SW5240202_Stormwater Report_20240726

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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J U LY 23, 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 2
Introduction 2
Stormwater Methodology 2
Stormwater Treatment and Detention 3
SECTION B—SITE MAPS 4
FIRMETTE FEMA Map 4
USDA Soils Map 4
Rainfall Data 4
SECTION C—DRAINAGE AREA MAPS 5
Pre-Development Peak Flow Exhibit 5
Post-Development Peak Flow Exhibit 5
SECTION D— SCM DESIGN 6
SCM (Wet Pond) Design Calculations 6
SECTION F— STORMWATER BYPASS ANALYSIS 7
Culvert Reports 7
Bypass Swale Report 7
SECTION G— STORM ANALYSIS— 500 SERIES 8
Storm Sewer Summary Report 8
Velocity Report—2 YR 8
Inlet Gutter Spread Report—4"/HR 8
Hydraulic Grade Line Computation — 10 YR 8
SECTION H— STORM ANALYSIS— 600 SERIES 9
Storm Sewer Summary Report 9
Velocity Report—2 YR 9
Inlet Gutter Spread Report—4"/HR 9
Hydraulic Grade Line Computation — 10 YR 9
SECTION 1— STORM ANALYSIS— 700 SERIES 10
Storm Sewer Summary Report 10
Velocity Report—2 YR 10
Inlet Gutter Spread Report—4"/ HR 10
Hydraulic Grade Line Computation — 10 YR 10
SECTION J—HYDRAFLOW REPORT 11
Delineation Drainage Area Calculations 11
Hydraflow Report 11
SECTION K—NITROGEN LOADING 12
��•••••
• •
www.timmons.com
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

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 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-year 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.
�•••.••
• •
www.timmons.com
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

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 153.16 207.23
Post-Development with Detention 113.45 146.31
Point of Interest 2 Q10(cfs) Q25(cfs)
Pre-Development 12.15 17.33
Post-Development 1.58 3.37
��••.••
• •
www.timmons.com
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

SECTION B - SITE MAPS/INFORMATION
FIRMETTE FEMA Map
USDA Soils Map
Rainfall Data
.•••...
• • •
www.timmons.com
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

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Hydrologic Soil Group—Franklin County, North Carolina 3
(Wrenn Villas Soils Report) N
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3 3
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
0 150 300 600 900
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

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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions@ noaa.gov
Disclaimer

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.
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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
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Maps & aerials
Small scale terrain

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

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 36.0369°, Longitude: -78.4945°
100.000
Average recurrence
interval
L 10.000 - (years)
1
41.000 -•-•-- -
d �- - 5
c \ — 25
0.100 -... em,=, -
co — 50
a` 0.010 --- - - -= 500
— 1000
0.001
c c c c c i- I I- >, >,>. >. >, >, >, >,>.
.F .- . L L . L L r0 r0 40 N Z0 2 2 r0 40
Vl - - rn r-I N N AI� O ID r-I N rn .7 VZ
Duration
100.000 , I I I
10.000 •-
c •
Duration
7/1 1.000 - - — 5-min — 2-day
ai
— 10-min — 3-day
c 15-min — 4-day
o
::: : :
-
10 day
- - 3-hr — 30-day
— 6fir — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Aug 23 12:12:55 2022
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Maps & aerials
Small scale terrain

SECTION C - DRAINAGE AREA MAPS
Pre-Development Peak Flow Exhibit
Post-Development Peak Flow Exhibit
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• • •
www.timmons.com
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

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SECTION D - SCM DESIGN
SCM (Wet Pond) Design Calculations
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• • •
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YOUR VISION ACHIEVED THROUGH OURS.

•
• • •
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Wrenn Villas Project No.: 54949
Calculated By: JRW Date: 6/11/2024
Wet Pond Design Calculations SCM A
Pollutant/ Nutrient Removal
Total Suspended Solids(TSS) 85%
Nitrogen 40%
Phosphorus 30%
Basin Characteristics
Post-Development Drainage Area Estimated Impervious
Area to Pond Lots
Description Acres Description Qty(#of Lots) , Imp/Lot(SF) Total Imp Area
Impervious Lots 8.42 Townhome Lot 179 2,050 8.42
Impervious R/W 3.32 0.00
Managed Pervious 8.25 0.00
Impervious Parking 0.39 0.00
Impervious Other 0.00 0.00
0.00
Subtotal I 8.42
Streets and SW
Description Length(LF) Imp(SF)/LF Total Imp Area
27'B-B(Road+C&G) 3,909 27 2.42
5'Sidewalk 7,818 5 0.90
0.00
0.00
Subtotal 3.32
Other
Street Parking 11,500 0.26
Mail Kiosk Area 5,500 0.13
20.38 0.00
Total to Pond (AC) 20.38 Subtotal 0.39
Pond Basin C 0.71 Total Impervious Area(AC): 12.13
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 12.13 Average Depth(ft)= 3.5
Total Impervious Area 12.13 SA/DA Ratio= 1.93
Required SA(ft2)= 17,134
Total Drainage Area To SCM 20.38 SA as Shown(ft2)= 17,398
Percent Impervious Area 60% SA/DA Ratio from latest NCDENR BMP Manual

SA/Dt4 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)
404.5 Bottom of Sediment Storage
405.5 9,870 0 0.0 Top of Sediment Storage
406.0 10,709 685 0.5 5,145 171 5,145
-
407.0 12,290 1,469 1.5 11,500 1,077 17,721
408.0 13,933 2,319 2.5 13,112 1,894 32,727
409.0 15,637 3,229 3.5 14,785 2,774 50,286
410.0 17,398 4,200 4.5 16,518 3,715 70,518
Total 61,058 9,631 70,689
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
411.8 27,514 = 1.81 21,681 43,343 WQE/TPE
412.0 27,883 - 2.00 5,224 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 -
Verify the Average Depth of Pool (Davg)-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= 61,058 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
Davg= 3.51 FT
Depth for SA/DA= 3.50 FT(Round Day down to nearest 0.5 ft)
1.0"Water Quality Runoff Volume Calculation
_ Using the runoff volume calculations in the"Simple Method"as described by Schueler(1987)
Where: Rv=Runoff Coefficient, in/in
I=Percent Impervious 1= 59.5%
Rv=0.05+0.009(1) Rv= 0.586
_ 1.0 inch runoff volume(Required)
Runoff volume,S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall= 1.0 inch
Drainage Area= 20.38 acres
Storage Required= 43,343 cu.ft.

Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.81 17,398 27,514 43,343 411.81
Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume
Qi =CdA(2gh) (Orifice Equation;Cd=0.60;h=Ho/3)
2.75 Orifice Diameter(inches)
1.70 Ho(Driving Head to Centroid of Orifice)(ft)
0.57 Ho/3(Per orifice equation recommendation in NCDEQ SWM Design Manual,Part B)
0.15 Q1.0"Drawdown Rate(cfs)
43,343 Water Quality Volume(VwQ)
VwQ/(Q1"x 86,400) Drawdown Time(days)
3.4 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 415.50 ft
Top of Riser 415.00 ft (at least 1'Above TPE)
_Riser Type/Size 4x4 ft
Top of Water Quality/Temp Pool Elev 411.81 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
Bottom of Veg.Shelf 410.00 ft
Top of Sediment Storage/Pond Bottom 405.50 ft
Bottom of Sediment Storage 404.50 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) 412.28 ft 0.29 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 415.08 ft 1.77 CFS
25 Yr Water Surface Elev Peak Flow(CFS) 415.23 ft 6.47 CFS
100 Yr Water Surface Elev Peak Flow CFS 415.80 ft 45.88 CFS
Pond Detail
Top of Riser: 415.00 2.75 in WQ Orifice Elev
Top of WQ Pool: 411.81 410.00 10'Berm 417.00
100 Yr 415.80
Spillway 415.50
25 Yr 415.23
_ 10 Yr 415.08
- 1 Yr 412.28
A Pond Bottom
405.50
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 @
410.00 404.50 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= 13,500 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 10.00 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= 263 C.F.
Areas removed from Riser Weir#2= 0 LBS Disp.Water= 16,380 LBS
Outlet Pipe 3.14 ft Weir#3= 0 LBS 15%F.S.= 2,457 LBS
WQ Orifice 0.04 ft Weir#4= 0 LBS
Orifice#1 0.00 ft Other#1 = 0 LBS Safety Factor 1.55
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 29,161 LBS Weight= 18,837 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 4 ft x 4 ft x 10 ft Tall,With a 0.5 ft Thick Precast Extended
Other 0.00 ft Base
Planting Summary Requirements
Dam/Berm Non-Clumping Turf Grass
6'Shelf Length= 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 Carex Tenera 4"Pot 24"-36"OC
222 Herbaceous Container White Turtlehead Chelone Glabra 4"Pot 24"-36"OC
222 Herbaceous Container Joe Pye Weed Eupat'Fistulosus 4"Pot 24"-36"OC

SECTION F - STORMWATER BYPASS ANALYSIS
Culvert Reports
Bypass Swale Report
......•
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YOUR VISION ACHIEVED THROUGH OURS.

