SW5240201_Stormwater Report_20240627

WRENN FARMS '••'••
. • �f
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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JUNE 20, 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
[e-mail] [e-mail]
www.timmons.com

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
Table of Contents
SECTION A —PROJECT SUMMARY 3
Introduction 3
Stormwater Methodology 3
Stormwater Treatment and Detention 4
SECTION B— SITE MAPS 5
FIRMETTE FEMA Map 5
USDA Soils Map 5
SECTION C— DRAINAGE AREA MAPS 6
Pre-Development Peak Flow Exhibit 6
Post-Development Peak Flow Exhibit 6
Post-Development Culvert 3000 Peak Flow Exhibit 6
SECTION D— SCM DESIGN 7
SCM (Wet Pond) Design Calculations 7
Culvert 3000 Design 10 & 100 Year Events 7
SECTION E— RAINFALL DATA 8
SECTION F— STORM ANALYSIS— 100 SERIES 9
Storm Sewer Summary Report 9
Velocity Report— 2 YR 9
Inlet Gutter Spread Report—4" / HR 9
Hydraulic Grade Line Computation — 10 YR 9
SECTION G— STORM ANALYSIS— 200 SERIES 10
Storm Sewer Summary Report 10
Velocity Report—2 YR 10
Inlet Gutter Spread Report—4" / HR 10
Hydraulic Grade Line Computation — 10 YR 10
SECTION J— HYDRAFLOW REPORT 11
Delineation Drainage Area Calculations 11
Culvert 3000 C Value Calculation 11
Hydraflow Report 11
Culvert HydraFlow Report 11
SECTION K— NITROGEN LOADING 12
Nitrogen Loading Calculations — SNAP Tool 12
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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
Nitrogen Loading Exhibit 12
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TIMMONS GROUP I www.timmons.com I
YOUR VISION ACHIEVED THROUGH OURS.

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 (P01) 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.
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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

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-,
25-year, 24-hour storm event of the proposed development. Additionally, this project will propose an 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 115.37 164.50
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
YOUR VISION ACHIEVED THROUGH OURS.

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION B - SITE MAPS
FIRMETTE FEMA Map
USDA Soils Map
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•
TIMMONS GROUP www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

National Flood Hazard Layer FIRMette - FEMA Legend
78°29'47"W 36°2'33"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT_
I it r J
/ . F- Without Base Flood Elevation(BFE)
` LL11J �� Zone A,V,A99
II '' . lll
.J_, SPECIAL FLOOD With BFE or Depth Zone AE,AO,AH,VE,AR
• Zone �+
7 ch Ci;' HAZARD AREAS Regulatory Floodway
II / '' '•.� re) IA
• ' �' + '' �� I 0.2%Annual Chance Flood Hazard,Areas
S -.� of 1%annual chance flood with average
• '. ♦. '' .. depth less than one foot or with drainage
areas of less than one square mile zonex
INI '� 4 '' ,^ _ Future Conditions 1%Annual
l M Chance Flood Hazard zonex
1 ' ♦. �.4 • ,' �" Area with Reduced Flood Risk due to
J , OTHER AREAS OF Levee.See Notes.zone x
.' ♦ .' . FLOOD HAZARD �� Area with Flood Risk due to Leveezone D
*414444 N t
' �' ♦ . .' .• , NO SCREEN Area of Minimal Flood Hazard zonex
• . ' . • Effective LOMRs
• 1 OTHER AREAS Area of Undetermined Flood Hazard Zone
• 1.
�� GENERAL ----- Channel,Culvert,or Storm Sewer
4044 STRUCTURES I I 1 1 1 1 1 Levee,Dike,or Floodwall
' ` 0 20.2 Cross Sections with 1%Annual Chance
��� t�s Water Surface Elevation
TOWN OF YOUNGS�'ILLE— AREA OF MIPJIM FLOOD HAZARD #► ii4 8— - - Coastal Transect
370404-94 r -^^^•513^— Base Flood Elevation Line(BFE)
a e x �`
lib I . • 1 Limit of Study
Jurisdiction Boundary
j --- Coastal Transect Baseline
OTHER _ — Profile Baseline
3720184300K 3720185300K
/ r . FEATURES Hydrographic Feature
eff.4/16/2013 eff.4/16/2013
i , Digital Data Available• N
r No Digital Data Available
1
II 44* MAP PANELS Unmapped
i �.
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The pin displayed on the map is an approximate
9
point selected by the user and does not represent
an authoritative property location.
• This map complies with FEMA's standards for the use of
t 4' digital flood maps if it is not void as described below.
p' • �„y The basemap shown complies with FEMA's basemap
accuracy standards
../: •r•. The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
w exported on 1Oda/7/ 22 a 8: Asnot
• • reflect changes or mendments20 subsequent to
doe this date and
r time.as The xport NFHL an effective informationt M may
and chan nge or
become superseded by new data over time.
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\� This map image is void if the one or more of the following map
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elements do not appear:basemap imagery,flood zone labels,
i A' s ; - legend,scale bar,map creation date,community identifiers,
C 78°29'10"W 36°2'4"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.V 00o unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

Hydrologic Soil Group—Franklin County,North Carolina
(Wrenn Farms Soil Boundary)
Psi ol
n
725600 r2b7W 725800 725900 726000 726100
36°2'23"N 36°2'23"N
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36°1'57'N 36°1'57'N
725603 725700 725803 725900 726000 726100
3 3
Map Scale:1:4,000 if printed on A portrait(8.5"x 11")sheet.
Meters
p N 0 50 100 200 300
Feet
0 150 300 600 900
Map projection:Web Mercator Corner coordinates:WGSR4 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 9/22/2022
101. 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(AOI) a C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p 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
n 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
BID
+-+-+ Rails Please rely on the bar scale on each map sheet for map
n C measurements.
▪ Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
1—I Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines projection,which preserves direction and shape but distorts
Background
• • A distance and area.A projection that preserves area,such as the
III Aerial Photography Albers equal-area conic projection,should be used if more
• • AiD accurate calculations of distance or area are required.
. B This product is generated from the USDA-NRCS certified data as
�. B/D of the version date(s)listed below.
• C Soil Survey Area: Franklin County, North Carolina
• Survey Area Data: Version 25,Jan 21,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• • Not rated or not available Date(s)aerial images were photographed: Apr 25,2022—May
Soil Rating Points 20,2022
O A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• BID
USDA 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 (ND, 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
Conservation Service National Cooperative Soil Survey Page 4 of 4

