SW6231101_Stormwater Narrative_20231102

Stormwater Narrative & Modeling for
Forest Ridge Commons -
Phase 1
Cameron, NC
Developer:
Forest Ridge Subdivision , Inc.
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045277
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October 26th, 2023
Prepared By:
Kenneth W. Smith Jr., PE PLS
ASmithSite
ACONSULTANTS , PLLC

Table of Contents
1. Stormwater Narrative
2. NCRS Soils Report for Site and Site's SHWT Bores with Native Soil Investigation.
3. Pre-Developed Runoff, Post-Developed Runoff& Both Ponds' Routed Runoff Calculations
4. Ponds' 1 &2 Water Quality Volume, Stage Storage, Drawdown Time, Riser Buoyancy&Avg. Depth
5. Subdivision's Storm Network 10-year storm event&Gutter Spread calculations
6. Rip Rap Apron Sizing

STORMWATER NARRATIVE
Forest Ridge Commons—Phase 1 will consist of seven (7)commercial lots and two(2)streets with sidewalks,
Harnett Regional Water's water and sewer utilities as well as implementing proposed storm drainage networks
that will direct the post construction runoff into two(2)wet detention ponds in order to treat the site's runoff.At
full build out of the project, Pond#1 will receive runoff from lots C6 and C7,while Pond#2 will receive runoff from
lots C8,C9,C10,C11 and C12 after the site's final grading.The site is currently bounded by residential parcels and
wetlands on the western and southern edges, Melody Lane and NC24/87 on the western and northern sides and
wooded property to the east and south.To reiterate,this site will be mass-graded in such a manner that helps
better facilitate the grading of the streets,the proposed commercial lots and their utilities.This proposed mass
grading will help to direct runoff in various directions which,coupled with the proposed storm drainage
infrastructure within the streets,will help to facilitate the site's post development runoff in a more controlled
manner after full development. Ponds will be designed to treat and slowly release this runoff via the proposed
stormwater management facilities as shown,along with the water quality volumes as well as the required.
Pre-Developed Site Info
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The existing site's pre-developed drainage area of 11.43 acres is a mostly barren and rough-graded area that was
recently timbered a few years back.Thereafter,the land was backfilled with stockpiles of select fill material that is
a loamy sand and a hydrologic soils group B, and now this area of the site awaits development.The remaining
acreage is comprised of wooded area and smaller wetlands fingers (outside of the project limits)which are not to
be disturbed.This site's topography has always directed its runoff to the southwest corner of the parcel where
there is a natural, lower-lying drainage conveyance via the wetlands.The native soil series for this area to be
graded is predominantly Blaney Loamy Sand (BnB)and Gilead Loamy Sand (GaB)which are types B and C
Hydrologic Soils Groups.This has been confirmed with site visits via a North Carolina Licensed Soil Scientist.

Post-Developed Site Info
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To see more information on the post-developed site's drainage layout,the proposed patterns,the drainage areas
tributary to each inlet,see the grading&drainage plan for more detailed information.The Rational Method has
been utilized to help analyze the site's post construction storm network's characteristics. Composite"C"values
were computed for the inlets based upon the proposed impervious&pervious areas tributary to them as well as
the future,allocated built upon/impervious areas for each commercial lot. Rational Method "C"values were
derived using those listed in NCDEQ's Table 8.03E while NOAA's Precipitation Frequency estimates were imported
and utilized for the site's rational method calculations for the pond hydrograph and storm network calculations.
Storm network calculations were based upon the 10 year storm event for this site and profiles of the storm
network are attached to show the hydraulic grade line of the system.The pre-developed, post-developed and
routed ponds' hydrographs reflect the anticipated runoff and water surface elevations during the 1, 10, 25 and 100
year storm events for both Pond#1 and Pond#2. Gutter spread calculations were also computed and results from
the 10 year storm event were used,which is above and beyond the typical Rational Method "I" intensity of 4.0
inches/hour, per section 10.2.2 of NCDOT's Guidelines for Drainage Studies&Hydraulic Design.These drainage
criteria are also in accordance with Harnett's Unified Development Ordinance as well as NCDEQ's Post
Construction Stormwater Criteria.
Both Pond#1 and Pond#2,the wet detention ponds for Forest Ridge Commons-Phase 1, have been designed to
treat the required water quality volumes for the site's proposed runoff, as well as to control the release of the post
development storm events,such that they do not exceed the pre-developed storm events' runoff. Information on
the wet pond's sizing, drawdown time, riser buoyancy and average depth calculations can also be found herein.
Soils on site at the ponds' locations have been analyzed by Mike Eaker(NC Licensed Soil Scientist#1030)of
Southeastern Soil & Environmental Associates. Seasonal high water table bores were conducted at the stormwater
control measure's location to determine the in-situ properties. Further information about the elevations of the
Seasonal High Water Tables(SHWT)as well as the observed groundwater tables at each of these bores is also
included within this narrative.

