SW6220202_Stormwater Report_20220223

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ENGINEERING
STORMWATER REPORT
for
MESSER PARCELS
Prepared for:
T&L COATS, LLC
165 SOMMERVILLE PARK ROAD
RALEIGH, NC 27603
Underfoot Project #: C21020.00
1 S' Submittal: November 17, 2021
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2021.11.17
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Landon Lovelace, PE
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
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ENGINEERING
1149 Executive Circle - Suite C-1, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
TABLE OF CONTENTS
TABLEOF CONTENTS................................................................................................................. 1
1. INTRODUCTION AND BACKGROUND................................................................................. 3
1.1 PROJECT INFORMATION AND DATA.................................................................... 3
1.2 STORMWATER MANAGEMENT REQUIREMENTS.................................................... 4
1.3 PROJECT DESCRIPTION......................................................................................... 5
2. STORMWATER CALCULATIONS........................................................................................... 6
2.1 METHODOLOGY.................................................................................................... 6
2.2 CONCLUSIONS...................................................................................................... 7
APPENDIXA: MAPS................................................................................................................A
FEMAFIRM PANEL.........................................................................................................A
DRAINAGEAREA MAPS................................................................................................A
SOILSMAP.....................................................................................................................A
APPENDIX B: SCM CALCULATIONS....................................................................................... B
SCMSIZING................................................................................................................... B
SCMROUTING............................................................................................................... B
O&M MANUAL.............................................................................................................. B
APPENDIX C: CONVEYANCE CALCULATIONS......................................................................0
PIPESIZING....................................................................................................................0
GUTTERSPREAD............................................................................................................0
HGLANALYSIS...............................................................................................................0
SWALECALCS...............................................................................................................0
DISSIPATORS..................................................................................................................0
APPENDIX D: ENVIRONMENTAL EVALUATION....................................................................... D
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1149 Executive Circle - Suite C-1, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
1. INTRODUCTION AND BACKGROUND
1.1 PROJECT INFORMATION AND DATA
Messer Parcels is a 12.25 acre property on which a fourty-two (42) single family unit
development is being proposed. The Harnett County parcel identification number(s)
(PIN(s)) for the site is 0690-85-7606, 0690-85-5523, 0690-85-4624, and 0690-85-3459. The
property is located in Coats, NC at NC Highway 27 directly across from E. Stewart Street.
The site is mostly wooded and consists of old residential/farming structures, an existing
wellhouse, small gravel driveways, and existing sanitary sewer strucuures and mains. The
total area of land disturbance on site for the project is 10.95 Acres. The terrain is rolling, all
sloping towards the northwest corner of the site.
The property is located within the Town of Coats in Harnett County, zoned R-6 for all
existing parcels within the site, with the exception of parcel 0690-85-3459 which is zoned
C-3, which must be rezoned concurrently with plan approval. The site is in the Cape Fear
Watershed / Upper Black River Sub Basin (HUC 030300060101). There are no FEMA
mapped flood plain per FIRM Panel 372006800J, effective date October 3, 2006. There is
no buffered stream on the property, however there are wetlands on site (0.884 ac) per
the preliminary environmental delineation prepared by Sage Ecological Solutions, INC on
June 25, 2021. A copy of that preliminary sketch is included in Appendix D and the
consultant has reached out to the necessary agencies for concurrence.
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FIGURE 1: AERIAL VIEW OF THE SITE
1149 Executive Circle - Suite C-1, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
1.2 STORMWATER MANAGEMENT REQUIREMENTS
This project is subject to the regulations set forth in the North Carolina Department of
Environmental Quality (NCDEQ) Post Construction Stormwater Program. As a high -density
project, the proposed development will be required to meet Chapter A-1 of the NCDEQ
Stormwater Design Manual treatment requirements. Additionally, the project shall meet
the Erosion Control requirements as set forth by NCDEQ. The purpose of this report is to
demonstrate the site's proposed compliance with all stormwater regulations and to
provide supporting documentation to that effect. The Stormwater Runoff Control
requirements of the Stormwater Program state that the Minimum Design Criteria (MDC)
for infiltration systems is that they shall control and treat the difference in stormwater
runoff rate leaving the project site between the pre- and post -development conditions
for the 1-year, 24-hour storm. The design volume shall be drawn down 72 hours or less.
Additionally, any structural stormwater system must treat the run-off to remove 85% total
suspended solids (TSS). Calculations were run to identify the peak flows for the design
storm under the existing conditions, as well as after the proposed build out for the point
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� _ddw 1149 Executive Circle -Suite C-1, Cary, NC 27511
u n d e rf o of
919.576.9733 1 NCBELS C-3847
`W ENGINEERING
of Interest. An on -site wet pond will be used to mitigate the increase in run-off associated
with the proposed development. The following section outlines how all stormwater
requirements are being met. For construction phase erosion and sedimentation control
requirements, the site shall use a series of measures in order to meet all applicable NCDEQ
requirements to prevent erosion and off -site sedimentation. Those requirements include
the use of silt fencing, diversion berms/ditches, skimmer sediment basins, and other
measures as required. The erosion control calculations can be found on the construction
plans.
1.3 PROJECT DESCRIPTION
The proposed development includes the necessary roadway, utility, and stormwater
infrastructure to create forty-two (42) single family homes. After construction, the project
will consist of impervious area for roadways, driveways, sidewalks, and roofs as well as
managed pervious areas (lawns and landscaping). The project site work will be done in
compliance with Town of Coats, NCDEQ, NCDOT, Harnett County, and Harnet Regional
Water requirements as well as other regulatory agency requirements.
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2.1 METHODOLOGY
1149 Executive Circle - Suite C-1, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
2. STORMWATER CALCULATIONS
This stormwater study was conducted using the natural drainage features and existing
impervious areas as depicted by an existing field survey provided by Robinson & Plante,
PC, as well as the proposed impervious areas based on the site design. Drainage areas
were based on field survey and GIS data and proposed development within those
drainage areas. The scope of work included the following analyses:
Hydrology:
Formulation of the 1-year peak flow for the pre -development and post -development
drainage areas were generated with HydroCAD. The SCS Method was used to develop
peak flows for the Type II, 24-hour storm events in the Town of Coats area. This method
requires three basic parameters: a weighted curve number (CN), Rainfall Depth (P), and
drainage area in acres (A). The curve number values, and drainage areas were
computed using information taken directly from the field survey and GIS information and
TR-55 Table of Curve Numbers. The rainfall depth was determined from the NOAA Atlas
14 rainfall data for Coats, NC.
Hydraulics:
Computer simulated reservoir routing of the 1-year, 2-year, 25-year, and 100-year design
storms utilized stage -storage and stage -discharge functions was completed in
HydraFlow. Stage -storage functions were derived from the proposed grading of the
proposed SCM. A non -linear regression relation for surface area versus elevation was
derived for the SCM. This relation estimates the incremental volume of the basin to the
stage or elevation of the basin. Stage -discharge functions were developed to size the
proposed outlet structure for the SCM. The resulting pre -development and post -
development flows out of the proposed SCM and for untreated areas are then analyzed
to ensure that there is no increase in flow for all required design storms.
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underfoot 1149 Executive Circle -Suite C-1, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
ENGINEERING
The HydraFlow modeling results are provided as appendices to this report. Piped
conveyance systems were analyzed in StormCAD using the rational method. Gutter
spread was calculated for the 4"/hour storm, with a maximum allowable gutter spread
of 7.5'. Pipes were sized for the 10-year storm and all Hydraulic Grade Lines for the 10-
year storm are within the pipe. Drainage Swales were analyzed using a spreadsheet tool
and the results are provided as appendices to this report.
2.2 CONCLUSIONS
The final SCM design is based on the Simple Method for the First 1 " volume calculation
and NCDENR's SCM Manual account for the attenuation required to ensure that the site
meets the pre -post requirement for peak flow. Based on the routing study, the proposed
basin has sufficient volume to safely pass the 100-year storm without overtopping the
dam. The outlet was designed to discharge the runoff resulting from the first 1 " of rainfall
over 2 to 5 days to meet water quality guidelines. There is no proposed increase in peak
runoff, for the site as a whole and at each study point, for any of the design storms. Per
the SCM Manual, a wet detention basin removes 85% TSS, which meets the required 85%
TSS removal. Please refer to Appendices for all supporting calculations and
documentation.
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APPENDIX A: MAPS
FEMA FIRM PANEL
DRAINAGE AREA MAPS
SOILS MAP
1149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
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2080000 FEET 2100000 FEET
FEMA'S COOPESA'i1NG TECHNICAL PAFM4EF1
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
Zone A,V, Hy
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
Regulatory Floodway
HAZARD AREAS
0.2% Annual Chance Flood Hazard, Areas
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile zone x
Future Conditions 1% Annual
Chance Flood Hazard zone x
OTHER AREAS OF
Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes zone x
OTHER
Areas Determined to be Outside the
AREAS
`'
0.2% Annual Chance Floodplain zone x
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
i i i i i i i i i i i i i
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510 ®
National Geodetic Survey bench mark
BM5510�
Contractor Est. NCFMP Survey bench mark
012 1s-2—
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
Coastal Transect
--- -- -
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 1,000 feet 1:12,000
0 500 1,000
0 150 300
PANEL LO CATO R
CHATHAM COUNTY
LEE COUNTY
2,000
Feet
Meters
600
WAKE COUNTY
0624
JOHNSTON COUNTY
0602 1 0622 1 0642 1 0662 1 0682 111602
9680 1 0600 1 0620 1 0640 1 0660
9548 1;9568 1 9588 1 0508 1 0528 1 0548 1 0568
HOKECOUNTY
9566 1 9586 1 0506 1 0526 1 0546 1 0566
9564 1 9584 1 0504 1 0524
62
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1600 �-1 1620
1506 I --I _ 1546
1504 _J 1524
SAMPSON COUNTY
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAP
NORTH CAROLINA ^F�
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MAP NUMBER
3720068000J
MAP REVISED
10/03/06