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
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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
.••••.•
• • •
TIMMONS GROUP I
www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Wrenn Farms Project No.: 54949
Calculated By: JRW Date: 6/20/2024
Wet Pond Design Calculations SCM 1
Pollutant/ Nutrient Removal
Total Suspended Solids(TSS) 85%
Nitrogen 30%
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 7.28 Townhome Lot 183 1100 4.62
Impervious R/W 3.14 Future Apartment(80%imperv) 3 2.66
Managed Pervious 13.75
Impervious Other 0.87
Subtotal
Streets and SW
Description Length (LF) Imp(SF)/LF Total Imp Area
27'B-B(Road+C&G) 3702 2.29
5'Sidewalk 3702 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 0.62 Grand Total Impervious Area(AC): 11.30
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM
Impervious Area Acres Required Surface Area of Permanent Pool
Offsite Impervious Area 0.67
Onsite Impervious Area 11.30 Average Depth(ft)= 4.0
Total Impervious Area 11.97 SA/DA Ratio= 1.46
Required SA(ft2)= 15,931
Total Drainage Area To SCM 25.05 SA as Shown(ft2)= 18,533
Percent Impervious Area 48% SA/DA Ratio from latest NCDENR BMP Manual

SA/ DA Pond Volumes and Areas (Below Permanent/ Normal Pool)
Elevation Main Forebay Depth Main Forebay Total
(ft) Area(sf) Area(sf) (ft) Inc.Vol (cf) Inc.Vol (cf) Vol (cf)
401.0 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,U1:) 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%-20%)of the Permanent Pool Volume. 18%
Water Quality and Quantity Volumes (Above 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 0.00 Permanent Pool Elevation Notes
408.0 26,613 1.00 22,573 22,573
408.7 27,990 1.69 18,876 41,449 WQE/TPE
409.0 28,605 2.00 8,733 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
Verify the Average Depth of Pool (Dave) -Equation 3.
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 shelf= 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 Day down to nearest 0.5 ft)
1.0" Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the"Simple Method" as described by Schueler(1987)
Where: Rv= Runoff Coefficient, in/in
I = Percent Impervious 1= 47.8%
Rv=0.05+0.009(1) Rv= 0.480
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= 43,638 cu.ft.
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.69 18,533 27,990 43,638 408.69

Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume
Q,..=CdA(2gh)1 2 (Orifice Equation; Cd=0.60; h = Ho/3)
3.00 Orifice Diameter(inches)
1.57 Ho(Driving Head to Centroid of Orifice)(ft)
0.52 Ho/3(Per orifice equation recommendation in NCDEQ SWM Design Manual, Part B)
0.17 Q1.0"Drawdown Rate(cfs)
43,638 Water Quality Volume(VWQ)
VWQ/(Q1"x 86,400) Drawdown Time(days)
3.0 Drawdown Time da s 2-5 da s
Pond / 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 1'Above TPE)
Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev 408.69 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) 408.77 ft 0.30 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 412.32 ft 0.54 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 413.10 ft 2.21 CFS
100 Yr Water Surface Elev Peak Flow(CFS) 413.37 ft 12.49 CFS
Pond Detail
Top of Riser: 413.00 3 in WQ Orifice Elev
Top of WQ Pool: 408.69 407.00 10'Berm 415.00
100 Yr 413.37
Spillway 414.00
25 Yr 413.10
_ 10 Yr 412.32
1 Yr 408.77
Pond Bottom
402.00
See Plan for
accurate outlet design
Inv Out:
403.41
Diss Pad
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 lbs 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 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 Autodesk®Civil 3D®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
EIe .ttl 10-Year Event Hw Depth(0)
4I E CG 5.19
415.00 4.19
414.00 3.19
413.00 2.19
_Inge:coflh
412.00 1.19
1
411.00 Alb 11 .10.19
410.00 - - -0.81
409.00 - I -1.81
0 10 20 30 40 50 60 7D 00 9D 1DC 110 120 130 140
CirculerCulven HGL Embank
Reach(0)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®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
EIe .el 100._Year Event Hw Depth(0)
4I E:C 5.19
415.00 1111///11- - 4.19
414.00 3.19
413.00 2.19
InIEt COiltf�
412.00 1.19
AL-1M11
411.00 III
0.19
410.00 - - -0.81
409.00 - -1.81
0 10 20 30 40 50 60 7D 80 9D 1D:, 110 120 130 140
CircularCulvert HGL Embank
Reach(0)

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION E - RAINFALL DATA
,.••...
• .
TIMMONS GROUP www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

