SW5240201_Stormwater Report_20241004

WRENN FARMS •••••
STORMWATER IMPACT ANALYSIS
TOWN OF YOUNGSVILLE, FRANKLIN COUNTY, NC T I M M O N S GROUP
YOUR VISION ACHIEVED THROUGH OURS.
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SEPTEMBER 4, 2024
PREPARED FOR: PREPARED BY:
ARS Wrenn Farms, LLC Timmons Group, NC License No. C-1652
1524 Canterbury Road 5410 Trinity Road, Suite 102
Raleigh, NC 27608 Raleigh, North Carolina 27607
Hampton Smith Mike Zaccardo, P.E.
919.866.5640 919.532.3281 phone [phone] fax
ham pton(a)canterburyconstruction.com mike.zaccardo(a-timmons.com
www.timmons.com

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
Table of Contents
SECTION A—PROJECT SUMMARY....................................................................................................................................2
Introduction..........................................................................................................................................................................2
StormwaterMethodology....................................................................................................................................................2
StormwaterTreatment and Detention.................................................................................................................................3
SECTION 8—SITE MAPS/INFORMATION...........................................................................................................................4
FIRMETTEFEMA Map.......................................................................................................................................................4
USDASoils Map .................................................................................................................................................................4
RainfallData........................................................................................................................................................................4
SECTION C—DRAINAGE AREA MAPS................................................................................................................................5
Pre-Development Peak Flow Exhibit ..................................................................................................................................5
Post-Development Peak Flow Exhibit.................................................................................................................................5
Post-Development Culvert 3000 Peak Flow Exhibit...........................................................................................................5
SECTION D—SCM DESIGN..................................................................................................................................................6
SCM (Wet Pond) Design Calculations................................................................................................................................6
Culvert 3000 Design 10 & 100 Year Events .......................................................................................................................6
SECTION E—STORM ANALYSIS— 100 SERIES.................................................................................................................7
StormSewer Summary Report...........................................................................................................................................7
VelocityReport—2 YR........................................................................................................................................................7
Inlet Gutter Spread Report—4"/HR ..................................................................................................................................7
Hydraulic Grade Line Computation — 10 YR.......................................................................................................................7
SECTION F— STORM ANALYSIS— 200 SERIES.................................................................................................................8
StormSewer Summary Report...........................................................................................................................................8
VelocityReport—2 YR........................................................................................................................................................8
Inlet Gutter Spread Report—4"/HR ..................................................................................................................................8
Hydraulic Grade Line Computation — 10 YR.......................................................................................................................8
SECTION G— CULVERT CALCULATIONS...........................................................................................................................9
CULVERT 3000 HYDRAFLOW Express Reports...............................................................................................................9
CULVERT 740 HYDRAFLOW Express Reports.................................................................................................................9
SECTION H—DITCH CALCULATIONS...............................................................................................................................10
PermanentDitch Calculations...........................................................................................................................................10
SECTION 1— HYDRAFLOW REPORT.................................................................................................................................11
DrainageArea Calculations ..............................................................................................................................................11
HydraflowReport ..............................................................................................................................................................11
SECTION J—NITROGEN LOADING/SNAP TOOL .............................................................................................................12
www.timmons.com
TIMMONS GROUP

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION A - PROJECT SUMMARY
Introduction
Wrenn Farms is a proposed townhome community comprising of 183 lots on 30.86 acres located at the
intersection of NC-Highway 96 and US-Highway 1 in Youngsville, NC. The site is zoned MU-2 and will be
served by Youngsville water and sewer. Richland Creek is located on site along the southern property
boundary. The property is located within a FEMA Flood Zone X on Map 3720184300K. The property lies within
the Neuse River Basin — Phase II ETJ Area that discharges to Richland Creek (Stream Index 21-21-(0.5),
Classification C; NSW).
Three (3) Points of Interest (POI) are identified on-site for the purpose of studying the pre- to post-
development impacts on stormwater peak flows to offsite properties. POls are located along the northern,
eastern, and southeastern boundaries of the site, as shown on the Pre- and Post-Development Drainage Area
Maps in the appendices. In existing conditions, runoff generally flows from west to east, then into Richland
Creek where it discharges off-site at POI 1 through Richland Creek. Stormwater measures are proposed on-
site to control and treat onsite built-upon-area. Pre- and post-development peak runoff rates for the 10-, and
25-year, 24-hour storm event at each POI were analyzed and found to not significantly increase. The
methodology, results, and supporting calculations of the analysis are provided within this report.
Stormwater Methodology
Stormwater conveyances are provided to meet the Town of Youngsville's requirements per NCDEQ to
control gutter spread and minimum pipe sizes to control the required storm events. The SCS method and
Hydraflow Storm Sewers Extension for Autodesk Civil 3D were used to model gutter spread and HGL
calculations for each storm drain network. The results are provided in the appendices.
The NRCS Method and Hydraflow Hydrographs Extension for Autodesk Civil 3D were used to model
the pre- and post-development peak flows as well as proposed pond routing to POI 1. Time of Concentration
(Tc) calculations were performed using TR-55 methodology for each POI and are provided within the
Hydraflow Reports in the appendix. Curve Number (CN) calculations were performed using TR-55
methodology and are provided within the appendix. The results of the Hydraflow routings are provided in the
section below.
Reinforced Concrete Pipe (RCP) is specified for all proposed storm drainage pipe with a Manning's N-value of
0.013. The inlet types are show on the details sheet.
www.timmons.com
TIMMONS GROUP

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
Stormwater Treatment and Detention
A pre-development and post-development hydrologic analysis was completed for the site using the
NRCS (SCS) method. A hydraulic analysis was completed using Hydraflow modeling software to route these
storm events through the proposed detention and outlet structures.
The runoff from our project site discharges Richland Creek and is part of the Neuse River Basin —
Phase II ETJ Area. The Town of Youngsville is not named Nutrient Sensitive Water Town however the site is in
a Tipped County and requires post-construction stormwater permitting through NCDEQ to confirm Neuse
Basin Rules, 15A NCAC 02H .1017, compliance.
One (1)wet pond is proposed to reduce the pre- to post-development peak flows conditions for the 10-
year and 25-year, 24-hour storm event of the proposed development. Additionally, this project proposes 85%
Total Suspend Solids removal and will treat the required Water Quality Volume per NCDEQ requirements.
The results of the Hydraflow routing are provided below and supporting calculations are included in the
appendices. For pond sizing and outlet elevation calculations for the SCM's, reference the "Pond Reports"
provided within the Hydraflow section of the appendix.
Pre & Post-Development Runoff Summary
Point of Interest 1 Q10 cfs Q25 cfs
Pre-Development 105.97 155.65
Post-Development with Detention 115.40 164.53
Point of Interest 2 Q10 cfs Q25 cfs
Pre-Development 15.56 23.09
Post-Development 1.10 1.58
Point of Interest 3 Q10 cfs Q25 cfs
Pre-Development 10.65 15.82
Post-Development 3.54 4.85
www.timmons.com
TIMMONS GROUP

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION B - SITE MAPS/INFORMATION
FIRMETTE FEMA Map
USDA Soils Map
Rainfall Data
www.timmons.com
TIMMONS GROUP

National Flood Hazard Layer FIRMette FEMA Legend
78°29'47'W$fro$33"M SEE F18 REts M FOR b1TAJLED LEGEND AND Ir1bEX MAP FOR FIRM PANEL LAVM
Uj— Without Base Flood Elevation(BFE)
_ W LLI Zone A.V.A K?
1�1_ n SPECIAL FLOOD With BFE or Depth to-n AE AO.AN.4E.AR
� � E + RA7ARDARE4S RegulatoryFVDDdway
0.2%Annua I Chance Flood Hazard,Areas
of 1%annua l chance flood with average
depth lass than ena foot or with n ce
areas of less than ena square mileile/o,t r
Future
n e Flood Hazard Annual
Ch
reiioArea with Reduced Flood Risk due to
IF A } s OTHER AREAS OF ,F x
FLOOD HAZARD "F A0 Area
See Notes.Risk
�,Ares Nth Flood Rk due to Levee o
4 No s REEN Area of Minimal Flood Hazard lone x
0 EffecllveLOMRr.
+ OTHER AREAS Area cf Undetermined Flood Hazard r,,„u
GENERAL _--' Chmnml.Cuixert.Pr Slorm Scw*r
STRUCTURES i Levee.Diko,or Floodwall
a 20= Crcim Sotiiaris wilh 1%Annual Choom
Water Surfaar Elevation
OF YOLJNGS-V LE`" AREA OF MINIM, FLOOD HAZARD — - coayrtalTramert
'
,..,..W+^'^'- Base Flnad L7eMUOII Line(BFEI
Limit of Study
A Jurisdiction Boundary
OTHER _ profile Baseline
FEATURES HyrdroynaphleFeatpre
1 � �
Di�Ilal data Available NL
No Dlgtal Data Ayplleglt L
F MAP PANELS Unmapped 11
The pin dlbpiayed on the map is an approximate
point selected by the user and does not represent
an authorltative property location_
v
N This map complies with FEMA's standards for The use of
a1 diglLal tood maps if it is not void as described below_
The besemap sham complies with FEMA's hasemap
accuracy standards
The flood hazard Information Ib derived direcdyfrom the
f authoritative NFHL web services prWded by FEMIA.This map
war.exported on 10/7/2022 at 825 AM and door.nat
reflect dhenges or amendments subm quant to this date and
/ Fame,The NFFIL and effectke Information may change or
l became superseded by new date over time.
This map image is void if the one or more of the following map
r elements do not appear.basemap I"ary,flood zone labels,
legend.scale bar-map creation date,community Identlfieru.
7gtffw 35'F4°N FIRM panel number,and FIRM affective date.Map Images far
F@@ 1:6 F 00 un mapped and unmodemired erears cannot ba used for
0 250 500 1,000 1,500 2,000 regulatory purposes,
Basemap,VSGS Nadonal Maur:Grtholitrageiy,Data refreshed WobeF,2020

Hydrologic Soil Group—Franklin County, North Carolina
a (Wrenn Farms Soil Boundary) _
N N
725600 725700 725800 725900 726000 726100
36°2'23"N 36°2'23"N
Sm
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M
I
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36.1'S7"N 36°1'S7"N
7256DO 725700 725800 725900 726000 726100
m Map Scale:1:4,000 if printed on A portrait(8.5"x 11")sheet. m
Meters N
0 50 100 200 300
n Feet
0 150 300 600 900
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 9/22/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Franklin County, North Carolina
(Wrenn Farms Soil Boundary)
MAP LEGEND MAP INFORMATION
Area of Interest(A01) 0 C The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) C/D 1:24,000.
Soils ■ D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
A 0 Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
0 A/D Water Features line placement.The maps do not show the small areas of
.-- Streams and Canals contrasting soils that could have been shown at a more detailed
0 B
scale.
Transportation
B/D
}+{ Rails Please rely on the bar scale on each map sheet for map
0 C 'y Interstate Highways measurements.
0 C/D US Routes p�ource o Source Ma Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
Not rated or not available _: Local Roads
_- Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
0 q distance and area.A projection that preserves area,such as the
. Aerial Photography Albers equal-area conic projection,should be used if more
r 0 A/D accurate calculations of distance or area are required.
r*/ B This product is generated from the USDA-NRCS certified data as
,., B/D of the version date(s)listed below.
0 C Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 25,Jan 21,2022
r 0 C/D
Soil map units are labeled(as space allows)for map scales
. 0 D 1:50,000 or larger.
r 0 Not rated or not available Date(s)aerial images were photographed: Apr 25,2022—May
Soil Rating Points 20,2022
0 A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
0 A/D imagery displayed on these maps.As a result,some minor
S B shifting of map unit boundaries may be evident.
0 B/D
USUA Natural Resources Web Soil Survey 9/22/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Franklin County, North Carolina Wrenn Farms Soil Boundary
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB Cecil sandy loam,2 to 6 A 25.0 81.1%
percent slopes
CaC Cecil sandy loam,6 to A 5.8 18.9%
10 percent slopes
Totals for Area of Interest 30.9 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey 9/22/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Franklin County, North Carolina Wrenn Farms Soil Boundary
Component Percent Cutoff.- None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 9/22/2022
AM Conservation Service National Cooperative Soil Survey Page 4 of 4

NOAA Atlas 14,Volume 2,Version 3
Location name:Youngsville, North Carolina, USA*
Latitude: 36.0369°, Longitude: -78.4945°
Elevation:441.54 ft**
source:ESRI Maps k
"source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration 1� 100����
2 5 10 25 50 200 500 1000
5-min 0.404 0.471 0.539 0.602 0.668 0.718 0.763 0.802 0.845 0.882
(0.373-0.440) (0.434-0.513) (0.495-0.585) (0.553-0.654) (0.610-0.725) (0.652-0.779) (0.689-0.828) (0.720-0.872) (0.753-0.920) (0.780-0.962)
10-min 0.646 0.753 0.863 0.963 1.06 1.14 1.21 1.27 1.34 1.39
(0.596-0.702) (0.694-0.820) (0.793-0.937) (0.884-1.05) (0.972-1.16) 1 (1.04-1.24) 1 (1.10-1.32) 1 (1.14-1.38) 1 (1.19-1.46) 1 (1.23-1.51)
15-min 0.807 0.947 1.09 1.22 1.35 1.45 1.53 1.60 1.68 1.74
(0.745-0.878) (0.872-1.03) 1 (1.00-1.19) 1 (1.12-1.32) 1 (1.23-1.46) 1 (1.32-1.57) 1 (1.39-1.66) 1 (1.44-1.75) 1 (1.50-1.83) 1 (1.54-1.90)
30-min 1.11 1.31 1.55 1.77 2.00 2.18 2.35 2.50 2.68 2.82
(1.02-1.20) (1.20-1.42) (1.43-1.69) (1.62-1.92) (1.83-2.17) (1.98-2.37) (2.12-2.55) (2.24-2.72) (2.38-2.92) (2.50-3.08)
60-min 1.38 1.64 1.99 2.30 2.66 2.95 3.23 3.50 3.84 4.12
(1.27-1.50) (1.51-1.79) (1.83-2.16) (2.11-2.50) (2.43-2.89) (2.68-3.21) (2.92-3.51) (3.14-3.81) (3.42-4.18) (3.64-4.49)
2-hr 1.62 1.93 2.37 2.76 3.24 3.65 4.04 4.44 4.95 5.39
(1.48-1.78) (1.77-2.11) (2.16-2.58) (2.51-3.01) (2.93-3.53) (3.29-3.97) (3.61-4.39) (3.94-4.83) (4.36-5.39) (4.71-5.89)
3-hr 1.72 2.05 2.52 2.96 3.51 3.99 4.46 4.95 5.60 6.18
(1.57-1.90) 1 (1.88-2.26) (2.30-2.78) 1 (2.69-3.26) 1 (3.17-3.85) 1 (3.58-4.37) 1 (3.97-4.89) 1 (4.37-5.42) 1 (4.89-6.13) 1 (5.34-6.78)
6-hr 2.06 2.46 3.02 3.56 4.24 4.84 5.43 6.06 6.90 7.66
(1.88-2.28) 1 (2.25-2.71) 1 (2.76-3.33) 1 (3.24-3.92) 1 (3.83-4.64) 1 (4.34-5.29) 1 (4.83-5.94) 1 (5.33-6.61) (6.00-7.53) (6.57-8.38)
12-hr 2.43 2.90 3.59 4.25 5.09 5.84 6.61 7.43 8.55 9.57(2.23-2.67) 1 (2.67-3.19) 1 (3.29-3.93) 1 (3.88-4.65) 1 (4.62-5.56) 1 (5.26-6.36) 1 (5.89-7.19) 1 (6.55-8.06) (7.42-9.29) (8.18-10.4)
24-hr 2.87 3.47 4.34 5.03 5.95 6.69 7.44 8.21 9.27 10.1
(2.68-3.09) 1 (3.24-3.73) 1 (4.05-4.66) 1 (4.68-5.39) 1 (5.53-6.38) 1 (6.20-7.17) 1 (6.87-7.99) 1 (7.56-8.82) 1 (8.49-9.96) (9.21-10.9)
2-day 3.34 4.02 4.99 5.75 6.76 7.57 8.38 9.22 10.4 11.2
(3.12-3.58) (3.76-4.31) 1 (4.66-5.35) 1 (5.36-6.16) 1 (6.29-7.26) 1 (7.01-8.11) 1 (7.74-8.99) 1 (8.49-9.91) 1 (9.48-11.2) 1 (10.3-12.1)
3-day 3.54 4.25 5.25 6.04 7.10 7.94 8.79 9.67 10.9 11.8
(3.31-3.79) (3.98-4.55) (4.91-5.61) (5.63-6.46) (6.60-7.60) (7.37-8.50) (8.13-9.42) (8.91-10.4) (9.96-11.7) (10.8-12.7)
4-day 3.73 4.47 5.51 6.32 7.43 8.31 9.20 10.1 11.4 12.4
(3.50-3.99) 1 (4.19-4.78) (5.16-5.88) (5.91-6.75) (6.92-7.94) (7.72-8.89) (8.52-9.85) (9.34-10.9) (10.4-12.2) (11.3-13.3)
7-day 4.33 5.16 6.28 7.16 8.36 9.32 10.3 11.3 12.7 13.7
(4.06-4.62) 1 (4.84-5.51) (5.89-6.70) (6.70-7.64) (7.80-8.93) (8.67-9.95) (9.55-11.0) (10.4-12.1) (11.6-13.6) (12.6-14.8)
10-day 4.92 5.85 7.03 7.96 9.20 10.2 11.2 12.2 13.5 14.6
(4.62-5.25) 1 (5.50-6.23) 1 (6.60-7.49) 1 (7.46-8.47) 1 (8.60-9.80) 1 (9.49-10.9) 1 (10.4-11.9) 1 (11.3-13.0) 1 (12.5-14.5) (13.4-15.7)
20-day 6.60 7.78 9.19 10.3 11.8 13.0 14.2 15.4 17.1 18.4
(6.22-7.00) 1 (7.34-8.26) 1 (8.66-9.75) 1 (9.70-10.9) (11.1-12.5) (12.2-13.8) (13.3-15.1) 1 (14.4-16.5) 1 (15.8-18.3) 1 (16.9-19.7)
30-day 8.18 9.63 11.2 12.4 14.0 15.2 16.5 17.7 19.3 20.5
(7.74-8.66) (9.10-10.2) (10.6-11.8) (11.7-13.1) (13.2-14.8) (14.3-16.1) (15.4-17.5) (16.5-18.8) (18.0-20.5) (19.1-21.9)
45-day 10.4 12.2 13.9F 15.3 17.1 18.4 19.7 21.1 22.8 24.1
(9.90-11.0) (11.6-12.8) (13.2-14.7) (14.5-16.1) (16.2-18.0) (17.4-19.4) (18.6-20.8) (19.8-22.2) (21.3-24.1) (22.5-25.5)
60-day 12.5 14.6 16.5 17.9 19.8 21.2 22.6 23.9 25.6 26.9
(11.9-13.1)I (13.9-15.3) (15.7-17.3) (17.0-18.8) (18.8-20.8) (20.1-22.3) (21.3-23.8) (22.5-25.2) (24.1-27.0) (25.2-28.4)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical

PDS-based depth-duration-frequency {DDF) curves
Latitude: 36.03691. Longitude: -78.4945"
30
Average recurrence
25 -- inlenra�
(years}
— 1
20 -- ----- -- ---- -- ---- ----- ----- ---- -- - --- -- ------ 2
a
� — 5
e15 ---- - --- -- -- --- — 10
0
+, — 25
— 60
49
10 ------------- ------; --- —
100
a — 200
5
soo
0 Li
E E E rLv rLh Lv -U-0 -0 -U -U -U -0-0
Ill O Lf O L"I N N A v r� O O O LI O
ri ri 4G 'i N h'S �4O
Duration
30
25 --------- ------- t----- ------ ---- ----
C
ti.
-- .------..
Duration
a-+
C — 5-min — 2-day
— —
15 --... ------ ---- ..------.:. ---- .- -. -. --
7D-min 3-day
} 7 5�n1n — 4-day
— 30--min — 7-day
L10 ........ ....... ........... , ----- — 60-min — 10day
— 2-fir — 20-day
— 3fir — 30-day
5 r
— efir —
45-day
— 12-hr — 60-day
0 - 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14,Volume 2,Version 3 Created(GMT):Tue Aug 23 12:04:16 2022
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Maps & aerials
Small scale terrain

NOAA Atlas 14,Volume 2,Version 3
Location name:Youngsville, North Carolina, USA*
Latitude: 36.0369°, Longitude: -78.4945°
Elevation:441.54 ft**
source:ESRI Maps k
"source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Average recurrence interval(years)
Duration 1� 100
����
2 5 10 25 50 200 500 1000
5-min 4.85 5.65 6.47 7.22 8.02 8.62 9.16 9.62 10.1 10.6
(4.48-5.28) 1 (5.21-6.16) 1 (5.94-7.02) 1 (6.64-7.85) 1 (7.32-8.70) 1 (7.82-9.35) 1 (8.27-9.94) 1 (8.64-10.5) 1 (9.04-11.0) 1 (9.36-11.5)
10-min 3.88 4.52 5.18 5.78 6.38 6.86 7.27 7.63 8.02 8.33
(3.58-4.21) 1 (4.16-4.92) 1 (4.76-5.62) 1 (5.30-6.28) (5.83-6.93) (6.23-7.45) (6.57-7.89) (6.85-8.30) (7.15-8.73) 1 (7.37-9.08)
15-min 3.23 3.79 4.36 4.87 5.40 5.79 6.13 6.41 6.73 6.98
(2.98-3.51) (3.49-4.12) (4.02-4.74) (4.47-5.29) (4.93-5.86) (5.26-6.28) (5.54-6.65) (5.76-6.98) (6.00-7.33) (6.16-7.60)
30-min 2.21 2.62 3.10 3.53 4.00 4.36 4.69 4.99 5.36 5.65
(2.04-2.41) 1 (2.41-2.85) 1 (2.85-3.37) 1 (3.24-3.83) 1 (3.65-4.34) 1 (3.96-4.73) 1 (4.24-5.09) 1 (4.48-5.43) 1 (4.77-5.83) 1 (4.99-6.16)
60-min 1.38 1.64 1.99 2.30 2.66 2.95 3.23 3.50 3.84 4.12
(1.27-1.50) 1 (1.51-1.79) 1 (1.83-2.16) 1 (2.11-2.50) 1 (2.43-2.89) 1 (2.68-3.21) 1 (2.92-3.51) 1 (3.14-3.81) 1 (3.42-4.18) 1 (3.64-4.49)
2-hr 0.810 0.966 1.18 1.38 1.62 1.82 2.02 2.22 2.48 2.70
(0.740-0.888) (0.886-1.06) (1.08-1.29) 1 (1.26-1.51) 1 (1.46-1.76) 1 (1.64-1.98) 1 (1.81-2.20) 1 (1.97-2.41) 1 (2.18-2.69) 1 (2.35-2.94)
3-hr 0.573 0.684 0.839 0.987 1.17 1.33 1.49 1.65 1.87 2.06
(0.522-0.632) (0.625-0.754) (0.765-0.925) (0.896-1.08) 1 (1.06-1.28) 1 (1.19-1.46) 1 (1.32-1.63) 1 (1.46-1.80) 1 (1.63-2.04) 1 (1.78-2.26)
6-hr 0.344 0.411 0.505 0.595 0.708 0.808 0.907 1.01 1.15 1.28
(0.314-0.380) (0.376-0.453) (0.460-0.556) (0.541-0.654) (0.639-0.776) (0.724-0.884) (0.807-0.993) (0.891-1.10) 1 (1.00-1.26) 1 (1.10-1.40)
12-hr 0.202 0.241 0.298 0.352 0.422 0.485 0.548 0.616 0.710 0.794(0.185-0.222) (0.222-0.264) (0.273-0.327) (0.322-0.386) (0.384-0.462) (0.437-0.528) (0.489-0.596) (0.543-0.669) (0.616-0.771) (0.679-0.863)
24-hr 0.120 0.145 0.181 0.209 0.248 0.279 0.310 0.342 0.386 0.421
(0.112-0.129) (0.135-0.155) (0.169-0.194) (0.195-0.225) (0.231-0.266) (0.258-0.299) (0.286-0.333) (0.315-0.368) (0.354-0.415) (0.384-0.453)
2-day 0.070 0.084 0.104 0.120 0.141 0.158 0.175 0.192 0.216 0.234
(0.065-0.075) (0.078-0.090) (0.097-0.111) (0.112-0.128) (0.131-0.151) (0.146-0.169) (0.161-0.187) (0.177-0.206) (0.198-0.232) (0.214-0.253)
3-day 0.049 0.059 0.073 0.084 0.099 0.110 0.122 0.134 0.151 0.164
(0.046-0.053) (0.055-0.063) (0.068-0.078) (0.078-0.090) (0.092-0.106) (0.102-0.118) (0.113-0.131) (0.124-0.144) (0.138-0.162) (0.150-0.177)
4-day 0.039 0.047 0.057 0.066 0.077 0.087 0.096 0.105 0.118 0.129
(0.036-0.042) (0.044-0.050) (0.054-0.061) (0.062-0.070) (0.072-0.083) (0.080-0.093) (0.089-0.103) (0.097-0.113) (0.109-0.127) (0.118-0.139)
7-day 0.026 0.031 0.037 0.043 0.050 0.055 0.061 0.067 0.075 0.082
(0.024-0.028) (0.029-0.033) (0.035-0.040) (0.040-0.045) (0.046-0.053) (0.052-0.059) (0.057-0.066) (0.062-0.072) (0.069-0.081) (0.075-0.088)
10-day 0.020 0.024 0.029 0.033 0.038 0.042 0.047 0.051 0.056 0.061
(0.019-0.022) (0.023-0.026) (0.027-0.031) (0.031-0.035) (0.036-0.041) (0.040-0.045) (0.043-0.050) (0.047-0.054) (0.052-0.060) (0.056-0.065)
20-day 0.014 0.016 0.019 0.021 0.025 0.027 0.030 0.032 0.036 0.038
(0.013-0.015) (0.015-0.017) (0.018-0.020) (0.020-0.023) (0.023-0.026) (0.025-0.029) (0.028-0.032) (0.030-0.034) (0.033-0.038) (0.035-0.041)
30-day 0.011 0.013 0.016 0.017 0.019 0.021 0.023 0.025 0.027 0.029
(0.011-0.012) (0.013-0.014) (0.015-0.016) (0.016-0.018) (0.018-0.021) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.029) (0.026-0.030)
45-day 0.010 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.013-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.020-0.022) (0.021-0.024)
60-day 0.009 0.010 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-O.o11) (0.011-o.012) (o.012-0.013) (o.013-0.014) (o.014-0.015) (0.015-0.017) (0.016-0.017) (0.017-o.019) (0.018-o.020)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 36.03691. Longitude: -78.4945"
100.000
Average recurrence
inlenra�
10.000 ...........;--------------------- -----
ZI
1-000 --- --- --- —
� 5
— 25
} 0 100 ---- ------•---------------'-----------;------ - - -- —
5Q
49
— 100
200
a 0.010 t --- -- ................. -- --- 500
— 1ooQ
0.001
e € e e e
E E E
1 rLv rLh r: M
Ill O O O �"� N N A v r� CS O U' CS
'-I '-I rn 4Q Duration '-I N rn V 4O
100.000
10-000 --------------------------------------
t _
- -- - Duration
41
1.000 --.. ...... .... ._.-------•- ----- — 5-min — 2-day
I0-min — 3-day
C
15-min — 4-day
0.100 ......... — 30-min — 7-day
— 60-min — 10-day
— 2-fir — 20-day
a0.010 ........... ....... — 3fir — 30-day
"r — 45-day
12-hr — 60 day
0-001 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14,Volume 2,Version 3 Created{GMT}:Tue Aug 23 12:12:55 2022
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Maps & aerials
Small scale terrain

tt
k
li
`Wungsville
3km
2 m i
Large scale terrain
• Lynchburg
shurg Roanoke
Norfol
-Salem I
■ • �Durham ... Rocky MountGreensboro Reigh •
•
H CAROL I N A •Greens +
100km
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•
Large scale map
3lackshurg Koanok,
r
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reenstroro
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Carolina
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F etteville
100km p
60mi Jaok:.onville
Large scale aerial

Durham Roclqj Mount
Raleigh
Greenville
North
100km
60mi I acksonvi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION C - DRAINAGE AREA MAPS
Pre-Development Peak Flow Exhibit
Post-Development Peak Flow Exhibit
Post-Development Culvert 3000 Peak Flow Exhibit
www.timmons.com
TIMMONS GROUP

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Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION D - SCM DESIGN
SCM (Wet Pond) Design Calculations
Culvert 3000 Design 10 & 100 Year Events
www.timmons.com
TIMMONS GROUP

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Wrenn Farms Project No.: 54949
Calculated By: JRW Date: 7/24/2024
Wet • Design CalculationsSCM 1
Pollutant Nutrient Removal
Total Suspended Solids(TSS) 85%
Nitrogen 40%
Phosphorus 40%
Basin Characteristics
Post-Development Drainage Area Estimated Impervious
Area to Pond Lots
Description Acres Description Qty(#of Lots) Imp/Lot(SF) Total Imp Area
Impervious Lots 8.54 Townhome Lot 183 1400 5.88
Impervious RAN 3.14 Future Apartment(80%imperv) 2.66
Managed Pervious 12.49
Impervious Other 0.87
Subtotal 8.54
Streets and SW
Description Length (LF) Imp(SF)/LF Total Imp Area
27'B-B(Road+C&G) 3702 27 2.29
5'Sidewalk 3702 10 0.85
Subtotal 3.14
Other
Mail Kiosk/Amentities 3010 0.07
Parking 5698 0.13
25.05 Offsite 0.67
Total to Pond (AC) 25.05 Subtotal 0.87
Pond Basin C 0.65 Grand Total Impervious Area(AC): 12.56
Surface Area to Drainage Area Ratio for Permanent Pool
Drainage Area to SCM
Impervious Area Acres Required Surface Area of Permanent Pool
Offsite Impervious Area 0.67
Onsite Impervious Area 12.56 Average Depth(ft)= 4.0
Total Impervious Area 13.23 SA/DA Ratio= 1.59
Required SA(ft2)= 17,350
Total Drainage Area To SCM 25.05 SA as Shown(ft2)= 18,533
Percent Impervious Area 53°/o SA/DA Ratio from latest NCDENR BMP Manual

SA DA • • Volumes and •w Permanent/ Normal Pool)
Elevation Main Forebay Depth Main Forebay Total
(ft) Area(sf) Area(sf) (ft) Inc.Vol(cf) Inc.Vol (cf) Vol (cf)
01.0 Bottom of Sediment Storage
402.0 13,395 1,846 0.0 Top of Sediment Storage
403.0 14,375 2,199 1.0 13,885 2,023 15,908
404.0 15,378 2,575 2.0 14,877 2,387 33,171
405.0 16,406 2,974 3.0 15,892 2,775 51,838
406.0 17,458 3,396 4.0 16,932 3,185 71,955
407.0 18,533 3,841 5.0 17,996 3,619 93,569
408.0 0 0
409.0 0 0
410.0 0 0
411.0 0 0
Total 5.0 79,581 13,988 93,569
Verify the Forebay Volume Is Approximately(15%- i 18%
Water Quality • Quantity Volumes • •ve Permanent/ Normal Pool)
Elevation Main Forebay Depth Inc Total Accum'Total
(ft) Area(sf) Area(sf) (ft) Vol (cf) Vol (cf)
407.0 18,533 3,841 0.00 Permanent Pool Elevation Notes
408.0 26,613 - 1.00 22,573 22,573
408.9 28,436 1.91 25,183 47,756 WQE/TPE
409.0 28,605 2.00 2,426 50,182
410.0 30,653 3.00 29,629 79,811
411.0 32,756 4.00 31,705 111,516
412.0 34,914 5.00 33,835 145,351
413.0 37,127 6.00 36,021 181,372
414.0 39,396 7.00 38,262 219,634
415.0 41,720 8.00 40,558 260,192
AverageVerify the ■ of • •
davg= [Vperm pool- [0.5 X Depth max over shelf X Perimeter perm pool X Width submerged part of shelf]/Abottom of shelf
Vperm= 79,581 C.F. (Main Pond)
Abottom shelf= 18,533 S.F. (Main Pond)
Depth of Water over,h.If= 0.00 FT
Perimeter perm pool= 468 L.F. (Main Pond)
Width submerged part of shelf= 0.0 FT
Davg= 4.29 FT
Depth for SA/DA= 4.00 FT(Round Dav down to nearest 0.5 ft)
1.0" Quality Runoff • •
Using the runoff volume calculations in the"Simple Method" as described by Schueler(1987)
Where: Rv= Runoff Coefficient, in/in
I = Percent Impervious 1= 52.8%
Rv=0.05+0.009(1) Rv= 0.525
1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall = 1.0 inch
Drainage Area= 25.05 acres
Storage Required= 47,756 cu.ft.
Volume • • For 1" Runoff Above Permanent Pool • • •
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.91 18,533 28,436 47,756 408.91

Size Water Quality Orifice for(2-5) Day Drawdown for I" Runoff Volume
Q =CdA 2 h (Orifice Equation; Cd=0.60; h= Ho/3)
3.00 Orifice Diameter(inches)
1.79 Ho(Driving Head to Centroid of Orifice)(ft)
0.60 Ho/3(Per orifice equation recommendation in NCDEQ SWM Design Manual, Part B)
0.18 Q1.0"Drawdown Rate(cfs)
47,756 Water Quality Volume(VW )
Vw /(Q1"x 86,400) Drawdown Time(days)
3.0 Drawdown Time(days) 2-5 days)
' • • Riser Data & Elevations
Pond Type Wet Pond
TSS Removal 85%
Top of Pond/Berm 415.00 ft
Secondary Spillway Width 20.00 ft
Bottom of Secondary Spillway 414.00 ft
Top of Riser 413.00 ft (at least I'Above TPE)
Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev 408.91 ft (1"Runoff)
Top of Veg. Shelf 408.00 ft
Permanent Pool Elevation(Normal Pool) 407.00 ft
Water Quality Orifice Elevation&Size 407.00 ft 3.00 in
Secondary Orifice Elevation&Size(Rise&Span) NA ft
^Rise "Span
Bottom of Veg. Shelf 407.00 ft
Top of Sediment Storage/Pond Bottom 402.00 ft
Bottom of Sediment Storage 401.00 ft (Min 1 ft)
Invert Out of Riser 403.81 ft
Outlet Pipe Size 24.00 in Diameter RCP
Outlet Pipe Length&Slope 78.00 ft 0.51 %
Downstream Outlet Elevation 403.41 ft
1 Yr Water Surface Elev/Peak Flow(CFS) 409.11 ft 0.33 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 412.86 ft 0.57 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 413.14 ft 3.55 CFS
100 Yr Water Surface Elev Peak Flow(CFS 413.51 ft 20.31 CFS
Pond Detail
Top of Riser: 413.00 3 in WQ Orifice Elev
Top of WQ Pool: 408.91 407.00 10'Berm 415.00
100 Yr 413.51
Spillway 414.00
25 Yr 413.14
10 Yr 412.86
•----------- ------------------------
1 Yr 409.11
Pond Bottom
402.00
See Plan for
accurate outlet design
aftft Inv Out:
403.41
Perm Pool Sediment Bottom Invert Out: 403.81 78 LF of 24" RCP @
407.00 401.00 Base: 401.00 0.51%

Anti-Bouyancy Calculations for the Riser Structure
Riser Dimensions Weight of Structure Displaced Volume
Outside Width 5.00 ft Walls= 16,200 LBS V= LxWx(HT)=C.F.
Inside Width 4.00 ft Base= 6,075 LBS
Outside Length 5.00 ft FILL= 5,544 Ibs Displaced Water=
Inside Length 4.00 ft C.F.'62.4 PCF=LBS
Height 12.00 ft Outlet Pipe= 236 LBS
Base Thick'(ft) 0.50 ft WQ Orifice= 4 LBS Add 15% Factor of Safety
Wall Thick'(ft) 0.50 ft
Ext Base(ft) 2.00 ft Weir#1 = 0 LBS V= 313 C.F.
Areas removed from Riser Weir#2= 0 LBS Disp.Water= 19,500 LBS
Outlet Pipe 3.14 ft Weir#3= 0 LBS 15% F.S.= 2,925 LBS
WQ Orifice 0.05 ft Weir#4= 0 LBS
Orifice#1 0.00 ft Other#1 = 0 LBS Safety Factor 1.23
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 27,580 LBS Weight= 22,425 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 4 ft x 4 ft x 12 ft Tall,With a 0.5 ft Thick Precast Extended
Other 0.00 ft I Base
Planting Summary Requirements
Dam/Berm Non-Clumping Turf Grass
6'Shelf Length 468 Area of Shelf= 2808 SF (50 Plants per 200 SF of Area)
Quantity Type Root Common Name Scientific Name Planting Size Notes
234 Herbaceous Container Quill Sedge Carex Tenera 4"Pot 24"-36"OC
234 Herbaceous Container White Turtlehead Chelone Glabra 4"Pot 24"-36"OC
234 Herbaceous Container Joe Pye Weed Eupat'Fistulosus 4"Pot 24"-36"OC

Culvert Report
Hydraflow Express Extension for AutodeskO Civil 31DO by Autodesk, Inc. Wednesday,Jan 10 2024
10 - Year Event
Invert Elev Dn (ft) = 410.28 Calculations
Pipe Length (ft) = 96.00 Qmin (cfs) = 8.34
Slope (%) = 0.55 Qmax (cfs) = 8.34
Invert Elev Up (ft) = 410.81 Tailwater Elev (ft) _ (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 8.34
No. Barrels = 1 Qpipe (cfs) = 8.34
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.27
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.09
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 411.79
HGL Up (ft) = 411.84
Embankment Hw Elev (ft) = 412.31
Top Elevation (ft) = 415.10 Hw/D (ft) = 0.75
Top Width (ft) = 66.33 Flow Regime = Inlet Control
Crest Width (ft) = 92.00
El {tt) 10-Year Event Hw Oepth(fl)
416.00 5.19
41500 419
414.00 3.19
413.00 2.1
him ntrd
41200 1 1 E
411.00 j.19
41000
f-17
Iff]
409.- -1.81
0 10 20 30 40 50 60 70 30 90 100 110 120 130 140
Circular Culvert HGL Embank
Reach(fl)

