
1-47
C 76-00
Composite Area & Weighted CN
32-98
65-49
Time of Concentration
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-81
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
0.4
0-00
0-00
100
0-00
0-00
8
0-00
0-00
3-50
0-00
0-00
0-14
0-00
0-00
11-79
0-00
0-00
Flowpath
Flowpath
Flowpath
A
B
C
1844
0-00
0-00
3
0-00
0-00
Unpaved
Unpaved
Unpaved
2-79
0-00
0-00
11-02
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 6-90
Total Runoff (in)------------------------------------------------------------- 3-08
Peak Runoff (cfs)----------------------------------------------------------- 103-38
Weighted Curve Number ----------------------------------------------- 65-49
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:49

Subbasin : Sub-02
Pre Developed - 050 Year
110
106
100
95
90
85
80
75
70
_ 65
N
� 60
v 55
0
50
45
40
35
30
25
20
15
10
5
Runoff Hydrograph
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]

Subbasin : Sub-03
Pre Developed - 050 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-40
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-40 B 65-00
Composite Area & Weighted CN 4-40 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
0-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
2
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-08
0-00 0-00
Computed Flow Time (min) :
20-53
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-89
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
394
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
2-35
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 6-90
Total Runoff (in)------------------------------------------------------------- 3-03
Peak Runoff (cfs)----------------------------------------------------------- 13-57
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:53

Subbasin : Sub-03
Pre Developed - 050 Year
14
13.5
13
12.5
12
11.5
11
10.5
10
9.5
9
8.6
N 8
7.5
-� 7
O
6.6
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
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]

Subbasin : Sub-04
Pre Developed - 050 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-00
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-00 B 65-00
Composite Area & Weighted CN 4-00 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Channel Flow Computations
Manning's Roughness:
Flow Length (ft)
Channel Slope (%) :
Cross Section Area (ft2) :
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------19-66
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
03
0-00
0-00
600
0-00
0-00
3
0-00
0-00
1-97
0-00
0-00
5-12
0-00
0-00
4-55
0-00
0-00
220
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 6-90
Total Runoff (in)------------------------------------------------------------- 3-03
Peak Runoff (cfs)----------------------------------------------------------- 13-33
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00-19-40

Subbasin : Sub-04
Pre Developed - 050 Year
14
13.5
13
125
12
11.5
11
10.5
10
9.5
9
8.5
N 8
7.5
v 7
O
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
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]

Subbasin : Sub-05
Pre Developed - 050 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 6-70
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 6-70 B 65-00
Composite Area & Weighted CN 6-70 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
5
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-12
0-00 0-00
Computed Flow Time (min) :
1423
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)------------------18-33
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
686
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
4-10
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 6-90
Total Runoff (in)------------------------------------------------------------- 3-03
Peak Runoff (cfs)----------------------------------------------------------- 23-09
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1820

Subbasin : Sub-05
Pre Developed - 050 Year
25
24
23
22
21
20
19
18
17
16
15
N 14
13
12
11
10
9
8
7
6
5
4
3
2
1
Runoff Hydrograph
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)------------------------------------------------------------------------ 11-15
Peak Rate Factor---------------------------------------------------------- 0-00
Weighted Curve Number ----------------------------------------------- 65-00
Rain Gage ID - Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 11-15 B 65-00
Composite Area & Weighted CN 11-15 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Total TOC (min)------------------17-46
Subbasin Runoff Results
Total Rainfall (in)----------------------------------------------------------- 6-90
Total Runoff (in)------------------------------------------------------------- 3-03
Peak Runoff (cfs)----------------------------------------------------------- 3927
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-06
Pre Developed - 050 Year
42
40
38
36
34
32
30
28
26
N 24
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
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
Project Description
File Name ...................................................
27842.0001 - Pre-Development.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 .
Dec 03, 2019
00:00:00
End Analysis On .
Dec 04, 2019
00:00:00
Start Reporting On .
Dec 03, 2019
00:00:00
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
6
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 Time Series TS-100
Intensity
inches North Carolina Union 100 7.50 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
11.82
0.00
74.31
7.50
4.52
53.36
6224
0 00:1727
2 Sub-02
32.98
0.00
65.49
7.50
3.55
116.98
119.90
0 0022:48
3 Sub-03
4.40
0.00
65.00
7.50
3.49
15.37
15.77
0 0022:53
4 Sub-04
4.00
0.00
65.00
7.50
3.49
13.98
15.44
0 00-19-39
5 Sub-05
6.70
0.00
65.00
7.50
3.49
23.41
26.76
0 00-18-19
6 Sub-06
11.15
0.00
65.00
7.50
3.49
38.96
45.52
0 00:1727

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) (ft') (cfs) (ft)
(ft)
(ft) (days hh:mm)
(ac-in) (min)
1 Out-01
Outfall
571.00
0.00 0.00
2 Out-02
Outfall
580.00
0.00 0.00
3 Out-03
Outfall
632.00
0.00 0.00
4 Out-04
Outfall
616.00
0.00 0.00
5 Out-05
Outfall
619.00
0.00 0.00
6 Out-06
Outfall
597.00
0.00 0.00

Pre Developed - 100 Year
Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area(ac)------------------------------------------------------------------------
11-82
Peak Rate Factor----------------------------------------------------------
0-00
Weighted Curve Number -----------------------------------------------
74-31
Rain Gage ID .
Rain Gage-001
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
1-82
B 65-00
Woods & grass combination, Fair
10-00
C 76-00
Composite Area & Weighted CN
11-82
74-31
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0-007 * ((n * Lf)AO-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 (W)
Wp
= Wetted Perimeter (ft)
V =
Velocity (ft/sec)
Sf =
Slope (ft/ft)
n =
Manning's roughness

Pre Developed - 100 Year
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------17-46
Subbasin Runoff Results
Flowpath
A
Flowpath Flowpath
B C
0-4
0-00
0-00
100
0-00
0-00
3
0-00
0-00
3-50
0-00
0-00
0-10
0-00
0-00
17-46
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 7-50
Total Runoff (in)------------------------------------------------------------- 4-52
Peak Runoff (cfs)----------------------------------------------------------- 6224
Weighted Curve Number ----------------------------------------------- 74-31
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-01
Pre Developed - 100 Year
65
60
55
50
45
40
N
35
0
30
Or
25
20
15
10
5
Runoff Hydrograph
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]

Subbasin : Sub-02
Pre Developed - 100 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 32-98
------------------------------------------- 0-00
------------------------------------------- 65-49
Rain Gage-001
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
Woods & grass combination, Fair
31-51
B 65-00
Woods & grass combination, Fair
1-47
C 76-00
Composite Area & Weighted CN
32-98
65-49
Time of Concentration
Sheet Flow Computations
Manning's Roughness:
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-81
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
0.4
0-00
0-00
100
0-00
0-00
8
0-00
0-00
3-50
0-00
0-00
0-14
0-00
0-00
11-79
0-00
0-00
Flowpath
Flowpath
Flowpath
A
B
C
1844
0-00
0-00
3
0-00
0-00
Unpaved
Unpaved
Unpaved
2-79
0-00
0-00
11-02
0-00
0-00
Total Rainfall (in)----------------------------------------------------------- 7-50
Total Runoff (in)------------------------------------------------------------- 3-55
Peak Runoff (cfs)----------------------------------------------------------- 119-90
Weighted Curve Number ----------------------------------------------- 65-49
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:49

Subbasin : Sub-02
Pre Developed - 100 Year
125
120
115
110
105
100
95
90
85
80
75
N 70
65
60
55
50
45
40
35
30
25
20
15
10
5
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-03
Pre Developed - 100 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 4-40
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4-40 B 65-00
Composite Area & Weighted CN 4-40 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
0-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
2
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-08
0-00 0-00
Computed Flow Time (min) :
20-53
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)-----------------22-89
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
394
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
2-35
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 7-50
Total Runoff (in)------------------------------------------------------------- 3-49
Peak Runoff (cfs)----------------------------------------------------------- 15-77
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 0022:53

Subbasin : Sub-03
Pre Developed - 100 Year
17
16
15
14
13
12
11
_ 10
N
9
0 8
7
6
5
4
3
2
1
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-04
Pre Developed - 100 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number....
Rain Gage ID .
Composite Curve Number
------------------------------------------- 4.00
------------------------------------------- 0.00
------------------------------------------- 65.00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 4.00 B 65.00
Composite Area & Weighted CN 4.00 65.00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
4
0.00 0.00
Flow Length (ft) :
100
0.00 0.00
Slope (%) :
3
0.00 0.00
2 yr, 24 hr Rainfall (in) :
3.50
0.00 0.00
Velocity (ft/sec) :
0.10
0.00 0.00
Computed Flow Time (min) :
17.46
0.00 0.00
Channel Flow Computations
Manning's Roughness:
Flow Length (ft)
Channel Slope (%) :
Cross Section Area (ft2) :
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min)------------------19.66
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B
C
03
0.00
0.00
600
0.00
0.00
3
0.00
0.00
1.97
0.00
0.00
5.12
0.00
0.00
4.55
0.00
0.00
220
0.00
0.00
Total Rainfall (in)----------------------------------------------------------- 7.50
Total Runoff (in)------------------------------------------------------------- 3.49
Peak Runoff (cfs)----------------------------------------------------------- 15.44
Weighted Curve Number----------------------------------------------- 65.00
Time of Concentration (days hh:mm:ss)------------------------ 0001940

Subbasin : Sub-04
Pre Developed - 100 Year
17
16
15
14
13
12
11
_ 10
N
v 9
0 8
7
6
5
4
3
2
1
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Subbasin : Sub-05
Pre Developed - 100 Year
Input Data
Area (ac) ---------------------------
Peak Rate Factor ---------------
Weighted Curve Number ----
Rain Gage ID -
Composite Curve Number
------------------------------------------- 6-70
------------------------------------------- 0-00
------------------------------------------- 65-00
Rain Gage-001
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 6-70 B 65-00
Composite Area & Weighted CN 6-70 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
5
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-12
0-00 0-00
Computed Flow Time (min) :
1423
0-00 0-00
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type :
Velocity (ft/sec)
Computed Flow Time (min) :
Total TOC (min)------------------18-33
Subbasin Runoff Results
Flowpath
Flowpath Flowpath
A
B C
686
0-00 0-00
3
0-00 0-00
Unpaved
Unpaved Unpaved
2-79
0-00 0-00
4-10
0-00 0-00
Total Rainfall (in)----------------------------------------------------------- 7-50
Total Runoff (in)------------------------------------------------------------- 3-49
Peak Runoff (cfs)----------------------------------------------------------- 26-76
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1820

Subbasin : Sub-05
Pre Developed - 100 Year
28
27
26
25
24
23
22
21
20
19
18
17
N 16
15
w 14
0
13
12
11
10
9
8
7
6
5
4
3
2
1
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

Pre Developed - 100 Year
Subbasin : Sub-06
Input Data
Area(ac)------------------------------------------------------------------------ 11-15
Peak Rate Factor---------------------------------------------------------- 0-00
Weighted Curve Number ----------------------------------------------- 65-00
Rain Gage ID - Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods & grass combination, Fair 11-15 B 65-00
Composite Area & Weighted CN 11-15 65-00
Time of Concentration
Flowpath
Flowpath Flowpath
Sheet Flow Computations
A
B C
Manning's Roughness:
-4
0-00 0-00
Flow Length (ft) :
100
0-00 0-00
Slope (%) :
3
0-00 0-00
2 yr, 24 hr Rainfall (in) :
3-50
0-00 0-00
Velocity (ft/sec) :
0-10
0-00 0-00
Computed Flow Time (min) :
17-46
0-00 0-00
Total TOC (min)------------------17-46
Subbasin Runoff Results
Total Rainfall (in)----------------------------------------------------------- 7-50
Total Runoff (in)------------------------------------------------------------- 3-49
Peak Runoff (cfs)----------------------------------------------------------- 45-52
Weighted Curve Number ----------------------------------------------- 65-00
Time of Concentration (days hh:mm:ss)------------------------ 0 00:1728

Subbasin : Sub-06
Pre Developed - 100 Year
48
46
44
42
40
38
36
34
32
30
28
N
26
w 24
0
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time [hrs]

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 01
APPENDIX D
POST -DEVELOPMENT
DRAINAGE MAP
A THOMAS Sc HUTTON

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STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 01
APPENDIX E
POST -DEVELOPMENT CONDITIONS
DRAINAGE CALCULATIONS
A THOMAS Sc HUTTON

27842.0001
CRESSWIND WESLEY CHAPEL - PHASE 01
POST -DEVELOPMENT BASINS MODEL

ENLARGEMENT 01
ENLARGEMENT 02

Project Description
Post Developed - 002 Year
File Name
Project Options
FlowUnits ...............................................
Elevation Type ........................................
Hydrology Method ...................................
Time of Concentration (TOC) Method ....
Link Routing Method ...............................
Enable Overflow Ponding at Nodes ........
Skip Steady State Analysis Time Periods
Analysis Options
Start Analysis On ........................
End Analysis On ..........................
Start Reporting On ......................
Antecedent Dry Days ..................
Runoff (Dry Weather) Time Step
Runoff (Wet Weather) Time Step
Reporting Time Step ...................
Routing Time Step ......................
Number of Elements
27842.0001 - Post -Development - Major Mod Revision.SPF
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Mar 05, 2020
00:00:00
Mar 06, 2020
00:00:00
Mar 05, 2020
00:00:00
0
days
0 01:00:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
30
seconds
Qty
RainGages .................................................
1
Subbasins....................................................
4
Nodes...........................................................
10
Junctions ............................................
2
0utfalls...............................................
6
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ...................................
2
Links.............................................................
10
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
4
Weirs..................................................
4
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
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 Time Series TS-002 Intensity inches North Carolina Union 2 3.50 SCS Type III 24-hr

Post 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
10.62
484.00
84.35
3.50
1.96
20.86
21.75
0
00:05:00
2 Sub-02
57.34
484.00
83.02
3.50
1.86
106.65
111.66
0
00:05:00
3 Sub-03
2.00
484.00
66.65
3.50
0.83
1.66
1.64
0
00:05:00
4 Sub-04
2.09
484.00
72.91
3.50
1.17
2.45
2.54
0
00:05:00

Post 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)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
571.00
578.50
0.00
0.00
1.00
0.37
571.13
0.00
11.87
0 00:00
0.00
0.00
2 Jun-02
Junction
582.00
589.25
0.00
0.00
1.00
15.61
583.11
0.00
10.64
0 00:00
0.00
0.00
3 Emerg-Out-01
Outfall
570.00
0.00
570.00
4 Emerg-Out-02
Outfall
580.00
0.00
580.00
5 Out-01
Outfall
565.50
0.40
565.60
6 Out-02
Outfall
580.00
15.61
580.00
7 Out-03
Outfall
632.00
1.52
632.00
8 Out-04
Outfall
616.00
2.43
616.00
9 Pond-01
Storage Node
571.00
580.00
575.00
1.00
21.36
577.60
0.00
0.00
10 Pond-02
Storage Node
582.00
592.00
586.00
1.00
109.29
588.94
0.00
0.00

Post Developed - 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 OutletPipe-01
Pipe
Jun-01
Out-01
60
571.00
565.50
9.1700
30.000
0.0130
0.40
124.19
0.00
5.89
0.10
0.05
0.00 Calculated
2 OutletPipe-02
Pipe
Jun-02
Out-02
58
582.00
581.00
1.7200
36.000
0.0130
15.61
87.58
0.18
7.73
0.98
0.33
0.00 Calculated
3 CS-Rim-01
Orifice
Pond-01
Jun-01
571.00
571.00
54.000
0.00
4 CS-Rim-02
Orifice
Pond-02
Jun-02
582.00
582.00
54.000
0.00
5 WQ-Orifice-01
Orifice
Pond-01
Jun-01
571.00
571.00
2.000
0.17
6 WQ-Orifice-02
Orifice
Pond-02
Jun-02
582.00
582.00
4.000
0.72
7 Spillway-01
Weir
Pond-01
Emerg-Out-01
571.00
570.00
0.00
8 Spillway-02
Weir
Pond-02
Emerg-Out-02
582.00
580.00
0.00
9 Weir-01
Weir
Pond-01
Jun-01
571.00
571.00
0.20
10 Weir-02
Weir
Pond-02
Jun-02
582.00
582.00
14.89

Subbasin Hydrology
Post Developed - 002 Year
Subbasin : Sub-01
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
10.62
484.00
84.35
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
6.04
C
74.00
Paved parking & roofs
4.07
C
98.00
Pond
0.51
C
98.00
Composite Area & Weighted CN
10.62
84.35
Time of Concentration
TOC Method: SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)10.8)) / ((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 * (Sf10.5) (nearly bare & untilled surface)
V = 9.0 * (Sf10.5) (cultivated straight rows surface)
V = 7.0 * (Sf10.5) (short grass pasture surface)
V = 5.0 * (Sf10.5) (woodland surface)
V = 2.5 * (Sf10.5) (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)) * (Sf10.5)) / 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): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 3.50
Total Runoff (in)............................................................. 1.96
Peak Runoff (cfs)........................................................... 21.75
Weighted Curve Number ............................................... 84.35
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-01
Post Developed - 002 Year
3
22
21
20
19
18
17
16
16
14
13
12
11
10
9
8
7
6
6
4
3
2
1
Runoff Hydrograph
fl 1 ? 4 r,, F 7 9 1f 11 17 1.� 14 1. 1F 17 1P 19 -)n
Time (hrs)

Subbasin : Sub-02
Post Developed - 002 Year
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
57.34
484.00
83.02
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
23.22
B
61.00
Paved parking & roofs
22.52
B
98.00
Paved roads with curbs & sewers
10.22
B
98.00
Pond
1.38
B
98.00
Composite Area & Weighted CN
57.34
83.02
Time of Concentration
User -Defined TOC override (minutes): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 3.50
Total Runoff (in)............................................................. 1.86
Peak Runoff (cfs)........................................................... 111.66
Weighted Curve Number ............................................... 83.02
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-02
Post Developed - 002 Year
3
115
110
105
100
96
90
86
80
76
70
66
60
66
60
46
40
36
30
26
20
16
10
6
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1n 11 17 1.� 14 1r,, 1F 17 1P lc) ?n
Time (hrs)

Post Developed - 002 Year
Subbasin : Sub-03
Input Data
Area(ac)........................................................................
2.00
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
66.65
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.90
B
65.00
Paved parking & roofs
0.10
B
98.00
Composite Area & Weighted CN
2.00
66.65
Time of Concentration
Subarea
Subarea
Subarea
Shallow Concentrated Flow Computations
A
B
C
Flow Length (ft) :
136
0.00
0.00
Slope (%) :
3
0.00
0.00
Surface Type :
Unpaved
Unpaved
Unpaved
Velocity (ft/sec) :
2.79
0.00
0.00
Computed Flow Time (min) :
0.81
0.00
0.00
Total TOC (min) ..................0.81
Subbasin Runoff Results
Total Rainfall (in)............................................................ 3.50
Total Runoff (in)............................................................. 0.83
Peak Runoff (cfs)........................................................... 1.64
Weighted Curve Number ............................................... 66.65
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:49

Subbasin : Sub-03
Post Developed - 002 Year
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
3
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Runoff Hydrograph
0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time (hrs)

Post Developed - 002 Year
Subbasin : Sub-04
Input Data
Area(ac)........................................................................
2.09
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
72.91
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.59
B
65.00
Paved parking & roofs
0.50
B
98.00
Composite Area & Weighted CN
2.09
72.91
Time of Concentration
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type
Velocity (ft/sec)
Computed Flow Time (min) :
Channel Flow Computations
Manning's Roughness
Flow Length (ft)
Channel Slope (%)
Cross Section Area (ft2)
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................2.93
Subbasin Runoff Results
Total Rainfall (in) ...................................
Total Runoff (in) ....................................
Peak Runoff (cfs)..................................
Weighted Curve Number ......................
Time of Concentration (days hh:mm:ss)
Subarea Subarea Subarea
A B C
100
0.00
0.00
2
0.00
0.00
Unpaved
Unpaved
Unpaved
2.28
0.00
0.00
0.73
0.00
0.00
Subarea Subarea Subarea
A
B
C
.03
0.00
0.00
600
0.00
0.00
3
0.00
0.00
1.97
0.00
0.00
5.12
0.00
0.00
4.55
0.00
0.00
2.20
0.00
0.00
3.50
1.17
2.54
72.91
0 00:02:56

Subbasin : Sub-04
Post Developed - 002 Year
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
3 1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R 9 1rl 11 17 1.� 14 1.r, 1F 17 1P 19 ?n
Time (hrs)

Junction Input
Post Developed - 002 Year
SN Element Invert Ground/Rim Ground/Rim
ID Elevation (Max) (Max)
Initial Initial Surcharge Surcharge Ponded Minimum
Water Water Elevation Depth Area Pipe
Elevation
Offset
Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft)
(ft) (ft) (ft2) (in)
1 Jun-01 571.00 578.50
7.50
0.00-571.00
0.00-578.50 1.00 0.00
2 Jun-02 582.00 589.25
7.25
0.00-582.00
0.00-589.25 1.00 0.00

Post Developed - 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 Jun-01
0.37
0.00
571.13
0.13
0.00
11.87
571.06
0.06
0 12:14
0 00:00
0.00
0.00
2 Jun-02
15.61
0.00
583.11
1.11
0.00
10.64
582.63
0.63
0 12:50
0 00:00
0.00
0.00

Post Developed - 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 OutletPipe-01
60
571.00
0.00
565.50
0.00 5.50
9.1700 CIRCULAR
30.000
30.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1
2 OutletPipe-02
58
582.00
0.00
581.00
1.00 1.00
1.7200 CIRCULAR
36.000
36.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1

Post Developed - 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 OutletPipe-01
0.40
0 12:14
124.19
0.00
5.89
0.17
0.10
0.05
0.00
Calculated
2 OutletPipe-02
15.61
0 12:50
87.58
0.18
7.73
0.13
0.98
0.33
0.00
Calculated

Storage Nodes
Post Developed - 002 Year
Storage Node : Pond-01
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-01
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
13145.19
0.000
1
14030.68
13587.94
2
14947.74
28077.15
3
15896.91
43499.48
3.5
16383.71
51569.64
4
17605.80
60067.02
4.5
23951.60
70456.37
5
24871.39
82662.12
6
26753.37
108474.50
7
28691.89
136197.13
8
30686.97
165886.56
9
32738.60
197599.35
571.00
580.00
9.00
575.00
4.00
1.00
0.00

Post Developed - 002 Year
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000
9------------------------------------------------------- ,----------- ---------- ,----------- ---------- ,--------- 9
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1 1 1 1 1 1 1 1 1 1
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1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1
8.2
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1 1 1 1 1 1 1 1 1
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14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
Storage ,area (ft)
Storage Area - Storage Volume

Post Developed - 002 Year
Storage Node : Pond-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 Spillway-01
Trapezoidal
No
579.00
8.00
20.00
1.00
3.33
2 Weir-01
Rectangular
No
577.50
6.50
2.00
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 CS-Rim-01
Side
Rectangular
No
54.00
54.00
578.50
0.63
2 WQ-Orifice-01
Side
CIRCULAR
No
2.00
575.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
21.36
Peak Lateral Inflow (cfs)............................................................
21.36
Peak Outflow (cfs).....................................................................
0.37
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
577.60
Max HGL Depth Attained (ft).....................................................
6.6
Average HGL Elevation Attained (ft).........................................
576.81
Average HGL Depth Attained (ft)..............................................
5.81
Time of Max HGL Occurrence (days hh:mm) ...........................
0 21:33
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Storage Node : Pond-02
Post Developed - 002 Year
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-02
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
40022.33
0.000
1
41872.44
40947.39
2
43753.89
83760.56
3
45667.09
128471.05
3.5
46635.72
151546.75
4
49082.03
175476.19
4.5
63435.35
203605.54
5
65091.29
235737.20
6
68445.56
302505.63
7
71856.39
372656.61
8
75323.76
446246.69
9
78847.69
523332.42
10
82428.16
603970.35
582.00
592.00
10.00
586.00
4.00
1.00
0.00

Post Developed - 002 Year
Storage Area Volume Curves
Storage Volume
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 600,000 660,000 600,000
�o
,--------I-------- ,--------I
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I
I
2.4
2.2
1________�_ ____ _1________
1 1 1
________�________1________1_________1________�
I 1
1 1
________I________�________1________
1 1 1 1 1
'_
I
2.2
1 1 1
I I
I 1
I I
1 1
I I
1 1 1 1 1
I I I I
I
I
1.8
1 1
_ _ _ _ _ _ _
1
1 1
1 1 1-- - - - -- 1 1
'1.6
1 1 1
------- --------L-------J--------L-------J--------L-------J--------L
1 1 1
I 1
I 1
1 1
1 1
1 1 1 1 1
-------- '--------a--------L-------J-
1 1 1 1 1
I
I
1.6
LF
1.4
1 - - - - - 1 - - - - - -1
1- -r r-------
I 1
--------r-------
1 1
--------r-------
1 1 1 - - - - - - - I 1
--------r--------1- r--------r---------
I
'�.
1.2
1_ _ _ _ _ _ _ ' _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
I 1
J _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
1 1 1 1 1
J _
I
1.2
'____ _ ' ________'
_______ I________' _______
'________'
_______ '________' ________'________' ________' _______
I_
�nL 8p
1 1 1
- - 1 - - - - - - - - L
1 1 1
I 1
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
1 1
-I - - - - - - - - L
1 1
1 1 1 1 1
- - - - - - - -I - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L
1 1 1 1 1
I
I
0.8
0.6
,_ r _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _
0.6
�7
0.4
I I
'- - - - - - 1 - - - - - - - - L
1 1 1
I I
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
I I
- - - - - - - - L
1 1
I I I I I
- - - - - - - - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L - - - - - - -
1 1 1 1 1
I
J -
I
0.4
0.2
1 1 1
I 1
_____________________________________I--------•---------------y-
1 1
1 1 1 1 1
I
0.2
0
_ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ I _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _
_1_ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _
I _
40,000 45,000
50,000 55,000
60,000
65,000 70,801D 76,000 80,000
Storage Area (ft)
Storage Area - Storage Volume

Post Developed - 002 Year
Storage Node : Pond-02 (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 Spillway-02
Trapezoidal
No
591.25
9.25
30.00
1.00
3.33
2 Weir-02
Rectangular
No
587.75
5.75
4.00
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 CS-Rim-02
Side
Rectangular
No
54.00
54.00
589.25
0.63
2 WQ-Orifice-02
Side
CIRCULAR
No
4.00
586.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
109.29
Peak Lateral Inflow (cfs)............................................................
109.29
Peak Outflow (cfs).....................................................................
15.61
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
588.94
Max HGL Depth Attained (ft).....................................................
6.94
Average HGL Elevation Attained (ft).........................................
588.02
Average HGL Depth Attained (ft)..............................................
6.02
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:50
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Project Description
Post Developed - 010 Year
File Name
Project Options
FlowUnits ...............................................
Elevation Type ........................................
Hydrology Method ...................................
Time of Concentration (TOC) Method ....
Link Routing Method ...............................
Enable Overflow Ponding at Nodes ........
Skip Steady State Analysis Time Periods
Analysis Options
Start Analysis On ........................
End Analysis On ..........................
Start Reporting On ......................
Antecedent Dry Days ..................
Runoff (Dry Weather) Time Step
Runoff (Wet Weather) Time Step
Reporting Time Step ...................
Routing Time Step ......................
Number of Elements
27842.0001 - Post -Development - Major Mod Revision.SPF
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Mar 05, 2020
00:00:00
Mar 06, 2020
00:00:00
Mar 05, 2020
00:00:00
0
days
0 01:00:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
30
seconds
Qty
RainGages .................................................
1
Subbasins....................................................
4
Nodes...........................................................
10
Junctions ............................................
2
0utfalls...............................................
6
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ...................................
2
Links.............................................................
10
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
4
Weirs..................................................
4
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
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 Time Series TS-010 Intensity inches North Carolina Union 10 5.20 SCS Type III 24-hr

Post 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
10.62
484.00
84.35
5.20
3.49
37.05
37.73
0
00:05:00
2 Sub-02
57.34
484.00
83.02
5.20
3.36
192.55
197.45
0
00:05:00
3 Sub-03
2.00
484.00
66.65
5.20
1.92
3.83
4.02
0
00:05:00
4 Sub-04
2.09
484.00
72.91
5.20
2.43
5.07
5.34
0
00:05:00