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
• • If
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TIMMONS GROUP
Y___.v111VIJ t.thQU,I VVIt].

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
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TIMMONS GROUP
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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

Velocity Page 1
Line Junct Inlet DnStm Total Tc i Total Vel Line Line n-val Line
No. Type ID Ln No Area Sys Runoff Ave Length Size Pipe Slope
(ac) (min) (in/hr) (cfs) (ft/s) (ft) (in) (%)
1 Grate DI 601 '`'` Outfall 7.32 27.0 2.80 13.30 6.07 53.510 36 0.013 0.82
2 Comb. CB 602 1 7.00 26.2 2.84 12.93 5.51 112.502 36 0.013 1.15
3 Comb. CB 603 2 6.78 25.4 2.89 12.76 5.53 125.583 36 0.013 6.20
4 Comb. CB 604 3 6.59 24.7 2.94 12.61 5.52 108.486 36 0.013 5.17
5 Comb. CB 605 4 6.54 24.4 2.96 12.59 8.99 59.965 30 0.013 4.42
6 Comb. CB 606 5 5.94 23.9 3.00 11.59 7.11 183.732 24 0.013 1.51
7 Comb. CB 607 6 5.85 23.8 3.01 11.44 5.69 29.850 24 0.013 0.54
8 Comb. CB 608 7 5.70 23.6 3.02 11.19 4.76 43.273 24 0.013 0.55
9 Comb. CB 609 8 4.32 13.1 4.08 11.45 5.83 109.068 24 0.013 0.60
10 Comb. CB 610 9 3.15 10.1 4.53 9.28 5.24 191.783 24 0.013 0.60
11 Comb. CB 611 10 3.05 9.1 4.72 9.36 5.50 194.404 24 0.013 0.60
12 Comb. CB 611A 11 1.95 9.0 4.73 6.00 4.01 7.385 24 0.013 0.54
13 Comb. CB 612 12 1.72 8.3 4.87 5.44 6.45 135.348 18 0.013 2.16
14 Comb. CB 613 13 1.67 7.9 4.95 5.38 4.59 81.375 18 0.013 0.50
15 Comb. CB 614 14 1.56 7.3 5.08 5.15 3.96 107.794 18 0.013 1.50
16 Comb. CB 614 A 15 0.33 5.8 5.44 1.17 2.16 62.743 18 0.013 2.53
17 Comb. CB 625 16 0.21 5.0 5.65 0.77 3.08 28.990 15 0.013 2.00
18 Comb. CB 615 15 1.16 6.6 5.24 3.95 4.23 26.651 18 0.013 0.49
19 Comb. CB 616 18 0.92 6.2 5.33 3.19 3.32 42.287 18 0.013 0.59
20 Comb. CB 617 19 0.87 5.4 5.54 3.13 4.19 90.167 18 0.013 0.60
21 Comb. CB 618 20 0.56 5.0 5.65 2.06 3.13 27.000 18 0.013 1.59
22 Comb. CB 613 A 14 0.10 5.0 5.65 0.37 1.30 30.658 15 0.013 1.40
23 Comb. CB 621 11 0.74 5.2 5.60 2.69 3.95 27.137 18 0.013 0.55
Project File: STRM 600.stm Number of lines:35 Date: 1/10/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)^0.89--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Velocity Page 2
Line Junct Inlet DnStm Total Tc i Total Vel Line Line n-val Line
No. Type ID Ln No Area Sys Runoff Ave Length Size Pipe Slope
(ac) (min) (in/hr) (cfs) (ft/s) (ft) (in) (%)
24 Comb. CB 621 A 23 0.31 5.0 5.65 1.14 2.55 7.087 18 0.013 0.99
25 Comb. CB 620 8 1.26 23.4 3.04 2.49 3.33 31.939 18 0.013 0.56
26 Grate DI 621 25 0.98 22.3 3.12 1.99 3.61 109.931 18 0.013 0.55
27 Grate DI 622 26 0.62 19.9 3.32 1.34 3.18 166.323 18 0.013 0.55
28 Grate DI 623 27 0.48 16.9 3.61 1.13 3.08 164.632 18 0.013 0.55
29 Grate DI 624 28 0.34 13.0 4.09 0.90 2.89 162.400 18 0.013 0.55
30 Grate DI 625 29 0.09 5.0 5.65 0.33 2.84 128.861 15 0.013 1.88
31 Grate DI 630 9 0.81 11.8 4.26 2.24 3.19 115.509 18 0.013 0.55
32 Grate DI 631 31 0.62 9.2 4.69 1.89 3.57 190.614 18 0.013 0.55
33 Grate DI632 32 0.31 5.0 5.65 1.14 2.93 163.116 18 0.013 0.55
34 Comb. CB 620A 9 0.12 5.0 5.65 0.44 3.70 29.807 18 0.013 4.76
35 Comb. CB 605A 5 0.30 5.0 5.65 1.10 3.38 27.000 15 0.013 0.81
Project File: STRM 600.stm Number of lines:35 Date: 1/10/2024
NOTES: Intensity=74.33/(Inlet time+ 13.20)A 0.89--Return period=2 Yrs. ; **Critical depth
Storm Sewers