Culvert Report
Hydraflow Express Extension for AutodeskO Civil 31DO by Autodesk, Inc. Wednesday,Jan 10 2024
100. - Year Event
Invert Elev Dn (ft) = 410.28 Calculations
Pipe Length (ft) = 96.00 Qmin (cfs) = 10.66
Slope (%) = 0.55 Qmax (cfs) = 10.66
Invert Elev Up (ft) = 410.81 Tailwater Elev (ft) _ (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 10.66
No. Barrels = 1 Qpipe (cfs) = 10.66
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.99
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.56
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 411.86
HGL Up (ft) = 411.98
Embankment Hw Elev (ft) = 412.57
Top Elevation (ft) = 415.10 Hw/D (ft) = 0.88
Top Width (ft) = 66.33 Flow Regime = Inlet Control
Crest Width (ft) = 92.00
El {tt) 100.-Year Event Hw Oepth(0)
416.00 5.19
41500 419
414.00 3.19
413.00 2.1
41200 1 1 E
411.00 j.19
41000 -0.81
409.00 -1.81
0 10 20 30 40 50 60 70 30 90 100 110 120 130 140
Circular Culvert HGL Embank
Reach(0)

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION E - STORM ANALYSIS - 100 SERIES
Storm Sewer Summary Report
Velocity Report — 2 YR
Inlet Gutter Spread Report — 4" / HR
Hydraulic Grade Line Computation — 10 YR
www.timmons.com
TIMMONS GROUP

Pipes Page 1
Line Junct Inlet DnStm Drng Tc i Runoff Incr Total Capac Line Line n-val Line Invert Invert Gnd/Rim Gnd/Rim HGL HGL
No. Type ID Ln No Area Sys Coeff Q Runoff Full Length Size Pipe Slope Up Dn El Up El Dn Up Dn
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (ft) (in) M (ft) (ft) (ft) (ft) (ft) (ft)
1 Grate DI101 Outfall 0.07 14.6 5.07 0.70 0.35 24.42 30.47 164.891 30 0.013 0.55 407.91 407.00 413.31 409.79 410.92 409.86
2 Comb. CB 103 1 0.30 14.4 5.10 0.70 1.51 24.32 30.31 87.877 30 0.013 0.55 408.49 408.01 414.10 413.31 411.91 411.35
3 Comb. CB 104 2 0.19 14.3 5.11 0.70 0.96 23.29 30.57 27.000 30 0.013 0.56 408.74 408.59 414.10 414.10 412.58 412.42
4 Comb. CB 105 3 0.05 14.1 5.15 0.70 0.25 19.90 32.84 88.916 30 0.013 0.64 409.41 408.84 416.01 414.10 414.07 413.65
5 Comb. CB 106 4 0.22 13.9 5.17 0.70 1.11 19.81 76.48 55.781 30 0.013 3.48 411.45 409.51 417.83 416.01 415.11 414.84
6 Comb. CB 107 5 0.26 12.4 5.43 0.70 1.31 16.36 82.85 134.536 30 0.013 4.08 417.33 411.84 424.71 417.83 419.02 j 415.87
7 Comb. CB 108 6 0.23 12.0 5.49 0.70 1.16 14.69 51.81 157.031 24 0.013 5.25 425.68 417.44 433.29 424.71 427.39 419.02
8 Comb. CB 109 7 0.21 11.7 5.55 0.70 1.06 13.10 48.29 141.705 24 0.013 4.56 432.25 425.79 441.04 433.29 433.91 427.39
9 Comb. CB 110 8 0.32 11.4 5.61 0.70 1.62 11.51 40.17 130.628 24 0.013 3.15 436.37 432.25 447.82 441.04 437.97 j 433.91
10 Comb. CB 111 9 0.10 10.8 5.73 0.70 0.50 8.94 39.81 207.515 24 0.013 3.10 442.80 436.37 452.59 447.82 444.30 j 437.97
11 Comb. CB 112 10 0.06 10.6 5.76 0.70 0.30 8.15 41.05 66.493 24 0.013 3.29 444.99 442.80 453.62 452.59 446.46 j 444.30
12 Comb. CB 113 11 0.16 10.5 5.79 0.70 0.81 7.86 36.75 42.431 24 0.013 2.64 446.11 444.99 455.44 453.62 447.56 j 446.46
13 Comb. CB 126 12 0.17 9.4 6.02 0.70 0.86 2.36 16.60 100.065 18 0.013 2.50 449.11 446.61 457.50 455.44 449.69 j 447.56
14 Comb. CB 127 13 0.09 6.3 6.81 0.70 0.45 0.86 11.38 136.165 15 0.013 3.11 453.59 449.36 460.56 457.50 453.95 449.69
15 Comb. CB 128 14 0.09 5.0 7.21 0.70 0.45 0.45 10.55 28.842 15 0.013 2.67 454.36 453.59 460.81 460.56 454.62 j 453.95
16 Comb. CB 126A 13 0.21 5.0 7.21 0.70 1.06 1.06 6.49 43.587 15 0.013 1.01 449.80 449.36 458.35 457.50 450.20 449.70
17 Comb. CB 114 12 0.21 6.9 6.62 0.70 1.06 5.66 17.95 27.000 24 0.013 0.63 446.38 446.21 455.44 455.44 447.73 447.56
18 Comb. CB 115 17 0.12 6.7 6.68 0.70 0.61 4.72 17.43 48.841 24 0.013 0.59 446.77 446.48 453.60 455.44 448.07 447.78
19 Comb. CB 116 18 0.09 6.5 6.75 0.70 0.45 3.78 20.63 57.701 24 0.013 0.83 447.35 446.87 454.14 453.60 448.60 448.07
20 Comb. CB 117 19 0.22 6.0 6.90 0.70 1.11 1.98 26.10 103.666 24 0.013 1.33 448.73 447.35 455.31 454.14 449.88 j 448.60
21 Comb. CB 117A 20 0.16 5.0 7.21 0.70 0.81 0.81 13.84 27.042 18 0.013 1.74 449.70 449.23 455.33 455.31 450.03 j 449.88
22 Grate DI 118 20 0.03 5.0 7.21 0.70 8.58 0.15 28.85 33.196 24 0.013 1.63 449.27 448.73 455.27 455.31 450.31 j 449.88
23 Dp-Curb TI 116A 19 0.30 5.0 7.21 0.70 1.51 1.51 9.15 42.789 15 0.013 2.01 448.96 448.10 455.51 454.14 449.45 j 448.60
Project File: New.stm Number of lines:38 Date: 1/11/2024
NOTES: Intensity=70.39/(Inlet time+ 12.30)"0.80--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

Pipes Page 2
Line Junct Inlet DnStm Drng Tc i Runoff Incr Total Capac Line Line n-val Line Invert Invert Gnd/Rim Gnd/Rim HGL HGL
No. Type ID Ln No Area Sys Coeff Q Runoff Full Length Size Pipe Slope Up Dn El Up El Dn Up Dn
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (ft) (in) M (ft) (ft) (ft) (ft) (ft) (ft)
24 Comb. CB 115A 18 0.09 5.0 7.21 0.70 0.45 0.45 6.46 27.000 15 0.013 1.00 447.79 447.52 453.73 453.60 448.05 j 448.07
25 Comb. CB 112A 11 0.02 5.0 7.21 0.70 0.10 0.10 6.46 27.000 15 0.013 1.00 446.01 445.74 453.63 453.62 446.13 446.46
26 Grate DI 111A 10 0.11 5.0 7.21 0.70 0.56 0.56 12.28 96.432 15 0.013 3.62 447.04 443.55 457.46 452.59 447.33 j 444.30
27 Comb. CB 124 9 0.38 5.0 7.21 0.70 1.92 1.92 6.47 40.782 15 0.013 1.01 439.59 439.18 449.22 447.82 440.14 439.65
28 Grate DI134 3 0.27 12.4 5.43 0.70 1.36 3.04 19.54 57.768 18 0.013 3.46 410.97 408.97 420.93 414.10 413.70 413.65
29 Grate DI 135 28 0.13 9.0 6.11 0.70 0.66 2.27 24.22 283.843 18 0.013 5.32 426.17 411.07 433.33 420.93 426.74 j 413.72
30 Grate DI136 29 0.16 7.5 6.48 0.70 0.81 1.81 14.37 145.724 15 0.013 4.95 433.64 426.42 440.33 433.33 434.18 426.74
31 Grate DI 137 30 0.24 5.0 7.21 0.70 1.21 1.21 11.59 146.533 15 0.013 3.22 438.36 433.64 447.19 440.33 438.79 j 434.18
32 Comb. CB 109A 8 0.23 5.0 7.21 0.70 1.16 1.16 6.52 28.491 15 0.013 1.02 433.78 433.49 441.60 441.04 434.20 433.91
33 Comb. CB 120 5 0.26 13.7 5.20 0.70 1.31 3.46 6.08 26.855 18 0.013 0.34 412.87 412.78 417.82 417.83 415.90 415.87
34 Grate DI121 33 0.30 12.8 5.36 0.70 1.51 2.59 9.78 99.054 18 0.013 0.87 413.83 412.97 418.38 417.82 415.99 415.93
35 Grate DI 123 34 0.13 8.1 6.33 0.70 0.66 1.73 22.70 305.328 18 0.013 4.67 428.20 413.93 434.02 418.38 428.69 j 416.04
36 Grate DI125 35 0.26 5.0 7.21 0.70 1.31 1.31 22.43 136.996 18 0.013 4.56 434.55 428.30 441.51 434.02 434.98 428.69
37 Comb. CB 122 7 0.22 5.0 7.21 0.70 1.11 1.11 14.69 29.125 18 0.013 1.96 428.09 427.52 433.92 433.29 428.48 427.80
38 Comb. CB 107A 6 0.22 5.0 7.21 0.70 1.11 1.11 7.24 38.206 15 0.013 1.26 420.58 420.10 426.19 424.71 420.99 420.43
Project File: New.stm Number of lines:38 Date: 1/11/2024
NOTES: Intensity=70.39/(Inlet time+ 12.30)"0.80--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

Velocity Page 1
Line Junct Inlet DnStm Total Tc i Total Vel Line Line n-val Line
No. Type ID Ln No Area Sys Runoff Ave Length Size Pipe Slope
(ac) (min) (in/hr) (cfs) (ft/s) (ft) (in) M
1 Grate DI101 Outfall 6.88 17.2 3.58 17.23 5.23 164.891 30 0.013 0.55
2 Comb. CB 103 1 6.81 17.0 3.60 17.18 5.22 87.877 30 0.013 0.55
3 Comb. CB 104 2 6.51 16.9 3.61 16.46 5.07 27.000 30 0.013 0.56
4 Comb. CB 105 3 5.52 16.6 3.64 14.08 4.59 88.916 30 0.013 0.64
5 Comb. CB 106 4 5.47 16.4 3.66 14.03 5.65 55.781 30 0.013 3.48
6 Comb. CB 107 5 4.30 14.2 3.93 11.83 7.48 134.536 30 0.013 4.08
7 Comb. CB 108 6 3.82 13.8 3.98 10.65 7.61 157.031 24 0.013 5.25
8 Comb. CB 109 7 3.37 13.4 4.03 9.51 7.14 141.705 24 0.013 4.56
9 Comb. CB 110 8 2.93 13.0 4.08 8.37 6.65 130.628 24 0.013 3.15
10 Comb. CB 111 9 2.23 12.4 4.18 6.52 6.21 207.515 24 0.013 3.10
11 Comb. CB 112 10 2.02 12.1 4.21 5.95 6.23 66.493 24 0.013 3.29
12 Comb. CB 113 11 1.94 12.0 4.23 5.74 6.23 42.431 24 0.013 2.64
13 Comb. CB 126 12 0.56 10.6 4.45 1.74 2.55 100.065 18 0.013 2.50
14 Comb. CB 127 13 0.18 6.7 5.23 0.66 3.27 136.165 15 0.013 3.11
15 Comb. CB 128 14 0.09 5.0 5.65 0.36 1.87 28.842 15 0.013 2.67
16 Comb. CB 126A 13 0.21 5.0 5.65 0.83 3.25 43.587 15 0.013 1.01
17 Comb. CB 114 12 1.22 7.3 5.09 4.34 6.07 27.000 24 0.013 0.63
18 Comb. CB 115 17 1.01 7.1 5.13 3.63 5.92 48.841 24 0.013 0.59
19 Comb. CB 116 18 0.80 6.8 5.19 2.91 5.90 57.701 24 0.013 0.83
20 Comb. CB 117 19 0.41 6.3 5.32 1.53 5.24 103.666 24 0.013 1.33
21 Comb. CB 117A 20 0.16 5.0 5.65 0.63 1.74 27.042 18 0.013 1.74
22 Grate DI118 20 0.03 5.0 5.65 0.12 4.93 33.196 24 0.013 1.63
23 Dp-Curb TI116A 19 0.30 5.0 5.65 1.19 3.05 42.789 15 0.013 2.01
--
Project File: New.stm Number of lines:38 Date: 1/11/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)"0.89--Return period=2 Yrs. ; Critical depth
Storm Sewers

Velocity Page 2
Line Junct Inlet DnStm Total Tc i Total Vel Line Line n-val Line
No. Type ID Ln No Area Sys Runoff Ave Length Size Pipe Slope
(ac) (min) (in/hr) (cfs) (ft/s) (ft) (in) M
24 Comb. CB 115A 18 0.09 5.0 5.65 0.36 1.53 27.000 15 0.013 1.00
25 Comb. CB 112A 11 0.02 5.0 5.65 0.08 0.83 27.000 15 0.013 1.00
26 Grate DI111A 10 0.11 5.0 5.65 0.43 1.54 96.432 15 0.013 3.62
27 Comb. CB 124 9 0.38 5.0 5.65 1.50 3.85 40.782 15 0.013 1.01
28 Grate DI134 3 0.80 14.4 3.90 2.18 1.32 57.768 18 0.013 3.46
29 Grate DI135 28 0.53 10.1 4.53 1.68 2.27 283.843 18 0.013 5.32
30 Grate DI136 29 0.40 8.2 4.90 1.37 5.35 145.724 15 0.013 4.95
31 Grate DI137 30 0.24 5.0 5.65 0.95 2.64 146.533 15 0.013 3.22
32 Comb. CB 109A 8 0.23 5.0 5.65 0.91 3.34 28.491 15 0.013 1.02
33 Comb. CB 120 5 0.95 16.2 3.69 2.45 3.26 26.855 18 0.013 0.34
34 Grate DI121 33 0.69 15.0 3.83 1.85 3.01 99.054 18 0.013 0.87
35 Grate DI123 34 0.39 8.9 4.75 1.30 3.21 305.328 18 0.013 4.67
36 Grate DI125 35 0.26 5.0 5.65 1.03 3.29 136.996 18 0.013 4.56
37 Comb. CB 122 7 0.22 5.0 5.65 0.87 3.68 29.125 18 0.013 1.96
38 Comb. CB 107A 6 0.22 5.0 5.65 0.87 3.44 38.206 15 0.013 1.26
Project File: New.stm Number of lines:38 Date: 1/11/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)"0.89--Return period=2 Yrs. ; Critical depth
Storm Sewers

Spread Page 1
Line Inlet Junct Byp Drng Inlet i Runoff Incr Q Q Q Gutter Gutter
No. ID Type Ln No Area Time Inlet Coeff Q Carry Capt Byp Slope Spread
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (cfs) (ft/ft) (ft)
1 DI101 Grate Offsite 0.07 5.0 4.00 0.70 0.20 0.00 0.20 0.00 0.047 0.68
2 CB 103 Comb. Sag 0.30 5.0 4.00 0.70 0.84 0.00 0.84 0.00 Sag 2.60
3 CB 104 Comb. Sag 0.19 5.0 4.00 0.70 0.53 0.00 0.53 0.00 Sag 2.00
4 CB 105 Comb. Offsite 0.05 5.0 4.00 0.70 0.14 0.04 0.18 0.00 0.029 1.81
5 CB 106 Comb. 4 0.22 5.0 4.00 0.70 0.62 0.06 0.63 0.04 0.036 3.69
6 CB 107 Comb. Offsite 0.26 5.0 4.00 0.70 0.73 0.00 0.69 0.03 0.054 3.44
7 CB 108 Comb. Offsite 0.23 5.0 4.00 0.70 0.64 0.00 0.62 0.02 0.055 3.19
8 CB 109 Comb. Offsite 0.21 5.0 4.00 0.70 0.59 0.00 0.58 0.01 0.057 2.99
9 CB 110 Comb. Offsite 0.32 5.0 4.00 0.70 0.90 0.00 0.82 0.08 0.046 4.03
10 CB 111 Comb. Offsite 0.10 5.0 4.00 0.70 0.28 0.00 0.28 0.00 0.015 2.85
11 CB 112 Comb. Offsite 0.06 5.0 4.00 0.70 0.17 0.00 0.17 0.00 0.028 1.77
12 CB 113 Comb. Offsite 0.16 5.0 4.00 0.70 0.45 0.00 0.43 0.01 0.025 3.25
13 CB 126 Comb. Offsite 0.17 5.0 4.00 0.70 0.48 0.00 0.46 0.02 0.023 3.45
14 CB 127 Comb. Sag 0.09 5.0 4.00 0.70 0.25 0.00 0.25 0.00 Sag 1.18
15 CB 128 Comb. Sag 0.09 5.0 4.00 0.70 0.25 0.00 0.25 0.00 Sag 1.18
16 CB 126A Comb. Offsite 0.21 5.0 4.00 0.70 0.59 0.00 0.55 0.04 0.023 3.87
17 CB 114 Comb. Offsite 0.21 5.0 4.00 0.70 0.59 0.00 0.55 0.04 0.023 3.87
18 CB 115 Comb. Sag 0.12 5.0 4.00 0.70 0.34 0.00 0.34 0.00 Sag 1.39
19 CB 116 Comb. Offsite 0.09 5.0 4.00 0.70 0.25 0.00 0.25 0.00 0.014 2.72
20 CB 117 Comb. Offsite 0.22 5.0 4.00 0.70 0.62 0.00 0.55 0.06 0.014 4.51
21 CB 117A Comb. Offsite 0.16 5.0 4.00 0.70 0.45 0.00 0.42 0.03 0.014 3.82
22 DI118 Grate Offsite 0.03 5.0 4.00 0.70 8.51 0.00 8.33 0.19 0.044 2.84
23 TI116A Dp-Curb Sag 0.30 5.0 4.00 0.70 0.84 0.00 0.84 0.00 Sag 0.57
Project File: New.stm Number of lines:38 Date: 1/11/2024
NOTES: Intensity=380299500.00/(Inlet time+ 120.10)^3.80--Return period=3 Yrs. ; "Critical depth
Storm Sewers