NOAA Atlas 14,Volume 2,Version 3
Location name:Youngsville,North Carolina,USA* nailhh„one ,
Latitude:36.0369°,Longitude:-78.4945° eA.
Elevation:441.54 ft** i
%� *source:ESRI Maps •"* ,a
**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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.85 5.65 6.47 7.22 8.02 8.62 9.16 9.62 10.1 I 10.6
(4.48-5.28) (5.21-6.16) (5.94-7.02) (6.64-7.85) (7.32-8.70) (7.82-9.35) (8.27-9.94) (8.64-10.5) (9.04-11.0) (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) (4.16-4.92) (4.76-5.62) (5.30-6.28) (5.83-6.93) (6.23-7.45) (6.57-7.89) (6.85-8.30) (7.15-8.73) (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 1 2.62 3.10 3.53 4.00 4.36 4.69 4.99 5.36 5.65
(2.04-2.41) (2.41-2.85) (2.85-3.37) (3.24-3.83) (3.65-4.34) (3.96-4.73) (4.24-5.09) (4.48-5.43) (4.77-5.83) (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) I (1.51-1.79) (1.83-2.16) (2.11-2.50) I (2.43-2.89) (2.68-3.21) (2.92-3.51) I (3.14-3.81) (3.42-4.18) I (3.64-4.49)
2-hr 0.810 0.966 1.18 1.38 1.62 1.82 2.02 2.22 1 2.48 I 2.70
(0.740-0.888) (0.886-1.06) (1.08-1.29) (1.26-1.51) (1.46-1.76) (1.64-1.98) (1.81-2.20) (1.97-2.41) (2.18-2.69) (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) (1.06-1.28) (1.19-1.46) (1.32-1.63) (1.46-1.80) (1.63-2.04) (1.78-2.26)
6-hr 0.344 il 0.411 0.505 1 0.595 0.708 1 0.808 0.907 1.01 1.15 1.28
(0.314-0.380) (0.376-0.453) (0.460-0.556)1(0.541-0.654)1(0.639-0.776)1(0.724-0.884) (0.807-0.993) (0.891-1.10) 1 (1.00-1.26) (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 i 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 I 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) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.017)1(0.017-0.019) (0.018-0.020)
1 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: 36.0369°, Longitude: -78.4945°
100.000
Average recurrence
interval
L 10.000 - (years)
1
41.000 -•-•-- -
d �- - 5
c \ — 25
0.100 -... em,=, -
co — 50
a` 0.010 --- - - -= 500
— 1000
0.001
c c c c c i- I I- >, >,>. >. >, >, >, >,>.
.F .- . L L . L L r0 r0 40 N Z0 2 2 r0 40
Vl - - rn r-I N N AI� O ID r-I N rn .7 VZ
Duration
100.000 , I I I
10.000 •-
c •
Duration
7/1 1.000 - - — 5-min — 2-day
ai
— 10-min — 3-day
c 15-min — 4-day
o
::: : :
-
10 day
- - 3-hr — 30-day
— 6fir — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Aug 23 12:12:55 2022
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Maps & aerials
Small scale terrain

Young sville '+
3km
2mi
Large scale terrain
• 'Lyfctlburg
sburg s Roanoke
N orfol
-Sal ern O
• • Durham
■� RockyMount
Raleigh
• •
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harl^rro Amami , p
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•
Large scale map
3lackshurg ,ttoanoke
Norte
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Rocky Mount
R�leigh
Green vi II-
North
Carolina
tarlotte
F ayettevi lle
100km
60mi Jacksonville
Large scale aerial

lack_tiir
N orf of
ston-Salem
• Durham , Rocky Mount
Greensboro
Raleigh
•
Greenville
North
Carolina.
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Fayetteville
100km
60mi Jacksonville
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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?:HDSC.Questions@ noaa.gov
Disclaimer

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

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) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 Grate 01101 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)A 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) (%) (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 3.62 447.04 443.55 457.46 452.59 447.33j 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 01134 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 DI 136 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 DI 121 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 DI 125 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) (%)
1 Grate 01101 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 01118 20 0.03 5.0 5.65 0.12 4.93 33.196 24 0.013 1.63
23 Dp-Curb TI 116A 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)A 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) (%)
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 DI 111A 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 01134 3 0.80 14.4 3.90 2.18 1.32 57.768 18 0.013 3.46
29 Grate 01135 28 0.53 10.1 4.53 1.68 2.27 283.843 18 0.013 5.32
30 Grate DI 136 29 0.40 8.2 4.90 1.37 5.35 145.724 15 0.013 4.95
31 Grate 01137 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 DI 121 33 0.69 15.0 3.83 1.85 3.01 99.054 18 0.013 0.87
35 Grate 01123 34 0.39 8.9 4.75 1.30 3.21 305.328 18 0.013 4.67
36 Grate DI 125 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)A 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 D1101 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 01118 Grate Offsite 0.03 5.0 4.00 0.70 8.51 0.00 8.33 0.19 0.044 2.84
23 TI 116A 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)A 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 DI 111A 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 01134 Grate Offsite 0.27 5.0 4.00 0.70 0.76 0.00 0.76 0.00 0.127 0.94
29 01135 Grate Offsite 0.13 5.0 4.00 0.70 0.36 0.00 0.36 0.00 0.044 0.87
30 DI 136 Grate Offsite 0.16 5.0 4.00 0.70 0.45 0.00 0.45 0.00 0.091 0.82
31 D1137 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 DI 121 Grate Sag 0.30 5.0 4.00 0.70 0.84 0.00 0.84 0.00 Sag 0.78
35 01123 Grate Offsite 0.13 5.0 4.00 0.70 0.36 0.00 0.36 0.00 0.029 0.94
36 DI 125 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
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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
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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
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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
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HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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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
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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
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26.855Lt-18"L 0.34%
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
co ci
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398.00 I 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 G - STORM ANALYSIS - 200 SERIES
Storm Sewer Summary Report
Velocity Report - 2 YR
Inlet Gutter Spread Report - 4" / HR
Hydraulic Grade Line Computation - 10 YR
.••••
• s '•
www.timmons.com
TIMMONS GROUP
ruua VIQIVN ALHLLVLD THHOVLH VVks.

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) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 Grate DI 201 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 DI 207 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 DI 208 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 DI 209 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 TI 229 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) (%) (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 DI 223 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 211B 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 DI 207A 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) (%)
1 Grate DI 201 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 DI 207 5 5.87 22.0 3.14 11.99 6.72 94.802 30 0.013 0.60
7 Grate DI 208 6 5.14 21.3 3.20 10.68 6.49 193.007 30 0.013 2.42
8 Grate DI 209 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 DI 218 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 TI 229 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)A 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) (%)
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 DI 222 25 0.54 16.1 3.70 1.30 3.11 111.400 15 0.013 0.67
27 Grate DI 223 26 0.38 14.4 3.90 0.96 3.22 110.105 15 0.013 1.35
28 Grate DI 225 27 0.15 5.0 5.65 0.55 2.59 252.527 15 0.013 1.93
29 Grate DI 211B 8 0.29 18.2 3.48 0.66 3.35 138.995 15 0.013 2.08
30 Grate DI 212A 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 DI 207A 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)A 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 DI 201 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 DI 207 Grate Sag 0.44 5.0 4.00 0.65 1.14 0.00 1.14 0.00 Sag 0.96
7 DI 208 Grate Sag 0.16 5.0 4.00 0.65 0.42 0.00 0.42 0.00 Sag 0.49
8 DI 209 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 DI 218 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 TI 229 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)A 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 DI 222 Grate Sag 0.16 5.0 4.00 0.65 0.42 0.00 0.42 0.00 Sag 0.49
27 DI 223 Grate Offsite 0.23 5.0 4.00 0.65 0.60 0.00 0.60 0.00 0.128 0.86
28 DI 225 Grate Sag 0.15 5.0 4.00 0.65 0.39 0.00 0.39 0.00 Sag 0.47
29 DI 211B Grate Sag 0.18 5.0 4.00 0.65 0.47 0.00 0.47 0.00 Sag 0.53
30 DI 212A 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 DI 207A 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
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