`USGS U.S. DEPARTMENT
S. GEOLOGICAL GIICAL SURV YERIOR
science for a changing world
-78.7500'
35.5000 ` 70500om E 06 07
3930000m N
27
26
25
24
23
22
21
20
19
18
17
35.3750°
-78.7500'
09
The National Map
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10
11
12
13
14
COATS QUADRANGLE
NORTH CAROLINA
7.5-MINUTE SERIES
05 06 07 08 09 10 11 12 13 14 715000-E
Produced by the United States Geological Survey SCALE 1:24 000
MN, .
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and N 1 0.5 0 KILOMETERS 1 2
1 000-meter grid: Universal Transverse Mercator, Zone 175 1000 500 0 METERS 1000 2000
This map is not a legal document. Boundaries may be 9°14
generalized for this map scale. Private lands within government 164 MILS 1 0.5 1°20" � 0 1
reservations may not be shown. Obtain permission before 24 MILS MILES
entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Imagery .....................................................NAIP, May 2016 - November 2016 FEET
Roads ......................................... U.S. Census Bureau, 2016 UTM GRID AND 2019 MAGNETIC NORTH
Names............................................................................GNIS, 1980 - 2019 DECLINATION AT CENTER OF SHEET
Hydrography...............................National Hydrography Dataset, 1899 - 2018 CONTOUR INTERVAL 10 FEET
Contours............................................National Elevation Dataset, 2008 U.S. National Grid NORTH AMERICAN VERTICAL DATUM OF 1988
Boundaries ..............Multiple sources; see metadata file 2017 - 2018 100,000 - m Square ID
Wetlands.................FWS National Wetlands Inventory 1983 This map was produced to conform with the
OV National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.18
Grid Zone Designation
17S
NORL-I
ARO A
QUADRANGLE LOCATION
1 Fuquay-Varina
1
2
3
2 Angier
3 Edmondson
4 Lillington
4
5
5 Benson
6 Bunnlevel
6
7
8
7 Erwin
8 Dunn
ADJOINING QUADRANGLES
-78.6250`
15 35.5000'
31
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29
28
27
26
25
24
23
22
21
20
19
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PLAN REVISIONS
# DATE I REVISION I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
PROJECT:
MESSER
PARCELS
187, 203 & 249
EAST STEWART STREET
COATS, INC
PROJECT #: C21020
DRAWN BY: ZA
REVIEWED BY: ILL
1ST SUBMITTAL: 2021.1 1.17
SCALE: AS NOTED
PRELIMINARY
NOT FOR CONSTRUCTION
PREPARED FOR
T&L COATS, LLC
165 SOMMERVILLE
PARK ROAD
RALEIGH, NC
PREPARED BY:
underfoot
ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733
NCBELS # C-3847
SEALED:
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MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
rwr
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.14
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map —Harnett County, North Carolina
(Messer Parcels)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
.-
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
rwr
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
L
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
.
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 18, Sep 1, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 22, 2018—Oct
25, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 11/17/2021
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Harnett County, North Carolina
Messer Parcels
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Bb
DoA
Bibb soils, frequently flooded
17.3
19.8
11.3%
12.9%
Dothan loamy sand, 0 to 2
percent slopes
FaB
Fuquay loamy sand, 0 to 6
percent slopes
3.4
2.2%
NoB
Norfolk loamy sand, 2 to 6
percent slopes
66.4
43.1 %
NuB
Norfolk -Urban land complex, 0
to 6 percent slopes
15.4
10.0%
W
Water
0.4
0.2%
WaB
Wagram loamy sand, 0 to 6
percent slopes
1.9
1.3%
WaC
Wagram loamy sand, 6 to 10
percent slopes
29.3
19.0%
Totals for Area of Interest
153.8
100.0%
UusDA Natural Resources Web Soil Survey 11/17/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

APPENDIX B: SCM CALCULATIONS
underfoot
ENGINEERING
SCM SIZING
SCM ROUTING
O&M MANUAL
1149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
Forward Thinking. Grounded Design.
www.underfootengineering.com

PROJECT INFORMATION
DRAINAGE AREA INFORMATION
C-3: WET DETENTION BASIN DESIGN
Project Name:
WET POND 1
Project Location:
Drainage Area 1
Project Number:
C21020
Date:
1
11/17/2021
Project Designer:
EB
Checked By:
LL
Drainage Area Name: DA1
Drainage Area (DA) =[tl
8,798 SF
Impervious Area (IA) =9,978SF
Percent Impervious (1) =40.59 %
Water Quality Design Storm = 1 INCHES)
REQUIRED STORAGE VOLUME - SIMPLE METHOD
Determine Rv Value = 0.05 + 0.009 (1) = 0.42 IN/IN
Storage Volume Required = 14,493 CF Based on Simple Method
REQUIRED SUFACE AREA
WET POND ELEVATIONS
9.61428
SA/DA = 1.38 From SA/DA Table 1 in Stormwater Design Manual
Min Req'd Surface Area = 5,758 SF (at Permanent Pool)
Top of Dam Elevation =
271.00 FT
Emergency Spillway Elevation =
269.75 FT
Temporary Pool Elevation =
267.75 FT
Permanent Pool Elevation =
266.50 FT
Bottom of Pond Elevation =
261.00 FT
Sediment Cleanout, Bottom Elevation =
260.50 FT
PERMANENT POOL AREA AND BASIN VOLUME;
Area of Permanent Pool = 16,861 SF Elev. 266.50
Area of Bottom of Vegetated Shelf = 15,777 SF
Volume of Main Pool = 63,862 CF
Volume of Forebay = 0 CF
Volume of Main Pool (Exluding Vegetated Shelf) = 55,567 CF
Percentage of Forebay to Main Pool = 0.0 % NO
PERMANENT POOL SURFACE AREA
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes
Proposed Surface Area = 16,861 SF
Required surface Area = 5,758 SF
AVERAGE DEPTH
Depth of Pond = 6.00 ft Depth (disc. btwn. bot. of shelf & btm. of pond, excludes sediment;
Average Depth = 3.52 ft Based on Equation 3 in Wet Pond MDC
Use Average Depth of = 3.50 ft

C-3: WET DETENTION BASIN DESIGN CONT'D
1.0 INCH VOLUME ELEVATION
Required Temporary Pool Volume = 14,493 CF
Permanent Pool Elevaton = 266.50
Temporary Pool Elevation = 267.75
Provided Temporary Pool Volume = 23,272 CF
ORIFICE SIZING
Q2 D.,s
0.1347
CFS
Q5D.Y:=
0.0539
CFS
Orifice Size =
2.00
IN
Driving Head (Ho) =
0.23
FT
Q onnce =
0.066
CFS
Drawdown Time =
4.11
DAYS
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
ANTIFLOTATION CALCULATIONS
Outside Length =
5.00
FT
Outside Width =
5.00
FT
Inside Length =
4.00
FT
Inside Width =
4.00
FT
Bottom Thickness =
0.50
FT
Top of Riser =
269.75
FT
Invert of Riser =
266.50
FT
Area =
25.0
SF
Volume =
94
CF
Weight =
5,850
LBS
Factor of Safety =
1.25
WT Req'd of Anti -Flotation Device =
7,313
LBS
Volume of Concrete Req'd =
83.5
CF
Depth Provided =
2.00
FT
Volume Provided =
91.8
CF
WT of Anti -Flotation Device Provided =
8,037
LBS
Contour
Contour
Area
Incremental
Volume
Accumulated
Volume, S
Stage, Z
sq ft
cu ft
cu ft
ft
266.50
17,172
0
0
266.5
267.00
18,826
8,995
8,995
267.0
268.00
20,537
19,673
28,668
268.0
269.00
22,303
21,412
50,080
269.0
267.75
20,102
23,272
267.75
(Outside Dim. = 5-ft x 5-ft, Inside Dim. = 4-ft x 4-ft)
(Water Displaced - Top of Riser to Bottom of Riser)
(Weight Water Displaced)
(Unit WT of Concrete = 150 pcf) Submerged Concrete Unit Weight 87.6 pcf
(4-ft x 4-ft Box filled 4-ft deep with concrete)
OK

EXISTING CONDITIONS
Project Name: Messer Parcels
Project Number: C21020
Date: 11/17/2021
Designed By: ZA
Checked By: LL
DRAINAGE AREA = PRE DA
LAND COVER
HSG
CN
AREA (SF)
CN*Area
AREA(AC)
Onsite Open Space (Fair)
A
49
134489
6589961
3.09
Onsite Open Space (Fair)
D
84
23682
1989288
0.54
Onsite Woods (Fair)
A
36
268692
9672912
6.17
Onsite Woods (Fair)
D
1 791
993081
78453321
2.28
Onsite Impervious
A
1 981
74561
7306881
0.17
Onsite Impervious
D
1 981
01
01
0.00
533627 26828181 12.25
WEIGHTED CURVE NUMBER = 50

POST DEVELOPMENT CONDITIONS
Project Name: Messer Parcels
Project Number: C21020
Date: 11/17/2021
Designed By: ZA
Checked By: ILL
DRAINAGE AREA = Post DA1 to Wet Pond 1
LAND COVER
HSG
CN
AREA (SF)
CN*Area
AREA(AC)
Onsite Impervious - Roads/Sidewalk
A
98
79000
7742000
1.81
Onsite Impervious - Roads/Sidewalk
D
98
0
0
0.00
Onsite Impervious - Lots
A
98
76140
7461720
1.75
Onsite Impervious - Lots
D
98
14838
1454124
0.34
Open Space (fair)
A
49
67982
3331118
1.56
Open Space (fair)
D
84
9625
808500
0.22
Open Space Lots (fair)
A
49
143010
7007490
3.28
Open Space Lots (fair)
D
1 84
27555
2314620
0.63
418150 30119572 9.60
WEIGHTED CURVE NUMBER = 72
DRAINAGE AREA = Post DA1 Undetained
LAND COVER
HSG
CN
AREA (SF)
CN*Area
AREA(AC)
Onsite Impervious
A
98
0
0
0.00
Onsite Impervious
D
98
0
0
0.00
Onsite Open Space (fair)
A
49
49921
2446129
1.15
Onsite Open Space (fair)
D
84
26789
2250276
0.61
Onsite Woods (fair)
A
36
0
0
0.00
Onsite Woods (fair)
D
79
38507
3042053
0.88
115217 7738458 2.65
WEIGHTED CURVE NUMBER = 67

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
1
2r-�
�3rr--��
4
V5
Legend
Hvd. Origin
Description
1 SCS Runoff
PRE DA1
2 SCS Runoff
POST DA1 TO WET POND
3 SCS Runoff
POST DA1 UNDETAINED
4 Reservoir
POST DA1 ROUT
5 Combine
POST DA1
Project: X:\Civil\Projects\2021\C21020 - Messer Parcels - Coats\Technical\Calculations
ndvhmxtd8�grh1\iLlt-6rAER68ffing\2021.