Spread Page 2
Line Inlet Junct Byp Drng Inlet i Runoff Incr Q Q Q Gutter Gutter
No. ID Type Ln No Area Time Inlet Coeff Q Carry Capt Byp Slope Spread
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (cfs) (ft/ft) (ft)
24 CB 115A Comb. Sag 0.09 5.0 4.00 0.70 0.25 0.00 0.25 0.00 Sag 1.18
25 CB 112A Comb. Offsite 0.02 5.0 4.00 0.70 0.06 0.00 0.06 0.00 0.011 1.40
26 DI111A Grate Offsite 0.11 5.0 4.00 0.70 0.31 0.00 0.31 0.00 0.018 0.97
27 CB 124 Comb. Offsite 0.38 5.0 4.00 0.70 1.06 0.00 0.92 0.14 0.037 4.64
28 DI134 Grate Offsite 0.27 5.0 4.00 0.70 0.76 0.00 0.76 0.00 0.127 0.94
29 DI135 Grate Offsite 0.13 5.0 4.00 0.70 0.36 0.00 0.36 0.00 0.044 0.87
30 DI136 Grate Offsite 0.16 5.0 4.00 0.70 0.45 0.00 0.45 0.00 0.091 0.82
31 DI137 Grate Sag 0.24 5.0 4.00 0.70 0.67 0.00 0.67 0.00 Sag 0.67
32 CB 109A Comb. Offsite 0.23 5.0 4.00 0.70 0.64 0.00 0.62 0.02 0.056 3.17
33 CB 120 Comb. 5 0.26 5.0 4.00 0.70 0.73 0.00 0.67 0.06 0.034 3.91
34 DI121 Grate Sag 0.30 5.0 4.00 0.70 0.84 0.00 0.84 0.00 Sag 0.78
35 DI123 Grate Offsite 0.13 5.0 4.00 0.70 0.36 0.00 0.36 0.00 0.029 0.94
36 DI125 Grate Offsite 0.26 5.0 4.00 0.70 0.73 0.00 0.73 0.00 0.042 1.14
37 CB 122 Comb. Offsite 0.22 5.0 4.00 0.70 0.62 0.00 0.60 0.02 0.054 3.12
38 CB 107A Comb. Offsite 0.22 5.0 4.00 0.70 0.62 0.00 0.60 0.02 0.054 3.12
Project File: New.stm Number of lines:38 Date: 1/11/2024
NOTES: Intensity=380299500.00/(Inlet time+ 120.10)^3.80--Return period=3 Yrs. ; "Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
0
� N CO V 117 aD O)
C 7 C 7 E 7 E 7 E j E E 7 E C 7 7
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485.00 485.00
467.00 467.00
449.00 449.00
431.00 431.00
207.515 f-24"@ 3.10%
130. 28Lf-24" 3.15%
413.00 __ ______ 141.705E -24" 4.5 % 413.00
- - o
0 0
o o
0 0
395.00 395.00
0 100 200 300 400 500 600 700 800 900 1000 1100 1200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
O
N N
O C J Q C J O C J O C J O C J Q C J Q C J O
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o W W W O W W W + W W W + W W W + W W W N W LLIW M W W W M W W
464.00 464.00
459.00 459.00
454.00 454.00
449.00 - --
----------- --- -----
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-- — 666Lf-2
444.00 7.701 Lf-24" 0.8 % 27.042U
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0
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439.00 439.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
M �
1-0
V
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466.00 466.00
460.00 460.00
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442.00 442.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
oS o
to M r CM LO OD
O O �CO CO
Elev. (ft) o CO �
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462.00 462.00
458.00 458.00
454.00 454.00
---------- --- --
450.00 --------- ---- - - - - - - - - 450.00
%
446.00 446.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
N
7 C 7
O O
r
M CO� CO N N
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o W w w o W w
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461.00 461.00
458.00 458.00
455.00 455.00
452.00 452.00
- - --------
------------------- --
- --------------
--
449.00 449.00
Lf-24" 1.6 0
446.00 446.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
7 C 7
O O
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465.00 465.00
461.00 461.00
457.00 457.00
453.00 453.00
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449.00 - - - 449.00
0
445.00 445.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
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460.00 460.00
457.00 457.00
454.00 454.00
451.00 451.00
448.00 -- ------------------- - - - 448.00
0
445.00 445.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
LO
N
7 J
S J O
N O M�
(OOP Op
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463.00 463.00
459.00 459.00
455.00 455.00
451.00 451.00
447.00 447.00
0
443.00 443.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
7 C 7
S J 0
to W� N Vp
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463.00 463.00
457.00 457.00
451.00 451.00
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- - -
-----------------
445.00 -
------------ - - - -- 96.432 - 445.00
439.00 439.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
7 C �
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04 W 1- N N
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456.00 456.00
452.00 452.00
448.00 448.00
444.00 444.00
440.00 ---- - -- - ---
----- ------------------ --------
--------- 440.00
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436.00 436.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
M
7 � 7
S J O
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450.00 450.00
446.00 446.00
442.00 442.00
438.00 438.00
434.00 ---------------- ----------------- ---------
434.00
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430.00 430.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
M
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440.00 440.00
437.00 437.00
434.00 434.00
431.00 431.00
428.00 - 428.00
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425.00 425.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
CO 'ITLO M
CO CO M CO
C 7 C 7 C 7 C 7
O C --IQ C J Q C J O C J O
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427.00 - -": 427.00
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416.00 416.00
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405.00 405.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
CD N CO
N M
O G C OE J OE J O S C O
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473.00 473.00
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428.00 145• 5 @ 428.00
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413.00 413.00
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398.00 398.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION F - STORM ANALYSIS - 200 SERIES
Storm Sewer Summary Report
Velocity Report — 2 YR
Inlet Gutter Spread Report — 4" / HR
Hydraulic Grade Line Computation — 10 YR
www.timmons.com
TIMMONS GROUP

Pipes Page 1
Line Junct Inlet DnStm Drng Tc i Runoff Incr Total Capac Line Line n-val Line Invert Invert Gnd/Rim Gnd/Rim HGL HGL
No. Type ID Ln No Area Sys Coeff Q Runoff Full Length Size Pipe Slope Up Dn El Up El Dn Up Dn
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (ft) (in) M (ft) (ft) (ft) (ft) (ft) (ft)
1 Grate DI201 Outfall 0.02 19.8 4.40 0.65 0.09 19.43 66.12 36.628 36 0.013 0.98 407.39 407.03 413.72 410.36 409.11 409.86
2 Comb. CB 203 1 0.16 19.3 4.46 0.65 0.75 19.62 66.70 133.972 36 0.013 1.00 408.63 407.29 419.79 413.72 410.36 j 409.11
3 Comb. CB 204 2 0.16 19.0 4.49 0.65 0.75 17.97 68.82 101.575 30 0.013 2.82 412.00 409.14 425.85 419.79 413.77 410.36
4 Comb. CB 205 3 0.02 18.7 4.53 0.65 0.09 17.65 101.89 114.702 30 0.013 6.17 419.18 412.10 432.76 425.85 420.93 413.77
5 Comb. CB 206 4 0.11 18.6 4.53 0.65 0.52 17.62 82.80 26.496 30 0.013 4.08 420.36 419.28 432.68 432.76 422.11 420.93
6 Grate DI207 5 0.44 18.4 4.56 0.65 2.06 17.41 31.80 94.802 30 0.013 0.60 421.03 420.46 435.64 432.68 422.78 422.19
7 Grate DI208 6 0.16 17.8 4.63 0.65 0.75 15.48 63.79 193.007 30 0.013 2.42 425.80 421.13 434.86 435.64 427.48 422.78
8 Grate DI209 7 0.15 17.5 4.67 0.65 0.70 15.10 31.88 90.998 30 0.013 0.60 426.55 426.00 432.96 434.86 428.22 427.62
9 Comb. CB 210 8 0.53 14.8 5.04 0.65 2.48 14.86 31.74 96.807 30 0.013 0.60 427.33 426.75 433.33 432.96 428.99 428.36
10 Comb. CB 211 9 0.30 11.1 5.67 0.65 1.41 11.35 33.37 138.994 30 0.013 0.66 428.45 427.53 435.66 433.33 429.98 428.99
11 Comb. CB 212 10 0.11 10.0 5.90 0.65 0.52 9.16 54.48 260.155 30 0.013 1.76 433.24 428.65 440.76 435.66 434.68 429.98
12 Comb. CB 213 11 0.18 9.4 6.01 0.65 0.84 8.20 31.54 115.005 30 0.013 0.59 433.92 433.24 443.17 440.76 435.32 j 434.68
13 Comb. CB 214 12 0.06 9.3 6.03 0.65 0.28 4.71 7.56 27.000 15 0.013 1.37 435.54 435.17 443.16 443.17 436.42 435.88
14 Comb. CB 216 13 0.23 8.9 6.12 0.65 1.08 2.75 12.44 57.974 15 0.013 3.71 437.79 435.64 444.65 443.16 438.45 j 436.42
15 Comb. CB 217 14 0.30 7.6 6.46 0.65 1.41 1.93 10.21 142.807 15 0.013 2.50 441.46 437.89 450.01 444.65 442.01 j 438.45
16 Grate DI 218 15 0.16 5.0 7.21 0.65 0.75 0.75 7.19 93.683 15 0.013 1.24 442.82 441.66 449.60 450.01 443.16 j 442.01
17 Comb. CB 229 13 0.20 7.4 6.51 0.65 0.94 1.90 10.53 42.878 15 0.013 2.66 436.68 435.54 445.91 443.16 437.23 j 436.42
18 Comb. CB 230 17 0.25 5.0 7.21 0.65 1.17 1.17 14.62 135.825 15 0.013 5.12 443.64 436.68 450.46 445.91 444.07 j 437.23
19 Comb. CB 226 12 0.04 6.4 6.79 0.65 0.19 3.18 40.24 44.675 30 0.013 0.96 434.35 433.92 442.14 443.17 435.51 j 435.32
20 Comb. CB 227 19 0.03 5.7 6.99 0.65 0.14 3.09 28.81 97.280 30 0.013 0.49 434.83 434.35 440.37 442.14 435.99 435.51
21 Comb. CB 228 20 0.25 5.5 7.05 0.65 1.17 2.98 29.47 27.112 30 0.013 0.52 434.97 434.83 440.34 440.37 436.12 j 435.99
22 Comb. CB 228A 21 0.13 5.0 7.21 0.65 0.61 0.61 9.01 7.194 15 0.013 1.95 436.41 436.27 440.42 440.34 436.71 436.49
23 Grate TI229 21 0.27 5.0 7.21 0.65 10.14 1.27 15.98 98.200 24 0.013 0.50 435.96 435.47 440.24 440.34 437.12 436.63
Project File: STRM 200.stm Number of lines:35 Date: 1/11/2024
NOTES: Intensity=70.39/(Inlet time+ 12.30)"0.80--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

Pipes Page 2
Line Junct Inlet DnStm Drng Tc i Runoff Incr Total Capac Line Line n-val Line Invert Invert Gnd/Rim Gnd/Rim HGL HGL
No. Type ID Ln No Area Sys Coeff Q Runoff Full Length Size Pipe Slope Up Dn El Up El Dn Up Dn
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (ft) (in) M (ft) (ft) (ft) (ft) (ft) (ft)
24 Comb. CB 224 11 0.18 5.0 7.21 0.65 0.84 0.84 7.86 34.402 15 0.013 1.48 435.00 434.49 441.29 440.76 435.36 434.77
25 Comb. CB 221 9 0.39 14.7 5.06 0.65 1.83 3.06 7.04 27.743 15 0.013 1.19 429.65 429.32 433.44 433.33 430.35 429.90
26 Grate DI 222 25 0.16 13.7 5.21 0.65 0.75 1.83 5.30 111.400 15 0.013 0.67 430.50 429.75 434.17 433.44 431.04 j 430.35
27 Grate DI223 26 0.23 12.3 5.44 0.65 1.08 1.34 7.51 110.105 15 0.013 1.35 432.09 430.60 435.83 434.17 432.55 431.04
28 Grate DI 225 27 0.15 5.0 7.21 0.65 0.70 0.70 8.98 252.527 15 0.013 1.93 437.07 432.19 441.48 435.83 437.40 j 432.55
29 Grate DI 211 B 8 0.18 15.3 4.96 0.65 0.84 0.94 9.31 138.995 15 0.013 2.08 430.69 427.80 435.65 432.96 431.07 j 428.22
30 Grate DI 212A 29 0.11 5.0 7.21 0.65 0.52 0.52 9.80 260.006 15 0.013 2.30 436.68 430.69 440.63 435.65 436.96 j 431.07
31 Comb. CB 211A 10 0.39 5.0 7.21 0.65 1.83 1.83 6.89 40.377 15 0.013 1.14 430.88 430.42 436.15 435.66 431.42 430.86
32 Grate DI207A 6 0.29 5.0 7.21 0.65 1.36 1.36 4.76 121.259 15 0.013 0.54 422.98 422.32 426.25 435.64 423.44 422.78
33 Comb. CB 219 2 0.40 14.8 5.04 0.65 1.88 1.47 11.42 49.915 15 0.013 3.13 411.94 410.38 417.56 419.79 412.42 410.68
34 Comb. CB 219A 33 0.03 14.2 5.13 0.65 0.14 0.17 4.87 7.018 15 0.013 0.57 412.08 412.04 417.24 417.56 412.42 412.42
35 Comb. CB 220 34 0.02 5.0 7.21 0.65 0.09 0.09 5.07 42.152 15 0.013 0.62 412.44 412.18 416.01 417.24 412.56 412.43
Project File: STRM 200.stm Number of lines:35 Date: 1/11/2024
NOTES: Intensity=70.39/(Inlet time+ 12.30)"0.80--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

Velocity Page 1
Line Junct Inlet DnStm Total Tc i Total Vel Line Line n-val Line
No. Type ID Ln No Area Sys Runoff Ave Length Size Pipe Slope
(ac) (min) (in/hr) (cfs) (ft/s) (ft) (in) M
1 Grate DI201 Outfall 6.79 23.7 3.01 13.30 4.71 36.628 36 0.013 0.98
2 Comb. CB 203 1 6.77 23.1 3.06 13.45 5.99 133.972 36 0.013 1.00
3 Comb. CB 204 2 6.16 22.8 3.08 12.34 9.00 101.575 30 0.013 2.82
4 Comb. CB 205 3 6.00 22.4 3.11 12.13 6.79 114.702 30 0.013 6.17
5 Comb. CB 206 4 5.98 22.3 3.12 12.12 6.81 26.496 30 0.013 4.08
6 Grate DI207 5 5.87 22.0 3.14 11.99 6.72 94.802 30 0.013 0.60
7 Grate DI208 6 5.14 21.3 3.20 10.68 6.49 193.007 30 0.013 2.42
8 Grate DI209 7 4.98 21.0 3.22 10.43 6.57 90.998 30 0.013 0.60
9 Comb. CB 210 8 4.54 17.6 3.54 10.46 6.56 96.807 30 0.013 0.60
10 Comb. CB 211 9 3.08 12.5 4.15 8.31 6.40 138.994 30 0.013 0.66
11 Comb. CB 212 10 2.39 11.3 4.34 6.75 6.28 260.155 30 0.013 1.76
12 Comb. CB 213 11 2.10 10.7 4.44 6.06 5.69 115.005 30 0.013 0.59
13 Comb. CB 214 12 1.20 10.5 4.46 3.48 5.27 27.000 15 0.013 1.37
14 Comb. CB 216 13 0.69 10.0 4.55 2.04 3.45 57.974 15 0.013 3.71
15 Comb. CB 217 14 0.46 8.3 4.88 1.46 3.43 142.807 15 0.013 2.50
16 Grate DI218 15 0.16 5.0 5.65 0.59 2.75 93.683 15 0.013 1.24
17 Comb. CB 229 13 0.45 8.0 4.93 1.44 2.62 42.878 15 0.013 2.66
18 Comb. CB 230 17 0.25 5.0 5.65 0.92 2.55 135.825 15 0.013 5.12
19 Comb. CB 226 12 0.72 6.4 5.28 2.47 4.84 44.675 30 0.013 0.96
20 Comb. CB 227 19 0.68 5.7 5.46 2.41 5.26 97.280 30 0.013 0.49
21 Comb. CB 228 20 0.65 5.5 5.51 2.33 5.24 27.112 30 0.013 0.52
22 Comb. CB 228A 21 0.13 5.0 5.65 0.48 3.18 7.194 15 0.013 1.95
23 Grate TI229 21 0.27 5.0 5.65 0.99 5.35 98.200 24 0.013 0.50
Project File: STRM 200.stm Number of lines:35 Date: 1/11/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)"0.89--Return period=2 Yrs. ; Critical depth
Storm Sewers

Velocity Page 2
Line Junct Inlet DnStm Total Tc i Total Vel Line Line n-val Line
No. Type ID Ln No Area Sys Runoff Ave Length Size Pipe Slope
(ac) (min) (in/hr) (cfs) (ft/s) (ft) (in) M
24 Comb. CB 224 11 0.18 5.0 5.65 0.66 3.29 34.402 15 0.013 1.48
25 Comb. CB 221 9 0.93 17.4 3.56 2.15 4.43 27.743 15 0.013 1.19
26 Grate DI222 25 0.54 16.1 3.70 1.30 3.11 111.400 15 0.013 0.67
27 Grate DI223 26 0.38 14.4 3.90 0.96 3.22 110.105 15 0.013 1.35
28 Grate DI225 27 0.15 5.0 5.65 0.55 2.59 252.527 15 0.013 1.93
29 Grate DI 211 B 8 0.29 18.2 3.48 0.66 3.35 138.995 15 0.013 2.08
30 Grate DI212A 29 0.11 5.0 5.65 0.40 2.01 260.006 15 0.013 2.30
31 Comb. CB 211A 10 0.39 5.0 5.65 1.43 3.90 40.377 15 0.013 1.14
32 Grate DI207A 6 0.29 5.0 5.65 1.06 3.11 121.259 15 0.013 0.54
33 Comb. CB 219 2 0.45 17.5 3.55 1.04 4.42 49.915 15 0.013 3.13
34 Comb. CB 219A 33 0.05 16.7 3.63 0.12 0.58 7.018 15 0.013 0.57
35 Comb. CB 220 34 0.02 5.0 5.65 0.07 1.13 42.152 15 0.013 0.62
Project File: STRM 200.stm Number of lines:35 Date: 1/11/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)"0.89--Return period=2 Yrs. ; Critical depth
Storm Sewers

Spread Page 1
Line Inlet Junct Byp Drng Inlet i Runoff Incr Q Q Q Gutter Gutter
No. ID Type Ln No Area Time Inlet Coeff Q Carry Capt Byp Slope Spread
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (cfs) (ft/ft) (ft)
1 DI201 Grate Sag 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 Sag 0.12
2 CB 203 Comb. Offsite 0.16 5.0 4.00 0.65 0.42 0.00 0.40 0.02 0.019 3.37
3 CB 204 Comb. Offsite 0.16 5.0 4.00 0.65 0.42 0.00 0.40 0.02 0.019 3.37
4 CB 205 Comb. Offsite 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 0.019 1.23
5 CB 206 Comb. Offsite 0.11 5.0 4.00 0.65 0.29 0.00 0.28 0.00 0.019 2.68
6 DI207 Grate Sag 0.44 5.0 4.00 0.65 1.14 0.00 1.14 0.00 Sag 0.96
7 DI208 Grate Sag 0.16 5.0 4.00 0.65 0.42 0.00 0.42 0.00 Sag 0.49
8 DI209 Grate Sag 0.15 5.0 4.00 0.65 0.39 0.00 0.39 0.00 Sag 0.47
9 CB 210 Comb. Sag 0.53 5.0 4.00 0.65 1.38 0.00 1.38 0.00 Sag 3.87
10 CB 211 Comb. Offsite 0.30 5.0 4.00 0.65 0.78 0.00 0.69 0.09 0.024 4.43
11 CB 212 Comb. Offsite 0.11 5.0 4.00 0.65 0.29 0.00 0.28 0.01 0.012 3.10
12 CB 213 Comb. Offsite 0.18 5.0 4.00 0.65 0.47 0.00 0.43 0.04 0.009 4.39
13 CB 214 Comb. Offsite 0.06 5.0 4.00 0.65 0.16 0.00 0.16 0.00 0.010 2.19
14 CB 216 Comb. Offsite 0.23 5.0 4.00 0.65 0.60 0.00 0.57 0.03 0.031 3.60
15 CB 217 Comb. Offsite 0.30 5.0 4.00 0.65 0.78 0.00 0.69 0.09 0.024 4.43
16 DI218 Grate Offsite 0.16 5.0 4.00 0.65 0.42 0.00 0.42 0.00 0.060 0.63
17 CB 229 Comb. Offsite 0.20 5.0 4.00 0.65 0.52 0.00 0.50 0.02 0.033 3.27
18 CB 230 Comb. Offsite 0.25 5.0 4.00 0.65 0.65 0.00 0.60 0.05 0.023 4.08
19 CB 226 Comb. Offsite 0.04 5.0 4.00 0.65 0.10 0.00 0.10 0.00 0.029 1.47
20 CB 227 Comb. Offsite 0.03 5.0 4.00 0.65 0.08 0.00 0.08 0.00 0.004 1.91
21 CB 228 Comb. Offsite 0.25 5.0 4.00 0.65 0.65 0.00 0.55 0.10 0.004 6.19
22 CB 228A Comb. Offsite 0.13 5.0 4.00 0.65 0.34 0.00 0.31 0.02 0.004 4.56
23 TI229 Grate Offsite 0.27 5.0 4.00 0.65 9.57 0.00 8.53 1.04 0.017 3.33
Project File: STRM 200.stm Number of lines:35 Date: 1/11/2024
NOTES: Intensity=380299500.00/(Inlet time+ 120.10)^3.80--Return period=3 Yrs. ; "Critical depth
Storm Sewers