Storm Sewer Profile Proj. file: STRM 200.stm
0
= — M C to CO N. o)
N .. Co C C
C .. 7 C ' C 7 C S. C 7 C ' .. 7 C 7 J 7 J
O0 C J Q C C O C J Q C J O C J Q C J Q C J O C C O.C J 0 C O c i
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00 •
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463.00 - —463.00
•
450.00 — • Z Z —450.00
Z /
437.00 — 437.00
—"will 0111111.-
4
. _ ________,_____iiiiiwiii;;::--- A' ...
260, )J
��
424.00 — ice'— 90.D07Lf-30"@ O.GO% 424.00
— 90.99SLT-30"a)U.6U%
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— 193.00 Lf-30"@ 2.42%
34.802Lf-30"@ 0.60%
411.00 .� _________-- � — 26.496Lf-30"(Ca 4.08% 411.00
mai
— 101.575Lf 30"@ 2.82%
133.972Lf-30"@ 1.00% -
- 36.626Lt-36"L 0.9S% — 135.994Lt-30"L 0.66%
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 to Co
7 C 5 C 5 E 5 E 5 C 5
0 C J O E J O E J O C J 0 C J 0
0 Tr Tr �NI� �rl'V �6)O) CO CO ' ON
n N N I 01 7 IC)CO (A CO r-co OTr,CO CO CO W
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p W W W W W W W E.
E.
W LT-Et c.) W LULU W W
m E > > m E » co E » m E » co E > > co E >
coD: c c cu EFc co EE.5 co E c c co iEcc co RE
463.00 - 463.00
•
456.00 • 456.00
•
•
449.00 0 449.00
NN
442.00 / - s—
442.00
93 683Lf '
435.00 - —435.00
• 1 I5.005Lf-30"@ 0.50%,_r
— 57.974Lf-15"a 3.71%
428.00 — 2/•000Lf-1b"CD1.6/% 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
N. co
S
0 C J OE J 0
CO in u co 0) C.00 C) 1 co
p 6CO W• RICO N• �M
Elev. (ft) o? v v v d. ti ��
o W w w o www L.T.
c}oE > > :°IE > j o E>
cow � c5 co Cc
461.00 — —461.00
455.00 - 455.00
449.00 449.00
443.00 __ 443.00
Li-
b.47), 5 19%
437.00 437.00
1i R78Lf-15(W 2.66%
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
,- N N N
S. C 7 C 3 C 7 N7
O E J OE J OE J OE C O
J
- 0)0) Lo 7 cnco LO MCO Co I'' MAN 'I:.1-
C)� MM �MM • TrMM • �MM N• Vco
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o W ww o w LT]w www Www ww
coE > > coo E > > co E» m E » co E >
fn E. c c Cn E=E co R c c co E E E co
451.00 451.00
447.00 447.00
/
443.00 — 443.00
439.00 439.00
— -
- --
-
435.00 . — —435.00
dd 675Lt-3U"(CD 0.96%
97 2A0Lf-30"Ca)U.49%
- 7.101Lf 16"@ 1 95%
— 27.112Lf-30"©0.52%
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
0,
7 N 7
0 E .c O
J
M co ' N
O 0 Lo ON
Elev. (ft) o v v v oo
owWW o ww
coE > > m E >
coE c c cn 0
448.00 448.00
445.00 445.00
442.00 442.00
439.00 439.00
436.00 I. 436.00
98.200Lf-24"@ 0.50%
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
ct
5 C 5
0E -J 0
N.
cc' N N O
O° MR V Mtn
Elev. (ft) o M ?4
oWww o Ww
mE > > m E>
u)E c c co Fc
447.00 447.00
444.00 . 444.00
441.00 - 441.00
438.00 438.00
435.00 '._----- --
435.00
34.402Lf-15"@ 1.48%
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
in co N. co
N N N N
7 C 5 E 5 E 5 c
Q E J Q E J 0 E J Q E J 0
coti toCOM M co v. co 7 CO aD0N- to V'0
� COnMW • •NC,- 00 NN hOhO vO vEIeV. (ft) v v Nd o Mv CO v v o v
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o W Ti W W W W N W W W I-
to W W
ca E > > m E » m E» as E » m E >
uoik" 55 co E255 co iicc to icc co E5
455.00 — 455.00
449.00 - 449.00
443.00 —443.00
437.00 — / 437.00
— = 52
431.00 —— — o0431.00
— — 110.105
111.400Lf-15"Cw u.b7%
27.743Lf-1 J' ue 1.19%
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
O_ O
N M
7 C 7 C 7
OE -J o. -J 0
(O (f)O ' in OO ' M O
O) u)O (r) f0(fl CO (O
•
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Elev. (ft) g7 v v g ?vv o) Try
0WWW .t LWLU M wW
mE > > m E » ccs E >
co c c co E c c co RE
453.00 — —453.00
447.00 447.00
441.00 — 441.00
435.00 — 435.00
260
429.00 95Lf u 429.00
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 3
0E -J 0
CO LoN ' �co
OM cot c2 MO
Elev. (ft) o Tr. 414 v v.,
oWww o L.T.
mE > > m E>
coi2 c c co RE
443.00 443.00
440.00 - - . 440.00
437.00 437.00
434.00 434.00
431.00 ""—_—
- 431.00
40.377Lt- 15"a 1.14%
•
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 7
0 J O
CO MOM o, N0,
•
p M N Tr. v N N N
co
Elev. (ft) o N
0Www ww
m E > > co E
co i2 c co R E
448.00 448.00
442.00 442.00
436.00 —/ —436.00
430.00 —430.00
424.00 — — —424.00
121.259Lf-15"@ 0.51%
418.00 I I 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
c In
c) co M
0 = J 0= J 0E J 0
� co co co ••�0 M NOD O co �
00000 O n,-N 01 nNN O ON
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co E > > m E» m E» m E>
to E c c co ii 5= u) E c c (o RE
427.00 427.00
•
423.00 • 423.00
•
•
419.00 419.00
415.00 415.00
- - r
-- -- 42.1:f2Lf-13"@ 0.C2% •
----------
411.00 — - q Lf_ 5 3 13°/ 411.00
— /.0 I tSLT-10"(W U.5/7o
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 J - HYDRAFLOW REPORT
Delineation Drainage Area Calculations
Culvert 3000 C Value Calculation
Hydraflow Report
Culvert HydraFlow Report
.••••••
• • •
TIMMONS GROUP I
www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: Ryan Wadsworth Date:06/12/2024
PRE POI 1 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
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
Description 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 - OFFSITE 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 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 I 69 35.31 0.00
52.06 0.00
Total to DA 52.06 0.00
Basin CN 64 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: Ryan Wadsworth 2/6/2024
PRE POI 2 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 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 435 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
Total to DA 11.54 0.00
Basin CN 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
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
Wooded-Soil A 45 2.66 Total Area
Wooded-Soil B 66 Existing Streets 1152 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

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By: Ryan Wadsworth Date:06/12/2024
POST POI 1 TOTAL POST-DEVELOPMENT
Post-development Drainage Area Impervious
Proposed Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 7.28 Townhome Lot 1100 0.00
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 28.05 Sub Total 0 0.00
Proposed Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 7.89 27'B-B(Road+C&G) 27 0.00
Wooded-Soil A 45 15.14 5'Sidewalk 0.00
Pasture-Soil A 49 30.75
Sub Total 0.00
Total to DA 44 53.78 Misc
81.83 Parking 5698 0.13
Total to DA 81.83 Mail Kiosk/Amenities 3010 0.07
Basin CN 64 Sub Total 0.20
TIMMONS GROUP 1
Project:WRENN FARMS Project No.:54949
Calculated By: Ryan Wadsworth Date:06/12/2024
POST POI 1 -ONSITE TO SCM 1 POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 7.28 Townhome Lot 183 4.62
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 10.63 Sub Total 183 7.28
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 5 0.85
Pasture-Soil A 49 9.95 0.00
Sub Total 3.14
Total to DA 44 13.75 Misc
24.38 Parking 3010 0.07
Total to DA 24.38 Mail Kiosk/Amenities 5698 0.13
Basin CN 69 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
Post-development Drainage Area Impervious
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1100 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%BUA) 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 Misc
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 Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1100 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 5 0.00
Pasture-Soil A 49 0.00
Sub Total 0.00
Total to DA 44 5.37 Misc
5.37 Parking 0.00
Total to DA 5.37 Mail Kiosk/Amenities 0.00
Basin CN 40 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
Post-development Drainage Area Impervious
Impervious bypassing SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1100 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 1 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
Post-development Drainage Area Impervious
Proposed Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1100 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 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 10 0.00
Pasture-Soil A 49 0.47
Sub Total 0.00
Total to DA 44 0.47 Misc
_ 0.66 Parking 0.00
Total to DA 0.66 Road Widening/Path 8,492 0.19
Basin CN 63 Sub Total 0.19

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By: Ryan Wadsworth Date:06/12/2024
POST POI 3 TOTAL POST-DEVELOPMENT
Post-development Drainage Area Impervious
Proposed Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot A 0 1100 0.00
Impervious Streets 98 0.63 Ex. Commerical
Impervious Misc 98 0.00 Future Apartments(80% Imperv.) 0.00
Offsite(considered 100%BUA) 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 Misc
1.58 Parking 0.00
Total to DA 1.58 Mail Kiosk/Amenities 0.00
Basin CN 69 Sub Total 0.00

Project: . 0 41. 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
1 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(ft2) - - 5.0
Wetted Perimeter(ft) - - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 3.23 5.89
Tt(hr) 0.12 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(ft2) - - 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
Tt(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(ft2) - -
Wetted Perimeter(ft) - -
Hydraulic Radius(ft) - - 0.00
Average Velocity(ft/s) - 2.33 0.00
Tt(hr) 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(ft2) - -
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

F* e-*0
Project: 0 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
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(ft2) - -
Wetted Perimeter(ft) - -
Hydraulic Radius(ft) - - 0.00
Average Velocity(ft/s) - 0.00 0.00
Tt(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(ft2) - - 5.0
Wetted Perimeter(ft) - - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 1.98 4.81
Tt(hr) 0.02 0.13 0.06
Tc(min) 12
POST POI 1 -OFFSITE BYPASS
Sheet Flow Shallow Concentrated 1 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(ft2) - - 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
Tt(hr) 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(ft2) - - 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
Length(ft) 100 944
Slope(ft/ft) 0.01 0.02 _
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft2) - -
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 Wrenn Farms-Hydraflow.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 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
Pond Report - 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
Summary Report 24
Hydrograph Reports 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
Summary Report 44
Hydrograph Reports 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
Summary Report 64
Hydrograph Reports 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 HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2023
M • ... .
12 22
1 6
9 10 14 17Ng)k 11
3
,„‘;11ir
no
\ \/.1 7
e. ■
•
8 21
20
Legend
Hvd. 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, 06/26/2024

2
Hydrograph Return Period Recap 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 15.91 26.69 59.75 81.75 119.35 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 16.57 27.64 61.86 84.25 122.49 POST POI 1 -TO SCM 1
4 Reservoir 3 0.303 0.378 0.539 2.208 12.49 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 22.17 44.28 115.37 164.50 251.80 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, 38.56 71.74 176.93 248.38 373.84 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, 23.19 46.02 119.73 170.60 260.94 POST-TOTAL W/SCMs
22 Combine 12, 15, 18, 39.62 73.48 181.28 254.49 382.98 POST-TOTAL NO SCMs
Proj. file: Wrenn Farms - Hydraflow.gpw Wednesday, 06/26/2024

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 15.91 2 724 51,874 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 16.57 2 724 57,891 1,2 POST POI 1 -TO SCM 1
4 Reservoir 0.303 2 1446 54,838 3 408.77 45,472 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 22.17 2 722 134,336 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 38.56 2 724 137,388 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 23.19 2 724 138,693 8, 15, 18, POST-TOTAL W/SCMs
22 Combine 39.62 2 724 141,745 12, 15, 18, POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 1 Year Wednesday, 06/26/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 15.91 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 51,874 cuft
Drainage area = 24.380 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
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)
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,06/26/2024
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 = 0 ft
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 1 2.00
1.00 1.00
7(---
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,06/26/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 16.57 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 57,891 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)
18.00 - - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
I
6.00 6.00
3.00 I 3.00
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,06/26/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.303 cfs
Storm frequency = 1 yrs Time to peak = 1446 min
Time interval = 2 min Hyd. volume = 54,838 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 408.77 ft
Reservoir name = SCM 1 Max. Storage = 45,472 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 4 -- 1 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 3 111111111 Total storage used =45,472 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
Pond No. 1 - SCM 1
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 Weir Coeff. = 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:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)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 ic --- --- 0.00 0.00 --- --- --- --- 0.221
1.70 43,604 408.70 20.26 oc 0.30 ic --- --- 0.00 0.00 --- --- --- --- 0.297
2.00 52,093 409.00 20.26 oc 0.32 ic --- --- 0.00 0.00 --- --- --- --- 0.324
3.00 81,722 410.00 20.26 oc 0.40 ic --- --- 0.00 0.00 --- --- --- --- 0.401
4.00 113,427 411.00 20.26 oc 0.47 ic --- --- 0.00 0.00 --- --- --- --- 0.465
5.00 147,262 412.00 20.26 oc 0.52 ic --- --- 0.00 0.00 --- --- --- --- 0.522
6.00 183,282 413.00 20.26 oc 0.57 ic --- --- 0.00 0.00 --- --- --- --- 0.573
7.00 221,544 414.00 44.66 ic 0.16 ic --- --- 44.50 s 0.00 --- --- --- --- 44.66
8.00 262,102 415.00 48.14 ic 0.06 ic --- --- 48.08 s 66.60 --- --- --- --- 114.74

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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) Q (cfs)
Hyd. No. 5 -- 1 Year
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
\L........
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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 22.17 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 134,336 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 I 12.00
8.00 8.00
:::
Lft""'"......, 4.00
- ' 1 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
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,06/26/2024
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 = 0 ft
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 I 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 _ I 0.06
0.05 •
0.05
0.04 0.04
0.03 0.03
—
0.02 —
_ I 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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 38.56 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 137,388 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)
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. 12 — Hyd No. 1 Hyd No. 2 Hyd No. 5
• Hyd No. 6

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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
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,06/26/2024
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 = 0 ft
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
I
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,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 23.19 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 138,693 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
' 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
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,06/26/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 39.62 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 141,745 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)
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 59.75 2 722 170,778 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 61.86 2 722 181,706 1,2 POST POI 1 -TO SCM 1
4 Reservoir 0.539 2 1450 133,681 3 412.32 158,897 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 115.37 2 722 446,473 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 176.93 2 722 494,498 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 119.73 2 722 461,484 8, 15, 18, POST-TOTAL W/SCMs
22 Combine 181.28 2 722 509,510 12, 15, 18, POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 10 Year Wednesday, 06/26/2024

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 59.75 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 170,778 cuft
Drainage area = 24.380 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
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)
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)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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
I
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,06/26/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 61.86 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 181,706 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,06/26/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.539 cfs
Storm frequency = 10 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 133,681 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 412.32 ft
Reservoir name = SCM 1 Max. Storage = 158,897 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 I I Total storage used = 158,897 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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 J 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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 115.37 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 446,473 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 1 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 iLi".......... 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,06/26/2024
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 = 0 ft
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
I
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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 176.93 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 494,498 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)
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. 12 Hyd No. 1 Hyd No. 2 Hyd No. 5
- Hyd No. 6

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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 I
- 2.00
1.00 1.00
0.00 — ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 18

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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,06/26/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 119.73 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 461,484 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,06/26/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 181.28 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 509,510 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 81.75 2 722 230,694 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 84.25 2 722 243,718 1,2 POST POI 1 -TO SCM 1
4 Reservoir 2.208 2 1044 180,547 3 413.10 186,985 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 164.50 2 722 619,030 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 248.38 2 722 682,201 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 170.60 2 722 639,495 8, 15, 18, POST-TOTAL W/SCMs
22 Combine 254.49 2 722 702,666 12, 15, 18, POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 25 Year Wednesday, 06/26/2024

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 81.75 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 230,694 cuft
Drainage area = 24.380 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
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)
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,06/26/2024
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 = 0 ft
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,06/26/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 84.25 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 243,718 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)
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 - 1 - 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,06/26/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 2.208 cfs
Storm frequency = 25 yrs Time to peak = 1044 min
Time interval = 2 min Hyd. volume = 180,547 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 413.10 ft
Reservoir name = SCM 1 Max. Storage = 186,985 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
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 I I Total storage used = 186,985 cuft

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 164.50 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 619,030 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,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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
T
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,06/26/2024
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 I 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 - 1 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,06/26/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 248.38 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 682,201 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
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 2 Hyd No. 5
- Hyd No. 6

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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 L 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,06/26/2024
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 = 0 ft
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
I
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,06/26/2024
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 = 0 ft
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
— — J . _
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,06/26/2024
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 = 0 ft
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
( I
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,06/26/2024
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 I 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,06/26/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 170.60 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 639,495 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,06/26/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 254.49 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 702,666 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 119.35 2 722 334,620 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 122.49 2 722 351,038 1,2 POST POI 1 -TO SCM 1
4 Reservoir 12.49 2 762 287,633 3 413.37 197,309 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 251.80 2 722 950,795 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 373.84 2 722 1,014,200 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 260.94 2 722 980,785 8, 15, 18, POST-TOTAL W/SCMs
22 Combine 382.98 2 722 1,044,189 12, 15, 18, POST-TOTAL NO SCMs
Wrenn Farms - Hydraflow.gpw Return Period: 100 Year Wednesday, 06/26/2024

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
Hyd. No. 1
POST POI 1 - ONSITE TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 119.35 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 334,620 cuft
Drainage area = 24.380 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
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)
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,06/26/2024
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 = 0 ft
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 I 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,06/26/2024
Hyd. No. 3
POST POI 1 - TO SCM 1
Hydrograph type = Combine Peak discharge = 122.49 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 351,038 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 I 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,06/26/2024
Hyd. No. 4
SCM 1
Hydrograph type = Reservoir Peak discharge = 12.49 cfs
Storm frequency = 100 yrs Time to peak = 762 min
Time interval = 2 min Hyd. volume = 287,633 cuft
Inflow hyd. No. = 3 - POST POI 1 - TO SCM 1 Max. Elevation = 413.37 ft
Reservoir name = SCM 1 Max. Storage = 197,309 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 111111111 Total storage used = 197,309 cuft

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 8
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 251.80 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 950,795 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 1 160.00
120.00 120.00
80.00 80.00
J
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,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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,06/26/2024
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,06/26/2024
Hyd. No. 12
POST POI 1 - NO DETENTION
Hydrograph type = Combine Peak discharge = 373.84 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,014,200 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)
400.00 400.00
350.00 350.00
300.00 • 300.00
•
250.00 — 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 '116 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 2 Hyd No. 5
- Hyd No. 6

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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
I
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — r ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 14

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,06/26/2024
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 = 0 ft
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,06/26/2024
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 = 0 ft
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
T
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,06/26/2024
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 = 0 ft
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,06/26/2024
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
I
I
i
240.00 240.00
I
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,06/26/2024
Hyd. No. 21
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 260.94 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 980,785 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 I 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. 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,06/26/2024
Hyd. No. 22
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 382.98 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,044,189 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

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
IDF 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
IDF 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
IDF 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 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (min)

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION K - NITROGEN LOADING
Nitrogen Loading Calculations - SNAP Tool
Nitrogen Loading Exhibit
.••••.•
• • •
TIMMONS GROUP I
www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

Project 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): date Nutrient Management Watershed: Neuse menu
Local Jurisdiction/Reviewing Agency: State/Federal menu Subwatershed: Neuse-Upper menu
Project Latitude Coordinates(optional): 36.036750 N Phosphorus Delivery Zone: Neuse- Upper 03020201 menu
Project Longitude Coordinates(optional): -78.494430 W Nitrogen Delivery Zone: Neuse- Upper 03020201 menu
PROJECT DETAILS
Development Land Use Type: Single Family Residential menu Disturbed Area: 1,306,800 ft2
Part of Common Development Plan? no y/n Project Activity: New Development menu
Designated Downtown Area? no yin Project Drains to SA Waters? no y/n
Public Linear Road/Sidewalk Project? .no y/n Pre-Project Land Use: pasture menu
Project Owner Type: Private menu Project Description(optional):
STORMWATER DETAILS
(Falls ONLY)Onsite Reduction%Req. % Project Uses LID/Runoff Volume Match? no yin
Existing BUA/Development Onsite? no yin Local Gov't nutrient req's same as State? N/A y/n
Local Gov't cutoff date for Existing BUA: 05/01/2001 date Project Drains to Regional SCM? no y/n
Nitrogen Export Rate Target: 3.60 Ib/ac/yr Total Nitrogen Offset Credits Needed: lb/yr
Phosphorus Export Rate Target: 1000.00 Ib/ac/yr Total Phosphorus Offset Credits Needed: lb/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 (ft2) Post-Project Area (ft2) Change pre-to-post(ft2)
1
Roof 1.18 0.11 317,170 317,170
Roadway 1.64 0.34 99,954 99,954
Parking/Driveway/Sidewalk 1.42 0.18 65,688 65,688
Protected Forest 0.97 0.03 0 0
Managed Pervious/Landscaping 2.48 1.07 1,306,800 771,461 -535,339
Offsite or Existing Roof 1.18 0.11 0
Offsite or Existing Roadway 1.64 0.34 0
Offsite or Existing Parking/Driveway/Sidevin 1.42 0.18 0
Offsite Protected Forest 0.97 0.03 0
Offsite Managed Pervious I 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 52,527 52,527
Total (Regulated & UnReg)Area 1,306,800.00 1,306,800.00
Project (Regulated)Area 1,306,800.00 1,306,800.00

SCM Characteristics
Stormwater Control Measure (SCM) Characteristics
Copy ft Paste VALUES ONLY for
SNAP v4.2.0
Best Results
L Catchment ID 1 1
Drains to Dra
INN SCM ID 101 102
Type of SCM Wet Pond
IHydrologic soil group at SCM location A
16 SCM Description scv #i
[ Design Storm Size (inches/24hrs) 1.00
III Percent of Full Size 100% I
Annual Effluent 63% 0%
[ %Annual Overflow 16% 0%
Annual ET/Infiltrated 21% 0%
I. Custom %Annual Effluent
■ Custom %Annual Overflow
rCustom %Annual ET/Infiltrated
L SCM Effluent TP EMC (mg/L) iF 0.13 0.00
I— SCM Effluent TN EMC (mg/L) 0.86 0.00
L Custom Effluent TP EMC d
■ Custom Effluent TN EMC
SCM Land Cover TP EMC (mg/L) 0.11 0.00
Pm SCM Land Cover TN EMC (mg/L) 1.18 0.00
This SCM Drains to Numbered SCM _0 0_
I- Catchment Routing Catchments Draining to Catchments Draining to
SCM 101 SCM 102
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6

SCM Characteristics
Error Check- Missing SCM Area:
Error Check-Min/Max Size:
Error Check-Hydrology:
illError Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
LError Checks-SCM Type:
Ellim SCM ID: 101 102
rArea Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers
SCM 101 (ft2) SCM 102 (ft2)
Roof I 317,170
Roadway 99,954
Parking/Driveway/Sidewalk 42,718
Protected Forest
Managed Pervious/Landscaping 585,343
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Side alk
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 52,527
TOTAL AREA DRAINING TO SCM (ft2): 1,097,712 0
ICATCHMENT AREA(ft2): 1,097,712

Nutrient Export Summary SNAP v4.2.0
Landcover Et SCM Data Review
Errors/Advisories Errors/Advisories
Avg Annual precip(in)= 45.76 SCM Area(ft2) = 52,527
Total(Regulated+
1,306,800 SCM Treated Area(ft2)= 1,097,712
Unregulated)Area(ft2)=
Project(Regulated)
1,306,800 Catchment Routing: No errors
Area(ft2)=
Net BUA(Project Area Treating Runoff from
482,812 I Net BUA indicates new development or expansion. no
BUA only ft2)= Existing BUA or Offsite:
Custom Landcovers are
present:
no Disturbed Area(ft2)= 1,306,800
Total Nitrogen Export Target Total Phosphorus Export Target
108.00 30000.00
Scaled to Project Area(lb/yr): Scaled to Project Area(Ib/yr):
Total Area Total Area Project Area Total Area Project Area Total Area Project Area
Project Area Total Area Project Area
(Onsite+ Post-Project Post-Project Post-Project Post-Project Post-Project Post-Project
Nutrient Export Summary Offsite) (OnsiteOnly) before before Post-Project Post-Project SCM-Treated SCM-Treated Untreated Untreated
Pre-Project after Treatment after Treatment
Pre-Project Treatment Treatment Area Only Area Only Areas Areas
Area(All Landcover Types)(acres) 30.0000 30.0000 30.0000 30.0000 30.0000 30.0000 25.2000 25.2000 4.8000 4.8000
Percent Built-Upon Area(BUA)(%) 0% 0% 37% 37% 37% I 37% 42% 42% 11% 11%
Built-Upon Area(BUA)(sqft) 0 0 482,812 482,812 482,812 482,812 459,842 459,842 22,970 22,970
Annual Runoff Volume(ft3/yr) 224,247 224,247 1,886,816 1,886,816 1,511,149 1,511,149 1,404,320 1,404,320 106,829 106,829
Annual Runoff%Change 741% 741% 574% 574%
Total Runoff Change(cuft/yr) 1,662,569 1,662,569 1,286,903 1,286,903
Total Nitrogen EMC(mg/0_ 2.48 2.48 1.38 _ 1.38 1.01 1.01 0.96 0.96 1.74 1.74
Total Nitrogen Load Leaving Site(Ib/yr) 34.73 34.73 162.34 162.34 95.40 _I 95.40 83.81 83.81 11.59 11.59
Total Nitrogen Loading Rate(Ib/ac/yr) 1.16 1.16 5.41 5.41 3.18 3.18 3.33 3.33 2.41 2.41
Total Nitrogen%Change Pre-to-Post 367% 367% 175% 175%
Total Nitrogen Change(Ib/yr)Pre-to-Post I 127.62 127.62 60.67 , 60.67
Total Phosphorus EMC(mg/L) 1.07 1.07 0.23 0.23 0.17 0.17 0.15 0.15 0.45 0.45
Total Phosphorus Load Leaving Site(Ib/yr) 14.98 14.98 26.51 26.51 15.76 I 15.76 12.79 12.79 2.98 2.98
Total Phosphorus Loading Rate(Ib/ac/yr) 0.50 0.50 0.88 0.88 0.53 0.53 0.51 0.51 0.62 0.62
Total Phosphorus%Change Pre-to-Post 77% 77% 5% 5%
Total Phosphorus Change(Ib/yr)Pre-to-Post 11.53 11.53 0.78 0.78
1

SCM/Catchment Summary
Volume TN Reduction TP Reduction TN Out TP Out
SCM ID and Type Reduction(% ° Falls Lake ONLY: Onsite Reduction Compliance Check
(%) (%) (Ibs/ac/yr) (Ibs/ac/yr)
Catchment 1 21.11% 44.41% 45.68% 3.33 0.51 Nitrogen Phosphorus
101:Wet Pond 21.11% 44.41% 45.68% 3.33 0.51 Onsite%Reduction Requirement
102:NA 0.00% 0.00% 0.00% 0.00 0.00 Export Target Scaled to Area(lb/yr) 108.00 30,000.00
103:NA 0.00% _ 0.00% _ 0.00% 0.00 _ 0.00 Export Load Post-Project Before Treatment 162.34 26.51
Catchment 2 0.00% 0.00% 0.00% 0.00 0.00 Total Reduction Need(Ib/yr)
201:NA 0.00% 0.00% 0.00% 0.00 0.00 Onsite Reduction Need(Ib/yr)
202:NA 0.00% 0.00% 0.00% 0.00 0.00 Onsite Export Target(Ib/yr)
203:NA 0.00% 0.00% 0.00% 0.00 0.00 Project Area Post-Project After Treatment 95.40 15.76
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
1

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/planning/nonpoint-source-management/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: FRANKLIN Project Activity Type: New Development
Project Area(sqft): 1,306,800 Project Latitude: 36.036750
Post-Project Built-Upon Area%: 36.95% I Project Longitude: -78.494430
WATERSHED INFORMATION
Nutrient Management Watershed: Neusc N Target Export Rate(Ib/ac/yr): 3.60
Subwatershed: Neuse-Upper P Target Export Rate(Ib/ac/yr): 1000.00
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 Export TN Remaining TN Permanent Additional I Total TN
TN Untreated TN Treated 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(Ib/yr)
162.3 108.0 95.4 0.0 1 100.0% 0.0 0.0 I
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 I Total TP
TP Untreated TP Treated TP Delivery Offsets Permanent
Load(Ib/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(Ib/yr)
r #VALUE! I
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:I
Staff Name: Phone:
Staff Email: Date:
Local Government Authorizing Signature:

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W RE N N FARMS
YOUNGSVILLE NORTH CAROLINA
JANUARY, 2024
.•••.
SCALE 1"=200' •
! !•
TIMMONS GROUP
0 200' 400' 5410 Trinity Road,Suite 102 I Raleigh,NC 27607
TEL [phone] FAX [phone] www.timmons.com