Post 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)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
571.00
578.50
0.00
0.00
1.00
3.41
571.31
0.00
11.69
0 00:00
0.00
0.00
2 Jun-02
Junction
582.00
589.25
0.00
0.00
1.00
54.86
584.58
0.00
9.17
0 00:00
0.00
0.00
3 Emerg-Out-01
Outfall
570.00
0.00
570.00
4 Emerg-Out-02
Outfall
580.00
0.00
580.00
5 Out-01
Outfall
565.50
3.41
565.79
6 Out-02
Outfall
580.00
54.86
580.00
7 Out-03
Outfall
632.00
3.86
632.00
8 Out-04
Outfall
616.00
5.19
616.00
9 Pond-01
Storage Node
571.00
580.00
575.00
1.00
37.27
578.14
0.00
0.00
10 Pond-02
Storage Node
582.00
592.00
586.00
1.00
194.76
590.64
0.00
0.00

Post Developed - 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 OutletPipe-01
Pipe
Jun-01
Out-01
60
571.00
565.50
9.1700
30.000
0.0130
3.41
124.19
0.03
10.29
0.30
0.12
0.00 Calculated
2 OutletPipe-02
Pipe
Jun-02
Out-02
58
582.00
581.00
1.7200
36.000
0.0130
54.86
87.58
0.63
10.12
2.14
0.72
0.00 Calculated
3 CS-Rim-01
Orifice
Pond-01
Jun-01
571.00
571.00
54.000
0.00
4 CS-Rim-02
Orifice
Pond-02
Jun-02
582.00
582.00
54.000
26.27
5 WQ-Orifice-01
Orifice
Pond-01
Jun-01
571.00
571.00
2.000
0.19
6 WQ-Orifice-02
Orifice
Pond-02
Jun-02
582.00
582.00
4.000
0.91
7 Spillway-01
Weir
Pond-01
Emerg-Out-01
571.00
570.00
0.00
8 Spillway-02
Weir
Pond-02
Emerg-Out-02
582.00
580.00
0.00
9 Weir-01
Weir
Pond-01
Jun-01
571.00
571.00
3.22
10 Weir-02
Weir
Pond-02
Jun-02
582.00
582.00
27.68

Subbasin Hydrology
Post Developed - 010 Year
Subbasin : Sub-01
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
10.62
484.00
84.35
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
6.04
C
74.00
Paved parking & roofs
4.07
C
98.00
Pond
0.51
C
98.00
Composite Area & Weighted CN
10.62
84.35
Time of Concentration
TOC Method: SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)10.8)) / ((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 * (Sf10.5) (nearly bare & untilled surface)
V = 9.0 * (Sf10.5) (cultivated straight rows surface)
V = 7.0 * (Sf10.5) (short grass pasture surface)
V = 5.0 * (Sf10.5) (woodland surface)
V = 2.5 * (Sf10.5) (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)) * (Sf10.5)) / 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): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 5.20
Total Runoff (in)............................................................. 3.49
Peak Runoff (cfs)........................................................... 37.73
Weighted Curve Number ............................................... 84.35
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-01
Post Developed - 010 Year
38
36
34
32
30
28
26
24
22
20
18
3
16
14
12
10
8
6
4
2
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1rl 11 17 1.� 14 11F 17 1P lc) -)n
Time (hrs)

Subbasin : Sub-02
Post Developed - 010 Year
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
57.34
484.00
83.02
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
23.22
B
61.00
Paved parking & roofs
22.52
B
98.00
Paved roads with curbs & sewers
10.22
B
98.00
Pond
1.38
B
98.00
Composite Area & Weighted CN
57.34
83.02
Time of Concentration
User -Defined TOC override (minutes): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 5.20
Total Runoff (in)............................................................. 3.36
Peak Runoff (cfs)........................................................... 197.45
Weighted Curve Number ............................................... 83.02
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-02
Post Developed - 010 Year
210
200
190
180
170
160
150
140
130
120
110
100
3
90
80
70
60
60
40
30
20
10
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1f 11 17 1.� 14 11F 17 1'A 1'q ?n
Time (hrs)

Post Developed - 010 Year
Subbasin : Sub-03
Input Data
Area(ac)........................................................................
2.00
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
66.65
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.90
B
65.00
Paved parking & roofs
0.10
B
98.00
Composite Area & Weighted CN
2.00
66.65
Time of Concentration
Subarea
Subarea
Subarea
Shallow Concentrated Flow Computations
A
B
C
Flow Length (ft) :
136
0.00
0.00
Slope (%) :
3
0.00
0.00
Surface Type :
Unpaved
Unpaved
Unpaved
Velocity (ft/sec) :
2.79
0.00
0.00
Computed Flow Time (min) :
0.81
0.00
0.00
Total TOC (min) ..................0.81
Subbasin Runoff Results
Total Rainfall (in)............................................................ 5.20
Total Runoff (in)............................................................. 1.92
Peak Runoff (cfs)........................................................... 4.02
Weighted Curve Number ............................................... 66.65
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:49

Subbasin : Sub-03
Post Developed - 010 Year
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
3
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1h 11 17 114 1.r, 1F 17 1A 1C) 7f1 71
Time (hrs)

Post Developed - 010 Year
Subbasin : Sub-04
Input Data
Area(ac)........................................................................
2.09
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
72.91
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.59
B
65.00
Paved parking & roofs
0.50
B
98.00
Composite Area & Weighted CN
2.09
72.91
Time of Concentration
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type
Velocity (ft/sec)
Computed Flow Time (min) :
Channel Flow Computations
Manning's Roughness
Flow Length (ft)
Channel Slope (%)
Cross Section Area (ft2)
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................2.93
Subbasin Runoff Results
Total Rainfall (in) ...................................
Total Runoff (in) ....................................
Peak Runoff (cfs)..................................
Weighted Curve Number ......................
Time of Concentration (days hh:mm:ss)
Subarea Subarea Subarea
A B C
100
0.00
0.00
2
0.00
0.00
Unpaved
Unpaved
Unpaved
2.28
0.00
0.00
0.73
0.00
0.00
Subarea Subarea Subarea
A
B
C
.03
0.00
0.00
600
0.00
0.00
3
0.00
0.00
1.97
0.00
0.00
5.12
0.00
0.00
4.55
0.00
0.00
2.20
0.00
0.00
5.20
2.43
5.34
72.91
0 00:02:56

Subbasin : Sub-04
Post Developed - 010 Year
3
5.4
5.2
6
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1rl 11 17 1.� 14 11F 17 1P 1g ?n
Time (hrs)

Junction Input
Post Developed - 010 Year
SN Element Invert Ground/Rim Ground/Rim
ID Elevation (Max) (Max)
Initial Initial Surcharge Surcharge Ponded Minimum
Water Water Elevation Depth Area Pipe
Elevation
Offset
Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft)
(ft) (ft) (ft2) (in)
1 Jun-01 571.00 578.50
7.50
0.00-571.00
0.00-578.50 1.00 0.00
2 Jun-02 582.00 589.25
7.25
0.00-582.00
0.00-589.25 1.00 0.00

Post Developed - 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 Jun-01
3.41
0.00
571.31
0.31
0.00
11.69
571.20
0.20
0 13:18
0 00:00
0.00
0.00
2 Jun-02
54.86
0.00
584.58
2.58
0.00
9.17
583.03
1.03
0 12:32
0 00:00
0.00
0.00

Post Developed - 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 OutletPipe-01
60
571.00
0.00
565.50
0.00 5.50
9.1700 CIRCULAR
30.000
30.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1
2 OutletPipe-02
58
582.00
0.00
581.00
1.00 1.00
1.7200 CIRCULAR
36.000
36.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1

Post Developed - 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 OutletPipe-01
3.41
0 13:18
124.19
0.03
10.29
0.10
0.30
0.12
0.00
Calculated
2 OutletPipe-02
54.86
0 12:32
87.58
0.63
10.12
0.10
2.14
0.72
0.00
Calculated

Storage Nodes
Post Developed - 010 Year
Storage Node : Pond-01
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-01
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
13145.19
0.000
1
14030.68
13587.94
2
14947.74
28077.15
3
15896.91
43499.48
3.5
16383.71
51569.64
4
17605.80
60067.02
4.5
23951.60
70456.37
5
24871.39
82662.12
6
26753.37
108474.50
7
28691.89
136197.13
8
30686.97
165886.56
9
32738.60
197599.35
571.00
580.00
9.00
575.00
4.00
1.00
0.00

Post Developed - 010 Year
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000
9------------------------------------------------------- ,----------- ---------- ,----------- ---------- ,--------- 9
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Storage ,area (ft)
Storage Area - Storage Volume

Post Developed - 010 Year
Storage Node : Pond-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 Spillway-01
Trapezoidal
No
579.00
8.00
20.00
1.00
3.33
2 Weir-01
Rectangular
No
577.50
6.50
2.00
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 CS-Rim-01
Side
Rectangular
No
54.00
54.00
578.50
0.63
2 WQ-Orifice-01
Side
CIRCULAR
No
2.00
575.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
37.27
Peak Lateral Inflow (cfs)............................................................
37.27
Peak Outflow (cfs).....................................................................
3.41
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
578.14
Max HGL Depth Attained (ft).....................................................
7.14
Average HGL Elevation Attained (ft).........................................
577.51
Average HGL Depth Attained (ft)..............................................
6.51
Time of Max HGL Occurrence (days hh:mm) ...........................
0 13:18
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Storage Node : Pond-02
Post Developed - 010 Year
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-02
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
40022.33
0.000
1
41872.44
40947.39
2
43753.89
83760.56
3
45667.09
128471.05
3.5
46635.72
151546.75
4
49082.03
175476.19
4.5
63435.35
203605.54
5
65091.29
235737.20
6
68445.56
302505.63
7
71856.39
372656.61
8
75323.76
446246.69
9
78847.69
523332.42
10
82428.16
603970.35
582.00
592.00
10.00
586.00
4.00
1.00
0.00

Post Developed - 010 Year
Storage Area Volume Curves
Storage Volume
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 600,000 660,000 600,000
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I
2.2
1 1 1
I I
I 1
I I
1 1
I I
1 1 1 1 1
I I I I
I
I
1.8
1 1
_ _ _ _ _ _ _
1
1 1
1 1 1-- - - - -- 1 1
'1.6
1 1 1
------- --------L-------J--------L-------J--------L-------J--------L
1 1 1
I 1
I 1
1 1
1 1
1 1 1 1 1
-------- '--------a--------L-------J-
1 1 1 1 1
I
I
1.6
LF
1.4
1 - - - - - 1 - - - - - -1
1- -r r-------
I 1
--------r-------
1 1
--------r-------
1 1 1 - - - - - - - I 1
--------r--------1- r--------r---------
I
'�.
1.2
1_ _ _ _ _ _ _ ' _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
I 1
J _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
1 1 1 1 1
J _
I
1.2
'____ _ ' ________'
_______ I________' _______
'________'
_______ '________' ________'________' ________' _______
I_
�nL 8p
1 1 1
- - 1 - - - - - - - - L
1 1 1
I 1
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
1 1
-I - - - - - - - - L
1 1
1 1 1 1 1
- - - - - - - -I - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L
1 1 1 1 1
I
I
0.8
0.6
,_ r _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _
0.6
�7
0.4
I I
'- - - - - - 1 - - - - - - - - L
1 1 1
I I
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
I I
- - - - - - - - L
1 1
I I I I I
- - - - - - - - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L - - - - - - -
1 1 1 1 1
I
J -
I
0.4
0.2
1 1 1
I 1
_____________________________________I--------•---------------y-
1 1
1 1 1 1 1
I
0.2
0
_ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ I _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _
_1_ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _
I _
40,000 45,000
50,000 55,000
60,000
65,000 70,801D 76,000 80,000
Storage Area (ft)
Storage Area - Storage Volume

Post Developed - 010 Year
Storage Node : Pond-02 (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 Spillway-02
Trapezoidal
No
591.25
9.25
30.00
1.00
3.33
2 Weir-02
Rectangular
No
587.75
5.75
4.00
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 CS-Rim-02
Side
Rectangular
No
54.00
54.00
589.25
0.63
2 WQ-Orifice-02
Side
CIRCULAR
No
4.00
586.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
194.76
Peak Lateral Inflow (cfs)............................................................
194.76
Peak Outflow (cfs).....................................................................
54.86
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
590.64
Max HGL Depth Attained (ft).....................................................
8.64
Average HGL Elevation Attained (ft).........................................
588.66
Average HGL Depth Attained (ft)..............................................
6.66
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:32
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Project Description
Post Developed - 025 Year
File Name
Project Options
FlowUnits ...............................................
Elevation Type ........................................
Hydrology Method ...................................
Time of Concentration (TOC) Method ....
Link Routing Method ...............................
Enable Overflow Ponding at Nodes ........
Skip Steady State Analysis Time Periods
Analysis Options
Start Analysis On ........................
End Analysis On ..........................
Start Reporting On ......................
Antecedent Dry Days ..................
Runoff (Dry Weather) Time Step
Runoff (Wet Weather) Time Step
Reporting Time Step ...................
Routing Time Step ......................
Number of Elements
27842.0001 - Post -Development - Major Mod Revision.SPF
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Mar 05, 2020
00:00:00
Mar 06, 2020
00:00:00
Mar 05, 2020
00:00:00
0
days
0 01:00:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
30
seconds
Qty
RainGages .................................................
1
Subbasins....................................................
4
Nodes...........................................................
10
Junctions ............................................
2
0utfalls...............................................
6
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ...................................
2
Links.............................................................
10
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
4
Weirs..................................................
4
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
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 Time Series TS-025 Intensity inches North Carolina Union 25 6.10 SCS Type III 24-hr

Post 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
10.62
484.00
84.35
6.10
4.33
45.95
46.26
0
00:05:00
2 Sub-02
57.34
484.00
83.02
6.10
4.19
240.03
243.48
0
00:05:00
3 Sub-03
2.00
484.00
66.65
6.10
2.57
5.15
5.42
0
00:05:00
4 Sub-04
2.09
484.00
72.91
6.10
3.16
6.60
6.92
0
00:05:00

Post 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)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
571.00
578.50
0.00
0.00
1.00
6.91
571.46
0.00
11.54
0 00:00
0.00
0.00
2 Jun-02
Junction
582.00
589.25
0.00
0.00
1.00
81.87
586.54
0.00
7.21
0 00:00
0.00
0.00
3 Emerg-Out-01
Outfall
570.00
0.00
570.00
4 Emerg-Out-02
Outfall
580.00
4.12
580.00
5 Out-01
Outfall
565.50
6.91
565.90
6 Out-02
Outfall
580.00
81.87
580.00
7 Out-03
Outfall
632.00
5.25
632.00
8 Out-04
Outfall
616.00
6.77
616.00
9 Pond-01
Storage Node
571.00
580.00
575.00
1.00
45.79
578.57
0.00
0.00
10 Pond-02
Storage Node
582.00
592.00
586.00
1.00
240.96
591.37
0.00
0.00

Post Developed - 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 OutletPipe-01
Pipe
Jun-01
Out-01
60
571.00
565.50
9.1700
30.000
0.0130
6.91
124.19
0.06
12.25
0.43
0.17
0.00 Calculated
2 OutletPipe-02
Pipe
Jun-02
Out-02
58
582.00
581.00
1.7200
36.000
0.0130
81.87
87.58
0.93
12.39
2.65
0.88
0.00 Calculated
3 CS-Rim-01
Orifice
Pond-01
Jun-01
571.00
571.00
54.000
0.31
4 CS-Rim-02
Orifice
Pond-02
Jun-02
582.00
582.00
54.000
49.32
5 WQ-Orifice-01
Orifice
Pond-01
Jun-01
571.00
571.00
2.000
0.20
6 WQ-Orifice-02
Orifice
Pond-02
Jun-02
582.00
582.00
4.000
0.97
7 Spillway-01
Weir
Pond-01
Emerg-Out-01
571.00
570.00
0.00
8 Spillway-02
Weir
Pond-02
Emerg-Out-02
582.00
580.00
4.12
9 Weir-01
Weir
Pond-01
Jun-01
571.00
571.00
6.41
10 Weir-02
Weir
Pond-02
Jun-02
582.00
582.00
31.61

Subbasin Hydrology
Post Developed - 025 Year
Subbasin : Sub-01
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
10.62
484.00
84.35
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
6.04
C
74.00
Paved parking & roofs
4.07
C
98.00
Pond
0.51
C
98.00
Composite Area & Weighted CN
10.62
84.35
Time of Concentration
TOC Method: SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)10.8)) / ((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 * (Sf10.5) (nearly bare & untilled surface)
V = 9.0 * (Sf10.5) (cultivated straight rows surface)
V = 7.0 * (Sf10.5) (short grass pasture surface)
V = 5.0 * (Sf10.5) (woodland surface)
V = 2.5 * (Sf10.5) (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)) * (Sf10.5)) / 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): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 6.10
Total Runoff (in)............................................................. 4.33
Peak Runoff (cfs)........................................................... 46.26
Weighted Curve Number ............................................... 84.35
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-01
Post Developed - 025 Year
3
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1rl 11 17 1.� 14 1.r, 1F 17 1P lc) ?n
Time (hrs)

Subbasin : Sub-02
Post Developed - 025 Year
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
57.34
484.00
83.02
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
23.22
B
61.00
Paved parking & roofs
22.52
B
98.00
Paved roads with curbs & sewers
10.22
B
98.00
Pond
1.38
B
98.00
Composite Area & Weighted CN
57.34
83.02
Time of Concentration
User -Defined TOC override (minutes): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 6.10
Total Runoff (in)............................................................. 4.19
Peak Runoff (cfs)........................................................... 243.48
Weighted Curve Number ............................................... 83.02
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-02
Post Developed - 025 Year
3
260
250
240.
230
220
210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30'
20'
10
Runoff Hydrograph
1 1 ? 4 r,, F 7 9 1fl 11 17 114 1r,, 1F 17 1P 19 ?n
Time (hrs)

Post Developed - 025 Year
Subbasin : Sub-03
Input Data
Area(ac)........................................................................
2.00
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
66.65
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.90
B
65.00
Paved parking & roofs
0.10
B
98.00
Composite Area & Weighted CN
2.00
66.65
Time of Concentration
Subarea
Subarea
Subarea
Shallow Concentrated Flow Computations
A
B
C
Flow Length (ft) :
136
0.00
0.00
Slope (%) :
3
0.00
0.00
Surface Type :
Unpaved
Unpaved
Unpaved
Velocity (ft/sec) :
2.79
0.00
0.00
Computed Flow Time (min) :
0.81
0.00
0.00
Total TOC (min) ..................0.81
Subbasin Runoff Results
Total Rainfall (in)............................................................ 6.10
Total Runoff (in)............................................................. 2.57
Peak Runoff (cfs)........................................................... 5.42
Weighted Curve Number ............................................... 66.65
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:49

Subbasin : Sub-03
Post Developed - 025 Year
3
5.6
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
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R C) 1rl 11 17 1.� 14 1.r, 1F 17 1A lc) ?n
Time (hrs)

Post Developed - 025 Year
Subbasin : Sub-04
Input Data
Area(ac)........................................................................
2.09
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
72.91
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.59
B
65.00
Paved parking & roofs
0.50
B
98.00
Composite Area & Weighted CN
2.09
72.91
Time of Concentration
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type
Velocity (ft/sec)
Computed Flow Time (min) :
Channel Flow Computations
Manning's Roughness
Flow Length (ft)
Channel Slope (%)
Cross Section Area (ft2)
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................2.93
Subbasin Runoff Results
Total Rainfall (in) ...................................
Total Runoff (in) ....................................
Peak Runoff (cfs)..................................
Weighted Curve Number ......................
Time of Concentration (days hh:mm:ss)
Subarea Subarea Subarea
A B C
100
0.00
0.00
2
0.00
0.00
Unpaved
Unpaved
Unpaved
2.28
0.00
0.00
0.73
0.00
0.00
Subarea Subarea Subarea
A
B
C
.03
0.00
0.00
600
0.00
0.00
3
0.00
0.00
1.97
0.00
0.00
5.12
0.00
0.00
4.55
0.00
0.00
2.20
0.00
0.00
6.10
3.16
6.92
72.91
0 00:02:56

Subbasin : Sub-04
Post Developed - 025 Year
7.5
7
6.5
6
5.5
5
4.5
4
O
3.5
3
3
2.5
2
0.5
Runoff Hydrograph
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)

Junction Input
Post Developed - 025 Year
SN Element Invert Ground/Rim Ground/Rim
ID Elevation (Max) (Max)
Initial Initial Surcharge Surcharge Ponded Minimum
Water Water Elevation Depth Area Pipe
Elevation
Offset
Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft)
(ft) (ft) (ft2) (in)
1 Jun-01 571.00 578.50
7.50
0.00-571.00
0.00-578.50 1.00 0.00
2 Jun-02 582.00 589.25
7.25
0.00-582.00
0.00-589.25 1.00 0.00

Post Developed - 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 Jun-01
6.91
0.00
571.46
0.46
0.00
11.54
571.24
0.24
0 12:42
0 00:00
0.00
0.00
2 Jun-02
81.87
0.00
586.54
4.54
0.00
7.21
583.29
1.29
0 12:28
0 00:00
0.00
0.00

Post Developed - 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 OutletPipe-01
60
571.00
0.00
565.50
0.00 5.50
9.1700 CIRCULAR
30.000
30.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1
2 OutletPipe-02
58
582.00
0.00
581.00
1.00 1.00
1.7200 CIRCULAR
36.000
36.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1

Post Developed - 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 OutletPipe-01
6.91
0 12:42
124.19
0.06
12.25
0.08
0.43
0.17
0.00
Calculated
2 OutletPipe-02
81.87
0 12:28
87.58
0.93
12.39
0.08
2.65
0.88
0.00
Calculated

Storage Nodes
Post Developed - 025 Year
Storage Node : Pond-01
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-01
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
13145.19
0.000
1
14030.68
13587.94
2
14947.74
28077.15
3
15896.91
43499.48
3.5
16383.71
51569.64
4
17605.80
60067.02
4.5
23951.60
70456.37
5
24871.39
82662.12
6
26753.37
108474.50
7
28691.89
136197.13
8
30686.97
165886.56
9
32738.60
197599.35
571.00
580.00
9.00
575.00
4.00
1.00
0.00

Post Developed - 025 Year
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000
9------------------------------------------------------- ,----------- ---------- ,----------- ---------- ,--------- 9
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14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
Storage ,area (ft)
Storage Area - Storage Volume

Post Developed - 025 Year
Storage Node : Pond-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 Spillway-01
Trapezoidal
No
579.00
8.00
20.00
1.00
3.33
2 Weir-01
Rectangular
No
577.50
6.50
2.00
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 CS-Rim-01
Side
Rectangular
No
54.00
54.00
578.50
0.63
2 WQ-Orifice-01
Side
CIRCULAR
No
2.00
575.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
45.79
Peak Lateral Inflow (cfs)............................................................
45.79
Peak Outflow (cfs).....................................................................
6.91
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
578.57
Max HGL Depth Attained (ft).....................................................
7.57
Average HGL Elevation Attained (ft).........................................
577.68
Average HGL Depth Attained (ft)..............................................
6.68
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:42
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Storage Node : Pond-02
Post Developed - 025 Year
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-02
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
40022.33
0.000
1
41872.44
40947.39
2
43753.89
83760.56
3
45667.09
128471.05
3.5
46635.72
151546.75
4
49082.03
175476.19
4.5
63435.35
203605.54
5
65091.29
235737.20
6
68445.56
302505.63
7
71856.39
372656.61
8
75323.76
446246.69
9
78847.69
523332.42
10
82428.16
603970.35
582.00
592.00
10.00
586.00
4.00
1.00
0.00

Post Developed - 025 Year
Storage Area Volume Curves
Storage Volume
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 600,000 660,000 600,000
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------- --------L-------J--------L-------J--------L-------J--------L
1 1 1
I 1
I 1
1 1
1 1
1 1 1 1 1
-------- '--------a--------L-------J-
1 1 1 1 1
I
I
1.6
LF
1.4
1 - - - - - 1 - - - - - -1
1- -r r-------
I 1
--------r-------
1 1
--------r-------
1 1 1 - - - - - - - I 1
--------r--------1- r--------r---------
I
'�.
1.2
1_ _ _ _ _ _ _ ' _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
I 1
J _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
1 1 1 1 1
J _
I
1.2
'____ _ ' ________'
_______ I________' _______
'________'
_______ '________' ________'________' ________' _______
I_
�nL 8p
1 1 1
- - 1 - - - - - - - - L
1 1 1
I 1
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
1 1
-I - - - - - - - - L
1 1
1 1 1 1 1
- - - - - - - -I - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L
1 1 1 1 1
I
I
0.8
0.6
,_ r _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _
0.6
�7
0.4
I I
'- - - - - - 1 - - - - - - - - L
1 1 1
I I
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
I I
- - - - - - - - L
1 1
I I I I I
- - - - - - - - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L - - - - - - -
1 1 1 1 1
I
J -
I
0.4
0.2
1 1 1
I 1
_____________________________________I--------•---------------y-
1 1
1 1 1 1 1
I
0.2
0
_ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ I _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _
_1_ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _
I _
40,000 45,000
50,000 55,000
60,000
65,000 70,801D 76,000 80,000
Storage Area (ft)
Storage Area - Storage Volume

Post Developed - 025 Year
Storage Node : Pond-02 (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 Spillway-02
Trapezoidal
No
591.25
9.25
30.00
1.00
3.33
2 Weir-02
Rectangular
No
587.75
5.75
4.00
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 CS-Rim-02
Side
Rectangular
No
54.00
54.00
589.25
0.63
2 WQ-Orifice-02
Side
CIRCULAR
No
4.00
586.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
240.96
Peak Lateral Inflow (cfs)............................................................
240.96
Peak Outflow (cfs).....................................................................
85.99
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
591.37
Max HGL Depth Attained (ft).....................................................
9.37
Average HGL Elevation Attained (ft).........................................
588.89
Average HGL Depth Attained (ft)..............................................
6.89
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:28
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Project Description
Post Developed - 050 Year
File Name
Project Options
FlowUnits ...............................................
Elevation Type ........................................
Hydrology Method ...................................
Time of Concentration (TOC) Method ....
Link Routing Method ...............................
Enable Overflow Ponding at Nodes ........
Skip Steady State Analysis Time Periods
Analysis Options
Start Analysis On ........................
End Analysis On ..........................
Start Reporting On ......................
Antecedent Dry Days ..................
Runoff (Dry Weather) Time Step
Runoff (Wet Weather) Time Step
Reporting Time Step ...................
Routing Time Step ......................
Number of Elements
27842.0001 - Post -Development - Major Mod Revision.SPF
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Mar 05, 2020
00:00:00
Mar 06, 2020
00:00:00
Mar 05, 2020
00:00:00
0
days
0 01:00:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
30
seconds
Qty
RainGages .................................................
1
Subbasins....................................................
4
Nodes...........................................................
10
Junctions ............................................
2
0utfalls...............................................
6
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ...................................
2
Links.............................................................
10
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
4
Weirs..................................................
4
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
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 Time Series TS-050 Intensity inches North Carolina Union 50 6.90 SCS Type III 24-hr

Post 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
10.62
484.00
84.35
6.90
5.08
53.99
53.84
0
00:05:00
2 Sub-02
57.34
484.00
83.02
6.90
4.94
283.03
284.33
0
00:05:00
3 Sub-03
2.00
484.00
66.65
6.90
3.19
6.38
6.73
0
00:05:00
4 Sub-04
2.09
484.00
72.91
6.90
3.84
8.01
8.36
0
00:05:00

Post 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)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
571.00
578.50
0.00
0.00
1.00
12.81
571.66
0.00
11.34
0 00:00
0.00
0.00
2 Jun-02
Junction
582.00
589.25
0.00
0.00
1.00
98.10
588.25
0.00
5.50
0 00:00
0.00
0.00
3 Emerg-Out-01
Outfall
570.00
0.00
570.00
4 Emerg-Out-02
Outfall
580.00
37.25
580.00
5 Out-01
Outfall
565.50
12.81
566.04
6 Out-02
Outfall
580.00
98.10
580.00
7 Out-03
Outfall
632.00
6.55
632.00
8 Out-04
Outfall
616.00
8.20
616.00
9 Pond-01
Storage Node
571.00
580.00
575.00
1.00
53.38
578.93
0.00
0.00
10 Pond-02
Storage Node
582.00
592.00
586.00
1.00
281.77
591.76
0.00
0.00