Spread Page 2
Line Inlet Junct Byp Drng Inlet i Runoff Incr Q Q Q Gutter Gutter
No. ID Type Ln No Area Time Inlet Coeff Q Carry Capt Byp Slope Spread
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (cfs) (ft/ft) (ft)
24 CB 224 Comb. Offsite 0.18 5.0 4.00 0.65 0.47 0.00 0.44 0.03 0.013 3.99
25 CB 221 Comb. Sag 0.39 5.0 4.00 0.65 1.01 0.00 1.01 0.00 Sag 2.36
26 DI222 Grate Sag 0.16 5.0 4.00 0.65 0.42 0.00 0.42 0.00 Sag 0.49
27 DI223 Grate Offsite 0.23 5.0 4.00 0.65 0.60 0.00 0.60 0.00 0.128 0.86
28 DI225 Grate Sag 0.15 5.0 4.00 0.65 0.39 0.00 0.39 0.00 Sag 0.47
29 DI 211 B Grate Sag 0.18 5.0 4.00 0.65 0.47 0.00 0.47 0.00 Sag 0.53
30 DI212A Grate Sag 0.11 5.0 4.00 0.65 0.29 0.00 0.29 0.00 Sag 0.38
31 CB 211A Comb. Offsite 0.39 5.0 4.00 0.65 1.01 0.00 0.86 0.15 0.026 4.94
32 DI207A Grate Offsite 0.29 5.0 4.00 0.65 0.75 0.00 0.75 0.00 0.020 1.33
33 CB 219 Comb. Offsite 0.40 5.0 4.00 0.65 1.04 0.00 0.86 0.18 0.021 5.26
34 CB 219A Comb. Offsite 0.03 5.0 4.00 0.65 0.08 0.00 0.08 0.00 0.021 1.40
35 CB 220 Comb. Offsite 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 0.019 1.23
--FProject File: STRM 200.stm Number of lines:35 Date: 1/11/2024
NOTES: Intensity=380299500.00/(Inlet time+ 120.10)^3.80--Return period=3 Yrs. ; "Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
O
N a0 C C
C) C J O C J O C J O C J O C J O G J O C J O C J O=
MM ' IMM i OMo ' "my ' MWM ' "Mm ' WMM ' MOO i "an ' MMM
' 00 °� I�MN �(6� a00r I� �rN M (Orl- MV 00— N MOJO OLOI— C' ( M Od'CO M �N
p I� CO M I`I� (O O W O r C N N c0 04 6) CON O O � '0 - �u)C6 � N(6(6 M M I�1— � Lf7 M c6
O 00 00 N M MNN MNN MNN MNN MNN n MNN CO 'M
Elev. (ft) o w v M �vv vvd "' vvv o �vv o �vv �vv �v� + d vv �v
o a W O w W W + WWW N WWW M WWW A W W W 1 W W W r W W W r W W W m WWW a WWW W W
m E > M E5N B E » m E > > m E > ; m E » }a E > j a E » m E > ; a E > > a E > ; �a E >
463.00 463.00
450.00 450.00
437.00 437.00
Mr
Ax
- 260
424.00 a 424.00
-07
193.00 Lf-30"@ 2.42%
"4.802Lf-3 @ 0.60%
411.00 26.496 f-30"it 4 08% 411.00
0
- o
398.00 398.00
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
N M V f) CO
7 C 7 C 7 C 7 (= 7 C 7
0 C J O= J Q S J O S J Q S J O
M V V VA LOOM CO CD ON
rNN O) •-LO(O O (DF-CO 'IT(0 O CO
CD C) CD CO M O MM�f7 O C"vi In err CD CO O ON
� Mcn �MM
Elev. ( CO CO �MM
ft) a v 4 v �'t �vv vv �vv �v
o W W W + W W W + W W W + W W W M W W W W W
E > > m E >; >; CO E > > E >
C U) S Cn
463.00 463.00
456.00 456.00
449.00 449.00
442.00 — Lf- -
442.00
LA
435.00
------------------- -----
435.00
0
—Cc
0
428.00 428.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
O C J 0 C J 0
. �Lq W �CO 00
(0 CD
C) M Lo Uf) W (6(6 O M
LO
Elev. (ft) a 4 v v v C
owu�w o Wwuw + Ww
CO
461.00 461.00
455.00 455.00
449.00 449.00
443.00 - - 443.00
437.00 - 437.00
8Lf 15
431.00 431.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
CD
N N N
N
7
O S J Q G J O S J O E C O
J
`- 6)� `-CO M CO M 0)N �.7
OMMM Ip Nrl'4 M �VV CD04 CO N NCO
Elev. (ft) a vv �vv CO CO CO CO v
c www o Www + Www + Www + Ww
o E > > m E
CE
451.00 451.00
447.00 447.00
443.00 443.00
439.00 439.00
-------- ----------------------- ----------------------- -------
435.00 435.00
0
0
95%
a
431.00 431.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
CO
N
O� J O
CD c m
? N
CD
ON CD
Elev. (ft) g 00
o W El w o W w
448.00 448.00
445.00 445.00
442.00 442.00
439.00 439.00
--------------- ------------------- ------------------ ------------------- -------------------------------------- -------------------
436.00 436.00
433.00 433.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
N
7 C J
O O
� N V � NO
OO CMV � �
Elev. (ft) g ' M
o W w w o W w
M9 >; 5 B E >
� W
447.00 447.00
444.00 444.00
441.00 77 441.00
438.00 438.00
435.00 ------------------- ------------------ --
------- 435.00
4.4 0
432.00 432.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
LO r- r"
N N N N
7 C 7 C 7 C C 7
0 C J OE J Q C J Q C J O
CO � rl'CO p�� 000M V CO
O CO r-,CD r M�6 BOO N LONN f� r-
CO EleV. (ft) a vv N �vv M CO �CO vv o �v
o W W W o WWW + WWW N WWW Lo WW
o f > > m E > > m E > j 2 E > > B E >
E CD Ix S c U) Q� c S (n x c S U) Q�S
455.00 455.00
449.00 449.00
443.00 443.00
437.00 437.00
431.00431.00
--- -- 0.105E
1.400Lf-15 °
0
425.00 425.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
M CD
Cn
1:5 C 7
0 C -j 0 C -j 0
V)CD 11�(0 CO X)a)M CO
U-)CO (0
M CD CD
IN to t-- 0) M CS 6 O 0,6
1- 4 C6 CO CO
Elev. (ft) 8 N c"f'
CO
+ U-
cD UJ LU lu- + LU
Uj LU CO
M 9 >; 5 B .9 >; j CO
C/)
453.00 453.00
447.00 447.00
441.00 441.00
435.00 ---TT 435.00
------------
----- --- (cD
26
--- ------ ------
429.00 ---- ---------— 1-429.00
�950
423.00 423.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
— HGL-------------- EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
M
7 C 7
O O
10
M Cq V 00
CD � CO CD CO �O
CO 11
Elev. (ft) g
oWww o Wuw
M ; ; m E ;
r C/) W
443.00 443.00
440.00 440.00
437.00 437.00
434.00 434.00
431.00 ---------------
---------------- -------------- - -
431.00
40. - 10o
428.00 428.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
N
CO
7 C 7
O O
LO
CD Cq MO C-)Cq O N M
OLO N N
Elev. ( ON
ft) CD � N
CD Www + Ww
448.00 448.00
442.00 442.00
436.00 436.00
430.00 430.00
424.00 424.00
121.26914
----------------------------------------
418.00 418.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
M d'
CO (0 CO
M
7 C j C 7 C 7
O J OE J O = J O
(0M M�CO M NOW 0 O't
OO _� CO O 0) CNN O MN
Elev. (ft) a � v v ( zT 6 �
o w w w o www o Lu o ww
C U) (6 Q� U) W S
427.00 427.00
423.00 423.00
419.00 419.00
415.00 415.00
--------
--
411.00 - t- 411.00
0
407.00 407.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION G - CULVERT CALCULATIONS
CULVERT 3000 HYDRAFLOW Express Reports
CULVERT 740 HYDRAFLOW Express Reports
www.timmons.com
TIMMONS GROUP

Project: _ Calculated By:
Wrenn Farms Gibson B.
Project Number: T I M M O N S GROUP Date:
54949 YOUR VISION ACHIEVED THROUGH OURS. 01/11/24
Runoff Coefficient Worksheet
Culvert 3000
Category C; A; C;x A;
Roof& Pavement 0.95 0.22 0.21
Bare Earth 0.50 0.00
Unimproved Area 0.35 1.90 0.67
Wooded Area 0.25 2.61 0.65
Open Water 1.00 0.00
4.74 1.53
C Value 0.32

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,01 /15/2024
Hyd. No. 1
Culvert 3000 DA
Hydrograph type = Rational Peak discharge = 8.339 cfs
Storm frequency = 10 yrs Time to peak = 12 min
Time interval = 1 min Hyd. volume = 6,004 cuft
Drainage area = 4.740 ac Runoff coeff. = 0.32
Intensity = 5.497 in/hr Tc by User = 12.00 min
OF Curve = Wrenn IDF.IDF Asc/Rec limb fact = 1/1
Culvert 3000 DA
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,01 /15/2024
Hyd. No. 1
Culvert 3000 DA
Hydrograph type = Rational Peak discharge = 9.305 cfs
Storm frequency = 25 yrs Time to peak = 12 min
Time interval = 1 min Hyd. volume = 6,700 cuft
Drainage area = 4.740 ac Runoff coeff. = 0.32
Intensity = 6.135 in/hr Tc by User = 12.00 min
OF Curve = Wrenn IDF.IDF Asc/Rec limb fact = 1/1
Culvert 3000 DA
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,01 /15/2024
Hyd. No. 1
Culvert 3000 DA
Hydrograph type = Rational Peak discharge = 10.66 cfs
Storm frequency = 100 yrs Time to peak = 12 min
Time interval = 1 min Hyd. volume = 7,672 cuft
Drainage area = 4.740 ac Runoff coeff. = 0.32
Intensity = 7.025 in/hr Tc by User = 12.00 min
OF Curve = Wrenn IDF.IDF Asc/Rec limb fact = 1/1
Culvert 3000 DA
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 OF 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 1 Time (min)

Hydrology Report
Hydraflow Express Extension for AutodeskO Civil 31DO by Autodesk, Inc. Wednesday,Sep 4 2024
CULVERT 740
Hydrograph type = Rational Peak discharge (cfs) = 1.522
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 0.200 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 8.012 Tc by User (min) = 5
OF Curve = Wrenn IDF.IDF Rec limb factor = 1.00
Hydrograph Volume=457(cuft);0.010(acft)
Runoff Hydrograph
Q (cfs) 25-yr frequency Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
— Runoff Hyd -Qp = 1.52 (cfs)

Culvert Report
Hydraflow Express Extension for AutodeskO Civil 31DO by Autodesk, Inc. Wednesday,Sep 4 2024
CULVERT 740
Invert Elev Dn (ft) = 452.78 Calculations
Pipe Length (ft) = 149.00 Qmin (cfs) = 1.52
Slope (%) = 1.37 Qmax (cfs) = 1.52
Invert Elev Up (ft) = 454.82 Tailwater Elev (ft) _ (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 1.52
No. Barrels = 1 Qpipe (cfs) = 1.52
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.24
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.28
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 453.76
HGL Up (ft) = 455.28
Embankment Hw Elev (ft) = 455.45
Top Elevation (ft) = 458.50 Hw/D (ft) = 0.42
Top Width (ft) = 90.00 Flow Regime = Inlet Control
Crest Width (ft) = 200.00
El ev{ft) CULVERT Y40 Hw depth(ft)
469.00 4.13
458.W 3.19
457.W 2.10
45600 1.1 S
455.W 0.13
454.00 -0.82
4M 00 -1.02
452.00 -2.82
451.00 3.02
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 160 160 170 180 190
Clrcul ar Culy ert HGL Embank
Reach(ft)

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION H - DITCH CALCULATIONS
Permanent Ditch Calculations
www.timmons.com
TIMMONS GROUP

PERMANENT CHANNEL SCHEDULE
(Chapter 8.05 of the NCDEQ E&SC Planning and Design Manual)
LENGTH DA ACCUM. Ito Q10 SLOPE V SHEAR FLOW FLOW Wp R SWALE SIDE PERMANENT
NAME DA C N VALUE DEPTH AREA DEPTH SLOPE
(FT) (AC) (AC) (IN/HR) (CFS) (%) (FT/S) (PSF) (FT) (FT-2) (FT) (FT) (IN) (H:V) LINING
DITCH 1 230 0.17 0.95 7.22 1.17 1.00% 0.037 1.56 0.32 0.51 0.78 3.23 0.24 24 3:1 GRASS
DITCH 2 460 0.54 0.71 0.95 7.22 4.87 1.00% 0.037 2.21 0.54 0.86 2.22 5.44 0.41 24 3:1 GRASS
DITCH 3 390 0.64 0.95 7.22 4.39 1.00% 0.037 2.16 0.52 0.83 2.07 5.25 0.39 24 3:1 GRASS

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION 1 - HYDRAFLOW REPORT
Drainage Area Calculations
Hydraflow Report
www.timmons.com
TIMMONS GROUP

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date:06/12/2024
PRE POI 1r-PRE-DEVELOPMENT
Pre-development Drainage Area Impervious
Existing Impervious Lots
Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Lots 98 0.00 Ex. Commerical 15.04
Existing Impervious-Streets 98 0.00 0.00
Existing Impervious-Misc 98 16.75 0.00
Total to DA 98 16.75 0.00
Existing Pervious Sub Total 0 15.04
Description CN Acres Streets
Wooded-Soil A 45 21.76 Total Area
Wooded-Soil B 66 0.00 Ex.Streets 0.00
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 49 32.63 0.00
Pasture-Soil B 69 0.00 0.00
Pasture-Soil C 79 0.00 Sub Total 0 0.00
Pasture-Soil D 84 0.00 Misc
Total to DA 69 54.39 0.00
71.14 0.00
Total to DA 71.14 0.00
Basin CN 59 Sub Total 0.00
TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date:06/12/2024
PRE POI 1-ONSITE
Pre-development Drainage Area Impervious
Existing Impervious Lots
Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Lots 98 0.00 Ex. Commerical 15.04
Existing Impervious-Streets 98 0.00 0.00
Existing Impervious-Misc 98 0.00 0.00
Total to DA 98 0.00 0.00
Existing Pervious Sub Total 0 15.04
cription CN Acres Streets
Wooded-Soil A 45 7.63 Total Area
Wooded-Soil B 66 0.00 Ex.Streets 0.00
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 49 11.45 0.00
Pasture-Soil B 69 0.00 0.00
Pasture-Soil C 79 0.00 Sub Total 0 0.00
Pasture-Soil D 84 0.00 Misc
Total to DA 69 19.08 0.00
19.08 0.00
Total to DA 19.08 0.00
Basin CN 47 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date:06/12/2024
PRE POI 1-OFFSITEPRE-DEVELOPMENT
Pre-development Drainage Area Impervious
Existing Impervious Lots
Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Lots 98 0.00 Ex. Commerical 15.04
Existing Impervious-Streets 98 0.00 0.00
Existing Impervious-Misc 98 16.75 0.00
Total to DA 98 16.75 0.00
Existing Pervious Sub Total 0 15.04
Description CN Acres Streets
Wooded-Soil A 45 14.12 Total Area
Wooded-Soil B 66 0.00 Ex.Streets 0.00
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 49 21.19 0.00
Pasture-Soil B 69 0.00 0.00
Pasture-Soil C 79 0.00 Sub Total 0 0.00
Pasture-Soil D 84 0.00 Misc
Total to DA 69 35.31 0.00
52.06 0.00
Total to DA 52.061 0.00
Basin CN 641 Sub Total 0.00
TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth 2/6/2024
PRE POI 2
Existing Imperv79,8
Lots
WEx,st,ng
scription N Acres Description Qty Inc Area Total Area
rvious-Lots 0.00 Ex. Commerical 0.00
Existing Impervious-Streets 98 0.11 0.00
Existing Impervious-Misc 98 0.00 0.00
Total to DA 98 0.11 0.00
Existing Pervious Sub Total 0 0.00
Description CN Acres Streets
Wooded-Soil A 45 3.75 Total Area
Wooded-Soil B 66 0.00 Ex.Streets 11 0.11
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 68 7.68 0.00
Pasture-Soil B 79 0.00 0.00
Pasture-Soil C 86 0.00 Sub Total 435 0.11
Pasture-Soil D 89 0.00 Misc
Total to DA 74 11.43 0.00
11.54
11.54 0.00
61 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth 2/6/2024
PRE POI 3 PRE-DEVELOPMENT
Pre-development Drainage Area Impervious
Existing Impervious Lots
JL Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Lots 98 Ex. Commerical 0.00
Existing Impervious-Streets 98 0.29 0.00
Existing Impervious-Misc 98 0.00
Total to DA 98 0.29 0.00
Existing Pervious Sub Total 0 0.00
Description CN Acres Streets qF
Wooded-Soil A 45 2.66 jiiiiM Total Area
Wooded-Soil B 66 Existing Streets 1152 11 0.29
Wooded-Soil C 77 0.00
Wooded-Soil D 83 0.00
Pasture-Soil A 68 4.00 0.00
Pasture-Soil B 79 0.00
Pasture-Soil C 86 Sub Total 1152 0.29
Pasture-Soil D 89 Misc
Total to DA 74 6.66 0.00
6.95
Total to DA 6.95 0.00
Basin CN 60 Sub Total 0.00