Spread
Page 1
Line Inlet Junct Byp Drng Inlet i Runoff Incr Q Q Q Gutter Gutter
No. ID Type Ln No Area Time Inlet Coeff Q Carry Capt Byp Slope Spread
(ac) (min) (in/hr) (C) (cfs) (cfs) (cfs) (cfs) (ft/ft) (ft)
1 DI 601 ** Grate Sag 0.32 5.0 4.00 0.65 0.83 0.00 0.83 0.00 Sag 0.77
2 CB 602 Comb. Offsite 0.22 5.0 4.00 0.65 0.57 0.00 0.52 0.05 0.014 4.34
3 CB 603 Comb. Offsite 0.19 5.0 4.00 0.65 0.49 0.00 0.46 0.04 0.014 4.03
4 CB 604 Comb. Offsite 0.05 5.0 4.00 0.65 0.13 0.00 0.13 0.00 0.043 1.49
5 CB 605 Comb. Offsite 0.30 5.0 4.00 0.65 0.78 0.00 0.72 0.06 0.042 3.83
6 CB 606 Comb. Offsite 0.09 5.0 4.00 0.65 0.23 0.00 0.23 0.00 0.012 2.73
7 CB 607 Comb. Offsite 0.15 5.0 4.00 0.65 0.39 0.01 0.39 0.01 0.021 3.19
8 CB 608 Comb. 7 0.12 5.0 4.00 0.65 0.31 0.00 0.30 0.01 0.012 3.26
9 CB 609 Comb. Offsite 0.24 5.0 4.00 0.65 0.62 0.00 0.57 0.05 0.020 4.14
10 CB 610 Comb. Offsite 0.10 5.0 4.00 0.65 0.26 0.00 0.26 0.00 0.011 3.00
11 CB 611 Comb. Sag 0.36 5.0 4.00 0.65 0.94 0.00 0.94 0.00 Sag 2.02
12 CB 611A Comb. Sag 0.23 5.0 4.00 0.65 0.60 0.00 0.60 0.00 Sag 1.89
13 CB 612 Comb. Offsite 0.05 5.0 4.00 0.65 0.13 0.00 0.13 0.00 0.023 1.67
14 CB 613 Comb. Offsite 0.01 5.0 4.00 0.65 0.03 0.00 0.03 0.00 0.003 1.34
15 CB 614 Comb. Offsite 0.07 5.0 4.00 0.65 0.18 0.00 0.18 0.00 0.010 2.45
16 CB 614 A Comb. Offsite 0.12 5.0 4.00 0.65 0.31 0.00 0.31 0.00 0.040 2.19
17 CB 625 Comb. Offsite 0.21 5.0 4.00 0.65 0.55 0.00 0.53 0.02 0.040 3.18
18 CB 615 Comb. Offsite 0.24 5.0 4.00 0.65 0.62 0.00 0.55 0.08 0.010 4.92
19 CB 616 Comb. Offsite 0.05 5.0 4.00 0.65 0.13 0.00 0.13 0.00 0.015 1.62
20 CB 617 Comb. Offsite 0.31 5.0 4.00 0.65 0.81 0.00 0.65 0.15 0.003 7.23
21 CB 618 Comb. Offsite 0.56 5.0 4.00 0.65 1.46 0.00 1.06 0.40 0.003 9.24
22 CB 613 A Comb. Sag 0.10 5.0 4.00 0.65 0.26 0.00 0.26 0.00 Sag 1.20
23 CB 621 Comb. Sag 0.43 5.0 4.00 0.65 1.12 0.00 1.12 0.00 Sag 2.81
Project File: STRM 600.stm Number of lines:35 Date: 1/10/2024
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 621 A Comb. Sag 0.31 5.0 4.00 0.65 0.81 0.00 0.81 0.00 Sag 2.00
25 CB 620 Comb. Offsite 0.28 5.0 4.00 0.65 0.73 0.00 0.64 0.09 0.016 4.73
26 DI 621 Grate Sag 0.36 5.0 4.00 0.65 0.94 0.00 0.94 0.00 Sag 0.84
27 DI 622 Grate Offsite 0.14 5.0 4.00 0.65 0.36 0.00 0.36 0.00 0.012 1.11
28 DI 623 Grate Offsite 0.14 5.0 4.00 0.65 0.36 0.00 0.36 0.00 0.012 1.11
29 DI 624 Grate Sag 0.25 5.0 4.00 0.65 0.65 0.00 0.65 0.00 Sag 0.66
30 DI 625 Grate Offsite 0.09 5.0 4.00 0.65 0.23 0.00 0.23 0.00 0.025 0.82
31 DI 630 Grate Sag 0.19 5.0 4.00 0.65 0.49 0.00 0.49 0.00 Sag 0.55
32 DI 631 Grate Offsite 0.31 5.0 4.00 0.65 0.81 0.00 0.81 0.00 0.010 1.55
33 DI 632 Grate Offsite 0.31 5.0 4.00 0.65 0.81 0.00 0.81 0.00 0.010 1.55
34 CB 620A Comb. Offsite 0.12 5.0 4.00 0.65 0.31 0.00 0.31 0.00 0.018 2.88
35 CB 605A Comb. Offsite 0.30 5.0 4.00 0.65 0.78 0.00 0.72 0.06 0.043 3.81
Project File: STRM 600.stm Number of lines:35 Date: 1/10/2024
NOTES: Intensity=380299500.00/(Inlet time+120.10)A 3.80--Return period=3 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: STRM 600.stm
co N co in
7 C 7 5'C .. = C 5'
OOMc OE -J O5 -J O. c 05 —1 co
On Oco Ln (0 ' O
' V co ^ 0 N ON Ln �?O� ' I.M CO 7 Q)
p N Ln NET O N,4 LOn MNN p MNOO 0 �O
Elev. (ft) o w cYi ��� �� ; ��� •g ��� ��
O -O W p LL W E.
LL W W N LL W W 4 W LJJ LL E i
(1) C7 5 U) 0_ cc u) LYcc u) ccc u) a cc co 0 c
459.00 459.00
448.00 • 448.00
437.00 437.00
426.00 —
@ 51 � —426.00
�� — 10$46b1f
n6 c 6 20®�0 59.965Lf-30"@ 4.42%
415.00
— A255a31-1--
iv �— — —415.00
a 11 G.ou4Lf-3Cl'Q 1.15°/
— 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
O s J 05 J Os J Os E O
J
(D co co ..QM)d- N MNM N �LU� �00
00 ^00 u7 O p • 07 N Lo N W N
O co N N �MM • �MM �MM �M
Elev. (ft) o , ��� ��� ^ ��� �,j-
p W W W p W W W N W W W N W W W M W W
co E > > co E >> co E > > coo E > > co 5 >
coii c c co Ecc (n iicc co iicc co D
454.00 454.00
448.00 448.00
•
442.00 — - 442.00
T� L
436.00 436.00
■
107-01f-24' @
51%
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
00 O) r r r
7 C 7 C ' C 7 E 7 E 7
_ O O� -J O5 -J O5 -J O� -J 0
N oo f f N T
l[)CO M �co co O co N TcNiWO) cor cof �`") N r
O• m M N �N MM co 'zr�mm . �mm �MM O) oM
p W W W p WWW + WWW co E i,+j WWW i) WWW j WW
o � cc ��E Ecc u) ccE ( •6'c
456.00 — —456.00
451.00 451.00
446.00 446.00
441.00
__- --_- . -ij' 441.00
�t
1-g3.4011f- ,''U 0.60% _
436.00 19 . _ ,.o. 436.00
1024"@ 0.60%
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('')
5' C 7 E 5' E 7 E 5' E 5' E 5' E 7
O E —IOE —IOE -J OE -J O5 -J O5 -J O5 —IO_
N N ' ^(ON ' NOO ' Opp ' Mff ' LUNN ' V f(0 ' m00
L()co co Lf)00M N co.L()(p 0, NNM r-- �NM Elev. 00 NNM 00 NNE• 0) U)00
O M M N 7MM N 1MM ., 1MM 1MM 4MM V M('O) M d-1
•
+O W El +O WWW +O WWW + WWW M WWW Ln WWW WWW co L.T.
co EE co EEC cn E E E cn cEE In EcE fn EEE o) EEE (n EE
460.00 460.00
454.00 454.00
448.00 448.00
Z Z ' .
442.00 I It
436.00 ( 166.32'm f-18"A0.5 1�63
—442.00
J 436.00
109.931L--18"@0.5.5% — 128811Lf-15"@188% ,
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
r r r r r r N N
7 E 7 E 7 E 7 E 7 E 7 E 7 E 7 E 7
O 5 -J OE -J OE -J 05 -J 05 -J OE -J OE -J OE -J 0
Lo co co ' OIL N ' 00 ' Mr0 ' ONN ' Lc)Lf) ' �00 ' N�V ' LnN
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•
O co• co
M• co�MM h ��7 r• •
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Elev. (ft) O • O • v N M In O d7
p W W W p W W W + W W W M W W W M W W W M W W W W W 1 . W W W i j W W
co E > > co E » co E » co E 5 5 co E 5 5 co 5 » co E » co E coE5
co c c (.0E c c U E c c E c c w E c c u) E c c co EEE co E c c w EE
468.00 468.00
461.00 461.00
f
454.00 — 454.00
447.00 / —447.00
..—.. ._i-- .rti
fp ,7
18" — 27.000Lf-18"@ 1.59%
440.00 �°1° — 90.i 67Lf- i 9 L 0.60 io —440.00
f-1a @' — 4L P7.0 _ J CrL°i
26.651 Lf-18'(p)0.49%
—
11117F1f-1R"®0my.
— 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
5 E 5 E 5
O 5 -1 O 5 -J O
co
o c NN.0 No
p O N N �MM V 1M
•
Elev. (ft) o o "" . M
owww ri-
f W LT]w r ww
co c c co E c c In EE
468.00 468.00
462.00 462.00
456.00 456.00
450.00 I —450.00
— --
444.00 — _ -- r 444.00
107.794Lf-18"@',.50%
•
2C.C51 Lf 18"@ 0.49%
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
CO CO CO
7 E 7 E ' E 7
co �f . co
CO CO rn N�
O O O f N N
O• CO CO in COMC • �MM CON
Elev. (ft) o co o
CO
o w w w r www c+, www ww
CO E > > coE > > E > > co E >
COD' c c co E c c E � c
453.00 453.00
449.00 449.00
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,
•
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o w w L. r www r LT,
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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
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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
• • If
www.timmons.com
TIMMONS GROUP
YUVN VI)IVN nLHll Vlu IIIhUVLH()VMS.

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

Project: . 0 41. Calculated By:
Wrenn Villas JRW
Project Number: T I M M O N S GROUP Date:
54949 YOUR VISION ACHIEVED THROUGH OURS. 06/26/24
Time of Concentration Worksheet (TR-55 Method) (PRE-Development)
PRE POI 1 -OFFSITE
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 710 2080
Slope(ft/ft) 0.02 0.02 0.02
Surface Cover Paved,Gravel,Bare Soil Paved Grass
n-value 0.011 - 0.035
Flow Area(ft2) - - 5.0
Wetted Perimeter(ft) - - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 2.87 4.81
Tt(hr) 0.02 0.07 _ 0.12
Tc(min) 12
PRE POI 2
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) _ 100 550 980
Slope(ft/ft) 0.015 0.02 0.02
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft2) - - 5.0
Wetted Perimeter(ft) - - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 2.28 4.81
Tt(hr) 0.17 0.07 0.06
Tc(min) 18

