SW5240202_Stormwater Report_20240219

WRENN VILLAS ••••••
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 6, 2024
PREPARED FOR: PREPARED BY:
ARS Wrenn Estates, 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

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
SECTION D— SCM DESIGN 7
SCM (Wet Pond) Design Calculations 7
SECTION E— RAINFALL DATA 8
SECTION F— STORMWATER BYPASS ANALYSIS 9
Culvert Reports 9
Bypass Swale Report 9
SECTION G — STORM ANALYSIS— 500 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 H— STORM ANALYSIS— 600 SERIES 11
Storm Sewer Summary Report 11
Velocity Report— 2 YR 11
Inlet Gutter Spread Report—4" / HR 11
Hydraulic Grade Line Computation — 10 YR 11
SECTION I— STORM ANALYSIS— 700 SERIES 12
Storm Sewer Summary Report 12
Velocity Report— 2 YR 12
Inlet Gutter Spread Report—4" / HR 12
Hydraulic Grade Line Computation — 10 YR 12
SECTION J— HYDRAFLOW REPORT 13
Delineation Drainage Area Calculations 13
Hydraflow Report 13
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SECTION K— NITROGEN LOADING 14
Nitrogen Loading Calculations — SNAP Tool 14
Nitrogen Loading Exhibit 14
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SECTION A - PROJECT SUMMARY
Introduction
Wrenn Villas is a proposed 33.62-acre single family community comprising of 179 lots. The project is
located along NC Highway 96, southeast of the US Highway 1 intersection. The site is located in zone 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).
Two (2) 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. The POIs are located along the northern
and southeastern boundaries of the site, as shown on the Pre- and Post-Development Stormwater Analysis
exhibits in the appendices. In existing conditions, runoff generally flows through the site from west to
southeast, then into Richland Creek where it discharges off-site at POI 1. The post development condition will
provide a culverts & a stormwater bypass swale from the adjacent commercial property to the aforementioned
POI 1.
POI 2 accepts runoff from east to west, along NC Hwy 96, to a discharge point at the northern corner of
the site. 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

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 therefore the site is
subject to State's Neuse Basin Rules, 15A NCAC 02H .1017.
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 62.77 92.35
Post-Development with Detention 55.74 77.15
Reduction (%) -11.20% -16.46%
Point of Interest 2 Q10(cfs) Q25(cfs)
Pre-Development 12.62 18.09
Post-Development 9.27 13.29
Reduction (%) -26.55% -26.53%
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TIMMONS GROUP

SECTION B - SITE MAPS
FIRMETTE FEMA Map
USDA Soils Map
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TIMMONS GROUP I www.timmons.com
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Hydrologic Soil Group—Franklin County, North Carolina 3
(Wrenn Villas Soils Report) N
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a Map Scale:1:4,010 if printed on A portrait(8.5"x 11")sheet. a
metesN
m N 0 50 100 200 300
Feet
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Map projection:Web Mer for Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 10/19/2022
1011. Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Franklin County, North Carolina
(Wrenn Villas Soils Report)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 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
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti 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)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v BID of the version date(s)listed below.
• r C Soil Survey Area: Franklin County,North Carolina
Survey Area Data: Version 26,Sep 8,2022
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 25,2022—May
Soil Rating Points 20,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 10/19/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Franklin County, North Carolina Wrenn Villas Soils Report
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB Cecil sandy loam,2 to 6 A 21.0 62.5%
percent slopes
CaC Cecil sandy loam,6 to A 12.6 37.5%
10 percent slopes
Totals for Area of Interest 33.6 100.0%
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 10/19/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Franklin County, North Carolina Wrenn Villas Soils Report
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 10/19/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

SECTION C - DRAINAGE AREA MAPS
Pre-Development Peak Flow Exhibit
Post-Development Peak Flow Exhibit
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TIMMONS GROUP

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SECTION D - SCM DESIGN
SCM (Wet Pond) Design Calculations
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Project: WRENN VILLAS Project No.: 54949
Calculated By: COLIE CROSBY Date: 1/16/2024
Wet Pond Design Calculations SCM A
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) I Imp/Lot(SF) Total Imp Area
Impervious Lots 6.17 Townhome Lot 158 1,700 6.17
Impervious R/W 3.16 0 0 0.00
Managed Pervious 10.57 0 0 0.00
Impervious Other 0.31 0 0 0.00
0 0 0.00
0 0 0.00
Subtotal 158 - 6.17
Streets and SW
Description Length(LF) Imp(SF)/LF 'Total Imp Area
60'R/W 3,722 27 2.31
10'Sidewalk 3,722 10 0.85
0.00
0.00
Subtotal 3.16
Other
Street Parking 1 13,573 0.31
Total to Pond (AC) 20.33 Mail Kiosk Area 0 1 5427 1 0.12
Pond Basin C 0.64 Grand Total Impervious Area(AC): 9.76
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 9.76 Average Depth(ft)= 3.0
Total Impervious Area 9.76 SA/DA Ratio= 1.73
Required SA(ft2)= 15,320
Total Drainage Area To SCM 20.33 SA as Shown(ft2)= 17,398
Percent Impervious Area 48% SA/DA Ratio from latest NCDENR BMP Manual

SA/DA Pond Volumes and Areas (Below Permanent/Normal Pool)
Elevation Main Forebay Depth Main Forebay Total
(ft) Area(sf) Area(sf) (ft) Inc.Vol(cf) Inc.Vol(cf) Vol(cf)
405.0 Bottom of Sediment Storage
406.0 10,709 0 0.0 Top of Sediment Storage
407.0 12,290 1,469 1.0 11,500 735 12,234
408.0 13,933 2,319 2.0 13,112 1,894 27,240
409.0 15,637 3,229 3.0 14,785 2,774 44,799
410.0 17,398 4,200 4.0 16,518 3,715 65,031
411.0 0 0
412.0 0 0
413.0 0 0
414.0 0 0
415.0 0 0
Total 4.0 55,914 9,117 65,031
Verify the Forebay Volume Is Approximately(15%-20%)of the Permanent Pool Volume. 16%
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)
410.0 17,398 4,200 0.00 Permanent Pool Elevation Notes
411.0 25,926 - 1.00 21,662 21,662
411.5 26,957 - 1.53 13,926 35,588 WQE/TPE
412.0 27,883 - _ 2.00 12,979 48,567 _
413.0 29,894 - _ 3.00 28,889 77,456
414.0 31,960 - _ 4.00 30,927 108,383
415.0 34,081 - _ 5.00 33,021 141,404
416.0 36,258 - _ 6.00 35,170 176,574
417.0 38,490 - 7.00 37,374 213,948
0 - #VALUE!
Verify the Average Depth of Pool (Dav9)-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= 55,914 C.F.(Main Pond)
Abottom shelf= 17,398 S.F.(Main Pond)
Depth of Water over shelf= 0.00 FT
Perimeter perm pool= 596 L.F.(Main Pond)
Width submerged part of shelf= 0.0 FT
Da„g= 3.21 FT
Depth for SA/DA= 3.00 FT(Round Da„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= 48.0%
Rv=0.05+0.009(1) Rv= 0.482
1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall= 1.0 inch
Drainage Area= 20.33 acres
Storage Required= 35,588 cu.ft.
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.53 17,398 26,957 35,588 411.53

Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume
Q, =CdA(2gh)1 2 (Orifice Equation;Cd=0.60;h=Ho/3)
2.75 Orifice Diameter(inches)
1.41 Ho(Driving Head to Centroid of Orifice)(ft)
0.47 Ho/3(Per orifice equation recommendation in NCDEQ SWM Design Manual,Part B)
0.14 Q1.0"Drawdown Rate(cfs)
35,588 Water Quality Volume(VWQ)
VWQ/(Q1"x 86,400) Drawdown Time(days)
3.0 Drawdown Time da s 2-5 da s
Pond/ Riser Data&Elevations
Pond Type Wet Pond
TSS Removal 85%
Top of Pond/Berm 417.00 ft
Secondary Spillway Width 20.00 ft
Bottom of Secondary Spillway 416.00 ft
Top of Riser 415.50 ft (at least 1'Above TPE)
Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev 411.53 ft (1"Runoff)
Top of Veg.Shelf 411.00 ft
Permanent Pool Elevation(Normal Pool) 410.00 ft
Water Quality Orifice Elevation&Size 410.00 ft 2.75 in
Secondary Orifice Elevation&Size(Rise&Span) NA ft 0.00 inch 0.00 inch
^Rise ^Span
Weir Elevation,Width,&Number of Sides NA ft 0.00 inch 0
Bottom of Veg.Shelf 410.00 ft ^Width ^#of Sides
Top of Sediment Storage/Pond Bottom 406.00 ft
Bottom of Sediment Storage 405.00 ft (Min 1 ft)
Invert Out of Riser 409.00 ft
Outlet Pipe Size 24.00 in Diameter RCP
Outlet Pipe Length&Slope 61.00 ft 0.51
Downstream Outlet Elevation 408.69 ft
1 Yr Water Surface Elev/Peak Flow(CFS) 411.60 ft 0.24 CFS
2 Yr Water Surface Elev Peak Flow(CFS) 412.43 ft 0.30 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 414.79 ft 0.43 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 415.57 ft 1.72 CFS
100 Yr Water Surface Elev Peak Flow(CFS) 415.81 ft 9.46 CFS
Pond Detail
Top of Riser: 415.50 2.75 in WQ Orifice Elev
Top of WQ Pool: 411.53 410.00 10'Berm 417.00
100 Yr 415.81
17
Spillway 416.00
25 Yr 415.57
10 Yr 414.79
A 2 Yr 412.43
Pond Bottom 1 Yr 411.60
406.00
See Plan for
accurate outlet design
Inv Out:
408.69
Diss Pad
Perm Pool - Sediment Bottom Invert Out: 409.00 61 LF of 24"RCP @
410.00 405.00 Base: 405.00 0.51%

Anti-Bouyancy Calculations for the Riser Structure
Riser Dimensions Weight of Structure Displaced Volume
Outside Width 5.00 ft Walls= 14,175 LBS V=LxWx(HT)=C.F.
Inside Width 4.00 ft Base= 7,500 LBS
Outside Length 5.00 ft FILL= 8,400 lbs Displaced Water=
Inside Length 4.00 ft C.F.*62.4 PCF=LBS
Height 10.50 ft Outlet Pipe= 236 LBS
Base Thick'(ft) 0.50 ft WQ Orifice= 3 LBS Add 15%Factor of Safety
Wall Thick'(ft) 0.50 ft
Ext Base(ft) 2.50 ft Weir#1 = 0 LBS V= 275 C.F.
Areas removed from Riser I Weir#2= 0 LBS Disp.Water= 17,160 LBS
Outlet Pipe 3.14 ft Weir#3= 0 LBS 15%F.S.= 2,574 LBS
WQ Orifice 0.04 ft Weir#4= 0 LBS
Orifice#1 0.00 ft Other#1 = 0 LBS Safety Factor 1.51
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 29,836 LBS Weight= 19,734 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 4 ft x 4 ft x 10.5 ft Tall,With a 0.5 ft Thick Precast
Other 0.00 ft Extended Base
Planting Summary Requirements
Dam/Berm Non-Clumping Turf Grass
6'Shelf Length 444 Area of Shelf= 2664 SF (50 Plants per 200 SF of Area)
Quantity Type Root Common Name Scientific Name Planting Size Notes
222 Herbaceous Container Quill Sedge Cerex Tenera 4"Pot 24"-36"OC
222 Herbaceous Container Virginia Sweetspire tea Virginica 4"Pot 24"-36"OC
222 Herbaceous Container Joe Pye Weed Eupat'Fistulosus 4"Pot 24"-36"OC

SECTION E - RAINFALL DATA
E
t •
T I M M O N S GROUP I www.timmons.com

NOAA Atlas 14,Volume 2,Version 3
vac. Location name:Youngsville,North Carolina,USA* nailhh„one
Latitude:36.0369°,Longitude:-78.4945° e
Elevation:441.54 ft** i
'64 *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)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.404 0.471 0.539 0.602 0.668 0.718 0.763 0.802 0.845 0.882
(0.373-0.440) (0.434-0.513) (0.495-0.585) (0.553-0.654) (0.610-0.725) (0.652-0.779) (0.689-0.828) (0.720-0.872) (0.753-0.920) (0.780-0.962)
10-min 0.646 0.753 0.863 0.963 1.06 1.14 1.21 1.27 1.34 1.39
(0.596-0.702) (0.694-0.820) (0.793-0.937) (0.884-1.05) (0.972-1.16) (1.04-1.24) (1.10-1.32) (1.14-1.38) (1.19-1.46) (1.23-1.51)
15-min 0.807 0.947 1.09 1.22 1.35 1.45 1.53 1.60 1.68 I 1.74
(0.745-0.878) (0.872-1.03) (1.00-1.19) (1.12-1.32) (1.23-1.46) (1.32-1.57) (1.39-1.66) _(1.44-1.75) (1.50-1.83) (1.54-1.90)
30-min 1.11 1.31 1.55 1.77 2.00 2.18 2.35 2.50 2.68 2.82
(1.02-1.20) (1.20-1.42) (1.43-1.69) (1.62-1.92) (1.83-2.17) (1.98-2.37) (2.12-2.55) (2.24-2.72) i (2.38-2.92) (2.50-3.08)
60-min 1.38 1.64 1.99 2.30 2.66 2.95 3.23 3.50 3.84 4.12
(1.27-1.50) 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 1.62 1.93 2.37 2.76 3.24 3.65 4.04 4.44 4.95 I 5.39
(1.48-1.78) (1.77-2.11) (2.16-2.58) (2.51-3.01) (2.93-3.53) (3.29-3.97) (3.61-4.39) (3.94-4.83) (4.36-5.39) (4.71-5.89)
3-hr 1.72 2.05 2.52 2.96 3.51 3.99 4.46 4.95 5.60 6.18
(1.57-1.90) (1.88-2.26) (2.30-2.78) (2.69-3.26) (3.17-3.85) (3.58-4.37) (3.97-4.89) (4.37-5.42) (4.89-6.13) (5.34-6.78)
6-hr 2.06 2.46 3.02 3.56 4.24 4.84 5.43 6.06 6.90 7.66
(1.88-2.28) (2.25-2.71) (2.76-3.33) (3.24-3.92) _j (3.83-4.64) (4.34-5.29) (4.83-5.94) I (5.33-6.61) (6.00-7.53) (6.57-8.38)
12-hr 2.43 2.90 3.59 4.25 5.09 5.84 6.61 7.43 8.55 9.57
(2.23-2.67) (2.67-3.19) (3.29-3.93) (3.88-4.65)__(4.62-5.56) (5.26-6.36) (5.89-7.19) (6.55-8.06) (7.42-9.29) (8.18-10.4)
24-hr 2.87 3.47 4.34 5.03 5.95 6.69 7.44 8.21 9.27 10.1
(2.68-3.09) (3.24-3.73) (4.05-4.66) (4.68-5.39) (5.53-6.38) (6.20-7.17) (6.87-7.99) (7.56-8.82) (8.49-9.96) (9.21-10.9)
2-day 3.34 4.02 4.99 5.75 6.76 7.57 8.38 9.22 10.4 11.2
(3.12-3.58) (3.76-4.31) (4.66-5.35) (5.36-6.16) 1 (6.29-7.26) (7.01-8.11) (7.74-8.99) (8.49-9.91) (9.48-11.2) (10.3-12.1)
3-day 3.54 4.25 5.25 6.04 7.10 7.94 8.79 9.67 10.9 11.8
(3.31-3.79) (3.98-4.55) (4.91-5.61) (5.63-6.46)_ (6.60-7.60) (7.37-8.50) (8.13-9.42) (8.91-10.4) (9.96-11.7) (10.8-12.7)
4-day 3.73 4.47 5.51 6.32 7.43 8.31 9.20 10.1 11.4 12.4
(3.50-3.99) (4.19-4.78) (5.16-5.88) (5.91-6.75) (6.92-7.94) (7.72-8.89) (8.52-9.85) (9.34-10.9) (10.4-12.2) 1 (11.3-13.3)
7-day 4.33 5.16 6.28 7.16 8.36 9.32 10.3 11.3 12.7 1 13.7
(4.06-4.62) (4.84-5.51) (5.89-6.70) (6.70-7.64) (7.80-8.93) (8.67-9.95) (9.55-11.0) (10.4-12.1) (11.6-13.6) (12.6-14.8)
10-day 4.92 5.85 7.03 7.96 9.20 10.2 11.2 12.2 13.5 14.6
(4.62-5.25) (5.50-6.23) (6.60-7.49) (7.46-8.47) (8.60-9.80) (9.49-10.9) (10.4-11.9) (11.3-13.0) (12.5-14.5) (13.4-15.7)
20-day 6.60 7.78 9.19 10.3 11.8 13.0 14.2 15.4 17.1 18.4
(6.22-7.00) (7.34-8.26) (8.66-9.75) (9.70-10.9) (11.1-12.5) (12.2-13.8) (13.3-15.1) (14.4-16.5) (15.8-18.3) (16.9-19.7)
30-day 8.18 9.63 11.2 12.4 14.0 15.2 16.5 17.7 19.3 20.5
(7.74-8.66) (9.10-10.2) (10.6-11.8) (11.7-13.1) (13.2-14.8) (14.3-16.1) (15.4-17.5) (16.5-18.8) (18.0-20.5) (19.1-21.9)
45-day 10.4 12.2 13.9 15.3 17.1 18.4 19.7 21.1 22.8 24.1
_(9.90-11.0) (11.6-12.8) (13.2-14.7) (14.5-16.1) (16.2-18.0) (17.4-19.4) (18.6-20.8) (19.8-22.2) (21.3-24.1) (22.5-25.5)
60-day 12.5 14.6 16.5 17.9 19.8 21.2 22.6 23.9 25.6 26.9
(11.9-13.1) (13.9-15.3) (15.7-17.3) (17.0-18.8) (18.8-20.8) (20.1-22.3) (21.3-23.8) (22.5-25.2) (24.1-27.0) i (25.2-28.4)
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 depth-duration-frequency (DDF) curves
Latitude: 36.0369°, Longitude: -78.4945°
30
Average recurrence
25 interval
(years)
— 1
-, 20 • 2
v - 5
c 15 _ — 10
• i 25
a ra
50
' ., 10 _ 100
v
a — 200
5 _ 500
1 — 1000
0 i
C C C C C - - - 6- L. >, >,>, >. >, >, >, >,>,
'F •- •- 'F •E L L L L L 2 2 40 N 40 2 2 2
0
n O in M 6 r-I N CV 4 I� N CIO O O
0 D
Duration
30 r
25 -
c
r 20 _ Duration
a
v — 5-min — 2-day
c 15 _ — 10-min — 3-clay
•�, 15-min — 4-day
ro
a — 30 min — 7-day
10 — 60-min — 10-day
a,a_ — 2-hr — 20-day
— 3-hr — 30-day
— — 6fir — 45-day
•
— 12-hr — 60-day
0 i i i i i i i — 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 12:04:16 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_biir
N orf of
ston-Salem
• • Durham , Rocky Mount
Greensboro •
Raleigh
Greenville
North • II
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

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
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Maps & aerials
Small scale terrain

Young sville '+
3km
2mi
Large scale terrain
• 'Lyfctlburg
sburg s Roanoke
N orfol
-Sal ern O
• • Durham
■� RockyMount
Raleigh
• •
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

SECTION F - STORMWATER BYPASS ANALYSIS
Culvert Reports
Bypass Swale Report
.•••.
E
• ! •
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TIMMONS GROUP

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jan 16 2024
CULVERTS #1000 A & B - 10 YEAR EVENT
Invert Elev Dn (ft) = 434.68 Calculations
Pipe Length (ft) = 95.00 Qmin (cfs) = 89.00
Slope (%) = 2.11 Qmax (cfs) = 89.00
Invert Elev Up (ft) = 436.68 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 89.00
No. Barrels = 2 Qpipe (cfs) = 89.00
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.41
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.48
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 437.47
HGL Up (ft) = 438.76
Embankment Hw Elev (ft) = 439.80
Top Elevation (ft) = 447.50 Hw/D (ft) = 0.89
Top Width (ft) = 60.00 Flow Regime = Inlet Control
Crest Width (ft) = 60.00
Bev(0) CULVERTS 01000 A 8 B-10 YEAR EVENT Hw Depth(9)
448.00 11.32
448.00 9.32
444.00 7.32
442.00 5.32
'� Inlet control = 3'
438.00 1.32
436.00 -0.68
434.00 -2.68
432.00 - -4.68
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Circular Culvert HGL Embank
Reach(8)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jan 16 2024
CULVERTS #1000 A & B - 100 YEAR EVENT
Invert Elev Dn (ft) = 434.68 Calculations
Pipe Length (ft) = 95.00 Qmin (cfs) = 149.00
Slope (%) = 2.11 Qmax (cfs) = 149.00
Invert Elev Up (ft) = 436.68 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 149.00
No. Barrels = 2 Qpipe (cfs) = 149.00
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.27
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.36
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 437.78
HGL Up (ft) = 439.38
Embankment Hw Elev (ft) = 441.37
Top Elevation (ft) = 447.50 Hw/D (ft) = 1.34
Top Width (ft) = 60.00 Flow Regime = Inlet Control
Crest Width (ft) = 60.00
Bev(0) CULVERTS#1000 A&B-100 YEAR EVENT Hw Depth(rt)
448.00 11.32
446.00 9.32
444.00 7.32
442.00 5.32
Inldmntrd
440.00 3.32
438.00 1.32
436.00 -0.68
434.00 -2.68
432.00 - -4.68
0 10 20 30 40 50 60 70 80 90 130 110 120 130 140
Circular Culvert HGL Embank
Reach(8)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jan 16 2024
CULVERTS #2000 A & B - 10 YEAR EVENT
Invert Elev Dn (ft) = 421.57 Calculations
Pipe Length (ft) = 207.56 Qmin (cfs) = 72.00
Slope (%) = 1.00 Qmax (cfs) = 72.00
Invert Elev Up (ft) = 423.65 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 72.00
No. Barrels = 2 Qpipe (cfs) = 72.00
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.55
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.93
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 424.25
HGL Up (ft) = 425.51
Embankment Hw Elev (ft) = 426.38
Top Elevation (ft) = 436.60 Hw/D (ft) = 0.78
Top Width (ft) = 60.00 Flow Regime = Inlet Control
Crest Width (ft) = 60.00
Inlet control

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jan 16 2024
CULVERTS #2000 A & B - 100 YEAR EVENT
Invert Elev Dn (ft) = 421.57 Calculations
Pipe Length (ft) = 207.56 Qmin (cfs) = 122.04
Slope (%) = 1.00 Qmax (cfs) = 122.04
Invert Elev Up (ft) = 423.65 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 122.04
No. Barrels = 2 Qpipe (cfs) = 122.04
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.00
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.50
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 424.54
HGL Up (ft) = 426.10
Embankment Hw Elev (ft) = 427.60
Top Elevation (ft) = 436.60 Hw/D (ft) = 1.13
Top Width (ft) = 60.00 Flow Regime = Inlet Control
Crest Width (ft) = 60.00
Inlet Control

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jan 16 2024
BYPASS SWALE - 100 YEAR EVENT
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 1.44
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 122.04
Total Depth (ft) = 2.50 Area (sqft) = 11.98
Invert Elev (ft) = 100.00 Velocity (ft/s) = 10.19
Slope (%) = 2.60 Wetted Perim (ft) = 13.11
N-Value = 0.022 Crit Depth, Yc (ft) = 1.97
Top Width (ft) = 12.64
Calculations EGL (ft) = 3.05
Compute by: Known Q
Known Q (cfs) = 122.04
Elev (ft) Section Depth (ft)
103.00 3.00
102.50 2.50
102.00 2.00
101.50 y 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

SECTION G - STORM ANALYSIS - 500 SERIES
Storm Sewer Summary Report
Velocity Report - 2 YR
Inlet Gutter Spread Report - 4" / HR
Hydraulic Grade Line Computation - 10 YR
E
• ! •
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 Dp-Grate DI 501 Outfall 0.18 17.4 4.68 0.65 0.84 29.57 49.67 68.514 36 0.013 0.55 411.38 411.00 418.62 414.38 414.92 414.79
2 Comb. CB 502 1 0.25 17.1 4.73 0.65 1.17 29.30 49.53 96.101 36 0.013 0.55 412.01 411.48 417.51 418.62 415.31 415.12
3 Comb. CB 503 2 0.08 17.0 4.74 0.65 0.38 28.61 49.60 27.119 36 0.013 0.55 412.26 412.11 417.45 417.51 415.51 415.46
4 Comb. CB 504 3 0.05 16.7 4.78 0.65 0.23 28.60 80.48 78.976 36 0.013 1.46 413.51 412.36 419.61 417.45 415.96 415.90
5 Comb. CB 504A 4 0.48 16.6 4.78 0.65 2.25 28.47 102.57 7.187 36 0.013 2.37 413.68 413.51 419.86 419.61 415.41 416.13
6 Comb. CB 505 5 0.27 16.5 4.80 0.65 1.27 27.10 52.74 43.176 36 0.013 0.63 414.05 413.78 420.96 419.86 415.73 415.41
7 Comb. CB 506 6 0.27 16.0 4.86 0.65 1.27 18.96 38.68 171.000 24 0.013 2.92 420.05 415.05 425.95 420.96 421.62 416.04
8 Comb. CB 507 7 0.28 15.6 4.93 0.65 1.31 18.35 45.17 189.274 24 0.013 3.99 427.70 420.15 434.09 425.95 429.24 421.62
9 Comb. CB 508 8 0.33 15.1 5.00 0.65 1.55 13.61 47.48 142.258 24 0.013 4.41 434.07 427.80 441.91 434.09 435.40 j 429.24
10 Comb. CB 509 9 0.36 14.4 5.10 0.65 1.69 11.71 43.39 187.212 24 0.013 3.68 441.06 434.17 452.21 441.91 442.29 435.40
11 Comb. CB 510 10 0.03 13.5 5.24 0.65 0.14 9.80 31.40 186.759 24 0.013 1.93 444.76 441.16 460.21 452.21 445.88 j 442.29
12 Comb. CB 511 11 0.02 10.9 5.70 0.65 0.09 10.46 16.86 27.001 24 0.013 0.56 444.91 444.76 460.21 460.21 446.07 445.90
13 Comb. CB 512 12 0.02 10.7 5.74 0.65 0.09 10.45 16.62 38.891 24 0.013 0.54 445.22 445.01 460.16 460.21 446.38 446.16
14 Comb. CB 513 13 0.02 10.6 5.76 0.65 0.09 10.42 16.86 27.000 24 0.013 0.56 445.47 445.32 460.18 460.16 446.63 446.46
15 Comb. CB 514 14 0.02 10.4 5.80 0.65 0.09 10.41 16.65 40.575 24 0.013 0.54 445.79 445.57 460.33 460.18 446.94 446.72
16 Comb. CB 514A 15 0.14 5.0 7.21 0.65 0.66 0.66 21.01 26.980 18 0.013 4.00 452.17 451.09 460.32 460.33 452.47 451.27
17 Comb. CB 515 15 0.24 9.8 5.94 0.65 1.13 10.03 16.76 136.663 24 0.013 0.55 446.64 445.89 458.30 460.33 447.77 447.01
18 Comb. CB 516 17 0.26 8.7 6.17 0.65 1.22 6.66 16.82 148.290 24 0.013 0.55 447.56 446.74 456.00 458.30 448.47 j 447.77
19 Comb. CB 517 18 0.14 8.3 6.28 0.65 0.66 5.72 7.39 98.849 18 0.013 0.50 448.55 448.06 454.56 456.00 449.54 449.05
20 Comb. CB 517A 19 0.33 6.3 6.80 0.65 1.55 4.24 9.48 27.000 18 0.013 0.81 448.87 448.65 454.67 454.56 450.31 450.27
21 Generic DI 517B 20 0.15 6.1 6.87 0.65 0.70 2.81 12.40 24.386 18 0.013 1.39 449.31 448.97 455.43 454.67 449.95 450.36
22 Dp-Grate DI 517C 21 0.48 5.0 7.21 0.65 2.25 2.25 10.47 82.464 18 0.013 0.99 450.23 449.41 454.08 455.43 450.80 449.95
23 Comb. CB 518 19 0.23 7.4 6.49 0.65 1.08 1.27 7.84 39.509 18 0.013 0.56 449.17 448.95 453.55 454.56 449.59 450.27
Project File: STRM 500.stm Number of lines:40 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 519 23 0.07 5.0 7.21 0.65 0.33 0.33 7.83 27.012 18 0.013 0.56 449.42 449.27 453.57 453.55 449.63 j 449.59
25 Comb. CB 515A 17 0.33 7.0 6.61 0.65 1.55 3.01 15.63 56.451 18 0.013 2.21 448.59 447.34 457.44 458.30 449.25 447.79
26 Dp-Grate DI 515B 25 0.37 5.0 7.21 0.65 1.73 1.73 10.48 117.387 18 0.013 1.00 449.77 448.60 456.82 457.44 450.27 j 449.25
27 Comb. CB 532 11 0.03 5.0 7.21 0.65 0.14 0.14 23.50 40.736 18 0.013 5.01 450.20 448.16 462.17 460.21 450.34 448.24
28 Comb. CB 509A 10 0.29 5.0 7.21 0.65 1.36 1.36 13.10 30.862 18 0.013 1.56 444.55 444.07 453.03 452.21 444.99 444.40
29 Dp-Grate DI 530 8 0.40 9.5 5.99 0.65 1.88 4.90 10.48 113.402 18 0.013 1.00 429.33 428.20 433.32 434.09 430.18 j 429.24
30 Dp-Grate DI 531 29 0.52 8.5 6.23 0.65 2.44 3.48 22.04 140.941 18 0.013 4.41 435.64 429.43 442.75 433.32 436.35 j 430.18
31 Dp-Grate DI 532 30 0.34 5.0 7.21 0.65 1.59 1.59 21.66 187.620 18 0.013 4.25 443.62 435.64 451.51 442.75 444.09 j 436.35
32 Comb. CB 520 6 0.16 14.0 5.17 0.65 0.75 8.09 10.66 27.196 18 0.013 1.03 415.83 415.55 421.00 420.96 416.93 416.53
33 Comb. CB 521 32 0.61 13.5 5.23 0.65 2.86 7.65 19.43 129.648 18 0.013 3.42 420.37 415.93 424.37 421.00 421.44 416.93
34 Dp-Grate DI 522 33 0.45 12.9 5.34 0.65 2.11 4.61 12.90 114.064 18 0.013 1.51 422.29 420.57 426.31 424.37 423.11 j 421.44
35 Dp-Grate DI 523 34 0.30 11.5 5.60 0.65 1.41 3.20 13.87 188.148 18 0.013 1.74 425.77 422.49 430.94 426.31 426.45 423.11
36 Dp-Grate DI 524 35 0.30 9.3 6.04 0.65 1.41 2.28 23.48 189.223 18 0.013 5.00 435.43 425.97 441.71 430.94 436.00 426.45
37 Dp-Grate DI 525 36 0.28 5.0 7.21 0.65 1.31 1.31 18.43 191.896 18 0.013 3.08 441.54 435.63 451.95 441.71 441.97 436.00
38 Comb. CB 508A 9 0.33 5.0 7.21 0.65 1.55 1.55 15.56 28.231 18 0.013 2.20 435.33 434.71 442.36 441.91 435.80 j 435.40
39 Comb. CB 521A 33 0.31 5.0 7.21 0.65 1.45 1.45 18.37 7.191 18 0.013 3.06 420.69 420.47 428.78 424.37 421.14 421.44
40 Comb. CB 701 Outfall 0.40 5.0 7.21 0.65 1.88 1.88 24.44 69.601 18 0.013 5.42 443.00 439.23 452.44 440.84 443.52 439.53
Project File: STRM 500.stm Number of lines:40 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 Dp-Grate DI 501 Outfall 9.72 20.9 3.23 20.40 6.09 68.514 36 0.013 0.55
2 Comb. CB 502 1 9.54 20.5 3.27 20.27 6.30 96.101 36 0.013 0.55
3 Comb. CB 503 2 9.29 20.3 3.28 19.81 6.22 27.119 36 0.013 0.55
4 Comb. CB 504 3 9.21 20.0 3.31 19.84 6.28 78.976 36 0.013 1.46
5 Comb. CB 504A 4 9.16 19.9 3.32 19.75 5.96 7.187 36 0.013 2.37
6 Comb. CB 505 5 8.68 19.7 3.34 18.83 6.07 43.176 36 0.013 0.63
7 Comb. CB 506 6 6.00 19.1 3.39 13.21 8.61 171.000 24 0.013 2.92
8 Comb. CB 507 7 5.73 18.5 3.45 12.84 6.24 189.274 24 0.013 3.99
9 Comb. CB 508 8 4.19 17.9 3.51 9.55 5.14 142.258 24 0.013 4.41
10 Comb. CB 509 9 3.53 17.0 3.60 8.27 5.17 187.212 24 0.013 3.68
11 Comb. CB 510 10 2.88 15.9 3.72 6.97 4.87 186.759 24 0.013 1.93
12 Comb. CB 511 11 2.82 12.6 4.15 7.60 5.10 27.001 24 0.013 0.56
13 Comb. CB 512 12 2.80 12.3 4.18 7.61 5.07 38.891 24 0.013 0.54
14 Comb. CB 513 13 2.78 12.2 4.20 7.60 5.10 27.000 24 0.013 0.56
15 Comb. CB 514 14 2.76 11.9 4.24 7.61 5.08 40.575 24 0.013 0.54
16 Comb. CB 514A 15 0.14 5.0 5.65 0.51 3.72 26.980 18 0.013 4.00
17 Comb. CB 515 15 2.60 11.1 4.37 7.38 5.04 136.663 24 0.013 0.55
18 Comb. CB 516 17 1.66 9.7 4.60 4.96 4.08 148.290 24 0.013 0.55
19 Comb. CB 517 18 1.40 9.2 4.70 4.28 4.34 98.849 18 0.013 0.50
20 Comb. CB 517A 19 0.96 6.7 5.22 3.26 3.03 27.000 18 0.013 0.81
21 Generic DI 517B 20 0.63 6.4 5.29 2.17 3.51 24.386 18 0.013 1.39
22 Dp-Grate DI 517C 21 0.48 5.0 5.65 1.76 3.66 82.464 18 0.013 0.99
23 Comb. CB 518 19 0.30 8.1 4.91 0.96 1.80 39.509 18 0.013 0.56
Project File: STRM 500.stm Number of lines:40 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 519 23 0.07 5.0 5.65 0.26 1.63 27.012 18 0.013 0.56
25 Comb. CB 515A 17 0.70 7.5 5.03 2.29 5.01 56.451 18 0.013 2.21
26 Dp-Grate DI 515B 25 0.37 5.0 5.65 1.36 2.72 117.387 18 0.013 1.00
27 Comb. CB 532 11 0.03 5.0 5.65 0.11 2.51 40.736 18 0.013 5.01
28 Comb. CB 509A 10 0.29 5.0 5.65 1.06 3.71 30.862 18 0.013 1.56
29 Dp-Grate DI 530 8 1.26 10.8 4.41 3.62 4.06 113.402 18 0.013 1.00
30 Dp-Grate DI 531 29 0.86 9.4 4.65 2.60 3.79 140.941 18 0.013 4.41
31 Dp-Grate DI 532 30 0.34 5.0 5.65 1.25 2.48 187.620 18 0.013 4.25
32 Comb. CB 520 6 2.41 16.5 3.66 5.73 5.58 27.196 18 0.013 1.03
33 Comb. CB 521 32 2.25 15.9 I 3.72 5.44 5.20 129.648 18 0.013 3.42
34 Dp-Grate DI 522 33 1.33 15.1 3.81 3.29 4.12 114.064 18 0.013 1.51
35 Dp-Grate DI523 34 0.88 13.3 4.05 2.32 4.16 188.148 18 0.013 1.74
36 Dp-Grate DI 524 35 0.58 10.5 4.47 1.68 4.13 189.223 18 0.013 5.00
37 Dp-Grate DI525 36 0.28 5.0 5.65 1.03 3.64 191.896 18 0.013 3.08
38 Comb. CB 508A 9 0.33 5.0 5.65 1.21 2.84 28.231 18 0.013 2.20
39 Comb. CB 521A 33 0.31 5.0 5.65 1.14 2.11 7.191 18 0.013 3.06
40 Comb. CB 701 Outfall 0.40 5.0 5.65 1.47 4.54 69.601 18 0.013 5.42
Project File: STRM 500.stm Number of lines:40 Date: 1/11/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)^0.89--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Spread
Page 1
Line Inlet Junct Byp Drng Inlet i Runoff Incr Q Q Q Gutter Gutter
No. ID Type Ln No Area Time Inlet Coeff Q Carry Capt Byp Slope Spread
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (cfs) (ft/ft) (ft)
1 DI 501 Dp-Grate Offsite 0.18 5.0 4.00 0.65 0.47 0.08 0.26 0.29 0.330 7.10
2 CB 502 Comb. 1 0.25 5.0 4.00 0.65 0.65 0.00 0.57 0.08 0.011 4.90
3 CB 503 Comb. Offsite 0.08 5.0 4.00 0.65 0.21 0.00 0.21 0.00 0.014 2.39
4 CB 504 Comb. Offsite 0.05 5.0 4.00 0.65 0.13 0.00 0.13 0.00 0.012 1.86
5 CB 504A Comb. Offsite 0.48 5.0 4.00 0.65 1.25 0.00 0.96 0.29 0.012 6.45
6 CB 505 Comb. Sag 0.27 5.0 4.00 0.65 0.70 0.00 0.70 0.00 Sag 2.00
7 CB 506 Comb. Offsite 0.27 5.0 4.00 0.65 0.70 0.00 0.63 0.08 0.019 4.46
8 CB 507 Comb. Offsite 0.28 5.0 4.00 0.65 0.73 0.00 0.68 0.05 0.041 3.72
9 CB 508 Comb. Offsite 0.33 5.0 4.00 0.65 0.86 0.00 0.78 0.08 0.041 4.06
10 CB 509 Comb. Offsite 0.36 5.0 4.00 0.65 0.94 0.00 0.84 0.10 0.041 4.24
11 CB 510 Comb. Offsite 0.03 5.0 4.00 0.65 0.08 0.00 0.08 0.00 0.046 1.21
12 CB 511 Comb. Offsite 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 0.036 1.09
13 CB 512 Comb. Offsite 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 0.032 1.11
14 CB 513 Comb. Offsite 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 0.030 1.13
15 CB 514 Comb. Offsite 0.02 5.0 4.00 0.65 0.05 0.00 0.05 0.00 0.022 1.20
16 CB 514A Comb. Offsite 0.14 5.0 4.00 0.65 0.36 0.00 0.35 0.01 0.016 3.28
17 CB 515 Comb. Offsite 0.24 5.0 4.00 0.65 0.62 0.00 0.55 0.08 0.010 4.92
18 CB 516 Comb. Offsite 0.26 5.0 4.00 0.65 0.68 0.00 0.58 0.09 0.010 5.11
19 CB 517 Comb. Offsite 0.14 5.0 4.00 0.65 0.36 0.00 0.34 0.02 0.008 3.97
20 CB 517A Comb. Offsite 0.33 5.0 4.00 0.65 0.86 0.00 0.71 0.15 0.010 5.71
21 Dl 517B Generic Offsite 0.15 5.0 4.00 0.65 0.39 0.00 0.39 0.00 0.300 1.91
22 DI 517C Dp-Grate Offsite 0.48 5.0 4.00 0.65 1.25 0.00 0.53 0.71 0.090 12.10
23 CB 518 Comb. Sag 0.23 5.0 4.00 0.65 0.60 0.00 0.60 0.00 Sag 1.89
Project File: STRM 500.stm Number of lines:40 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 519 Comb. Sag 0.07 5.0 4.00 0.65 0.18 0.00 0.18 0.00 Sag 0.98
25 CB 515A Comb. Offsite 0.33 5.0 4.00 0.65 0.86 0.00 0.71 0.15 0.010 5.71
26 DI 515B Dp-Grate Offsite 0.37 5.0 4.00 0.65 0.96 0.00 0.40 0.56 0.330 9.10
27 CB 532 Comb. Offsite 0.03 5.0 4.00 0.65 0.08 0.00 0.08 0.00 0.038 1.25
28 CB 509A Comb. Offsite 0.29 5.0 4.00 0.65 0.75 0.00 0.70 0.05 0.042 3.76
29 DI 530 Dp-Grate Offsite 0.40 5.0 4.00 0.65 1.04 0.00 0.67 0.37 0.041 3.87
30 DI 531 Dp-Grate Offsite 0.52 5.0 4.00 0.65 1.35 0.00 0.85 0.50 0.041 4.01
31 DI 532 Dp-Grate Offsite 0.34 5.0 4.00 0.65 0.88 0.00 0.58 0.30 0.041 3.81
32 CB 520 Comb. Sag 0.16 5.0 4.00 0.65 0.42 0.00 0.42 0.00 Sag 1.56
33 CB 521 Comb. Offsite 0.61 5.0 4.00 0.65 1.59 0.00 1.18 0.40 0.020 6.43
34 DI 522 Dp-Grate Offsite 0.45 5.0 4.00 0.65 1.17 0.00 0.75 0.42 0.049 3.94
35 DI 523 Dp-Grate Offsite 0.30 5.0 4.00 0.65 0.78 0.00 0.53 0.25 0.029 3.87
36 DI 524 Dp-Grate Offsite 0.30 5.0 4.00 0.65 0.78 0.00 0.52 0.26 0.050 3.74
37 DI 525 Dp-Grate Offsite 0.28 5.0 4.00 0.65 0.73 0.00 0.49 0.24 0.044 3.74
38 CB 508A Comb. Offsite 0.33 5.0 4.00 0.65 0.86 0.00 0.78 0.08 0.040 4.08
39 CB 521A Comb. Offsite 0.31 5.0 4.00 0.65 0.81 0.00 0.73 0.08 0.020 4.42
40 CB 701 Comb. Sag 0.40 5.0 4.00 0.65 1.04 0.00 1.04 0.00 Sag 7.42
Project File: STRM 500.stm Number of lines:40 Date: 1/11/2024
NOTES: Intensity=380299500.00/(Inlet time+120.10)A 3.80--Return period=3 Yrs. ; **Critical depth
Storm Sewers

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SECTION H - STORM ANALYSIS - 600 SERIES
Storm Sewer Summary Report
Velocity Report — 2 YR
Inlet Gutter Spread Report — 4" / HR
Hydraulic Grade Line Computation — 10 YR
E
• ! •
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 601 '`'` Outfall 0.32 22.1 4.16 0.65 1.50 19.81 60.48 53.510 36 0.013 0.82 412.74 412.30 421.79 414.33 414.17 414.79
2 Comb. CB 602 1 0.22 21.6 4.22 0.65 1.03 19.19 71.41 112.502 36 0.013 1.15 414.13 412.84 422.50 421.79 415.53 414.17
3 Comb. CB 603 2 0.19 20.9 4.28 0.65 0.89 18.87 166.11 125.583 36 0.013 6.20 422.02 414.23 431.55 422.50 423.41 415.53
4 Comb. CB 604 3 0.05 20.4 4.34 0.65 0.23 18.59 151.66 108.486 36 0.013 5.17 427.73 422.12 438.16 431.55 429.11 423.41
5 Comb. CB 605 4 0.30 20.2 4.36 0.65 1.41 18.54 86.22 59.965 30 0.013 4.42 430.98 428.33 440.19 438.16 432.44 429.12
6 Comb. CB 606 5 0.09 19.7 4.41 0.65 0.42 17.03 27.82 183.732 24 0.013 1.51 434.26 431.48 442.37 440.19 435.75 432.61
7 Comb. CB 607 6 0.15 19.6 4.42 0.65 0.70 16.80 16.56 29.850 24 0.013 0.54 434.52 434.36 442.41 442.37 436.19 436.03
8 Comb. CB 608 7 0.12 19.5 4.43 0.65 0.56 16.41 16.84 43.273 24 0.013 0.55 434.86 434.62 442.57 442.41 437.12 436.89
9 Comb. CB 609 8 0.24 11.3 5.63 0.65 1.13 15.81 17.46 109.068 24 0.013 0.60 435.61 434.96 444.08 442.57 438.30 437.77
10 Comb. CB 610 9 0.10 9.0 6.11 0.65 0.47 12.51 17.51 191.783 24 0.013 0.60 436.86 435.71 445.57 444.08 439.71 439.12
11 Comb. CB 611 10 0.36 8.2 6.30 0.65 1.69 12.50 17.55 194.404 24 0.013 0.60 438.13 436.96 443.15 445.57 440.42 439.83
12 Comb. CB 611A 11 0.23 8.1 6.31 0.65 1.08 8.00 16.65 7.385 24 0.013 0.54 438.17 438.13 443.20 443.15 440.80 440.79
13 Comb. CB 612 12 0.05 7.6 6.45 0.65 0.23 7.21 15.45 135.348 18 0.013 2.16 441.60 438.67 447.51 443.20 442.64 j 440.85
14 Comb. CB 613 13 0.01 7.3 6.54 0.65 0.05 7.10 7.45 81.375 18 0.013 0.50 442.01 441.60 450.63 447.51 443.18 442.77
15 Comb. CB 614 14 0.07 6.8 6.66 0.65 0.33 6.76 12.87 107.794 18 0.013 1.50 443.72 442.10 454.76 450.63 444.72 j 443.71
16 Comb. CB 614 A 15 0.12 5.6 7.02 0.65 0.56 1.51 16.72 62.743 18 0.013 2.53 445.41 443.82 456.88 454.76 445.87 j 444.72
17 Comb. CB 625 16 0.21 5.0 7.21 0.65 0.98 0.98 9.13 28.990 15 0.013 2.00 446.09 445.51 457.12 456.88 446.48 445.87
18 Comb. CB 615 15 0.24 6.3 6.82 0.65 1.13 5.14 7.33 26.651 18 0.013 0.49 443.95 443.82 454.71 454.76 444.88 444.75
19 Comb. CB 616 18 0.05 6.0 6.91 0.65 0.23 4.13 8.07 42.287 18 0.013 0.59 444.30 444.05 454.84 454.71 445.08 445.23
20 Comb. CB 617 19 0.31 5.3 7.11 0.65 1.45 4.02 8.13 90.167 18 0.013 0.60 444.94 444.40 453.22 454.84 445.71 445.15
21 Comb. CB 618 20 0.56 5.0 7.21 0.65 2.63 2.63 13.25 27.000 18 0.013 1.59 445.37 444.94 453.25 453.22 445.98 j 445.71
22 Comb. CB 613 A 14 0.10 5.0 7.21 0.65 0.47 0.47 7.65 30.658 15 0.013 1.40 442.68 442.25 452.38 450.63 443.71 443.71
23 Comb. CB 621 11 0.43 5.1 7.17 0.65 2.02 3.45 7.81 27.137 18 0.013 0.55 439.53 439.38 443.17 443.15 440.24 440.79
Project File: STRM 600.stm Number of lines:35 Date: 1/10/2024
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 621 A 23 0.31 5.0 7.21 0.65 1.45 1.45 10.44 7.087 18 0.013 0.99 439.70 439.63 443.23 443.17 440.15 440.24
25 Comb. CB 620 8 0.28 19.4 4.45 0.65 1.31 3.64 7.88 31.939 18 0.013 0.56 435.50 435.32 442.62 442.57 437.81 437.77
26 Grate DI 621 25 0.36 18.5 4.54 0.65 1.69 2.89 7.76 109.931 18 0.013 0.55 436.20 435.60 441.20 442.62 437.93 437.84
27 Grate DI 622 26 0.14 16.7 4.78 0.65 0.66 1.93 7.77 166.323 18 0.013 0.55 437.21 436.30 444.43 441.20 438.05 437.99
28 Grate DI 623 27 0.14 14.3 5.11 0.65 0.66 1.59 7.81 164.632 18 0.013 0.55 438.22 437.31 444.25 444.43 438.69 438.08
29 Grate DI 624 28 0.25 11.2 5.64 0.65 1.17 1.25 7.77 162.400 18 0.013 0.55 439.21 438.32 442.24 444.25 439.63 438.73
30 Grate DI 625 29 0.09 5.0 7.21 0.65 0.42 0.42 8.85 128.861 15 0.013 1.88 441.88 439.46 447.53 442.24 442.13 439.65
31 Grate DI630 9 0.19 10.3 5.82 0.65 0.89 3.07 7.82 115.509 18 0.013 0.55 436.75 436.11 439.48 444.08 439.22 439.12
32 Grate DI 631 31 0.31 8.3 6.27 0.65 1.45 2.53 7.79 190.614 18 0.013 0.55 437.90 436.85 444.80 439.48 439.39 439.29
33 Grate DI632 32 0.31 5.0 7.21 0.65 1.45 1.45 7.80 163.116 18 0.013 0.55 438.90 438.00 442.78 444.80 439.35 439.41
34 Comb. CB 620A 9 0.12 5.0 7.21 0.65 0.56 0.56 22.92 29.807 18 0.013 4.76 438.93 437.51 444.31 444.08 439.21 j 439.12
35 Comb. CB 605A 5 0.30 5.0 7.21 0.65 1.41 1.41 5.83 27.000 15 0.013 0.81 432.58 432.36 440.19 440.19 433.05 432.78
Project File: STRM 600.stm Number of lines:35 Date: 1/10/2024
NOTES: Intensity=70.39/(Inlet time+ 12.30)A 0.80--Return period= 10 Yrs. ; **Critical depth
Storm Sewers

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Storm Sewer Profile Proj. file: STRM 600.stm
co N co in
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448.00 • 448.00
437.00 437.00
426.00 —
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415.00
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— 53.510Lf-3b CI),0.8 %
404.00 404.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
LU co
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454.00 454.00
448.00 448.00
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442.00 — - 442.00
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436.00 436.00
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430.00 ,- i — 43.273Lf-24"giAlkyo
— 29.n0L1-24"@i 0.54%
✓0.005Lf 30"@ 4.42% —
424.00 424.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL ------ EGL
Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
0 N
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7 C 7 C ' C 7 E 7 E 7
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451.00 451.00
446.00 446.00
441.00
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436.00 19 . _ ,.o. 436.00
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7.385Lf-24"@ 0.54%
— w3.2i3Lf-2' (t9U.55%
431.00 I 431.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
00 N N NN N N O('')
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454.00 454.00
448.00 448.00
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436.00 ( 166.32'm f-18"A0.5 1�63
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31.939Lf-18"@ 0.56% — I62.400Lf- 18"@ 0.55%
43.273Lf-24"@ 0...5%
430.00 I 430.00
0 100 200 300 400 500 600 700 800 900
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
(-., M Ll) co O O
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— 7.385Lf- 4"@ 0.54%
433.00 433.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
Lo co
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444.00 — _ -- r 444.00
107.794Lf-18"@',.50%
•
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438.00 I 438.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
N CO
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445.00 / 445.00
441.00 — / 441.00
437.00 go.G141 f I�" 9-�5% 437.00
11�. 1 1R"4 0.5
433.00 433.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
co
E 5 E
O 5 —1 O E - 0
t4 co co ' 00 f r ' _M
Lo co p) 00 O Cp LO Ln CO.0,
•
c, t V V p Lnn 0^. 4-�00
• co co �M coM
Elev. (ft) o o ,. °�° •
o w w L. r www r LT,
E > > co E > > co E >
co E c c u) Ecc w Ec
452.00 452.00
•
•
448.00 • 448.00
•
•
•
444.00 444.00
s
440.00 I —440.00
un l_
436.00 436.00
109.068Lf-24"@ 0.00%
•
432.00 432.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
Ln
is) M
7 E 7 E 7
O 5 -J O 5 -J 0
(D co co ' 0)oo(0 ' 07 co
T N.CO Lf) f 0)CO if) f L()
p CO r`CO OO(NI a) ON
• M N N 11M 1M
Elev. (ft) p , 0; o
o w w w o www o ww
fnii c c co Ecc u) Ec
449.00 449.00
444.00 444.00
439.00 —/ —439.00
434.00 434.00
...........
.�' 7.0O04J 15"@ 0 °
7
429.00 si9.0Acl f-.0"(a 4 42%
429.00
424.00 424.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

SECTION I - STORM ANALYSIS - 700 SERIES
Storm Sewer Summary Report
Velocity Report — 2 YR
Inlet Gutter Spread Report — 4" / HR
Hydraulic Grade Line Computation — 10 YR
E
• ! •
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 Comb. CB 731 Outfall 0.09 10.4 5.80 0.70 0.45 5.15 7.77 91.272 18 0.013 0.55 447.48 446.98 452.44 448.69 448.40 448.21
2 Comb. CB 732 1 0.15 10.3 5.83 0.70 0.76 4.82 7.83 27.000 18 0.013 0.56 447.73 447.58 452.50 452.44 448.60 448.56
3 Hdwall FES 733 2 1.03 10.0 5.89 0.70 4.25 4.25 30.54 39.951 18 0.013 8.46 451.21 447.83 452.91 452.50 452.00 j 448.90
Project File: New.stm Number of lines:3 Date: 1/16/2024
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 Comb. CB 731 Outfall 1.27 10.6 4.45 3.96 3.48 91.272 18 0.013 0.55
2 Comb. CB 732 1 1.18 10.4 4.49 3.71 4.34 27.000 18 0.013 0.56
3 Hdwall FES 733 2 1.03 10.0 4.55 3.28 4.37 39.951 18 0.013 8.46
Project File: New.stm Number of lines: 3 Date: 1/16/2024
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 CB 731 Comb. Offsite 0.09 5.0 4.00 0.70 0.25 0.00 0.25 0.00 0.020 2.41
2 CB 732 Comb. Offsite 0.15 5.0 4.00 0.70 0.42 0.00 0.39 0.03 0.011 3.94
3 FES 733 Hdwall n/a 1.03 10.0 3.45 0.70 2.48 0.00 2.48 0.00
Project File: New.stm Number of lines: 3 Date: 1/16/2024
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
N co
co
7 C 7 C 7 C 7
C -I0 C J 0 C J 0
0 M �'MM �MM ' M
O V f0 N Nan N CN�� N• V-
•Elev. (ft) o w *4 rn �_v 00 v v w v
o -ow o Www ww•w - -aw
RS
E > m E » }o E » m E >
Cf)0 c � cc � cc OE
464.00 464.00
460.00 460.00
456.00 456.00
452.00 — 452.00
P.
@ .
448.00 — 3°j• 448.00
— 27 00fLf-18' @ 0 F6%
444.00 444.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

SECTION J - HYDRAFLOW REPORT
Delineation Drainage Area Calculations
Hydraflow Report
• I �s
www.timmons.com
TIMMONS GROUP

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: COLIE CROSBY Date: 1/16/2024
I 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 18.21 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 18.86 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 37.06 0.00
Total to DA 52.10 0.00
Basin CN 62 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: COLIE CROSBY Date: 1/16/2024
I 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 0.29 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 1.77 Total Area
Wooded-Soil B 66 0.00 Ex. Streets 1162 11 0.29
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 68 4.84 0.00
Pasture-Soil B 79 0.00 0.00
Pasture-Soil C 86 0.00 Sub Total 1162 0.29
Pasture-Soil D 89 0.00 Misc
Total to DA 74 6.61 0.00
Total to DA 6.90 0.00
Basin CN 63 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: COLIE CROSBY Date: 1/16/2024
I POST-DEVELOPMENT
DA POST POI 1 TOTAL-DETENTION
Post-development Drainage Area Impervious
Proposed Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 21.75 Townhome Lot A 172 1700 6.71
Impervious Streets 98 3.32 Ex. Commerical 15.04
Impervious Misc 98 0.44 0.00
Total to DA 98 25.50 0.00
Proposed Pervious 0.00
Description Acres Sub Total 0 21.75
Lawn 39 6.71 Streets
Wooded-Soil A 45 4.45 Description Length Imp/Ft Total Area
Pasture-Soil A 49 19.37 60' ROW 3,909.00 27 2.42
Ex. Streets 0.00
10'Sidewalk 3909 10 0.90
Sub Total 3.32
Total to DA 44 30.54 Misc
Parking 13573 0.31
Total to DA 56.04 Mail Kiosk/Amenities 5427 0.12
Basin CN 69 Sub Total 0.44

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: COLIE CROSBY Date: 1/16/2024
I POST-DEVELOPMENT
DA POST 1A-SCM A
Post-development Drainage Area Impervious
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 6.17 Townhome Lot A 1700 6.17
Impervious Streets 98 3.32 Ex. Commerical 0.00
Impervious Misc 98 0.44 0.00
Total to DA 98 9.92 0.00
Pervious to SCM A 0.00
Description Acres Sub Total 0 6.17
Lawn 39 6.17 Streets
Wooded-Soil A 45 0.00 Description Length Imp/Ft Total Area
Pasture-Soil A 49 4.31 60' ROW 3,909.00 27 2.42
Ex. Streets 0.00
10'Sidewalk 3909 10 0.90
Sub Total 3.32
Total to DA 44 10.48 Misc
Parking 0 13573 0.31
Total to DA 20.40 Mail Kiosk/Amenities 5427 0.12
Basin CN 70 Sub Total 0.44

TIMMONS GROUP
Project:WRENN VILLAS Project No.: 54949
Calculated By: COLIE CROSBY Date: 1/16/2024
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 15.58 Townhome Lot A 1700 0.55
Impervious Streets 98 0.00 Ex. Commerical 15.04
Impervious Misc 98 0.00 0.00
Total to DA 98 15.58 0.00
Pervious bypassing SCM A 0.00
Description Acres Sub Total 14 15.58
Lawn 39 0.55 Streets
Wooded-Soil A 45 4.45 Description Length Imp/Ft Total Area
Pasture-Soil A 49 15.06 60' ROW - 27 0.00
Ex. Streets 0.00
0.00
Sub Total 0.00
Total to DA 44 20.06 Misc
Parking 0 0 0.00
Total to DA 35.64 Mail Kiosk/Amenities 0 0.00
Basin CN 68 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: COLIE CROSBY Date: 1/16/2024
I POST-DEVELOPMENT
DA POST 2A
Post-development Drainage Area Impervious
Proposed Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.27 Townhome Lot A 7 1700 0.27
Impervious Streets 98 1.00 Ex. Commerical 0 0 0.00
Impervious Misc 98 0.00 0.00
Total to DA 98 1.27 0.00
Proposed Pervious 0.00
Description Acres Sub Total 0 _ 0.27
Lawn 39 0.27 Streets
Wooded-Soil A 45 0.84 Description Length Imp/Ft Total Area
Pasture-Soil A 68 2.68 60'R/W 290 27 0.18
Ex. Streets 1162 22 0.59
10'Sidewalk 526 10 0.12
10 MUP 484 10 0.11
Sub Total 1.00
Total to DA 51 3.80 Misc
Parking 0 0 0.00
Total to DA 5.07 Mail Kiosk/Amenities 0.00
Basin CN 63 Sub Total 0.00

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 1
POST DA 1A TO SCM A
Hydrograph type = SCS Runoff Peak discharge = 13.12 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 47,634 cuft
Drainage area = 20.400 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.20 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1A TO SCM A
Q (cfs) Hyd. No. 1 -- 1 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. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 2
SCM A
Hydrograph type = Reservoir Peak discharge = 0.242 cfs
Storm frequency = 1 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 44,980 cuft
Inflow hyd. No. = 1 - POST DA 1A TO SCM A Max. Elevation = 411.60 ft
Reservoir name = SCM A Max. Storage = 37,814 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
14.00 - 14.00
12.00 1 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 111111111 Total storage used = 37,814 cuft

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 3
POST DA 1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 13.12 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 73,438 cuft
Drainage area = 35.640 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1 B BYPASS
Q (cfs) Hyd. No. 3 -- 1 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. 3 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 4
POST POI 1 W/SCM
Hydrograph type = Combine Peak discharge = 13.27 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 118,417 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 35.640 ac
POST POI 1 W/SCM
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
14.00 I 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
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
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 Tuesday,01 /16/2024
Hyd. No. 5
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 9.430 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 65,770 cuft
Drainage area = 52.100 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 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)
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. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 7
POST POI 2
Hydrograph type = SCS Runoff Peak discharge = 1.605 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 6,813 cuft
Drainage area = 5.070 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 8
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 2.184 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 9,272 cuft
Drainage area = 6.900 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.33 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
3.00 - 3.00
2.00 I 2.00
1.00 1.00
0.00 - k - 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 Tuesday,01 /16/2024
Hyd. No. 1
POST DA 1A TO SCM A
Hydrograph type = SCS Runoff Peak discharge = 21.70 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 73,284 cuft
Drainage area = 20.400 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.20 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1A TO SCM A
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
I
8.00 8.00
4.00 4.00
0.00 I j \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 2
SCM A
Hydrograph type = Reservoir Peak discharge = 0.302 cfs
Storm frequency = 2 yrs Time to peak = 1452 min
Time interval = 2 min Hyd. volume = 65,568 cuft
Inflow hyd. No. = 1 - POST DA 1A TO SCM A Max. Elevation = 412.43 ft
Reservoir name = SCM A Max. Storage = 60,900 cuft
Storage Indication method used.
SCM A
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 = 60,900 cuft

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 3
POST DA 1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 23.24 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 115,786 cuft
Drainage area = 35.640 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1 B BYPASS
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
24.00 24.00
j
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)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 4
POST POI 1 W/SCM
Hydrograph type = Combine Peak discharge = 23.43 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 181,354 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 35.640 ac
POST POI 1 W/SCM
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
24.00 24.00
•
20.00 i 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — • A . 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 5
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 20.80 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 113,755 cuft
Drainage area = 52.100 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 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)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 7
POST POI 2
Hydrograph type = SCS Runoff Peak discharge = 3.371 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 11,574 cuft
Drainage area = 5.070 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 8
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 4.588 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 15,752 cuft
Drainage area = 6.900 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.33 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 8 -- 2 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)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 1
POST DA 1A TO SCM A
Hydrograph type = SCS Runoff Peak discharge = 47.74 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 152,443 cuft
Drainage area = 20.400 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.20 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1A TO SCM A
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
J L----
. .
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 2
SCM A
Hydrograph type = Reservoir Peak discharge = 0.429 cfs
Storm frequency = 10 yrs Time to peak = 1454 min
Time interval = 2 min Hyd. volume = 107,881 cuft
Inflow hyd. No. = 1 - POST DA 1A TO SCM A Max. Elevation = 414.79 ft
Reservoir name = SCM A Max. Storage = 134,453 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
-AIL0.00 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 = 134,453 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 3
POST DA 1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 55.44 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 249,009 cuft
Drainage area = 35.640 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1 B BYPASS
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
60.00 60.00
•
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
j ......_
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 4
POST POI 1 W/SCM
Hydrograph type = Combine Peak discharge = 55.74 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 356,889 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 35.640 ac
POST POI 1 W/SCM
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 5
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 62.77 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 275,536 cuft
Drainage area = 52.100 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 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)
70.00 70.00
60.00 I 60.00
50.00 L.T..-..T 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 7
POST POI 2
Hydrograph type = SCS Runoff Peak discharge = 9.272 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 27,417 cuft
Drainage area = 5.070 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2
Q (cfs) Hyd. No. 7 -- 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 8
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 12.62 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 37,313 cuft
Drainage area = 6.900 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.33 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 8 -- 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. 8 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 1
POST DA 1A TO SCM A
Hydrograph type = SCS Runoff Peak discharge = 64.99 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 204,797 cuft
Drainage area = 20.400 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.20 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1A TO SCM A
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
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
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 2
SCM A
Hydrograph type = Reservoir Peak discharge = 1.727 cfs
Storm frequency = 25 yrs Time to peak = 1084 min
Time interval = 2 min Hyd. volume = 144,293 cuft
Inflow hyd. No. = 1 - POST DA 1A TO SCM A Max. Elevation = 415.57 ft
Reservoir name = SCM A Max. Storage = 161,622 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
•
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 I Total storage used = 161,622 cuft

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 3
POST DA 1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 76.79 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 338,283 cuft
Drainage area = 35.640 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1 B BYPASS
Q (cfs) Hyd. No. 3 -- 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 4
POST POI 1 W/SCM
Hydrograph type = Combine Peak discharge = 77.15 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 482,576 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 35.640 ac
POST POI 1 W/SCM
Q (cfs) Hyd. No. 4 -- 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 5
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 92.35 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 388,903 cuft
Drainage area = 52.100 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 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)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ` , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 7
POST POI 2
Hydrograph type = SCS Runoff Peak discharge = 13.29 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 38,428 cuft
Drainage area = 5.070 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
14.00 14.00
12.00 i 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. 7 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 8
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 18.09 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 52,299 cuft
Drainage area = 6.900 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.33 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 8 -- 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 I 6.00
3.00 lk
3.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 1
POST DA 1A TO SCM A
Hydrograph type = SCS Runoff Peak discharge = 94.39 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 295,252 cuft
Drainage area = 20.400 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.20 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1A TO SCM A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
•
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 2
SCM A
Hydrograph type = Reservoir Peak discharge = 9.458 cfs
Storm frequency = 100 yrs Time to peak = 772 min
Time interval = 2 min Hyd. volume = 234,567 cuft
Inflow hyd. No. = 1 - POST DA 1A TO SCM A Max. Elevation = 415.81 ft
Reservoir name = SCM A Max. Storage = 169,731 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 - 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 I I Total storage used = 169,731 cuft

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 3
POST DA 1 B BYPASS
Hydrograph type = SCS Runoff Peak discharge = 113.56 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 493,751 cuft
Drainage area = 35.640 ac Curve number = 68
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA 1 B BYPASS
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
120.00 120.00
I
100.00 100.00
80.00 80.00
60.00 60.00
I
40.00 40.00
20.00 20.00
J
0.00 - f - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 4
POST POI 1 W/SCM
Hydrograph type = Combine Peak discharge = 113.99 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 728,319 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 35.640 ac
POST POI 1 W/SCM
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
120.00 120.00
i
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. 4 Hyd No. 2 Hyd No. 3

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 5
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 144.79 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 591,678 cuft
Drainage area = 52.100 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 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)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
■
■
I
60.00 , 60.00
I.
I■
- - I•
40.00 I, 40.00
I-
I-
I_ ii
20.00 20.00
0.00 - Et 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 7
POST POI 2
Hydrograph type = SCS Runoff Peak discharge = 20.51 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 58,030 cuft
Drainage area = 5.070 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
21.00 21.00
•
18.00 18.00
15.00 15.00
T
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. 7 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /16/2024
Hyd. No. 8
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 27.91 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 78,976 cuft
Drainage area = 6.900 ac Curve number = 63
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.33 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 8-- 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. 8 Time (min)

SECTION K - NITROGEN LOADING
Nitrogen Loading Calculations — SNAP Tool
Nitrogen Loading Exhibit
.•••.
E
• ! •
www.timmons.com
TIMMONS GROUP

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 VILLAS 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): 36.039139 N Phosphorus Delivery Zone: Neuse- Upper 03020201 menu
Project Longitude Coordinates(optional): -78.493885 W Nitrogen Delivery Zone: Neuse- Upper 03020201 menu
PROJECT DETAILS
Development Land Use Type: Single Family Residential menu Disturbed Area: 1,132,560 ft2
Part of Common Development Plan? no yin Project Activity: New Development menu
Designated Downtown Area? no yin Project Drains to SA Waters? no yin
Public Linear Road/Sidewalk Project? .no yin 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 yin
Local Gov't cutoff date for Existing BUA: 05/01/2001 date Project Drains to Regional SCM? no yin
Nitrogen Export Rate Target: 3.60 Ib/ac/yr Total Nitrogen Offset Credits Needed: Ib/yr
Phosphorus Export Rate Target: 1000.00 Ib/ac/yr Total Phosphorus Offset Credits Needed: Ib/yr

SNAP v4.2.0
Project Area and Offsite Land Cover Characteristics Precipitation Neuse
Station:
Copy ' Paste VALUES ONLY for Best Results Click here to scroll down to error messages on this sheet.
—
PROJECT AREA LAND COVERS TN EMC (mg/L) TP EMC (mg/L) Pre-Project Area (ft2) Post-Project Area (ft2) Change pre-to-post(ft2)
1
Roof 1.18 0.11 304,300 304,300
Roadway 1.64 0.34 105,543 105,543
Parking/Driveway/Sidewalk 1.42 0.18 62,930 62,930
Protected Forest 0.97 0.03 0
Managed Pervious/Landscaping 2.48 1.07 1,466,844 946,713 -520,131
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 47,358 47,358
Total (Regulated & UnReg)Area 1,466,844.00 1,466,844.00
Project (Regulated)Area 1,466,844.00 1,466,844.00

SCM Characteristics
Stormwater Control Measure (SCM) Characteristics Click here to go to
Copy & Paste VALUES ONLY SCM101's Land Cover Data
SNAP v4.2.0
for Best Results
Catchment ID 1 1 1
Drains to Drains to
SCM ID 101 102 103
7 Type of SCM Wet Pond
rHydrologic soil group at SCM location A
' SCM Description SCM A
ftDesign Storm Size(inches/24hrs) 1.00
■ Percent of Full Size 100%
Annual Effluent 63% 0% 0%
Annual Overflow 16% 0% 0%
I. %Annual ET/Infiltrated 21% 0% 0%
ElCustom%Annual Effluent i.
r� Custom%Annual Overflow
rCustom%Annual ET/Infiltrated 1
l SCM Effluent TP EMC(mg/L) 0.13 0.00 0.00
le SCM Effluent TN EMC(mg/L) 0.86 0.00 0.00
■ Custom Effluent TP EMC
1.1 Custom Effluent TN EMC
r SCM Land Cover TP EMC(mg/L) 0.11 0.00 0.00
L SCM Land Cover TN EMC(mg/L) 1.18 0.00 0.00
rThis SCM Drains to Numbered SCM 0 0 0
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 101 SCM 102 SCM 103
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
Error Check-Min/Max Size:
II— Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
- SCM ID: 101 102 103
TArea Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 101 (ft2) SCM 102 (ft2) SCM 103 (ft2)
Roof4 268,600
Roadway 105,543
Parking/Driveway/Sidewalk 58,090
Protected Forest
Managed Pervious/Landscaping 409,033
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidewalk
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 47,358
TOTAL AREA DRAINING TO SCM (ft2): 888,624 0 0
CATCHMENT AREA(ft2): 888,624

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) = 47,358
Total(Regulated+
1,466,844 SCM Treated Area(ft2)= 888,624
Unregulated)Area(ft2)=
Project(Regulated)
1,466,844 Catchment Routing: No errors
Area(ft2)=
-
Net BUA(Project Area Treating Runoff from
472,773 I Net BUA indicates new development or expansion. no
BUA only ft2)= Existing BUA or Offsite:
Custom Landcovers are
present:
no Disturbed Area(ft2)= 1,132,560
Total Nitrogen Export Target Total Phosphorus Export Target
121.23 33674.10
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) 33.6741 33.6741 33.6741 33.6741 33.6741 33.6741 20.4000 20.4000 13.2741 13.2741
Percent Built-Upon Area(BUA)(%) 0% 0% 32% 32% 32% 32% 49% 49% 7% 7%
Built-Upon Area(BUA)(sqft) 0 0 472,773 472,773 472,773 472,773 432,233 432,233 40,540 40,540
Annual Runoff Volume(ft3/yr) 251,710 251,710 1,866,418 1,866,418 1,519,879 1,519,879 1,295,436 1,295,436 224,443 224,443
Annual Runoff%Change 641% 641% 504% 504%Total Runoff Change(cuft/yr) 1,614,707 1,614,707 1,268,168 1,268,168
Total Nitrogen EMC(mg/0_ 2.48 2.48 1.40 1.40 1.07 1.07 0.96 0.96 1.73 1.73
Total Nitrogen Load Leaving Site(Ib/yr) 38.98 38.98 163.67 r 163.67 _101.63 101.63 77.37 77.37 24.26 24.26
Total Nitrogen Loading Rate(Ib/ac/yr) 1.16 1.16 4.86 4.86 _ 3.02 3.02 3.79 3.79 1.83 1.83
Total Nitrogen%Change Pre-to-Post 320% 320% 161% 161%Total Nitrogen Change(Ib/yr)Pre-to-Post I 124.69 124.69 62.65 62.65
Total Phosphorus EMC(mg/L) 1.07 1.07 0.24 0.24 0.20 J 0.20 0.15 0.15 0.51 0.51
Total Phosphorus Load Leaving Site(Ib/yr) 16.82 16.82 28.40 28.40 18.86 18.86 11.72 11.72 7.14 7.14
Total Phosphorus Loading Rate(Ib/ac/yr) 0.50 0.50 0.84 0.84 0.56 0.56 0.57 0.57 0.54 0.54
Total Phosphorus%Change Pre-to-Post 69% 69% 12% 12%
Total Phosphorus Change(Ib/yr)Pre-to-Post 11.58 11.58 2.05 I 2.05
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% 44.50% 44.85% 3.79 0.57 Nitrogen Phosphorus
101:Wet Pond 21.11% 44.50% 44.85% 3.79 0.57 Onsite%Reduction Requirement
102:NA 0.00% 0.00% 0.00% 0.00 0.00 Export Target Scaled to Area(lb/yr) 121.23 33,674.10
103:NA 0.00% _ 0.00% _ 0.00% 0.00 _ 0.00 Export Load Post-Project Before Treatment 163.67 28.40
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 101.63 18.86
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 VILLAS
Project Address:
Date: (mm/dd/yyyy) Development Land Use Type: Single Family Residential
County: Franklin Project Activity Type: New Development
Project Area(sqft): 1,466,844 Project Latitude: 36.039139
Post-Project Built-Upon Area%: 32.23% I Project Longitude: -78.493885
WATERSHED INFORMATION
Nutrient Management Watershed: Neuse 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)
163.7 121.2 101.6 0.0 I 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 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 VILLAS
YOUNGSVILLE NORTH CAROLINA
JANUARY 2024
•.•••••
SCALE 1"=200' • •
•
TIMMONS GROUP
CIVIL ENGINEFXING LnNOSCAEE PXCHIiECiuPESUFVETINc
0 200' 400' 5410 Trinity Road,Suite 102 I Raleigh,NC 27607
TEL [phone] FAX [phone] www.timmons.corn