]w TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 1 TOTAL POST-DEVELOPMENT
I ul 1 vJ4 ILIA[.] &�i
Proposed Impervious Lots
Description Acres Qty Inc Area Total Area
Impervious Lots 98 8.54 Townhome Lot 1400 5.88
Impervious Streets 98 3.14 Ex.Commerical 0.00
Impervious Misc 98 0.20 Future Apartments(80%Imperv.) 0.00
Offsite 98 17.42 0.00
0.00
Total to DA 98 29.31 Sub Total 5.88
Proposed Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 7.89 27'B-B(Road+C&G) 3702 27 2.29
Wooded-Soil A 45 15.14 5'Sidewalk 7404 5 0.85
Pasture-Soil A 49 28.49
Sub Total 3.14
Total to DA 44 51.52
80.83 Parking 3010 0.07
Total to DA 80.83 Mail Kiosk/Amenities 5698 0.13
Basin CN 65 Sub Total 0.20
TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 1 -ONSITE TO SCM 1 POST-DEVELOPMENT
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 8.54 Townhome Lot 1400 5.88
Impervious Streets 98 3.14 Ex.Commerical 0.00
Impervious Misc 98 0.20 Future Apartments(80%Imperv.) 2.66
Offsite 98 0.00 0.00
0.00
Total to DA 98 11.89 Sub Total 183 8.54
Pervious to SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 3.80 27'B-B(Road+C&G) 3702 27 2.29
Wooded-Soil A 45 0.00 5'Sidewalk 7404 F 0.85
Pasture-Soil A 49 7.69 0.00
Sub Total 3.14
Total to DA 44 11.49
24.38 Parking 3010 0.07
Total to DA 23.38 Mail Kiosk/Amenities 5698 0.13
Basin CN 721 Sub Total 0.20

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 1 -OFFSITE TO SCM 1 POST-DEVELOPMENT
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1400 0.00
Impervious Streets 98 0.00 Ex.Commerical 0.00
Impervious Misc 98 0.00 Future Apartments(80%Imperv.) 0.00
Offsite(considered 100 98 0.67 0.00
0.00
Total to DA 98 0.67 Sub Total 0 0.00
Pervious to SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 0.00 27'B-B(Road+C&G) 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 0.00
Pasture-Soil A 49 0.00 0.00
Sub Total 0.00
Total to DA 44 0.00
0.67 Parking 0.00
Total to DA 0.67 Mail Kiosk/Amenities 0.00
Basin CN 98 Sub Total 0.00
TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 1 -ONSITE BYPASS POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious bypassing SCM A Lots
Description& Acres Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1400 0.00
Impervious Streets 98 0.00 Ex.Commerical 0.00
Impervious Misc 98 0.00 Future Apartments(80%Imperv.) 0.00
Offsite 98 0.00
Total to DA 98 0.00 Sub Total 0.00
Pervious bypassing SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 4.09 27'B-B(Road+C&G) 27 0.00
Wooded-Soil A 45 1.28 5'Sidewalk 0.00
Pasture-Soil A 49 0.00
Sub Total 0.00
Total to DA 44 5.37
5.37 Parking 0.00
Total to DA 5.37 Mail Kiosk/Amenities 0.00
Basin CN 401 Sub Total 0.00

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 1 -OFFSITE BYPASS POST-DEVELOPMENT
Impervious bypassing SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1400 0.00
Impervious Streets 98 0.00 Ex.Commerical 0.00
Impervious Misc 98 0.00 Future Apartments(80%Imperv.) 0.00
Offsite 98 16.75
Total to DA 98 16.75 Sub Total 0.00
Pervious bypassing SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 0.00 27'B-B(Road+C&G) 27 0.00
Wooded-Soil A 45 13.86 5'Sidewalk 10 0.00
Pasture-Soil A 49 20.80
Sub Total 0.00
Total to DA 44 34.66 Misc
51.41 Misc 0.00
Total to DA 51.41 Parking 0.00
Basin CN 64 Sub Total 0.00
TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 2 TOTAL POST-DEVELOPMENT
I I ul 1 vJ4 JJTA JR
Proposed Impervious Lots
Dpsrrinfinn Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1400 0.00
Impervious Streets 98 0.00 Ex.Commerical 0.00
Impervious Misc 98 0.19 Future Apartments(80%Imperv.) 0.00
Offsite 98 0.00
Total to DA 98 0.19 Sub Total 0.00
Proposed Pervious Streets
Description Acres Descri n Length Imp/Ft Total Area
Lawn 39 0.00 27'B-B(Road+C&G) 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 10 0.00
Pasture-Soil A 49 0.47
Sub Total 0.00
Total to DA 44 0.47 Mi
0.66 Parking 0.00
Total to DA 0.66 Road Widening/Path 8,492 0.19
Basin CN 631 Sub Total 0.19

11E__ TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:Ryan Wadsworth Date:06/12/2024
POST POI 3 TOTAL POST-DEVELOPMENT
I ul 1 vJ4 ILIA[.] &�i
Proposed Impervious Lots
Description Acres Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot A 1400 0.00
Impervious Streets 98 0.63 Ex.Commerical
Impervious Misc 98 0.00 Future Apartments(80%Imperv.) 0.00
Offsite(considered 100 98 0.00 0.00
0.00
Total to DA 98 0.63 Sub Total 0 0.00
Proposed Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 0.00 27'B-B(Road+C&G) 37 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 5 0.00
Pasture-Soil A 49 0.95 Existing Streets 27588 0.63
Sub Total 0.63
Total to DA 44 0.95 M Misc
1.58 Parking 0.00
Total to DA 1.58 Mail Kiosk/Amenities 0.00
Basin CN 69 Sub Total 0.00

Cog
Project: Calculated By:
Wrenn Farms JRW
Project Number: T I M M O N S GROUP Date:
54949 YOUR VISION ACHIEVED THROUGH OURS, 06/20/24
Time of Concentration Worksheet (TR-55 Method) (PRE-Development)
PRE POI 1 -ONSITE
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 450 1864
Slope(ft/ft) 0.04 0.04 0.03
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft) - - 5.0
Wetted Perimeter(ft) - 7.0
Hydraulic Radius(ft) - 0.71
Average Velocity(ft/s) - 3.23 5.89
TI(hr) 1 0.12 1 0.04 0.09
Tc min 15
PRE POI 1 -OFFSITE
Sheet Flow Shallow Concentrated Channel Flow Channel Flow
Length(ft) 100 1631 760 2340
Slope(ft/ft) 0.02 0.014 0.02 0.028
Surface Cover Paved,Gravel,Bare Soil Paved Concrete(Finished) Grass
n-value 0.011 - 0.012 0.035
Flow Area(ft) - - 5.0 5.0
Wetted Perimeter(ft) - 7.0 7.0
Hydraulic Radius(ft) - 0.71 0.71
Average Velocity(ft/s) - 2.41 14.03 5.69
TI(hr) 0.02 0.19 0.02 0.11
Tc min 20
PRE POI 2
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 1375
Slope(ft/ft) 0.0128 0.02088
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft) -
Wetted Perimeter(ft) -
Hydraulic Radius(ft) - 0.00
Average Velocity(ft/s) - 2.33 0.00
TI(hr) 1 0.18 0.16 0.00
Tc min 21

PRE POI 3
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 944
Slope(ft/ft) 0.015 0.033
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft) -
Wetted Perimeter(ft) -
Hydraulic Radius(ft) - 0.00
Average Velocity(ft/s) - 2.93 0.00
Tt(hr) 0.17 0.09 0.00
Tc min 16

Project: Calculated By:
Wrenn Farms JRW
Project Number: T I M M O N S GROUP Date:
54949 YOUR VISION ACHIEVED THROUGH OURS. 06/20/24
Time of Concentration Worksheet (TR-55 Method) (POST-Development)
SCM 1
Sheet Flow Shallow Concentrated Channel Flow
Length(ft)
Slope(ft/ft)
Surface Cover Grass Unpaved Grass
n-value 0.15 0.035
Flow Area(ft) -
Wetted Perimeter(ft) -
Hydraulic Radius(ft) - - 0.00
Average Velocity(ft/s) - 0.00 0.00
TI(hr) 0.00 0.00 0.00
Tc min 5 ASSUMED
POST POI 1 -ONSITE BYPASS
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 910 1020
Slope(ft/ft) 0.02 0.015 0.02
Surface Cover Paved, Gravel, Bare Soil Unpaved Grass
n-value 0.011 0.035
Flow Area(ft) - 5.0
Wetted Perimeter(ft) - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 1.98 4.81
TI(hr) 0.02 0.13 0.06
Tc min 12
POST POI 1 -OFFSITE BYPASS
Sheet Flow Shallow Concentrated Channel Flow Channel Flow
Length(ft) 100 95 760 2220
Slope(ft/ft) 0.02 0.015 0.02 0.02
Surface Cover Paved, Gravel, Bare Soil Unpaved Concrete(Finished) Grass
n-value 0.011 0.012 0.035
Flow Area(ft) - 5.0 5.0
Wetted Perimeter(ft) - 7.0 7.0
Hydraulic Radius(ft) - - 0.71 0.71
Average Velocity(ft/s) - 1.98 14.03 4.81
TI(hr) 1 0.02 0.01 0.02 0.13
Tc min 11
POI 2 Post Bypass
Sheet Flow Shallow Concentrated Channel Flow
Length ft 60 633 674
Slope ft/ft 0.01 0.02 0.01
Surface Cover Grass Unpaved Grass
n-value 0.15 0.035
Flow Area(ft) - 2.5
Wetted Perimeter ft - 6.0
Hydraulic Radius ft - - 0.42
Average Velocity ft/s - 2.28 2.37
Tt(hr) 0.14 0.08 0.08
Tc min 17

POI 3 Post Bypass
Sheet Flow Shallow Concentrated Channel Flow
7sn-value
t 100 944
ft 0.01 0.02
ver Grass Unpaved Grass
0.15 0.035
Flow Area(ft) -
Wetted Perimeter ft -
Hydraulic Radius ft - - 0.00
Average Velocity ft/s - 2.28 0.00
Tt(hr) 0.20 0.11 0.00
Tc min 19

Hydraflow Table of Contents WrennFarms-Hydraflow.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, POST POI 1 - ONSITE TO SCM 1........................................ 4
Hydrograph No. 2, SCS Runoff, POST POI 1 - OFFSITE TO SCM 1...................................... 5
Hydrograph No. 3, Combine, POST POI 1 - TO SCM 1........................................................... 6
Hydrograph No. 4, Reservoir, SCM 1....................................................................................... 7
PondReport - SCM 1.......................................................................................................... 8
Hydrograph No. 5, SCS Runoff, POST POI 1 - OFFSITE BYPASS......................................... 9
Hydrograph No. 6, SCS Runoff, POST POI 1 - ONSITE BYPASS........................................ 10
Hydrograph No. 7, Combine, POST POI 1 - BYPASS........................................................... 11
Hydrograph No. 8, Combine, POST POI 1 TOTAL................................................................ 12
Hydrograph No. 9, SCS Runoff, PRE POI 1 - ONSITE.......................................................... 13
Hydrograph No. 10, SCS Runoff, PRE POI 1 - OFFSITE...................................................... 14
Hydrograph No. 11, Combine, PRE POI 1 TOTAL................................................................ 15
Hydrograph No. 12, Combine, POST POI 1 - NO DETENTION............................................ 16
Hydrograph No. 14, SCS Runoff, PRE - POI 2...................................................................... 17
Hydrograph No. 15, SCS Runoff, POST POI 2 TOTAL......................................................... 18
Hydrograph No. 17, SCS Runoff, PRE - POI 3...................................................................... 19
Hydrograph No. 18, SCS Runoff, POST POI 3 TOTAL......................................................... 20
Hydrograph No. 20, Combine, PRE - TOTAL........................................................................ 21
Hydrograph No. 21, Combine, POST - TOTAL W/ SCMs..................................................... 22
Hydrograph No. 22, Combine, POST - TOTAL NO SCMs.................................................... 23
10 - Year
SummaryReport....................................................................................................................... 24
HydrographReports................................................................................................................. 25
Hydrograph No. 1, SCS Runoff, POST POI 1 - ONSITE TO SCM 1...................................... 25
Hydrograph No. 2, SCS Runoff, POST POI 1 - OFFSITE TO SCM 1.................................... 26
Hydrograph No. 3, Combine, POST POI 1 - TO SCM 1......................................................... 27
Hydrograph No. 4, Reservoir, SCM 1..................................................................................... 28
Hydrograph No. 5, SCS Runoff, POST POI 1 - OFFSITE BYPASS....................................... 29
Hydrograph No. 6, SCS Runoff, POST POI 1 - ONSITE BYPASS........................................ 30
Hydrograph No. 7, Combine, POST POI 1 - BYPASS........................................................... 31
Hydrograph No. 8, Combine, POST POI 1 TOTAL................................................................ 32
Hydrograph No. 9, SCS Runoff, PRE POI 1 - ONSITE.......................................................... 33
Hydrograph No. 10, SCS Runoff, PRE POI 1 - OFFSITE...................................................... 34
Hydrograph No. 11, Combine, PRE POI 1 TOTAL................................................................ 35
Hydrograph No. 12, Combine, POST POI 1 - NO DETENTION............................................ 36
Hydrograph No. 14, SCS Runoff, PRE - POI 2...................................................................... 37
Hydrograph No. 15, SCS Runoff, POST POI 2 TOTAL......................................................... 38
Hydrograph No. 17, SCS Runoff, PRE - POI 3...................................................................... 39
Hydrograph No. 18, SCS Runoff, POST POI 3 TOTAL......................................................... 40
Hydrograph No. 20, Combine, PRE - TOTAL........................................................................ 41

Contents Continued... Wrenn Farms-Hydraflow.gpw
Hydrograph No. 21, Combine, POST - TOTAL W/ SCMs..................................................... 42
Hydrograph No. 22, Combine, POST - TOTAL NO SCMs.................................................... 43
25 - Year
SummaryReport....................................................................................................................... 44
HydrographReports................................................................................................................. 45
Hydrograph No. 1, SCS Runoff, POST POI 1 - ONSITE TO SCM 1...................................... 45
Hydrograph No. 2, SCS Runoff, POST POI 1 - OFFSITE TO SCM 1.................................... 46
Hydrograph No. 3, Combine, POST POI 1 - TO SCM 1......................................................... 47
Hydrograph No. 4, Reservoir, SCM 1..................................................................................... 48
Hydrograph No. 5, SCS Runoff, POST POI 1 - OFFSITE BYPASS....................................... 49
Hydrograph No. 6, SCS Runoff, POST POI 1 - ONSITE BYPASS........................................ 50
Hydrograph No. 7, Combine, POST POI 1 - BYPASS........................................................... 51
Hydrograph No. 8, Combine, POST POI 1 TOTAL................................................................ 52
Hydrograph No. 9, SCS Runoff, PRE POI 1 - ONSITE.......................................................... 53
Hydrograph No. 10, SCS Runoff, PRE POI 1 - OFFSITE...................................................... 54
Hydrograph No. 11, Combine, PRE POI 1 TOTAL................................................................ 55
Hydrograph No. 12, Combine, POST POI 1 - NO DETENTION............................................ 56
Hydrograph No. 14, SCS Runoff, PRE - POI 2...................................................................... 57
Hydrograph No. 15, SCS Runoff, POST POI 2 TOTAL......................................................... 58
Hydrograph No. 17, SCS Runoff, PRE - POI 3...................................................................... 59
Hydrograph No. 18, SCS Runoff, POST POI 3 TOTAL......................................................... 60
Hydrograph No. 20, Combine, PRE - TOTAL........................................................................ 61
Hydrograph No. 21, Combine, POST - TOTAL W/ SCMs..................................................... 62
Hydrograph No. 22, Combine, POST - TOTAL NO SCMs.................................................... 63
100 - Year
SummaryReport....................................................................................................................... 64
HydrographReports................................................................................................................. 65
Hydrograph No. 1, SCS Runoff, POST POI 1 - ONSITE TO SCM 1...................................... 65
Hydrograph No. 2, SCS Runoff, POST POI 1 - OFFSITE TO SCM 1.................................... 66
Hydrograph No. 3, Combine, POST POI 1 - TO SCM 1......................................................... 67
Hydrograph No. 4, Reservoir, SCM 1..................................................................................... 68
Hydrograph No. 5, SCS Runoff, POST POI 1 - OFFSITE BYPASS....................................... 69
Hydrograph No. 6, SCS Runoff, POST POI 1 - ONSITE BYPASS........................................ 70
Hydrograph No. 7, Combine, POST POI 1 - BYPASS........................................................... 71
Hydrograph No. 8, Combine, POST POI 1 TOTAL................................................................ 72
Hydrograph No. 9, SCS Runoff, PRE POI 1 - ONSITE.......................................................... 73
Hydrograph No. 10, SCS Runoff, PRE POI 1 - OFFSITE...................................................... 74
Hydrograph No. 11, Combine, PRE POI 1 TOTAL................................................................ 75
Hydrograph No. 12, Combine, POST POI 1 - NO DETENTION............................................ 76
Hydrograph No. 14, SCS Runoff, PRE - POI 2...................................................................... 77
Hydrograph No. 15, SCS Runoff, POST POI 2 TOTAL......................................................... 78
Hydrograph No. 17, SCS Runoff, PRE - POI 3...................................................................... 79
Hydrograph No. 18, SCS Runoff, POST POI 3 TOTAL......................................................... 80
Hydrograph No. 20, Combine, PRE - TOTAL........................................................................ 81
Hydrograph No. 21, Combine, POST - TOTAL W/ SCMs..................................................... 82
Hydrograph No. 22, Combine, POST - TOTAL NO SCMs.................................................... 83

1
Watershed Model Schematic HydraflowHydrographs Extension for Autodesk®Civil 3D®byAutodesk, Inc.v2023
12 22
1 2 6
9 10 14 17
1 8
3
11
7
21
20
Legend
Hyd. Origin Description
1 SCS Runoff POST POI 1 -ONSITE TO SCM 1
2 SCS Runoff POST POI 1 -OFFSITE TO SCM 1
3 Combine POST POI 1 -TO SCM 1
4 Reservoir SCM 1
5 SCS Runoff POST POI 1 -OFFSITE BYPASS
6 SCS Runoff POST POI 1 -ONSITE BYPASS
7 Combine POST POI 1 -BYPASS
8 Combine POST POI 1 TOTAL
9 SCS Runoff PRE POI 1 -ONSITE
10 SCS Runoff PRE POI 1 -OFFSITE
11 Combine PRE POI 1 TOTAL
12 Combine POST POI 1 -NO DETENTION
14 SCS Runoff PRE-POI 2
15 SCS Runoff POST POI 2 TOTAL
17 SCS Runoff PRE-POI 3
18 SCS Runoff POST POI 3 TOTAL
20 Combine PRE-TOTAL
21 Combine POST-TOTAL W/SCMs
22 Combine POST-TOTAL NO SCMs
Project: Wrenn Farms - Hydraflow.gpw Wednesday, 07/24/2024