Soil Map—Harnett County,North Carolina
a (Forest Ridge Commons) o
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a Map Scale:1:2,770 if printed on A portrait(8.5"x 11")sheet.
Meters m
N 0 40 80 160 240
Feet
0 100 200 400 600
Map projedion:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 6/27/2023
-011-01 Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Harnett County,North Carolina
(Forest Ridge Commons)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
.�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(9 Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Harnett County,North Carolina
O Miscellaneous Water Survey Area Data: Version 20,Sep 8,2022
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Apr 23,2022—Apr
27,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
i\ Natural Resources Web Soil Survey 6/27/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Harnett County,North Carolina Forest Ridge Commons
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BnB Blaney loamy sand,2 to 8 6.0 37.8%
percent slopes
GaB Gilead loamy sand,2 to 8 9.6 60.1%
percent slopes
Ro Roanoke loam,occasionally 0.3 2.1%
flooded
Totals for Area of Interest 15.9 100.0%
USDA Natural Resources Web Soil Survey 6/27/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
May 31, 2023
Mr. Ken Smith, Jr.
Smith Site Consultants, PLLC
121 Bulittle Drive
Linden,NC 28356
Re: Seasonal High-Water table (SHWT) evaluation for potential stormwater retention
areas, Forest Ridge Commercial (Southern parcel), NC Hwy. 87, Harnett County,North
Carolina
Dear Mr. Smith,
An evaluation of soil properties on a portion of the aforementioned property has been
conducted at your request. The purpose of the investigation was to determine soil water
table depths for use in stormwater retention design.
Soils at the proposed basin sites are most similar to the Gilead soil series (see attached
boring logs). 4 soil borings were advanced to a depth of at least 5.0 feet below the soil
surface. Seasonal High-Water table (SHWT) as determined by evidence of colors of
chroma 2 or less was encountered at depths ranging from 0 to 44 inches below the ground
surface. The attached map shows the approximate location of the sample points (as
requested by the design engineer).
I trust this is the information you require at this time.
Sincerely,
:d.
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Mike Eaker Q1` a %,.‘.s,'.i.,.,t;;/1,S::
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SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING •SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
SHWT and Observed Water Depths, Forest Ridge Commercial, NC
Hwy. 87, Harnett County, NC
BORING SHWT DEPT SHWT DEPT GROUND ELEVATION OBSERVED WATER
Inches (msl-feet) (msl-feet) (msl-feet)
1 44 273.63 277.30 275.22
2 44 273.31 276.98 270.73
3 15 255.33 256.58 None
4 0 255.16 255.16 None
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING•SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 1), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
A - 0 to 15 inches; black (10YR 2/1) loam; weak fine granular structure; very friable;
many fine and medium roots; clear wavy boundary.
Btl - 15 to 32 inches; brownish yellow(10YR 6/8) sandy loam; weak fine subangular
blocky structure; friable; many fine and medium roots; clear wavy boundary.
Bt2 - 32 to 40 inches; light yellowish brown (2.5Y 6/4) sandy clay loam; many medium
prominent yellowish red (5YR 5/8)mottles; weak medium subangular blocky structure;
firm; gradual wavy boundary.
BC - 40 to 44 inches; strong brown(7.5YR 5/6) sandy clay loam; weak fine subangular
blocky structure; firm; slightly brittle; gradual wavy boundary.
Cl -44 to 50 inches; strong brown (7.5YR 5/6) sandy clay loam; many medium
prominent light brownish gray (2.5Y 6/2)mottles; firm; massive structure; gradual wavy
boundary.
C2 - 50 to 60 inches; light yellowish brown(2.5Y 6/4) sandy clay loam; many medium
prominent gray (10YR 6/1) mottles; firm; massive structure.
SHWT @ 44 inches (2.5Y 6/2)
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS •LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING •SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 2), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
0 to 24 inches; sand and clay fill material
A—24 to 32 inches; black(10YR 2/1) loam; weak fine granular structure; very friable;
many fine and medium roots; clear wavy boundary.
Bt- 32 to 44 inches; brownish yellow(10YR 6/8) sandy loam to sandy clay loam; weak
fine subangular blocky structure; friable to firm; many fine and medium roots; clear wavy
boundary.
BC - 44 to 48 inches; strong brown(7.5YR 5/8) sandy clay loam; many medium
prominent gray (10YR 6/1)mottles; weak fine subangular blocky structure; firm; slightly
brittle; gradual wavy boundary.
Cl -48 to 71 inches; red (2.5YR 4/8) sandy clay; many medium prominent brownish
yellow(10YR 6/8) and gray (10YR 6/1) mottles; massive structure; firm.
SHWT @ 44 inches (10YR 6/1)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS•LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 3), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
A- 0 to 7 inches; black(10YR 2/1) loam; weak fine granular structure; very friable;
many fine and medium roots; clear wavy boundary.
Btl - 7 to 15 inches; light olive brown(2.5Y 5/3) clay; many medium prominent
yellowish red (5YR 5/8) mottles; weak fine subangular blocky structure; firm; few fine
and medium roots; gradual diffuse boundary.
Bt2 - 15 to 40 inches; grayish brown (2.5Y 5/2) silty clay; many medium prominent olive
yellow(2.5Y 6/8) and yellowish red (5YR 5/8)mottles;massive parting to angular
blocky structure; very firm; gradual wavy boundary.
BC - 40 to 60 inches; grayish brown (2.5Y 5/2) sandy clay loam; many medium
prominent olive yellow(2.5Y 6/8) and yellowish red (5YR 5/8)mottles; massive
structure; firm.
SHWT @ 15 inches (2.5Y 5/2)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Bore 4), Forest Ridge Commercial, NC Hwy. 87,
Harnett County, NC
This map unit consists of moderately well drained to somewhat poorly drained soils on
uplands. These soils formed in clayey sediment. Slope ranged from 0 to 3 percent.
Btl - 0 to 30 inches; white (10YR 8/1) silty clay; many medium prominent yellowish red
(5YR 5/8) mottles; massive structure; firm to very firm; gradual diffuse boundary.
Bt2 - 30 to 51 inches; grayish brown (2.5Y 5/2) silty clay loam; massive parting to
angular blocky structure; very firm; gradual wavy boundary.
BC - 51 to 60 inches; red (2.5Y 4/6) silty clay; many medium prominent olive yellow
(2.5Y 6/8) and yellowish red(5YR 5/8) mottles; massive structure; very firm.
SHWT @ 0 inches (10YR 8/1)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS •LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION& DESIGN

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1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2020
1 -Pre Development _2-Post Dev.-Pond 1
4-Post Dev.-Pond 2
3-Post Routed Pond 1VW
'
5-Post Routed-Pond 2 Iv
Project: Southern Commercial Ponds.gpw Thursday, 10/26/2023

Hydraflow Table of Contents Southern Commercial Ponds.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, Rational, Pre Development 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, Rational, Post Dev. - Pond 1 6
Hydrograph No. 3, Reservoir, Post Routed Pond 1 7
Pond Report - Pond 1 8
Hydrograph No. 4, Rational, Post Dev. - Pond 2 9
Hydrograph No. 5, Reservoir, Post Routed - Pond 2 10
Pond Report - Pond #2 11
10 - Year
Summary Report 12
Hydrograph Reports 13
Hydrograph No. 1, Rational, Pre Development 13
Hydrograph No. 2, Rational, Post Dev. - Pond 1 14
Hydrograph No. 3, Reservoir, Post Routed Pond 1 15
Hydrograph No. 4, Rational, Post Dev. - Pond 2 16
Hydrograph No. 5, Reservoir, Post Routed - Pond 2 17
25 - Year
Summary Report 18
Hydrograph Reports 19
Hydrograph No. 1, Rational, Pre Development 19
Hydrograph No. 2, Rational, Post Dev. - Pond 1 20
Hydrograph No. 3, Reservoir, Post Routed Pond 1 21
Hydrograph No. 4, Rational, Post Dev. - Pond 2 22
Hydrograph No. 5, Reservoir, Post Routed - Pond 2 23
50 - Year
Summary Report 24
Hydrograph Reports 25
Hydrograph No. 1, Rational, Pre Development 25
Hydrograph No. 2, Rational, Post Dev. - Pond 1 26
Hydrograph No. 3, Reservoir, Post Routed Pond 1 27
Hydrograph No. 4, Rational, Post Dev. - Pond 2 28
Hydrograph No. 5, Reservoir, Post Routed - Pond 2 29
100 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, Rational, Pre Development 31
Hydrograph No. 2, Rational, Post Dev. - Pond 1 32

Contents continued... Southern Commercial Ponds.gpw
Hydrograph No. 3, Reservoir, Post Routed Pond 1 33
Hydrograph No. 4, Rational, Post Dev. - Pond 2 34
Hydrograph No. 5, Reservoir, Post Routed - Pond 2 35

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
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 Rational 23.62 36.36 40.87 43.89 47.66 Pre Development
2 Rational 11.23 17.29 19.44 20.87 22.67 Post Dev.-Pond 1
3 Reservoir 2 0.040 0.048 0.375 0.965 1.865 Post Routed Pond 1
4 Rational 33.89 52.16 58.64 62.97 68.38 Post Dev.-Pond 2
5 Reservoir 4 0.049 0.060 0.153 0.488 1.689 Post Routed-Pond 2
Proj. file: Southern Commercial Ponds.gpw Thursday, 10/26/2023

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
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 Rational 23.62 1 5 7,086 Pre Development
2 Rational 11.23 1 8 5,055 Post Dev.-Pond 1
3 Reservoir 0.040 1 15 4,295 2 279.99 4,697 Post Routed Pond 1
4 Rational 33.89 1 8 15,249 Post Dev.-Pond 2
5 Reservoir 0.049 1 15 7,145 4 256.74 14,209 Post Routed-Pond 2
Southern Commercial Ponds.gpw Return Period: 1 Year Thursday, 10/26/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 23.62 cfs
Storm frequency = 1 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 7,086 cuft
Drainage area = 11.430 ac Runoff coeff. = 0.4
Intensity = 5.166 in/hr Tc by TR55 = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Hyd. No. 1
Pre Development
Description A B C Totals
Sheet Flow
Manning's n-value = 0.050 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.69 0.00 0.00
Land slope (%) = 8.00 0.00 0.00
Travel Time (min) = 3.79 + 0.00 + 0.00 = 3.79
Shallow Concentrated Flow
Flow length (ft) = 400.00 0.00 0.00
Watercourse slope (%) = 8.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.56 0.00 0.00
Travel Time (min) = 1.46 + 0.00 + 0.00 = 1.46
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 5.00 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 2
Post Dev. - Pond 1
Hydrograph type = Rational Peak discharge = 11.23 cfs
Storm frequency = 1 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 5,055 cuft
Drainage area = 3.020 ac Runoff coeff. = 0.72*
Intensity = 5.166 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(2.010 x 0.95)+(1.010 x 0.25)]/3.020
Post Dev. - Pond 1
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 2 Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 3
Post Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 0.040 cfs
Storm frequency = 1 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 4,295 cuft
Inflow hyd. No. = 2 - Post Dev. - Pond 1 Max. Elevation = 279.99 ft
Reservoir name = Pond 1 Max. Storage = 4,697 cuft
Storage Indication method used.
Post Routed Pond 1
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
12.00 12.00
•
10.00 - •
10.00
8.00 •
8.00
6.00 •
6.00
4.00 •
4.00
•
2.00 •
2.00
0.00 -1 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I Total storage used =4,697 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Pond No. 1 - Pond 1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=279.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 279.00 3,841 0 0
0.50 279.50 4,867 2,172 2,172
1.00 280.00 5,346 2,552 4,724
2.00 281.00 6,386 5,858 10,582
3.00 282.00 7,541 6,955 17,536
4.00 283.00 8,813 8,168 25,704
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 1.25 0.00 0.00 Crest Len(ft) = 20.00 4.00 12.00 0.00
Span(in) = 24.00 1.25 0.00 0.00 Crest El.(ft) = 281.00 280.50 281.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 275.50 279.00 0.00 0.00 Weir Type = 1 Rect Ciplti ---
Length(ft) = 32.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.55 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
4.00 283.00
3.00 282.00
2.00 281.00
1.00 280.00
0.00 279.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0
Total Q Discharge(cfs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 4
Post Dev. - Pond 2
Hydrograph type = Rational Peak discharge = 33.89 cfs
Storm frequency = 1 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 15,249 cuft
Drainage area = 8.410 ac Runoff coeff. = 0.78*
Intensity = 5.166 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(6.310 x 0.95)+(2.100 x 0.25)]/8.410
Post Dev. - Pond 2
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 V 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 4 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 5
Post Routed - Pond 2
Hydrograph type = Reservoir Peak discharge = 0.049 cfs
Storm frequency = 1 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 7,145 cuft
Inflow hyd. No. = 4 - Post Dev. - Pond 2 Max. Elevation = 256.74 ft
Reservoir name = Pond #2 Max. Storage = 14,209 cuft
Storage Indication method used.
Post Routed - Pond 2
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 Hyd No. 4 I Total storage used = 14,209 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Pond No. 2 - Pond #2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=256.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 256.00 16,608 0 0
0.50 256.50 20,090 9,160 9,160
1.00 257.00 21,167 10,312 19,472
2.00 258.00 23,373 22,259 41,731
3.00 259.00 25,635 24,493 66,223
4.00 260.00 27,965 26,789 93,012
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 1.50 0.00 0.00 Crest Len(ft) = 20.00 8.00 12.00 0.00
Span(in) = 30.00 1.50 0.00 0.00 Crest El.(ft) = 257.50 257.25 258.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 251.00 256.00 0.00 0.00 Weir Type = 1 Rect Ciplti ---
Length(ft) = 40.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 7.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
4.00 260.00
3.00 259.00
2.00 258.00
1.00 257.00
0.00 ' � 256.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
Total Q Discharge(cfs)

12
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
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 Rational 36.36 1 5 10,907 Pre Development
2 Rational 17.29 1 8 7,781 Post Dev.-Pond 1
3 Reservoir 0.048 1 15 6,016 2 280.43 7,237 Post Routed Pond 1
4 Rational 52.16 1 8 23,473 Post Dev.-Pond 2
5 Reservoir 0.060 1 15 9,204 4 257.11 21,877 Post Routed-Pond 2
Southern Commercial Ponds.gpw Return Period: 10 Year Thursday, 10/26/2023

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 36.36 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 10,907 cuft
Drainage area = 11.430 ac Runoff coeff. = 0.4
Intensity = 7.952 in/hr Tc by TR55 = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 2
Post Dev. - Pond 1
Hydrograph type = Rational Peak discharge = 17.29 cfs
Storm frequency = 10 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 7,781 cuft
Drainage area = 3.020 ac Runoff coeff. = 0.72*
Intensity = 7.952 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(2.010 x 0.95)+(1.010 x 0.25)]/3.020
Post Dev. - Pond 1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 2 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 3
Post Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 0.048 cfs
Storm frequency = 10 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 6,016 cuft
Inflow hyd. No. = 2 - Post Dev. - Pond 1 Max. Elevation = 280.43 ft
Reservoir name = Pond 1 Max. Storage = 7,237 cuft
Storage Indication method used.
Post Routed Pond 1
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
18.00 � 18.00
15.00 15.00
12.00 - 12.00
9.00 - 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used = 7,237 cuft

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 4
Post Dev. - Pond 2
Hydrograph type = Rational Peak discharge = 52.16 cfs
Storm frequency = 10 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 23,473 cuft
Drainage area = 8.410 ac Runoff coeff. = 0.78*
Intensity = 7.952 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(6.310 x 0.95)+(2.100 x 0.25)]/8.410
Post Dev. - Pond 2
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 4 Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 5
Post Routed - Pond 2
Hydrograph type = Reservoir Peak discharge = 0.060 cfs
Storm frequency = 10 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 9,204 cuft
Inflow hyd. No. = 4 - Post Dev. - Pond 2 Max. Elevation = 257.11 ft
Reservoir name = Pond #2 Max. Storage = 21,877 cuft
Storage Indication method used.
Post Routed - Pond 2
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
60.00 60.00
•
50.00 •
50.00
40.00 - •
40.00
•
30.00 •
30.00
•
20.00 •
20.00
•
10.00 •
10.00
•
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 Hyd No. 4 I Total storage used = 21,877 cuft

18
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
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 Rational 40.87 1 5 12,260 Pre Development
2 Rational 19.44 1 8 8,746 Post Dev.-Pond 1
3 Reservoir 0.375 1 15 6,680 2 280.58 8,103 Post Routed Pond 1
4 Rational 58.64 1 8 26,386 Post Dev.-Pond 2
5 Reservoir 0.153 1 15 10,025 4 257.23 24,589 Post Routed-Pond 2
Southern Commercial Ponds.gpw Return Period: 25 Year Thursday, 10/26/2023

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 40.87 cfs
Storm frequency = 25 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 12,260 cuft
Drainage area = 11.430 ac Runoff coeff. = 0.4
Intensity = 8.939 in/hr Tc by TR55 = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (cfs) Hyd. No. 1 -- 25 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
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 2
Post Dev. - Pond 1
Hydrograph type = Rational Peak discharge = 19.44 cfs
Storm frequency = 25 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 8,746 cuft
Drainage area = 3.020 ac Runoff coeff. = 0.72*
Intensity = 8.939 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(2.010 x 0.95)+(1.010 x 0.25)]/3.020
Post Dev. - Pond 1
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 2 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 3
Post Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 0.375 cfs
Storm frequency = 25 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 6,680 cuft
Inflow hyd. No. = 2 - Post Dev. - Pond 1 Max. Elevation = 280.58 ft
Reservoir name = Pond 1 Max. Storage = 8,103 cuft
Storage Indication method used.
Post Routed Pond 1
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 _L- - - 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I Total storage used = 8,103 cuft

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 4
Post Dev. - Pond 2
Hydrograph type = Rational Peak discharge = 58.64 cfs
Storm frequency = 25 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 26,386 cuft
Drainage area = 8.410 ac Runoff coeff. = 0.78*
Intensity = 8.939 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(6.310 x 0.95)+(2.100 x 0.25)]/8.410
Post Dev. - Pond 2
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 4 Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 5
Post Routed - Pond 2
Hydrograph type = Reservoir Peak discharge = 0.153 cfs
Storm frequency = 25 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 10,025 cuft
Inflow hyd. No. = 4 - Post Dev. - Pond 2 Max. Elevation = 257.23 ft
Reservoir name = Pond #2 Max. Storage = 24,589 cuft
Storage Indication method used.
Post Routed - Pond 2
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
60.00 i 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 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 Hyd No. 4 I Total storage used = 24,589 cuft

24
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
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 Rational 43.89 1 5 13,166 Pre Development
2 Rational 20.87 1 8 9,393 Post Dev.-Pond 1
3 Reservoir 0.965 1 15 7,264 2 280.66 8,612 Post Routed Pond 1
4 Rational 62.97 1 8 28,336 Post Dev.-Pond 2
5 Reservoir 0.488 1 15 11,499 4 257.31 26,371 Post Routed-Pond 2
Southern Commercial Ponds.gpw Return Period: 50 Year Thursday, 10/26/2023

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 43.89 cfs
Storm frequency = 50 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 13,166 cuft
Drainage area = 11.430 ac Runoff coeff. = 0.4
Intensity = 9.599 in/hr Tc by TR55 = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (cfs) Hyd. No. 1 -- 50 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
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 2
Post Dev. - Pond 1
Hydrograph type = Rational Peak discharge = 20.87 cfs
Storm frequency = 50 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 9,393 cuft
Drainage area = 3.020 ac Runoff coeff. = 0.72*
Intensity = 9.599 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(2.010 x 0.95)+(1.010 x 0.25)]/3.020
Post Dev. - Pond 1
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 2 Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 3
Post Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 0.965 cfs
Storm frequency = 50 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 7,264 cuft
Inflow hyd. No. = 2 - Post Dev. - Pond 1 Max. Elevation = 280.66 ft
Reservoir name = Pond 1 Max. Storage = 8,612 cuft
Storage Indication method used.
Post Routed Pond 1
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
21.00 -' 21.00
18.00 •
18.00
15.00 •
15.00
•
12.00 •
12.00
•
9.00 •
9.00
6.00 •
6.00
3.00 3.00
0.00 —L._ - - 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I Total storage used = 8,612 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 4
Post Dev. - Pond 2
Hydrograph type = Rational Peak discharge = 62.97 cfs
Storm frequency = 50 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 28,336 cuft
Drainage area = 8.410 ac Runoff coeff. = 0.78*
Intensity = 9.599 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(6.310 x 0.95)+(2.100 x 0.25)]/8.410
Post Dev. - Pond 2
Q (cfs) Hyd. No. 4 -- 50 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 4 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 5
Post Routed - Pond 2
Hydrograph type = Reservoir Peak discharge = 0.488 cfs
Storm frequency = 50 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 11,499 cuft
Inflow hyd. No. = 4 - Post Dev. - Pond 2 Max. Elevation = 257.31 ft
Reservoir name = Pond #2 Max. Storage = 26,371 cuft
Storage Indication method used.
Post Routed - Pond 2
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 Hyd No. 4 I I Total storage used = 26,371 cuft

30
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
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 Rational 47.66 1 5 14,298 Pre Development
2 Rational 22.67 1 8 10,200 Post Dev.-Pond 1
3 Reservoir 1.865 1 14 8,008 2 280.76 9,188 Post Routed Pond 1
4 Rational 68.38 1 8 30,771 Post Dev.-Pond 2
5 Reservoir 1.689 1 15 13,663 4 257.40 28,466 Post Routed-Pond 2
Southern Commercial Ponds.gpw Return Period: 100 Year Thursday, 10/26/2023

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 47.66 cfs
Storm frequency = 100 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 14,298 cuft
Drainage area = 11.430 ac Runoff coeff. = 0.4
Intensity = 10.424 in/hr Tc by TR55 = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (cfs) Hyd. No. 1 -- 100 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
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 2
Post Dev. - Pond 1
Hydrograph type = Rational Peak discharge = 22.67 cfs
Storm frequency = 100 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 10,200 cuft
Drainage area = 3.020 ac Runoff coeff. = 0.72*
Intensity = 10.424 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(2.010 x 0.95)+(1.010 x 0.25)]/3.020
Post Dev. - Pond 1
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 2 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 3
Post Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 1.865 cfs
Storm frequency = 100 yrs Time to peak = 0.23 hrs
Time interval = 1 min Hyd. volume = 8,008 cuft
Inflow hyd. No. = 2 - Post Dev. - Pond 1 Max. Elevation = 280.76 ft
Reservoir name = Pond 1 Max. Storage = 9,188 cuft
Storage Indication method used.
Post Routed Pond 1
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
24.00 24.00
•
20.00 - •
20.00
16.00 - •
16.00
•
12.00 •
12.00
8.00 •
8.00
•
•
4.00 •
4.00
0.00 — 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I Total storage used = 9,188 cuft

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 4
Post Dev. - Pond 2
Hydrograph type = Rational Peak discharge = 68.38 cfs
Storm frequency = 100 yrs Time to peak = 0.13 hrs
Time interval = 1 min Hyd. volume = 30,771 cuft
Drainage area = 8.410 ac Runoff coeff. = 0.78*
Intensity = 10.424 in/hr Tc by User = 5.00 min
IDF Curve = Fayetteville NC.IDF Asc/Rec limb fact = 1.5/1.5
*Composite(Area/C)=[(6.310 x 0.95)+(2.100 x 0.25)]/8.410
Post Dev. - Pond 2
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 V 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3
Hyd No. 4 Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Thursday, 10/26/2023
Hyd. No. 5
Post Routed - Pond 2
Hydrograph type = Reservoir Peak discharge = 1.689 cfs
Storm frequency = 100 yrs Time to peak = 0.25 hrs
Time interval = 1 min Hyd. volume = 13,663 cuft
Inflow hyd. No. = 4 - Post Dev. - Pond 2 Max. Elevation = 257.40 ft
Reservoir name = Pond #2 Max. Storage = 28,466 cuft
Storage Indication method used.
Post Routed - Pond 2
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
70.00 I 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 5 Hyd No. 4 I I Total storage used = 28,466 cuft

Stormwater Wet Pond Design Criteria
Project Name: Forest Ridge Commons - Ph. 1
SCM: Wet Pond 1
Calculate Runoff Coefficient
A= 3.02 acres 131,734 sf Watershed area
Ai= 2.01 acres 87,463 sf Impervious area
la= 0.66 Impervious fraction
Rv=0.05+0.9*la
Rv= 0.65 Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 7,109 cf Volume of runoff that must be
1.96 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 2.34 Based 3 Avg. Perm. Pool Depth
**See Table 10-1,10-2,10-3 for SA/DA
SA= 0.071 Ac
3,079 sf Required Surface Area @ Perm Pool
SC-3

Pond Volume Calculations
Project Name: Forest Ridge Commons - Ph. 1
Outlet: Wet Pond 1
Permanent Pool Volume (Main Pool Only)
Elev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) _(ft) (sf) (cf) (cf)
273.5 0.0 398 0 0
275 1.5 1,406 1,353 1,353
276 1.0 1,708 1,557 2,910
277 1.0 2,028 1,868 2,910
278 1.0 2,364 2,196 5,106
278.5 0.5 2,537 1,225 6,331
279 0.5 3,087 1,406 7,737 Perm Pool Elev.
Forebay Only Volume
Elev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
274.5 0.0 50 0 0
275 0.5 77.3 32 32
276 1.0 151.3 114 146
277 1.0 252 202 348
278 1.0 379.7 316 664
278.5 0.5 452.3 208 872
279 0.5 761 303 1,175 15.2% Forebay To Main Volumes Check
Temporary Pool Volume
Elev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
279 0.0 3,848 0 0 Perm Pool Elev.
279.5 0.5 4,867 2,179 2,179
280 0.5 5,346 2,553 4,732
280.5 0.5 5,836 2,796 ,52. Actual WQV
7,109 Min. Required WQV
SC-7

Drawdown Orifice Sizing Calculations
Project Name: Forest Ridge Commons - Ph. 1
Outlet: Wet Pond 1
Pond Storage= 7,528 cf Water Quality Volume
Pond Depth(h)= 0.5 ft HO=H/3
Drawdown Time= 2.5 days 2-5 days
Cd= 0.6 Coefficient of Discharge (typical 0.6)
g= 32.2 ft/secA2 Gravity
The Orifice Equation
Q= Cd A Sqrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.03 cfs Based on pond volume and desired drawdown time
A= 0.01024 sf 1.47 si
Number of Orifices= 1
Minimum diameter to meet area
d= 1.37 inch diameter orifice
Use: 1.25 "diameter orifice 0.0085 sf
Check Outflow time
Q= Cd A Sqrt(2 g h)
Q= 0.03 cfs
Drawdown time= 3.00 days OK
SC-5

Anti-Flotation Sizing Calculations
Project Name: Forest Ridge Commons - Ph. 1
Outlet: Wet Pond 1
Riser Diameter= 0 in (circular)
Dimensions of Riser= 5.5 5.5 ft
Depth of pond = 6 ft
Required Factor of Safety= 1.5
Cross Sectional Area of Riser
Circular= 0.00 sf
Rectangular= 30.25 sf
Volume of Water Displaced
Depth of pond * Cross-sectional area
181.5 cf
Weight of Water Displaced
(assuming weight of water= 62.4 lb/cf)
62.4 *Volume of water Displaced
11325.60 lb
Minimum Weight of Anti-Flotaton Device
FS *WoW Displaced
16988.40 lb
Riser Base Provided
8 ft x 8 ft x 2 ft(depth)
c-c-c-c-c-c-
Weight of concrete assumed 150 lb/cf
Weight of Base Provided = 19200.00 lb
FS Provided = 1.70 OK
SC-6

AVERAGE DEPTH CALCULATIONS
Project Name: Forest Ridge Commons - Ph. 1
SCM: Wet Pond 1
Average Depth Equation 3
Vpp= 7,737 cf
VSheIf= 153.3 cf
ABottom of Shelf— 2,537 sf
Davg= 3.0 ft
Dmax Over Shelf= 0.5 ft
Pperm PooI= 204.4 ft
Wsubmerged part of shelf— 3 ft
Vshelf= 153.3 cf
Equation 3. Average depth when the shelf is partially or fully submerged and
the shelf is being excluded from the average depth calculation
VPP—Vshelf
Davg=
Abottom of shelf
Where: Davg = Average depth(feet)
Vpp = Main pool volume at permanent pool elevation(feet')
Vshelf = Volume over the shelf only(feet3)—see below
Abottom of shelf = Area of main pool at the bottom of the shelf(feet2)
Vshelf= 0.5* Depthma,,over shelf*Perimeterparm pool•W Idthst6merged part of shelf
Where: Depthmax over shelf = Depth of water at the deep side of the shelf as
measured from the permanent pool(feet)
Perimeterpem,pool = Perimeter of main pool at the bottom of the
shelf(feet)
Wdthsubmerged part of shelf = Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)
SC-8

Stormwater Wet Pond Design Criteria
Project Name: Forest Ridge Commons - Ph. 1
SCM: Wet Pond 2
Calculate Runoff Coefficient
A= 8.41 acres 366,362 sf Watershed area
Ai= 6.31 acres 274,772 sf Impervious area
la= 0.75 Impervious fraction
Rv=0.05+0.9*la
Rv= 0.73 Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 22,134 cf Volume of runoff that must be
6.10 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 2.72 Based 3 Avg. Perm. Pool Depth
**See Table 10-1,10-2,10-3 for SA/DA
SA= 0.228 Ac
9,947 sf Required Surface Area @ Perm Pool
SC-3

Pond Volume Calculations
Project Name: Forest Ridge Commons -Ph. 1
Outlet: Wet Pond 2
Permanent Pool Volume (Main Pool Only)
Elev. Contour Accum.
Stage Diff Area Incr.Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
251.25 0.0 7,764 0 0
252 0.8 8,390 6,058 6,058
253 1.0 9,238 8,814 14,872
254 1.0 10,104 9,671 14,872
255 1.0 10,986 10,545 25,417
255.5 0.5 11,434 5,605 31,022
256 0.5 13,726 6,290 37,312 Perm Pool Elev.
9,947 Min. Req'd SA
Forebay Only Volume
Elev. Contour Accum.
Stage Diff Area Incr.Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
252 0.0 783 0 0
253 1.0 1054 919 919
254 1.0 1363 1,209 2,127
255 1.0 1710 1,537 3,664
255.5 0.5 1898 902 4,566
256 0.5 2876 1,194 5,759 15.4% Forebay To Main Volumes Check
Temporary Pool Volume
Elev. Contour Accum.
Stage Diff Area Incr.Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
256 0.0 16,602 0 0 Perm Pool Elev.
256.5 _ 0.5 20,090 9,173 9,173
257.25 0.8 21,722 15,680 24,853 Actual WQV
22,134 Min. Required WQV
SC-7

Drawdown Orifice Sizing Calculations
Project Name: Forest Ridge Commons - Ph. 1
Outlet: Wet Pond 2
Pond Storage= 24,853 cf Water Quality Volume
Pond Depth(h)= 0.416667 ft HO=H/3
Drawdown Time= 2.5 days 2-5 days
Cd= 0.6 Coefficient of Discharge (typical 0.6)
g= 32.2 ft/secA2 Gravity
The Orifice Equation
Q= Cd A Sqrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.12 cfs Based on pond volume and desired drawdown time
A= 0.03702 sf 5.33 si
Number of Orifices= 1
Minimum diameter to meet area
d= 2.61 inch diameter orifice
Use: 2.5 " diameter orifice 0.0341 sf
Check Outflow time
Q= Cd A Sqrt(2 g h)
Q= 0.11 cfs
Drawdown time= 2.72 days OK
SC-5

Anti-Flotation Sizing Calculations
Project Name: Forest Ridge Commons - Ph. 1
Outlet: Wet Pond 2
Riser Diameter= 0 in (circular)
Dimensions of Riser= 5.5 5.5 ft
Depth of pond = 6.5 ft
Required Factor of Safety = 1.5
Cross Sectional Area of Riser
Circular= 0.00 sf
Rectangular= 30.25 sf
Volume of Water Displaced
Depth of pond * Cross-sectional area
196.625 cf
Weight of Water Displaced
(assuming weight of water= 62.4 lb/cf)
62.4 *Volume of water Displaced
12269.40 lb
Minimum Weight of Anti-Flotaton Device
FS *WoW Displaced
18404.10 lb
Riser Base Provided
8.5 ft x 8.5 ft x 2 ft (depth)
c-c-c-c-c-c-
Weight of concrete assumed 150 lb/cf
Weight of Base Provided = 21675.00 lb
FS Provided = 1.77 OK
SC-6

AVERAGE DEPTH CALCULATIONS
Project Name: Forest Ridge Commons - Ph. 1
SCM: Wet Pond 2
Average Depth Equation 3
VPP= 37,312 cf
VShelf— 647.75 cf
ABottom of Shelf= 11,434 sf
Dag= 3.2 ft
Amax over Shelf= 0.5 ft
Pperm Pool= 518.2 ft
Wsubmerged part of shelf— 5 ft
VShelf= 647.75 cf
Equation 3. Average depth when the shelf is partially or fully submerged and
the shelf is being excluded from the average depth calculation
VPP—Vshelf
Davg=
A bottom of shelf
Where: Dav = Average depth(feet)
VPP = Main pool volume at permanent pool elevation(feet3)
Vshelf = Volume over the shelf only(feet3)—see below
Abottom of shelf = Area of main pool at the bottom of the shelf(feet2)
Vshelf= 0.5*Depthmax over shelf*Perim eterperm pool*W ldthsubmerged part of shelf
Where: Depths, over shelf = Depth of water at the deep side of the shelf as
measured from the permanent pool(feet)
Perimeter pool = Perimeter of main pool at the bottom of the
shelf(feet)
Wdthsubmerged part of shelf = Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)
SC-8

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
5 6
4
1
2
3
Outfall
Project File: pond 1.stm Number of lines:6 Date:6/26/2023
Storm Sewers v2020.00

Storm Rpt Page 1
Line Inlet Drng Byp Capac Inlet Tc i i Runoff Total J-Loss Minor Q Q Gutter Line Line Line Total
No. ID Area Ln No Full Time Inlet Sys Coeff Runoff Coeff Loss Capt Byp Spread Size Slope Length Area
(ac) (cfs) (min) (min) (in/hr) (in/hr) (C) (cfs) (ft) (cfs) (cfs) (ft) (in) (%) (ft) (ac)
6 1.30 n/a 26.42 5.0 5.0 7.87 7.87 0.81 8.29 1.00 z n/a 8.29 0.00 .... 18 6.33 7.9 1.30
5 1.18 n/a 26.42 5.0 5.0 7.87 7.87 0.81 7.52 1.00 z 0.49 7.52 0.00 .... 18 6.33 7.9 1.18
4 0.03 Offsite 37.77 5.0 5.0 7.87 7.86 0.75 15.96 1.13 z 0.76 0.17 0.01 2.82 24 2.79 26.9 2.51
3 0.11 Offsite 28.29 5.0 5.1 7.87 7.83 0.75 16.54 0.50 z n/a 0.62 0.03 3.72 24 1.56 26.2 2.62
2 0.03 Offsite 27.67 5.0 5.2 7.87 7.80 0.75 16.66 1.50 z 1.06 0.20 0.00 2.01 24 1.50 52.1 2.65
1 0.10 2 29.12 5.0 5.4 7.87 7.74 0.75 17.11 1.50 z 1.08 0.57 0.02 3.55 24 1.66 36.2 2.75
Project File: pond 1.stm Number of lines:6 Date: 6/26/2023
NOTES: Intensity=75.89/(Inlet time+ 12.20)^0.80--Return period= 10 Yrs. ; **Critical depth
Storm Sewers

Storm Rpt Page 1
Line Inlet Drng Byp Capac Inlet Tc i i Runoff Total J-Loss Minor Q Q Gutter Line Line Line Total
No. ID Area Ln No Full Time Inlet Sys Coeff Runoff Coeff Loss Capt Byp Spread Size Slope Length Area
(ac) (cfs) (min) (min) (in/hr) (in/hr) (C) (cfs) (ft) (cfs) (cfs) (ft) (in) (%) (ft) (ac)
6 1.30 n/a 26.42 5.0 5.0 7.87 7.87 0.81 8.29 1.00 z n/a 8.29 0.00 .... 18 6.33 7.9 1.30
5 1.18 n/a 26.42 5.0 5.0 7.87 7.87 0.81 7.52 1.00 z 0.49 7.52 0.00 .... 18 6.33 7.9 1.18
4 0.03 Offsite 37.77 5.0 5.0 7.87 7.86 0.75 15.96 1.13 z 0.76 0.17 0.01 2.82 24 2.79 26.9 2.51
3 0.11 Offsite 28.29 5.0 5.1 7.87 7.83 0.75 16.54 0.50 z n/a 0.62 0.03 3.72 24 1.56 26.2 2.62
2 0.03 Offsite 27.67 5.0 5.2 7.87 7.80 0.75 16.66 1.50 z 1.06 0.20 0.00 2.01 24 1.50 52.1 2.65
1 0.10 2 29.12 5.0 5.4 7.87 7.74 0.75 17.11 1.50 z 1.08 0.57 0.02 3.55 24 1.66 36.2 2.75
Project File: pond 1.stm Number of lines:6 Date: 6/26/2023
NOTES: Intensity=75.89/(Inlet time+ 12.20)^0.80--Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: pond 1.stm
U N coCo
O � J O� J O� J 08� J O� J OO
O °gyp t[)• O ��O) O O�CO• O ONN• O �OI� O NC\I
O N W N °OR co W�lc) to 09000 �I � co (NI co
•Elev. (ft) p w Ps-1M NNN NNN v NNN „Tr NNN v co co W-.
o -6w o www o Wwcu Www WwLu -ciW—
m E > ca E» as E55 as E55 ca E55 as E>
u)0E u) iEcc co EEcc co E c c co Q E in 0E
305.00 305.00
299.00 299.00
293.00 — 293.00
287.00 p!.........,-------- _----- - , -287.00
52.1 L1-14 CcfT 750%
7.9Lf-18"@6.33%
281.00 t- --- — 26.9Lf-24" re 2.73%281.00
26 2Lf-24"a 1 56%
36.2Lf-94"© 1.66%
275.00 275.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 1.stm
o E 5 oO
0
0. o^ ' N N
o� hl- Nc0
Elev. (ft) p N N N O W
0Www o w
m E > > m E
cnEcE co OE
300.00 300.00
297.00 • . 297.00
294.00 294.00
I
------------
291.00 291.00
J
288.00 m..........-------- . 288.00
— 7.9Lf-18" c@ 6.33%
285.00 285.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
1QIS C8
DBL CB 5A 16
DBL CB 4A
4
DI 3
21
FES C10
7
3
DI 2 18 FES C9
20 15�-.: CB p 1I2913 DBL CB 12A
FES C11 CB 8 1
11[2 DBL CB 11A
10 11 DBL CB 11
2
CB 10
19
DI 'FES C12 27 DBL CB 20A
1 WEINI1Z 21A
DI 22
Outfall 22 DBL CB 21
Outfall 25
23
CB 18
24 29
CB 19
DBL CB 17
30
DBL CB 17A
Project File: pond 2.stm Number of lines:30 Date:6/26/2023
Storm Sewers v2020.00

Storm Rpt Page 1
Line Inlet Drng Byp Capac Inlet Tc i i Runoff Total J-Loss Minor Q Q Gutter Line Line Line Total
No. ID Area Ln No Full Time Inlet Sys Coeff Runoff Coeff Loss Capt Byp Spread Size Slope Length Area
(ac) (cfs) (min) (min) (in/hr) (in/hr) (C) (cfs) (ft) (cfs) (cfs) (ft) (in) (%) (ft) (ac)
1 DI 1 0.01 Sag 88.71 5.0 8.9 7.87 6.68 0.81 38.45 1.49 z n/a 0.06 0.00 3.27 36 1.77 52.0 7.17
2 DI 2 0.01 Sag 46.16 5.0 8.5 7.87 6.79 0.81 34.02 1.48 z n/a 0.06 0.00 3.27 30 1.27 172.1 6.25
3 DI 3 0.01 Sag 95.50 5.0 8.0 7.87 6.93 0.81 28.13 1.42 z n/a 0.06 0.00 3.27 30 5.42 171.5 5.08
4 DBL CB 4 0.13 Sag 94.87 5.0 7.3 7.87 7.13 0.75 21.26 2.22 z n/a 0.77 0.00 2.24 30 5.35 185.0 3.75
5 DBL DB 5 0.13 Sag 13.25 5.0 5.2 7.87 7.81 0.75 10.38 1.50 z 1.03 0.77 0.00 2.24 18 1.59 26.4 1.65
6 DBL CB 4A 0.12 Sag 4.57 5.0 5.0 7.87 7.87 0.75 0.71 1.00 0.11 0.71 0.00 2.20 15 0.50 6.0 0.12
7 CB 7 0.02 4 14.55 5.0 6.6 7.87 7.33 0.75 10.74 1.50 z 1.08 0.12 0.00 1.42 18 1.92 248.1 1.85
8 DBL CB 5A 0.12 Sag 4.57 5.0 5.0 7.87 7.87 0.81 0.76 1.00 0.09 0.76 0.00 2.23 15 0.50 6.0 0.12
9 CB 8 0.05 5 10.01 5.0 5.1 7.87 7.82 0.75 8.53 0.50 z n/a 0.30 0.00 2.02 18 0.91 26.4 1.35
10 CB 10 0.04 28 9.13 5.0 6.1 7.87 7.48 0.75 2.69 1.50 z n/a 0.24 0.00 1.94 15 2.00 65.1 0.48
11 DBL CB 11 0.11 10 9.27 5.0 5.6 7.87 7.66 0.75 2.53 1.50 z n/a 0.65 0.01 2.88 15 2.06 65.5 0.44
12 DBL CB 12 0.11 9 4.53 5.0 5.2 7.87 7.80 0.75 1.29 1.50 0.24 0.65 0.01 2.88 15 0.49 26.4 0.22
13 DBL CB 12A 0.11 12 4.57 5.0 5.0 7.87 7.87 0.75 0.65 1.00 0.02 0.64 0.01 2.87 15 0.50 6.0 0.11
14 DBL CB 11A 0.11 11 4.57 5.0 5.0 7.87 7.87 0.75 0.65 1.00 0.08 0.64 0.01 2.87 15 0.50 6.0 0.11
15 DI 9 0.05 Sag 14.88 5.0 5.0 7.87 7.86 0.81 8.27 0.50 z n/a 0.32 0.00 5.33 18 2.01 26.9 1.30
16 DI 6 0.05 Sag 14.74 5.0 5.0 7.87 7.86 0.81 8.91 0.83 z n/a 0.32 0.00 5.33 18 1.97 26.9 1.40
17 FES C8 1.35 n/a 27.58 5.0 5.0 7.87 7.87 0.81 8.61 1.00 z 0.56 8.61 0.00 .... 18 6.90 10.0 1.35
18 FES C9 1.25 n/a 19.93 5.0 5.0 7.87 7.87 0.81 7.97 1.00 z 0.52 7.97 0.00 .... 18 3.60 10.0 1.25
19 FES C12 0.91 n/a 42.73 5.0 5.0 7.87 7.87 0.81 5.80 1.00 z 0.40 5.80 0.00 .... 18 16.56 18.0 0.91
20 FES C11 1.16 n/a 24.75 5.0 5.0 7.87 7.87 0.81 7.39 1.00 z n/a 7.39 0.00 .... 18 5.56 18.0 1.16
21 FES C10 1.32 n/a 40.10 5.0 5.0 7.87 7.87 0.81 8.41 1.00 z 0.55 8.41 0.00 .... 18 14.58 24.0 1.32
22 DI 22 0.02 Sag 46.39 5.0 12.6 7.87 5.88 0.81 3.22 1.50 z 0.34 0.13 0.00 3.90 24 4.21 30.9 0.73
23 DBL CB 17 0.11 Sag 22.37 5.0 10.3 7.87 6.35 0.75 3.38 1.49 z 0.35 0.66 0.00 2.20 24 0.98 168.7 0.71
Project File: pond 2.stm Number of lines:30 Date: 6/26/2023
NOTES: Intensity=75.89/(Inlet time+ 12.20)^0.80--Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Rpt Page 2
Line Inlet Drng Byp Capac Inlet Tc i i Runoff Total J-Loss Minor Q Q Gutter Line Line Line Total
No. ID Area Ln No Full Time Inlet Sys Coeff Runoff Coeff Loss Copt Byp Spread Size Slope Length Area
(ac) (cfs) (min) (min) (in/hr) (in/hr) (C) (cfs) (ft) (cfs) (cfs) (ft) (in) (%) (ft) (ac)
24 CB 18 0.12 23 18.60 5.0 9.1 7.87 6.64 0.75 2.44 1.49 z n/a 0.70 0.01 2.84 18 3.14 111.6 0.49
25 DBL CB 20 0.07 24 18.28 5.0 6.2 7.87 7.46 0.75 1.40 1.50 z 0.26 0.41 0.00 1.82 15 8.02 209.6 0.25
26 DBL CB 21 0.05 29 4.53 5.0 5.3 7.87 7.75 0.75 0.64 1.50 0.16 0.30 0.00 1.61 15 0.49 26.4 0.11
27 DBL CB 20A 0.07 25 4.57 5.0 5.0 7.87 7.87 0.75 0.41 1.00 0.03 0.41 0.00 1.82 15 0.50 6.0 0.07
28 DBL CB 21A 0.06 26 4.57 5.0 5.0 7.87 7.87 0.75 0.35 1.00 0.02 0.35 0.00 1.72 15 0.50 6.0 0.06
29 CB 19 0.12 30 4.53 5.0 5.0 7.87 7.87 0.75 0.71 1.00 0.11 0.70 0.01 2.84 15 0.49 26.4 0.12
30 DBL CB 17A 0.11 Sag 4.57 5.0 5.0 7.87 7.87 0.75 0.65 1.00 0.11 0.66 0.00 2.20 15 0.50 6.0 0.11
Project File: pond 2.stm Number of lines:30 Date: 6/26/2023
NOTES: Intensity=75.89/(Inlet time+ 12.20)^0.80--Return period=10 Yrs. ; **Critical depth
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
N M V
O O - J 0E J O C J 'C J 0
f- N M 40
O CMo O O N0� O M Co. O 00� O 00
ONO O NCO I� • co.co.
CO in
•
Co �O
Elev. (ft) 00 w N NNN Lc)in
N NNN M NNN NN
p -p W O W W W N W W W M W W W (0 W W
CD E j m E > j m E » m E > ; ° E �
tnt� Cl) o EE (� E�� co EEE to EE
312.00 312.00
299.00 299.00
•
286.00 —286.00
o
273.00 R5 0`1_ 5 3 273.00
@5.
260.00 _- _— Alt
1i2.1L(-30" a 1.27°/ 260.00
— 52.0Lt-36"L 1.77%
247.00 i 1 1 1 I I 247.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
O E c p E c O. c 00
J J J
C° 0 In coto _ O
OON O CO N- , ONM 00
O°0 � OO NN�� M LOIn C•
O
Elev. (ft) •NO NNNN
c NNN wN
oWww o www o Www o -aw
asE > > }s E co E > > m c
cn 0_ c c co 0_E c co ii E E co 5 E
301.00 301.00
297.00 297.00
293.00 293.00
289.00 / —289.00
•
---------------------------
285.00 1 R.'�il 1.97% • 285.00
rw 1 59% 26.9Lf .
r .
. _
1nnif-1R„©Rany.
281.00 1 •
281.00
8 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
CD
= 5 0
2 o 0 o�
•
o� o)in o coui
Elev. (ft) p N N N N N
oW LT;w o ww
co > > co E >
co'a-. c c co E c
298.00 298.00
295.00 • . 295.00
292.00 292.00
289.00 / 289.00
286.00 286.00
— 6.0Lf-19'@0.50%
283.00 283.00
0' 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
0E 5 0
O co N-Q co
o„,, NI-ui o �m
Elev. (ft) o N c?c.9 p N N
oWwLT; o ww
co E > > µo E >
NiE cc U) Ec
298.00 298.00
295.00 • • 295.00
292.00 292.00
289.00 / / 289.00
286.00 \ - - 286.00
— 6.0Lf-19'@0.50%
283.00 283.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
O
O E E O E E OE 5 O
Oco WN ' MCN ' O�� ' OD
•
0� �� c.
�00 N BOO •
r, ON
Elev. (ft) g N N N v NNN M N N N CO NN
o W W W N W W W M W W W M W W
co > > ccs E» as E » m E >
coEi5 c to Esc co E c c u) i .E
310.00 310.00
304.00 — - 304.00
298.00 —298.00
I
292.00 _ 0 292.00
0
•
286.00 — _ — 1.92 0 286.00
280.00 280.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
Lo op
OE OE J 0E o Oc c
_M Q� N �
O • 7M0) �6) d'CO
OM A d1 A 6) .M gO co NO
•
CO CO
Elev. (ft) ON NN N NNN NNN CD �N
0Www o www a, Www o aw
mE > > ccs E» ;o E > > CO E >
co c c co Ecc co EEc u> 55
306.00 • 306.00
302.00 302.00
•
298.00 298.00
•
294.00 —294.00
- —
290.00 — — - 290.00
z6.4Lf- 18"@ 0.914. 96.9 -TS� 9 _
•
10.0Lf 18"@ 3.60%
286.00 286.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
N M
7 7 7
O E E OE = 0
00 0.,-.
o ' ONN • NN 03
O
CO
O CN
CD O)O d. 01 0)CNI CS) 0)W
Elev. (ft) p N N N CO NNN CO n!N
oWww o www o L.T.
co E > > m E» ;s E>
U)R5 E fA ricc co .c2 E
305.00 305.00
302.00 - . 302.00
299.00 299.00
N
296.00 296.00
293.00 _ % 293.00
_ 2ti.4Lf-1 5-L 0.49%
6.0Lf-15'•@ 0.50%
290.00 290.00
0 10 20 30 40 50 60 70 80 90 100
• HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
Tr
o= o
el
O N NON
O c•iO N
Elev. (ft) g- gN 00 N N
oWwLT; o ww
m E > > as E >
coa cc co 2c
305.00 305.00
302.00 • • 302.00
299.00 299.00
296.00 296.00
293.00 293.00
mfl:
— 6.0Lf-19'@0.50%
290.00 290.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
0= 500
0
o' coN O' co .
pZ; co co p (NJ N-
Elev. (ft) 6 N.
N N W N
owww o w
coE c c cn 0
275.00 275.00
271.00 - 271.00
267.00 267.00
263.00 263.00
/ -<\
259.00 - 259.00
— f 8 0Lf-18"Q 1 6 c6w-
255.00 255.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
0
N
7 7
O E • 00
O
OM ow C �O
OCO 66 O NCO
CO to co
Elev. (ft) 00 N. N N co �N
oWww o -air,
277.00 277.00
274.00 • . 274.00
271.00 271.00
268.00 268.00
------ -------'""----\\
265.00 265.00
i
f
ii
18.0Lf-18"@ 5.56%
262.00 262.00
10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
N
7 7
0E c OD
O
0) O u.) O' a)O
Lo
O O)N O N GO
Elev. (ft) p N. N N N W N
oW Ww o -aw
as E > > @ E
coi2 c c u) 0E
289.00 289.00
285.00 285.00
281.00 281.00
277.00 277.00
oho
1�5a
273.00 - • 273.00
269.00 269.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
U N N N N N
00 c - OE E OE c 0E 5 0E E 0
OM OO �Oooco in ��� �O0 pOj�� ��
O O ti 601 NCO aO O �� O OLc) O 0 .
O N O• NOS 6) NOO NOO O NOO O NC
Elev. (ft) O W N CO NN O NN NN N (Ni(N N N
o -OW o Www www co Www Lc) WwEi 0 III w
co E > ;° E » co E » as E » co E» co E
(ACC E ca 62c= co E2=5 co 12cc cn RE ci EE
308.00 308.00
•
296.00 • 296.00
IK
284.00 284.00
• @ice O21°
272.00 —272.0Q
2�q6\ — 6.0Lf-15" 0.50/0
_� _
260.00 — — — — —— FLf.18
_• — - ok —260.00
�ga7lf-24" an0.9
— 30.9Lt-24"1 4.21%
248.00 248.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
co co
N N
7 7 7
O OE E 0
( coLC) ' C)C)O ' no
Elev. (ft) gC`! NN CDLo
• N•NN CO NN
0WwW o wwlll o Ww
mE > > m E» co E >
co. c c u) E E E cn E E
294.00 294.00
291.00 - . 291.00
288.00 288.00
285.00 285.00
282.00 282.00
279.00 — 6.0Lf-15"@ 0.50% 279.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
N
7 7
0 E c 0
—I
m8� �N
Elev. (ft) gN (NI N N CV(NI
0Www o L.T.
mE > > m E>
coi2 c c Ec
278.00 278.00
275.00 - • • 275.00
272.00 272.00
. • .
269.00 269.00
•
266.00 _ 266.00
az,.'+Lf- I5"@ 0.49 0 - '
263.00 263.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: pond 2.stm
0
M
7 7
O c • 0
• -O • .O
c\I co
O Tr ci coo coo co O coo Cfl
Elev. (ft) 0 N N N g N N
+0 W W L1 o ww
mE > > ;o E >
co R c c co 2 c
274.00 274.00
271.00 • . 271.00
268.00 268.00
265.00 / / 265.00
262.00 262.00
6.0Lf-19'@0.50%
259.00 259.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

•
Forest Ridge Commons — Ph. 1 - Riprap Apron Outlet Protection Sizing
24"Pipe Outlet Aprons: L= 16' W = 22' Class B rip rap with 18"Thickness &fabric underlayment
3a
Outlet ::::
f
=Do•La
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eiameter(Do) I
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�` 701 11.
cc
O ct9 60- i .,
tc�'ec9
00�o
at
11
I I e a�'` I� yr,�p irOlrf
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- Ii I I�fl r 1114vIro0
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'�arre�C �Egi il'lld oii
1; > ;rib _ilk IlialF : n-- ~ 11'H
1
50
Discharge(h3,c
30"Pipe Outlet Aprons: L = 16' W = 24' Class B rip rap with 18"Thickness &fabric underlayment
3.
Outlet y=Do•La
4 �•</i�
fi '
Ie 1emeter(Do) 80 I 10 I e.dn
La_.4 toP
�7gitittt r<0.50p
c 70 • �
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l4J \'50 I I I f� ^ti A,
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4
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.p0
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50 100 200 600 1000
l
schar ell.9src 9 1
36"Pipe Outlet Aprons: L = 20' W = 30' Class B rip rap with 18"Thickness &fabric underlayment
3a
Outlet Y•Oe•La 90
Pipe
ammeter(Do) 1
iud �
Tatirer<0.52to I
�tOcvr 70 I I •
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