Hydrograph Return Period Recce
draflow 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
SCS Runoff
------
0.144
1.029
-------
-------
10.44
19.35
-------
36.69
PRE DA1
2
SCS Runoff
------
13.21
20.02
-------
-------
41.43
55.97
-------
81.06
POST DA1 TO WET POND
3
SCS Runoff
------
1.953
3.356
-------
-------
8.043
11.29
-------
17.11
POST DA1 UNDETAINED
4
Reservoir
2
0.110
0.380
-------
-------
1.273
5.111
-------
42.54
POST DA1 ROUT
5
Combine
3,4
2.019
3.445
-------
-------
8.900
12.59
-------
59.47
POST DA1
Proj. file: X:\Civil\Projects\2021\C21020 - Messer Parcels - Coats\Technical\Cal
t dnesojr,Rblpbdt'gV3W2dwater\Routing\2021
11

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.144
2
778
4,093
------
------
------
PRE DA1
2
SCS Runoff
13.21
2
718
26,790
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
1.953
2
722
5,901
------
------
------
POST DA1 UNDETAINED
4
Reservoir
0.110
2
1442
23,338
2
267.68
22,371
POST DA1 ROUT
5
Combine
2.019
2
722
29,239
3,4
------
------
POST DA1
X:\Civi1\Projects\2021\C21020 - Messer Par
ellRetGua€ATiedhdi6W`galculations
alb'd IdaWthtnh*'AtbRORAuting\2021.11.17 R
utinc

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 1
PRE DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 12.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DA1
Hyd. No. 1 -- 1 Year
Wednesday, 11 / 17 / 2021
= 0.144 cfs
= 778 min
= 4,093 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
PRE DA1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 75.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.65
0.00
0.00
Land slope (%)
= 6.05
0.00
0.00
Travel Time (min)
= 10.26 +
0.00 +
0.00 =
10.26
Shallow Concentrated Flow
Flow length (ft)
= 729.00
0.00
0.00
Watercourse slope (%)
= 4.90
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.57
0.00
0.00
Travel Time (min)
= 3.40 +
0.00 +
0.00 =
3.40
Channel Flow
X sectional flow area (sqft)
= 4.00
0.00
0.00
Wetted perimeter (ft)
= 6.00
0.00
0.00
Channel slope (%)
= 1.60
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=9.58
0.00
0.00
Flow length (ft)
({0})528.0
0.0
0.0
Travel Time (min)
= 0.92 +
0.00 +
0.00 =
0.92
Total Travel Time, Tc..............................................................................
14.60 min

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
9.600 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.02 in
Storm duration =
24 hrs
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 TO WET POND
Hyd. No. 2 -- 1 Year
Wednesday, 11 / 17 / 2021
= 13.21 cfs
= 718 min
= 26,790 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
2.650 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.02 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Hyd. No. 3 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Wednesday, 11 / 17 / 2021
= 1.953 cfs
= 722 min
= 5,901 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
POST DA1 UNDETAINED
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 75.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.66
0.00
0.00
Land slope (%)
= 8.00
0.00
0.00
Travel Time (min)
= 6.09 +
0.00 +
0.00 =
6.09
Shallow Concentrated Flow
Flow length (ft)
= 582.00
0.00
0.00
Watercourse slope (%)
= 2.75
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.68
0.00
0.00
Travel Time (min)
= 3.63 +
0.00 +
0.00 =
3.63
Channel Flow
X sectional flow area (sqft)
= 4.00
0.00
0.00
Wetted perimeter (ft)
= 6.00
0.00
0.00
Channel slope (%)
= 1.60
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=9.58
0.00
0.00
Flow length (ft)
Q0))528.0
0.0
0.0
Travel Time (min)
= 0.92 +
0.00 +
0.00 =
0.92
Total Travel Time, Tc..............................................................................
10.60 min

Hydrograph Report
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
Reservoir name
= WET POND
Max. Storage
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
.m
4.00
2.00
0.00
0 600
Hyd No. 4
POST DA1 ROUT
Hyd. No. 4 -- 1 Year
Wednesday, 11 / 17 / 2021
= 0.110 cfs
= 1442 min
= 23,338 cuft
= 267.68 ft
= 22,371 cuft
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 �I Total storage used = 22,371 cuft

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 11 / 17 / 2021
Pond No. 1 - WET POND
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 266.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 266.50
17,172
0
0
0.50 267.00
18,826
8,995
8,995
1.50 268.00
20,537
19,673
28,669
2.50 269.00
22,303
21,412
50,081
3.50 270.00
24,127
23,207
73,287
4.50 271.00
26,007
25,059
98,346
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)
= 24.00
2.00
4.00
0.00
Crest Len (ft)
= 16.00
30.00
0.00
0.00
Span (in)
= 24.00
2.00
8.00
0.00
Crest El. (ft)
= 269.25
269.75
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 261.00
266.50
267.75
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 50.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.00
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
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 '
0.0 20.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
40.0 60.0 80.0
Elev (ft)
271.50
270.50
269.50
268.50
267.50
266.50
100.0 120.0 140.0 160.0
Discharge (cfs)

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 11 / 17 / 2021
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 2.019 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 29,239 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
Q (cfs)
3.00
2.00
1.00
0.00
0 600
Hyd No. 5
POST DA1
Hyd. No. 5 -- 1 Year
1200 1800 2400
Hyd No. 3
3000 3600
Hyd No. 4
4200 4800 5400
Q (cfs)
3.00
2.00
1.00
1 0.00
6000
Time (min)

Hydrograph Summary Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.029
2
728
10,220
------
------
------
PRE DA1
2
SCS Runoff
20.02
2
718
40,081
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
3.356
2
722
9,339
------
------
------
POST DA1 UNDETAINED
4
Reservoir
0.380
2
1086
35,402
2
267.98
28,311
POST DA1 ROUT
5
Combine
3.445
2
722
44,741
3,4
------
------
POST DA1
X:\Civi1\Projects\2021\C21020 - Messer Par
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Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 1
PRE DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 12.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.66 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DA1
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Wednesday, 11 / 17 / 2021
= 1.029 cfs
= 728 min
= 10,220 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
9.600 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.66 in
Storm duration =
24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
• m
. 11
3.00
0.00
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 TO WET POND
Hyd. No. 2 -- 2 Year
Wednesday, 11 / 17 / 2021
= 20.02 cfs
= 718 min
= 40,081 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
M
IM11111
0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
2.650 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.66 in
Storm duration =
24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' '
0 120 240
— Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Hyd. No. 3 -- 2 Year
360 480 600 720 840
Wednesday, 11 / 17 / 2021
= 3.356 cfs
= 722 min
= 9,339 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
Reservoir name
= WET POND
Max. Storage
Storage Indication method used
Q (cfs)
21.00
18.00
15.00
12.00
• m
. 11
3.00
0.00 '
0 600
Hyd No. 4
POST DA1 ROUT
Hyd. No. 4 -- 2 Year
Wednesday, 11 / 17 / 2021
= 0.380 cfs
= 1086 min
= 35,402 cuft
= 267.98 ft
= 28,311 cuft
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 I_I_I_I_I_I_1 Total storage used = 28,311 cuft

Hydrograph
Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 11 / 17 / 2021
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 3.445 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 44,741 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
Q (cfs)
4.00
3.00
2.00
1.00
0.00 -'
0
POST DA1
Hyd. No. 5 -- 2 Year
600 1200 1800 2400
Hyd No. 5 Hyd No. 3
3000 3600
Hyd No. 4
4200 4800 5400
Q (cfs)
4.00
3.00
2.00
1.00
1 0.00
6000
Time (min)

Hydrograph Summary Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.44
2
724
38,551
------
------
------
PRE DA1
2
SCS Runoff
41.43
2
718
83,563
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
8.043
2
722
21,132
------
------
------
POST DA1 UNDETAINED
4
Reservoir
1.273
2
864
78,180
2
268.99
49,922
POST DA1 ROUT
5
Combine
8.900
2
722
99,312
3,4
------
------
POST DA1
X:\Civi1\Projects\2021\C21020 - Messer Par
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Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 1
PRE DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 12.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.46 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
4.00
2.00
0.00 '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DA1
Hyd. No. 1 -- 10 Year
Wednesday, 11 / 17 / 2021
= 10.44 cfs
= 724 min
= 38,551 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
4.00
2.00
I I i ■ I I I I I I I. 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
9.600 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.46 in
Storm duration =
24 hrs
Q (cfs)
50.00
40.00
M l 1l
20.00
10.00
0.00
0 120 240
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 TO WET POND
Hyd. No. 2 -- 10 Year
Wednesday, 11 / 17 / 2021
= 41.43 cfs
= 718 min
= 83,563 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
.— ' ' ' 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
2.650 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
5.46 in
Storm duration =
24 hrs
Q (cfs)
10.00
. 11
4.00
2.00
0.00 ' '
0 120 240
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Hyd. No. 3 -- 10 Year
Wednesday, 11 / 17 / 2021
= 8.043 cfs
= 722 min
= 21,132 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
10.00
. 11
4.00
2.00
J ' ' ' 'I 10.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
Reservoir name
= WET POND
Max. Storage
Storage Indication method used
Q (cfs)
50.00
20.00
10.00
POST DA1 ROUT
Hyd. No. 4 -- 10 Year
600 1200 1800 2400
Hyd No. 4 Hyd No. 2
Wednesday, 11 / 17 / 2021
= 1.273 cfs
= 864 min
= 78,180 cuft
= 268.99 ft
= 49,922 cuft
3000 3600 4200 4800 5400
III Total storage used = 49,922 cuft
Q (cfs)
50.00
40.00
20.00
10.00
1 0.00
6000
Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 11 / 17 / 2021
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 8.900 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 99,312 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
POST DA1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph Summary Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
19.35
2
724
62,146
------
------
------
PRE DA1
2
SCS Runoff
55.97
2
716
113,218
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
11.29
2
720
29,440
------
------
------
POST DA1 UNDETAINED
4
Reservoir
5.111
2
746
107,536
2
269.41
59,708
POST DA1 ROUT
5
Combine
12.59
2
722
136,975
3,4
------
------
POST DA1
X:\Civi1\Projects\2021\C21020 - Messer Par
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Hydrograph Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 1
PRE DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 12.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.57 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
• m
. 11
3.00
0.00
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DA1
Hyd. No. 1 -- 25 Year
Wednesday, 11 / 17 / 2021
= 19.35 cfs
= 724 min
= 62,146 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
M
IM11111
i i i . I I I I 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
2 min
Drainage area =
9.600 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
6.57 in
Storm duration =
24 hrs
Q (cfs
60.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 TO WET POND
Hyd. No. 2 -- 25 Year
Wednesday, 11 / 17 / 2021
= 55.97 cfs
= 716 min
= 113,218 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
2 min
Drainage area =
2.650 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
6.57 in
Storm duration =
24 hrs
Q (cfs)
12.00
10.00
4.00
2.00
0.00 '
0 120 240
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Hyd. No. 3 -- 25 Year
Wednesday, 11 / 17 / 2021
= 11.29 cfs
= 720 min
= 29,440 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
4.00
2.00
' ' ' 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
Reservoir name
= WET POND
Max. Storage
Storage Indication method used
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '
0 600
Hyd No. 4
POST DA1 ROUT
Hyd. No. 4 -- 25 Year
Wednesday, 11 / 17 / 2021
= 5.111 cfs
= 746 min
= 107,536 cuft
= 269.41 ft
= 59,708 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 I_I_I_I_I_I_1 Total storage used = 59,708 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 11 / 17 / 2021
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 12.59 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 136,975 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
Q (cfs)
14.00
12.00
10.00
RIM
4.00
2.00
0.00 ' '
0 240
Hyd No. 5
POST DA1
Hyd. No. 5 -- 25 Year
480 720 960
Hyd No. 3
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00
1200 1440 1680 1920 2160
Time (min)
Hyd No. 4

Hydrograph Summary Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
36.69
2
724
108,829
------
------
------
PRE DA1
2
SCS Runoff
81.06
2
716
165,469
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
17.11
2
720
44,365
------
------
------
POST DA1 UNDETAINED
4
Reservoir
42.54
2
722
159,546
2
269.97
72,601
POST DA1 ROUT
5
Combine
59.47
2
722
203,911
3,4
------
------
POST DA1
X:\Civi1\Projects\2021\C21020 - Messer Par
ellRetGoa€ATiedhdMIWAculations
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Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
PRE DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 12.250 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.42 in
Storm duration
= 24 hrs
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
— Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DA1
Hyd. No. 1 -- 100 Year
Wednesday, 11 / 17 / 2021
= 36.69 cfs
= 724 min
= 108,829 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
i i i I I I I I 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
9.600 ac
Basin Slope =
0.0 %
TIC method =
User
Total precip. =
8.42 in
Storm duration =
24 hrs
Wednesday, 11 / 17 / 2021
Peak discharge
= 81.06 cfs
Time to peak
= 716 min
Hyd. volume
= 165,469 cuft
Curve number
= 72
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
POST DA1 TO WET POND
05 11
• 1 11 ����_ �C�� • 1 1 1
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 // 1 ��1

Hydrograph Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
2.650 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
8.42 in
Storm duration =
24 hrs
Q (cfs)
18.00
15.00
12.00
.M
3.00
0.00 '
0 120 240
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Hyd. No. 3 -- 100 Year
Wednesday, 11 / 17 / 2021
= 17.11 cfs
= 720 min
= 44,365 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
3.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
Reservoir name
= WET POND
Max. Storage
Storage Indication method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 240
Hyd No. 4
POST DA1 ROUT
Hyd. No. 4 -- 100 Year
480 720
Hyd No. 2
Wednesday, 11 / 17 / 2021
= 42.54 cfs
= 722 min
= 159,546 cuft
= 269.97 ft
= 72,601 cuft
960 1200 1440 1680
I_I_I_I_I_I_I Total storage used = 72,601 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1920
Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 11 / 17 / 2021
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 59.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 203,911 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
POST DA1
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Q, (cfs)
Q2 (cfs)
Q10 (cfs)
Q25 (cfs)
Q100 (cfs)
PRE
POST
PRE
POST
PRE
POST
PRE
POST
PRE
POST
Total Site (POI 1)
*0.1 1
1.03
3.44
10.44
8.90
19.35
12.59
36.69
1 59.47
Notes:
*Q1 post development flow pertains only to flows routed through the wet pond and do not include undetained post
development flow.
Attenuation is provided in a wet pond and meets the overall pre -post requirement for the entire site for the 1-year, 24-hour
storm as required.
Rainfall Depths based on NOAA Atlas 14, Vol.2
11 = 3.02 in.
12 = 3.66 in.
110 = 5.46 in.
125 = 6.57 in.
1100 = 8.42 in.

OPERATION AND MAINTENANCE
MANUAL FOR WET POND
for
MESSER PARCELS
Prepared for:
T&L Coats, LLC
165 Sommerville Park Road
Raleigh, NC 27603
Underfoot Project #: C21020.00
1 ST Submittal: November 17, 2021
Landon Lovelace, PE
1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
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ENGINEERING
1149 Executive Circle - Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
TABLE OF CONTENTS
TABLEOF CONTENTS................................................................................................................. 1
1. OPERATION......................................................................................................................... 2
2. MAINTENANCE....................................................................................................................7
3. MAINTENANCE RECORD-KEEPING................................................................................... 11
3.1 Contact Information............................................................................................1 1
3.2 SCM Inspection & Maintenance Log.................................................................12
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ENGINEERING
1149 Executive Circle - Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
1. OPERATIONS
A Wet Pond is designed to have a permanent pool of water. It detains and treats
stormwater flows by increasing the depth of water on top of a pool of water and then
slowly releasing the stored water over time. A concrete structure called a riser is present
and has various holes and/or weirs cut into the sides of the structure to release the various
flows over time.
Below are various views of this stormwater control measure. Note that your pond may
vary from these figures.
Figure 1: Wet Pond Example: Plan View
i
FOUNTAIN (OPTIONAL FEATUREt
VERIFY EROSION AND RE -SUSPENSION I
OF SEDIMENT WILL NOT OCCUR:
DO NOT PLACE NEAR OUTLET J J
MAIN POOL
SURFACE AREA AND VOLUME SIZED USING EITHER
jai HYRDAL .IC RETENTION TAIE h1ETHOD. or
ID) THE SADA ANO AVERAGE DEPTH METHOD
VEGETATED SHELF
PAINIA0.161 WIDTH 6 FT
MAXIMUM SLOPE 6 H :1 V
VEGETATED SIDE SLOPES —
RECOM6IENDEO SLOPE 3 H 1 V
PLANTED WITH NON -CLUMPING TURF GRASS
TREES AND WOODY SHELVES NOT ALLOWED /�/'.
OUTLET STRUCTURE
—.
PLACE INLETS AND
OUTLETS TO AVOID
SHORTCIRCUTINGAND
DESIGN FOR EROSION
PROTECTION
EMERGENCY SPILLWAY -
PROVIDED FOR MAJOR
STORMS AND DESIGNED
FOR EROSION
PROTECTION
TRANSITION FRO6I FOREBAY TO -J
MAN POOL SHALL FLOW AT A
NON-EROSNE VELOCITY
!1
SCAT MWINTENANCE AND
ACCESS EASEMENT
\
\
\
FOREBAY
15 TO 20 PERCENT
\
OF MAIN POOL
VOLUME
INLET STRUCTURE
PLACE INLETS AND
OUTLETS TO AVOID
SHORT-CIRCUTLNG
AND DESIGN FOR
EROSION
PROTECTION
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1149 Executive Circle - Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
Figure 2: Wet Pond Example: Cross -Section View 1
FOREBAY
(a)15 TO 20 PERCENT OF MAIN POOL VOLUME
(b) ENTRANCE SHALL BE DEEPER THAN EXIT
(c) WATER FLOWNG OVER FOREBAY DATA
SHALL FLOW AT NON-EROSfVE VELOCITY
(0) IF DEPTH c 30 INCHES. CLEAN OUT
FOREBAY
TEMPORARY POOL
DESIGN TO DRAW
DOWN BETWEEN
TWO AND FIVE
DAYS
- AWN POOL SURFACE AREA AND VOLUME
SURFACE AREA ANDVOLLAIE SIZED USING EITHER
(a) HYDRAULIC RETENTION T11ME METHOD, OR
(b) THE SA'DA AND AVERAGE DEPTH METHOD
EMBANKMENT
MIN WIDTH
10 FT FOR
EMERGENCY SPILLWAY MAINTENANCE
�O
A�� ----- ---
MIN: Q
TEI - - --Y POOL
---- - ------- ------MAIN POOL--------- -- - -- - -- --
>
-/////
//
VEGETATED SIDE SLOPES SEDIMENT STORAGE MAIN POOL DEPTH VEGETATED SHELF
RECOMMENDED SLOPE. 3 H : 1 V MINIMUM SEDIMENT AVG. DEPTH: I TO 8' MINIMUM WIDTH: 6 FT
PLANTED WITH NON CLUMPING STORAGE DEPTH OF 6- 'OPTICN TO EXCLUDE MAXIMUM SLOPE 6 H 1 V
TURF GRASS TREES AND SUBMERGED PORTION VEGETATION: MINIMUM OF 3
WOODY SHELVES NOT OF VEG SHELF FROM DIVERSE SPECIES OF
ALLOWED CALCULATIONS HERBACEOUS. NATIVE
SPECIES MIN.50 PLANTS
PER 200 SF OF SHELF
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ENGINEERING
OUTLET STRUCTURE
MUST BE SIZED TO
(a) DRAWDOWN TEMPORARY
POOL N TWO TO FIVE DAYS
(b) DISCHARGE RUNOFF FROM
M-YR. 24-HR STORM TO MINIMIZE
HYDROLOGIC IMPACTS
TEMPORARY POOL
MAN POOL
---------------
1149 Executive Circle - Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
Figure 3: Wet Pond Example: Cross -Section View 2
VEGETATED SHELF
MINIMUM WIDTH: 6 FT
MAXIMUM SLOPE: 6 M T V
VEGETATED SIDE SLOPES
RECOMMENDED SLOPE: 3 H : T V
TRASH RACK FRONT AND BACK EMBANKMENT SLOPE
REOUIRED REQUIRED TO BE VEGETATED
r Lei EMBANKMENT
ELF Fes— / 0 FT FOR
/ MINIMUM WIDTH X � MAINTENANCE tACCESS
PROPOSED GRADE
OUTLET PIPE
,-- EXISTING GRADE
DEWATERNG METHOD
WET PONDS SHALL HAVE A METHOD TO DRAW DOWN STANDING WATER TO
FACILITATE MAINTENANCE AND NSPECTION
MN. V SEDIMENT (E.G. SKIMMER OR PUMP)
STORAGE
Figure 4: Wet Pond Example: Outlet Structure
TRASH RACK (REQUIRED)
WEIR IOR OTHER METHODI
TO ESTABLISH
TEMPORARY POOL
RISER CREST
ORIFICE
OUTLET TO ESTABLISH
NORMALPOOL
MUST DRAW DOWN
TEMPORARY POOL IN
TWO TO FIVE DAYS
DEWATERING METHOD
WET PONDS SHALL HAVE
METHOD TO DRAW DOWN
STANDING WATER TO
FACILITATE MAINTENANCE
AND INSPECTION (E.G.,
SKIMMER OR PUMP)
ANTI -FLOTATION SLAB
T - — - - - - - - -
OUTLET PIPE
ANTI -SEEP MEASURES
ARE RECOMMENDED
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`w ENGINEERING
Figure 5: Plan view of Messer Parcels Wet Pond
'
01
�;'••iiiiiiii• •••
j• ' , .•�••••.••••••••••�
mill
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919.576.9733 1 NCBELS C-3847
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ENGINEERING
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Figure 6: Profile View of Arringdon Lot 3 Wet Pond
SCM # 1 -WET POND CROSS SECTION
Note:
When the pond bottom is below the invert of the pond drain, pump dewatering may be
required to drain the pond for maintenance. An experienced contractor shall use a
pump and silt -bag to dewater the pond.
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1149 Executive Circle - Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
2. MAINTENANCE
Important maintenance procedures for this Stormwater Control Measure (SCM) include:
• It is recommended that this facility be inspected/monitored monthly and after any
rain event that produces at least 1" of rainfall during a 24-hour period.
• No portion of the SCM should be fertilized after the first initial fertilization that is
required to establish the plants on the vegetated shelf.
• Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the SCM.
• If the SCM must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized as much
as possible.
• The dedicated access easement needs to be maintained so that a clear pathway
to and around the SCM is present. No obstructions should be present within this
pathway.
The SCM shall be inspected annually. If functional issues arise during the year, a qualified
SCM inspector should be contacted to provide a supplemental assessment and
recommendation for remediation of any functional deficiencies.
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1149 Executive Circle - Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
The entire BMP Trash/debris is present. Remove the trash/debns.
The perimeter of the wet pond
Areas of bare soil and/or
erosive gullies have formed
Vegetation is too short or too
long.
The inlet device: pipe or swale The pipe is clogged.
The pipe is cracked or
otherwise damaged.
Erosion is occurring in the
swale.
The forebay
Sediment has accumulated to a
depth qreater than the oriqinal
design depth for sediment
storage.
Erosion has occurred
Weeds are present
Regrade the soil if necessary to
remove the qully. and then
plant a ground cover and water
until it is established. Provide
lime and a one-time fertilizer
application.
Maintain vegetation at a height
of approximately six inches.
Unclog the pipe. Dispose of
the sediment off -site.
Replace the pipe.
Regrade the swale if necessary
to smooth it over and provide
erosion control devices such as
reinforced turf matting or riprap
to avoid future problems with
erosion.
Search for the source of the
sediment and remedy the
problem if possible. Remove
the sediment and dispose of it
in a location where it will not
cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced
turf matting or riprap if needed
to prevent future erosion
problems.
Remove the weeds. preferably
by hand. If pesticide is used.
wipe it on the plants rather than
spraying.
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_1149 Executive Circle -Suite C, Cary, NC 27511
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ENGINEERING
The vegetated shelf Best professional practices Prune according to best
show that pruning is needed to professional practices
maintain optimal plant health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils. hydrology.
disease. etc. Remedy the
problem and replace plants.
Provide a one-time fertilizer
application to establish the
ground cover if a soil test
indicates it is necessary.
Weeds are present. Remove the weeds. preferably
by hand. If pesticide is used,
wipe it on the plants rather than
spraying.
The main treatment area Sediment has accumulated to a
Search for the source of the
depth greater than the original
sediment and remedy the
design sediment storage depth.
problem if possible. Remove
the sediment and dispose of it
in a location where it will not
cause impacts to streams or
the BMP.
Algal growth covers over 50%
Consult a professional to
of the area.
remove and control the algal
growth.
Cattails. phragmites or other
Remove the plants by wiping
invasive plants cover 50% of
them with pesticide (do not
the basin surface.
spray).
The embankment Shrubs have started to grow on
Remove shrubs immediately.
the embankment.
Evidence of muskrat or beaver
Use traps to remove muskrats
activity is present.
and consult a professional to
remove beavers.
A tree has started to grow on
Consult a dam safety specialist
the embankment.
to remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional shows
that the embankment needs
repair.
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ENGINEERING
The outlet device / The Clogging has occurred. Clean out the outlet device.
receiving water Dispose of the sediment off -
site.
Floating wetland island (if
applicable)
The outlet device is damaged
Weeds or volunteer trees are
growing on the mat.
The anchor cable is damaged
disconnected or missing.
Repair or replace the outlet
device.
Remove the weeds or trees.
Restore the anchor cable to its
design state.
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_ 919.576.9733 1 NCBELS C-3847
ENGINEERING
3. MAINTENANCE RECORD -KEEPING
3.1 Contact Information
All inspection and maintenance record -keeping shall be maintained by the owner (or
the owner's representative). An inspection log for the Stormwater Control Measure is
attached. For this facility, the owner's representative contact information is:
Name:
Company:
Mailing Address:
Phone:
E-mail:
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ENGINEERING
3.2 SCM Inspection & Maintenance Log
1149 Executive Circle -Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
System
Location
Date
Inspection
(quarterly, yearly,
post- storm?)
Presence of
Debris/Trash
(yes/no)
Condition of Grass
Sod (eroded, bare
spots, healthy?)
Standing Water
(yes/no)
Control Structure
(clean or
sediment)
Maintenance Performed
Maintenance
Personnel
Comments
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1i ENGINEERING
1149 Executive Circle -Suite C, Cary, NC 27511
919.576.9733 1 NCBELS C-3847
S sy tem
Location
Date
Inspection (quarterly,
y early, post- storm.)
Presence of
Debris/Trash
(yes/no)
Condition of Grass
Sod (eroded, bare
spots, healthy?)
Standing Water
(yes/no)
Control Structure
(clean or sediment)
Maintenance Performed
Maintenance
Personnel
Comments
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APPENDIX C: CONVEYANCE
mftlpp-44�
iw
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ENGINEERING
CALCULATIONS
PIPE SIZING
GUTTER SPREAD
HGL ANALYSIS
SWALE CALLS
DISSIPATORS
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Upstream Node
Downstream
Node
Upstream Inlet
C
Upstream Inlet
Area (acres)
Upstream
Intensity* (in/h)
Pipe Diameter
(in)
Material
Pipe Length
(ft)
Capacity (Full
Flow) (ft'/s)
Total Pipe
Flow (ft'/s)
Total System
Flow (ft'/s)
Slope (ft/ft)
Invert
(Upstream) (ft)
Invert
(Downstream)
(ft)
Inlet*
Elevation (Rim)
(ft)
Elevation
(Invert) (ft)
Structure
Height (ft)
Inlet Type
Bypass Target
Flow (Total
Intercepted)
(ft'/s)
Flow (Total
Bypassed)
(ft'/s)
Gutter Depth
(in)
Gutter Spread
(ft)
STM 204
STM 203
0.58
0.301
7.22
15
HDPE
200
11.17
1.26
1.17
0.026
281.5
276.4
STM 204
286.6
281.5
5.1
Drop - Grate - NCDOT 840.15
STM 203
0.7
0.01
1.1
2.7
STM 203
STM 202
0.58
0.26
7.092
15
HDPE
150
10.54
1.07
2.09
0.023
276.3
272.9
STM 203
280.65
276.3
4.3
Drop - Grate - NCDOT 840.15
STM 202
0.56
0.05
1.4
4
STM 202
STM 201
0.58
0.19
7.008
15
HDPE
192
10.71
0.77
2.9
0.023
272.8
268.3
STM 202
277
272.8
4.2
Drop - Grate - NCDOT 840.15
STM 201
0.47
0.03
1.3
3.6
STM 201
STM 200
1 0.58
0.28
6.91
15
HDPE
127.4
15.81
1 1.12
3.89
0.051
1 267.5
261
1 STM 201
271.57
267.5
4.1
1 Drop - Grate - NCDOT 840.15
0.62
0.06
1.5
4.1
STM 145
STM 144
0.4
0.146
7.22
15
HDPE
200
13.28
0.42
0.41
0.036
285.5
278.3
STM 145
289.74
285.5
4.2
Drop - Grate - NCDOT 840.15
STM 144
0.24
1 0
1
2.2
STM 144
STM 143
0.4
0.298
7.066
15
HDPE
200
13.82
0.84
1.18
0.039
278.2
270.4
STM 144
282.5
278.2
4.3
Drop - Grate - NCDOT 840.15
STM 143
0.47
0.01
1.2
3
STM 143
STM 142
0.4
0.614
6.957
15
HDPE
102
4.1
1.71
2.97
0.003
270.3
269.95
STM 143
273.66
270.3
3.4
Drop - Grate - NCDOT 840.15
1
0
2.3
7.4
STM 142
STM 141
0.6
0.343
6.851
15
Class III RCP
26
6.94
1.41
4.74
0.012
269.85
269.55
STM 142
273.53
269.85
3.7
Combo - NCDOT 840.03
0.94
0
3.4
3.7
STM 141
STM 140
0.83
0.215
6.835
18
Class III RCP
55.2
6.48
1.22
5.95
0.004
269.3
269.09
STM 141
273.53
269.3
4.2
Combo - NCDOT 840.03
0.78
0
3.2
3
STM 140
STM 101
0.84
0.045
6.785
18
Class III RCP
105.4
7.16
0.26
6.17
0.005
268.99
268.5
STM 140
273.62
269
4.6
Combo - NCDOT 840.03
STM 141
0.15
0
0.9
1.8
STM 134
STM 133
0.66
0.189
7.22
15
Class III RCP
29.5
9.21
0.9
0.81
0.02
285.7
285.1
STM 134
289
285.7
3.3
Combo - NCDOT 840.03
STM 132
0.49
0.01
1.2
3
STM 133
STM 131
0.66
0.146
7.196
15
Class III RCP
200.2
13.62
0.69
1.47
0.044
285
276.1
STM 133
288.24
285
3.2
Combo - NCDOT 840.03
STM 131
0.39
0
1.1
2.6
STM 132
STM 131
0.66
0.355
7.22
15
Class III RCP
29.4
7.98
1.69
1.39
0.015
276.55
276.1
STM 132
279.88
276.55
3.3
Combo - NCDOT 840.03
STM 142
0.85
0.11
1.5
4.3
STM 131
STM 130
0.66
0.329
7.092
15
Class III RCP
75.9
14.36
1.54
4.07
0.049
276
272.25
STM 131
279.26
276
3.3
Combo - NCDOT 840.03
STM 130
0.79
0.09
1.5
4.1
STM 130
STM 102
0.6
0.094
7.064
18
Class III RCP
106.9
17.89
0.4
4.71
0.029
272
268.9
STM 130
275.51
272
3.5
Combo - NCDOT 840.03
STM 102
0.31
0
1.1
2.6
STM 121
STM 120
0.48
0.134
7.22
15
HDPE
225.1
14.3
0.46
0.46
0.042
281.5
272.1
STM 121
285.68
281.5
4.2
Drop - Grate - NCDOT 840.15
STM 120
0.26
0
1
2.1
STM 120
STM 103
0.48
0.356
7.061
15
Class III RCP
30.7
15.2
1.21
1.46
0.055
272
270.3
STM 120
276.66
272
4.7
Drop - Grate - NCDOT 840.15
0.64
0.05
1.4
3.8
STM 116
STM 115
0.3
0.15
7.22
15
Class III RCP
32.4
14.58
0.32
0.33
0.051
292.15
290.5
STM 116
296.15
292.15
4
Drop- Grate - NCDOT 840.15
0.18
0
1.2
2.8
STM 115
STM 112
0.95
0.025
7.195
15
Class III RCP
123.6
12.33
0.17
0.5
0.036
290.4
285.9
STM 115
294.54
290.4
4.1
Combo - NCDOT 840.03
0.1
0
0.7
1.4
STM 114
STM 112
0.4
0.826
7.22
15
Class III RCP
57.7
6.59
2.39
2.41
0.01
286.5
285.9
STM 114
287.34
286.5
0.8
Drop- Grate - NCDOT 840.15
1.33
0
2.6
8.8
STM 113
STM 112
0.66
0.26
7.22
15
Class III RCP
26.4
7.95
1.24
1.09
0.015
286.3
285.9
STM 113
28 ..64
286.3
3.3
Combo - NCDOT 840.03
STM 109
0.66
0.03
1.3
3.3
STM 112
STM 111
0.84
0.086
7.1
15
Class III RCP
31
17.21
0.51
4.43
0.071
285.8
283.6
STM 112
291.48
285.8
5.7
Combo - NCDOT 840.03
STM 111
0.29
0
1
2
STM 111
STM 110
0.84
0.038
7.09
15
Class III RCP
43.5
8.19
0.22
4.66
0.016
283.5
282.8
STM 111
288
283.5
4.5
Combo - NCDOT 840.03
STM 108
0.13
0
0.7
1.5
STM 110
STM 108
0.55
0.648
7.066
15
Class III RCP
59.5
8.37
2.52
7.19
0.017
282.7
281.7
STM 110
286.04
282.7
3.3
Combo - NCDOT 840.03
1.44
0
3.8
5.6
STM 109
STM 108
0.66
0.168
7.22
15
Class III RCP
32.9
6.16
0.8
0.82
0.009
281.8
281.5
STM 109
285.05
281.8
3.3
Combo - NCDOT 840.03
STM 107
0.45
0.02
1.3
3.5
STM 108
STM 106
0.66
0.274
7.037
15
Class III RCP
230.1
10.86
1.27
8.96
0.028
281.4
274.9
STM 108
285
281.4
3.6
Combo - NCDOT 840.03
STM 106
0.65
0.08
1.5
4.3
STM 107
STM 106
0.6
0.422
7.22
15
Class III RCP
26
6.94
1.83
1.42
0.012
275.2
274.9
STM 107
278.49
275.2
3.3
Combo - NCDOT 840.03
STM 104
0.87
0.17
1.7
5
STM 106
STM 105
0.6
0.277
6.95
18
Class III RCP
102.7
16.06
1.16
11.32
0.023
274.65
272.25
STM 106
278.49
274.65
3.8
Combo - NCDOT 840.03
STM 105
0.67
0.08
1.5
4.3
STM 105
STM 103
0.66
0.132
6.91
18
Class III RCP
50.5
18.7
0.6
13.35
0.032
272
270.4
STM 105
275.6
272
3.6
Combo - NCDOT 840.03
STM 103
0.42
0.01
1.2
3.2
STM 104
STM 105
0.66
0.267
7.22
15
Class III RCP
26.2
9.36
1.27
1.35
0.021
272.75
272.2
STM 104
276
272.75
3.3
Combo - NCDOT 840.03
STM 101
0.77
0.12
1.6
4.6
STM 103
STM 102
0.67
0.052
6.894
24
Class III RCP
71.6
31.63
0.24
15.11
0.02
269.9
268.5
STM 103
274.09
269.9
4.2
Combo - NCDOT 840.03
STM 102
0.15
0
0.8
1.7
STM 102
STM 101
0.55
0.279
6.867
24
Class III RCP
50.9
22.41
1.05
20.67
0.01
268.4
267.9
STM 102
272.56
2611.4
4.2
Combo - NCDOT 840.03
0.61
0.01
1.1
2.7
STM 101
STM 100
0.68
0.399
6.698
24
Class III RCP
67.8
58.27
1.82
28.55
0.066
265.5
261
STM 101
271.9
265.5
6.4
Combo - NCDOT 840.03
1.21
0
3.6
4.8
Notes:
Entire length of pipe is o-ring gasketed w/ joints double -wrapped in non -woven filter fabric. Upstream structure shall be constructed with watertight gaskets, and pipes fit into structure with watertight gaskets.
Gutter spread computations shown in this table are based on the 4in/hr storm.
Gutter spread bypass targets are only shown for on -grade structures which bypass to on -site targets. Structures in a sag do not have bypass targets.
Pipe sizing is based on 10-year storm intensities showin herein.
Intensities shown are based on a time of concentration (Tc) of 5 minutes.
Total System Flow is calculated based on flow intercepted at structure. Bypassed flow captured from upstream structures is included and pipe sizes are calculated accordingly.
Rim Elevations:
NCDOT 840.03 rim elev is @ flow line, middle of frame. Back of curb elev is rim elev +0.50'
NCDOT 840.15 rim elev is @ top of grate

ctf
274.
27,
273.
27
272.
27.
271.
27
270.
27
269.
26
268.
26
267.
26
266.
26
265.
26
264.
26
263.
26
262.
26
261.
26,
Profile Report
Profile: STM 103 TO STM 100
STM 103 TO STM 100 - Coats - 10yr
Label: STM 103
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011,9 2012513013514014,9 5015516C16,9 70179 80185190195
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
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Profile Report
Profile: STM 104 TO STM 105
Label: sST10 104 TO STM 105 - Coats - 1 Oyr
Type: Catch Basin
I b: 238
276.000000000001
275.900000000001
275.800000000001
275.700000000001
275.600000000001
275.500000000001
275.400000000001
275.300000000001
275.200000000001
275.100000000001
275.000000000001
274.900000000001
274.800000000001
274.700000000001
2 �00000000001
ALW00000000001
0000000001
274.300000000001
2C:200000000001
O 274.1
-1--+ 274
Cu 273.9
> 273.8
273.7
_ 273.6
W 273.5
273.4
273.3
273.2
273.1
273
272.9
272.8
272.7
272.6
272.5
272.4
272.3
272.2
272.1
272
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 212223242526272829
Station (ft)
n
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
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Profile Report
Profile: STM 106 TO STM 103
STM 106 To STM 103 - Coats - 1Oyr
Label: STM 106
Type: Catch Basin
278.6 ID: 179
278.4
278.2
278
277.8
277.E
277.4
277.2
277
276.8
276.E
276.4
276.2
276
275.8
275.6
r�
275.4
}�
275.2
275
P74.8
274.6
p
.
n _dun
STM,
C
C
0 274.4
274.2
}�
274
273.8
> 273.6
273.4
273.2
273
W 272.8
272.6
272.4
272.2
272
271.8
271.6
271.4
271.2
271
270.8
270.6
270.4
270.2
270
269.8
103
asin
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 107 TO STM 106
Label: sSTIM7 107 TO STM 106 - Coats -Ljk@f TM 106
Type: Catch Basin Type: Catch Basin
278.500000000001
278.400000000001
278.300000000001
278.200000000001
278.100000000001
278.000000000001
277.900000000001
277.800000000001
277.700000000001
277.600000000001
277.500000000001
277.400000000001
277.300000000001
277.200000000001
002M100000000001
=7.000000000001
'*- f.900000000001
F6.800000000001
.700000000001
276.6
+�
276.5
cc
276.4
276.3
276.2
276.1
W
276
275.9
275.8
275.7
275.6
275.5
275.4
275.3
275.2
275.1
275
274.9
274.8
274.7
274.6
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 2122 23 24 25 26 27 28 29
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 109 TO STM 108
Label: S-&-FM 109 TO STM 108 - Coats -A0&VI:rSTM 108
Type: Catch Basin Type: Catch Basin
2$5.100000000001 117). 940 i ^. -1 0 n
285.000000000001
284.900000000001
284.800000000001
284.700000000001
284.600000000001
284.500000000001
284.400000000001
284.300000000001
284.200000000001
284.100000000001
284.000000000001
283.900000000001
�jic�:IlIIIIII'
3.700000000001
�3.600000000001
283.500000000001
283.4
Q 283.3
a--+ 283.2
m 283.1
� v\ 283
/� 282.9
282.8
W 282.7
282.6
282.5
282.4
282.3
282.2
282.1
282
281.9
281.8
281.7
281.6
281.5
281.4
281.3
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122232425262728293031 32 33 34 35
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

w
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 110 TO STM 106
STM 110 TO STM 106
Label: STM 110
Type: Catch Basin
286.5 I p -Ar
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
Coats - 10yr
Label: P24
Label: STM 108 Type: Conduit
106
Basin
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

w
Profile Report
Profile: STM 113 TO STM 112
STM 113 TO STM 112 - Coats - 10yr
Labe : STM 112
Type: Catch Basin
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

r�
4-0
O
-r-
_(D
w
291.6
291.4
291.2
291
290.8
290.6
290.4
290.2
290
289.8
289.6
289.4
289.2
289
288.8
288.6
288.4
288.2
288
287.8
287.6
287.4
287.2
287
286.8
286.6
286.4
286.2
286
285.8
285.6
285.4
285.2
285
284.8
284.6
284.4
284.2
284
283.8
283.6
283.4
283.2
283
282.8
282.6
Profile Report
Profile: STM 114 TO STM 110
STM 114 TO STM 110- Coats - 10yr
Label: STM 112
Type: Catch Basin
110
Basin
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 116 TO STM 112
STM 116 TO STM 112 - Coats - 10yr
Label: STM 116
Type: Catch Basin
296. 199999999999 I D : 334
295.999999999999
295.799999999999
295.599999999999 Abel: STM 115
295.399999999999
295.199999999999 Labe . e: Catch Basin
294.999999999999
294.799999999999 Type: Con 333
294.E
294.4 D: 335
294.2
294
293.8
293.6
293.4
293.2
293
292.8
292.6
292.4
n
a e1: STI\
�••~+ 292.2
292
Type: Catch
291.8
291
I D: 18'
.6
291.4
O 291.2
291
}+
290.
290.6
290.4
/� 290.2
290
289.8
289.
w 289.4
289.2
289
288.8
288.6
zzz
288.4
288.2
288
287.8
287.6
287.4
287.2
287
286.8
286.6
286.4
286.2
286
285.8
1 112
Basin
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
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StormCAD
[10.03.03.44]
Page 1 of 1

000-1
O
W
287.0
28TYP
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
Profile Report
Profile: STM 121 TO STM 103
STM 121 TO STM 103 - Coats - 10yr
Label: P20
Type: Conduit
ID: 133
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260
Station (ft)
103
Basin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
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�1
�%-100
0
4--+
co
_W
W
Label: STM 131
TYPE
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
269
268.5
268
267.5
267
266.5
266
265.5
265
264.5
264
263.5
263
262.5
262
261.5
261
Profile Report
Profile: STM 131 TO STM 100
STM 131 TO STM 100 - Coats - 1Oyr
Label: P14
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 132 TO STM 131
Label: s�TIN 132 TO STM 131 - Coats - 10yr
Type: Catch Basin
in. 179
279.900000000001
279.800000000001
279.700000000001
279.600000000001
279.500000000001
279.400000000001
279.300000000001
279.200000000001
279.100000000001
279.000000000001
278.900000000001
278.800000000001
278.700000000001
278.600000000001
=M0000000001
4R4.400000000001
"!rM'300000000001
2=.200000000001
278.1
O
_ 278
+� 277.9
277.8
> 277.7
277.6
277.5
W 277.4
277.3
277.2
277.1
277
276.9
276.8
276.7
276.6
276.5
276.4
276.3
276.2
276.1
276
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132
Station (ft)
�1
sin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

291
Lcl�91
Ty pe:5 C
281 D
288.
288
287.5
287
286.5
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
Profile Report
Profile: STM 133 TO STM 131
STM 133 TO 91hAil3dB�-Coats - 10yr
Type: Conduit
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 091015120 29 30 39 40 49 50 55160 65170 79 80 89 90 9a0(205
Station (ft)
1 131
Basin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 134 TO STM 133
Label: S.P,TN 134 TO STM 133 - Coats - 10yr
Type: Catch Basin
289.100000000001
289.000000000001
288.900000000001
288.800000000001
288.700000000001
288.600000000001
288.500000000001
288.400000000001
288.300000000001
288.200000000001
288.100000000001
288.000000000001
287.900000000001
287.800000000001
,?AZ.700000000001
4OM600000000001
V00000000001
400000000001
..300000000001
200000000001
287.1
4-0 287
cu 286.9
> 286.8
^' 286.7
VJ 286.6
W 286.5
286.4
286.3
286.2
286.1
286
285.9
285.8
285.7
285.6
285.5
285.4
285.3
285.2
285.1
285
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122232425262728293031 32
Station (ft)
2
sin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

w
274 T
273.5
273
272.5
272
271.5
271
270.5
270
269.5
269
268.5
268
267.5
267
266.5
266
265.5
265
264.5
264
263.5
263
262.5
262
261.5
261
Profile Report
Profile: STM 142 TO STM 100
STM 142 TO STM 100 - Coats - 1Oyr
Label: STM 142 Label: STM 141
Label: STM 140
ne- Catch
ID:
sin T
163 ID: 16
��•�
y ID:
161vGJ
La
el: STIA
101
La
el: PO
Type.
Catch
Basin
Type:
ID:
Conduit
147
La
Type:
el: P07
Conduit
Label: PO
T Con
uit
Label:
P05
Type:
ID
Conduit
15
TV36woutil
154
11
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

w
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 144 TO STM 142
STM 144 TO STM 142
Label: STM 144
T$y.pe: Catch Basin
283 I D :
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
Label: P10
Type: Conduit
ID: 135
- Coats - 10yr
1 142
Basin
3
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Center
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StormCAD
[10.03.03.44]
Page 1 of 1

C
0
-1-_jcc
a�
Ini
Profile Report
Profile: STM 145 TO STM 144
TM 145 TO SlMrM4 - Coats - 1Oyr
Label: STM 45 Type: Conduit
Type: Catch Basin ID: 125
-
29 D
289.5
289
288.5
288
287.5
287
286.5
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
'M 144
:h Basin
3%5
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510q 05110115120125130135i 40145i 50155i 6016517017518018519019g0(P05
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
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StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 202 TO STM 200
STM 202 TO STM 200
Label: STM 202
Type: Catch Basin Label: P02
ID: 156 Type: Conduit
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
269
268.5
268
267.5
267
266.5
266
265.5
265
264.5
264
263.5
263
262.5
262
261.5
261
- Coats - 10yr
TM 200
Dutfall
153
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

w
Profile Report
Profile: STM 204 TO STM 202
STM 204 TO STM 202 - Coats - 10yr
Label: STM 204
Type: Catch Basin
287
286.5
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
nhai- Pnd
202
Basin
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

ctf
274.
27,
273.
27
272.
27.
271.
27
270.
27
269.
26
268.
26
267.
26
266.
26
265.
26
264.
26
263.
26
262.
26
261.
26,
Profile Report
Profile: STM 103 TO STM 100
STM 103 TO STM 100 - Coats - 25yr
Label: STM 103
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011,9 2012513013514014,9 5015516C16,9 70179 80185190195
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 104 TO STM 105
Label: sST10 104 TO STM 105 - Coats - 25yr
Type: Catch Basin
I b: 238
276.000000000001
275.900000000001
275.800000000001
275.700000000001
275.600000000001
275.500000000001
275.400000000001
275.300000000001
275.200000000001
275.100000000001
275.000000000001
274.900000000001
274.800000000001
274.700000000001
2 �00000000001
ALW00000000001
0000000001
274.300000000001
2C:200000000001
O 274.1
-1--+ 274
Cu 273.9
> 273.8
273.7
_ 273.6
W 273.5
273.4
273.3
273.2
273.1
273
272.9
272.8
272.7
272.6
272.5
272.4
272.3
272.2
272.1
272
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 212223242526272829
Station (ft)
n
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 106 TO STM 103
STM 106 TO STM 103 - Coats - 25yr
Label: STM 106
Type: Catch Basin
278.E III. 17g
278.4
278.2
278
277.8
277.6
277.4
277.2
277
276.8
276.6
276.4
276.2
276
275.8
275.6
275.4
275.2
275
274.8
274.6
274.4
2742
274
273.8
273.6
273.4
273.2
273
272.8
272.6
272.4
272.2
272
271.8
271.6
271.4
2712
271
270.8
270.6
270.4
270.2
270
269.8
103
lasin
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 107 TO STM 106
Label: sSTIM7 107 TO STM 106 - Coats -1-25fSTM 106
Type: Catch Basin Type: Catch Basin
278.500000000001
278.400000000001
278.300000000001
278.200000000001
278.100000000001
278.000000000001
277.900000000001
277.800000000001
277.700000000001
277.600000000001
277.500000000001
277.400000000001
277.300000000001
277.200000000001
002M100000000001
=7.000000000001
'*- f.900000000001
F6.800000000001
.700000000001
276.6
+�
276.5
cc
276.4
276.3
276.2
276.1
W
276
275.9
275.8
275.7
275.6
275.5
275.4
275.3
275.2
275.1
275
274.9
274.8
274.7
274.6
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 2122 23 24 25 26 27 28 29
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 109 TO STM 108
Label: S-&-FM 109 TO STM 108 - Coats - 490,Yr STM 108
Type: Catch Basin Type: Catch Basin
2$5.100000000001 117). 940 i ^. -1 0 n
285.000000000001
284.900000000001
284.800000000001
284.700000000001
284.600000000001
284.500000000001
284.400000000001
284.300000000001
284.200000000001
284.100000000001
284.000000000001
283.900000000001
�jic�:IlIIIIII'
3.700000000001
�3.600000000001
283.500000000001
283.4
Q 283.3
a--+ 283.2
m 283.1
� v\ 283
/� 282.9
282.8
W 282.7
282.6
282.5
282.4
282.3
282.2
282.1
282
281.9
281.8
281.7
281.6
281.5
281.4
281.3
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122232425262728293031 32 33 34 35
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

w
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 110 TO STM 106
STM 110 TO STM 106
Label: STM 110
Type: Catch Basin
286.5 I p : -Ar
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
Coats - 25yr
Label: P24
Label: STM 108 Type: Conduit
106
Basin
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

w
Profile Report
Profile: STM 113 TO STM 112
STM 113 TO STM 112 - Coats - 25yr
Labe : STM 112
Type: Catch Basin
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

r�
4-0
O
-r-
_(D
w
291.6
291.4
291.2
291
290.8
290.6
290.4
290.2
290
289.8
289.6
289.4
289.2
289
288.8
288.6
288.4
288.2
288
287.8
287.6
287.4
287.2
287
286.8
286.6
286.4
286.2
286
285.8
285.6
285.4
285.2
285
284.8
284.6
284.4
284.2
284
283.8
283.6
283.4
283.2
283
282.8
282.6
Profile Report
Profile: STM 114 TO STM 110
STM 114 TO STM 110 - Coats - 25yr
Label: STM 112
Type: Catch Basin
110
Basin
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 116 TO STM 112
STM 116 TO STM 112 - Coats - 25yr
Label: STM 116
Type: Catch Basin
296. 199999999999 I D : 334
295.999999999999
295.799999999999
295.599999999999 Abel: STM 115
295.399999999999
295.199999999999 Labe . e: Catch Basin
294.999999999999
294.799999999999 Type: Con 333
294.E 5
294.4 D: 33
294.2
294
293.8
293.6
293.4
293.2
293
292.8
292.6
292.4
n
a e1: STI\
�••~+ 292.2
292
Type: Catch
291.8
� 291.6
ID: 18'
291.
O 291.2
291
}+
290.
290.6
290.4
/� 290.2
290
289.8
289.
w 289.4
289.2
289
288.8
288.6
288.4
288.2
288
287.8
287.6
287.4
287.2
287
286.8
286.6
286.4
286.2
286
285.8
1 112
Basin
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

000-1
O
W
287.0
28TYP
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
Profile Report
Profile: STM 121 TO STM 103
STM 121 TO STM 103 - Coats - 25yr
Label: P20
Type: Conduit
ID: 133
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260
Station (ft)
103
Basin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

�1
�%-100
0
4--+
co
_W
W
Label: STM 131
Type
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
269
268.5
268
267.5
267
266.5
266
265.5
265
264.5
264
263.5
263
262.5
262
261.5
261
Profile Report
Profile: STM 131 TO STM 100
STM 131 TO STM 100 - Coats - 25yr
Label: P14
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 132 TO STM 131
Label: s�TIN 132 TO STM 131 - Coats - 25yr
Type: Catch Basin
in. 179
279.900000000001
279.800000000001
279.700000000001
279.600000000001
279.500000000001
279.400000000001
279.300000000001
279.200000000001
279.100000000001
279.000000000001
278.900000000001
278.800000000001
278.700000000001
278.600000000001
=M0000000001
4R4.400000000001
"!rM'300000000001
2=.200000000001
278.1
O
_ 278
+� 277.9
277.8
> 277.7
277.6
277.5
W 277.4
277.3
277.2
277.1
277
276.9
276.8
276.7
276.6
276.5
276.4
276.3
276.2
276.1
276
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132
Station (ft)
�1
sin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

291
Lcl�91
Ty pe:5 C
281 D
288.
288
287.5
287
286.5
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
Profile Report
Profile: STM 133 TO STM 131
STM 133 TO 91hAil3dB�-Coats - 25yr
Type: Conduit
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 091015120 29 30 39 40 49 50 55160 65170 79 80 89 90 9a0(205
Station (ft)
1 131
Basin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 134 TO STM 133
Label: S.P,TN 134 TO STM 133 - Coats - 25yr
Type: Catch Basin
289.100000000001
289.000000000001
288.900000000001
288.800000000001
288.700000000001
288.600000000001
288.500000000001
288.400000000001
288.300000000001
288.200000000001
288.100000000001
288.000000000001
287.900000000001
287.800000000001
,?AZ.700000000001
4OM600000000001
V00000000001
400000000001
..300000000001
200000000001
287.1
4-0 287
cu 286.9
> 286.8
^' 286.7
VJ 286.6
W 286.5
286.4
286.3
286.2
286.1
286
285.9
285.8
285.7
285.6
285.5
285.4
285.3
285.2
285.1
285
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 2122232425262728293031 32
Station (ft)
2
sin
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

O
a-J
CO
w
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
269
268.5
268
267.5
267
266.5
266
265.5
265
264.5
264
263.5
263
262.5
262
261.5
261
Profile Report
Profile: STM 142 TO STM 100
STM 142 TO STM 100 - Coats - 25yr
Label: STM 142 Label: STM 141
Type; CAtrh Racin T%mp• i'atrh Racin
ID
Label: STM 140
Type: Catch Basin
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

w
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 144 TO STM 142
STM 144 TO STM 142
Label: STM 144
T$y.pe: Catch Basin
283 I D :
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
Label: P10
Type: Conduit
ID: 135
- Coats - 25yr
1 142
Basin
3
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 145 TO STM 144
TM 145 TO SlMrM4 - Coats - 25yr
Label: STM 45 Type: Conduit
Type: Catch Basin ID: 125
290.
29
289.5
289
288.5
288
287.5
287
286.5
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
0 144
i Basin
5
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 0511015120 25130 35140145150 5516016517017518018519019!20(P05
Station (ft)
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 202 TO STM 200
STM 202 TO STM 200
Label: STM 202
Type: Catch Basin Label: P02
ID: 156 Type: Conduit
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
269
268.5
268
267.5
267
266.5
266
265.5
265
264.5
264
263.5
263
262.5
262
261.5
261
- Coats - 25yr
TM 200
Dutfall
153
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

w
Profile Report
Profile: STM 204 TO STM 202
STM 204 TO STM 202 - Coats - 25yr
Label: STM 204
Type: Catch Basin
287
286.5
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
nhai- Pnd
202
Basin
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Swale Summary
PROPOSED PROJECT INFORMATION:
Project:
Messer Parcels
Location:
187 E. Stewart. St. Coats, NC
Project Number:
C21020
Date:
11/17/2021
Designed:
ZA
Checked:
LL
Outlet ID:
Location
Area
(SF)
C-Value
Stress
(psf)
V10
(fps)
Q10
(cfs)
Channel
Depth (ft)
Width
(ft)
Slopes
(X:1)
Channel
Slope
Lining Type
Swale 1
1.75
0.60
1.15
3.98
6.97
1.50
2
3
3.7
Bermudagrass
Swale 2
1.17
0.60
1.37
14.00
4.68
1 1.48
1
3
4.59
Bermudagrass
Swale 3
1.68
0.60
0.71
2.92
4.90
1.60
1
3
1.9
Bermudagrass
Swale 4
1.80
0.60
1.05
3.80
6.84
1.51
2
3
3.3
Bermudagrass
Swale 5
1.50
0.60
0.53
2.45
3.67
1.50
1
4
1.7
Bermudagrass
*Note:
Bermudagrass classified as Class B Retardance, Good stand, tall (average 12").

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 1
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.74
ac
Qio
3.49
cfs
Additional Flow
cfs
Po Total, Qdesign
3.49
cfs
Channel Information:
Channel Bottom Width, b
2.0 ft/ft
Side Slope (x:1)
3.0
Channel Slope, S
0.037 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Lining T Bermudagrass
Maximum Permissible Velocity {Vmax) (fp
4
Permissible Shear Stress {tp} (psf)
�-2 .10
Calculations:
e
1.5
ft
Side Slope Length, m
1.6
ft
Top Width, T
5.0
ft
Channel Area, A
1.75
sq ft
Wetted Perimeter, PW
5.16
ft
Hydraulic Radius, Rh
0.34
ft
Mannings "n"
0.035
Calculated Flow Rate, Qcalc
6.97
cfs
Calculated Velocity, Vcalc
3.98
fps
Calculated Shear Stress, tcalc
1.15
psf
Q calc % Q design? yes
V calc <_ V max? yes
t calc <_ t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 2
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.49
ac
Qio
2.30
cfs
Additional Flow
0.00
cfs
Po Total, Qdesign
2.30
cfs
Channel Information:
Channel Bottom Width, b
1.0 ft/ft
Side Slope (x:1)
3.0
Channel Slope, S
0.046 ft/ft
Flow Depth, d
0.48 ft
Selected Channel Lining:
Selected Channel Lining T Bermudagrass
Maximum Permissible Velocity {Vmax) (fp
4
Permissible Shear Stress {tp} (psf)
�-2 .10
Calculations:
e
1.4
ft
Side Slope Length, m
1.5
ft
Top Width, T
3.9
ft
Channel Area, A
1.17
sq ft
Wetted Perimeter, PW
4.04
ft
Hydraulic Radius, Rh
1 0.29
ft
Mannings "n"
1 0.035
Calculated Flow Rate, Qcalc
4.68
cfs
Calculated Velocity, Vcalc
4.00
fps
Calculated Shear Stress, tcalc
1.37
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 3
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.83
ac
Qio
3.87
cfs
Additional Flow
0.00
cfs
Po Total, Qdesign
3.87
cfs
Channel Information:
Channel Bottom Width, b
1.0 ft/ft
Side Slope (x:1)
3.0
Channel Slope, S
0.019 ft/ft
Flow Depth, d
0.60 ft
Selected Channel Lining:
Selected Channel Lining T Bermudagrass
Maximum Permissible Velocity {Vmax) (fp
4
Permissible Shear Stress {tp} (psf)
�-2 .10
Calculations:
e
1.8
ft
Side Slope Length, m
1.9
ft
Top Width, T
4.6
ft
Channel Area, A
1.68
sq ft
Wetted Perimeter, PW
4.79
ft
Hydraulic Radius, Rh
1 0.35
ft
Mannings "n"
1 0.035
Calculated Flow Rate, Qcalc
4.90
cfs
Calculated Velocity, Vcalc
2.92
fps
Calculated Shear Stress, tcalc
0.71
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 4
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
1.44
ac
Qio
6.76
cfs
Additional Flow
cfs
Po Total, Qdesign
6.76
cfs
Channel Information:
Channel Bottom Width, b
2.0 ft/ft
Side Slope (x:1)
3.0
Channel Slope, S
0.033 ft/ft
Flow Depth, d
0.51 ft
Selected Channel Lining:
Selected Channel Lining T Bermudagrass
Maximum Permissible Velocity {Vmax) (fp
4
Permissible Shear Stress {tp} (psf)
�-2 .10
Calculations:
e
1.5
ft
Side Slope Length, m
1.6
ft
Top Width, T
5.1
ft
Channel Area, A
1.80
sq ft
Wetted Perimeter, PW
5.23
ft
Hydraulic Radius, Rh
1 0.34
ft
Mannings "n"
1 0.035
Calculated Flow Rate, Qcalc
6.84
cfs
Calculated Velocity, Vcalc
3.80
fps
Calculated Shear Stress, tcalc
1.05
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 5
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.31
ac
Qio
1.45
cfs
Additional Flow
cfs
Po Total, Qdesign
1.45
cfs
Channel Information:
Channel Bottom Width, b
1.0 ft/ft
Side Slope (x:1)
4.0
Channel Slope, S
0.017 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Lining T Bermudagrass
Maximum Permissible Velocity {Vmax) (fp
4
Permissible Shear Stress {tp} (psf)
�-2 .10
Calculations:
e
2.0
ft
Side Slope Length, m
2.1
ft
Top Width, T
5.0
ft
Channel Area, A
1.50
sq ft
Wetted Perimeter, PW
5.12
ft
Hydraulic Radius, Rh
1 0.29
ft
Mannings "n"
1 0.035
Calculated Flow Rate, Qcalc
3.67
cfs
Calculated Velocity, Vcalc
2.45
fps
Calculated Shear Stress, tcalc
0.53
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

A underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Messer Parcels
Location: NC Highway 27 Coats, NC
Project Number: C21020
Date: 1 1 / 17/2021
Designed: ZA
Checked: LL
Outlet ID: SCM 1
Pipe diameter= 24 inches
Pipe slope= 1 %
Roughness Coef.= 0.013
Full Flow Capacity= 1.26 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity= 0.40 ft/sec
Lone from grapn above =
Is grade of apron 10% or more:
N
Y/N
Zone used =
2
Length =
12.0 ft.
Outlet pipe diameter=
24 in.
Width at Outlet =
6.0 ft.
Outlet flowrate=
1.3 cfs
Width at end of Pad=
19.9 ft.
Outlet velocity=
0.40 ft/sec
Stone diameter =
8 in.
Material =
Class B
Thickness =
12 in.
Zone
Material
Diameterj
Thickness
Length
1
Class A
4
6
4 x D(o)
2
Class B
8
12
6 x D(o)
3
Class 1
10
15
8 x D(o)
4
Class 1
10
15
8 x D(o)
5
Class 11
14
21
10 x D(o)
6
Class 11
14
21
10 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

APPENDIX D: ENVIRONMENTAL
EVALUATION
1149 Executive Circle, Suite C-1 Cary, NC 21511
NCBELS # C-3847 1 919.576.9733
underfoot
Forward Thinking. Grounded Design.
E N G I N E E R I N G www.underfootengineering.com

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