Post Developed - 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 OutletPipe-01
Pipe
Jun-01
Out-01
60
571.00
565.50
9.1700
30.000
0.0130
12.81
124.19
0.10
14.10
0.60
0.24
0.00 Calculated
2 OutletPipe-02
Pipe
Jun-02
Out-02
58
582.00
581.00
1.7200
36.000
0.0130
98.10
87.58
1.12
13.88
3.00
1.00
9.00 SURCHARGED
3 CS-Rim-01
Orifice
Pond-01
Jun-01
571.00
571.00
54.000
4.45
4 CS-Rim-02
Orifice
Pond-02
Jun-02
582.00
582.00
54.000
63.74
5 WQ-Orifice-01
Orifice
Pond-01
Jun-01
571.00
571.00
2.000
0.21
6 WQ-Orifice-02
Orifice
Pond-02
Jun-02
582.00
582.00
4.000
0.97
7 Spillway-01
Weir
Pond-01
Emerg-Out-01
571.00
570.00
0.00
8 Spillway-02
Weir
Pond-02
Emerg-Out-02
582.00
580.00
37.25
9 Weir-01
Weir
Pond-01
Jun-01
571.00
571.00
8.16
10 Weir-02
Weir
Pond-02
Jun-02
582.00
582.00
33.55

Subbasin Hydrology
Post Developed - 050 Year
Subbasin : Sub-01
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
10.62
484.00
84.35
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
6.04
C
74.00
Paved parking & roofs
4.07
C
98.00
Pond
0.51
C
98.00
Composite Area & Weighted CN
10.62
84.35
Time of Concentration
TOC Method: SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)10.8)) / ((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 * (Sf10.5) (nearly bare & untilled surface)
V = 9.0 * (Sf10.5) (cultivated straight rows surface)
V = 7.0 * (Sf10.5) (short grass pasture surface)
V = 5.0 * (Sf10.5) (woodland surface)
V = 2.5 * (Sf10.5) (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)) * (Sf10.5)) / 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): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 6.90
Total Runoff (in)............................................................. 5.08
Peak Runoff (cfs)........................................................... 53.84
Weighted Curve Number ............................................... 84.35
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-01
Post Developed - 050 Year
3
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
OF
7 R C) 1n 11 17 1.� 14 1.r, 1F 17 1P lc) ?n
Time (hrs)

Subbasin : Sub-02
Post Developed - 050 Year
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
57.34
484.00
83.02
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
23.22
B
61.00
Paved parking & roofs
22.52
B
98.00
Paved roads with curbs & sewers
10.22
B
98.00
Pond
1.38
B
98.00
Composite Area & Weighted CN
57.34
83.02
Time of Concentration
User -Defined TOC override (minutes): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 6.90
Total Runoff (in)............................................................. 4.94
Peak Runoff (cfs)........................................................... 284.33
Weighted Curve Number ............................................... 83.02
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-02
Post Developed - 050 Year
3'
3[
2�
2E
2e
2E
2€
2t
2:
Z
2'
21
1�
1
1r
1E
0 1€
3 1t
1t
1
1[
C
r
i
Runoff Hydrograph
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 Developed - 050 Year
Subbasin : Sub-03
Input Data
Area(ac)........................................................................
2.00
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
66.65
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.90
B
65.00
Paved parking & roofs
0.10
B
98.00
Composite Area & Weighted CN
2.00
66.65
Time of Concentration
Subarea
Subarea
Subarea
Shallow Concentrated Flow Computations
A
B
C
Flow Length (ft) :
136
0.00
0.00
Slope (%) :
3
0.00
0.00
Surface Type :
Unpaved
Unpaved
Unpaved
Velocity (ft/sec) :
2.79
0.00
0.00
Computed Flow Time (min) :
0.81
0.00
0.00
Total TOC (min) ..................0.81
Subbasin Runoff Results
Total Rainfall (in)............................................................ 6.90
Total Runoff (in)............................................................. 3.19
Peak Runoff (cfs)........................................................... 6.73
Weighted Curve Number ............................................... 66.65
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:49

Subbasin : Sub-03
Post Developed - 050 Year
7.5
7
6.5
6
5.5
5
4.5
4
O
3.5
3
3
2.5
2
0.5
Runoff Hydrograph
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 Developed - 050 Year
Subbasin : Sub-04
Input Data
Area(ac)........................................................................
2.09
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
72.91
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.59
B
65.00
Paved parking & roofs
0.50
B
98.00
Composite Area & Weighted CN
2.09
72.91
Time of Concentration
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type
Velocity (ft/sec)
Computed Flow Time (min) :
Channel Flow Computations
Manning's Roughness
Flow Length (ft)
Channel Slope (%)
Cross Section Area (ft2)
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................2.93
Subbasin Runoff Results
Total Rainfall (in) ...................................
Total Runoff (in) ....................................
Peak Runoff (cfs)..................................
Weighted Curve Number ......................
Time of Concentration (days hh:mm:ss)
Subarea Subarea Subarea
A B C
100
0.00
0.00
2
0.00
0.00
Unpaved
Unpaved
Unpaved
2.28
0.00
0.00
0.73
0.00
0.00
Subarea Subarea Subarea
A
B
C
.03
0.00
0.00
600
0.00
0.00
3
0.00
0.00
1.97
0.00
0.00
5.12
0.00
0.00
4.55
0.00
0.00
2.20
0.00
0.00
6.90
3.84
8.36
72.91
0 00:02:56

Subbasin : Sub-04
Post Developed - 050 Year
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
3 4
3.5
3
2.5
2
1.5
1
0.5
Runoff Hydrograph
fl 1 ? 4 r,, F 7 9 1n 11 17 1.� 14 11F 17 1A 19 -)n 71
Time (hrs)

Junction Input
Post Developed - 050 Year
SN Element Invert Ground/Rim Ground/Rim
ID Elevation (Max) (Max)
Initial Initial Surcharge Surcharge Ponded Minimum
Water Water Elevation Depth Area Pipe
Elevation
Offset
Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft)
(ft) (ft) (ft2) (in)
1 Jun-01 571.00 578.50
7.50
0.00-571.00
0.00-578.50 1.00 0.00
2 Jun-02 582.00 589.25
7.25
0.00-582.00
0.00-589.25 1.00 0.00

Post Developed - 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 Jun-01
12.81
0.00
571.66
0.66
0.00
11.34
571.27
0.27
0 12:34
0 00:00
0.00
0.00
2 Jun-02
98.10
0.00
588.25
6.25
0.00
5.50
583.45
1.45
0 12:21
0 00:00
0.00
0.00

Post Developed - 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 OutletPipe-01
60
571.00
0.00
565.50
0.00 5.50
9.1700 CIRCULAR
30.000
30.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1
2 OutletPipe-02
58
582.00
0.00
581.00
1.00 1.00
1.7200 CIRCULAR
36.000
36.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1

Post Developed - 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 OutletPipe-01
12.81
0 12:34
124.19
0.10
14.10
0.07
0.60
0.24
0.00
Calculated
2 OutletPipe-02
98.10
0 12:21
87.58
1.12
13.88
0.07
3.00
1.00
9.00
SURCHARGED

Storage Nodes
Post Developed - 050 Year
Storage Node : Pond-01
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-01
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
13145.19
0.000
1
14030.68
13587.94
2
14947.74
28077.15
3
15896.91
43499.48
3.5
16383.71
51569.64
4
17605.80
60067.02
4.5
23951.60
70456.37
5
24871.39
82662.12
6
26753.37
108474.50
7
28691.89
136197.13
8
30686.97
165886.56
9
32738.60
197599.35
571.00
580.00
9.00
575.00
4.00
1.00
0.00

Post Developed - 050 Year
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000
9------------------------------------------------------- ,----------- ---------- ,----------- ---------- ,--------- 9
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Storage ,area (ft)
Storage Area - Storage Volume

Post Developed - 050 Year
Storage Node : Pond-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 Spillway-01
Trapezoidal
No
579.00
8.00
20.00
1.00
3.33
2 Weir-01
Rectangular
No
577.50
6.50
2.00
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 CS-Rim-01
Side
Rectangular
No
54.00
54.00
578.50
0.63
2 WQ-Orifice-01
Side
CIRCULAR
No
2.00
575.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
53.38
Peak Lateral Inflow (cfs)............................................................
53.38
Peak Outflow (cfs).....................................................................
12.81
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
578.93
Max HGL Depth Attained (ft).....................................................
7.93
Average HGL Elevation Attained (ft).........................................
577.78
Average HGL Depth Attained (ft)..............................................
6.78
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:34
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Storage Node : Pond-02
Post Developed - 050 Year
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-02
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
40022.33
0.000
1
41872.44
40947.39
2
43753.89
83760.56
3
45667.09
128471.05
3.5
46635.72
151546.75
4
49082.03
175476.19
4.5
63435.35
203605.54
5
65091.29
235737.20
6
68445.56
302505.63
7
71856.39
372656.61
8
75323.76
446246.69
9
78847.69
523332.42
10
82428.16
603970.35
582.00
592.00
10.00
586.00
4.00
1.00
0.00

Post Developed - 050 Year
Storage Area Volume Curves
Storage Volume
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 600,000 660,000 600,000
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I
'�.
1.2
1_ _ _ _ _ _ _ ' _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
I 1
J _ _ _ _ _ _ _ _ L
1 1
_ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _
1 1 1 1 1
J _
I
1.2
'____ _ ' ________'
_______ I________' _______
'________'
_______ '________' ________'________' ________' _______
I_
�nL 8p
1 1 1
- - 1 - - - - - - - - L
1 1 1
I 1
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
1 1
-I - - - - - - - - L
1 1
1 1 1 1 1
- - - - - - - -I - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L
1 1 1 1 1
I
I
0.8
0.6
,_ r _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _ _ _ _ _ _ _ _ r
_ _ _ _ _ _ _ -- _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _
-- _
0.6
�7
0.4
I I
'- - - - - - 1 - - - - - - - - L
1 1 1
I I
- - - - - - - J - - - - - - - - L - - - - - - -
I 1
I I
- - - - - - - - L
1 1
I I I I I
- - - - - - - - - - - - - - - L - - - - - - - -'- - - - - - - - 1 - - - - - - - - L - - - - - - -
1 1 1 1 1
I
J -
I
0.4
0.2
1 1 1
I 1
_____________________________________I--------•---------------y-
1 1
1 1 1 1 1
I
0.2
0
_ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ I _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _
_1_ _ _ _ _ _ _ _1_
_ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _
I _
40,000 45,000
50,000 55,000
60,000
65,000 70,801D 76,000 80,000
Storage Area (ft)
Storage Area - Storage Volume

Post Developed - 050 Year
Storage Node : Pond-02 (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 Spillway-02
Trapezoidal
No
591.25
9.25
30.00
1.00
3.33
2 Weir-02
Rectangular
No
587.75
5.75
4.00
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 CS-Rim-02
Side
Rectangular
No
54.00
54.00
589.25
0.63
2 WQ-Orifice-02
Side
CIRCULAR
No
4.00
586.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
281.77
Peak Lateral Inflow (cfs)............................................................
281.77
Peak Outflow (cfs).....................................................................
135.35
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
591.76
Max HGL Depth Attained (ft).....................................................
9.76
Average HGL Elevation Attained (ft).........................................
588.99
Average HGL Depth Attained (ft)..............................................
6.99
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:21
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Project Description
Post Developed - 100 Year
File Name
Project Options
FlowUnits ...............................................
Elevation Type ........................................
Hydrology Method ...................................
Time of Concentration (TOC) Method ....
Link Routing Method ...............................
Enable Overflow Ponding at Nodes ........
Skip Steady State Analysis Time Periods
Analysis Options
Start Analysis On ........................
End Analysis On ..........................
Start Reporting On ......................
Antecedent Dry Days ..................
Runoff (Dry Weather) Time Step
Runoff (Wet Weather) Time Step
Reporting Time Step ...................
Routing Time Step ......................
Number of Elements
27842.0001 - Post -Development - Major Mod Revision.SPF
CFS
Elevation
SCS TR-55
SCS TR-55
Hydrodynamic
YES
NO
Mar 05, 2020
00:00:00
Mar 06, 2020
00:00:00
Mar 05, 2020
00:00:00
0
days
0 01:00:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
0 00:05:00
days hh:mm:ss
30
seconds
Qty
RainGages .................................................
1
Subbasins....................................................
4
Nodes...........................................................
10
Junctions ............................................
2
0utfalls...............................................
6
Flow Diversions ..................................
0
Inlets...................................................
0
Storage Nodes ...................................
2
Links.............................................................
10
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
4
Weirs..................................................
4
Outlets................................................
0
Pollutants....................................................
0
LandUses ...................................................
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 Time Series TS-100 Intensity inches North Carolina Union 100 7.50 SCS Type III 24-hr

Post 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
10.62
484.00
84.35
7.50
5.66
60.08
59.48
0
00:05:00
2 Sub-02
57.34
484.00
83.02
7.50
5.50
315.54
315.03
0
00:05:00
3 Sub-03
2.00
484.00
66.65
7.50
3.67
7.34
7.73
0
00:05:00
4 Sub-04
2.09
484.00
72.91
7.50
4.36
9.09
9.45
0
00:05:00

Post 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)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
571.00
578.50
0.00
0.00
1.00
17.04
571.79
0.00
11.21
0 00:00
0.00
0.00
2 Jun-02
Junction
582.00
589.25
0.00
0.00
1.00
157.91
589.49
0.00
4.26
0 00:00
0.00
0.00
3 Emerg-Out-01
Outfall
570.00
2.86
570.00
4 Emerg-Out-02
Outfall
580.00
147.94
580.00
5 Out-01
Outfall
565.50
17.04
566.13
6 Out-02
Outfall
580.00
111.43
580.00
7 Out-03
Outfall
632.00
7.53
632.00
8 Out-04
Outfall
616.00
9.29
616.00
9 Pond-01
Storage Node
571.00
580.00
575.00
1.00
59.04
579.12
0.00
0.00
10 Pond-02
Storage Node
582.00
592.00
586.00
1.00
312.36
592.00
0.00
0.00

Post Developed - 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 OutletPipe-01
Pipe
Jun-01
Out-01
60
571.00
565.50
9.1700
30.000
0.0130
17.04
124.19
0.14
14.96
0.71
0.28
0.00 Calculated
2 OutletPipe-02
Pipe
Jun-02
Out-02
58
582.00
581.00
1.7200
36.000
0.0130
111.43
87.58
1.27
15.76
3.00
1.00
20.00 SURCHARGED
3 CS-Rim-01
Orifice
Pond-01
Jun-01
571.00
571.00
54.000
7.85
4 CS-Rim-02
Orifice
Pond-02
Jun-02
582.00
582.00
54.000
121.37
5 WQ-Orifice-01
Orifice
Pond-01
Jun-01
571.00
571.00
2.000
0.22
6 WQ-Orifice-02
Orifice
Pond-02
Jun-02
582.00
582.00
4.000
0.97
7 Spillway-01
Weir
Pond-01
Emerg-Out-01
571.00
570.00
2.86
8 Spillway-02
Weir
Pond-02
Emerg-Out-02
582.00
580.00
147.94
9 Weir-01
Weir
Pond-01
Jun-01
571.00
571.00
8.98
10 Weir-02
Weir
Pond-02
Jun-02
582.00
582.00
35.69

Subbasin Hydrology
Post Developed - 100 Year
Subbasin : Sub-01
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
10.62
484.00
84.35
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
6.04
C
74.00
Paved parking & roofs
4.07
C
98.00
Pond
0.51
C
98.00
Composite Area & Weighted CN
10.62
84.35
Time of Concentration
TOC Method: SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)10.8)) / ((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 * (Sf10.5) (nearly bare & untilled surface)
V = 9.0 * (Sf10.5) (cultivated straight rows surface)
V = 7.0 * (Sf10.5) (short grass pasture surface)
V = 5.0 * (Sf10.5) (woodland surface)
V = 2.5 * (Sf10.5) (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)) * (Sf10.5)) / 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): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 7.50
Total Runoff (in)............................................................. 5.66
Peak Runoff (cfs)........................................................... 59.48
Weighted Curve Number ............................................... 84.35
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-01
Post Developed - 100 Year
60
68
66
64
62
60
48
46
44
42
40
38
36
cn 34
32
30
28
3
26
24
22
20
18
16
14
12
10
8
6
4
2
Runoff Hydrograph
0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time (hrs)

Subbasin : Sub-02
Post Developed - 100 Year
Input Data
Area (ac) ........................
Peak Rate Factor ...........
Weighted Curve Number
Rain Gage ID .................
Composite Curve Number
57.34
484.00
83.02
Rain Gage-001
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
> 75% grass cover, Good
23.22
B
61.00
Paved parking & roofs
22.52
B
98.00
Paved roads with curbs & sewers
10.22
B
98.00
Pond
1.38
B
98.00
Composite Area & Weighted CN
57.34
83.02
Time of Concentration
User -Defined TOC override (minutes): 5
Subbasin Runoff Results
Total Rainfall (in)............................................................ 7.50
Total Runoff (in)............................................................. 5.50
Peak Runoff (cfs)........................................................... 315.03
Weighted Curve Number ............................................... 83.02
Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00

Subbasin : Sub-02
Post Developed - 100 Year
340
320
300
280
260
240
220
200
180
160
3
140
120
100
80
60
40
20
Runoff Hydrograph
0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time (hrs)

Post Developed - 100 Year
Subbasin : Sub-03
Input Data
Area(ac)........................................................................
2.00
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
66.65
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.90
B
65.00
Paved parking & roofs
0.10
B
98.00
Composite Area & Weighted CN
2.00
66.65
Time of Concentration
Subarea
Subarea
Subarea
Shallow Concentrated Flow Computations
A
B
C
Flow Length (ft) :
136
0.00
0.00
Slope (%) :
3
0.00
0.00
Surface Type :
Unpaved
Unpaved
Unpaved
Velocity (ft/sec) :
2.79
0.00
0.00
Computed Flow Time (min) :
0.81
0.00
0.00
Total TOC (min) ..................0.81
Subbasin Runoff Results
Total Rainfall (in)............................................................ 7.50
Total Runoff (in)............................................................. 3.67
Peak Runoff (cfs)........................................................... 7.73
Weighted Curve Number ............................................... 66.65
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:49

Subbasin : Sub-03
Post Developed - 100 Year
8.5
8
7.5
7
6.5
6
5.5
6
4.5
O 4
3
3.5
3
2.5
2
1.5
1
0.5
Runoff Hydrograph
0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23
Time (hrs)

Post Developed - 100 Year
Subbasin : Sub-04
Input Data
Area(ac)........................................................................
2.09
Peak Rate Factor...........................................................
484.00
Weighted Curve Number ...............................................
72.91
Rain Gage ID.................................................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Woods & grass combination, Fair
1.59
B
65.00
Paved parking & roofs
0.50
B
98.00
Composite Area & Weighted CN
2.09
72.91
Time of Concentration
Shallow Concentrated Flow Computations
Flow Length (ft)
Slope (%) :
Surface Type
Velocity (ft/sec)
Computed Flow Time (min) :
Channel Flow Computations
Manning's Roughness
Flow Length (ft)
Channel Slope (%)
Cross Section Area (ft2)
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................2.93
Subbasin Runoff Results
Total Rainfall (in) ...................................
Total Runoff (in) ....................................
Peak Runoff (cfs)..................................
Weighted Curve Number ......................
Time of Concentration (days hh:mm:ss)
Subarea Subarea Subarea
A B C
100
0.00
0.00
2
0.00
0.00
Unpaved
Unpaved
Unpaved
2.28
0.00
0.00
0.73
0.00
0.00
Subarea Subarea Subarea
A
B
C
.03
0.00
0.00
600
0.00
0.00
3
0.00
0.00
1.97
0.00
0.00
5.12
0.00
0.00
4.55
0.00
0.00
2.20
0.00
0.00
7.50
4.36
9.45
72.91
0 00:02:56

Subbasin : Sub-04
Post Developed - 100 Year
10
9.5
9
8.5
8
7.5
7
6.5
6
3 4.5
4
3.5
3
2.5
2
1.5
0.5
Runoff Hydrograph
fl 1 ? 4 r,, F 7 R 9 1rl 11 17 1.� 14 1r,, 1F 17 1P 19 ?n
Time (hrs)

Post Developed - 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 Jun-01
571.00
578.50
7.50
0.00-571.00
0.00
-578.50
1.00
0.00
2 Jun-02
582.00
589.25
7.25
0.00-582.00
0.00
-589.25
1.00
0.00

Post Developed - 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 Jun-01
17.04
0.00
571.79
0.79
0.00
11.21
571.29
0.29
0 12:29
0 00:00
0.00
0.00
2 Jun-02
157.91
0.00
589.49
7.49
0.00
4.26
583.49
1.49
0 12:17
0 00:00
0.00
0.00

Post Developed - 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 OutletPipe-01
60
571.00
0.00
565.50
0.00 5.50
9.1700 CIRCULAR
30.000
30.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1
2 OutletPipe-02
58
582.00
0.00
581.00
1.00 1.00
1.7200 CIRCULAR
36.000
36.000
0.0130
0.5000
0.5000
0.0000
0.00 No
1

Post Developed - 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 OutletPipe-01
17.04
0 12:29
124.19
0.14
14.96
0.07
0.71
0.28
0.00
Calculated
2 OutletPipe-02
111.43
0 12:17
87.58
1.27
15.76
0.06
3.00
1.00
20.00
SURCHARGED

Storage Nodes
Post Developed - 100 Year
Storage Node : Pond-01
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-01
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
13145.19
0.000
1
14030.68
13587.94
2
14947.74
28077.15
3
15896.91
43499.48
3.5
16383.71
51569.64
4
17605.80
60067.02
4.5
23951.60
70456.37
5
24871.39
82662.12
6
26753.37
108474.50
7
28691.89
136197.13
8
30686.97
165886.56
9
32738.60
197599.35
571.00
580.00
9.00
575.00
4.00
1.00
0.00

Post Developed - 100 Year
Storage Area Volume Curves
Storage Volume (ft)
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000 180,000
9------------------------------------------------------- ,----------- ---------- ,----------- ---------- ,--------- 9
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14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 32,000
Storage ,area (ft)
Storage Area - Storage Volume

Post Developed - 100 Year
Storage Node : Pond-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 Spillway-01
Trapezoidal
No
579.00
8.00
20.00
1.00
3.33
2 Weir-01
Rectangular
No
577.50
6.50
2.00
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 CS-Rim-01
Side
Rectangular
No
54.00
54.00
578.50
0.63
2 WQ-Orifice-01
Side
CIRCULAR
No
2.00
575.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
59.04
Peak Lateral Inflow (cfs)............................................................
59.04
Peak Outflow (cfs).....................................................................
19.90
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
579.12
Max HGL Depth Attained (ft).....................................................
8.12
Average HGL Elevation Attained (ft).........................................
577.81
Average HGL Depth Attained (ft)..............................................
6.81
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:28
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

Storage Node : Pond-02
Post Developed - 100 Year
Input Data
Invert Elevation (ft) .........
Max (Rim) Elevation (ft) .
Max (Rim) Offset (ft) ......
Initial Water Elevation (ft)
Initial Water Depth (ft) ....
Ponded Area (ft2) ............
Evaporation Loss ............
Storage Area Volume Curves
Storage Curve : Pond-02
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft3)
0
40022.33
0.000
1
41872.44
40947.39
2
43753.89
83760.56
3
45667.09
128471.05
3.5
46635.72
151546.75
4
49082.03
175476.19
4.5
63435.35
203605.54
5
65091.29
235737.20
6
68445.56
302505.63
7
71856.39
372656.61
8
75323.76
446246.69
9
78847.69
523332.42
10
82428.16
603970.35
582.00
592.00
10.00
586.00
4.00
1.00
0.00

Post Developed - 100 Year
Storage Area Volume Curves
Storage Volume
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 600,000 660,000 600,000
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I _
40,000 45,000
50,000 55,000
60,000
65,000 70,801D 76,000 80,000
Storage Area (ft)
Storage Area - Storage Volume

Post Developed - 100 Year
Storage Node : Pond-02 (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 Spillway-02
Trapezoidal
No
591.25
9.25
30.00
1.00
3.33
2 Weir-02
Rectangular
No
587.75
5.75
4.00
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 CS-Rim-02
Side
Rectangular
No
54.00
54.00
589.25
0.63
2 WQ-Orifice-02
Side
CIRCULAR
No
4.00
586.00
0.61
Output Summary Results
Peak Inflow (cfs)........................................................................
312.36
Peak Lateral Inflow (cfs)............................................................
312.36
Peak Outflow (cfs).....................................................................
305.85
Peak Exfiltration Flow Rate (cfm)..............................................
0.00
Max HGL Elevation Attained (ft)................................................
592.00
Max HGL Depth Attained (ft).....................................................
10
Average HGL Elevation Attained (ft).........................................
589.02
Average HGL Depth Attained (ft)..............................................
7.02
Time of Max HGL Occurrence (days hh:mm) ...........................
0 12:18
Total Exfiltration Volume (1000-ft3)...........................................
0.000
Total Flooded Volume (ac-in)....................................................
0
Total Time Flooded (min)..........................................................
0
Total Retention Time (sec) ........................................................
0.00

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PID: 06009 33
DOMINICK\A \ I
I EILEEN SANTEV CCHI
071 656 S / f 0 SF/ //120 � / \ \ o \ \ 1 \ DB:0933 PG: 26 1 I
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0.89 AC.
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118
\ \ I 1 \ 1 \ \ \ s \ I I 0.20
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\ \ \ \ I MIN. \\ 8 SF J / 0.32 Ac. 65. 0 S 143 \ / \ \ I \ \ '� \ / \
\ \ / \ \ I` \ S� qQ � \ �' r I "CMP END \ \
0.31 AC. / / \ % \ ,10142 SF \ r I
\ \ = 8446 � \ - •� s I PID:06009034\
/ 13 2 \ \ \\ , , \ a / I I VANCE `& ``'' \ \
5 MIN. / \ \ qT BRIDGET TREF THEN \
DB:0939 PG'
0661 \
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MIN. I II /aG / PID: 06009036
Tc: 5
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\ \ � / I � I ` / � / ` \ \ ` \ \ , \ \ ` \ \ ♦'i � - � \ \ �\ / N� `\ 0.47 AC. � \ / � , `O� 62`' I
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N > -�o � \ c-7 --
- / , \ t«' \ JOB NO: J-27842.0001 DATE: 5/4/2020
I I I / I 1 / / \ \ 1 ` \ \ I I \ ( / r / I ! 1\ / ✓ I - ` \ -� - \ \ \ / \ I \ , v I DRAWN: GL SCALE: 1"= 60'
\ 1' REVIEWED: MSK SHEEF: 1 OF 2

FLORAMI LEE
DB.ONING: PG.40
P RODNEY & °
i '
a / / / " / ` \ \ \ \ \ \ \ \ \\ \ _ \ ` \ i JOANNE MAYHEWDB PC
ZONINc;R-40
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POND I
L
\\ BOBB06WEBSTER
_ ✓/S
PID:06027028 \\ \ \\\ \` \\ i^ \ ZONING:R-40 \ \ 11ff / p V�
S I / \ \ \ \ I 1 1 I f I \ �- \ _ 1 y ) y\ \ 1 \ \ \ \ I ( \ \ \ \ \
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\ \ \ t f � \ \ \ \ \ \ \ \ \
/ V, \ I \ DB: 5586 PG: 023 _ ( 1 1 } L }!� v y J y \y y y y\ ` r \ } ( Z \ \\ o \ 1 I
NIN : -4 _ 1 \ \\\ II(/r I 1 � \ �� /^ J - , -t' �' / 1 I \ \
WALE 17 BOTTO \ / \ \ \ \ \ / \ / ) } I I 1 /( \ � 1 \ �83J -1 - \ - C : / 1� ° \ \ 1 \\\\ - \ 6'
✓_ � \ \ \ \ \ \ \ \ \ \ \
✓✓ J / 585.7 WALE 01 BOTTO \ \ \ \ \ \ 1 ) I \ I / '1 \_ y \ \ \ ) \ \ \ \ \
85.75 - - - \ `\ ` l `� I I(\II1\\ Ilp 1 1�'�--�_�-- / 'j -1 �y y- \ \ \ 1l
\ S \ S9 \ I \ \III 2 J !- -c .i g 585 i ✓ ✓\ \ - I / \
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SWALE 05 TO
° I WALE 01 TOPi I p � ¢ e
1 / 13 / / 1�•/ I / / \/ h /
( } \ 97.16 ,� / h e$ / 599.52 � c�ys / j
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SWALE 01 I 1 � 1590 -Ss,
5 / / / \ \ / \ \ w o� WALE 02 TOP I I I ��
I Tc 5 MIN. 541 i
\, \ / 593 / I I \\ 97.16 s
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\ 0.23 C. i / 0.57 AC. o / 604 �' , / % r a l l \/ 1 I I \ ` ro: 5 MIN.
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\ \ \ \ Tc: 5 MIN. \\ _ /oil \ I N \ \ \ \
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Tc: 5 MIN. \ \ \\
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0.29 Ac. 6941\\ \ \ \ �` \ -� } 6 \ �\ \ 1 (� \ \ \ \ \ \
\ \ / 60 30 6 120 ,? 40
1 \\ �\ \\\�R� >I 3\G \ \\\ \ \ \ IJ1 586 \ 6550 S \. 1 / /i \ _ `r \ 1 \ / iz
\\ \ \ \ ✓ \ \ \ o , \ Tc: 5 MIN. \`s / i i / 089 \ \ \ e \ \ \ /
\\ \ � \L \ \ \ � \ <� 1 ,, � \ 0.19 Ac. \ � \ 095
\ / / SWALE 02 BOTTO / / / / Tc: 5 MIN. 0.67
� \ ✓ � \ � � \ \ / 592.56 7309 S SWALE 03 BOTTO / !�/ Tc: 5 MIN05 . \ \
92.56 _ - 7
023 l 1 / I I �AC. F ET
I SF_ / J \ \ \ 102 / 1 \ I I I I I � � �\ /
0.51 AC. \ / (309 S / 5 ! / Tc: 5 MIN. / / / / \ J / / / J I \ 5 I ' � \ I I I \ 6z9
Tc: 5 MIN. 1.66 AC. 1' SWALEi07 I I 1
\ 692SF
\ ( \\
6550 S I / I _ 7077 SF / / , 094 / I
\\ �\ \ �, / \ I \/ / / /// / / ,/ 7 , 614\\
\,_ 3 Tc:5Ml
I \4 A/ j /T�I y y - \ \ 6550 S \ \ I / 95 8 SF J / / 1419'7 S 098 I X
L ( /// / /
0.318AC.
84 ' SWALE 20 0.24 Ac. 097
Tc: 5 MIN. / % //
Tc: 5 MIN. 0.47 AG 5
059
� \ \ - • _ �- / / 0� 5 MIN. 7 , 7 AC� / � ( I � I / W /
/ 0.29 AC. \ _ \ - - /
Tc: 5 MIN. ' \ ` • - - / / / 97.67 / _ / \\ I -(- - t \ /
- - --- \ - \ \ ` \ / 872 SF c I /
./ \I \ / 5
7119SF
\ \ / 083 _ \ \ \ \ 1 9 2 SF' / /I ,/ / ,� 5 , \l } 11 I / 1 l -\ 625-
-\�/T J _ �� q \ / \ I / 10.93 AC.
7106 S
\ \
�'} \ / _ - � � I / j //• �� '\ � \ \ //i / \ I \ �,/ i \ _ - I _ 061 r 0.25 AC. // ,/ � Tc: 5 MIN. I( r i (� � ( ( } I % � \-624�
7189 S / I ' \ ; \ _ WALE 08 BOTTO
/ / \ \ \ \ \` / / \ \ / 12G / / Tc: 5 MIN. / J 0 5.32
/ 063 69 6 SF - I I I \ \
7496 S / 0.23 AC. / \ B, /
Tc: 5 MIN.
W.E. 585.9
}• - - - - _ - - 6551 SF I 0Tc 5 MIN. / I I 1166 I sF log' ( `�� �\\' ' �\ \ POST -DEVELOPMENT
WALE 17 TO \ 0.68 AC. / i ' 6 \ \
1 \ �- I \ 1 lyl ( - - - •/ �- - - - 595.6 I T- `` Tc: 5 MIN. ( 6550 s
( / \ \ ) \ ) I fly/ I•� _ -� y��\\ \ \ \ \ / \6550 S , I ) / \ 96 / , Tc: 5 MIN. ; \ l / �I CATCHMENT EXHIBIT
/ } } , 1 I y - - - -Iy =�- - - - '•\ ��` \\\ \J \ l ; ' 6550 S IllQ I 0 > \SWALE 07 BOTTO / ( I 7
y y y ( �/ - I�•, 6, I CRESSWIND
1 ( I ( \ _ I I t` - - - / - - y \ - �• - - - - �\ yWALE l' / / // I 1 I 1 1 \ I \\ \�\) (y �\.�`.�J fi- I�r r - ��\`\ - 95 64�' 1�\\\\\�� S`��\\ ♦ \ 1 \ �/ -7860 �\� �f I �I } 1�•' W.E. 66 TO 3
/ I 085 MONROE, NC
�0.33AC.
Tc: 5 MIN. - _ _ I 786o sF ( I / • %/ / / \ / ti 1 PREPARED FOR:
,\SWALE 16 s � \ \ '�. � � / \ � � .
18864 SFV
\ \ \ S96 9 \ l KOLTER HOMES
\=�-� \ \ � \�\y� y \ - - - \ � y y(� I � � �\ , \ � S9e\ 5,� � • � \ ( ( \ J/ 962 SF / \\ �,
/ -� \ \ �\ - \ _ \ \ \ ( \ _ - = = y �� \\ WALE 15 BOTTO \ \ _ 0.48 AC. / 9330 /, / / 099 �� J \ \ b \ /
/ / \ \ _ \ \\ y 16 BOTTO
\ 5 MIN. 065 f �zh / PREPARED BY:
\ \ \\\ \ \ 93.62 \ \ 1 / 0.37 AC. \ �2 - /
\ 593.6
�\ THOMAS
-
/ SWALE 8- / &
\ - - - •1 _ �- \\ \ \\� \\ \ \ \ \ \ \�\ ( / \\ 066 ,' / I Y HUTTON
J 1 M 1020 Euclid Avenue \/
J � �- � \ � / r ) \ \=� \- � � • • - � \ \` `�) -� \ \ \ \ / I % 1� > Charlotte, NC 28202 980.201.5505
\rKI\ \ WAL. 15 I087 \ �www.thomasandhutton.com
\ 922 SF
l i / ' / \ I / \ \ / I \ y} \� � V � _ _ _ • ,� y ` yl JOB NO: J-27842.0001 DATE: 5/4/2020
°� WALE DRAWN: GL SCALE: 1"- 60'
- o \ I - , REVIEWED: MK SHEET: 2 OF 2

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STORM SEWERS EXHIBIT
CLIENT:
KOLTER SIGNATURE HOMES NC, LLC
LOCATION: UNION COUNTY, NC
DATE: 6/15/2020 DRAWN BY: MSK SHEET: 1 OF
JOB NUMBER: J-27842.0001 REVIEWED BY: MSK SCALE: 1"= 150'
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1020 Euclid Avenue
Charlotte, NC 28202 • 980.201 .5505
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CRESSWIND - PHASE
STORM SEWERS EXHIBIT
CLIENT:
KOLTER SIGNATURES HOMES NC, LLC
LOCATION: UNION COUNTY, NC
DATE: 6/15/2020 DRAWN BY: MSK SHEET: 2 OF 2
JOB NUMBER: J-27842.0001 REVIEWED BY: MSK SCALE: 1"= 150'
T THOMAS
HUTTON
1020 Euclid Avenue
Charlotte, NC 28202 • 980.201 .5505
www.thomasandhutton.com

STRUCTURE
REPORT

Structure
Page 1
Line
Inlet
Inlet
Byp
Junct
Struct
Struct
Struct
Gnd/Rim
Invert
HGL
J-Loss
No.
ID
LOG
Ln No
Type
Shape
Length
Width
El Up
Up
Jnct
Coeff
(ft)
(ft)
(ft)
(ft)
(ft)
1
001
Sag
n/a
MH
Cir
5.00
5.00
592.00
586.13
590.82 i
1.00
2
056
Sag
Sag
Dp-Grate
Rect
3.00
3.00
592.56
586.35
591.35
0.78
3
057
Sag
Sag
Comb.
Rect
4.00
4.00
594.63
587.14
592.59
1.67
4
058
On Grade
3
Comb.
Rect
4.00
4.00
596.46
588.77
593.22 i
0.50
5
059
On Grade
3
Comb.
Rect
4.00
4.00
596.46
589.06
593.48 i
1.50
6
060
On Grade
3
Comb.
Rect
4.00
4.00
597.70
589.30
593.57 i
1.23
7
061
On Grade
6
Comb.
Rect
4.00
4.00
600.45
590.67
594.92 i
2.25
8
062
On Grade
7
Comb.
Rect
4.00
4.00
603.85
592.86
596.94 i
0.51
9
063
On Grade
7
Comb.
Rect
4.00
4.00
603.85
597.68
602.24 i
1.50
10
064
On Grade
7
Comb.
Rect
4.00
4.00
604.84
598.05
602.45 i
1.41
11
065
On Grade
10
Comb.
Rect
4.00
4.00
606.81
599.08
603.41 i
1.49
12
066
On Grade
11
Comb.
Rect
4.00
4.00
608.35
600.08
604.33 i
1.50
13
067
On Grade
12
Comb.
Rect
4.00
4.00
609.99
601.36
605.51 i
0.55
14
068
On Grade
13
Comb.
Rect
4.00
4.00
611.59
602.99
607.11 i
1.50
15
069
On Grade
14
Comb.
Rect
4.00
4.00
613.12
603.86
607.74
0.57
16
69A
On Grade
14
Comb.
Rect
4.00
4.00
613.28
604.09
608.10 i
1.75
17
116
On Grade
16
Comb.
Rect
4.00
4.00
617.15
604.93
609.85
1.50
18
118
On Grade
17
Comb.
Rect
4.00
4.00
623.34
606.34
611.81
1.50
19
119
On Grade
56
Comb.
Rect
4.00
4.00
626.21
607.83
613.72
1.50
20
072
On Grade
42
Comb.
Rect
4.00
4.00
626.18
608.05
614.45
1.01
21
073
On Grade
42
Comb.
Rect
4.00
4.00
625.80
608.22
615.21
1.13
22
074
On Grade
42
Comb.
Rect
4.00
4.00
625.83
608.39
616.19
1.59
23
120
On Grade
22
Comb.
Rect
4.00
4.00
628.15
620.41
623.57 i
1.50
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Structure
Page 2
Line
Inlet
Inlet
Byp
Junct
Struct
Struct
Struct
Gnd/Rim
Invert
HGL
J-Loss
No.
ID
LOG
Ln No
Type
Shape
Length
Width
El Up
Up
Jnct
Coeff
(ft)
(ft)
(ft)
(ft)
(ft)
24
121
On Grade
23
Comb.
Rect
4.00
4.00
629.40
621.41
624.39 i
1.10
25
122
On Grade
24
Comb.
Rect
4.00
4.00
629.80
621.70
624.66 i
1.65
26
132
On Grade
25
Comb.
Rect
4.00
4.00
631.88
626.51
627.92 i
1.44
27
123
On Grade
24
Comb.
Rect
4.00
4.00
629.81
622.73
625.16 i
0.96
28
124
On Grade
24
Comb.
Rect
4.00
4.00
630.36
623.36
626.21 i
1.05
29
125
On Grade
28
Comb.
Rect
4.00
4.00
631.45
624.89
627.58 i
1.48
30
126
On Grade
29
Comb.
Rect
4.00
4.00
632.05
625.16
627.95
1.41
31
127
Sag
Sag
Dp-Grate
Rect
3.00
3.00
629.88
625.54
628.15
0.50
32
128
Sag
Sag
Dp-Grate
Rect
3.00
3.00
631.08
626.44
628.44
1.48
33
129
Sag
Sag
Dp-Grate
Rect
3.00
3.00
631.70
626.96
628.66
0.65
34
130
Sag
Sag
Dp-Grate
Rect
3.00
3.00
632.76
628.25
629.17 i
1.00
35
138
On Grade
46
Comb.
Rect
4.00
4.00
631.45
625.61
627.91
0.50
36
139
Sag
Sag
Dp-Grate
Rect
3.00
3.00
630.67
626.76
628.62
1.50
37
140
Sag
Sag
Dp-Grate
Rect
3.00
3.00
632.18
627.93
628.89 i
1.00
38
136
On Grade
27
Comb.
Rect
4.00
4.00
631.98
626.97
628.12 i
1.00
39
160
Sag
Sag
Dp-Grate
Rect
3.00
3.00
631.74
627.01
628.54
1.00
40
075
On Grade
56
Comb.
Rect
4.00
4.00
624.45
609.34
616.53
3.25
41
142
Sag
Sag
Dp-Grate
Rect
3.00
3.00
624.70
619.76
621.06 i
0.50
42
143
Sag
Sag
Dp-Grate
Rect
3.00
3.00
626.76
621.26
622.63 i
1.32
43
144
Sag
Sag
Dp-Grate
Rect
3.00
3.00
630.38
621.79
622.93 i
1.19
44
145
Sag
Sag
Dp-Grate
Rect
3.00
3.00
632.45
624.74
625.68 i
0.94
45
146
Sag
Sag
Dp-Grate
Rect
3.00
3.00
633.82
628.32
629.07 i
1.00
46
137
On Grade
47
Comb.
Rect
4.00
4.00
630.57
624.36
626.21
1.00
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Structure
Page 3
Line
Inlet
Inlet
Byp
Junct
Struct
Struct
Struct
Gnd/Rim
Invert
HGL
J-Loss
No.
ID
LOG
Ln No
Type
Shape
Length
Width
El Up
Up
Jnct
Coeff
(ft)
(ft)
(ft)
(ft)
(ft)
47
131
On Grade
21
Comb.
Rect
4.00
4.00
628.15
621.99
623.59
1.00
48
107
Sag
Sag
Dp-Grate
Rect
3.00
3.00
610.75
606.31
608.75 i
0.64
49
108
Sag
Sag
Dp-Grate
Rect
3.00
3.00
617.05
611.18
614.88 i
0.50
50
109
Sag
Sag
Dp-Grate
Rect
3.00
3.00
619.83
614.55
617.64 i
0.50
51
110
Sag
Sag
Dp-Grate
Rect
3.00
3.00
622.38
617.36
619.84 i
0.50
52
111
Sag
Sag
Dp-Grate
Rect
3.00
3.00
625.18
620.39
622.13 i
1.50
53
112
Sag
Sag
Dp-Grate
Rect
3.00
3.00
628.82
624.56
625.58 i
1.00
54
141
On Grade
59
Comb.
Rect
4.00
4.00
624.45
619.56
619.97 i
1.00
55
071
On Grade
62
Comb.
Rect
4.00
4.00
623.34
617.87
618.30 i
1.00
56
076
On Grade
57
Comb.
Rect
4.00
4.00
622.63
610.42
616.71
1.50
57
077
Sag
Sag
Comb.
Rect
4.00
4.00
621.44
611.12
616.78
1.63
58
078
Sag
Sag
Comb.
Rect
4.00
4.00
621.48
617.64
618.25 i
1.00
59
147
On Grade
58
Comb.
Rect
4.00
4.00
622.63
617.12
617.51 i
1.00
60
148
On Grade
Offsite
Comb.
Rect
4.00
4.00
617.88
613.22
616.87
1.47
61
149
On Grade
Offsite
Comb.
Rect
4.00
4.00
617.88
613.50
616.88
1.00
62
070
On Grade
15
Comb.
Rect
4.00
4.00
617.15
609.96
610.40 i
1.00
63
117
Sag
Sag
Dp-Grate
Rect
3.00
3.00
613.55
609.87
610.56 i
1.00
64
114
On Grade
14
Comb.
Rect
4.00
4.00
613.51
605.91
608.24
1.15
65
115
On Grade
66
Comb.
Rect
4.00
4.00
613.51
606.28
608.28
1.00
66
106
On Grade
67
Comb.
Rect
4.00
4.00
611.59
605.92
607.14
1.00
67
105
On Grade
70
Comb.
Rect
4.00
4.00
608.35
602.64
604.37
1.00
68
097
On Grade
9
Comb.
Rect
4.00
4.00
606.33
601.59
602.56 i
1.50
69
098
On Grade
8
Comb.
Rect
4.00
4.00
606.33
602.03
602.52 i
1.00
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Structure
Page 4
Line
Inlet
Inlet
Byp
Junct
Struct
Struct
Struct
Gnd/Rim
Invert
HGL
J-Loss
No.
ID
LOG
Ln No
Type
Shape
Length
Width
El Up
Up
Jnct
Coeff
(ft)
(ft)
(ft)
(ft)
(ft)
70
099
On Grade
82
Comb.
Rect
4.00
4.00
604.84
600.42
602.47
1.00
71
100
Sag
Sag
Dp-Grate
Rect
3.00
3.00
604.23
599.99
603.41
1.00
72
083
Sag
Sag
Comb.
Rect
4.00
4.00
594.63
588.82
592.67
0.50
73
084
Sag
Sag
Dp-Grate
Rect
3.00
3.00
593.64
589.75
592.81
1.50
74
085
Sag
Sag
Dp-Grate
Rect
3.00
3.00
594.85
590.97
593.28
0.50
75
086
Sag
Sag
Dp-Grate
Rect
3.00
3.00
598.05
594.17
595.50 i
0.50
76
087
Sag
Sag
Dp-Grate
Rect
3.00
3.00
602.11
598.20
599.22 i
0.79
77
088
Sag
Sag
Dp-Grate
Rect
3.00
3.00
607.73
603.70
604.23 i
1.00
78
089
On Grade
5
Comb.
Rect
4.00
4.00
598.75
592.97
594.07 i
1.48
79
090
On Grade
78
Comb.
Rect
4.00
4.00
600.37
594.98
595.85 i
0.50
80
091
On Grade
79
Comb.
Rect
4.00
4.00
601.84
596.80
597.53 i
1.49
81
092
On Grade
83
Comb.
Rect
4.00
4.00
601.84
597.38
597.72 i
1.00
82
096
On Grade
84
Comb.
Rect
4.00
4.00
600.11
595.61
596.32 i
1.00
83
093
On Grade
4
Comb.
Rect
4.00
4.00
598.75
593.41
594.13 i
1.00
84
093A
On Grade
72
Comb.
Rect
4.00
4.00
597.70
592.86
593.43 i
1.00
85
094
Sag
Sag
Dp-Grate
Rect
3.00
3.00
597.62
591.81
594.94
0.50
86
095
Sag
Sag
Dp-Grate
Rect
3.00
3.00
599.31
592.74
594.98
1.00
87
079
Sag
Sag
Dp-Grate
Rect
3.00
3.00
593.59
589.62
591.09
1.05
88
080
Sag
Sag
Dp-Grate
Rect
3.00
3.00
594.44
590.47
591.62 i
1.50
89
081
Sag
Sag
Dp-Grate
Rect
3.00
3.00
595.29
591.68
592.42 i
1.00
90
082
Sag
Sag
Dp-Grate
Rect
3.00
3.00
596.51
587.29
590.85
1.00
91
043
Sag
n/a
MH
Rect
3.00
3.00
598.08
586.26
591.22
1.00
92
044
Sag
Sag
Dp-Grate
Rect
3.00
3.00
598.07
587.21
592.46
1.31
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Structure
Page 5
Line
Inlet
Inlet
Byp
Junct
Struct
Struct
Struct
Gnd/Rim
Invert
HGL
J-Loss
No.
ID
LOG
Ln No
Type
Shape
Length
Width
El Up
Up
Jnct
Coeff
(ft)
(ft)
(ft)
(ft)
(ft)
93
045
Sag
Sag
Comb.
Rect
4.00
4.00
600.17
588.14
593.20
0.50
94
046
On Grade
93
Comb.
Rect
4.00
4.00
600.77
588.57
594.12
1.46
95
047
Sag
Sag
Dp-Grate
Rect
3.00
3.00
599.33
589.70
597.33
1.50
96
048
Sag
Sag
Dp-Grate
Rect
3.00
3.00
601.95
590.52
598.85
0.50
97
049
Sag
Sag
Dp-Grate
Rect
3.00
3.00
607.44
591.65
600.62
0.50
98
155
Sag
Sag
Dp-Grate
Rect
3.00
3.00
607.74
594.50
602.16
0.50
99
102
Sag
Sag
Dp-Grate
Rect
3.00
3.00
606.78
595.88
603.07
0.73
100
101
Sag
Sag
Dp-Grate
Rect
3.00
3.00
605.32
598.72
604.30
1.17
101
103
Sag
Sag
Dp-Grate
Rect
3.00
3.00
607.33
601.44
605.09
0.50
102
104
Sag
Sag
Dp-Grate
Rect
3.00
3.00
609.14
604.32
606.12 i
1.00
103
050
On Grade
94
Comb.
Rect
4.00
4.00
606.69
599.51
599.97 i
1.50
104
051
On Grade
93
Comb.
Rect
4.00
4.00
606.69
600.73
600.94 i
1.00
105
004
Sag
Sag
Dp-Grate
Rect
3.00
3.00
584.51
578.13
581.47 i
1.52
106
012
Sag
Sag
Dp-Grate
Rect
3.00
3.00
585.75
579.70
582.43 i
1.49
107
013
Sag
Sag
Comb.
Rect
8.00
4.00
587.93
582.28
584.83 i
0.57
108
014
On Grade
107
Comb.
Rect
4.00
4.00
590.72
585.01
587.10 i
1.50
109
015
On Grade
110
Comb.
Rect
4.00
4.00
592.84
587.11
589.80 i
1.49
110
016
On Grade
109
Comb.
Rect
4.00
4.00
594.38
589.63
591.70 i
0.50
111
017
On Grade
109
Comb.
Rect
4.00
4.00
594.38
589.92
592.46
1.88
112
018
On Grade
111
Comb.
Rect
4.00
4.00
595.92
591.47
592.73
1.50
113
019
On Grade
110
Comb.
Rect
4.00
4.00
595.92
591.76
592.43 i
1.00
114
022
On Grade
109
Comb.
Rect
4.00
4.00
594.69
590.14
592.54
0.97
115
023
On Grade
123
Comb.
Rect
4.00
4.00
594.69
590.51
592.59
1.00
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Structure
Page 6
Line
Inlet
Inlet
Byp
Junct
Struct
Struct
Struct
Gnd/Rim
Invert
HGL
J-Loss
No.
ID
LOG
Ln No
Type
Shape
Length
Width
El Up
Up
Jnct
Coeff
(ft)
(ft)
(ft)
(ft)
(ft)
116
005
Sag
Sag
Dp-Grate
Rect
3.00
3.00
585.02
579.43
581.91
0.80
117
006
Sag
Sag
Dp-Grate
Rect
3.00
3.00
586.65
581.28
582.64 i
1.02
118
007
Sag
Sag
Dp-Grate
Rect
3.00
3.00
588.48
582.85
584.09 i
0.50
119
008
Sag
Sag
Dp-Grate
Rect
3.00
3.00
590.77
584.65
585.75 i
0.50
120
009
Sag
Sag
Dp-Grate
Rect
3.00
3.00
591.98
586.56
587.52 i
0.50
121
010
Sag
Sag
Dp-Grate
Rect
3.00
3.00
593.56
589.06
589.80 i
0.50
122
011
Sag
Sag
Dp-Grate
Rect
3.00
3.00
594.66
590.71
591.26 i
1.00
123
021
On Grade
124
Comb.
Rect
4.00
4.00
592.84
587.48
589.82
1.00
124
020
On Grade
107
Comb.
Rect
4.00
4.00
590.72
585.38
587.12
1.00
125
031
Sag
Sag
Dp-Grate
Rect
3.00
3.00
587.10
578.64
580.28 i
0.69
126
032
Sag
Sag
Dp-Grate
Rect
3.00
3.00
587.98
582.54
583.90 i
0.50
127
033
Sag
Sag
Dp-Grate
Rect
3.00
3.00
590.55
585.45
586.64 i
1.50
128
034
Sag
Sag
Dp-Grate
Rect
3.00
3.00
595.43
589.82
590.54 i
1.00
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

PIPE CAPACITY

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
25.474
0.70
35.46
0.55
0.39
19.50
5.0
21.6
5.2
100.5
140.6
6.33
54
0.51
586.00
586.13
590.53
590.59
590.66
592.00
055 (1)
2
1
43.045
0.70
33.31
0.55
0.39
18.32
5.0
21.5
5.2
94.68
140.6
5.95
54
0.51
586.13
586.35
590.82
590.92
592.00
592.56
055
3
2
154.536
0.57
32.61
0.55
0.31
17.94
5.0
21.1
5.2
93.58
140.6
5.88
54
0.51
586.35
587.14
591.35
591.70
592.56
594.63
057
4
3
162.883
0.31
28.77
0.55
0.17
15.82
5.0
20.7
5.3
83.30
143.7
6.63
48
1.00
587.14
588.77
592.59
593.14
594.63
596.46
058
5
4
29.000
0.27
28.46
0.55
0.15
15.65
5.0
20.6
5.3
82.54
143.6
6.57
48
1.00
588.77
589.06
593.22
593.32
596.46
596.46
059
6
5
23.955
0.14
26.93
0.55
0.08
14.81
5.0
20.5
5.3
78.21
143.8
6.22
48
1.00
589.06
589.30
593.48
593.55
596.46
597.70
060
7
6
136.927
0.23
26.49
0.55
0.13
14.57
5.0
20.2
5.3
77.56
143.7
6.88
48
1.00
589.30
590.67
593.57
593.70
597.70
600.45
061
8
7
168.591
0.25
24.56
0.55
0.14
13.51
5.0
19.7
5.4
72.68
143.8
7.22
48
1.00
591.17
592.86
594.92
595.44
600.45
603.85
062
9
8
29.000
0.23
24.31
0.55
0.13
13.37
5.0
19.6
5.4
72.04
100.6
10.28
42
1.00
597.39
597.68
599.58
600.34
603.85
603.85
063
10
9
36.427
0.16
23.37
0.55
0.09
12.85
5.0
19.5
5.4
69.38
101.4
7.21
42
1.02
597.68
598.05
602.24
602.41
603.85
604.84
064
11
10
102.631
0.17
22.84
0.55
0.09
12.56
5.0
19.3
5.4
68.17
100.8
7.09
42
1.00
598.05
599.08
602.45
602.92
604.84
606.81
065
12
11
80.314
0.25
22.36
0.55
0.14
12.30
5.0
19.1
5.4
67.02
112.3
6.97
42
1.25
599.08
600.08
603.41
603.76
606.81
608.35
066
13
12
103.414
0.38
21.64
0.55
0.21
11.90
5.0
18.9
5.5
65.22
111.9
6.82
42
1.24
600.08
601.36
604.33
604.72
608.35
609.99
067
14
13
164.205
0.25
21.26
0.55
0.14
11.69
5.0
18.5
5.5
64.65
100.2
6.99
42
0.99
601.36
602.99
605.51
606.04
609.99
611.59
068
15
14
146.308
0.30
16.62
0.55
0.17
9.14
5.0
18.1
5.6
51.05
77.58
5.31
42
0.59
602.99
603.86
607.11
607.49
611.59
613.12
069
16
15
37.000
0.17
16.32
0.55
0.09
8.98
5.0
18.0
5.6
50.22
52.59
7.11
36
0.62
603.86
604.09
607.74
607.95
613.12
613.28
113
17
16
141.224
0.54
15.25
0.55
0.30
8.39
5.0
17.7
5.6
47.29
51.44
6.69
36
0.59
604.09
604.93
608.10
608.81
613.28
617.15
070
18
17
234.429
0.38
14.11
0.55
0.21
7.76
5.0
17.1
5.7
44.34
51.72
6.27
36
0.60
604.93
606.34
609.85
610.89
617.15
623.34
071
19
18
249.098
0.08
13.53
0.55
0.04
7.44
5.0
16.5
5.8
43.14
51.58
6.10
36
0.60
606.34
607.83
611.81
612.85
623.34
626.21
072
20
19
37.000
0.06
13.45
0.55
0.03
7.40
5.0
16.5
5.8
42.97
51.42
6.08
36
0.59
607.83
608.05
613.72
613.87
626.21
626.18
119
21
20
27.306
0.34
13.39
0.55
0.19
7.36
5.0
16.4
5.8
42.85
52.62
6.06
36
0.62
608.05
608.22
614.45
614.57
626.18
625.80
073
22
21
29.000
0.32
13.05
0.55
0.18
7.18
5.0
16.3
5.8
41.84
51.07
5.92
36
0.59
608.22
608.39
615.21
615.33
625.80
625.83
074
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Run Date: 6/15/2020
NOTES:Intensity = 103.30 / (Inlet time + 16.60) ^ 0.82; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
182.310
0.21
7.91
0.55
0.12
4.35
5.0
10.1
6.9
30.11
40.98
8.38
30
1.00
618.59
620.41
620.18
622.28
625.83
628.15
120
24
23
100.000
0.06
7.35
0.55
0.03
4.04
5.0
9.8
7.0
28.22
41.01
5.75
30
1.00
620.41
621.41
623.57
624.04
628.15
629.40
121
25
24
28.983
0.22
7.29
0.55
0.12
4.01
5.0
9.8
7.0
28.07
41.03
5.72
30
1.00
621.41
621.70
624.39
624.52
629.40
629.80
122
26
25
207.315
0.74
1.63
0.55
0.41
0.90
5.0
5.2
8.2
7.33
32.61
3.62
24
2.08
622.20
626.51
624.66
627.47
629.80
631.88
132
27
25
28.500
0.42
5.44
0.55
0.23
2.99
5.0
9.6
7.0
21.01
55.93
5.42
30
1.86
622.20
622.73
624.66
624.29
629.80
629.81
123
28
27
33.989
0.10
5.02
0.55
0.06
2.76
5.0
9.6
7.0
19.45
30.79
6.19
24
1.85
622.73
623.36
625.16
625.41
629.81
630.36
124
29
28
82.902
0.03
4.73
0.55
0.02
2.60
5.0
9.3
7.1
18.45
30.73
6.09
24
1.85
623.36
624.89
626.21
626.65
630.36
631.45
125
30
29
44.766
0.30
2.78
0.55
0.17
1.53
5.0
9.1
7.1
10.92
17.56
3.48
24
0.60
624.89
625.16
627.58
627.69
631.45
632.05
126
31
30
62.658
0.64
2.48
0.55
0.35
1.36
5.0
8.8
7.2
9.84
17.52
3.13
24
0.60
625.16
625.54
627.95
628.07
632.05
629.88
127
32
31
150.000
0.27
1.84
0.55
0.15
1.01
5.0
7.8
7.5
7.55
17.52
2.44
24
0.60
625.54
626.44
628.15
628.30
629.88
631.08
128
33
32
87.332
0.45
1.07
0.55
0.25
0.59
5.0
7.3
7.6
4.47
8.13
2.53
18
0.60
626.44
626.96
628.44
628.60
631.08
631.70
129
34
33
215.248
0.62
0.62
0.55
0.34
0.34
5.0
5.0
8.2
2.81
8.13
2.49
18
0.60
626.96
628.25
628.66
628.97
631.70
632.76
130
35
29
29.000
0.58
1.92
0.55
0.32
1.06
5.0
7.3
7.6
8.02
9.15
4.54
18
0.76
625.39
625.61
627.58
627.75
631.45
631.45
138
36
35
153.862
0.67
1.34
0.55
0.37
0.74
5.0
6.5
7.8
5.75
9.08
3.25
18
0.75
625.61
626.76
627.91
628.37
631.45
630.67
139
37
36
156.447
0.67
0.67
0.55
0.37
0.37
5.0
5.0
8.2
3.04
9.08
2.35
18
0.75
626.76
627.93
628.62
628.77
630.67
632.18
140
38
26
30.432
0.89
0.89
0.55
0.49
0.49
5.0
5.0
8.2
4.04
12.91
3.39
18
1.51
626.51
626.97
627.92
627.74
631.88
631.98
136
39
32
38.123
0.50
0.50
0.55
0.28
0.28
5.0
5.0
8.2
2.27
7.91
1.85
15
1.50
626.44
627.01
628.44
628.49
631.08
631.74
106 (39)
40
22
157.175
0.36
4.82
0.55
0.20
2.65
5.0
15.4
6.0
15.84
51.85
2.24
36
0.60
608.39
609.34
616.19
616.28
625.83
624.45
075
41
40
84.164
0.30
1.59
0.55
0.17
0.87
5.0
8.2
7.4
6.43
27.67
5.94
24
1.50
618.50
619.76
619.16
620.66
624.45
624.70
142
42
41
100.000
0.31
1.29
0.55
0.17
0.71
5.0
7.7
7.5
5.31
12.86
4.07
18
1.50
619.76
621.26
621.06
622.15
624.70
626.76
143
43
42
17.612
0.27
0.98
0.55
0.15
0.54
5.0
7.6
7.5
4.05
18.22
3.41
18
3.01
621.26
621.79
622.63
622.56
626.76
630.38
144
44
43
98.190
0.24
0.71
0.55
0.13
0.39
5.0
6.7
7.8
3.03
18.20
3.07
18
3.00
621.79
624.74
622.93
625.40
630.38
632.45
145
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Run Date: 6/15/2020
NOTES:Intensity = 103.30 / (Inlet time + 16.60) ^ 0.82; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
45
44
119.493
0.47
0.47
0.55
0.26
0.26
5.0
5.0
8.2
2.13
18.18
2.72
18
3.00
624.74
628.32
625.68
628.87
632.45
633.82
146
46
28
33.366
0.19
0.19
0.55
0.10
0.10
5.0
5.0
8.2
0.86
12.85
0.49
18
1.50
623.86
624.36
626.21
626.21
630.36
630.57
137
47
23
29.000
0.35
0.35
0.55
0.19
0.19
5.0
5.0
8.2
1.59
14.85
0.90
18
2.00
621.41
621.99
623.57
623.58
628.15
628.15
131
48
14
64.816
0.55
4.04
0.55
0.30
2.22
5.0
7.6
7.5
16.69
37.94
6.03
24
2.81
604.49
606.31
607.11
607.79
611.59
610.75
107
49
48
173.015
0.44
3.49
0.55
0.24
1.92
5.0
7.2
7.6
14.60
17.61
8.39
18
2.81
606.31
611.18
608.75
612.58
610.75
617.05
108
50
49
119.599
0.51
3.05
0.55
0.28
1.68
5.0
7.0
7.7
12.88
17.61
7.29
18
2.81
611.18
614.55
614.88
616.68
617.05
619.83
109
51
50
100.015
0.76
2.54
0.55
0.42
1.40
5.0
6.7
7.8
10.83
17.61
6.48
18
2.81
614.55
617.36
617.64
618.62
619.83
622.38
110
52
51
107.587
1.03
1.78
0.55
0.57
0.98
5.0
6.3
7.9
7.70
17.61
5.02
18
2.81
617.36
620.39
619.84
621.46
622.38
625.18
111
53
52
148.309
0.75
0.75
0.55
0.41
0.41
5.0
5.0
8.2
3.40
17.61
3.06
18
2.81
620.39
624.56
622.13
625.26
625.18
628.82
112
54
40
37.000
0.18
0.18
0.55
0.10
0.10
5.0
5.0
8.2
0.82
12.92
3.42
18
1.51
619.00
619.56
619.26
619.90
624.45
624.45
141
55
18
36.000
0.20
0.20
0.55
0.11
0.11
5.0
5.0
8.2
0.91
12.86
3.52
18
1.50
617.33
617.87
617.60
618.22
623.34
623.34
118
56
40
181.356
0.61
2.69
0.55
0.34
1.48
5.0
14.0
6.2
9.16
31.65
1.87
30
0.60
609.34
610.42
616.53
616.62
624.45
622.63
076
57
56
116.453
0.83
1.91
0.55
0.46
1.05
5.0
12.8
6.4
6.72
31.77
1.37
30
0.60
610.42
611.12
616.71
616.74
622.63
621.44
077
58
57
49.738
0.33
0.33
0.55
0.18
0.18
5.0
5.0
8.2
1.50
8.02
3.37
18
0.58
617.35
617.64
617.79
618.10
621.44
621.48
078
59
56
37.000
0.17
0.17
0.55
0.09
0.09
5.0
5.0
8.2
0.77
12.92
3.36
18
1.51
616.56
617.12
616.81
617.45
622.63
622.63
147
60
57
347.822
0.52
0.75
0.55
0.29
0.41
5.0
7.4
7.6
3.12
17.52
0.99
24
0.60
611.13
613.22
616.78
616.85
621.44
617.88
106 (36)
61
60
48.000
0.23
0.23
0.55
0.13
0.13
5.0
5.0
8.2
1.04
17.52
0.33
24
0.60
613.22
613.50
616.87
616.87
617.88
617.88
106 (35)
62
17
36.000
0.20
0.20
0.55
0.11
0.11
5.0
5.0
8.2
0.91
12.86
2.49
18
1.50
609.42
609.96
609.85
610.31
617.15
617.15
116
63
17
45.469
0.40
0.40
0.55
0.22
0.22
5.0
5.0
8.2
1.81
10.50
3.84
18
1.00
609.42
609.87
609.85
610.38
617.15
613.55
117
64
16
31.994
0.40
0.90
0.55
0.22
0.50
5.0
5.5
8.1
4.01
10.50
2.27
18
1.00
605.59
605.91
608.10
608.15
613.28
613.51
114
65
64
37.000
0.50
0.50
0.55
0.28
0.28
5.0
5.0
8.2
2.27
10.50
1.28
18
1.00
605.91
606.28
608.24
608.26
613.51
613.51
115
66
14
37.000
0.35
0.35
0.55
0.19
0.19
5.0
5.0
8.2
1.59
16.65
0.97
18
2.51
604.99
605.92
607.11
607.12
611.59
611.59
106
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Run Date: 6/15/2020
NOTES:Intensity = 103.30 / (Inlet time + 16.60) ^ 0.82; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
67
12
37.000
0.47
0.47
0.55
0.26
0.26
5.0
5.0
8.2
2.13
12.92
1.21
18
1.51
602.08
602.64
604.33
604.35
608.35
608.35
105
68
9
127.372
0.47
0.71
0.55
0.26
0.39
5.0
5.8
8.0
3.13
12.86
2.58
18
1.50
599.68
601.59
602.24
602.37
603.85
606.33
097
69
68
29.000
0.24
0.24
0.55
0.13
0.13
5.0
5.0
8.2
1.09
12.94
1.94
18
1.52
601.59
602.03
602.56
602.42
606.33
606.33
098
70
10
37.000
0.37
0.37
0.55
0.20
0.20
5.0
5.0
8.2
1.68
10.50
0.95
18
1.00
600.05
600.42
602.45
602.46
604.84
604.84
099
71
11
60.335
0.31
0.31
0.55
0.17
0.17
5.0
5.0
8.2
1.41
50.23
0.29
30
1.50
599.08
599.99
603.41
603.41
606.81
604.23
100
72
3
37.000
0.93
3.27
0.55
0.51
1.80
5.0
12.7
6.4
11.55
31.63
2.35
30
0.59
588.60
588.82
592.59
592.62
594.63
594.63
083
73
72
154.000
0.68
2.34
0.55
0.37
1.29
5.0
11.3
6.7
8.59
31.87
1.75
30
0.60
588.82
589.75
592.67
592.73
594.63
593.64
084
74
73
110.008
0.33
1.66
0.55
0.18
0.91
5.0
10.9
6.8
6.18
11.06
3.50
18
1.11
589.75
590.97
592.81
593.19
593.64
594.85
085
75
74
160.000
0.48
1.33
0.55
0.26
0.73
5.0
10.0
6.9
5.08
14.85
3.84
18
2.00
590.97
594.17
593.28
595.04
594.85
598.05
086
76
75
175.133
0.57
0.85
0.55
0.31
0.47
5.0
8.6
7.3
3.39
15.93
3.11
18
2.30
594.17
598.20
595.50
598.90
598.05
602.11
087
77
76
157.239
0.28
0.28
0.55
0.15
0.15
5.0
5.0
8.2
1.27
19.65
2.06
18
3.50
598.20
603.70
599.22
604.12
602.11
607.73
088
78
5
145.461
0.19
1.26
0.55
0.10
0.69
5.0
8.7
7.2
5.02
31.99
2.98
24
2.00
590.06
592.97
593.48
593.76
596.46
598.75
089
79
78
100.345
0.17
0.64
0.55
0.09
0.35
5.0
7.6
7.5
2.64
14.86
2.88
18
2.00
592.97
594.98
594.07
595.60
598.75
600.37
090
80
79
91.205
0.33
0.47
0.55
0.18
0.26
5.0
6.3
7.8
2.03
14.83
2.74
18
2.00
594.98
596.80
595.85
597.34
600.37
601.84
091
81
80
29.000
0.14
0.14
0.55
0.08
0.08
5.0
5.0
8.2
0.63
14.85
1.66
18
2.00
596.80
597.38
597.53
597.68
601.84
601.84
092
82
7
40.688
0.42
0.42
0.55
0.23
0.23
5.0
5.0
8.2
1.90
12.86
4.36
18
1.50
595.00
595.61
595.39
596.13
600.45
600.11
096
83
78
29.000
0.43
0.43
0.55
0.24
0.24
5.0
5.0
8.2
1.95
12.94
2.46
18
1.52
592.97
593.41
594.07
593.94
598.75
598.75
093
84
6
37.000
0.30
0.30
0.55
0.17
0.17
5.0
5.0
8.2
1.36
12.92
2.02
18
1.51
592.30
592.86
593.57
593.30
597.70
597.70
093A
85
7
81.138
0.61
1.28
0.55
0.34
0.70
5.0
6.6
7.8
5.47
41.01
1.12
30
1.00
591.00
591.81
594.92
594.93
600.45
597.62
094
86
85
92.541
0.67
0.67
0.55
0.37
0.37
5.0
5.0
8.2
3.04
22.62
0.97
24
1.00
591.81
592.74
594.94
594.96
597.62
599.31
095
87
1
88.638
0.18
1.12
0.55
0.10
0.62
5.0
7.3
7.6
4.67
18.19
2.72
18
3.00
586.96
589.62
590.82
590.97
592.00
593.59
079
88
87
84.870
0.49
0.94
0.55
0.27
0.52
5.0
6.7
7.7
4.00
10.51
3.34
18
1.00
589.62
590.47
591.09
591.23
593.59
594.44
080
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Run Date: 6/15/2020
NOTES:Intensity = 103.30 / (Inlet time + 16.60) ^ 0.82; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 5
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
89
88
120.743
0.45
0.45
0.55
0.25
0.25
5.0
5.0
8.2
2.04
10.50
2.49
18
1.00
590.47
591.68
591.62
592.22
594.44
595.29
081
90
1
89.612
0.33
0.33
0.55
0.18
0.18
5.0
5.0
8.2
1.50
10.50
0.85
18
1.00
586.40
587.29
590.82
590.83
592.00
596.51
082
91
End
44.000
0.00
17.66
0.00
0.00
9.71
5.0
16.1
5.9
56.97
77.34
5.92
42
0.59
586.00
586.26
590.53
590.67
590.09
598.08
043 (1)
92
91
158.109
0.74
17.66
0.55
0.41
9.71
5.0
15.7
5.9
57.56
77.93
5.98
42
0.60
586.26
587.21
591.22
591.73
598.08
598.07
043
93
92
155.144
0.58
16.92
0.55
0.32
9.31
5.0
15.3
6.0
55.72
77.89
5.79
42
0.60
587.21
588.14
592.46
592.94
598.07
600.17
044
94
93
71.227
0.58
16.34
0.55
0.32
8.99
5.0
15.1
6.0
54.07
78.17
5.62
42
0.60
588.14
588.57
593.20
593.41
600.17
600.77
045
95
94
151.522
0.53
15.43
0.55
0.29
8.49
5.0
7.9
7.4
63.04
57.76
8.92
36
0.75
588.57
589.70
594.12
595.48
600.77
599.33
046
96
95
110.000
0.51
14.90
0.55
0.28
8.20
5.0
7.7
7.5
61.34
57.75
8.68
36
0.75
589.70
590.52
597.33
598.26
599.33
601.95
047
97
96
150.000
1.58
14.39
0.55
0.87
7.91
5.0
7.4
7.6
59.87
57.76
8.47
36
0.75
590.52
591.65
598.85
600.06
601.95
607.44
048
98
97
166.748
1.58
12.81
0.55
0.87
7.05
5.0
7.0
7.7
53.99
87.19
7.64
36
1.71
591.65
594.50
600.62
601.71
607.44
607.74
106 (37)
99
98
76.958
1.66
11.23
0.55
0.91
6.18
5.0
6.8
7.7
47.65
89.18
6.74
36
1.79
594.50
595.88
602.16
602.56
607.74
606.78
106 (38)
100
99
159.264
3.33
9.57
0.55
1.83
5.26
5.0
6.4
7.8
41.27
89.17
5.84
36
1.79
595.88
598.72
603.07
603.68
606.78
605.32
102
101
100
123.966
3.31
6.24
0.55
1.82
3.43
5.0
6.0
7.9
27.28
54.87
5.56
30
1.79
599.22
601.44
604.30
604.85
605.32
607.33
103
102
101
160.536
2.93
2.93
0.55
1.61
1.61
5.0
5.0
8.2
13.29
54.87
4.13
30
1.79
601.44
604.32
605.09
605.54
607.33
609.14
104
103
94
210.000
0.26
0.33
0.55
0.14
0.18
5.0
7.7
7.5
1.36
35.76
4.24
24
2.50
594.26
599.51
594.53
599.91
600.77
606.69
049
104
103
28.978
0.07
0.07
0.55
0.04
0.04
5.0
5.0
8.2
0.32
16.55
2.90
18
2.48
600.01
600.73
600.15
600.94
606.69
606.69
050
105
End
78.191
0.17
6.53
0.55
0.09
3.59
5.0
13.6
6.3
22.48
45.25
7.55
24
4.00
575.00
578.13
578.14
579.82
577.25
584.51
004
106
105
88.949
0.37
4.70
0.55
0.20
2.59
5.0
8.7
7.2
18.71
30.05
5.95
24
1.77
578.13
579.70
581.47
582.08
584.51
585.75
012
107
106
145.486
1.07
4.33
0.55
0.59
2.38
5.0
8.3
7.3
17.48
30.12
6.23
24
1.77
579.70
582.28
582.43
583.79
585.75
587.93
013
108
107
154.517
0.18
3.26
0.55
0.10
1.79
5.0
7.7
7.5
13.43
30.06
5.20
24
1.77
582.28
585.01
584.83
586.33
587.93
590.72
014
109
108
118.992
0.18
2.77
0.55
0.10
1.52
5.0
7.4
7.6
11.53
13.95
6.82
18
1.76
585.01
587.11
587.10
588.40
590.72
592.84
015
110
109
142.564
0.31
2.18
0.55
0.17
1.20
5.0
6.9
7.7
9.21
13.96
5.71
18
1.77
587.11
589.63
589.80
590.81
592.84
594.38
016
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Run Date: 6/15/2020
NOTES:Intensity = 103.30 / (Inlet time + 16.60) ^ 0.82; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 6
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
111
110
29.000
0.31
1.87
0.55
0.17
1.03
5.0
6.8
7.7
7.93
10.50
4.49
18
1.00
589.63
589.92
591.70
591.87
594.38
594.38
017
112
111
154.716
0.38
0.76
0.55
0.21
0.42
5.0
5.5
8.1
3.38
10.51
2.14
18
1.00
589.92
591.47
592.46
592.61
594.38
595.92
018
113
112
29.000
0.38
0.38
0.55
0.21
0.21
5.0
5.0
8.2
1.72
10.50
2.24
18
1.00
591.47
591.76
592.73
592.25
595.92
595.92
019
114
111
21.792
0.29
0.80
0.55
0.16
0.44
5.0
5.5
8.1
3.56
10.55
2.02
18
1.01
589.92
590.14
592.46
592.48
594.38
594.69
022
115
114
37.000
0.51
0.51
0.55
0.28
0.28
5.0
5.0
8.2
2.31
10.50
1.31
18
1.00
590.14
590.51
592.54
592.56
594.69
594.69
023
116
105
103.000
0.19
1.66
0.55
0.10
0.91
5.0
13.1
6.3
5.79
11.80
3.28
18
1.26
578.13
579.43
581.47
581.78
584.51
585.02
005
117
116
147.000
0.23
1.47
0.55
0.13
0.81
5.0
12.4
6.5
5.23
11.78
3.61
18
1.26
579.43
581.28
581.91
582.26
585.02
586.65
006
118
117
124.000
0.23
1.24
0.55
0.13
0.68
5.0
11.7
6.6
4.51
11.82
3.64
18
1.27
581.28
582.85
582.64
583.66
586.65
588.48
007
119
118
119.999
0.22
1.01
0.55
0.12
0.56
5.0
10.8
6.8
3.76
12.86
3.37
18
1.50
582.85
584.65
584.09
585.39
588.48
590.77
008
120
119
127.039
0.30
0.79
0.55
0.17
0.43
5.0
9.7
7.0
3.04
12.88
3.12
18
1.50
584.65
586.56
585.75
587.22
590.77
591.98
009
121
120
166.847
0.20
0.49
0.55
0.11
0.27
5.0
7.5
7.5
2.03
12.85
2.64
18
1.50
586.56
589.06
587.52
589.60
591.98
593.56
010
122
121
110.000
0.29
0.29
0.55
0.16
0.16
5.0
5.0
8.2
1.32
12.86
2.34
18
1.50
589.06
590.71
589.80
591.14
593.56
594.66
011
123
109
36.972
0.41
0.41
0.55
0.23
0.23
5.0
5.0
8.2
1.86
10.51
1.05
18
1.00
587.11
587.48
589.80
589.81
592.84
592.84
021
124
108
36.990
0.31
0.31
0.55
0.17
0.17
5.0
5.0
8.2
1.41
10.50
0.80
18
1.00
585.01
585.38
587.10
587.11
590.72
590.72
020
125
End
103.880
1.00
2.29
0.55
0.55
1.26
5.0
7.9
7.4
9.35
42.34
4.16
24
3.50
575.00
578.64
578.14
579.73
576.71
587.10
031
126
125
111.182
0.27
1.29
0.55
0.15
0.71
5.0
7.3
7.6
5.37
19.66
3.97
18
3.50
578.64
582.54
580.28
583.43
587.10
587.98
032
127
126
83.274
0.57
1.02
0.55
0.31
0.56
5.0
6.8
7.7
4.33
19.66
3.55
18
3.50
582.54
585.45
583.90
586.25
587.98
590.55
033
128
127
124.599
0.45
0.45
0.55
0.25
0.25
5.0
5.0
8.2
2.04
19.66
2.47
18
3.50
585.45
589.82
586.64
590.36
590.55
595.43
034
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Run Date: 6/15/2020
NOTES:Intensity = 103.30 / (Inlet time + 16.60) ^ 0.82; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

PIPE CAPACITY
OF SHORT RUNS
WITH Tc
REDUCTION

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
182.310
0.21
7.91
0.55
0.12
4.35
5.0
10.1
6.9
29.89
40.98
8.35
30
1.00
618.59
620.41
620.18
622.27
0.00
628.15
120
2
1
100.000
0.06
7.35
0.55
0.03
4.04
5.0
9.8
6.9
28.05
41.01
5.72
30
1.00
620.41
621.41
623.55
624.02
628.15
629.40
121
3
2
28.983
0.22
7.29
0.55
0.12
4.01
5.0
9.7
7.0
27.90
41.03
5.68
30
1.00
621.41
621.70
624.37
624.51
629.40
629.80
122
4
3
28.500
0.42
5.44
0.55
0.23
2.99
5.0
9.6
7.0
20.90
55.93
5.40
30
1.86
622.20
622.73
624.65
624.28
629.80
629.81
123
5
4
33.989
0.10
5.02
0.55
0.06
2.76
5.0
9.5
7.0
19.35
30.79
6.16
24
1.85
622.73
623.36
625.15
625.36
629.81
630.36
124
6
5
82.902
0.03
4.73
0.55
0.02
2.60
5.0
9.3
7.1
18.38
30.73
6.11
24
1.85
623.36
624.89
626.19
626.62
630.36
631.45
125
7
6
44.766
0.30
2.78
0.55
0.17
1.53
5.0
9.1
7.1
10.88
17.56
3.46
24
0.60
624.89
625.16
627.57
627.68
631.45
632.05
126
8
7
62.658
0.64
2.48
0.55
0.35
1.36
5.0
8.8
7.2
9.82
17.52
3.13
24
0.60
625.16
625.54
627.94
628.06
632.05
629.88
127
9
8
150.000
0.27
1.84
0.55
0.15
1.01
5.0
7.8
7.5
7.57
17.52
2.45
24
0.60
625.54
626.44
628.14
628.29
629.88
631.08
128
10
9
87.332
0.45
1.07
0.55
0.25
0.59
5.0
7.2
7.6
4.50
8.13
2.55
18
0.60
626.44
626.96
628.43
628.59
631.08
631.70
129
11
10
215.248
0.62
0.62
0.55
0.34
0.34
5.0
5.0
8.4
2.87
8.13
2.53
18
0.60
626.96
628.25
628.66
628.97
631.70
632.76
130
12
6
29.000
0.58
1.92
0.55
0.32
1.06
5.0
7.2
7.6
8.06
9.15
4.56
18
0.76
625.39
625.61
627.57
627.75
631.45
631.45
138
13
12
153.862
0.67
1.34
0.55
0.37
0.74
5.0
6.5
7.9
5.80
9.08
3.28
18
0.75
625.61
626.76
627.91
628.38
631.45
630.67
139
14
13
156.447
0.67
0.67
0.55
0.37
0.37
5.0
5.0
8.4
3.10
9.08
2.37
18
0.75
626.76
627.93
628.63
628.78
630.67
632.18
140
15
3
207.315
0.74
1.63
0.55
0.41
0.90
5.0
5.2
8.3
7.46
32.61
3.66
24
2.08
622.20
626.51
624.65
627.48
629.80
631.88
132
16
15
30.432
0.89
0.89
0.55
0.49
0.49
5.0
5.0
8.4
4.11
12.91
3.42
18
1.51
626.51
626.97
627.94
627.75
631.88
631.98
136
17
9
38.123
0.50
0.50
0.55
0.28
0.28
5.0
5.0
8.4
2.31
7.91
1.88
15
1.50
626.44
627.01
628.43
628.48
631.08
631.74
106 (39)
18
End
157.175
0.36
4.82
0.55
0.20
2.65
5.0
15.2
5.8
15.51
51.85
2.19
36
0.60
608.39
609.34
615.70
615.79
0.00
624.45
075
19
18
84.164
0.30
1.59
0.55
0.17
0.87
5.0
8.2
7.4
6.44
27.67
5.94
24
1.50
618.50
619.76
619.16
620.66
624.45
624.70
142
20
19
100.000
0.31
1.29
0.55
0.17
0.71
5.0
7.6
7.5
5.33
12.86
4.08
18
1.50
619.76
621.26
621.06
622.15
624.70
626.76
143
21
20
17.612
0.27
0.98
0.55
0.15
0.54
5.0
7.5
7.5
4.07
18.22
3.42
18
3.01
621.26
621.79
622.63
622.56
626.76
630.38
144
22
21
98.190
0.24
0.71
0.55
0.13
0.39
5.0
6.6
7.8
3.06
18.20
3.08
18
3.00
621.79
624.74
622.93
625.40
630.38
632.45
145
Project File: New.stm
Number of lines: 101
Run Date: 6/16/2020
NOTES:Intensity = 69.16 / (Inlet time + 11.50) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
119.493
0.47
0.47
0.55
0.26
0.26
5.0
5.0
8.4
2.17
18.18
2.74
18
3.00
624.74
628.32
625.69
628.88
632.45
633.82
146
24
5
33.366
0.19
0.19
0.55
0.10
0.10
5.0
5.0
8.4
0.88
12.85
0.50
18
1.50
623.86
624.36
626.19
626.19
630.36
630.57
137
25
1
29.000
0.35
0.35
0.55
0.19
0.19
5.0
5.0
8.4
1.62
14.85
0.92
18
2.00
621.41
621.99
623.55
623.56
628.15
628.15
131
26
End
64.816
0.55
4.04
0.55
0.30
2.22
5.0
7.6
7.5
16.76
37.94
6.04
24
2.81
604.49
606.31
607.02
607.79
0.00
610.75
107
27
26
173.015
0.44
3.49
0.55
0.24
1.92
5.0
7.2
7.6
14.68
17.61
8.44
18
2.81
606.31
611.18
608.76
612.58
610.75
617.05
108
28
27
119.599
0.51
3.05
0.55
0.28
1.68
5.0
6.9
7.7
12.97
17.61
7.34
18
2.81
611.18
614.55
614.91
616.74
617.05
619.83
109
29
28
100.015
0.76
2.54
0.55
0.42
1.40
5.0
6.7
7.8
10.92
17.61
6.52
18
2.81
614.55
617.36
617.68
618.63
619.83
622.38
110
30
29
107.587
1.03
1.78
0.55
0.57
0.98
5.0
6.3
8.0
7.78
17.61
5.06
18
2.81
617.36
620.39
619.86
621.47
622.38
625.18
111
31
30
148.309
0.75
0.75
0.55
0.41
0.41
5.0
5.0
8.4
3.47
17.61
3.09
18
2.81
620.39
624.56
622.14
625.27
625.18
628.82
112
32
18
37.000
0.18
0.18
0.55
0.10
0.10
5.0
5.0
8.4
0.83
12.92
3.44
18
1.51
619.00
619.56
619.26
619.90
624.45
624.45
141
33
18
181.356
0.61
2.69
0.55
0.34
1.48
5.0
13.9
6.1
9.00
31.65
1.83
30
0.60
609.34
610.42
615.95
616.03
624.45
622.63
076
34
33
116.453
0.83
1.91
0.55
0.46
1.05
5.0
12.7
6.3
6.62
31.77
1.35
30
0.60
610.42
611.12
616.11
616.14
622.63
621.44
077
35
34
49.738
0.33
0.33
0.55
0.18
0.18
5.0
5.0
8.4
1.53
7.98
3.38
18
0.58
617.35
617.64
617.80
618.10
621.44
621.48
078
36
End
36.000
0.20
0.20
0.55
0.11
0.11
5.0
5.0
8.4
0.92
12.86
3.54
18
1.50
617.33
617.87
617.60
618.23
623.34
623.34
118
37
33
37.000
0.17
0.17
0.55
0.09
0.09
5.0
5.0
8.4
0.79
12.92
3.38
18
1.51
616.56
617.12
616.81
617.45
622.63
622.63
147
38
34
347.822
0.52
0.75
0.55
0.29
0.41
5.0
7.4
7.6
3.13
17.52
1.00
24
0.60
611.13
613.22
616.19
616.26
621.44
617.88
106 (36)
39
38
48.000
0.23
0.23
0.55
0.13
0.13
5.0
5.0
8.4
1.06
17.52
0.34
24
0.60
613.22
613.50
616.28
616.28
617.88
617.88
106 (35)
40
End
36.000
0.20
0.20
0.55
0.11
0.11
5.0
5.0
8.4
0.92
12.86
3.54
18
1.50
609.42
609.96
609.69
610.32
0.00
617.15
116
41
End
45.469
0.40
0.40
0.55
0.22
0.22
5.0
5.0
8.4
1.85
10.45
3.95
18
0.99
609.42
609.87
609.85
610.38
0.00
613.55
117
42
End
31.994
0.40
0.90
0.55
0.22
0.50
5.0
5.5
8.2
4.07
10.50
2.30
18
1.00
605.59
605.91
607.99
608.04
0.00
613.51
114
43
42
37.000
0.50
0.50
0.55
0.28
0.28
5.0
5.0
8.4
2.31
10.50
1.31
18
1.00
605.91
606.28
608.13
608.15
613.51
613.51
115
44
End
37.000
0.35
0.35
0.55
0.19
0.19
5.0
5.0
8.4
1.62
16.60
1.04
18
2.50
604.99
605.92
607.02
607.02
0.00
611.59
106
Project File: New.stm
Number of lines: 101
Run Date: 6/16/2020
NOTES:Intensity = 69.16 / (Inlet time + 11.50) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
45
End
37.000
0.47
0.47
0.55
0.26
0.26
5.0
5.0
8.4
2.17
12.92
1.23
18
1.51
602.08
602.64
604.22
604.24
0.00
608.35
105
46
End
151.522
0.53
15.43
0.55
0.29
8.49
5.0
7.9
7.4
63.15
57.64
8.93
36
0.75
588.57
589.70
593.85
595.21
600.77
599.33
046
47
46
110.000
0.51
14.90
0.55
0.28
8.20
5.0
7.7
7.5
61.52
57.75
8.70
36
0.75
589.70
590.52
597.07
598.01
599.33
601.95
047
48
47
150.000
1.58
14.39
0.55
0.87
7.91
5.0
7.4
7.6
60.15
57.76
8.51
36
0.75
590.52
591.65
598.60
599.82
601.95
607.44
048
49
48
166.748
1.58
12.81
0.55
0.87
7.05
5.0
7.0
7.7
54.36
87.19
7.69
36
1.71
591.65
594.50
600.38
601.49
607.44
607.74
106 (37)
50
49
76.958
1.66
11.23
0.55
0.91
6.18
5.0
6.8
7.8
48.03
89.18
6.80
36
1.79
594.50
595.88
601.95
602.35
607.74
606.78
106 (38)
51
50
159.264
3.33
9.57
0.55
1.83
5.26
5.0
6.3
7.9
41.72
89.17
5.90
36
1.79
595.88
598.72
602.87
603.49
606.78
605.32
102
52
51
123.966
3.31
6.24
0.55
1.82
3.43
5.0
6.0
8.0
27.63
54.87
5.63
30
1.79
599.22
601.44
604.13
604.69
605.32
607.33
103
53
52
160.536
2.93
2.93
0.55
1.61
1.61
5.0
5.0
8.4
13.54
54.87
4.17
30
1.79
601.44
604.32
604.94
605.55
607.33
609.14
104
54
End
127.372
0.47
0.71
0.55
0.26
0.39
5.0
5.8
8.1
3.17
12.86
2.90
18
1.50
599.68
601.59
602.11
602.28
0.00
606.33
097
55
54
29.000
0.24
0.24
0.55
0.13
0.13
5.0
5.0
8.4
1.11
12.94
1.95
18
1.52
601.59
602.03
602.57
602.42
606.33
606.33
098
56
End
37.000
0.37
0.37
0.55
0.20
0.20
5.0
5.0
8.4
1.71
10.50
0.97
18
1.00
600.05
600.42
602.32
602.33
0.00
604.84
099
57
End
210.000
0.26
0.33
0.55
0.14
0.18
5.0
7.6
7.5
1.36
35.76
4.20
24
2.50
594.26
599.51
594.53
599.91
600.77
606.69
049
58
57
28.978
0.07
0.07
0.55
0.04
0.04
5.0
5.0
8.4
0.32
16.60
2.92
18
2.50
600.01
600.73
600.16
600.94
606.69
606.69
050
59
End
60.335
0.31
0.31
0.55
0.17
0.17
5.0
5.0
8.4
1.43
50.23
0.29
30
1.50
599.08
599.99
603.29
603.29
0.00
604.23
100
60
End
154.000
0.68
2.34
0.55
0.37
1.29
5.0
11.2
6.6
8.49
31.87
1.93
30
0.60
588.82
589.75
591.59
591.64
0.00
593.64
084
61
60
110.008
0.33
1.66
0.55
0.18
0.91
5.0
10.8
6.7
6.12
11.06
3.98
18
1.11
589.75
590.97
591.74
592.05
593.64
594.85
085
62
61
160.000
0.48
1.33
0.55
0.26
0.73
5.0
9.9
6.9
5.05
14.85
3.82
18
2.00
590.97
594.17
592.48
595.03
594.85
598.05
086
63
62
175.133
0.57
0.85
0.55
0.31
0.47
5.0
8.6
7.2
3.39
15.93
3.12
18
2.30
594.17
598.20
595.49
598.90
598.05
602.11
087
64
63
157.239
0.28
0.28
0.55
0.15
0.15
5.0
5.0
8.4
1.29
19.65
2.07
18
3.50
598.20
603.70
599.22
604.13
602.11
607.73
088
65
End
145.461
0.19
1.26
0.55
0.10
0.69
5.0
8.6
7.2
5.02
31.99
2.98
24
2.00
590.06
592.97
593.39
593.76
0.00
598.75
089
66
65
100.345
0.17
0.64
0.55
0.09
0.35
5.0
7.6
7.5
2.65
14.86
2.89
18
2.00
592.97
594.98
594.07
595.60
598.75
600.37
090
Project File: New.stm
Number of lines: 101
Run Date: 6/16/2020
NOTES:Intensity = 69.16 / (Inlet time + 11.50) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
67
66
91.205
0.33
0.47
0.55
0.18
0.26
5.0
6.3
7.9
2.05
14.83
2.75
18
2.00
594.98
596.80
595.85
597.34
600.37
601.84
091
68
67
29.000
0.14
0.14
0.55
0.08
0.08
5.0
5.0
8.4
0.65
14.85
1.67
18
2.00
596.80
597.38
597.54
597.68
601.84
601.84
092
69
End
40.688
0.42
0.42
0.55
0.23
0.23
5.0
5.0
8.4
1.94
12.86
4.38
18
1.50
595.00
595.61
595.39
596.13
0.00
600.11
096
70
65
29.000
0.43
0.43
0.55
0.24
0.24
5.0
5.0
8.4
1.99
12.94
2.49
18
1.52
592.97
593.41
594.07
593.94
598.75
598.75
093
71
End
37.000
0.30
0.30
0.55
0.17
0.17
5.0
5.0
8.4
1.39
12.92
2.06
18
1.51
592.30
592.86
593.48
593.30
0.00
597.70
093A
72
End
81.138
0.61
1.28
0.55
0.34
0.70
5.0
6.6
7.8
5.53
41.01
1.13
30
1.00
591.00
591.81
594.83
594.84
0.00
597.67
094
73
72
92.541
0.67
0.67
0.55
0.37
0.37
5.0
5.0
8.4
3.10
22.62
0.99
24
1.00
591.81
592.74
594.85
594.87
597.67
599.31
095
74
End
78.191
0.17
6.53
0.55
0.09
3.59
5.0
13.5
6.1
22.06
45.25
7.44
24
4.00
575.00
578.13
578.11
579.81
577.25
584.51
004
75
74
88.949
0.37
4.70
0.55
0.20
2.59
5.0
8.7
7.2
18.67
30.05
5.94
24
1.77
578.13
579.70
581.39
582.00
584.51
585.75
012
76
75
145.486
1.07
4.33
0.55
0.59
2.38
5.0
8.2
7.3
17.49
30.07
6.23
24
1.77
579.70
582.28
582.43
583.78
585.75
587.93
013
77
76
154.517
0.18
3.26
0.55
0.10
1.79
5.0
7.6
7.5
13.48
30.06
5.21
24
1.77
582.28
585.01
584.83
586.33
587.93
590.72
014
78
77
118.992
0.18
2.77
0.55
0.10
1.52
5.0
7.3
7.6
11.59
13.95
6.84
18
1.76
585.01
587.11
587.10
588.41
590.72
592.84
015
79
78
142.564
0.31
2.18
0.55
0.17
1.20
5.0
6.9
7.7
9.28
13.96
5.74
18
1.77
587.11
589.63
589.81
590.81
592.84
594.38
016
80
79
29.000
0.31
1.87
0.55
0.17
1.03
5.0
6.8
7.8
8.00
10.50
4.53
18
1.00
589.63
589.92
591.72
591.89
594.38
594.38
017
81
80
154.716
0.38
0.76
0.55
0.21
0.42
5.0
5.5
8.2
3.44
10.51
2.14
18
1.00
589.92
591.47
592.49
592.64
594.38
595.92
018
82
81
29.000
0.38
0.38
0.55
0.21
0.21
5.0
5.0
8.4
1.76
10.50
2.25
18
1.00
591.47
591.76
592.76
592.26
595.92
595.92
019
83
End
88.638
0.18
1.12
0.55
0.10
0.62
5.0
7.3
7.6
4.69
18.19
2.83
18
3.00
586.96
589.62
590.71
590.86
0.00
593.59
079
84
83
84.870
0.49
0.94
0.55
0.27
0.52
5.0
6.7
7.8
4.03
10.51
3.49
18
1.00
589.62
590.47
590.87
591.24
593.59
594.44
080
85
84
120.743
0.45
0.45
0.55
0.25
0.25
5.0
5.0
8.4
2.08
10.50
2.51
18
1.00
590.47
591.68
591.62
592.22
594.44
595.29
081
86
80
21.792
0.29
0.80
0.55
0.16
0.44
5.0
5.5
8.2
3.62
10.55
2.05
18
1.01
589.92
590.14
592.49
592.51
594.38
594.69
022
87
86
37.000
0.51
0.51
0.55
0.28
0.28
5.0
5.0
8.4
2.36
10.50
1.33
18
1.00
590.14
590.51
592.58
592.60
594.69
594.69
023
88
74
117.413
0.19
1.66
0.55
0.10
0.91
5.0
13.0
6.2
5.70
11.75
3.23
18
1.25
578.13
579.60
581.39
581.74
584.51
584.79
005
Project File: New.stm
Number of lines: 101
Run Date: 6/16/2020
NOTES:Intensity = 69.16 / (Inlet time + 11.50) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 5
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
89
88
125.148
0.23
1.47
0.55
0.13
0.81
5.0
12.4
6.4
5.15
11.72
3.57
18
1.25
579.60
581.16
581.87
582.13
584.79
586.26
006
90
89
135.220
0.23
1.24
0.55
0.13
0.68
5.0
11.6
6.5
4.45
11.74
3.62
18
1.25
581.16
582.85
582.51
583.66
586.26
588.48
007
91
90
119.999
0.22
1.01
0.55
0.12
0.56
5.0
10.7
6.7
3.73
12.86
3.36
18
1.50
582.85
584.65
584.08
585.39
588.48
590.77
008
92
91
127.039
0.30
0.79
0.55
0.17
0.43
5.0
9.6
7.0
3.03
12.88
3.12
18
1.50
584.65
586.56
585.74
587.22
590.77
591.98
009
93
92
166.847
0.20
0.49
0.55
0.11
0.27
5.0
7.4
7.6
2.04
12.85
2.65
18
1.50
586.56
589.06
587.51
589.60
591.98
593.56
010
94
93
110.000
0.29
0.29
0.55
0.16
0.16
5.0
5.0
8.4
1.34
12.86
2.36
18
1.50
589.06
590.71
589.80
591.14
593.56
594.66
011
95
78
36.972
0.41
0.41
0.55
0.23
0.23
5.0
5.0
8.4
1.89
10.51
1.07
18
1.00
587.11
587.48
589.81
589.83
592.84
592.84
021
96
End
89.612
0.33
0.33
0.55
0.18
0.18
5.0
5.0
8.4
1.53
10.48
0.86
18
1.00
586.40
587.29
590.71
590.73
0.00
596.51
082
97
End
103.880
1.00
2.29
0.55
0.55
1.26
5.0
7.9
7.4
9.38
42.34
4.16
24
3.50
575.00
578.64
578.11
579.73
576.71
587.10
031
98
97
111.182
0.27
1.29
0.55
0.15
0.71
5.0
7.3
7.6
5.40
19.66
3.99
18
3.50
578.64
582.54
580.28
583.43
587.10
587.98
032
99
98
83.274
0.57
1.02
0.55
0.31
0.56
5.0
6.8
7.8
4.37
19.66
3.56
18
3.50
582.54
585.45
583.91
586.25
587.98
590.55
033
100
99
124.599
0.45
0.45
0.55
0.25
0.25
5.0
5.0
8.4
2.08
19.66
2.49
18
3.50
585.45
589.82
586.65
590.36
590.55
595.43
034
101
77
36.990
0.31
0.31
0.55
0.17
0.17
5.0
5.0
8.4
1.43
10.50
0.81
18
1.00
585.01
585.38
587.10
587.11
590.72
590.72
020
Project File: New.stm
Number of lines: 101
Run Date: 6/16/2020
NOTES:Intensity = 69.16 / (Inlet time + 11.50) ^ 0.75; Return period =Yrs. 25 c = cir e = ellip b = box
Storm Sewers v2020.00

25-YR INLET
CAPACITY

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
001
3.17
0.00
0.00
3.17
MH
0.0
1.94
0.00
1.94
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
2
056
3.17
0.00
3.17
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.22
4.44
0.22
4.44
0.0
Off
3
057
2.58
1.25
3.83
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.000
0.29
11.83
0.37
11.83
1.0
Off
4
058
1.41
0.63
1.40
0.64
Comb
6.0
3.04
0.00
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.19
7.44
0.22
4.46
1.0
5
059
1.22
0.22
1.08
0.36
Comb
6.0
3.04
0.00
3.04
2.61
1015
2.00
0.040
0.021
0.013
0.17
6.45
0.19
3.36
1.0
6
060
0.63
0.59
0.97
0.25
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.16
5.64
0.17
2.50
1.0
7
061
1.04
0.96
1.41
0.59
Comb
6.0
3.04
0.00
3.04
2.61
1020
2.00
0.040
0.021
0.013
0.18
6.96
0.21
4.01
1.0
8
062
1.13
0.21
1.04
0.30
Comb
6.0
3.04
0.00
3.04
2.61
.018
2.00
0.040
0.021
0.013
0.16
6.00
0.18
2.90
1.0
9
063
1.04
0.67
1.24
0.47
Comb
6.0
3.04
0.00
3.04
2.61
.018
2.00
0.040
0.021
0.013
0.18
6.66
0.20
3.65
1.0
10
064
0.73
0.33
0.87
0.19
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.15
5.27
0.16
2.04
1.0
11
065
0.77
0.64
1.09
0.33
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.16
6.00
0.18
2.92
1.0
10
12
066
1.13
0.97
1.46
0.64
Comb
6.0
3.04
0.00
3.04
2.61
1020
2.00
0.040
0.021
0.013
0.19
7.11
0.21
4.18
1.0
11
13
067
1.72
0.90
1.65
0.97
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.23
8.96
0.25
5.92
1.0
12
14
068
1.13
1.36
1.59
0.90
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.22
8.79
0.24
5.73
1.0
13
15
069
1.36
0.16
1.17
0.35
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.16
5.85
0.18
2.81
1.0
14
16
69A
0.77
1.01
1.32
0.46
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.17
6.26
0.19
3.29
1.0
14
17
116
2.45
0.43
1.88
1.01
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.20
7.67
0.22
4.86
1.0
16
18
118
1.72
0.00
1.29
0.43
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.17
6.18
0.19
3.20
1.0
17
19
119
0.36
0.00
0.34
0.02
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.12
3.74
0.12
0.99
1.0
56
20
072
0.27
0.00
0.27
0.01
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.11
3.21
0.11
0.67
1.0
42
21
073
1.54
0.70
1.49
0.76
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.21
8.11
0.23
5.10
1.0
42
22
074
1.45
0.62
1.40
0.67
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.20
7.85
0.22
4.82
1.0
42
23
120
0.95
1.02
1.35
0.62
Comb
6.0
3.04
0.00
3.04
2.61
�.012
2.00
0.040
0.021
0.013
0.20
7.69
0.22
4.65
1.0
22
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 103.30 / (Inlet time + 16.60) A 0.82; Return period = 25 Yrs. ; Indicates Known 0 added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
121
0.27
2.46
1.71
1.02
Comb
6.0
3.04
0.00
3.04
2.61
3.012
2.00
0.040
0.021
0.013
0.22
8.78
0.24
5.81
1.0
23
25
122
1.00
1.38
1.54
0.84
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.22
8.62
0.24
5.56
1.0
24
26
132
3.36
0.00
1.97
1.38
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.25
9.89
0.27
6.89
1.0
25
27
123
1.90
1.78
2.11
1.58
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.25
10.27
0.27
7.28
1.0
24
28
124
0.45
0.04
0.45
0.04
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.13
4.16
0.13
1.26
1.0
24
29
125
0.14
0.34
0.44
0.04
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.12
4.09
0.13
1.22
1.0
28
30
126
1.36
0.00
1.02
0.34
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.18
6.59
0.19
3.44
1.0
29
31
127
2.90
0.00
2.90
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.20
4.36
0.20
4.36
0.0
Off
32
128
1.22
0.00
1.22
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.82
0.11
3.82
0.0
Off
33
129
2.04
0.00
2.04
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.16
4.10
0.16
4.10
0.0
Off
34
130
2.81
0.00
2.81
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.20
4.33
0.20
4.33
0.0
Off
35
138
2.63
0.00
1.67
0.96
Comb
6.0
3.04
0.00
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.22
8.65
0.24
5.68
1.0
46
36
139
3.04
0.00
3.04
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.21
4.40
0.21
4.40
0.0
Off
37
140
3.04
0.00
3.04
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.21
4.40
0.21
4.40
0.0
Off
38
136
4.04
0.00
2.25
1.78
Comb
6.0
3.04
0.00
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.26
10.64
0.28
7.66
1.0
27
39
160
2.27
0.00
2.27
0.00
DrGrt
0.0
2.13
6.64
2.13
3.13
Sag
1.50
0.020
0.020
0.000
0.17
20.41
0.17
20.41
0.0
Off
40
075
1.63
0.00
1.16
0.47
Comb
6.0
3.04
0.00
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.19
7.39
0.21
4.25
1.0
6
41
142
1.36
0.00
1.36
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.87
0.12
3.87
0.0
Off
42
143
1.41
1.44
2.84
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.20
4.34
0.20
4.34
0.0
Off
43
144
1.22
0.00
1.22
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.82
0.11
3.82
0.0
ff
44
145
1.09
0.00
1.09
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.77
0.11
3.77
0.0
Off
45
146
2.13
0.00
2.13
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.17
4.13
0.17
4.13
0.0
Off
46
137
0.86
0.96
1.27
0.55
Comb
6.0
3.04
0.00
3.04
2.61
�.012
2.00
0.040
0.021
0.013
0.19
7.45
0.21
4.39
1.0
47
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 103.30 / (Inlet time + 16.60) " 0.82; Return period = 25 Yrs. ; Indicates Known 0 added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 3
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
47
131
1.59
0.55
1.43
0.70
Comb
6.0
3.04
0.00
3.04
2.61
3.012
2.00
0.040
0.021
0.013
0.20
7.95
0.22
4.93
1.0
21
48
107
2.49
0.00
2.49
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.18
4.24
0.18
4.24
0.0
Off
49
108
2.00
0.00
2.00
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.16
4.09
0.16
4.09
0.0
Off
50
109
2.31
0.00
2.31
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.18
4.19
0.18
4.19
0.0
Off
51
110
3.45
0.00
3.45
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.23
4.51
0.23
4.51
0.0
Off
52
111
4.67
0.00
4.67
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.28
4.82
0.28
4.82
0.0
Off
53
112
3.40
0.00
3.40
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.23
4.50
0.23
4.50
0.0
Off
54
141
0.82
0.00
0.68
0.14
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.15
5.49
0.17
2.10
1.0
9
55
071
0.91
0.00
0.78
0.12
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.14
4.63
0.15
1.65
1.0
62
56
076
2.77
0.49
1.93
1.32
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.24
9.77
0.26
6.77
1.0
57
57
077
3.76
1.32
5.09
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.000
0.35
14.67
0.43
14.67
1.0
ff
58
078
1.50
0.17
1.67
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.013
0.16
5.98
0.25
5.98
1.0
Off
59
147
0.77
0.14
0.74
0.17
Comb
6.0
3.04
0.00
3.04
2.61
3.010
2.00
0.040
0.021
0.013
0.16
5.76
0.17
2.41
1.0
58
60
148
2.36
0.00
1.53
0.83
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.22
8.59
0.24
5.53
1.0
ff
61
149
1.04
0.00
0.86
0.18
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.15
5.25
0.16
2.02
1.0
Off
62
070
0.91
0.12
0.87
0.16
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.14
4.91
0.16
1.83
1.0
15
63
117
1.81
0.00
1.81
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.15
4.03
0.15
4.03
0.0
ff
64
114
1.81
0.00
1.26
0.55
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.20
7.71
0.22
4.60
1.0
14
65
115
2.27
0.00
1.49
0.78
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.22
8.45
0.23
5.39
1.0
66
66
106
1.59
0.78
1.53
0.83
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.22
8.60
0.24
5.54
1.0
7
67
105
2.13
0.83
1.87
1.09
Comb
6.0
3.04
0.00
3.04
2.61
1020
2.00
0.040
0.021
0.013
0.21
8.19
0.23
5.36
1.0
70
68
097
2.13
0.00
1.47
0.67
Comb
6.0
3.04
0.00
3.04
2.61
.018
2.00
0.040
0.021
0.013
0.19
7.30
0.21
4.37
1.0
69
098
1.09
0.00
0.88
0.21
Comb
6.0
3.04
0.00
3.04
2.61
�.018
2.00
0.040
0.021
0.013
0.15
5.48
0.17
2.27
1.0
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 103.30 / (Inlet time + 16.60) " 0.82; Return period = 25 Yrs. ; Indicates Known O added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 4
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
70
099
1.68
1.09
1.78
0.99
Comb
6.0
3.04
0.00
3.04
2.61
3.020
2.00
0.040
0.021
0.013
0.21
7.96
0.23
5.11
1.0
82
71
100
1.41
0.00
1.41
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.89
0.13
3.89
0.0
Off
72
083
4.22
0.80
5.01
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.000
0.34
14.51
0.43
14.51
1.0
Off
73
084
3.08
0.00
3.08
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.21
4.41
0.21
4.41
0.0
Off
74
085
1.50
0.00
1.50
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.92
0.13
3.92
0.0
Off
75
086
2.18
0.00
2.18
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.17
4.14
0.17
4.14
0.0
Off
76
087
2.58
0.00
2.58
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.19
4.27
0.19
4.27
0.0
Off
77
088
1.27
0.00
1.27
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.84
0.12
3.84
0.0
Off
78
089
0.86
0.24
0.88
0.22
Comb
6.0
3.04
0.00
3.04
2.61
.015
2.00
0.040
0.021
0.013
0.16
5.74
0.17
2.53
1.0
79
090
0.77
0.38
0.91
0.24
Comb
6.0
3.04
0.00
3.04
2.61
.015
2.00
0.040
0.021
0.013
0.16
5.85
0.18
2.67
1.0
78
80
091
1.50
0.00
1.11
0.38
Comb
6.0
3.04
0.00
3.04
2.61
.015
2.00
0.040
0.021
0.013
0.18
6.54
0.19
3.46
1.0
79
81
092
0.63
0.00
0.57
0.07
Comb
6.0
3.04
0.00
3.04
2.61
1015
2.00
0.040
0.021
0.013
0.13
4.46
0.14
1.48
1.0
83
82
096
1.90
0.99
1.84
1.05
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.21
8.10
0.23
5.27
1.0
84
83
093
1.95
0.07
1.39
0.63
Comb
6.0
3.04
0.00
3.04
2.61
1015
2.00
0.040
0.021
0.013
0.19
7.42
0.21
4.44
1.0
84
093A
1.36
1.05
1.61
0.80
Comb
6.0
3.04
0.00
3.04
2.61
3.020
2.00
0.040
0.021
0.013
0.20
7.52
0.22
4.64
1.0
72
85
094
2.77
0.00
2.77
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.20
4.32
0.20
4.32
0.0
Off
86
095
3.04
0.00
3.04
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.21
4.40
0.21
4.40
0.0
Off
87
079
0.82
0.00
0.82
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.09
3.66
0.09
3.66
0.0
Off
88
080
2.22
0.00
2.22
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.17
4.16
0.17
4.16
0.0
Off
89
081
2.04
0.00
2.04
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.16
4.10
0.16
4.10
0.0
Off
90
082
1.50
0.00
1.50
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.92
0.13
3.92
0.0
Off
91
043
0.00
0.00
0.00
0.00
MH
0.0
2.13
0.00
2.13
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
92
044
3.36
0.00
3.36
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
rag
0.10
0.330
0.330
0.000
0.22
4.49
0.22
4.49
0.0
Off
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 103.30 / (Inlet time + 16.60) " 0.82; Return period = 25 Yrs. ; Indicates Known 0 added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 5
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
93
045
2.63
0.90
3.53
0.00
Comb
6.0
3.04
5.97
3.04
2.61
Sag
2.00
0.040
0.021
0.013
0.27
11.11
0.35
11.11
1.0
Off
94
046
2.63
0.18
1.91
0.90
Comb
6.0
3.04
0.00
3.04
2.61
0.038
2.00
0.040
0.021
0.013
0.19
7.01
0.21
4.22
1.0
93
95
047
2.40
0.00
2.40
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.18
4.21
0.18
4.21
0.0
Off
96
048
2.31
0.00
2.31
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.18
4.19
0.18
4.19
0.0
Off
97
049
7.17
0.00
7.17
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.37
5.38
0.37
5.38
0.0
Off
98
155
7.17
0.00
7.17
0.00
DrGrt
0.0
2.13
6.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.37
5.38
0.37
5.38
0.0
Off
99
102
7.53
0.00
7.53
0.00
DrGrt
0.0
2.13
6.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.38
5.46
0.38
5.46
0.0
Off
100
101
15.10
0.00
15.10
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.61
6.84
0.61
6.84
0.0
Off
101
103
15.01
0.00
15.01
0.00
DrGrt
0.0
2.13
3.31
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.71
7.44
0.71
7.44
0.0
Off
102
104
13.29
0.00
13.29
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.56
6.53
0.56
6.53
0.0
Off
103
050
1.18
0.00
1.00
0.18
Comb
6.0
3.04
0.00
3.04
2.61
3.038
2.00
0.040
0.021
0.013
0.14
4.80
0.15
1.78
1.0
94
104
051
0.32
0.00
0.32
0.00
Comb
6.0
3.04
0.00
3.04
2.61
3.038
2.00
0.040
0.021
0.013
0.09
2.36
0.09
0.12
1.0
93
105
004
0.77
0.00
0.77
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.08
3.64
0.08
3.64
0.0
Off
106
012
1.68
0.00
1.68
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.14
3.98
0.14
3.98
0.0
Off
107
013
4.85
0.86
5.71
0.00
Comb
6.0
6.08
5.97
6.08
2.61
Sag
2.00
0.040
0.021
0.013
0.30
12.63
0.39
12.63
1.0
Off
108
014
0.82
0.00
0.72
0.10
Comb
6.0
3.04
0.00
3.04
2.61
0.025
2.00
0.040
0.021
0.013
0.13
4.45
0.14
1.52
1.0
107
109
015
0.82
2.16
1.81
1.16
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.24
9.42
0.26
6.40
1.0
110
110
016
1.41
1.67
1.86
1.22
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.24
9.56
0.26
6.55
1.0
109
111
017
1.41
0.51
1.31
0.60
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.20
7.89
0.22
4.80
1.0
109
112
018
1.72
0.00
1.21
0.51
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.20
7.55
0.21
4.43
1.0
111
113
019
1.72
0.00
1.21
0.51
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.20
7.55
0.21
4.43
1.0
110
114
022
1.32
0.00
0.99
0.33
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.18
6.75
0.20
3.55
1.0
109
115
023
2.31
0.00
1.51
0.80
Comb
6.0
3.04
0.00
3.04
2.61
�.010
2.00
0.040
0.021
0.013
0.22
8.52
0.24
5.46
1.0
123
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 103.30 / (Inlet time + 16.60) " 0.82; Return period = 25 Yrs. ; Indicates Known 0 added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 6
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
116
005
0.86
0.00
0.86
0.00
DrGrt
0.0
0.00
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.013
0.09
3.68
0.09
3.68
0.0
Off
117
006
1.04
0.00
1.04
0.00
DrGrt
0.0
0.00
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.013
0.10
3.75
0.10
3.75
0.0
Off
118
007
1.04
0.00
1.04
0.00
DrGrt
0.0
0.00
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.013
0.10
3.75
0.10
3.75
0.0
Off
119
008
1.00
0.00
1.00
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.73
0.10
3.73
0.0
Off
120
009
1.36
0.00
1.36
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.87
0.12
3.87
0.0
Off
121
010
0.91
0.00
0.91
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.09
3.69
0.09
3.69
0.0
Off
122
011
1.32
0.00
1.32
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.85
0.12
3.85
0.0
Off
123
021
1.86
0.80
1.67
0.99
Comb
6.0
3.04
0.00
3.04
2.61
3.010
2.00
0.040
0.021
0.013
0.23
9.02
0.25
5.98
1.0
124
124
020
1.41
0.99
1.64
0.76
Comb
6.0
3.04
0.00
3.04
2.61
3.025
2.00
0.040
0.021
0.013
0.19
7.17
0.21
4.30
1.0
107
125
031
4.53
0.00
4.53
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.27
4.79
0.27
4.79
0.0
Off
126
032
1.22
0.00
1.22
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.82
0.11
3.82
0.0
Off
127
033
2.58
0.00
2.58
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.19
4.27
0.19
4.27
0.0
Off
128
034
2.04
0.00
2.04
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
2.00
0.021
0.021
0.000
0.16
18.47
0.16
18.47
0.0
Off
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 103.30 / (Inlet time + 16.60) " 0.82; Return period = 25 Yrs. ; Indicates Known 0 added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

4 IN/HR INLET
SPREAD

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
001
1.56
0.00
0.00
1.56
MH
0.0
1.94
0.00
1.94
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
2
056
1.56
0.00
1.56
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.94
0.13
3.94
0.0
Off
3
057
1.27
0.22
1.48
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.000
0.15
5.40
0.23
5.40
1.0
Off
4
058
0.69
0.17
0.72
0.14
Comb
6.0
3.04
0.00
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.15
5.13
0.16
1.90
1.0
5
059
0.60
0.03
0.56
0.07
Comb
6.0
3.04
0.00
3.04
2.61
1015
2.00
0.040
0.021
0.013
0.13
4.44
0.14
1.46
1.0
6
060
0.31
0.06
0.36
0.01
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.10
3.17
0.11
0.70
1.0
7
061
0.51
0.15
0.59
0.06
Comb
6.0
3.04
0.00
3.04
2.61
1020
2.00
0.040
0.021
0.013
0.13
4.23
0.14
1.36
1.0
8
062
0.56
0.04
0.54
0.05
Comb
6.0
3.04
0.00
3.04
2.61
.018
2.00
0.040
0.021
0.013
0.12
4.14
0.14
1.29
1.0
9
063
0.51
0.19
0.62
0.08
Comb
6.0
3.04
0.00
3.04
2.61
.018
2.00
0.040
0.021
0.013
0.13
4.48
0.14
1.51
1.0
10
064
0.36
0.02
0.37
0.01
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.11
3.19
0.11
0.70
1.0
11
065
0.38
0.09
0.44
0.02
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.11
3.57
0.12
0.94
1.0
10
12
066
0.56
0.20
0.66
0.09
Comb
6.0
3.04
0.00
3.04
2.61
1020
2.00
0.040
0.021
0.013
0.13
4.51
0.15
1.55
1.0
11
13
067
0.85
0.14
0.79
0.20
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.16
5.97
0.18
2.66
1.0
12
14
068
0.56
0.27
0.69
0.14
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.15
5.53
0.17
2.15
1.0
13
15
069
0.67
0.02
0.62
0.06
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.12
4.05
0.13
1.27
1.0
14
16
69A
0.38
0.26
0.59
0.05
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.12
3.91
0.13
1.19
1.0
14
17
116
1.20
0.10
1.04
0.26
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.15
5.47
0.17
2.35
1.0
16
18
118
0.85
0.00
0.74
0.10
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.13
4.48
0.15
1.55
1.0
17
19
119
0.18
0.00
0.18
0.00
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.09
2.50
0.09
0.24
1.0
56
20
072
0.13
0.00
0.13
0.00
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.08
2.06
0.08
0.00
1.0
42
21
073
0.76
0.15
0.75
0.16
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.15
5.53
0.17
2.21
1.0
42
22
074
0.71
0.06
0.66
0.12
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.15
5.15
0.16
1.87
1.0
42
23
120
0.47
0.11
0.52
0.06
Comb
6.0
3.04
0.00
3.04
2.61
�.012
2.00
0.040
0.021
0.013
0.13
4.51
0.14
1.47
1.0
22
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 4.02 / (Inlet time + 0.10) ^ 0.00; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
121
0.13
0.63
0.65
0.11
Comb
6.0
3.04
0.00
3.04
2.61
3.012
2.00
0.040
0.021
0.013
0.15
5.12
0.16
1.85
1.0
23
25
122
0.49
0.47
0.78
0.19
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.16
5.91
0.18
2.59
1.0
24
26
132
1.65
0.00
1.17
0.47
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.19
7.41
0.21
4.27
1.0
25
27
123
0.93
0.64
1.13
0.44
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.19
7.27
0.21
4.12
1.0
24
28
124
0.22
0.00
0.22
0.00
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.09
2.71
0.10
0.40
1.0
24
29
125
0.07
0.09
0.15
0.00
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.08
2.12
0.09
0.04
1.0
28
30
126
0.67
0.00
0.58
0.09
Comb
6.0
3.04
0.00
3.04
2.61
1012
2.00
0.040
0.021
0.013
0.14
4.81
0.15
1.66
1.0
29
31
127
1.42
0.00
1.42
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.89
0.13
3.89
0.0
Off
32
128
0.60
0.00
0.60
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.07
3.56
0.07
3.56
0.0
Off
33
129
1.00
0.00
1.00
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.73
0.10
3.73
0.0
Off
34
130
1.38
0.00
1.38
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.88
0.12
3.88
0.0
Off
35
138
1.29
0.00
0.98
0.31
Comb
6.0
3.04
0.00
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.17
6.44
0.19
3.28
1.0
46
36
139
1.49
0.00
1.49
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.92
0.13
3.92
0.0
Off
37
140
1.49
0.00
1.49
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.92
0.13
3.92
0.0
Off
38
136
1.98
0.00
1.34
0.64
Comb
6.0
3.04
0.00
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.21
8.00
0.22
4.90
1.0
27
39
160
1.11
0.00
1.11
0.00
DrGrt
0.0
2.13
6.64
2.13
3.13
Sag
1.50
0.020
0.020
0.000
0.11
13.88
0.11
13.88
0.0
Off
40
075
0.80
0.00
0.67
0.13
Comb
6.0
3.04
0.00
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.15
5.44
0.16
2.05
1.0
6
41
142
0.67
0.00
0.67
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.08
3.59
0.08
3.59
0.0
Off
42
143
0.69
0.28
0.97
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.72
0.10
3.72
0.0
Off
43
144
0.60
0.00
0.60
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.07
3.56
0.07
3.56
0.0
ff
44
145
0.53
0.00
0.53
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.07
3.52
0.07
3.52
0.0
Off
45
146
1.05
0.00
1.05
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.75
0.10
3.75
0.0
Off
46
137
0.42
0.31
0.63
0.10
Comb
6.0
3.04
0.00
3.04
2.61
�.012
2.00
0.040
0.021
0.013
0.14
5.02
0.16
1.79
1.0
47
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 4.02 / (Inlet time + 0.10) ^ 0.00; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 3
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
47
131
0.78
0.10
0.73
0.15
Comb
6.0
3.04
0.00
3.04
2.61
3.012
2.00
0.040
0.021
0.013
0.15
5.46
0.17
2.13
1.0
21
48
107
1.22
0.00
1.22
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.82
0.11
3.82
0.0
Off
49
108
0.98
0.00
0.98
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.72
0.10
3.72
0.0
Off
50
109
1.13
0.00
1.13
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.79
0.11
3.79
0.0
Off
51
110
1.69
0.00
1.69
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.14
3.99
0.14
3.99
0.0
Off
52
111
2.29
0.00
2.29
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.17
4.18
0.17
4.18
0.0
Off
53
112
1.67
0.00
1.67
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.14
3.98
0.14
3.98
0.0
Off
54
141
0.40
0.00
0.37
0.03
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.12
3.93
0.13
1.10
1.0
9
55
071
0.44
0.00
0.43
0.02
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.11
3.23
0.11
0.75
1.0
62
56
076
1.36
0.13
1.09
0.40
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.19
7.11
0.20
3.95
1.0
57
57
077
1.85
0.40
2.25
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.000
0.20
7.73
0.28
7.73
1.0
ff
58
078
0.73
0.03
0.76
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.013
0.10
3.19
0.19
3.19
1.0
Off
59
147
0.38
0.03
0.38
0.03
Comb
6.0
3.04
0.00
3.04
2.61
3.010
2.00
0.040
0.021
0.013
0.12
3.95
0.13
1.11
1.0
58
60
148
1.16
0.00
0.89
0.26
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.17
6.39
0.19
3.15
1.0
ff
61
149
0.51
0.00
0.48
0.03
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.12
3.73
0.13
1.05
1.0
Off
62
070
0.44
0.02
0.44
0.02
Comb
6.0
3.04
0.00
3.04
2.61
.026
2.00
0.040
0.021
0.013
0.11
3.30
0.11
0.79
1.0
15
63
117
0.89
0.00
0.89
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.09
3.69
0.09
3.69
0.0
ff
64
114
0.89
0.00
0.73
0.16
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.16
5.70
0.17
2.35
1.0
14
65
115
1.11
0.00
0.87
0.24
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.17
6.29
0.18
3.02
1.0
66
66
106
0.78
0.24
0.81
0.21
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.17
6.06
0.18
2.77
1.0
7
67
105
1.05
0.21
0.99
0.26
Comb
6.0
3.04
0.00
3.04
2.61
1020
2.00
0.040
0.021
0.013
0.16
5.70
0.18
2.57
1.0
70
68
097
1.05
0.00
0.86
0.19
Comb
6.0
3.04
0.00
3.04
2.61
.018
2.00
0.040
0.021
0.013
0.15
5.38
0.17
2.15
1.0
69
098
0.53
0.00
0.49
0.04
Comb
6.0
3.04
0.00
3.04
2.61
�.018
2.00
0.040
0.021
0.013
0.12
3.92
0.13
1.16
1.0
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 4.02 / (Inlet time + 0.10) ^ 0.00; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 4
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
70
099
0.82
0.26
0.89
0.20
Comb
6.0
3.04
0.00
3.04
2.61
3.020
2.00
0.040
0.021
0.013
0.15
5.34
0.17
2.14
1.0
82
71
100
0.69
0.00
0.69
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.08
3.60
0.08
3.60
0.0
Off
72
083
2.07
0.13
2.20
0.00
Comb
6.0
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
0.000
0.20
7.58
0.28
7.58
1.0
Off
73
084
1.51
0.00
1.51
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.92
0.13
3.92
0.0
Off
74
085
0.73
0.00
0.73
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.08
3.62
0.08
3.62
0.0
Off
75
086
1.07
0.00
1.07
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.76
0.10
3.76
0.0
Off
76
087
1.27
0.00
1.27
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.84
0.12
3.84
0.0
Off
77
088
0.62
0.00
0.62
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.07
3.57
0.07
3.57
0.0
Off
78
089
0.42
0.03
0.43
0.03
Comb
6.0
3.04
0.00
3.04
2.61
.015
2.00
0.040
0.021
0.013
0.12
3.79
0.13
1.06
1.0
79
090
0.38
0.10
0.44
0.03
Comb
6.0
3.04
0.00
3.04
2.61
.015
2.00
0.040
0.021
0.013
0.12
3.87
0.13
1.11
1.0
78
80
091
0.73
0.00
0.64
0.10
Comb
6.0
3.04
0.00
3.04
2.61
.015
2.00
0.040
0.021
0.013
0.14
4.77
0.15
1.68
1.0
79
81
092
0.31
0.00
0.30
0.01
Comb
6.0
3.04
0.00
3.04
2.61
1015
2.00
0.040
0.021
0.013
0.10
3.09
0.11
0.63
1.0
83
82
096
0.93
0.20
0.92
0.22
Comb
6.0
3.04
0.00
3.04
2.61
.020
2.00
0.040
0.021
0.013
0.15
5.45
0.17
2.26
1.0
84
83
093
0.96
0.01
0.79
0.17
Comb
6.0
3.04
0.00
3.04
2.61
1015
2.00
0.040
0.021
0.013
0.15
5.40
0.17
2.13
1.0
84
093A
0.67
0.22
0.75
0.13
Comb
6.0
3.04
0.00
3.04
2.61
3.020
2.00
0.040
0.021
0.013
0.14
4.87
0.15
1.77
1.0
72
85
094
1.36
0.00
1.36
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.87
0.12
3.87
0.0
Off
86
095
1.49
0.00
1.49
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.13
3.92
0.13
3.92
0.0
Off
87
079
0.40
0.00
0.40
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.05
3.45
0.05
3.45
0.0
Off
88
080
1.09
0.00
1.09
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.77
0.11
3.77
0.0
Off
89
081
1.00
0.00
1.00
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.10
3.73
0.10
3.73
0.0
Off
90
082
0.73
0.00
0.73
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.08
3.62
0.08
3.62
0.0
Off
91
043
0.00
0.00
0.00
0.00
MH
0.0
2.13
0.00
2.13
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
92
044
1.65
0.00
1.65
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
rag
0.10
0.330
0.330
0.000
0.14
3.97
0.14
3.97
0.0
Off
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 4.02 / (Inlet time + 0.10) ^ 0.00; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 5
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
93
045
1.29
0.23
1.52
0.00
Comb
6.0
3.04
5.97
3.04
2.61
Sag
2.00
0.040
0.021
0.013
0.15
5.52
0.24
5.52
1.0
Off
94
046
1.29
0.03
1.09
0.23
Comb
6.0
3.04
0.00
3.04
2.61
0.038
2.00
0.040
0.021
0.013
0.14
5.04
0.16
1.94
1.0
93
95
047
1.18
0.00
1.18
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.80
0.11
3.80
0.0
Off
96
048
1.13
0.00
1.13
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.11
3.79
0.11
3.79
0.0
Off
97
049
3.51
0.00
3.51
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.23
4.53
0.23
4.53
0.0
Off
98
155
3.51
0.00
3.51
0.00
DrGrt
0.0
2.13
6.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.23
4.53
0.23
4.53
0.0
Off
99
102
3.69
0.00
3.69
0.00
DrGrt
0.0
2.13
6.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.24
4.58
0.24
4.58
0.0
Off
100
101
7.41
0.00
7.41
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.38
5.43
0.38
5.43
0.0
Off
101
103
7.36
0.00
7.36
0.00
DrGrt
0.0
2.13
3.31
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.38
5.42
0.38
5.42
0.0
Off
102
104
6.52
0.00
6.52
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.35
5.24
0.35
5.24
0.0
Off
103
050
0.58
0.00
0.55
0.03
Comb
6.0
3.04
0.00
3.04
2.61
3.038
2.00
0.040
0.021
0.013
0.11
3.37
0.12
0.85
1.0
94
104
051
0.16
0.00
0.16
0.00
Comb
6.0
3.04
0.00
3.04
2.61
3.038
2.00
0.040
0.021
0.013
0.07
1.68
0.08
0.00
1.0
93
105
004
0.38
0.00
0.38
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.05
3.44
0.05
3.44
0.0
Off
106
012
0.82
0.00
0.82
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.09
3.66
0.09
3.66
0.0
Off
107
013
2.38
0.15
2.53
0.00
Comb
6.0
6.08
5.97
6.08
2.61
Sag
2.00
0.040
0.021
0.013
0.18
6.55
0.26
6.55
1.0
Off
108
014
0.40
0.00
0.39
0.01
Comb
6.0
3.04
0.00
3.04
2.61
0.025
2.00
0.040
0.021
0.013
0.10
3.09
0.11
0.65
1.0
107
109
015
0.40
0.42
0.68
0.14
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.15
5.51
0.17
2.12
1.0
110
110
016
0.69
0.29
0.78
0.19
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.16
5.94
0.18
2.63
1.0
109
111
017
0.69
0.15
0.69
0.14
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.15
5.55
0.17
2.18
1.0
109
112
018
0.85
0.00
0.70
0.15
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.16
5.58
0.17
2.20
1.0
111
113
019
0.85
0.00
0.70
0.15
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.16
5.58
0.17
2.20
1.0
110
114
022
0.65
0.00
0.56
0.08
Comb
6.0
3.04
0.00
3.04
2.61
1010
2.00
0.040
0.021
0.013
0.14
4.94
0.15
1.71
1.0
109
115
023
1.13
0.00
0.88
0.25
Comb
6.0
3.04
0.00
3.04
2.61
�.010
2.00
0.040
0.021
0.013
0.17
6.34
0.19
3.09
1.0
123
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 4.02 / (Inlet time + 0.10) ^ 0.00; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

Inlet Report
Page 6
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
116
005
0.42
0.00
0.42
0.00
DrGrt
0.0
0.00
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.013
0.06
3.47
0.06
3.47
0.0
Off
117
006
0.51
0.00
0.51
0.00
DrGrt
0.0
0.00
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.013
0.06
3.52
0.06
3.52
0.0
Off
118
007
0.51
0.00
0.51
0.00
DrGrt
0.0
0.00
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.013
0.06
3.52
0.06
3.52
0.0
Off
119
008
0.49
0.00
0.49
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.06
3.50
0.06
3.50
0.0
Off
120
009
0.67
0.00
0.67
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.08
3.59
0.08
3.59
0.0
Off
121
010
0.44
0.00
0.44
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.06
3.48
0.06
3.48
0.0
Off
122
011
0.65
0.00
0.65
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.07
3.58
0.07
3.58
0.0
Off
123
021
0.91
0.25
0.90
0.27
Comb
6.0
3.04
0.00
3.04
2.61
3.010
2.00
0.040
0.021
0.013
0.17
6.41
0.19
3.17
1.0
124
124
020
0.69
0.27
0.82
0.14
Comb
6.0
3.04
0.00
3.04
2.61
3.025
2.00
0.040
0.021
0.013
0.14
4.79
0.15
1.74
1.0
107
125
031
2.22
0.00
2.22
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.17
4.16
0.17
4.16
0.0
Off
126
032
0.60
0.00
0.60
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.07
3.56
0.07
3.56
0.0
Off
127
033
1.27
0.00
1.27
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
0.10
0.330
0.330
0.000
0.12
3.84
0.12
3.84
0.0
Off
128
034
1.00
0.00
1.00
0.00
DrGrt
0.0
2.13
3.64
2.13
3.13
Sag
2.00
0.021
0.021
0.000
0.10
12.67
0.10
12.67
0.0
Off
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm TNumber
of lines: 128
Run Date: 6/15/2020
NOTES: Inlet N-Values = 0.016; Intensity = 4.02 / (Inlet time + 0.10) ^ 0.00; Return period = 10 Yrs. ; ' Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2020.00

4 IN/HR INLET
SPREAD WITH
LOCAL
DEPRESSION

Inlet
Page 1
Line
Inlet
Incr
Q
Q
Q
Junct
Inlet
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Cross
n-val
Gutter
Gutter
Inlet
Gutter
Local
Byp
No.
ID
Q
Carry
Capt
Byp
Type
Depth
Len
Area
Len
Width
Slope
Width
SI, Sw
SI, Sx
Gutter
Depth
Spread
Depth
Spread
Depr
Ln No
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
001
1.56
....
....
....
MH
2
056
1.56
0.00
1.56
0.00
Dp-Grate
0.13
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.13
3.94
0.13
3.94
....
Sag
3
057
1.27
0.22
1.48
0.00
Comb.
0.23
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
....
0.15
5.40
0.23
5.40
1.0
Sag
4
058
0.69
0.17
0.72
0.14
Comb.
0.23
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.15
5.13
0.23
5.13
1.0
3
5
059
0.60
0.03
0.56
0.07
Comb.
0.21
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.13
4.44
0.21
4.44
1.0
3
6
060
0.31
0.06
0.36
0.01
Comb.
0.19
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.10
3.17
0.19
3.17
1.0
3
7
061
0.51
0.15
0.59
0.06
Comb.
0.21
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.13
4.23
0.21
4.23
1.0
6
8
062
0.56
0.04
0.54
0.05
Comb.
0.21
3.04
....
3.04
2.61
0.018
2.00
0.040
0.021
0.013
0.12
4.14
0.21
4.14
1.0
7
9
063
0.51
0.19
0.62
0.08
Comb.
0.22
3.04
....
3.04
2.61
0.018
2.00
0.040
0.021
0.013
0.13
4.48
0.22
4.48
1.0
7
10
064
0.36
0.02
0.37
0.01
Comb.
0.19
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.11
3.19
0.19
3.19
1.0
7
11
065
0.38
0.09
0.44
0.02
Comb.
0.20
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.11
3.57
0.20
3.57
1.0
10
12
066
0.56
0.20
0.66
0.09
Comb.
0.22
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.13
4.51
0.22
4.51
1.0
11
13
067
0.85
0.14
0.79
0.20
Comb.
0.25
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.16
5.97
0.25
5.97
1.0
12
14
068
0.56
0.27
0.69
0.14
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.15
5.53
0.24
5.53
1.0
13
15
069
0.67
0.02
0.62
0.06
Comb.
0.21
3.04
....
3.04
2.61
0.026
2.00
0.040
0.021
0.013
0.12
4.05
0.21
4.05
1.0
14
16
69A
0.38
0.26
0.59
0.05
Comb.
0.20
3.04
....
3.04
2.61
0.026
2.00
0.040
0.021
0.013
0.12
3.91
0.20
3.91
1.0
14
17
116
1.20
0.10
1.04
0.26
Comb.
0.24
3.04
....
3.04
2.61
0.026
2.00
0.040
0.021
0.013
0.15
5.47
0.24
5.47
1.0
16
18
118
0.85
0.00
0.74
0.10
Comb.
0.22
3.04
....
3.04
2.61
0.026
2.00
0.040
0.021
0.013
0.13
4.48
0.22
4.48
1.0
17
19
119
0.18
0.00
0.18
0.00
Comb.
0.17
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.09
2.50
0.17
2.50
1.0
56
20
072
0.13
0.00
0.13
0.00
Comb.
0.16
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.08
2.06
0.16
2.06
1.0
42
21
073
0.76
0.15
0.75
0.16
Comb.
0.24
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.15
5.53
0.24
5.53
1.0
42
22
074
0.71
0.06
0.66
0.12
Comb.
0.23
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.15
5.15
0.23
5.15
1.0
42
23
120
0.47
0.11
0.52
0.06
Comb.
0.22
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.13
4.51
0.22
4.51
1.0
22
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Inlet
Page 2
Line
Inlet
Incr
Q
Q
Q
Junct
Inlet
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Cross
n-val
Gutter
Gutter
Inlet
Gutter
Local
Byp
No.
ID
Q
Carry
Capt
Byp
Type
Depth
Len
Area
Len
Width
Slope
Width
SI, Sw
SI, Sx
Gutter
Depth
Spread
Depth
Spread
Depr
Ln No
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
121
0.13
0.63
0.65
0.11
Comb.
0.23
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.15
5.12
0.23
5.12
1.0
23
25
122
0.49
0.47
0.78
0.19
Comb.
0.25
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.16
5.91
0.25
5.91
1.0
24
26
132
1.65
0.00
1.17
0.47
Comb.
0.28
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.19
7.41
0.28
7.41
1.0
25
27
123
0.93
0.64
1.13
0.44
Comb.
0.27
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.19
7.27
0.27
7.27
1.0
24
28
124
0.22
0.00
0.22
0.00
Comb.
0.18
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.09
2.71
0.18
2.71
1.0
24
29
125
0.07
0.09
0.15
0.00
Comb.
0.17
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.08
2.12
0.17
2.12
1.0
28
30
126
0.67
0.00
0.58
0.09
Comb.
0.22
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.14
4.81
0.22
4.81
1.0
29
31
127
1.42
0.00
1.42
0.00
Dp-Grate
0.13
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.13
3.89
0.13
3.89
....
Sag
32
128
0.60
0.00
0.60
0.00
Dp-Grate
0.07
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.07
3.56
0.07
3.56
....
Sag
33
129
1.00
0.00
1.00
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.10
3.73
0.10
3.73
....
Sag
34
130
1.38
0.00
1.38
0.00
Dp-Grate
0.12
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.12
3.88
0.12
3.88
....
Sag
35
138
1.29
0.00
0.98
0.31
Comb.
0.26
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.17
6.44
0.26
6.44
1.0
46
36
139
1.49
0.00
1.49
0.00
Dp-Grate
0.13
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.13
3.92
0.13
3.92
....
Sag
37
140
1.49
0.00
1.49
0.00
Dp-Grate
0.13
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.13
3.92
0.13
3.92
....
Sag
38
136
1.98
0.00
1.34
0.64
Comb.
0.29
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.21
8.00
0.29
8.00
1.0
27
39
160
1.11
0.00
1.11
0.00
Dp-Grate
0.11
....
6.64
2.13
3.13
Sag
1.50
0.020
0.020
....
0.11
13.88
0.11
13.88
....
Sag
40
075
0.80
0.00
0.67
0.13
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.15
5.44
0.24
5.44
1.0
56
41
142
0.67
0.00
0.67
0.00
Dp-Grate
0.08
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.08
3.59
0.08
3.59
....
Sag
42
143
0.69
0.28
0.97
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.10
3.72
0.10
3.72
....
Sag
43
144
0.60
0.00
0.60
0.00
Dp-Grate
0.07
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.07
3.56
0.07
3.56
....
Sag
44
145
0.53
0.00
0.53
0.00
Dp-Grate
0.07
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.07
3.52
0.07
3.52
....
Sag
45
146
1.05
0.00
1.05
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.10
3.75
0.10
3.75
....
Sag
46
137
0.42
0.31
0.63
0.10
Comb.
0.23
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.14
5.02
0.23
5.02
1.0
47
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Inlet
Page 3
Line
Inlet
Incr
Q
Q
Q
Junct
Inlet
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Cross
n-val
Gutter
Gutter
Inlet
Gutter
Local
Byp
No.
ID
Q
Carry
Capt
Byp
Type
Depth
Len
Area
Len
Width
Slope
Width
SI, Sw
SI, Sx
Gutter
Depth
Spread
Depth
Spread
Depr
Ln No
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
47
131
0.78
0.10
0.73
0.15
Comb.
0.24
3.04
....
3.04
2.61
0.012
2.00
0.040
0.021
0.013
0.15
5.46
0.24
5.46
1.0
21
48
107
1.22
0.00
1.22
0.00
Dp-Grate
0.11
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.11
3.82
0.11
3.82
....
Sag
49
108
0.98
0.00
0.98
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.10
3.72
0.10
3.72
....
Sag
50
109
1.13
0.00
1.13
0.00
Dp-Grate
0.11
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.11
3.79
0.11
3.79
....
Sag
51
110
1.69
0.00
1.69
0.00
Dp-Grate
0.14
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.14
3.99
0.14
3.99
....
Sag
52
111
2.29
0.00
2.29
0.00
Dp-Grate
0.17
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.17
4.18
0.17
4.18
....
Sag
53
112
1.67
0.00
1.67
0.00
Dp-Grate
0.14
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.14
3.98
0.14
3.98
....
Sag
54
141
0.40
0.00
0.37
0.03
Comb.
0.20
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.12
3.93
0.20
3.93
1.0
59
55
071
0.44
0.00
0.43
0.02
Comb.
0.19
3.04
....
3.04
2.61
0.026
2.00
0.040
0.021
0.013
0.11
3.23
0.19
3.23
1.0
62
56
076
1.36
0.13
1.09
0.40
Comb.
0.27
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.19
7.11
0.27
7.11
1.0
57
57
077
1.85
0.40
2.25
0.00
Comb.
0.28
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
....
0.20
7.73
0.28
7.73
1.0
Sag
58
078
0.73
0.03
0.76
0.00
Comb.
0.19
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
....
0.10
3.19
0.19
3.19
1.0
Sag
59
147
0.38
0.03
0.38
0.03
Comb.
0.20
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.12
3.95
0.20
3.95
1.0
58
60
148
1.16
0.00
0.89
0.26
Comb.
0.26
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.17
6.39
0.26
6.39
1.0
Offsite
61
149
0.51
0.00
0.48
0.03
Comb.
0.20
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.12
3.73
0.20
3.73
1.0
Offsite
62
070
0.44
0.02
0.44
0.02
Comb.
0.19
3.04
....
3.04
2.61
0.026
2.00
0.040
0.021
0.013
0.11
3.30
0.19
3.30
1.0
15
63
117
0.89
0.00
0.89
0.00
Dp-Grate
0.09
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.09
3.69
0.09
3.69
....
Sag
64
114
0.89
0.00
0.73
0.16
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.16
5.70
0.24
5.70
1.0
14
65
115
1.11
0.00
0.87
0.24
Comb.
0.25
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.17
6.29
0.25
6.29
1.0
66
66
106
0.78
0.24
0.81
0.21
Comb.
0.25
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.17
6.06
0.25
6.06
1.0
67
67
105
1.05
0.21
0.99
0.26
Comb.
0.24
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.16
5.70
0.24
5.70
1.0
70
68
097
1.05
0.00
0.86
0.19
Comb.
0.23
3.04
....
3.04
2.61
0.018
2.00
0.040
0.021
0.013
0.15
5.38
0.23
5.38
1.0
9
69
098
0.53
0.00
0.49
0.04
Comb.
0.20
3.04
....
3.04
2.61
0.018
2.00
0.040
0.021
0.013
0.12
3.92
0.20
3.92
1.0
8
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Inlet
Page 4
Line
Inlet
Incr
Q
Q
Q
Junct
Inlet
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Cross
n-val
Gutter
Gutter
Inlet
Gutter
Local
Byp
No.
ID
Q
Carry
Capt
Byp
Type
Depth
Len
Area
Len
Width
Slope
Width
SI, Sw
SI, Sx
Gutter
Depth
Spread
Depth
Spread
Depr
Ln No
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
70
099
0.82
0.26
0.89
0.20
Comb.
0.23
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.15
5.34
0.23
5.34
1.0
82
71
100
0.69
0.00
0.69
0.00
Dp-Grate
0.08
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.08
3.60
0.08
3.60
....
Sag
72
083
2.07
0.13
2.20
0.00
Comb.
0.28
3.04
3.64
3.04
2.61
Sag
2.00
0.040
0.021
....
0.20
7.58
0.28
7.58
1.0
Sag
73
084
1.51
0.00
1.51
0.00
Dp-Grate
0.13
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.13
3.92
0.13
3.92
....
Sag
74
085
0.73
0.00
0.73
0.00
Dp-Grate
0.08
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.08
3.62
0.08
3.62
....
Sag
75
086
1.07
0.00
1.07
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.10
3.76
0.10
3.76
....
Sag
76
087
1.27
0.00
1.27
0.00
Dp-Grate
0.12
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.12
3.84
0.12
3.84
....
Sag
77
088
0.62
0.00
0.62
0.00
Dp-Grate
0.07
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.07
3.57
0.07
3.57
....
Sag
78
089
0.42
0.03
0.43
0.03
Comb.
0.20
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.12
3.79
0.20
3.79
1.0
5
79
090
0.38
0.10
0.44
0.03
Comb.
0.20
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.12
3.87
0.20
3.87
1.0
78
80
091
0.73
0.00
0.64
0.10
Comb.
0.22
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.14
4.77
0.22
4.77
1.0
79
81
092
0.31
0.00
0.30
0.01
Comb.
0.19
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.10
3.09
0.19
3.09
1.0
83
82
096
0.93
0.20
0.92
0.22
Comb.
0.24
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.15
5.45
0.24
5.45
1.0
84
83
093
0.96
0.01
0.79
0.17
Comb.
0.23
3.04
....
3.04
2.61
0.015
2.00
0.040
0.021
0.013
0.15
5.40
0.23
5.40
1.0
4
84
093A
0.67
0.22
0.75
0.13
Comb.
0.22
3.04
....
3.04
2.61
0.020
2.00
0.040
0.021
0.013
0.14
4.87
0.22
4.87
1.0
72
85
094
1.36
0.00
1.36
0.00
Dp-Grate
0.12
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.12
3.87
0.12
3.87
....
Sag
86
095
1.49
0.00
1.49
0.00
Dp-Grate
0.13
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.13
3.92
0.13
3.92
....
Sag
87
079
0.40
0.00
0.40
0.00
Dp-Grate
0.05
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.05
3.45
0.05
3.45
....
Sag
88
080
1.09
0.00
1.09
0.00
Dp-Grate
0.11
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.11
3.77
0.11
3.77
....
Sag
89
081
1.00
0.00
1.00
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.10
3.73
0.10
3.73
....
Sag
90
082
0.73
0.00
0.73
0.00
Dp-Grate
0.08
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.08
3.62
0.08
3.62
....
Sag
91
043
0.00
....
....
....
MH
92
044
1.65
0.00
1.65
0.00
Dp-Grate
0.14
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.14
3.97
0.14
3.97
....
Sag
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Inlet
Page 5
Line
Inlet
Incr
Q
Q
Q
Junct
Inlet
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Cross
n-val
Gutter
Gutter
Inlet
Gutter
Local
Byp
No.
ID
Q
Carry
Capt
Byp
Type
Depth
Len
Area
Len
Width
Slope
Width
SI, Sw
SI, Sx
Gutter
Depth
Spread
Depth
Spread
Depr
Ln No
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
93
045
1.29
0.23
1.52
0.00
Comb.
0.24
3.04
5.97
3.04
2.61
Sag
2.00
0.040
0.021
....
0.15
5.52
0.24
5.52
1.0
Sag
94
046
1.29
0.03
1.09
0.23
Comb.
0.23
3.04
....
3.04
2.61
0.038
2.00
0.040
0.021
0.013
0.14
5.04
0.23
5.04
1.0
93
95
047
1.18
0.00
1.18
0.00
Dp-Grate
0.11
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.11
3.80
0.11
3.80
....
Sag
96
048
1.13
0.00
1.13
0.00
Dp-Grate
0.11
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.11
3.79
0.11
3.79
....
Sag
97
049
3.51
0.00
3.51
0.00
Dp-Grate
0.23
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.23
4.53
0.23
4.53
....
Sag
98
155
3.51
0.00
3.51
0.00
Dp-Grate
0.23
....
6.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.23
4.53
0.23
4.53
....
Sag
99
102
3.69
0.00
3.69
0.00
Dp-Grate
0.24
....
6.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.24
4.58
0.24
4.58
....
Sag
100
101
7.41
0.00
7.41
0.00
Dp-Grate
0.38
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.38
5.43
0.38
5.43
....
Sag
101
103
7.36
0.00
7.36
0.00
Dp-Grate
0.38
....
3.31
2.13
3.13
Sag
0.10
0.330
0.330
....
0.38
5.42
0.38
5.42
....
Sag
102
104
6.52
0.00
6.52
0.00
Dp-Grate
0.35
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.35
5.24
0.35
5.24
....
Sag
103
050
0.58
0.00
0.55
0.03
Comb.
0.19
3.04
....
3.04
2.61
0.038
2.00
0.040
0.021
0.013
0.11
3.37
0.19
3.37
1.0
94
104
051
0.16
0.00
0.16
0.00
Comb.
0.15
3.04
....
3.04
2.61
0.038
2.00
0.040
0.021
0.013
0.07
1.68
0.15
1.68
1.0
93
105
004
0.38
0.00
0.38
0.00
Dp-Grate
0.05
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.05
3.44
0.05
3.44
....
Sag
106
012
0.82
0.00
0.82
0.00
Dp-Grate
0.09
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.09
3.66
0.09
3.66
....
Sag
107
013
2.38
0.15
2.53
0.00
Comb.
0.26
6.08
5.97
6.08
2.61
Sag
2.00
0.040
0.021
....
0.18
6.55
0.26
6.55
1.0
Sag
108
014
0.40
0.00
0.39
0.01
Comb.
0.19
3.04
....
3.04
2.61
0.025
2.00
0.040
0.021
0.013
0.10
3.09
0.19
3.09
1.0
107
109
015
0.40
0.42
0.68
0.14
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.15
5.51
0.24
5.51
1.0
110
110
016
0.69
0.29
0.78
0.19
Comb.
0.25
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.16
5.94
0.25
5.94
1.0
109
111
017
0.69
0.15
0.69
0.14
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.15
5.55
0.24
5.55
1.0
109
112
018
0.85
0.00
0.70
0.15
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.16
5.58
0.24
5.58
1.0
111
113
019
0.85
0.00
0.70
0.15
Comb.
0.24
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.16
5.58
0.24
5.58
1.0
110
114
022
0.65
0.00
0.56
0.08
Comb.
0.23
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.14
4.94
0.23
4.94
1.0
109
115
023
1.13
0.00
0.88
0.25
Comb.
0.25
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.17
6.34
0.25
6.34
1.0
123
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

Inlet
Page 6
Line
Inlet
Incr
Q
Q
Q
Junct
Inlet
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Cross
n-val
Gutter
Gutter
Inlet
Gutter
Local
Byp
No.
ID
Q
Carry
Capt
Byp
Type
Depth
Len
Area
Len
Width
Slope
Width
SI, Sw
SI, Sx
Gutter
Depth
Spread
Depth
Spread
Depr
Ln No
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
116
005
0.42
0.00
0.42
0.00
Dp-Grate
0.06
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.06
3.47
0.06
3.47
....
Sag
117
006
0.51
0.00
0.51
0.00
Dp-Grate
0.06
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.06
3.52
0.06
3.52
....
Sag
118
007
0.51
0.00
0.51
0.00
Dp-Grate
0.06
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.06
3.52
0.06
3.52
....
Sag
119
008
0.49
0.00
0.49
0.00
Dp-Grate
0.06
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.06
3.50
0.06
3.50
....
Sag
120
009
0.67
0.00
0.67
0.00
Dp-Grate
0.08
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.08
3.59
0.08
3.59
....
Sag
121
010
0.44
0.00
0.44
0.00
Dp-Grate
0.06
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.06
3.48
0.06
3.48
....
Sag
122
011
0.65
0.00
0.65
0.00
Dp-Grate
0.07
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.07
3.58
0.07
3.58
....
Sag
123
021
0.91
0.25
0.90
0.27
Comb.
0.26
3.04
....
3.04
2.61
0.010
2.00
0.040
0.021
0.013
0.17
6.41
0.26
6.41
1.0
124
124
020
0.69
0.27
0.82
0.14
Comb.
0.22
3.04
....
3.04
2.61
0.025
2.00
0.040
0.021
0.013
0.14
4.79
0.22
4.79
1.0
107
125
031
2.22
0.00
2.22
0.00
Dp-Grate
0.17
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.17
4.16
0.17
4.16
....
Sag
126
032
0.60
0.00
0.60
0.00
Dp-Grate
0.07
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.07
3.56
0.07
3.56
....
Sag
127
033
1.27
0.00
1.27
0.00
Dp-Grate
0.12
....
3.64
2.13
3.13
Sag
0.10
0.330
0.330
....
0.12
3.84
0.12
3.84
....
Sag
128
034
1.00
0.00
1.00
0.00
Dp-Grate
0.10
....
3.64
2.13
3.13
Sag
2.00
0.021
0.021
....
0.10
12.67
0.10
12.67
....
Sag
Project File: 27842.0001 - Drainage Design - 2020-06-15.stm
Number of lines: 128
Date: 6/15/2020
NOTES: i Inlet control; *" Critical depth
Storm Sewers

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 01
APPENDIX F
WATER QUALITY
CALCULATIONS
A THOMAS Sc HUTTON

Water Quality Calculatic
Cresswind - Wesley Chal
Proiect No. 27842.001
WET POND 01
Project/Drainage Area: Acres Required Water Quality Volume: 1 15,237 Cubic Feet
Impervious Area: Acres (Project Area (Acres) X 43,560 SF X 1"/12 = Required Cubic Feet Volume)
R."Percent Impervious Runoff Coeifficient: Rv=.05+0.9 (1) = 0.40
(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: 0.088 US Required Orifice Size. 2.00 Drawdown Time (Hours): 70.94
Water Quality Elevation
Elev.
Area
Storage
(ft)
(sf)
(cu. ft)
575.00
17,608.00
0.00
580.00
32,738.00
125,865.00
Elevation
Pond Depth
Storage
(ft)
(ft)
(cu. ft)
575.00
0.00
0.00
575.61
0.61
15,237.29
580.00
1 5.00
1 125,865.00
verage Depth Calculation
Vpp Designed @ Elevation 575.00 60,068.00
SA Designed @ Elevation
1575.00
17,608.00
Area of wet pond at the bottom of the shelf
16,384.00
Dmax over shelf
0.50
Perimeter of Permanent Pool
550.00
Width of submerged part of shelf
3.00
Volume over the shelf only
412.50
Average Depth
3.64
DA Method
Drainage Area
10.62
acres
Table value
1.51
Surface Area Required
1 6,985.37
Isquarefeet
Orifice Flow Calculation
Q=CdA*sgrt(2gh)
Cd-
0.62
(Sharp Orifice)
A =
0.022
sf
-
32.174
ft/s2
h =
0.61
ft
Q=
0.060
cfs
Km,or.��r- 11
rams,_amamnm a.m m,o"", same ranee raaae,---s ". eeee�
1
,ww s.ce as 2.

4.6
4.5
4.4
t
O
4.3
4.2
27842.0001
CRESSWIND - PHASE 01
WATER QUALITY DRAWDOWN
WET DETENTION POND 01
— Depth: Node - Pond-01 (27842.0001 -Water Quality 2020-06-10 06:53:26)
0 6 12 18 24 30 36 42 48 54 60
Time (hrs)

Stage Storage Calculations
Cresswind - Wesley Chapel
Project No. 27842.0001
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.)
571
697.18
N/A
N/A
0.00
572
927.34
1
812.26
812.26
573
1186.39
1
1056.86
1869.12
574
1473.95
1
1330.17
3199.29
574.5
1628.33
0.5
775.57
3974.86
575
1993.46
0.5
905.45
4880.31

FOREBAY 02 VOLUME
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG. END
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
(CU. FT.)
571
693.48
N/A
N/A
0.00
572
923.10
1.00
808.29
808.29
573
1,181.60
1.00
1,052.35
1,860.64
574
1,468.62
1.00
1,325.11
3,185.75
574.5
1,622.71
0.50
772.83
3,958.58
575
1,987.58
0.50
902.57
4,861.16
TOTAL FOREBAY VOLUME: 9741.47 CU. FT.
PERCENTAGE OF PERMANENT POOL VOLUME: 16.22

PERMANENT POOL VOLUME
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG. END
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
(CU. FT.)
571
13145.19
N/A
N/A
0.00
572
14030.68
1
13587.94
13587.94
573
14947.74
1
14489.21
28077.15
574
15896.91
1
15422.33
43499.47
574.5
16383.71
0.5
8070.16
51569.63
575
17608.00
0.5
8497.93
60067.55
PERMANENT POOL VOLUME: 60067.55 CU.FT

TEMPORARY PONDING ZONE
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG. END
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
(CU. FT.)
575
21589.04
N/A
N/A
0.00
575.5
23951.60
0.5
11385.16
11385.16
576
24871.39
0.5
12205.75
23590.91
577
26753.37
1
25812.38
49403.29
578
28691.89
1
27722.63
77125.92
579
30686.97
1
29689.43
106815.35
580
32738.60
1
31712.79
138528.13
TEMPORARY PONDING ZONE VOLUME: 138528.13 CU. FT.

Water Quality Calculations
Cresswind - Welsey Chapel
Project No. 27842.001
WET POND 02
Project/Drainage Area: Acres Required Water Quality Volume: 1 117,369 Cubic Feet
Impervious Area: Acres (Project Area (Acres) X 43,560 SF X 1"/12 = Required Cubic Feet Volume)
"57.1%Percent Impervious Runoff Coeifficient: Rv=.05+0.9 (1) = 0.56
(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: I 0.679 CFS Required Orifice Size: 4.00 Drawdown Time (Hours): 79.55
Water Quality Elevation 11
Elev.
Area
Storage
(ft)
(sf)
(cu. ft)
586.00
49,082.00
0.00
592.00
82,428.00
394,530.00
Elevation
Pond Depth
Storage
(ft)
(ft)
(cu. ft)
586.00
0.00
0.00
587.78
1.78
117, 368.79
592.00
6.00
394,530.00
Average Depth
Calculation
Vpp Designed @ Elevation
586.00
1 M175,476.00
SA Designed @ Elevation
1586.00
49,082.00
Average Depth
1
3.58
SA/DA Method
Drainage Area
I 57.34
acres
Table value
1 1.51
Surface Area Required
1 37,715.73
Isquarefeet
Orifice Flow Calculation
Q=C,.A*sgrt(2gh)
C,. =
0.62
(Sharp Orifice)
A =
0.087
sf
g =
32.174
ft/s2
h =
1.78
ft
Q =
0.410
cfs
vrr
SA
wn.n, m.., = m..aaood.e"�im. �lo9m..a.Mpod •i.wno„Irbl^i
sn = iue�a�'erees r.�m.a.m wa eiawnon l�.1°I
Table 1: P d—t end Mnunlain SAIDA Table (Adapted from Dris 0. 1985)
m% oaa oae oat os1 oea om
251
60% — 3A1 3,07 — 1A3 1�
90% 3,ia 3.84 3,31 — 1- 1.

5.75
6.60
5.25
ta
5.00
4.75
4.50
27842.0001
CRESSWIND - PHASE 01
WATER QUALITY DRAWDOWN
WET DETENTION POND 02
— DepthNode - Pond-02 (27842 0001 - Water Qualdy - Major Mod Revision 2021 -12-08131554)
0 6 12 18 24 30 36 42 48 54 60
Time (hrs)

Stage Storage Calculations
Cresswind - Wesley Chapel
Project No. 27842.0001
WET POND 02
FOREBAY 01 VOLUME
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG.
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
END (CU. FT.)
582
3,507.16
N/A
N/A
0
583
4,015.52
1
3761.34
3761.34
584
4,551.88
1
4283.7
8045.04
585
5,116.13
1
4834.01
12879.05
585.5
5,408.69
0.5
2631.2
15510.25
586
6,154.73
0.5
2890.85
18401.11

FOREBAY 02 VOLUME
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG.
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
END (CU. FT.)
582
1,938.89
N/A
N/A
0
583
2,340.96
1
2139.93
2139.93
584
2,773.37
1
2557.17
4697.09
585
3,235.56
1
3004.47
7701.56
585.5
3,477.67
0.5
1678.31
9379.87
586
3,927.00
0.5
1851.17
11231.03
TOTAL FOREBAYVOLUME:l 29632.14 CU. FT
PERCENTAGE OF PERMANENT POOL VOLUME: 16.89

PERMANENT POOL VOLUME
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG.
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
END (CU. FT.)
582
40,022.33
N/A
N/A
0
583
41,872.44
1
40947.39
40947.39
584
43,753.89
1
42813.17
83760.55
585
45, 667.09
1
44710.49
128471.04
585.5
46,635.72
0.5
23075.70
151546.74
586
49,082.03
0.5
23929.44
175476.18
PERMANENT POOL VOLUME: 175476.18 CU. FT

TEMPORARY PONDING ZONE
CONTOUR AREA
INC. VOL. AVG.
CUM. VOL. AVG.
CONTOUR ELEV
DEPTH (FT)
(SF)
END (CU. FT.)
END (CU. FT.)
586
59,163.76
N/A
N/A
0
586.5
63,435.35
0.5
30649.78
30649.78
587
65,091.29
0.5
32131.66
62781.44
588
68,445.56
1
66768.43
129549.86
589
71,856.39
1
70150.98
199700.84
590
75,323.76
1
73590.08
273290.91
591
78,847.69
1
77085.73
350376.64
592
82,428.16
1
80637.93
431014.56
TEMPORARY PONDING ZONE VOLUME: 431014.56 CU. FT.

Cresswind Wesley Chapel - Phase 01
Job:
J-27842.0001
T R
Kolter Signature Homes NC, LLC
Date:
4/l/20
HThomas
HF�R,N
& Hutton Engineering Co.
Revised:
6/13/20
Anti -Flotation Design Considerations
By:
MSK
ANTI -FLOTATION DESIGN CONSIDERATIONS FOR:
Wet Pond 01
CONTROL STUCTURE ELEVATIONS
Top Structure Elevation: 578.50
Bottom Structure Elevation: 571.00
CONTROL STRUCTURE FLOTATION
Buovant Force
Calculate submerged volume:
Vs = (Aes x Hes)
Where:
VS = Submerged volume (cf)
Les = Length of control structure (ft) = 5.50 ft
Wes = Width of Control structure (ft) = 5.50 ft
Aes— Cross -sectional area of control structure (ft) = 30.25 ft
HeS = Height of control structure (ft) = 7.50 ft
Solve equation for Vs:
Vs = (Aes x Hes) = 226.88 cf
Calculate buoyant force:
Fb = Vs x ywater
Where:
Fb = buoyant force (lbf)
ywat, = Specific weight of water = 62.40 lbf/cf
Fb = 14,157 lbf
Page 1

Cresswind Wesley Chapel - Phase 01
Job:
J-27842.0001
T R
Kolter Signature Homes NC, LLC
Date:
4/l/20
HThomas
HF�R,N
& Hutton Engineering Co.
Revised:
6/13/20
Anti -Flotation Design Considerations
By:
MSK
Downward Force
Calculate Downward Force of Control Structure
Fdes = (` .s - Vweir - Vorifice) X yeonerete
Where:
Wt,, =
Weight of control structure (lbs)
Yeonerete =
Specific weight of concrete
= 140.00 lbf/cf
Ae, =
Cross -sectional area of control structure (ft)
= 30.25 ft
H,, =
Height of control structure (ft)
= 7.50 ft
TCS =
Wall thickness of control structure (ft)
= 0.50 ft
VCS =
Volume of control structure (cf)
= 75.00 cf
Wweir =
Width of weir (ft)
= 2.00 ft
Hweir =
Height of weir opening (ft)
= 1.00 ft
Aweir =
Area of weir opening(ft)
= 2.00 sf
Vweir =
Volume of weir
= 1.00 cf
DIAoriftce =
Diameter of orifice opening (in)
= 2.00 in
Aoriftce =
Area of orifice opening (sf)
= 0.022 sf
Voriftce =
Volume of orifice opening (sf)
= 0.011 cf
FdeS = 10,358 Ibf
Size Anti -Flotation Footing to Resist Bouyant Force
FdeS + Fdft > Fb
Fdft = (Lb X Wb X Db) X Yco...
Where:
FdeS =
downward force of control structure (Ibf) =
10358 lbf
Fb =
buoyant force (lbf) =
14157 lbf
Yconcrete =
Specific weight of concrete =
77.60 lbf/cf
Lb =
Length of Concrete Block =
9.50 ft
Wb =
Width of Concrete Block =
9.50 ft
Db =
Depth of Concrete Block =
10.00 in
Fdft =
downward force of anti -flotation footing (Ibf) =
5836 lbf
Page 2

Cresswind Wesley Chapel - Phase 01
Job:
J-27842.0001
T R
Kolter Signature Homes NC, LLC
Date:
4/l/20
HThomas
HF�R,N
& Hutton Engineering Co.
Revised:
6/13/20
Anti -Flotation Design Considerations
By:
MSK
Fd,s + Fda = 16195 lbf > Fb = 14157 lbf _
Factor of Safetv
Confirm anti -flotation block is sized for minimum factor of safety (F.) of 1.10.
Fs = (Fd. + Fdft)/Fb
1.14 > 1.10 -
Page 3

Cresswind Wesley Chapel - Phase 01 Job: J-27842.0001
T z Kolter Signature Homes NC, LLC Date: 4/l/20
HP Thomas & Hutton Engineering Co. Revised: 6/13/20
~FEaµ
Anti -Flotation Design Considerations By: MSK
ANTI -FLOTATION DESIGN CONSIDERATIONS FOR:
Wet Pond 02
CONTROL STUCTURE ELEVATIONS
Top Structure Elevation: 589.25
Bottom Structure Elevation: 582.00
CONTROL STRUCTURE FLOTATION
Buoyant Force
Calculate submerged volume:
Vs = (A,, x H,$)
Where:
VS = Submerged volume (cf)
L,s = Length of control structure (ft) = 5.50 ft
W,s = Width of Control structure (ft) = 5.50 ft
A,,- Cross -sectional area of control structure (ft) = 30.25 ft
H,s = Height of control structure (ft) = 7.25 ft
Solve equation for Vs:
Vs = (A,, x H,$) = 219.31 cf
Calculate buoyant force:
Fb = Vs x 7w.W,
Where:
Fb = buoyant force (lbf)
y,,,, = Specific weight of water = 62.40 lbf/cf
Fb = 13,685 lbf
Z:\27842\27842.0001\Engineering\Calculations and Reports\Storm Water\Anti Flotation\27842.0001 - Wet Pond 02 - Anti Flotation
Design Calculations.xlsx Pagel of 3

Cresswind Wesley Chapel - Phase 01 Job: J-27842.0001
T z Kolter Signature Homes NC, LLC Date: 4/l/20
HP Thomas & Hutton Engineering Co. Revised: 6/13/20
~FEaµ
Anti -Flotation Design Considerations By: MSK
Downward Force
Calculate Downward Force of Control Structure
Fdcs = (• cs - Vw& - Vorj&c) X Yconcrete
Where:
WteS =
Weight of control structure (lbs)
Yconcrete =
Specific weight of concrete
= 140.00 lbf/cf
Acs =
Cross -sectional area of control structure (ft)
= 30.25 ft
Hcs =
Height of control structure (ft)
= 7.25 ft
Tcs =
Wall thickness of control structure (ft)
= 0.50 ft
Vcs =
Volume of control structure (cf)
= 72.50 cf
Wu,eu =
Width of weir (ft)
= 4.00 ft
Hu,eu
= Height of weir opening (ft)
= 1.00 ft
Au,eu
= Area of weir opening(ft)
= 4.00 sf
Vu,e;r
= Volume of weir
= 2.00 cf
DIAorifice
= Diameter of orifice opening (in)
= 4.00 in
Aorifice
= Area of orifice opening (sf)
= 0.087 sf
Vorifice
= Volume of orifice opening (sf)
= 0.044 cf
FdC3 = 9,864 lbf
Size Anti -Flotation Footing to Resist Bouyant Force
FdeS + Fdft > Fb
Fdft = (Lb X Wb X Db) X Yconcrete
Where:
FdeS =
downward force of control structure (lbf) =
9864 lbf
Fb =
buoyant force (lbf) =
13685 lbf
Yconcrete =
Specific weight of concrete =
77.60 lbf/cf
Lb
= Length of Concrete Block =
9.50 ft
Wb =
Width of Concrete Block =
9.50 ft
Db
= Depth of Concrete Block =
10.00 in
Fdft =
downward force of anti -flotation footing (lbf) =
5836 lbf
Z:\27842\27842.0001\Engineering\Calculations and Reports\Storm Water\Anti Flotation\27842.0001 - Wet Pond 02 - Anti Flotation
Design Calculations.xlsx Page 2 of 3

Cresswind Wesley Chapel - Phase 01
Kolter Signature Homes NC, LLC
Thomas & Hutton Engineering Co.
Job: J-27842.0001
Date: 4/l/20
Revised: 6/13/20
Anti -Flotation Design Considerations By: MSK
Fd,s + Fdtt = 15700 lbf > Fb = 13685 lbf _
Factor of Safety
Confirm anti -flotation block is sized for minimum factor of safety (F,) of 1.10.
Fs = (Fdcs + Fdrt)/Fb
1.15 > 1.10 -
Z:\27842\27842.0001\Engineering\Calculations and Reports\Storm Water\Anti Flotation\27842.0001 - Wet Pond 02 - Anti Flotation
Design Calculations.xlsx Page 3 of 3