2
Hydrograph Return Period Recce
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ 20.60 32.36 ------- ------- 67.82 90.75 ------- 129.44 POST POI 1 -ONSITE TO SCM 1
2 SCS Runoff ------ 2.588 3.143 ------- ------- 4.580 5.426 ------- 6.794 POST POI 1 -OFFSITE TO SCM 1
3 Combine 1,2 21.32 33.55 ------- ------- 69.94 93.26 ------- 132.58 POST POI 1 -TO SCM 1
4 Reservoir 3 0.333 0.409 ------- ------- 0.566 3.549 ------- 20.31 SCM 1
5 SCS Runoff ------ 22.04 44.10 ------- ------- 114.93 162.72 ------- 246.49 POST POI 1 -OFFSITE BYPASS
6 SCS Runoff ------ 0.000 0.013 ------- ------- 0.301 1.565 ------- 5.450 POST POI 1 -ONSITE BYPASS
7 Combine 5,6 22.04 44.10 ------- ------- 115.07 164.13 ------- 251.35 POST POI 1 -BYPASS
8 Combine 4, 7 22.19 44.31 ------- ------- 115.40 164.53 ------- 251.83 POST POI 1 TOTAL
9 SCS Runoff ------ 0.065 0.317 ------- ------- 6.569 14.25 ------- 30.89 PRE POI 1 -ONSITE
10 SCS Runoff ------ 18.97 38.18 ------- ------- 100.43 142.68 ------- 218.05 PRE POI 1 -OFFSITE
11 Combine 9, 10 18.97 38.20 ------- ------- 105.97 155.65 ------- 245.58 PRE POI 1 TOTAL
12 Combine 1,2,5, 43.36 77.65 ------- ------- 185.00 257.39 ------- 383.93 POST POI 1 -NO DETENTION
6,
14 SCS Runoff ------ 2.099 4.925 ------- ------- 15.56 23.09 ------- 36.47 PRE-POI 2
15 SCS Runoff ------ 0.186 0.391 ------- ------- 1.099 1.584 ------- 2.444 POST POI 2 TOTAL
17 SCS Runoff ------ 1.315 3.264 ------- ------- 10.65 15.82 ------- 25.11 PRE-POI 3
18 SCS Runoff ------ 0.923 1.568 ------- ------- 3.539 4.852 ------- 7.105 POST POI 3 TOTAL
20 Combine 11, 14, 17, 22.08 45.51 ------- ------- 130.83 193.01 ------- 305.27 PRE-TOTAL
21 Combine 8, 15, 18, 23.22 46.05 ------- ------- 119.75 170.63 ------- 260.97 POST-TOTAL W1 SCMs
22 Combine 12, 15, 18, 44.30 79.39 ------- ------- 189.36 263.50 ------- 393.07 POST-TOTAL NO SCMs
Proj. file: Wrenn Farms - Hydraflow.gpw Wednesday, 07 /24/2024

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 20.60 2 724 63,151 ------ ------ ------ POST POI 1 -ONSITE TO SCM 1
2 SCS Runoff 2.588 2 716 6,017 ------ ------ ------ POST POI 1 -OFFSITE TO SCM 1
3 Combine 21.32 2 722 69,168 1,2 ------ ------ POST POI 1 -TO SCM 1
4 Reservoir 0.333 2 1446 64,819 3 409.11 55,392 SCM 1
5 SCS Runoff 22.04 2 722 79,497 ------ ------ ------ POST POI 1 -OFFSITE BYPASS
6 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ POST POI 1 -ONSITE BYPASS
7 Combine 22.04 2 722 79,497 5,6 ------ ------ POST POI 1 -BYPASS
8 Combine 22.19 2 722 144,317 4, 7 ------ ------ POST POI 1 TOTAL
9 SCS Runoff 0.065 2 1080 2,201 ------ ------ ------ PRE POI 1 -ONSITE
10 SCS Runoff 18.97 2 724 76,111 ------ ------ ------ PRE POI 1 -OFFSITE
11 Combine 18.97 2 724 78,312 9, 10 ------ ------ PRE POI 1 TOTAL
12 Combine 43.36 2 722 148,665 1,2,5, ------ ------ POST POI 1 -NO DETENTION
6,
14 SCS Runoff 2.099 2 730 13,510 ------ ------ ------ PRE-POI 2
15 SCS Runoff 0.186 2 728 910 ------ ------ ------ POST POI 2 TOTAL
17 SCS Runoff 1.315 2 726 7,080 ------ ------ ------ PRE-POI 3
18 SCS Runoff 0.923 2 726 3,448 ------ ------ ------ POST POI 3 TOTAL
20 Combine 22.08 2 726 98,902 11, 14, 17, ------ ------ PRE-TOTAL
21 Combine 23.22 2 724 148,674 8, 15, 18, ------ ------ POST-TOTAL W/SCMs
22 Combine 44.30 2 724 153,022 12, 15, 18, ------ ------ POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 1 Year Wednesday, 07 /24/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 20.60 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 63,151 cuft
Drainage area = 24.380 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.80 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE TO SCM 1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - OFFSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 2.588 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,017 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE TO SCM 1
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 21.32 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 69,168 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 25.050 ac
POST POI 1 - TO SCM 1
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.333 cfs
Storm frequency = 1 yrs Time to peak = 1446 min
Time interval = 2 min Hyd. volume = 64,819 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 409.11 ft
Reservoir name = SCM 1 Max. Storage = 55,392 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 4 Hyd No. 3 ® Total storage used = 55,392 cuft

Pond Report 8
Hydraflow Hydrographs Extension for AutodeskE)Civil 3DE)by Autodesk, Inc.v2023 Wednesday,07/24/2024
Pond No. 1 - SCM 'I
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=407.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 407.00 22,374 0 0
1.00 408.00 26,613 24,494 24,494
1.70 408.70 27,989 19,111 43,604
2.00 409.00 28,605 8,489 52,093
3.00 410.00 30,653 29,629 81,722
4.00 411.00 32,756 31,705 113,427
5.00 412.00 34,914 33,835 147,262
6.00 413.00 37,127 36,021 183,282
7.00 414.00 39,396 38,262 221,544
8.00 415.00 41,720 40,558 262,102
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 3.00 0.00 0.00 Crest Len(ft) = 16.00 20.00 0.00 0.00
Span(in) = 24.00 3.00 0.00 0.00 Crest El.(ft) = 413.00 414.00 0.00 0.00
No.Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 403.80 407.00 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 78.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culver[/Orifice outflows are analyzed under inlet(ic)and outlet(cc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 407.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.00 24,494 408.00 20.26 oc 0.22 is --- --- 0.00 0.00 --- --- --- --- 0.221
1.70 43,604 408.70 20.26 oc 0.30 is --- --- 0.00 0.00 --- --- --- --- 0.297
2.00 52,093 409.00 20.26 oc 0.32 is --- --- 0.00 0.00 --- --- --- --- 0.324
3.00 81,722 410.00 20.26 oc 0.40 is --- --- 0.00 0.00 --- --- --- --- 0.401
4.00 113,427 411.00 20.26 oc 0.47 is --- --- 0.00 0.00 --- --- --- --- 0.465
5.00 147,262 412.00 20.26 oc 0.52 is --- --- 0.00 0.00 --- --- --- --- 0.522
6.00 183,282 413.00 20.26 oc 0.57 is --- --- 0.00 0.00 --- --- --- --- 0.573
7.00 221,544 414.00 44.66 is 0.16 is --- --- 44.50 s 0.00 --- --- --- --- 44.66
8.00 262,102 415.00 48.14 is 0.06 is --- --- 48.08 s 66.60 --- --- --- --- 114.74

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 22.04 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 79,497 cuft
Drainage area = 51.410 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 5.370 ac Curve number = 40
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 20 40 60 80 100 120
Hyd No. 6 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 22.04 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 79,497 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 56.780 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7 — Hyd No. 5 Hyd No. 6

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 22.19 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 144,317 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
— Hyd No. 8 Hyd No. 4 Hyd No. 7

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
PRE POI 1 - ONSITE
Hydrograph type = SCS Runoff Peak discharge = 0.065 cfs
Storm frequency = 1 yrs Time to peak = 1080 min
Time interval = 2 min Hyd. volume = 2,201 cuft
Drainage area = 19.080 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - ONSITE
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
9P
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
PRE POI 1 - OFFSITE
Hydrograph type = SCS Runoff Peak discharge = 18.97 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 76,111 cuft
Drainage area = 52.060 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - OFFSITE
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
PRE POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 18.97 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 78,312 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 71.140 ac
PRE POI 1 TOTAL
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 43.36 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 148,665 cuft
Inflow hyds. = 1, 2, 5, 6 Contrib. drain. area = 81.830 ac
POST POI 1 - NO DETENTION
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 12 — Hyd No. 1 Hyd No. 2 Hyd No. 5 Time (min)
Hyd No. 6

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 2.099 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 13,510 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
t77�
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
POST POI 2 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 0.186 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 910 cuft
Drainage area = 0.660 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 TOTAL
Q (cfs) Hyd. No. 15-- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 17
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 1.315 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 7,080 cuft
Drainage area = 6.950 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 17 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 18
POST POI 3 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 0.923 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 3,448 cuft
Drainage area = 1.580 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 19.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 3 TOTAL
Q (cfs) Hyd. No. 18 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 20
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 22.08 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 98,902 cuft
Inflow hyds. = 11, 14, 17 Contrib. drain. area = 18.490 ac
PRE - TOTAL
Q (cfs) Hyd. No. 20 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 11 Hyd No. 14 Hyd No. 17

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 23.22 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 148,674 cuft
Inflow hyds. = 8, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 21 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240
Time (min)
— Hyd No. 21 Hyd No. 8 Hyd No. 15 Hyd No. 18

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 44.30 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 153,022 cuft
Inflow hyds. = 12, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 22 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 22 — Hyd No. 12 Hyd No. 15 Hyd No. 18

24
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 67.82 2 722 191,643 ------ ------ ------ POST POI 1 -ONSITE TO SCM 1
2 SCS Runoff 4.580 2 716 10,929 ------ ------ ------ POST POI 1 -OFFSITE TO SCM 1
3 Combine 69.94 2 722 202,572 1,2 ------ ------ POST POI 1 -TO SCM 1
4 Reservoir 0.566 2 1450 142,970 3 412.86 178,392 SCM 1
5 SCS Runoff 114.93 2 722 307,941 ------ ------ ------ POST POI 1 -OFFSITE BYPASS
6 SCS Runoff 0.301 2 734 4,851 ------ ------ ------ POST POI 1 -ONSITE BYPASS
7 Combine 115.07 2 722 312,792 5,6 ------ ------ POST POI 1 -BYPASS
8 Combine 115.40 2 722 455,763 4, 7 ------ ------ POST POI 1 TOTAL
9 SCS Runoff 6.569 2 728 37,900 ------ ------ ------ PRE POI 1 -ONSITE
10 SCS Runoff 100.43 2 724 294,825 ------ ------ ------ PRE POI 1 -OFFSITE
11 Combine 105.97 2 724 332,725 9, 10 ------ ------ PRE POI 1 TOTAL
12 Combine 185.00 2 722 515,364 1,2,5, ------ ------ POST POI 1 -NO DETENTION
6,
14 SCS Runoff 15.56 2 728 59,146 ------ ------ ------ PRE-POI 2
15 SCS Runoff 1.099 2 726 3,661 ------ ------ ------ POST POI 2 TOTAL
17 SCS Runoff 10.65 2 724 32,435 ------ ------ ------ PRE-POI 3
18 SCS Runoff 3.539 2 726 11,351 ------ ------ ------ POST POI 3 TOTAL
20 Combine 130.83 2 724 424,306 11, 14, 17, ------ ------ PRE-TOTAL
21 Combine 119.75 2 722 470,775 8, 15, 18, ------ ------ POST-TOTAL W1 SCMs
22 Combine 189.36 2 722 530,376 12, 15, 18, ------ ------ POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 10 Year Wednesday, 07 /24/2024

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 67.82 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 191,643 cuft
Drainage area = 24.380 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.80 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE TO SCM 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - OFFSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 4.580 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,929 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE TO SCM 1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 2 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 69.94 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 202,572 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 25.050 ac
POST POI 1 - TO SCM 1
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.566 cfs
Storm frequency = 10 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 142,970 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 412.86 ft
Reservoir name = SCM 1 Max. Storage = 178,392 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 4 Hyd No. 3 Total storage used = 178,392 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 114.93 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 307,941 cuft
Drainage area = 51.410 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.301 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 4,851 cuft
Drainage area = 5.370 ac Curve number = 40
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 115.07 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 312,792 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 56.780 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7 — Hyd No. 5 Hyd No. 6

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 115.40 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 455,763 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 4 Hyd No. 7

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
PRE POI 1 - ONSITE
Hydrograph type = SCS Runoff Peak discharge = 6.569 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 37,900 cuft
Drainage area = 19.080 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - ONSITE
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
PRE POI 1 - OFFSITE
Hydrograph type = SCS Runoff Peak discharge = 100.43 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 294,825 cuft
Drainage area = 52.060 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - OFFSITE
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
PRE POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 105.97 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 332,725 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 71.140 ac
PRE POI 1 TOTAL
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 185.00 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 515,364 cuft
Inflow hyds. = 1, 2, 5, 6 Contrib. drain. area = 81.830 ac
POST POI 1 - NO DETENTION
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 12 — Hyd No. 1 Hyd No. 2 Hyd No. 5 Time (min)
Hyd No. 6

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 15.56 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 59,146 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 14-- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
POST POI 2 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 1.099 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 3,661 cuft
Drainage area = 0.660 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 TOTAL
Q (cfs) Hyd. No. 15-- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 17
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 10.65 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 32,435 cuft
Drainage area = 6.950 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 17-- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 18
POST POI 3 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 3.539 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 11,351 cuft
Drainage area = 1.580 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 19.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 3 TOTAL
Q (cfs) Hyd. No. 18-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 20
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 130.83 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 424,306 cuft
Inflow hyds. = 11, 14, 17 Contrib. drain. area = 18.490 ac
PRE - TOTAL
Q (cfs) Hyd. No. 20-- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 11 Hyd No. 14 Hyd No. 17

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 119.75 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 470,775 cuft
Inflow hyds. = 8, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 21 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 21 — Hyd No. 8 Hyd No. 15 Hyd No. 18

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 189.36 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 530,376 cuft
Inflow hyds. = 12, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 22 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 22 — Hyd No. 12 Hyd No. 15 Hyd No. 18

44
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 90.75 2 722 254,752 ------ ------ ------ POST POI 1 -ONSITE TO SCM 1
2 SCS Runoff 5.426 2 716 13,024 ------ ------ ------ POST POI 1 -OFFSITE TO SCM 1
3 Combine 93.26 2 722 267,776 1,2 ------ ------ POST POI 1 -TO SCM 1
4 Reservoir 3.549 2 900 204,568 3 413.14 188,704 SCM 1
5 SCS Runoff 162.72 2 722 428,742 ------ ------ ------ POST POI 1 -OFFSITE BYPASS
6 SCS Runoff 1.565 2 724 9,741 ------ ------ ------ POST POI 1 -ONSITE BYPASS
7 Combine 164.13 2 722 438,483 5,6 ------ ------ POST POI 1 -BYPASS
8 Combine 164.53 2 722 643,051 4, 7 ------ ------ POST POI 1 TOTAL
9 SCS Runoff 14.25 2 728 63,148 ------ ------ ------ PRE POI 1 -ONSITE
10 SCS Runoff 142.68 2 722 410,482 ------ ------ ------ PRE POI 1 -OFFSITE
11 Combine 155.65 2 724 473,630 9, 10 ------ ------ PRE POI 1 TOTAL
12 Combine 257.39 2 722 706,259 1,2,5, ------ ------ POST POI 1 -NO DETENTION
6,
14 SCS Runoff 23.09 2 728 84,088 ------ ------ ------ PRE-POI 2
15 SCS Runoff 1.584 2 726 5,131 ------ ------ ------ POST POI 2 TOTAL
17 SCS Runoff 15.82 2 724 46,464 ------ ------ ------ PRE-POI 3
18 SCS Runoff 4.852 2 724 15,334 ------ ------ ------ POST POI 3 TOTAL
20 Combine 193.01 2 724 604,182 11, 14, 17, ------ ------ PRE-TOTAL
21 Combine 170.63 2 722 663,515 8, 15, 18, ------ ------ POST-TOTAL W1 SCMs
22 Combine 263.50 2 722 726,723 12, 15, 18, ------ ------ POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 25 Year Wednesday, 07 /24/2024

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 90.75 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 254,752 cuft
Drainage area = 24.380 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.80 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE TO SCM 1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - OFFSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 5.426 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 13,024 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE TO SCM 1
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 2 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 93.26 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 267,776 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 25.050 ac
POST POI 1 - TO SCM 1
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 — Hyd No. 1 Hyd No. 2

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 3.549 cfs
Storm frequency = 25 yrs Time to peak = 900 min
Time interval = 2 min Hyd. volume = 204,568 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 413.14 ft
Reservoir name = SCM 1 Max. Storage = 188,704 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 3 ® Total storage used = 188,704 cuft

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 162.72 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 428,742 cuft
Drainage area = 51.410 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 1.565 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 9,741 cuft
Drainage area = 5.370 ac Curve number = 40
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 164.13 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 438,483 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 56.780 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7 — Hyd No. 5 Hyd No. 6

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 164.53 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 643,051 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 4 Hyd No. 7

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
PRE POI 1 - ONSITE
Hydrograph type = SCS Runoff Peak discharge = 14.25 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 63,148 cuft
Drainage area = 19.080 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - ONSITE
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
PRE POI 1 - OFFSITE
Hydrograph type = SCS Runoff Peak discharge = 142.68 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 410,482 cuft
Drainage area = 52.060 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - OFFSITE
Q (cfs) Hyd. No. 10--25 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
PRE POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 155.65 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 473,630 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 71.140 ac
PRE POI 1 TOTAL
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 257.39 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 706,259 cuft
Inflow hyds. = 1, 2, 5, 6 Contrib. drain. area = 81.830 ac
POST POI 1 - NO DETENTION
Q (cfs) Hyd. No. 12 --25 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 12 — Hyd No. 1 Hyd No. 2 Hyd No. 5 Time (min)
Hyd No. 6

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 23.09 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 84,088 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 14--25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
POST POI 2 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 1.584 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 5,131 cuft
Drainage area = 0.660 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 TOTAL
Q (cfs) Hyd. No. 15--25 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 17
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 15.82 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 46,464 cuft
Drainage area = 6.950 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 17--25 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 18
POST POI 3 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 4.852 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 15,334 cuft
Drainage area = 1.580 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 19.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 3 TOTAL
Q (cfs) Hyd. No. 18--25 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 20
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 193.01 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 604,182 cuft
Inflow hyds. = 11, 14, 17 Contrib. drain. area = 18.490 ac
PRE - TOTAL
Q (cfs) Hyd. No. 20--25 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 11 Hyd No. 14 Hyd No. 17

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 170.63 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 663,515 cuft
Inflow hyds. = 8, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 21 --25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 21 — Hyd No. 8 Hyd No. 15 Hyd No. 18

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 263.50 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 726,723 cuft
Inflow hyds. = 12, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 22 --25 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 22 — Hyd No. 12 Hyd No. 15 Hyd No. 18

64
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 129.44 2 722 362,982 ------ ------ ------ POST POI 1 -ONSITE TO SCM 1
2 SCS Runoff 6.794 2 716 16,418 ------ ------ ------ POST POI 1 -OFFSITE TO SCM 1
3 Combine 132.58 2 722 379,400 1,2 ------ ------ POST POI 1 -TO SCM 1
4 Reservoir 20.31 2 746 315,967 3 413.51 202,982 SCM 1
5 SCS Runoff 246.49 2 720 642,778 ------ ------ ------ POST POI 1 -OFFSITE BYPASS
6 SCS Runoff 5.450 2 724 20,384 ------ ------ ------ POST POI 1 -ONSITE BYPASS
7 Combine 251.35 2 722 663,162 5,6 ------ ------ POST POI 1 -BYPASS
8 Combine 251.83 2 722 979,129 4, 7 ------ ------ POST POI 1 TOTAL
9 SCS Runoff 30.89 2 726 113,096 ------ ------ ------ PRE POI 1 -ONSITE
10 SCS Runoff 218.05 2 722 615,400 ------ ------ ------ PRE POI 1 -OFFSITE
11 Combine 245.58 2 724 728,496 9, 10 ------ ------ PRE POI 1 TOTAL
12 Combine 383.93 2 722 1,042,561 1,2,5, ------ ------ POST POI 1 -NO DETENTION
6,
14 SCS Runoff 36.47 2 728 128,925 ------ ------ ------ PRE-POI 2
15 SCS Runoff 2.444 2 724 7,748 ------ ------ ------ POST POI 2 TOTAL
17 SCS Runoff 25.11 2 722 71,812 ------ ------ ------ PRE-POI 3
18 SCS Runoff 7.105 2 724 22,242 ------ ------ ------ POST POI 3 TOTAL
20 Combine 305.27 2 724 929,234 11, 14, 17, ------ ------ PRE-TOTAL
21 Combine 260.97 2 722 1,009,118 8, 15, 18, ------ ------ POST-TOTAL W1 SCMs
22 Combine 393.07 2 722 1,072,552 12, 15, 18, ------ ------ POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 100 Year Wednesday, 07 /24/2024