F* e-*0
Project: • Calculated By:
Wrenn Villas JRW
Project Number: T I M M O N S GROUP Date:
54949 YOUR VISION ACHIEVED THROUGH OURS. 06/26/24
Time of Concentration Worksheet (TR-55 Method) (POST-Development)
SCM A
1 Sheet Flow Shallow Concentrated Channel Flow
Length(ft) _ 100 2000
Slope(ft/ft) 0.02 0.02
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft2) - - 7.1
Wetted Perimeter(ft) - - 9.4
Hydraulic Radius(ft) - - 0.75
Average Velocity(ft/s) - 2.28 4.97
Tt(hr) 0.00 0.01 0.11
Tc(min) 7
POST POI 1 -ONSITE BYPASS
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 0 0 1330
Slope(ft/ft) 0.02 0.015 0.02
Surface Cover Paved, Gravel, Bare Soil Unpaved Grass
n-value 0.011 - 0.035
Flow Area(ft2) - - 5.0
Wetted Perimeter(ft) - - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 1.98 4.81
Tt(hr) 0.00 0.00 0.08
Tc(min) 5
POST POI 1 -OFFSITE BYPASS
Sheet Flow Shallow Concentrated Channel Flow Channel Flow
Length(ft) 100 400 1630 850
Slope(ft/ft) 0.02 0.015 0.02 0.02
Surface Cover Paved, Gravel, Bare Soil Unpaved Grass Grass
n-value 0.011 - 0.035 0.035
Flow Area(ft2) - - 5.0 5.0
Wetted Perimeter(ft) - - 7.0 7.0
Hydraulic Radius(ft) - - 0.71 0.71
Average Velocity(ft/s) - 1.98 4.81 4.81
Tt(hr) 0.02 0.06 0.09 0.05
Tc(min) 13

POI 2-ONSITE BYPASS
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 200 560
Slope(ft/ft) 0.02 0.02 _ 0.02
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft2) - - 5.0
Wetted Perimeter(ft) - - 7.0
Hydraulic Radius(ft) - - 0.71
Average Velocity(ft/s) - 2.28 4.81
Tt(hr) 0.15 0.02 0.03
Tc(min) 13
POI 2-OFFSITE BYPASS
Sheet Flow Shallow Concentrated Channel Flow
Length(ft) 100 200
Slope(ft/ft) 0.02 0.02 _ _
Surface Cover Grass Unpaved Grass
n-value 0.15 - 0.035
Flow Area(ft2) - -
Wetted Perimeter(ft) - -
Hydraulic Radius(ft) - - 0.00
Average Velocity(ft/s) - 2.28 0.00
Tt(hr) 0.15 0.02 0.00
Tc(min) 11

TIMMONS GROUP
-
Project:WRENN VILLAS Project No.: 54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
PRE POI 1 PRE-DEVELOPMENT
Pre-development Drainage Area Impervious
Existing Impervious Lots
Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Misc 98 0.00 0.00
Offsite(considered 100% BUA) 98 23.76 0.00
98 0.00
Total to DA 98 23.76 0.00
Existing Pervious Sub Total 0 0.00
Description CN Acres Streets
Wooded -Soil A 45 18.20 Total Area
Wooded-Soil B 66 0.00 0.00
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 49 10.13 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 28.33 Offsite 23.76
Total to DA 52.09 0.00
Basin CN 70 Sub Total 23.76
TIMMONS GROUP
.
Project:WRENN VILLAS Project No.: 54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
PRE POI 2 PRE-DEVELOPMENT
Pre-development Drainage Area Impervious
Existing Impervious Lots
Description CN Acres Description Qty Inc Area Total Area
Existing Impervious-Misc 98 0.00 0.00
Offsite(considered 100% BUA) 98 0.50 0.00
0.00
Total to DA 98 0.50 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 0.00
Wooded-Soil C 77 0.00 0.00
Wooded-Soil D 83 0.00 0.00
Pasture-Soil A 68 4.64 0.00
Pasture-Soil B 79 0.00 0.00
Pasture-Soil C 86 0.00 Sub Total 0 0.00
Pasture-Soil D 89 0.00 Misc
Total to DA 74 6.41 Offsite 0.50
Total to DA 6.91 0.00
Basin CN 64 Sub Total 0.50

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 1 TOTAL POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 8.42 Townhome Lot A 179 2,050 8.42
Impervious Streets 98 3.99 0.00
Impervious Misc 98 0.39 0.00
Offsite 98 16.08 0.00
0.00
Total to DA 98 28.88 Sub Total 8.42
Pervious Streets
Description Acres Description Length 1 Imp/Ft 1 Total Area
Lawn 39 12.27 27'B-B (Road + C&G) 3,909 27 2.42
Wooded-Soil A 45 0.00 5'Sidewalk 7,818 5 0.90
Pasture-Soil A 49 13.88 0.00
0.00 0.00
Sub Total 3.32
Total to DA 44 26.15 Misc
55.03 Parking 11,500 0.26
Total to DA 55.03 Mail Kiosk/Amenities 5,500 0.13
Basin CN 72 Sub Total 0.39
TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 1 -TO SCM A POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 8.42 Townhome Lot 179 2050 8.42
Impervious Streets 98 3.32
Impervious Misc 98 0.39
Offsite(considered 100% BUA) 98 0.00
Total 98 12.13 Sub Total 8.42
Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 5.20 27'B-B (Road + C&G) 3909 27 2.42
Wooded-Soil A 45 0.00 5'Sidewalk 7818 5 0.90
Pasture-Soil A 49 3.05
Sub Total 3.32
Total 8.25 Misc
20.38 Parking 11500 0.26
Total 20.38 Mail Kiosk/Amenities 5500 0.13
Basin CN 76 Sub Total 0.39

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 1 -ONSITE BYPASS POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 0 2050 0.00
Impervious Streets 98 0.00
Impervious Misc 98 0.00
Offsite 98 0.00
Total 98 0.00 Sub Total 0.00
Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 7.07 27'B-B (Road +C&G) 0 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 0 5 0.00
Pasture-Soil A 49 3.43
Sub Total 0.00
Total 10.50 Misc
10.50 Parking 0.00
Total 10.50 Mail Kiosk/Amenities 0.00
Basin CN 42 Sub Total 0.00
TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 1 -OFFSITE BYPASS POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 0 2050 0.00
Impervious Streets 98 0.00
Impervious Misc 98 0.00
Offsite 98 16.08
Total 98 16.08 Sub Total 0.00
Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 0.00 27'B-B (Road + C&G) 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 5 0.00
Pasture-Soil A 49 7.40
Sub Total 0.00
Total 7.40 Misc
23.48 Parking 0.00
Total 23.48 Mail Kiosk/Amenities 0.00
Basin CN 83 Sub Total 0.00

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 1 -TO OFFSITE SCM POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 0 2050 0.00
Impervious Streets 98 0.67
Impervious Misc 98 0.00
Offsite 98 0.00
Total 98 0.67 Sub Total 0.00
Pervious Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 0.00 27'B-B (Road +C&G) 0 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 0 5 0.00
Pasture-Soil A 49 0.00
Sub Total 0.00
Total 0.00 Misc
0.67 Parking 0.00
Total 0.67 Mail Kiosk/Amenities 0.00
Basin CN 98 Sub Total 0.00
TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 2 POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 1900 0.00
Impervious Streets 98 0.00
Impervious Misc 98 0.47
Offsite 98 0.00
Total 98 0.47 Sub Total 0.00
Pervious to SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 2.87 27'B-B (Road + C&G) 0 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 0 5 0.00
Pasture-Soil A 49 0.00
Sub Total 0.00
Total 2.87 Misc
3.33 Road Widening 11754 0.27
Total 3.33 Path 8504 0.20
Basin CN 47 Sub Total 0.47

TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 2-ONSITE BYPASS POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 0 1900 0.00
Impervious Streets 98 0.00
Impervious Misc 98 0.36
Offsite 98 0.00
Total 98 0.36 Sub Total 0.00
Pervious to SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 2.31 27'B-B (Road +C&G) 0 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 0 5 0.00
Pasture-Soil A 49 0.00
Sub Total 0.00
Total 2.31 Misc
2.67 Road Widening 10400 0.24
Total 2.67 Path 5400 0.12
Basin CN 47 Sub Total 0.36
116,423.60
TIMMONS GROUP
Project:WRENN VILLAS Project No.:54949
Calculated By: Ryan Wadsworth Date: 06/12/2024
POST POI 2-OFFSITE BYPASS POST-DEVELOPMENT
Post-development Drainage Area Impervious
Impervious to SCM A Lots
Description Acres Description Qty Inc Area Total Area
Impervious Lots 98 0.00 Townhome Lot 0 1900 0.00
Impervious Streets 98 0.00
Impervious Misc 98 0.10
Offsite 98 0.00
Total 98 0.10 Sub Total 0.00
Pervious to SCM A Streets
Description Acres Description Length Imp/Ft Total Area
Lawn 39 0.56 27'B-B(Road +C&G) 0 27 0.00
Wooded-Soil A 45 0.00 5'Sidewalk 0 5 0.00
Pasture-Soil A 49 0.00
Sub Total 0.00
Total 0.56 Misc
0.66 Road Widening 1354 0.03
Total 0.66 Path 3104 0.07
Basin CN 48 Sub Total 0.10

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

Contents continued... Wrenn Villas Hydraflow.gpw
Hydrograph No. 5, Combine, POST POI 1 - BYPASS 39
Hydrograph No. 6, SCS Runoff, POST POI 1 - TO OFFSITE SCM 40
Hydrograph No. 7, Combine, POST POI 1 TOTAL 41
Hydrograph No. 8, SCS Runoff, POST POI 2 - ONSITE BYPASS 42
Hydrograph No. 9, SCS Runoff, POST POI 2 - OFFSITE BYPASS 43
Hydrograph No. 10, Combine, POST POI 2 TOTAL 44
Hydrograph No. 11, Combine, POST TOTAL 45
Hydrograph No. 13, SCS Runoff, PRE POI 1 46
Hydrograph No. 14, SCS Runoff, PRE POI 2 47
Hydrograph No. 15, Combine, PRE TOTAL 48
100 - Year
Summary Report 49
Hydrograph Reports 50
Hydrograph No. 1, SCS Runoff, POST POI 1 - SCM A 50
Hydrograph No. 2, SCS Runoff, POST POI 1 - ONSITE BYPASS 51
Hydrograph No. 3, SCS Runoff, POST POI 1 - OFFSITE BYPASS 52
Hydrograph No. 4, Reservoir, SCM A 53
Hydrograph No. 5, Combine, POST POI 1 - BYPASS 54
Hydrograph No. 6, SCS Runoff, POST POI 1 - TO OFFSITE SCM 55
Hydrograph No. 7, Combine, POST POI 1 TOTAL 56
Hydrograph No. 8, SCS Runoff, POST POI 2 - ONSITE BYPASS 57
Hydrograph No. 9, SCS Runoff, POST POI 2 - OFFSITE BYPASS 58
Hydrograph No. 10, Combine, POST POI 2 TOTAL 59
Hydrograph No. 11, Combine, POST TOTAL 60
Hydrograph No. 13, SCS Runoff, PRE POI 1 61
Hydrograph No. 14, SCS Runoff, PRE POI 2 62
Hydrograph No. 15, Combine, PRE TOTAL 63

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2023
13 14 1 2 3 6 8 9
5 10
15 \,4
7
\Le
11
Legend
Hyd. Origin Description
1 SCS Runoff POST POI 1 -SCM A
2 SCS Runoff POST POI 1 -ONSITE BYPASS
3 SCS Runoff POST POI 1 -OFFSITE BYPASS
4 Reservoir SCM A
5 Combine POST POI 1 -BYPASS
6 SCS Runoff POST POI 1 -TO OFFSITE SCM
7 Combine POST POI 1 TOTAL
8 SCS Runoff POST POI 2-ONSITE BYPASS
9 SCS Runoff POST POI 2-OFFSITE BYPASS
10 Combine POST POI 2 TOTAL
11 Combine POST TOTAL
13 SCS Runoff PRE POI 1
14 SCS Runoff PRE POI 2
15 Combine PRE TOTAL
Project: Wrenn Villas Hydraflow.gpw Wednesday, 07/24/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 29.67 43.38 82.80 107.69 148.94 POST POI 1 -SCM A
2 SCS Runoff 0.005 0.037 2.016 6.821 18.51 POST POI 1 -ONSITE BYPASS
3 SCS Runoff 45.37 62.16 107.73 135.10 179.57 POST POI 1 -OFFSITE BYPASS
4 Reservoir 1 0.292 0.351 1.770 6.471 45.88 SCM A
5 Combine 2, 3, 45.37 62.16 109.75 141.93 195.98 POST POI 1 -BYPASS
6 SCS Runoff 2.588 3.143 4.580 5.426 6.794 POST POI 1 -TO OFFSITE SCM
7 Combine 4,5,6 47.45 64.70 113.45 146.31 201.45 POST POI 1 TOTAL
8 SCS Runoff 0.009 0.047 1.225 2.639 5.616 POST POI 2-ONSITE BYPASS
9 SCS Runoff 0.003 0.017 0.358 0.732 1.493 POST POI 2-OFFSITE BYPASS
10 Combine 8, 9 0.012 0.064 1.583 3.372 7.109 POST POI 2 TOTAL
11 Combine 7, 10 47.45 64.71 114.72 149.35 208.21 POST TOTAL
13 SCS Runoff 43.45 70.81 153.16 207.23 299.91 PRE POI 1
14 SCS Runoff 2.248 4.525 12.15 17.33 26.51 PRE POI 2
15 Combine 13, 14 45.19 74.66 164.39 222.69 322.83 PRE TOTAL
Proj. file: Wrenn Villas Hydraflow.gpw Wednesday, 07/24/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 29.67 2 720 68,690 POST POI 1 -SCM A
2 SCS Runoff 0.005 2 1440 30 POST POI 1 -ONSITE BYPASS
3 SCS Runoff 45.37 2 720 118,013 POST POI 1 -OFFSITE BYPASS
4 Reservoir 0.292 2 1444 62,323 1 412.28 56,646 SCM A
5 Combine 45.37 2 720 118,043 2,3, POST POI 1 -BYPASS
6 SCS Runoff 2.588 2 716 6,017 POST POI 1 -TO OFFSITE SCM
7 Combine 47.45 2 720 186,382 4,5,6 POST POI 1 TOTAL
8 SCS Runoff 0.009 2 1076 318 POST POI 2-ONSITE BYPASS
9 SCS Runoff 0.003 2 926 106 POST POI 2-OFFSITE BYPASS
10 Combine 0.012 2 1068 424 8,9 POST POI 2 TOTAL
11 Combine 47.45 2 720 186,806 7, 10 POST TOTAL
13 SCS Runoff 43.45 2 722 125,430 PRE POI 1
14 SCS Runoff 2.248 2 728 10,361 PRE POI 2
15 Combine 45.19 2 722 135,791 13, 14 PRE TOTAL
Wrenn Villas Hydraflow.gpw Return Period: 1 Year Wednesday, 07/24/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - SCM A
Hydrograph type = SCS Runoff Peak discharge = 29.67 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 68,690 cuft
Drainage area = 20.380 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - SCM A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
30.00 30.00
•
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - " 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.005 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 30 cuft
Drainage area = 10.500 ac Curve number = 42
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
•
0.04 - 0.04
0.03 - 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 45.37 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 118,013 cuft
Drainage area = 23.480 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
1
1
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)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM A
Hydrograph type = Reservoir Peak discharge = 0.292 cfs
Storm frequency = 1 yrs Time to peak = 1444 min
Time interval = 2 min Hyd. volume = 62,323 cuft
Inflow hyd. No. = 1 - POST POI 1 - SCM A Max. Elevation = 412.28 ft
Reservoir name = SCM A Max. Storage = 56,646 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
L.
0.00 _ 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 1 I I Total storage used = 56,646 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Pond No. 1 - SCM A
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=410.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 410.00 17,398 0 0
1.00 411.00 25,926 21,662 21,662
2.00 412.00 27,883 26,905 48,567
3.00 413.00 29,894 28,889 77,455
4.00 414.00 31,960 30,927 108,382
5.00 415.00 34,081 33,021 141,403
6.00 416.00 36,258 35,170 176,572
7.00 417.00 38,490 37,374 213,946
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.75 Inactive 0.00 Crest Len(ft) = 16.00 20.00 Inactive 0.00
Span(in) = 24.00 2.75 0.00 0.00 Crest El.(ft) = 415.00 415.50 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 409.00 410.00 0.00 0.00 Weir Type = 1 Broad Rect ---
Length(ft) = 61.00 1.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 2.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:CulverUOrifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 410.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.00 21,662 411.00 4.64 oc 0.19 is --- --- 0.00 0.00 --- --- --- --- 0.187
2.00 48,567 412.00 4.64 oc 0.27 ic --- --- 0.00 0.00 --- --- --- 0.273
3.00 77,455 413.00 4.64 oc 0.34 ic --- --- 0.00 0.00 --- --- --- 0.337
4.00 108,382 414.00 4.64 oc 0.39 ic --- --- 0.00 0.00 --- --- --- --- 0.391
5.00 141,403 415.00 4.64 oc 0.44 ic --- --- 0.00 0.00 --- --- --- 0.439
6.00 176,572 416.00 36.23 ic 0.10 ic --- --- 36.13 s 23.55 --- --- --- 59.78
7.00 213,946 417.00 39.90 ic 0.04 ic --- --- 39.85 s 122.35 --- --- --- --- 162.24

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 45.37 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 118,043 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 33.980 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
•
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
JL
0.00 _ _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 3

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - TO OFFSITE SCM
Hydrograph type = SCS Runoff Peak discharge = 2.588 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 6,017 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - TO OFFSITE SCM
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
3.00 - 3.00
2.00 1 2.00
1.00 1.00
7(---
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 47.45 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 186,382 cuft
Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.670 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - J� L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 - Hyd No. 4 Hyd No. 5 Hyd No. 6

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 2 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.009 cfs
Storm frequency = 1 yrs Time to peak = 1076 min
Time interval = 2 min Hyd. volume = 318 cuft
Drainage area = 2.670 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - ONSITE BYPASS
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 _ 0.01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
POST POI 2 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.003 cfs
Storm frequency = 1 yrs Time to peak = 926 min
Time interval = 2 min Hyd. volume = 106 cuft
Drainage area = 0.660 ac Curve number = 48
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - OFFSITE BYPASS
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
•
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
POST POI 2 TOTAL
Hydrograph type = Combine Peak discharge = 0.012 cfs
Storm frequency = 1 yrs Time to peak = 1068 min
Time interval = 2 min Hyd. volume = 424 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 3.330 ac
POST POI 2 TOTAL
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 — 0.04
0.03 — 0.03
0.02 0.02
0.01 0.01
0.00 - L - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 8 Hyd No. 9

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
POST TOTAL
Hydrograph type = Combine Peak discharge = 47.45 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 186,806 cuft
Inflow hyds. = 7, 10 Contrib. drain. area = 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 7 Hyd No. 10

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 13
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 43.45 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 125,430 cuft
Drainage area = 52.090 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
•
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — • ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 2.248 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 10,361 cuft
Drainage area = 6.910 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
3.00 - 3.00
2.00 I 2.00
1.00 1.00
0.00 ‘ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
PRE TOTAL
Hydrograph type = Combine Peak discharge = 45.19 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 135,791 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 59.000 ac
PRE TOTAL
Q (cfs) Hyd. No. 15-- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 13 Hyd No. 14

19
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 82.80 2 718 189,406 POST POI 1 -SCM A
2 SCS Runoff 2.016 2 720 11,410 POST POI 1 -ONSITE BYPASS
3 SCS Runoff 107.73 2 720 281,377 POST POI 1 -OFFSITE BYPASS
4 Reservoir 1.770 2 1004 140,321 1 415.08 144,173 SCM A
5 Combine 109.75 2 720 292,787 2,3, POST POI 1 -BYPASS
6 SCS Runoff 4.580 2 716 10,929 POST POI 1 -TO OFFSITE SCM
7 Combine 113.45 2 720 444,037 4,5,6 POST POI 1 TOTAL
8 SCS Runoff 1.225 2 724 5,469 POST POI 2-ONSITE BYPASS
9 SCS Runoff 0.358 2 724 1,479 POST POI 2-OFFSITE BYPASS
10 Combine 1.583 2 724 6,948 8,9 POST POI 2 TOTAL
11 Combine 114.72 2 720 450,986 7, 10 POST TOTAL
13 SCS Runoff 153.16 2 722 401,416 PRE POI 1
14 SCS Runoff 12.15 2 726 40,136 PRE POI 2
15 Combine 164.39 2 722 441,552 13, 14 PRE TOTAL
Wrenn Villas Hydraflow.gpw Return Period: 10 Year Wednesday, 07/24/2024

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - SCM A
Hydrograph type = SCS Runoff Peak discharge = 82.80 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 189,406 cuft
Drainage area = 20.380 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - SCM A
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
90.00 — 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 1 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)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 2.016 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 11,410 cuft
Drainage area = 10.500 ac Curve number = 42
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 107.73 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 281,377 cuft
Drainage area = 23.480 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 1 60.00
40.00 40.00
20.00 20.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM A
Hydrograph type = Reservoir Peak discharge = 1.770 cfs
Storm frequency = 10 yrs Time to peak = 1004 min
Time interval = 2 min Hyd. volume = 140,321 cuft
Inflow hyd. No. = 1 - POST POI 1 - SCM A Max. Elevation = 415.08 ft
Reservoir name = SCM A Max. Storage = 144,173 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
90.00 90.00
-
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
—
30.00 30.00
20.00 20.00
10.00 — - 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 1 I I Total storage used = 144,173 cuft

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 109.75 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 292,787 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 33.980 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
120.00 120.00
•
100.00 100.00
80.00 80.00
60.00 1 60.00
40.00 40.00
20.00 20.00
— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 3

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - TO OFFSITE SCM
Hydrograph type = SCS Runoff Peak discharge = 4.580 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,929 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - TO OFFSITE SCM
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
I
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 113.45 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 444,037 cuft
Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.670 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 ( 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 2 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 1.225 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 5,469 cuft
Drainage area = 2.670 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - ONSITE BYPASS
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
2.00 - I 2.00
1.00 - 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
POST POI 2 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.358 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,479 cuft
Drainage area = 0.660 ac Curve number = 48
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - OFFSITE BYPASS
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
•
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
POST POI 2 TOTAL
Hydrograph type = Combine Peak discharge = 1.583 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 6,948 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 3.330 ac
POST POI 2 TOTAL
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 8 Hyd No. 9

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
POST TOTAL
Hydrograph type = Combine Peak discharge = 114.72 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 450,986 cuft
Inflow hyds. = 7, 10 Contrib. drain. area = 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 7 Hyd No. 10

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 13
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 153.16 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 401,416 cuft
Drainage area = 52.090 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1
Q (cfs) Hyd. No. 13-- 10 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
if
100.00 — 100.00
80.00 80.00
—
60.00 60.00
40.00 40.00
20.00 :::°
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 12.15 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 40,136 cuft
Drainage area = 6.910 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 14 -- 10 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. 14 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
PRE TOTAL
Hydrograph type = Combine Peak discharge = 164.39 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 441,552 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 59.000 ac
PRE TOTAL
Q (cfs) Hyd. No. 15-- 10 Year Q (cfs)
180.00 - 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 13 Hyd No. 14

34
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 107.69 2 718 246,870 POST POI 1 -SCM A
2 SCS Runoff 6.821 2 720 21,365 POST POI 1 -ONSITE BYPASS
3 SCS Runoff 135.10 2 720 355,538 POST POI 1 -OFFSITE BYPASS
4 Reservoir 6.471 2 780 197,665 1 415.23 149,553 SCM A
5 Combine 141.93 2 720 376,903 2,3, POST POI 1 -BYPASS
6 SCS Runoff 5.426 2 716 13,024 POST POI 1 -TO OFFSITE SCM
7 Combine 146.31 2 720 587,592 4,5,6 POST POI 1 TOTAL
8 SCS Runoff 2.639 2 722 9,113 POST POI 2-ONSITE BYPASS
9 SCS Runoff 0.732 2 722 2,419 POST POI 2-OFFSITE BYPASS
10 Combine 3.372 2 722 11,532 8,9 POST POI 2 TOTAL
11 Combine 149.35 2 720 599,123 7, 10 POST TOTAL
13 SCS Runoff 207.23 2 720 539,276 PRE POI 1
14 SCS Runoff 17.33 2 726 55,881 PRE POI 2
15 Combine 222.69 2 722 595,157 13, 14 PRE TOTAL
Wrenn Villas Hydraflow.gpw Return Period: 25 Year Wednesday, 07/24/2024

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - SCM A
Hydrograph type = SCS Runoff Peak discharge = 107.69 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 246,870 cuft
Drainage area = 20.380 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - SCM A
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
120.00 120.00
•
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 6.821 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 21,365 cuft
Drainage area = 10.500 ac Curve number = 42
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
•
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 135.10 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 355,538 cuft
Drainage area = 23.480 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
140.00 140.00
1
120.00 120.00
100.00 - 100.00
•
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM A
Hydrograph type = Reservoir Peak discharge = 6.471 cfs
Storm frequency = 25 yrs Time to peak = 780 min
Time interval = 2 min Hyd. volume = 197,665 cuft
Inflow hyd. No. = 1 - POST POI 1 - SCM A Max. Elevation = 415.23 ft
Reservoir name = SCM A Max. Storage = 149,553 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 1 I I Total storage used = 149,553 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 141.93 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 376,903 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 33.980 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
160.00 160.00
•
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 3

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - TO OFFSITE SCM
Hydrograph type = SCS Runoff Peak discharge = 5.426 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 13,024 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - TO OFFSITE SCM
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 146.31 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 587,592 cuft
Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.670 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
160.00 160.00
•
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 2 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 2.639 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 9,113 cuft
Drainage area = 2.670 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - ONSITE BYPASS
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - w 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
POST POI 2 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 0.732 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,419 cuft
Drainage area = 0.660 ac Curve number = 48
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - OFFSITE BYPASS
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
•
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
POST POI 2 TOTAL
Hydrograph type = Combine Peak discharge = 3.372 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 11,532 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 3.330 ac
POST POI 2 TOTAL
Q (cfs) Hyd. No. 10 --25 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. 10 — Hyd No. 8 Hyd No. 9

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
POST TOTAL
Hydrograph type = Combine Peak discharge = 149.35 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 599,123 cuft
Inflow hyds. = 7, 10 Contrib. drain. area = 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
160.00 160.00
•
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — �_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 7 Hyd No. 10

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 13
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 207.23 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 539,276 cuft
Drainage area = 52.090 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1
Q (cfs) Hyd. No. 13--25 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 17.33 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 55,881 cuft
Drainage area = 6.910 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 5.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 14--25 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
PRE TOTAL
Hydrograph type = Combine Peak discharge = 222.69 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 595,157 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 59.000 ac
PRE TOTAL
Q (cfs) Hyd. No. 15--25 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 — 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 13 Hyd No. 14

49
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 148.94 2 718 344,088 POST POI 1 -SCM A
2 SCS Runoff 18.51 2 718 42,296 POST POI 1 -ONSITE BYPASS
3 SCS Runoff 179.57 2 720 478,528 POST POI 1 -OFFSITE BYPASS
4 Reservoir 45.88 2 728 294,729 1 415.80 169,616 SCM A
5 Combine 195.98 2 720 520,824 2,3, POST POI 1 -BYPASS
6 SCS Runoff 6.794 2 716 16,418 POST POI 1 -TO OFFSITE SCM
7 Combine 201.45 2 720 831,971 4,5,6 POST POI 1 TOTAL
8 SCS Runoff 5.616 2 722 16,321 POST POI 2-ONSITE BYPASS
9 SCS Runoff 1.493 2 722 4,265 POST POI 2-OFFSITE BYPASS
10 Combine 7.109 2 722 20,586 8,9 POST POI 2 TOTAL
11 Combine 208.21 2 720 852,558 7, 10 POST TOTAL
13 SCS Runoff 299.91 2 720 777,466 PRE POI 1
14 SCS Runoff 26.51 2 724 83,777 PRE POI 2
15 Combine 322.83 2 720 861,243 13, 14 PRE TOTAL
Wrenn Villas Hydraflow.gpw Return Period: 100 Year Wednesday, 07/24/2024

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 1
POST POI 1 - SCM A
Hydrograph type = SCS Runoff Peak discharge = 148.94 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 344,088 cuft
Drainage area = 20.380 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - SCM A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 i 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 2
POST POI 1 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 18.51 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 42,296 cuft
Drainage area = 10.500 ac Curve number = 42
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - ONSITE BYPASS
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 I 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 1 '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 3
POST POI 1 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 179.57 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 478,528 cuft
Drainage area = 23.480 ac Curve number = 83
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - OFFSITE BYPASS
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
180.00 ( 180.00
150.00 150.00
120.00 120.00
t
90.00 90.00
60.00 60.00
30.00 30.00
--.--"'} 6-- ---....... _
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 4
SCM A
Hydrograph type = Reservoir Peak discharge = 45.88 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 294,729 cuft
Inflow hyd. No. = 1 - POST POI 1 - SCM A Max. Elevation = 415.80 ft
Reservoir name = SCM A Max. Storage = 169,616 cuft
Storage Indication method used.
SCM A
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
160.00 1 160.00
140.00 140.00
120.00 120.00
100.00 _ I 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 I\ 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. 1 111111111 Total storage used = 169,616 cuft

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 5
POST POI 1 - BYPASS
Hydrograph type = Combine Peak discharge = 195.98 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 520,824 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 33.980 ac
POST POI 1 - BYPASS
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
210.00 I 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 3

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 6
POST POI 1 - TO OFFSITE SCM
Hydrograph type = SCS Runoff Peak discharge = 6.794 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 16,418 cuft
Drainage area = 0.670 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 1 - TO OFFSITE SCM
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
7.00 I 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 7
POST POI 1 TOTAL
Hydrograph type = Combine Peak discharge = 201.45 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 831,971 cuft
Inflow hyds. = 4, 5, 6 Contrib. drain. area = 0.670 ac
POST POI 1 TOTAL
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 I 60.00
30.00 30.00
0.00 - & 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 8
POST POI 2 - ONSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 5.616 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 16,321 cuft
Drainage area = 2.670 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - ONSITE BYPASS
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
6.00 6.00
5.00 5.00
i 1
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 9
POST POI 2 - OFFSITE BYPASS
Hydrograph type = SCS Runoff Peak discharge = 1.493 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 4,265 cuft
Drainage area = 0.660 ac Curve number = 48
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST POI 2 - OFFSITE BYPASS
Q (cfs) Hyd. No. 9-- 100 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. 9 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 10
POST POI 2 TOTAL
Hydrograph type = Combine Peak discharge = 7.109 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 20,586 cuft
Inflow hyds. = 8, 9 Contrib. drain. area = 3.330 ac
POST POI 2 TOTAL
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
8.00 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 8 Hyd No. 9

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 11
POST TOTAL
Hydrograph type = Combine Peak discharge = 208.21 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 852,558 cuft
Inflow hyds. = 7, 10 Contrib. drain. area = 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 7 Hyd No. 10

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 13
PRE POI 1
Hydrograph type = SCS Runoff Peak discharge = 299.91 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 777,466 cuft
Drainage area = 52.090 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 1
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 14
PRE POI 2
Hydrograph type = SCS Runoff Peak discharge = 26.51 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 83,777 cuft
Drainage area = 6.910 ac Curve number = 64
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 18.00 min
Total precip. = 7.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE POI 2
Q (cfs) Hyd. No. 14 -- 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. 14 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,07/24/2024
Hyd. No. 15
PRE TOTAL
Hydrograph type = Combine Peak discharge = 322.83 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 861,243 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 59.000 ac
PRE TOTAL
Q (cfs) Hyd. No. 15-- 100 Year Q (cfs)
350.00 350.00
300.00 300.00
•
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15 Hyd No. 13 Hyd No. 14

SECTION K - NITROGEN LOADING
. . .
TIMMONS GROUP www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

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SCM #A 1111 ‘1_ IIA $
I (WET PONDS 4
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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

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): 7/23/2024 date Nutrient Management Watershed: Neuse menu
Local Jurisdiction/Reviewing Agency: State/Federal menu Subwatershed: Neuse-Upper menu
r
Project Latitude Coordinates(optional): N Phosphorus Delivery Zone: Neuse-Upper 03020201 menu
Project Longitude Coordinates(optional): W Nitrogen Delivery Zone: Neuse-Upper 03020201 menu
PROJECT DETAILS
Development Land Use Type: Single Family Residential menu Disturbed Area: 1,180,476 ft2
Part of Common Development Plan? no y/n Project Activity: New Development menu
Designated Downtown Area? no y/n Project Drains to SA Waters? no y/n
Public Linear Road/Sidewalk Project? no y/n Pre-Project Land Use: forest menu
Project Owner Type: Private menu Project Description(optional):
STORM WATER DETAILS
i
(Falls ONLY)Onsite Reduction%Req. % Project Uses LID/Runoff Volume Match? no y/n
Existing BUA/Development Onsite? no y/n Local Gov't nutrient req's same as State? yes y/n
Local Gov't cutoff date for Existing BUA: date Project Drains to Regional SCM? no y/n
Nitrogen Export Rate Target: 3.60 Ib/ac/yr Total Nitrogen Offset Credits Needed: lb/yr
Phosphorus Export Rate Target: lb/ac/yr Total Phosphorus Offset Credits Needed: lb/yr

SNAP v4.2.0
Project Area and Offsite Land Cover Characteristics Precipitation Neuse
Station:
Copy d ?as to 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 0.11 366,950 366,950
Roadway 1.64 0.34 116,143 116,143
Parking/Driveway/Sidewalk 1.42 0.18 _ 65,400 65,400
Protected Forest 0.97 0.03 878,693 -878,693
Managed Pervious/Landscaping 2.48 1.07 585,794 877,504 291,710
Offsite or Existing Roof 1.18 0.11 0
Offsite or Existing Roadway 1.64 0.34 0
Offsite or Existing Parking/Driveway/Sideww, 1.42 0.18 0
Offsite Protected Forest 0.97 0.03 0
Offsite Managed Pervious 2.48 1.07 0
CUSTOM LAND COVER 1 0
CUSTOM LAND COVER 2 0
CUSTOM LAND COVER 3 0
LAND TAKEN UP BY SCM 1.18 0.11 38,490 38,490
Total (Regulated & UnReg)Area 1,464,487.00 1,464,487.00
Project (Regulated)Area 1,464,487.00 1,464,487.00

SCM Characteristics
Stormwater Control Measure (SCM) Characteristics
Click here to go to
Copy & Paste VALUES ONLY for SCM101's Land Cover Data
SNAP v4.2.0
Best Results
II Catchment ID 1 N 1 1
Drains to Drains to
SCM ID 101 102 103
7 Type of SCM Wet Pond
lHydrologic soil group at SCM location A
SCM Description SCM A
■ Design Storm Size(inches/24hrs) 1.00
■ Percent of Full Size 100%
■ %Annual Effluent 63% 0% 0%
Annual Overflow 16% 0% 0%
■ %Annual ET/Infiltrated 21% 0% 0%
■ Custom %Annual Effluent
■ Custom%Annual Overflow
■ Custom %Annual ET/Infiltrated
■ SCM Effluent TP EMC(mg/L) 0.13 0.00 0.00
■ SCM Effluent TN EMC(mg/L) 0.86 0.00 0.00
■ Custom Effluent TP EMC
■ Custom Effluent TN EMC
■ SCM Land Cover TP EMC(mg/L) 0.11 0.00 0.00
SCM Land Cover TN EMC(mg/L) 1.18 0.00 0.00
1 This SCM Drains to Numbered SCM 0 0 0
Catchments Draining to Catchments Draining to Catchments Draining to
Catchment Routing 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
L. Error Check-Min/Max Size:
lb" Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
IIError Checks-SCM Type:
MI SCM ID: 101 102 103
Area 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)
Roof 366,950
Roadway 105,543
Parking/Driveway/Sidewalk 56,090
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidewalk
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 38,490
TOTAL AREA DRAINING TO SCM (ft2): 567,073 0 0
CATCHMENT AREA(ft2): 567,073

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

SCM Characteristics
Error Check-Min/Max Size:
ili, Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
NI SCM ID:
I Allowable Total Land Use
Total Land Use Area Post-Project Untreated
SCM Drainage Area Land Covers Z Area to be Treated Based on z
Treated By All SCMs(ft ) 2 Land Area (ft2)
Post-Project Areas(ft2)
Roof 366,950 366,950 0
Roadway 105,543 116,143 10,600
Parking/Driveway/Sidewalk a 56,090 65,400 9,310
Protected Forest 0 0 0
Managed Pervious/Landscaping 0 877,504 877,504
Offsite or Existing Roof 0 0 0
Offsite or Existing Roadway 0 0 0
Offsite or Existing Parking/Driveway/Sidem 0 0 0
Offsite Protected Forest 0 0 0
Offsite Managed Pervious 0 0 0
CUSTOM LAND COVER 1 0 0 0
CUSTOM LAND COVER 2 0 0 0
CUSTOM LAND COVER 3 0 0 0
LAND TAKEN UP BY SCM 38,490 38,490 0
TOTAL AREA DRAINING TO SCM (ft2): 567,073 1,464,487 897,414
CATCHMENT AREA(ft2):

Nutrient Export Summary
Landcover &t SCM Data Review
Errors/Advisories
Avg Annual precip (in) = 45.76
Total (Regulated+
1,464,487
Unregulated)Area (ft2) =
Project(Regulated)
1,464,487
Area (ft2) =
Net BUA(Project Area
548,493 Net BUA indicates new development or expansion.
BUA only ft2) =
Custom Landcovers are
present:
no
Total Nitrogen Export Target
121.03
Scaled to Project Area (Ib/yr):
Total Area Total Area Project Area
Project Area
(Onsite+ Post-Project Post-Project
Nutrient Export Summary Offsite) (Onsite Only) before before
Pre-Project
Pre-Project Treatment Treatment
Area (All Landcover Types)(acres) 33.6200 33.6200 33.6200 33.6200
Percent Built-Upon Area(BUA) (%) 0% 0% 37% 37%
Built-Upon Area(BUA)(sqft) 0 0 548,493 548,493
Annual Runoff Volume(ft3/yr) 251,306 251,306 2,070,984 2,070,984
Annual Runoff%Change \� \\\ \\\\`` 724% 724%
Total Runoff Change(cuft/yr) \ 1 \\ 1,819,678 1,819,678
Total Nitrogen EMC(mg/L) 1.57 1.57 1.38 1.38
Total Nitrogen Load Leaving Site(Ib/yr) 24.70 24.70 178.89 I 178.89
Total Nitrogen Loading Rate(Ib/ac/yr) 0.73 0.73 5.32 5.32
Total Nitrogen%Change Pre-to-Post \ 624% 624%
Total Nitrogen Change(Ib/yr) Pre-to-Post , 154.19 154.19
Total Phosphorus EMC(mg/L) 0.45 I 0.45 0.23 0.23
Total Phosphorus Load Leaving Site(Ib/yr) _ 7.00 7.00 29.62 I 29.62
Total Phosphorus Loading Rate(Ib/ac/yr) 0.21 0.21 0.88 0.88
Total Phosphorus%Change Pre-to-Post _ � s° _ \, 323%
o 323%
Total Phosphorus Change Ib r Pre-to-Post s
p g ( /y ) 22.62 22.62
L �'
SCM/Catchment Summary

SCM ID and Type Volume TN Reduction TP Reduction TN Out TP Out
Reduction(%) (%) (%) (Ibs/ac/yr) I (Ibs/ac/yr)
Catchment 1 21.11% 42.31% 32.99% I 6.62 0.95
101:Wet Pond 21.11% 42.31% 32.99% 6.62 0.95
-
102:NA 0.00% 0.00% 0.00% 0.00 0.00
103:NA -
0.00% 0.00% 0.00% 0.00 0.00
Catchment 2 0.00% 0.00% 0.00% 0.00 0.00
201:NA 0.00% 0.00% 0.00% 0.00 0.00
202:NA 0.00% 0.00% 0.00% 0.00 0.00
203:NA -
0.00% 0.00% 0.00% 0.00 0.00
Catchment 3 0.00% 0.00% 0.00% 0.00 0.00
301:NA 0.00% 0.00% 0.00% 0.00 0.00
302:NA 0.00% 0.00% 0.00% 0.00 0.00
303:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 4 0.00% 0.00% 0.00% 0.00 0.00
401:NA 0.00% 0.00% 0.00% 0.00 0.00
402:NA 0.00% 0.00% 0.00% 0.00 0.00
403:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 5 0.00% 0.00% 0.00% 0.00 0.00
501:NA 0.00% 0.00% 0.00% 0.00 0.00
502:NA 0.00% 0.00% 0.00% 0.00 0.00
503:NA -
0.00% 0.00% 0.00% 0.00 0.00
Catchment 6 0.00% 0.00% 0.00% 0.00 0.00
601:NA 0.00% 0.00% 0.00% 0.00 0.00
602:NA 0.00% 0.00% 0.00% 0.00 0.00
603:NA 0.00% 0.00% 0.00% 0.00 0.00

SNAP v4.2.0
Errors/Advisories
SCM Area (ft2) = 38,490
SCM Treated Area (ft2) = 567,073
Catchment Routing: No errors
Treating Runoff from
Existing BUA or Offsite: no
Disturbed Area (ft2) = 1,180,476
Total Phosphorus Export Target
o.00
Scaled to Project Area (Ib/yr):
Total Area Project Area Total Area Project Area
Total Area Project Area
Post-Project Post-Project Post-Project Post-Project
Post-Project Post-Project
SCM-Treated SCM-Treated Untreated Untreated
after Treatment after Treatment
Area Only Area Only Areas Areas
33.6200 33.6200 13.0182 13.0182 20.6018 20.6018
37% I 37% 93% _ 93% 2% 2%
548,493 548,493 528,583 1 528,583 19,910 19,910
1,679,383 1,679,383 1,463,889 1,463,889 215,494 215,494
0000000 \\\0000.
568% 568% 000\\\\\\ 7
1,428,077 1,428,077 %%%\\\\_____ \\\\
1.11 1.11 0.94 0.94 2.20 2.20
115.70 115.70 86.15 86.15 29.55 29.55
3.44 3.44 6.62 6.62 1.43 1.43
ooO \\\\
368% 368% 'o , , , ‘ o,
91.00 91.00
0.22 0.22 0.14 0.14 0.83 0.83
23.52 [ 23.52 12.39 12.39 11.14 11.14 _
0.70 0.70 0.95 0.95 0.54 0.54
236/ ° K o o K \\\ o.
° 236% \\ \\\\\\ \\\\\ ,
16.52 I 16.52

1 i
Falls Lake ONLY: Onsite Reduction Compliance Check
Nitrogen Phosphorus
Onsite%Reduction Requirement
Export Target Scaled to Area(Ib/yr) 121.03
Export Load Post-Project Before Treatment 178.89 29.62
Total Reduction Need (Ib/yr)
Onsite Reduction Need (Ib/yr)
Onsite Export Target(Ib/yr) _
Project Area Post-Project After Treatment 115.70 23.52

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/pla nning/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: Project Activity Type: New Development
Project Area(sqft): 1,464,487 Project Latitude: 0.000000
Post-Project Built-Upon Area%: 37.45% I Project Longitude: 0.000000
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): 0.00
Nitrogen Delivery Zone: Neuse-Upper 03020201 Nitrogen Delivery Factor: 100%
Phosphorus Delivery Zone: Neuse-Upper 03020201 Phosphorus Delivery Factor: 100%
PERMANENT NUTRIENT OFFSET REQUEST
Post-Project Nitrogen Calculations -Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TN Export TN Remaining TN Permanent Additional I Total TN
TN Untreated TN Treated TN 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)
178.9 121.0 115.7 0.0 100.0% 0.0 0.0
Post-Project Phosphorus Calculations -Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TP Export TP Remaining TP Permanent Additional I Total TP
TP Untreated TP Treated TP Delivery Offsets Permanent
Load(Ib/yr) Target Load Load(Ib/yr) Reduction Factor(%) Required Local Gov't Offsets to
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) Buy(Ib/yr)
0.0
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:I
Staff Name: Phone:
Staff Email: Date:
Local Government Authorizing Signature: