SW5240201_Stormwater Report_20240219

WRENN FARMS ••••••
STORMWATER IMPACT ANALYSIS
TOWN OF YOUNGSVILLE, FRANKLIN COUNTY, NC T I M M O N S GROUP
YOUR VISION ACHIEVED THROUGH OURS.
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FEBRUARY 7, 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.tmmons.corn

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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• • fe
www.timmons.com
TIMMONS GROUP

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
Nitrogen Loading Exhibit 12
.••••••
• •
TIMMONS GROUP I www.timmons.com
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 the difference between the pre- and post-development peak runoff rates for the 10-,
and 25-year, 24-hour storm event at each POI per Town of Youngsville and NCDEQ MDC requirements. 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 I www.timmons.com
YOUN VISION A<HIl VLU iHRODUH OU R3.

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 80.11 125.91
Post-Development with Detention 74.57 115.70
Reduction (%) -6.92% -8.11%
Point of Interest 2 Q10(cfs) Q25(cfs)
Pre-Development 24.64 35.76
Post-Development 4.32 5.95
Reduction (%) -82.47% -83.36%
Point of Interest 3 Q10(cfs) Q25(cfs)
Pre-Development 12.81 18.09
Post-Development 6.77 10.85
Reduction (%) -47.15% -40.02%
••••.. •
• •
TIMMONS GROUP I www.timmons.com
YOUN VISION A<HIl VLU iHRODUH OU R3.

Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION B - SITE MAPS
FIRMETTE FEMA Map
USDA Soils Map
• 4 �s
www.timmons.com
TIMMONS GROUP

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
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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)
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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
• I �s
www.timmons.com
TIMMONS GROUP

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Wrenn Farms
Town of Youngsville, Franklin County, NC
Project Number: 54949
SECTION D - SCM DESIGN
SCM (Wet Pond) Design Calculations
Culvert 3000 Design 10 & 100 Year Events
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0 •
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Wrenn Farms Project No.: 54949
Calculated By: Colie Crosby Date: 1/11/2024
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 A 183 1100 4.62
Impervious R/W 3.14 Future Apartment(80%imperv) 2.66 2.66
Managed Pervious 14.57 0.00
Impervious Other 0.20 0.00
0.00
0.00
Subtotal 183 - 7.28
Streets and SW
Description Length(LF) Imp(SF)/LF Total Imp Area
60' ROW 3702 27 2.29
10'Sidewalk 3702 10 0.85
0.00
0.00
0.00
Subtotal 3.14
Other
Mil
0
Kio
Total to Pond (AC) 25.20 Parking sk/Amentities I I 5698 I 0.113
Pond Basin C 0.60 Grand Total Impervious Area(AC): 10.63
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 0.00
Onsite Impervious Area 10.63 Average Depth(ft)= 4.0
Total Impervious Area 10.63 SA/DA Ratio= 1.35
Required SA(ft2)= 14,819
Total Drainage Area To SCM 25.20 SA as Shown(ft2)= 18,533
Percent Impervious Area 42% 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 2,023 15,908
404.0 15,378 2,575 2.0 14,877 2,387 33,171
405.0 16,406 2,974 3.0 15,892 2,775 51,838
406.0 17,458 3,396 4.0 16,932 3,185 71,955
407.0 18,533 3,841 5.0 17,996 3,619 93,569
408.0 0 0
409.0 0 0
410.0 0 0
411.0 0 0
Total 5.0 79,581 13,9E
Verify the Forebay Volume Is Approximately(15%-20%)of the Permanent Pool Volume.
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 3,841 0.00 Permanent Pool Elevation Notes
408.0 26,613 - 1.00 22,573 22,573
408.6 27,836 - 1.61 16,715 39,288 WQE/TPE
409.0 28,605 - 2.00 10,894 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 (Dag) -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 Dav 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= 42.2%
Rv=0.05+0.009(1) Rv= 0.429
1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall= 1.0 inch
Drainage Area= 25.20 acres
Storage Required= 39,288 cu.ft.
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.61 18,533 27,836 39,288 408.61

Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume
Q1.,=CdA(2gh)1 2 (Orifice Equation;Cd=0.60;h=Ho/3)
3.00 Orifice Diameter(inches)
1.49 Ho(Driving Head to Centroid of Orifice)(ft)
0.50 Ho/3(Per orifice equation recommendation in NCDEQ SWM Design Manual, Part B)
0.17 Q1.0"Drawdown Rate(cfs)
39,288 Water Quality Volume(VWQ)
VWQ/(Q1"x 86,400) Drawdown Time(days)
2.7 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 408.61 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) 409.00 ft 6.00 inch 24.00 inch
Bottom of Veg.Shelf 407.00 ft ^Rise ^Span
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) 408.31 ft 0.25 CFS
2 Yr Water Surface Elev Peak Flow(CFS) 409.08 ft 0.49 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 409.86 ft 4.14 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 410.77 ft 6.38 CFS
100 Yr Water Surface Elev Peak Flow CFS 412.45 ft 9.16 CFS
Pond Detail
Top of Riser: 413.00 3 in WQ Orifice Elev
Top of WQ Pool: 408.61 407.00 10'Berm 415.00
100 Yr 412.45
Spillway 414.00
25 Yr 410.77
_ 10 Yr 409.86
2 Yr 409.08
A Pond Bottom 1 Yr 408.31
402.00
See Plan for
accurate outlet design
Inv Out:
IL403.41
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 = 75 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 1.00 ft Other#1 = 0 LBS Safety Factor 1.23
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 27,505 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 Cerex Tenera 4"Pot 24"-36"OC _
234 Herbaceous Container Virginia Sweetspire Itea Virginica 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 I www.timmons.com
YOUR VISION ACM .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.
Back to Top
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
Back to Top
Maps & aerials
Small scale terrain

Young sville '+
3km
2mi
Large scale terrain
• 'Lyfctlburg
sburg s Roanoke
N orfol
-Sal ern O
• • Durham
■� RockyMount
Raleigh
• •
Greene
H CARCLINA +
harl^rro Amami , p
100km
60mi Jacksonville
•
Large scale map
3lackshurg ,ttoanoke
Norte
ston-6alem Greensboro U
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.
arlotte •
Fayetteville
100km
60mi Jacksonville
Back to Top
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
• 4 �s
www.timmons.com
TIMMONS GROUP

Pipes Page 1
Line Junct Inlet DnStm Drng Tc i Runoff Incr Total Capac Line Line n-val Line Invert Invert Gnd/Rim Gnd/Rim HGL HGL
No. Type ID Ln No Area Sys Coeff Q Runoff Full Length Size Pipe Slope Up Dn El Up El Dn Up Dn
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (ft) (in) (%) (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
_ o
f4 N CO �' Ct) CO t` CO O x-
C m C 7 C 7 C= 7 C j C 5 C 7 C 5 C 7 C 7
m 0 C J O.C J O C J Q C J O C J Oc J C J C J C J C J0
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O ti Co co N co Co cO V Co W CO CA O) 4 r.-, O N N-N- O M IC)Cn d.N N C, 4-CO C0 CO U N
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485.00 - —485.00
467.00 — • 467.00
449.00 / 449.00
431.00 — - 431.00
11. 111 _
/ 207.515Lf-24"@3.10%
�_ / — 130.E 28Lf-24"@ 3.15%
413.00 �I__ IIIIP— — 141.705Lf-24"@ 4.56% 413.00
----- 1 — 157031If_24 n525%
i_ 07.877_f-30•'iQ 0. 5%55.781 Lf-aft" - .48%
— 164.891 Lt-30•'CO,0.55"/o — 513.976Lt-30•'L U.64%
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
N h 00 0) O
N N
7 C 7 C j C 7 C 7
J O C 7
J C C 7
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464.00 464.00
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449.00 ---__-_ - ____ 449.00
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666Lf 2
Y
444.00 — ,7.701 Lf-24"A 0.83% — 2 .042Lf-18"@ 1.74%
444.00
— 48R411f-24"n056%
27.0001f 21"@ 9.63%
— 42.431L1-24"@2.647o -
- b6.493Lt-24"L 3.29 h
439.00 439.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
co
C
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472.00 — —472.00
466.00 — —466.00
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454.00 — 454.00
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6.16 448.00 _ -- - 5R467%
•
100.066Lf-18' @
442.00 — L 442.00
0 25 50 75 100 125 150 175 200 225 250 275
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
CD
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450.00 --- -_ _-JM —450.00
446.00 446.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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449.00 449.00
- 33-196Lf-24"@ 1.63%
446.00 446.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
()
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449.00 —449.00
_ 12.789Lf-15 - 2.-1% .
445.00 445.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
..
7 7
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445.00 445.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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•
27.000Lf 15"@ 1.00% •
443.00 443.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
co
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451.00 1 —451.00
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445.00 -- — — —
96.432Lf-i o"@ 3.G2% 445.00
•
439.00 439.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
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436.00 436.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
co'
7 E 5
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442.00 / 442.00
438.00 438.00
434.00 8.4 L - 434.00
291Lf-15" 112%
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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Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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0 50 100 150 200 250 300 350 400 450 500 550 600
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Storm Sewers

Storm Sewer Profile Proj. file: New.stm
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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
• 4 �s
www.timmons.com
TIMMONS GROUP

Pipes Page 1
Line Junct Inlet DnStm Drng Tc i Runoff Incr Total Capac Line Line n-val Line Invert Invert Gnd/Rim Gnd/Rim HGL HGL
No. Type ID Ln No Area Sys Coeff Q Runoff Full Length Size Pipe Slope Up Dn El Up El Dn Up Dn
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (ft) (in) (%) (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)
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— 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
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463.00 - 463.00
•
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•
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442.00 / - s—
442.00
93 683Lf '
435.00 - —435.00
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— 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
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461.00 — —461.00
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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
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O E J OE J OE J OE C O
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451.00 451.00
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- 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
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Storm Sewer Profile Proj. file: STRM 200.stm
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Storm Sewers

Storm Sewer Profile Proj. file: STRM 200.stm
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Storm Sewer Profile Proj. file: STRM 200.stm
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Storm Sewer Profile Proj. file: STRM 200.stm
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418.00 I I 418.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
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Storm Sewers

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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
• 4 �s
www.timmons.com
TIMMONS GROUP

TIMMONS GROUP
Project:WRENN FARMS Project No.: 54949
Calculated By: COLIE CROSBY 2/6/2024
PRE-DEVELOPMENT
PRE POI 1
Pre-development Drainage Area Impervious
Existing Impervious Lots
Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Lots 98 15.04 Ex. Commerical 15.04
Existing Impervious-Streets 98 0.00 0.00
Existing Impervious-Misc 98 0.00 0.00
Total to DA 98 15.04 0.00
Existing Pervious Sub Total 0 15.04
Description CN Acres Streets
Wooded-Soil A 45 35.62 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 21.05 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 56.66 0.00
_Total to DA 71.70 0.00
Basin CN 57 Sub Total 0.00

TIMMONS GROUP
Project:WRENN FARMS Project No.: 54949
Calculated By: COLIE CROSBY 2/6/2024
PRE-DEVELOPMENT
PRE POI 2
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
Total to DA 11.54 0.00
Basin CN 61 Sub Total 0.00

TIMMONS GROUP
Project:WRENN FARMS Project No.: 54949
Calculated By: COLIE CROSBY 2/6/2024
PRE-DEVELOPMENT
PRE POI 3
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 0.29 0.00
Existing Impervious-Misc 98 0.00 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 1.39 Total Area
Wooded-Soil B 66 0.00 Existing Streets 1152 11 0.29
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 68 5.23 0.00
Pasture-Soil B 79 0.00 0.00
Pasture-Soil C 86 0.00 Sub Total 1152 0.29
Pasture-Soil D 89 0.00 Misc
Total to DA 74 6.62 0.00
Total to DA 6.91 0.00
Basin CN 65 Sub Total 0.00

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:COLIE CROSBY 2/6/2024
I POST-DEVELOPMENT
DA POST POI 1 TOTAL
Post-development Drainage Area Impervious
Proposed Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 22.32 Townhome Lot A 183 1100 4.62
Impervious Streets 98 3.14 Ex. Commerical 15.04
Impervious Misc 98 0.20 Future Apartments(80%Imperv.) 2.66 2.66
Total to DA 98 25.66 0.00
Proposed Pervious 0.00
Description Acres Sub Total 0 22.32
Lawn 39 4.62 Streets
Wooded-Soil A 45 22.02 Description Length Imp/Ft Total Area
Pasture-Soil A I 49 30.19 60'ROW 3,702.00 37 3.14
Ex.Streets 0.00
Sub Total 3.14
Total to DA 44 56.83 Misc
Parking 5,698 0.13
Total to DA 82.49 Mail Kiosk/Amenities 3010 0.07
Basin CN 61 Sub Total 0.20

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:COLIE CROSBY 2/6/2024
I POST-DEVELOPMENT
DA POST 1A-SCM 1
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 A 183 1100 4.62
Impervious Streets 98 3.14 Ex. Commerical 0.00
Impervious Misc 98 0.20 Future Apartments(80% Imperv.) 2.66 2.66
Total to DA 98 10.63 0.00
Pervious to SCM A 0.00
Description Acres Sub Total 183 7.28
Lawn 39 4.62 Streets
Wooded-Soil A 45 0.00 Description Length Imp/Ft Total Area
Pasture-Soil A 49 9.95 60'ROW 3.14
Ex.Streets 0.00
0.00
Sub Total 3.14
Total to DA 44 14.57 Misc
Parking 5,698 0.13
Total to DA 25.20 Mail Kiosk/Amenities 3010 0.07
Basin CN 67 Sub Total 0.20

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:COLIE CROSBY 2/6/2024
I POST-DEVELOPMENT
DA POST 1 B-BYPASS
Post-development Drainage Area Impervious
Impervious bypassing SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 15.04 Townhome Lot A 0 1100 0.00
Impervious Streets 98 0.00 Ex. Commerical 15.04
Impervious Misc 98 0.00 Future Apartments(80% Imperv.) 0 0.00
Total to DA 98 15.04 0.00
Pervious bypassing SCM A 0.00
Description Acres Sub Total 0 15.04
Lawn 39 0.00 Streets
Wooded-Soil A 45 22.02 Description Length Imp/Ft Total Area
Pasture-Soil A 49 20.24 60'ROW 0.00
Ex.Streets 0.00
0.00
Sub Total 0.00
Total to DA 44 42.26 Misc
Parking 0 0.00
Total to DA 57.29 Mail Kiosk/Amenities 0 0.00
Basin CN 58 Sub Total 0.00

TIMMONS GROUP
Project:WRENN FARMS Project No.: 54949
Calculated By: COLIE CROSBY 2/6/2024
I POST-DEVELOPMENT
DA POST 2A TOTAL
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 0.59 Ex. Commerical 0 0 0.00
Impervious Misc 98 0.00 0.00
Total to DA 98 0.59 0.00
Proposed Pervious 0.00
Description Acres Sub Total 0 0.00
Lawn 39 0.00 Streets
Wooded-Soil A 45 0.00 Description Length Imp/Ft Total Area
Pasture-Soil A 68 1.08 60' R/W 0 37 0.00
Ex. Streets '" 33 0.59
0.00
Sub Total 0.59
Total to DA 51 1.08 Misc
Parking 0 0 0.00
Total to DA 1.67 Mail Kiosk/Amenities 0.00
Basin CN 67 Sub Total 0.00

TIMMONS GROUP
Project:WRENN FARMS Project No.:54949
Calculated By:COLIE CROSBY 2/6/2024
I POST-DEVELOPMENT
DA POST POI 3 TOTAL
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
Total to DA 98 0.63 0.00
Proposed Pervious 0.00
Description Acres Sub Total 0 0.00
Lawn 39 0.00 Streets
Wooded-Soil A 45 0.00 Description Length Imp/Ft Total Area
Pasture-Soil A I 68 5.44 60'ROW 37 0.00
Existing Streets 836 33 0.63
Sub Total 0.63
Total to DA 51 5.44 Misc
Parking 0.00
Total to DA 6.07 Mail Kiosk/Amenities 0.00
Basin CN 56 Sub Total 0.00

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 Thursday,01 /11 /2024
Hyd. No. 1
POST DA TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 11.94 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 43,174 cuft
Drainage area = 25.200 ac Curve number = 66
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 DA TO SCM 1
Q (cfs) Hyd. No. 1 -- 1 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. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 2
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.257 cfs
Storm frequency = 1 yrs Time to peak = 1448 min
Time interval = 2 min Hyd. volume = 41,107 cuft
Inflow hyd. No. = 1 - POST DA TO SCM 1 Max. Elevation = 408.31 ft
Reservoir name = SCM 1 Max. Storage = 32,977 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 8.00
6.00 - 6.00
4.00 4.00
2.00Illikillill1111111- 2.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 111111111 Total storage used = 32,977 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 3
POST BYPASS - POI 1
Hydrograph type = SCS Runoff Peak discharge = 7.696 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 53,996 cuft
Drainage area = 57.290 ac Curve number = 59
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 BYPASS - POI 1
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
8.00 - 8.00
I
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. 3 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 4
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 7.814 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 95,103 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 57.290 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
8.00 - 8.00
6.00 - 6.00
4.00 - 4.00
2.00 - 2.00
0.00 �_ L 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 5
PRE - POI 1
Hydrograph type = SCS Runoff Peak discharge = 5.831 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 54,122 cuft
Drainage area = 71.700 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.30 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 1
Q (cfs) Hyd. No. 5 -- 1 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
L0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 7
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 3.681 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 13,273 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
•
2.00 - 2.00
1.00 1.00
0.00 — L - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 8
POST DA POI 2
Hydrograph type = SCS Runoff Peak discharge = 1.041 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,261 cuft
Drainage area = 1.670 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA POI 2
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 1.00
0.00 - P ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 10
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 2.564 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 11,236 cuft
Drainage area = 6.910 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.70 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
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. 10 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 11
POST BYPASS - POI 3
Hydrograph type = SCS Runoff Peak discharge = 0.392 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 4,386 cuft
Drainage area = 6.576 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST BYPASS - POI 3
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
•
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 13
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 10.17 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 78,631 cuft
Inflow hyds. = 5, 7, 10 Contrib. drain. area = 90.150 ac
PRE - TOTAL
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
12.00 - 12.00
10.00 I 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 - 2.00
0.00 - 41 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 5 Hyd No. 7 Hyd No. 10

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 14
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 8.917 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 102,750 cuft
Inflow hyds. = 4, 8, 11 Contrib. drain. area = 8.246 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 14 -- 1 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
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 8 Hyd No. 11

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 15
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 20.12 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 104,817 cuft
Inflow hyds. = 1, 3, 8, 11 Contrib. drain. area = 90.736 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 15-- 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. 15 Hyd No. 1 Hyd No. 3 Hyd No. 8
Hyd No. 11

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 1
POST DA TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 22.03 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 69,931 cuft
Drainage area = 25.200 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.80 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA TO SCM 1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
T
____
8.00 8.00
4.00 4.00
.....T.........
0.00 - • �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 2
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.494 cfs
Storm frequency = 2 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 65,821 cuft
Inflow hyd. No. = 1 - POST DA TO SCM 1 Max. Elevation = 409.08 ft
Reservoir name = SCM 1 Max. Storage = 54,345 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 - 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 111111111 Total storage used = 54,345 cuft

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 3
POST BYPASS - POI 1
Hydrograph type = SCS Runoff Peak discharge = 21.02 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 99,661 cuft
Drainage area = 57.290 ac Curve number = 59
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST BYPASS - POI 1
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 4
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 21.20 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 165,482 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 57.290 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 4 -- 2 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 - L 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 5
PRE - POI 1
Hydrograph type = SCS Runoff Peak discharge = 19.47 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 105,317 cuft
Drainage area = 71.700 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.30 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 1
Q (cfs) Hyd. No. 5 -- 2 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. 5 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 7
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 8.472 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 23,427 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 7 -- 2 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 - k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 8
POST DA POI 2
Hydrograph type = SCS Runoff Peak discharge = 1.840 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 5,209 cuft
Drainage area = 1.670 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA POI 2
Q (cfs) Hyd. No. 8 -- 2 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. 8 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 10
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 4.974 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 18,468 cuft
Drainage area = 6.910 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.70 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 10 --2 Year Q (cfs)
5.00 5.00
1
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. 10 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 11
POST BYPASS - POI 3
Hydrograph type = SCS Runoff Peak discharge = 1.495 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 8,810 cuft
Drainage area = 6.576 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST BYPASS - POI 3
Q (cfs) Hyd. No. 11 --2 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. 11 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 13
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 28.83 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 147,213 cuft
Inflow hyds. = 5, 7, 10 Contrib. drain. area = 90.150 ac
PRE - TOTAL
Q (cfs) Hyd. No. 13 --2 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
_ I _
0.00 - - - 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 5 Hyd No. 7 Hyd No. 10

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 14
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 23.96 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 179,502 cuft
Inflow hyds. = 4, 8, 11 Contrib. drain. area = 8.246 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 14 --2 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 8 Hyd No. 11

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 15
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 44.75 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 183,612 cuft
Inflow hyds. = 1, 3, 8, 11 Contrib. drain. area = 90.736 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 15--2 Year Q (cfs)
50.00 50.00
•
40.00 40.00
30.00 30.00
7
20.00 20.00
LTh................._ —
10.00 10.00
0.00 - k 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 1 Hyd No. 3 Hyd No. 8
Hyd No. 11

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 1
POST DA TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 53.73 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 155,915 cuft
Drainage area = 25.200 ac Curve number = 66
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 DA TO SCM 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
60.00 60.00
•
50.00 50.00
_ 1
•
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 Thursday,01 /11 /2024
Hyd. No. 2
SCM 1
Hydrograph type = Reservoir Peak discharge = 4.143 cfs
Storm frequency = 10 yrs Time to peak = 802 min
Time interval = 2 min Hyd. volume = 151,499 cuft
Inflow hyd. No. = 1 - POST DA TO SCM 1 Max. Elevation = 409.86 ft
Reservoir name = SCM 1 Max. Storage = 77,525 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 2 -- 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
LI
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 111111111 Total storage used = 77,525 cuft

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 3
POST BYPASS - POI 1
Hydrograph type = SCS Runoff Peak discharge = 74.28 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 260,231 cuft
Drainage area = 57.290 ac Curve number = 59
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 BYPASS - POI 1
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
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 —' I \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 4
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 74.58 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 411,730 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 57.290 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
80.00 80.00
•
70.00 _ I 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. 4 Hyd No. 2 Hyd No. 3

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 5
PRE - POI 1
Hydrograph type = SCS Runoff Peak discharge = 80.11 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 291,636 cuft
Drainage area = 71.700 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.30 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
90.00 — 90.00
—
80.00 80.00
1
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
1
30.00 30.00
20.00 20.00
10.00 — - 10.00
i0.00 \— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 7
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 24.64 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 58,108 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 - 12.00
8.00 8.00
4.00 4.00
0.00 ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 8
POST DA POI 2
Hydrograph type = SCS Runoff Peak discharge = 4.317 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 11,403 cuft
Drainage area = 1.670 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA POI 2
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 10
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 12.81 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 41,977 cuft
Drainage area = 6.910 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.70 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
14.00 14.00
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. 10 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 11
POST BYPASS - POI 3
Hydrograph type = SCS Runoff Peak discharge = 6.767 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 25,231 cuft
Drainage area = 6.576 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST BYPASS - POI 3
Q (cfs) Hyd. No. 11 -- 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. 11 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 13
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 107.54 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 391,722 cuft
Inflow hyds. = 5, 7, 10 Contrib. drain. area = 90.150 ac
PRE - TOTAL
Q (cfs) Hyd. No. 13-- 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. 13 Hyd No. 5 Hyd No. 7 Hyd No. 10

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 14
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 84.77 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 448,363 cuft
Inflow hyds. = 4, 8, 11 Contrib. drain. area = 8.246 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 14 -- 10 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
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 8 Hyd No. 11

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 15
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 136.49 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 452,780 cuft
Inflow hyds. = 1, 3, 8, 11 Contrib. drain. area = 90.736 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 15-- 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. 15 Hyd No. 1 Hyd No. 3 Hyd No. 8
Hyd No. 11

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 1
POST DA TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 75.21 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 214,342 cuft
Drainage area = 25.200 ac Curve number = 66
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 DA TO SCM 1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
80.00 80.00
70.00i _
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)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 2
SCM 1
Hydrograph type = Reservoir Peak discharge = 6.380 cfs
Storm frequency = 25 yrs Time to peak = 784 min
Time interval = 2 min Hyd. volume = 209,846 cuft
Inflow hyd. No. = 1 - POST DA TO SCM 1 Max. Elevation = 410.77 ft
Reservoir name = SCM 1 Max. Storage = 106,028 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
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. 2 Hyd No. 1 I I Total storage used = 106,028 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 3
POST BYPASS - POI 1
Hydrograph type = SCS Runoff Peak discharge = 112.78 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 375,748 cuft
Drainage area = 57.290 ac Curve number = 59
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 BYPASS - POI 1
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
120.00 120.00
•
100.00 1 100.00
80.00 80.00
60.00 I 60.00
I
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. 3 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 4
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 115.70 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 585,594 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 57.290 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
120.00 120.00
100.00 1 100.00
80.00 80.00
60.00 1 60.00
I
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. 4 Hyd No. 2 Hyd No. 3

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 5
PRE - POI 1
Hydrograph type = SCS Runoff Peak discharge = 125.91 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 428,341 cuft
Drainage area = 71.700 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.30 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 1
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
140.00 140.00
120.001 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 r 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)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 7
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 35.76 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 82,613 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 7 -- 25 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. 7

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 8
POST DA POI 2
Hydrograph type = SCS Runoff Peak discharge = 5.951 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 15,581 cuft
Drainage area = 1.670 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA POI 2
Q (cfs) Hyd. No. 8 -- 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 1320 1440 1560
Hyd No. 8 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 10
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 18.09 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 58,069 cuft
Drainage area = 6.910 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.70 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 10--25 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)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 11
POST BYPASS - POI 3
Hydrograph type = SCS Runoff Peak discharge = 10.85 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 37,403 cuft
Drainage area = 6.576 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST BYPASS - POI 3
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
12.00 - 12.00
10.00 - I 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.001 . 2.00
0.00 - \-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 13
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 166.52 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 569,023 cuft
Inflow hyds. = 5, 7, 10 Contrib. drain. area = 90.150 ac
PRE - TOTAL
Q (cfs) Hyd. No. 13--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. 13 Hyd No. 5 Hyd No. 7 Hyd No. 10

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 14
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 131.21 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 638,578 cuft
Inflow hyds. = 4, 8, 11 Contrib. drain. area = 8.246 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 14--25 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
i
0.00 -
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 8 Hyd No. 11

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 15
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 202.11 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 643,074 cuft
Inflow hyds. = 1, 3, 8, 11 Contrib. drain. area = 90.736 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 15--25 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
I11\
0.00 ALmmiz 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 1 Hyd No. 3 Hyd No. 8
Hyd No. 11

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 1
POST DA TO SCM 1
Hydrograph type = SCS Runoff Peak discharge = 112.73 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 316,945 cuft
Drainage area = 25.200 ac Curve number = 66
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 DA 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)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 2
SCM 1
Hydrograph type = Reservoir Peak discharge = 9.164 cfs
Storm frequency = 100 yrs Time to peak = 782 min
Time interval = 2 min Hyd. volume = 312,338 cuft
Inflow hyd. No. = 1 - POST DA TO SCM 1 Max. Elevation = 412.45 ft
Reservoir name = SCM 1 Max. Storage = 163,615 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 2 -- 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
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 2 Hyd No. 1 II I II Total storage used = 163,615 cuft

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 3
POST BYPASS - POI 1
Hydrograph type = SCS Runoff Peak discharge = 181.85 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 585,598 cuft
Drainage area = 57.290 ac Curve number = 59
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 BYPASS - POI 1
Q (cfs) Hyd. No. 3-- 100 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
, L
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 4
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 188.47 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 897,936 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 57.290 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 4 -- 100 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. 4 Hyd No. 2 Hyd No. 3

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 5
PRE - POI 1
Hydrograph type = SCS Runoff Peak discharge = 209.02 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 679,490 cuft
Drainage area = 71.700 ac Curve number = 57
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.30 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 1
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 7
PRE - POI 2
Hydrograph type = SCS Runoff Peak discharge = 55.33 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 126,663 cuft
Drainage area = 11.540 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.10 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 2
Q (cfs) Hyd. No. 7-- 100 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. 7 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 8
POST DA POI 2
Hydrograph type = SCS Runoff Peak discharge = 8.817 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 22,888 cuft
Drainage area = 1.670 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA POI 2
Q (cfs) Hyd. No. 8-- 100 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 10
PRE - POI 3
Hydrograph type = SCS Runoff Peak discharge = 27.43 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 86,450 cuft
Drainage area = 6.910 ac Curve number = 65
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.70 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE - POI 3
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 � 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 11
POST BYPASS - POI 3
Hydrograph type = SCS Runoff Peak discharge = 18.32 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 59,896 cuft
Drainage area = 6.576 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST BYPASS - POI 3
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
r I
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. 11 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 13
PRE - TOTAL
Hydrograph type = Combine Peak discharge = 273.06 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 892,604 cuft
Inflow hyds. = 5, 7, 10 Contrib. drain. area = 90.150 ac
PRE - TOTAL
Q (cfs) Hyd. No. 13 -- 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. 13 Hyd No. 5 Hyd No. 7 Hyd No. 10

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 14
POST - TOTALW/ SCMs
Hydrograph type = Combine Peak discharge = 213.57 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 980,721 cuft
Inflow hyds. = 4, 8, 11 Contrib. drain. area = 8.246 ac
POST - TOTAL W/ SCMs
Q (cfs) Hyd. No. 14 -- 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
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 8 Hyd No. 11

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,01 /11 /2024
Hyd. No. 15
POST - TOTAL NO SCMs
Hydrograph type = Combine Peak discharge = 318.77 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 985,328 cuft
Inflow hyds. = 1, 3, 8, 11 Contrib. drain. area = 90.736 ac
POST - TOTAL NO SCMs
Q (cfs) Hyd. No. 15-- 100 Year Q (cfs)
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 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 1 Hyd No. 3 Hyd No. 8
Hyd No. 11

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