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 129.44 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 362,982 cuft
Drainage area = 24.380 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.80 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE TO SCM 1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - OFFSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 6.794 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 16,418 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE TO SCM 1
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 2 Time (min)

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 132.58 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 379,400 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 25.050 ac
POST POI 1 - TO SCM 1
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 20.31 cfs
Storm frequency = 100 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 315,967 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 413.51 ft
Reservoir name = SCM 1 Max. Storage = 202,982 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 4 Hyd No. 3 ® Total storage used = 202,982 cuft

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 246.49 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 642,778 cuft
Drainage area = 51.410 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 5.450 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 20,384 cuft
Drainage area = 5.370 ac Curve number = 40
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 251.35 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 663,162 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 56.780 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7 — Hyd No. 5 Hyd No. 6

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 251.83 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 979,129 cuft
Inflow hyds. = 4, 7 Contrib. drain. area = 0.000 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 4 Hyd No. 7

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
PRE POI 1 - ONSITE
Hydrograph type = SCS Runoff Peak discharge = 30.89 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 113,096 cuft
Drainage area = 19.080 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - ONSITE
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
PRE POI 1 - OFFSITE
Hydrograph type = SCS Runoff Peak discharge = 218.05 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 615,400 cuft
Drainage area = 52.060 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1 - OFFSITE
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
PRE POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 245.58 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 728,496 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 71.140 ac
PRE POI 1 TOTAL
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 383.93 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,042,561 cuft
Inflow hyds. = 1, 2, 5, 6 Contrib. drain. area = 81.830 ac
POST POI 1 - NO DETENTION
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 12 — Hyd No. 1 Hyd No. 2 Hyd No. 5 Time (min)
Hyd No. 6

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 36.47 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 128,925 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
POST POI 2 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 2.444 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 7,748 cuft
Drainage area = 0.660 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 TOTAL
Q (cfs) Hyd. No. 15-- 100 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 15 Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 17
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 25.11 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 71,812 cuft
Drainage area = 6.950 ac Curve number = 60
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 17 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 17 Time (min)

80
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 18
POST POI 3 TOTAL
Hydrograph type = SCS Runoff Peak discharge = 7.105 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 22,242 cuft
Drainage area = 1.580 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 19.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 3 TOTAL
Q (cfs) Hyd. No. 18 -- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Time (min)

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 20
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 305.27 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 929,234 cuft
Inflow hyds. = 11, 14, 17 Contrib. drain. area = 18.490 ac
PRE - TOTAL
Q (cfs) Hyd. No. 20 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 11 Hyd No. 14 Hyd No. 17

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 260.97 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,009,118 cuft
Inflow hyds. = 8, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 21 -- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 ML 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 21 — Hyd No. 8 Hyd No. 15 Hyd No. 18

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 393.07 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,072,552 cuft
Inflow hyds. = 12, 15, 18 Contrib. drain. area = 2.240 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 22 -- 100 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 22 — Hyd No. 12 Hyd No. 15 Hyd No. 18

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION J - NITROGEN LOADING/SNAP TOOL
www.timmons.com
TIMMONS GROUP

/
/ LEGEND
I /
PROPOSED BOUNDARY
ROADWAY
PARKING/SIDEWALK
I 1 _ ROOF BUA (TOWNHOME 19 )
MANAGED PERVIOUS / LANDSCAPING
_ I = LAND TAKEN UP BY SCM
/ A
NOTE: 20' X 10' DRIVEWAYS
ACCOUNTED FOR BY NOT SHOWN
O O
\ � °
' O .0
0 0 Oo° O oo° ° 1' 0
°o --- ---
/, O ° -/- O °0 ° °O 1 °
° -
g
o II °
I u ' '°
1
° 1 o,°° ° O
0 o O O. O
0 ° 0
/ ° o 0 0 O O 0 0 O O o 0, �,I, 6 o
o ° ° ° 0 0 0 ° 0
Lolhow
° ° = _ - _ - - - - ----
SCM #1 ; ' ° - _ - - - -
(WET POND) 0 0 —
° °
/ o ° o 0 0 0 0 0 0 0 0 0 0 0 0 0
o ° ° ° 0 0 0 0 0 0 0 0 0
o1 2 0 —
� I i
WRENN FARMS
YOUNGSVILLE NORTH CAROLINA
JANUARY, 2024
SCALE 1"=200' -
TIMMONS GROUP
CIVIL ENGINEERING I unoscnrEnxc"ir—RE I sua ING
0 200' 400' 5410 Trinity Road,Suite 102 1 Raleigh,NC 27607
TEL [phone] FAX [phone] www.timmons.com

Prolect Information Complete this sheet if required by your reviewing authority.
Contact them for any questions. Grey boxes/text are optional.
SNAPv4.2.0 LOCATION
Project Name(optional): Wrenn Farms Parcel ID(optional):
Submission Date(optional): 7/23/2024 date Nutrient Management Watershed: Neuse menu
Local Jurisdiction/Reviewing Agency: State/Federal menu Subwatershed: Neuse-Upper menu
Project Latitude Coordinates(optional): N Phosphorus Delivery Zone: Neuse-Upper 03020201 menu
Project Longitude Coordinates(optional): W Nitrogen Delivery Zone: Neuse-Upper 03020201 menu
PROJECT DETAILS
Development Land Use Type: Single Family Residential menu Disturbed Area: 1,306,800 ftz
Part of Common Development Plan? no y/n Project Activity: New Development menu
Designated Downtown Area? no y/n Prolect Drains to SA Waters? no y/n
Public Linear Road/Sidewalk Project? no y/n Pre-Project Land Use: Iforest menu
Project Owner Type: Private menu Project Description(optional):
STORMWATER DETAILS
(Falls ONLY)Onsite Reduction%Req. i Prolect Uses LID/Runoff Volume Match? no y/n
Existing BUA/Development Onsite? no y/n Local Gov't nutrient req's same as State? yes y/n
Local Gov't cutoff date for Existing BUA: date Project Drains to Regional SCM? no y/n
Nitrogen Export Rate Target: 3.60 b/ac/yr Total Nitrogen Offset Credits Needed: 7.0 ib/yr
Phosphorus Export Rate Target: ib/ac/yr Total Phosphorus Offset Credits Needed: ib/yr

SNAP v4.2.0
Project Area and Offsite Land Cover Characteristics Precipitation Neuse
Station:
Copy Paste VALUES ONLY for Best Results Click here to scroll down to error messages on this sheet.
PROJECT AREA LAND COVERS TN EMC(mg/L) TP EMC(mg/L) Pre-Project Area (ft) Post-Project Area (ft) Change pre-to-post(ft2
Roof 1.18 0.11 372,069 372,069
Roadway 1.64 0.34 164,656 164,656
Parking/Driveway/Sidewalk 1.42 0.18 45,738 45,738
Protected Forest 0.97 0.03 516,622 55,756 -460,866
Managed Pervious/Landscaping 2.48 1.07 827,640 664,323 -163,317
Offsite or Existing Roof 1.18 0.11 0
Offsite or Existing Roadway 1.64 0.34 0
Offsite or Existing Parking/Driveway/Sidew, 1.42 0.18 0
Offsite Protected Forest 0.97 0.03 0
Offsite Managed Pervious 2.48 1.07 0
CUSTOM LAND COVER 1 0
CUSTOM LAND COVER 2 0
CUSTOM LAND COVER 3 0
LAND TAKEN UP BY SCM 1.18 0.11 41,720 41,720
Total (Regulated & UnReg)Area 1,344,262.00 1,344,262.00
Project (Regulated)Area 1,344,262.00 1,344,262.00

SCM Characteristics
Stormwater Control Measure (SCM) Characteristics
Click here to go to
SNAP v4.2.0 Copy EtPaste VALUES ONLY for SCM101's Land Cover Data
Best Results
Catchment ID 1 1 1
Drains to Drains to
SCM ID 101 102 103
Type of SCM Wet Pond
' Hydrologic soil group at SCM location A
LSCM Description scm 1
FF Design Storm Size(inches/24hrs) 1.00
LPercent of Full Size 100%
■ %Annual Effluent 63% 0% 0%
■ %Annual Overflow 16% 0% 0%
■ %Annual ET/Infiltrated 21% 0% 0%
■ Custom %Annual Effluent
Custom%Annual Overflow
Custom %Annual ET/Infiltrated
■ SCM Effluent TP EMC(mg/L) 0.13 0.00 0.00
SCM Effluent TN EMC(mg/L) 0.86 0.00 0.00
` Custom Effluent TP EMC
Custom Effluent TN EMC
SCM Land Cover TP EMC(mg/L) 0.11 0.00 0.00
SCM Land Cover TN EMC(mg/L) 1.18 0.00 0.00
This SCM Drains to Numbered SCM 0 0 0
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 101 SCM 102 SCM 103
Catchment 1
Catchment 2
Catchment 3 7
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
- SCM ID: 101 102 103
SCM Drainage Area Land Covers Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM 101(ft2) SCM 102(ft2) SCM 103(ft2)
Roof 372,069
Roadway 99,752
Parking/Driveway/Sidewalk 45,738
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidewalk
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 41,720
TOTAL AREA DRAINING TO SCM (ftz): 559,279 0 0
CATCHMENT AREA(ft): 559,279

SCM Characteristics
Stormwater Control Measu
SNAP v4.2.0
Catchment ID II
SCM ID
Type of SCM
Hydrologic soil group at SCM location
LSCM Description
-Design Storm Size(inches/24hrs)
- Percent of Full Size
- %Annual Effluent
- %Annual Overflow
Annual ET/Infiltrated
WCustom %Annual Effluent
Custom%Annual Overflow
Custom %Annual ET/Infiltrated
- SCM Effluent TP EMC(mg/L)
SCM Effluent TN EMC(mg/L)
LCustom Effluent TP EMC
IrCustom Effluent TN EMC
IL SCM Land Cover TP EMC(mg/L)
VSCM Land Cover TN EMC(mg/L)
This SCM Drains to Numbered SCM
Catchment Routing
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
Error Check-Min/Max Size:
Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID:
Allowable Total Land Use
Total Land Use Area Post-Project Untreated
SCM Drainage Area Land Covers z Area to be Treated Based on z
Treated By All SCMs(ft ) z Land Area (ft )
Post-Project Areas(ft )
Roof 372,069 372,069 0
Roadway 99,752 164,656 64,904
Parking/Driveway/Sidewalk ' 45,738 45,738 0
Protected Forest 0 55,756 55,756
Managed Pervious/Landscaping 0 664,323 664,323
Offsite or Existing Roof 0 0 0
Offsite or Existing Roadway 0 0 0
Offsite or Existing Parking/Driveway/Sidews 0 0 0
Offsite Protected Forest 0 0 0
Offsite Managed Pervious 0 0 0
CUSTOM LAND COVER 1 0 0 0
CUSTOM LAND COVER 2 0 0 0
CUSTOM LAND COVER 3 0 0 1 0
LAND TAKEN UP BY SCM 41,720 41,720 1 0
TOTAL AREA DRAINING TO SCM (ftz): I 559,279 1,344,262 �=784,983
CATCHMENT AREA(ft):

Nutrient Export Summary
Landcover Ft SCM Data Review
Errors/Advisories
Avg Annual precip(in) = 45.76
Total (Regulated+
Unregulated)Area (ft) 1,344,262=
Project(Regulated)
Area (ft )
Z 1,344,262
_
Net BUA(Project Area
Z 582,463 Net BUA indicates new development or expansion.
BUA only ft ) _
Custom Landcovers are
present:
no
Total Nitrogen Export Target
111.10
Scaled to Project Area (lb/yr):
MMM
Total Area Project Area Total Area Project Area
(Onsite+ Post-Project Post-Project
Nutrient Export Summary (onsite Only)
Offsite) Pre-Protect before before
Pre-Protect Treatment Treatment
Area (All Landcover Types) (acres) 30.8600 30.8600 30.8600 30.8600
Percent Built-Upon Area (BUA) (%) 0% 0% 43% 43%
Built-Upon Area (BUA) (sqft) 0 0 582,463 582,463
Annual Runoff Volume (ft3/yr) 230,675 230,675 2,165,811 2,165,811
0000000000� 0
Annual Runoff%Change 839% 839%
Total Runoff Change(cuft/yr) 1,935,136 1,935,136
Total Nitrogen EMC(mg/L) 1.90 1.90 1.38 1.38
Total Nitrogen Load Leaving Site(lb/yr) 27.36 27.36 186.37 186.37
Total Nitrogen Loading Rate(I6/ac/yr) 0.89 0.89 6.04 6.04
Total Nitrogen%Change Pre-to-Post °°IN ®® 581% 581%
Total Nitrogen Change (lb/yr) Pre-to-Post ���� ���� ���0���� 0 159.00 159.00
Total Phosphorus EMC(mg/L) 0.67 0.67 0.22 1 0.22
Total Phosphorus Load Leaving Site (lb/yr) 9.66 9.66 30.02 30.02
Total Phosphorus Loading Rate(Ib/ac/yr) 0.31 0.31 0.97 0.97
Total Phosphorus%Change Pre-to-Post 211% 211%
Total Phosphorus Change (lb/yr)Pre-to-Post oIC 20.37 20.37
SCM/Catchment Summary

SCM ID and Type Volume TN Reduction TP Reduction TN Out TP Out
Reduction(%) M M (lbs/ac/yr) (lbs/ac/yr)
Catchment 1 21.11% 42.06% 32.01% 6.61 0.95
101:Wet Pond 21.11% 42.06% 32.01% 6.61 0.95
102:NA 0.00% 0.00% 0.00% 0.00 0.00
103:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 2 0.00% 0.00% 0.00% 0.00 0.00
201:NA 0.00% 0.00% 0.00% 0.00 0.00
202:NA 0.00% 0.00% 0.00% 0.00 0.00
203:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 3 0.00% 0.00% 0.00% 0.00 0.00
301:NA 0.00% 0.00% 0.00% 0.00 0.00
302:NA 0.00% 0.00% 0.00% 0.00 0.00
303:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 4 0.00% 0.00% 0.00% 0.00 0.00
401:NA 0.00% 0.00% 0.00% 0.00 0.00
402:NA 0.00% 0.00% 0.00% 0.00 0.00
403:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 5 0.00% 0.00% 0.00% 0.00 0.00
501:NA 0.00% 0.00% 0.00% 0.00 0.00
502:NA 0.00% 0.00% 0.00% 0.00 0.00
503:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 6 0.00% 0.00% 0.00% 0.00 0.00
601:NA 0.00% 0.00% 0.00% 0.00 0.00
602:NA 0.00% 0.00% 0.00% 0.00 0.00
603:NA 0.00% 0.00% 0.00% 0.00 0.00

SNAP v4.2.0
Errors/Advisories
SCM Area (ft2) = 41,720
SCM Treated Area (ft) = 559,279
Catchment Routing: No errors
Treating Runoff from
Existing BUA or Offsite: no
Disturbed Area (ft2) = 1,306,800
Total Phosphorus Export Target
0.00
Scaled to Project Area (lb/yr):
Total Area Project Area Total Area Project Area Total Area Project Area
Post-Project Post-Project Post-Project Post-Project Post-Project Post-Project
after Treatment after Treatment SCM-Treated SCM-Treated Untreated Untreated
11 Area Only Area Only Areas Areas
30.8600 30.8600 12.8393 12.8393 18.0207 18.0207
43% 439/. 93% _ 93% 8/ 8%
582,463 582,463 517,559 �517,559 64,904 I 64,904
1,779,456 1,779,456 1,444,277 1,444,277 335,179 335,179
0000000000 0000 000 0 , bWMMMWMN o
671% 671% o00000000000 00 0001,
1,548,781 1,548,781 000000000000000000000 0 0 ,, o00
1.12 1.12 0.94 _ 0.94 1.91 1.91
124.77 124.77 84.86 _ 84.86 39.90 39.90
4.04 4.04 6.61 6.61 2.214 2.21
356% 356% \\\ \ \\\\\\\\\, \\\\\\\\\\\WOMB \ \\\\\
97.40 97.40 I IIII IIII II
0.22 0.22 0.14 0.14 0.58 0.58
24.30 24.30 12.17 12.17 12.13 12.13
0.79 0.79 0.95 0.95 0.67 0.67
152% 152% o00 000 00 00, o005
N o0
�������� �� ����o ������������
14.64 14.64 0000000000 0000 o boo �o 0

Falls Lake ONLY: Onsite Reduction Compliance Check
Nitrogen Phosphorus
Onsite% Reduction Requirement
Export Target Scaled to Area (lb/yr) 111.10
Export Load Post-Project Before Treatment 186.37 30.02
Total Reduction Need (lb/yr)
Onsite Reduction Need (lb/yr)
Onsite Export Target(lb/yr)
Project Area Post-Project After Treatment 124.77 24.30

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
SNAP v4.2.0
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
http://deq.nc.gov/about/divisions/water-resources/pia nning/nonpoi nt-sou rce-ma nagement/nutrient-offset-information
PROJECT INFORMATION
Applicant Name:
Project Name: Wrenn Farms
Project Address:
Date: (mm/dd/yyyy) Development Land Use Type: Single Family Residential
County: Project Activity Type: New Development
Project Area(sqft): 1,344,262 Project Latitude:1 0.000000
Post-Project Built-Upon Area%: 43.33% 1 Project Longitude:1 0.000000
WATERSHED INFORMATION
Nutrient Management Watershed: Neuse N Target Export Rate (lb/aclyr): 3.60
Subwatershed: Neuse-Upper P Target Export Rate(lb/aclyr): 0.00
Nitrogen Delivery Zone: Neuse-Upper 03020201 Nitrogen Delivery Factor: 100%
Phosphorus Delivery Zone: Neuse-Upper 03020201 Phosphorus Delivery Factor: 100%
PERMANENT NUTRIENT OFFSET REQUEST
Post-Project Nitrogen Calculations-Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TN Permanent Additional Total TN
TN Untreated TN Export TN Treated TN Remaining TN Delivery Offsets permanent
Load(Ib/yr) Target Load Load(lb/yr) Reduction Factor(%) Required Local Gov't Offsets to
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) Buy(lb/yr)
186.4 111.1 124.8 13.7 100.0% 13.7 13.7
Post-Project Phosphorus Calculations-Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TP Export TP Remaining TP Permanent Additional Total TP
TP Untreated TP Treated TP Delivery Offsets Permanent
Load(lb/yr) Target Load Load(Ib/yr) Reduction Factor(%) Required Local Gov't Offsets to
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) Buy(lb/yr)
0.0
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:
Staff Name: Phone:
Staff Email: Date:
Local Government Authorizing Signature: