SW6220202_Stormwater Report_20221213 (2)

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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
I st Submittal: November 17, 2021
2nd Submittal: August 5, 2022
3rd Submittal: November 28, 2022
032674 1
F;;ciNe�:°`��;� 2022.11.28
Landon Lovelace, PE
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
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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
APPENDIX A: MAPS................................................................................................................A
FEMA FIRM PANEL.........................................................................................................A
DRAINAGE AREA 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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_1149 Executive Circle -Suite C-1, Cary, NC 27511
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_ 919.576.9733 1 NCBELS C-3847
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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_1149 Executive Circle -Suite C-1, Cary, NC 27511
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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
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
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FEMA SCCrPER.�T'i I6 7ECHNICALPARTNE1
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
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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, A99
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
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510 ®
National Geodetic Survey bench mark
BM5510<81
Contractor Est. NCFMP Survey bench mark
0�1•$-2—
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
a - - - - -
Coastal Transect
--- ---
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
NOTES TO USERS
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.com
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
SCALE
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 2,000
Feet
Meters
0 150 300 600
PANEL LO CATO R
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CUMBERLAND COUNTY
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NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
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COATS, TOWN OF 370558 0680 J
HARNETT COUNTY 370328 0680 J
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MAP NUMBER
3720068000J
MAP REVISED
10/03/06

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PLAN REVISIONS
# I 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.
MESSER
PARCELS
187, 203 & 249
EAST STEWART STREET
COATS, NC
PROJECT #:
C21020
DRAWN BY:
ZA
REVIEWED BY:
ILL
1 ST SUBMITTAL:
2021.1 1.17
SCALE:
AS NOTED
PRELIMINARY
NOT FOR CONSTRUCTION
PREPARED FOR:
T&L COATS, LLC
165 SOMMERVILLE
PARK ROAD
RALEIGH, NC
IaI a1111INaDII YA
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ENGINEERING
1 149 EXECUTIVE CIRCLE
CARY, NC 27511
P:919.576.9733
NCBELS # C-3847
SEALED:
SHEET:
POST - DA
MAP

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MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
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
4�
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:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
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.
usoA 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
Bibb soils, frequently flooded
17.3
11.3%
DoA
Dothan loamy sand, 0 to 2
percent slopes
19.8
12.9%
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
163.8
100.0%
USDA Natural Resources Web Soil Survey 11/17/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

APPENDIX B: SCM CALCULATIONS
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ENGINEERING
SCM SIZING
SCM ROUTING
O&M MANUAL
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
Forward Thinking. Grounded Design.
www.underfootengineering.com

C-3: WET DETENTION BASIN DESIGN
PROJECT INFORMATION
Project Name:
WET POND 1
Project Location:
Drainage Area 1
Project Number:
C21020
Date:
1 1 /1 7/2021
Project Designer:
EB
Checked By:
LL
DRAINAGE AREA INFORMATION
Drainage Area Name:
DA1
Drainage Area (DA) =
423,247 SF 9.71641
Impervious Area (IA) =
158,229 SF
Percent Impervious (I) =
37.38
Water Quality Design Storm =
1 INCHE(S)
REQUIRED STORAGE VOLUME - SIMPLE METHOD
Determine Rv Value = 0.05 + 0.009 (I) = 0.39 IN/IN
Storage Volume Required =
13,631 CF Based on Simple Method
REQUIRED SUFACE AREA
SA/DA = 2.26 From SA/DA Table 2 in Stormwater Design Manual
Min Req'd Surface Area = 9,565 SF (at Permanent Pool)
WET POND ELEVATIONS
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 VOLUMES
Area of Permanent Pool =
16,886
SF
Area of Bottom of Vegetated Shelf =
14,300
SF
Volume of Main Pool (Excluding Forebay) =
53,262
CF
Volume ofForebay =
10,119
CF
Volume of Main Pool (Exluding Vegetated Shelf) =
46,715
CF
Percentage of Forebay to Main Pool =
19.0
%
PERMANENT POOL SURFACE AREA
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes
Proposed Surface Area =
16,886 SF
Required surface Area =
9,565 SF
OK
Elev. 266.50
AVERAGE DEPTH
Depth of Pond = 6.00 ft Depth (disc. btwn. bot. of shelf & btm. of pond, excludes sediment)
Average Depth = 4.20 ft Based on Equation 3 in Wet Pond MDC
Use Average Depth of = 4.00 ft

C-3: WET DETENTION BASIN DESIGN CONT'D
1.0 INCH VOLUME ELEVATION
Required Temporary Pool Volume = 13,631 CF
Permanent Pool Elevaton = 266.50
Temporary Pool Elevation = 267.75
Provided Temporary Pool Volume = 23,088 CF
ORIFICE SIZING
Q2Dan=
0.1336
CFS
O5Dan=
0.0534
CFS
Orifice Size =
2.00
IN
Driving Head (H j =
0.22
FT
OOrf­ =
0.066
CFS
Drawdown Time =
4.08
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
16,886
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
23,088
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

SCM 1 - FOREBAY/STORAGE TABLE
CONTOUR
ELEVATION (FT)
AREA
(SF)
VOLUME
(CF)
VOLUME
(CF)
261
859
0
0
262
1 167
1,013
1,013
263
1510
1,339
2,352
264
1885
1,698
4,049
265
2293
2,089
6,138
266
2730
2,512
8,650
266.5
3147
1,469
10,119
SCM 1 - MAIN POOL/STORAGE TABLE
CONTOUR
ELEVATION (FT)
AREA
(SF)
VOLUME
(CF)
VOLUME
(CF)
261
6457
0
0
262
7569
7,013
7,013
263
8690
8,130
15,143
264
9876
9,283
24,426
265
11128
10,502
34,928
266
12447
11,788
46,715
266.5
13739
6,547
53,262

EXISTING CONDITIONS
Project Name: Messer Parcels
Project Number: C21020
Date: 1 1 /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: 2022.07.20
Designed By: ZA
Checked By: LL
DRAINAGE AREA = Post DA1 to Wet Pond 1
LAND COVER
HSG
CN
AREA (SF)
CN*Area
AREA(AC)
Onsite Impervious - Roads/Sidewalk
A
98
68910
6753180
1.58
Offsite Impervious - Roads/Sidewalk
A
98
1 1 19
109662
0.03
Onsite Impervious - Roads/Sidewalk
D
98
0
0
0.00
Onsite Impervious - Lots
A
98
73362
7189476
1.68
Onsite Impervious - Lots
D
98
14838
1454124
0.34
Open Space (fair)
A
49
67982
3331118
1.56
Open Space (fair)
D
84
26615
22356601
0.61
Open Space Lots (fair)
I A
1 491
143010
70074901
3.28
Open Space Lots (fair)
I D
1 841
27555
23146201
0.63
423391 30395330
WEIGHTED CURVE NUMBER =
DRAINAGE AREA = Post DA1 Undetained
9.72
72
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
841
26789
2250276
0.61
Onsite Woods (fair)
A
36
0
0
0.00
Onsite Woods (fair)
D
79
38507
3042053
0.88
115217 7738458
WEIGHTED CURVE NUMBER =
2.65
67

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® byAutodesk, Inc. v2020
1 2 3
CD
V5
Leaend
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 ndiF W.S�grMWdt-6v\ER6Bjing\2021.
1.17

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
------
13.38
20.27
-------
-------
41.95
56.67
-------
82.07
POST DA1 TO WET POND
3
SCS Runoff
------
1.953
3.356
-------
-------
8.043
11.29
-------
17.11
POST DA1 UNDETAINED
4
Reservoir
2
0.111
0.394
-------
-------
1.289
5.448
-------
44.36
POST DA1 ROUT
5
Combine
3,4
2.020
3.445
-------
-------
8.921
12.61
-------
61.29
POST DA1
Proj. file: 2021.11.17 Routing.gpw
Wednesday, 07 / 20 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v2022
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
13.38
2
718
27,125
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
1.953
2
722
5,901
------
------
------
POST DA1 UNDETAINED
4
Reservoir
0.111
2
1442
23,615
2
267.70
22,667
POST DA1 ROUT
5
Combine
2.020
2
722
29,516
3,4
------
------
POST DA1
2021.11.17 Routing.gpw
Return Period: 1 Year
Wednesday, 07 / 20 / 2022

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
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, 07 / 20 / 2022
= 0.144 cfs
= 778 min
= 4,093 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
9.720 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
1M
M. Me
4.00
2.00
M
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, 07 / 20 / 2022
= 13.38 cfs
= 718 min
= 27,125 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
: E@
4.00
w of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
M
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, 07 / 20 / 2022
= 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)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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)
({0})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
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
= 0.111 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 23,615 cuft
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
= 267.70 ft
Reservoir name
= WET POND
Max. Storage
= 22,667 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
MIX
N. We
4.00
2.00
POST DA1 ROUT
Hyd. No. 4 -- 1 Year
Q (cfs)
14.00
12.00
10.00
H. Us@
4.00
2.00
0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 — Hyd No. 2 Total storage used = 22,667 cult

Pond Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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)
0.00
266.50
0.50
267.00
1.50
268.00
2.50
269.00
3.50
270.00
4.50
271.00
Contour area (sqft)
16,886
18,826
20,537
22,303
24,127
26,007
Incr. Storage (cuft)
0
8,923
19,673
21,412
23,207
25,059
Total storage (cuft)
0
8,923
28,596
50,008
73,215
98,273
Wednesday, 07 / 20 / 2022
Culvert / Orifice Structures
[A]
Rise (in) = 24.00
Span (in) = 24.00
No. Barrels = 1
Invert El. (ft) = 261.00
Length (ft) = 50.00
Slope (%) = 1.00
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C] [PrFRSr]
2.00 4.00 0.00
2.00 8.00 0.00
1 1 0
266.50 267.75 0.00
0.00 0.00 0.00
0.00 0.00 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes Yes No
Weir Structures
[A] [B]
Crest Len (ft) = 16.00 30.00
Crest El. (ft) = 269.25 269.75
Weir Coeff. = 3.33 2.60
Weir Type = 1 Broad
Multi -Stage = Yes No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
[C] [D]
0.00 0.00
0.00 0.00
3.33 3.33
--- ---
No No
Note: Culvert/Orifice
outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge Table
Stage
Storage Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
266.50
0.00
0.00
0.00
--- 0.00
0.00
---
--- --- --- 0.000
0.05
892
266.55
32.08 is
0.00 is
0.00
--- 0.00
0.00
---
--- --- --- 0.004
0.10
1,785
266.60
32.08 is
0.01 is
0.00
--- 0.00
0.00
---
--- --- --- 0.015
0.15
2,677
266.65
32.08 is
0.03 is
0.00
--- 0.00
0.00
---
--- --- --- 0.027
0.20
3,569
266.70
32.08 is
0.04 is
0.00
--- 0.00
0.00
---
--- --- --- 0.036
0.25
4,461
266.75
32.08 is
0.04 is
0.00
--- 0.00
0.00
---
--- --- --- 0.043
0.30
5,354
266.80
32.08 is
0.05 is
0.00
--- 0.00
0.00
---
--- --- --- 0.049
0.35
6,246
266.85
32.08 is
0.05 is
0.00
--- 0.00
0.00
---
--- --- --- 0.054
0.40
7,138
266.90
32.08 is
0.06 is
0.00
--- 0.00
0.00
---
--- --- --- 0.059
0.45
8,030
266.95
32.08 is
0.06 is
0.00
--- 0.00
0.00
---
--- --- --- 0.064
0.50
8,923
267.00
32.08 is
0.07 is
0.00
--- 0.00
0.00
---
--- --- --- 0.068
0.60
10,890
267.10
32.08 is
0.08 is
0.00
--- 0.00
0.00
---
--- --- --- 0.075
0.70
12,857
267.20
32.08 is
0.08 is
0.00
--- 0.00
0.00
---
--- --- --- 0.082
0.80
14,825
267.30
32.08 is
0.09 is
0.00
--- 0.00
0.00
---
--- --- --- 0.089
0.90
16,792
267.40
32.08 is
0.09 is
0.00
--- 0.00
0.00
---
--- --- --- 0.095
1.00
18,759
267.50
32.08 is
0.10 is
0.00
--- 0.00
0.00
---
--- --- --- 0.101
1.10
20,727
267.60
32.08 is
0.11 is
0.00
--- 0.00
0.00
---
--- --- --- 0.106
1.20
22,694
267.70
32.08 is
0.11 is
0.00
--- 0.00
0.00
---
--- --- --- 0.111
1.30
24,661
267.80
32.08 is
0.12 is
0.03 is
--- 0.00
0.00
---
--- --- --- 0.141
1.40
26,629
267.90
32.08 is
0.12 is
0.13 is
--- 0.00
0.00
---
--- --- --- 0.252
1.50
28,596
268.00
32.08 is
0.13 is
0.28 is
--- 0.00
0.00
---
--- --- --- 0.409
1.60
30,737
268.10
32.08 is
0.13 is
0.46 is
--- 0.00
0.00
---
--- --- --- 0.588
1.70
32,878
268.20
32.08 is
0.13 is
0.57 is
--- 0.00
0.00
---
--- --- --- 0.703
1.80
35,020
268.30
32.08 is
0.14 is
0.66 is
--- 0.00
0.00
---
--- --- --- 0.800
1.90
37,161
268.40
32.08 is
0.14 is
0.74 is
--- 0.00
0.00
---
--- --- --- 0.885
2.00
39,302
268.50
32.08 is
0.15 is
0.82 is
--- 0.00
0.00
---
--- --- --- 0.963
2.10
41,443
268.60
32.08 is
0.15 is
0.88 is
--- 0.00
0.00
---
--- --- --- 1.034
2.20
43,584
268.70
32.08 is
0.15 is
0.95 is
--- 0.00
0.00
---
--- --- --- 1.100
2.30
45,725
268.80
32.08 is
0.16 is
1.01 is
--- 0.00
0.00
---
--- --- --- 1.162
2.40
47,867
268.90
32.08 is
0.16 is
1.06 is
--- 0.00
0.00
---
--- --- --- 1.221
2.50
50,008
269.00
32.08 is
0.16 is
1.11 is
--- 0.00
0.00
---
--- --- --- 1.277
2.60
52,329
269.10
32.08 is
0.17 is
1.16 is
--- 0.00
0.00
---
--- --- --- 1.331
2.70
54,649
269.20
32.08 is
0.17 is
1.21 is
--- 0.00
0.00
---
--- --- --- 1.382
2.80
56,970
269.30
32.08 is
0.17 is
1.26 is
--- 0.60
0.00
---
--- --- --- 2.028
2.90
59,291
269.40
32.08 is
0.18 is
1.30 is
--- 3.10
0.00
---
--- --- --- 4.576
3.00
61,611
269.50
32.08 is
0.18 is
1.35 is
--- 6.66
0.00
---
--- --- --- 8.187
3.10
63,932
269.60
32.08 is
0.18 is
1.39 is
--- 11.03
0.00
---
--- --- --- 12.60
Continues on next page...

10
WET POND
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.20
66,253
269.70
32.08 is
3.30
68,573
269.80
32.08 is
3.40
70,894
269.90
32.08 is
3.50
73,215
270.00
36.31 is
3.60
75,720
270.10
41.21 is
3.70
78,226
270.20
42.08 is
3.80
80,732
270.30
42.67 is
3.90
83,238
270.40
43.14 is
4.00
85,744
270.50
43.55 is
4.10
88,250
270.60
43.91 is
4.20
90,756
270.70
44.25 is
4.30
93,261
270.80
44.57 is
4.40
95,767
270.90
44.87 is
4.50
98,273
271.00
45.16 is
...End
Clv B
Clv C
PrfRsr
Wr A
Wr B Wr C
cfs
cfs
cfs
cfs
cfs cfs
0.19 is
1.43 is
---
16.09
0.00 ---
0.19 is
1.47 is
---
21.74
0.87 ---
0.19 is
1.51 is
---
27.92
4.53 ---
0.16 is
1.54 is
---
34.61
9.75 ---
0.09 is
0.88 is
---
40.24 s
16.15 ---
0.07 is
0.73 is
---
41.28 s
23.55 ---
0.06 is
0.62 is
---
41.98 s
31.82 ---
0.05 is
0.55 is
---
42.54 s
40.88 ---
0.05 is
0.49 is
---
43.01 s
50.67 ---
0.04 is
0.44 is
---
43.43 s
61.13 ---
0.04 is
0.40 is
---
43.81 s
72.23 ---
0.04 is
0.37 is
---
44.15 s
83.93 ---
0.03 is
0.34 is
---
44.49 s
96.20 ---
0.03 is
0.31 is
---
44.81 s
109.01 ---
Wr D
Exfil
User
Total
cfs
cfs
cfs
cfs
---
---
---
17.70
---
---
---
24.27
---
---
---
34.16
---
---
---
46.06
---
---
---
57.36
---
---
---
65.63
---
---
---
74.48
---
---
---
84.02
---
---
---
94.21
---
---
---
105.04
---
---
---
116.48
---
---
---
128.48
---
---
---
141.06
---
---
---
154.16

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 2.020 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 29,516 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
Q (cfs)
3.00
2.00
1.00
M
POST DA1
Hyd. No. 5 -- 1 Year
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 5 — Hyd No. 3 Hyd No. 4
Q (cfs)
3.00
2.00
1.00
0.00
6000
Time (min)

Hydrograph Summary Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
20.27
2
718
40,582
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
3.356
2
722
9,339
------
------
------
POST DA1 UNDETAINED
4
Reservoir
0.394
2
1076
35,959
2
267.99
28,411
POST DA1 ROUT
5
Combine
3.445
2
722
45,298
3,4
------
------
POST DA1
2021.11.17 Routing.gpw
Return Period: 2 Year
Wednesday, 07 / 20 / 2022

Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
M
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, 07 / 20 / 2022
= 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 3D® by Autodesk, Inc. v2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
9.720 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 el
3.00
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 -- 2 Year
Vi
Wednesday, 07 / 20 / 2022
= 20.27 cfs
= 718 min
= 40,582 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• 01
3.00
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
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Wednesday, 07 / 20 / 2022
= 3.356 cfs
= 722 min
= 9,339 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
= 0.394 cfs
Storm frequency
= 2 yrs
Time to peak
= 1076 min
Time interval
= 2 min
Hyd. volume
= 35,959 cuft
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
= 267.99 ft
Reservoir name
= WET POND
Max. Storage
= 28,411 cuft
Storage Indication method used.
POST DA1 ROUT
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 4 — Hyd No. 2 Total storage used = 28,411 cult

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
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
= 45,298 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
POST DA1
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 5 — Hyd No. 3 Hyd No. 4

Hydrograph Summary Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
41.95
2
718
84,608
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
8.043
2
722
21,132
------
------
------
POST DA1 UNDETAINED
4
Reservoir
1.289
2
864
79,270
2
269.02
50,520
POST DA1 ROUT
5
Combine
8.921
2
722
100,402
3,4
------
------
POST DA1
2021.11.17 Routing.gpw
Return Period: 10 Year
Wednesday, 07 / 20 / 2022

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
M
M
4.00
2.00
M
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, 07 / 20 / 2022
= 10.44 cfs
= 724 min
= 38,551 cuft
= 50
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
9.720 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.46 in
Storm duration =
24 hrs
Q (cfs)
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 -- 10 Year
0.00 -
0 120 240
— Hyd No. 2
Wednesday, 07 / 20 / 2022
= 41.95 cfs
= 718 min
= 84,608 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
r.TiT.I
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
N. Me
. UX
4.00
2.00
M
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
120 240 360 480 600 720 840
Hyd No. 3
Wednesday, 07 / 20 / 2022
= 8.043 cfs
= 722 min
= 21,132 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
10.00
N. Me
4.00
w of
0.00
960 1080 1200 1320 1440 1560
Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
= 1.289 cfs
Storm frequency
= 10 yrs
Time to peak
= 864 min
Time interval
= 2 min
Hyd. volume
= 79,270 cuft
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
= 269.02 ft
Reservoir name
= WET POND
Max. Storage
= 50,520 cuft
Storage Indication method used.
POST DA1 ROUT
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 4 Hyd No. 2 Total storage used = 50,520 cult

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 8.921 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 100,402 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
Q (cfs)
10.00
N. Me
. UX
4.00
2.00
M
POST DA1
Hyd. No. 5 -- 10 Year
360 720 1080 1440 1800 2160 2520 2880
Hyd No. 5 — Hyd No. 3 Hyd No. 4
Q (cfs)
10.00
H. Me
4.00
w of
0.00
3240 3600
Time (min)

Hydrograph Summary Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
56.67
2
716
114,633
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
11.29
2
720
29,440
------
------
------
POST DA1 UNDETAINED
4
Reservoir
5.448
2
746
109,010
2
269.42
59,851
POST DA1 ROUT
5
Combine
12.61
2
722
138,450
3,4
------
------
POST DA1
2021.11.17 Routing.gpw
Return Period: 25 Year
Wednesday, 07 / 20 / 2022

Hydrograph Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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 el
3.00
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, 07 / 20 / 2022
= 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
• 01
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
2 min
Drainage area =
9.720 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
GT.T.1
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, 07 / 20 / 2022
= 56.67 cfs
= 716 min
= 114,633 cuft
= 72
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
r.TiT.I
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 3D® by Autodesk, Inc. v2022
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
M
M
4.00
2.00
M
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, 07 / 20 / 2022
= 11.29 cfs
= 720 min
= 29,440 cuft
= 67
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
= 5.448 cfs
Storm frequency
= 25 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 109,010 cuft
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
= 269.42 ft
Reservoir name
= WET POND
Max. Storage
= 59,851 cuft
Storage Indication method used.
POST DA1 ROUT
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 4 Hyd No. 2 Total storage used = 59,851 cult

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 12.61 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 138,450 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
POST DA1
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 5 - Hyd No. 3 Hyd No. 4

Hydrograph Summary Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
82.07
2
716
167,538
------
------
------
POST DA1 TO WET POND
3
SCS Runoff
17.11
2
720
44,365
------
------
------
POST DA1 UNDETAINED
4
Reservoir
44.36
2
722
161,674
2
269.99
72,883
POST DA1 ROUT
5
Combine
61.29
2
722
206,039
3,4
------
------
POST DA1
2021.11.17 Routing.gpw
Return Period: 100 Year
Wednesday, 07 / 20 / 2022

Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
0 120 240
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, 07 / 20 / 2022
= 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
riTaTil
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. v2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
9.720 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.42 in
Storm duration =
24 hrs
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Wednesday, 07 / 20 / 2022
Peak discharge
= 82.07 cfs
Time to peak
= 716 min
Hyd. volume
= 167,538 cuft
Curve number
= 72
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00 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
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
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
am
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA1 UNDETAINED
Hyd. No. 3 -- 100 Year
0.00 -
0
Wednesday, 07 / 20 / 2022
= 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
M
3.00
r.TiT.I
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 4
POST DA1 ROUT
Hydrograph type
= Reservoir
Peak discharge
= 44.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 161,674 cuft
Inflow hyd. No.
= 2 - POST DA1 TO WET PONCMax. Elevation
= 269.99 ft
Reservoir name
= WET POND
Max. Storage
= 72,883 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
• 240
POST DA1 ROUT
• No. - 100 Year
480 720
Hyd No. 2
960 1200 1440 1680
Total storage used = 72,883 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
1920
Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Wednesday, 07 / 20 / 2022
Hyd. No. 5
POST DA1
Hydrograph type
= Combine
Peak discharge
= 61.29 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 206,039 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 2.650 ac
POST DA1
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
— Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydraflow Rainfall Report
36
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
69.8703
13.1000
0.8658
--------
3
0.0000
0.0000
0.0000
--------
5
79.2597
14.6000
0.8369
--------
10
88.2351
15.5000
0.8279
--------
25
102.6072
16.5000
0.8217
--------
50
114.8193
17.2000
0.8199
--------
100
127.1596
17.8000
0.8186
--------
File name: SampleFHA.idf
Intensity = B / (Tc + D)^E
Wednesday, 07 / 20 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
ivil\Projects\2021 \C21020 - Messer Parcels - Coats\Technical\Calculations and Re orts\Stormwater\Routin \Coats. c
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.02
3.66
0.00
3.30
5.46
6.57
6.80
8.42
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
2.75
0.00
5.38
6.50
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
2.80
0.00
5.25
6.00
7.10

Q, (cfs)
Q2 (cfs)
Q10 (cfs)
Q25 (cfs)
Q100 (cfs)
PRE
POST
PRE
POST
PRE
POST
PRE
POST
PRE
POST
Total Site (POI 1)
0.144
*0.11
1.03
3.45
10.44
8.92
19.35
12.61
36.69
61.29
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
I, = 3.02 in.
12 = 3.66 in.
110 = 5.46 in.
125 = 6.57 in.
1100 = 8.42 in.

OPERATION AND MAINTENANCE
mm!wwo 1.-411111�
!LNI"
N4&mw-
underfoot
ENGINEERING
MANUAL FOR WET POND
for
MESSER PARCELS
Prepared for:
T&L Coats, LLC
165 Sommerville Park Road
Raleigh, NC 27603
Underfoot Project #: C21020.00
1ST 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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VEGETATED SIDE SLOPES —
RECOMMENDED SLOPE 3 H 1 V
PLANTED VATH NON -CLUMPING TURF GRASS
TREES ANO VrO00Y SHELVES NOT ALLO'NED
OUTLET STRUCTURE
PLACE INLETS AND
OUTLETS TO AVOID
S� DESIGN FOR EROSION
PROTECTION
EMERGENCY SPILLWAY
PROVIDED FOR MAJOR
STORMS AND DESIGNED
FOR EROSION
PROTECTION
_1149 Executive Circle -Suite C, Cary, NC 27511
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_ 919.576.9733 1 NCBELS C-3847
ENGINEERING
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/orweirs 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 FEATURE[
VERIFY EROSION AND RE -SUSPENSION '
OF SEDIMENT WILL NOT OCCUR; \
DO NOT PLACE NEAR OUTLET JL J
AWN POOL
SURFACE AREA AND VOLUME SIZED USING EfTHER
)al HYRDALAIC RETENTION TOME METHOD. or
Ib) THE SADA ANO AVERAGE DEPTH METHOD /
':EGETATED SHELF
M NINIU4M VAOTH 6 FT
MAXIMUM SLOPE 6 H :1 V r
11
\ 1
/ III
I/
1
TRANSITION FROM FOREBAY TO J
MAP[ POOL SWILL FLOW AT A
NON-EROSPIE VELOCITY
!1
SCM MAINTENANCE AND
ACCESS EASEMENT
\
\
\ FOREBAY
\ 15 TO ZO PERCENT
\ OF MAIN POOL
VOLUME
\
INLET STRUCTURE
PLACE INLETS AND
OUTLETS TO AVOID
SHORT-CIRCUTNG
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 AWN POOL SURFACE AREA AND VOLUME
(a)15 TO 20 PERCENT OF MAIN POOL VOLUME SURFACE AREA AND VOLUME SIZED USING EITHER
(b) ENTRANCE SHALL BE DEEPER THAN EXIT (a) HYDRAULIC RETENTION TRUE METHOD OR
(c) WATER FLOWING OVER FOREBAY DATA (b) THE SAIDA AND AVERAGE DEPTH MIETHOO
SHALL FLOP! AT NON -EROSIVE VELOCITY
(C) IF DEPTH < 30 INCHES. CLEAN OUT
FOREBAY EMBANKMENT
MIN WIDTH
10 FT FOR
TEMPORARY POOL EMERGENCY SPILLWAY MAINTENANCE
DESIGN TO DRAW ACCESS
DOvm BETWEEN
TWO AND FNE
DAYS
Q
MMN: r
TEMPORARY POOL
------------- ------41-------------- -------- --
AIN POOL
,jam o
i////%//
//j%//%%//%//j%//
j
//////
VEGETATED SIDE SLOPES SEDIMENT STORAGE MAIN POOL DEPTH VEGETATED SHELF
RECOMMENDED SLOPE: 3 H : 1 V MINIMUM SEDIMENT AVG. DEPTH: 3• TO 8' MINIMUM WIDTH. 6 FT
PLANTED WITH NON CLUMPING STORAGE DEPTH OF 6- 'OPTION TO EXCLUOE MAXIMUM SLOPE 6 H 1 V
TURF GRASS TREES AND SUBMERGED PORTION VEGETAT1pN. MINIMUM OF 3
MOODY 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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1149 Executive Circle - Suite C, Cary, NC 27511
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Figure 3: Wet Pond Example: Cross -Section View 2
VEGETATED SHELF
"INIMUPAWIDTH 6FT
14AXIMUM SLOPE 6 H 1 V
OUTLET STRUCTURE
MUST BE SIZED TO
VEGETATED SIDE SLOPES
(a) DRAWDaAN TEMPORARY
RECOMIIENDEO SLOPE: 3 H 1 V
POOL IN TWO TO FIVE DAYS
TRASH RACK FRONT AND BACK EMBAMOMENT SLOPE
(0) DISCHARGE RUNOFF FROM
REQUIRED REQUIRED TO BE VEGETATED
1-YR. 24-HR STORM TO MINIMQE
HYDROLOGIC IMPACTS
rLei
EMBANKMENT
MINIMUM WIDTH 10 FT FOR
MAINTENANCE ACCESS
TEMPORARY POOL
PROPOSED GRADE
MAIN POOL
OUTLET PIPE
- - - - - - - - - - - - - - - - ---
EXISTING GRADE
i
DEWATERND METHOD
WET PONDS SHALL HAVE A METHOD TO DRAW DOWN STANDING WATER TO
FACILITATE MAINTENANCE AND 14SPECTION
MIN 6• SEDIMENT
(E G SKIMMER OR PUMP)
STORAGE
Figure 4: Wet Pond Example: Outlet Structure
TRASH RACK (REQUIRED)
WEIR (OR OTHER METHOD) \
TO ESTABLISH
TEMPORARY POOL
RISER CREST
ORIFICE
OUTLET TO ESTABLISH
NORMAL POOL
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)
OUTLET PIPE
_1
I I
I I
•�
..
.. . ,
Lam.
:.
•�
.00
.
ANTI -SEEP MEASURES
ARE RECOMMENDED
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ENGINEERING
Figure 5: Plan view of Messer Parcels Wet Pond
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Figure 6: Profile View of Arringdon Lot 3 Wet Pond
SCM #1 -WET POND CROSS SECTION
.-nrfow IS I» yvl" ] AlG 11]
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
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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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ENGINEERING
1149 Executive Circle - Suite C, Cary, NC 27511
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The entire BMP Trash/debris is present. Remove the trash/debris.
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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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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_ 919.576.9733 1 NCBELS C-3847
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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_1149 Executive Circle -Suite C, Cary, NC 27511
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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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ENGINEERING
1149 Executive Circle -Suite C, Cary, NC 27511
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System
Location
Date
Inspection (quarterly,
earl post- storm.
yearly, P ?)
Presence of
Debris/Trash
(yes/no)
Condition of Grass
Sod (eroded, bare
spots, healthy?)
Standing Water
es no
(y / )
Control Structure
clean or sediment
( )
Maintenance Performed
Maintenance
Personnel
Comments
Forward Thinking. Grounded Design.
www.underfootengineering.com

APPENDIX C: CONVEYANCE
underfoot
ENGINEERING
CALCULATIONS
PIPE SIZING
GUTTER SPREAD
HGL ANALYSIS
SWALE CALCS
DISSIPATORS
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
Forward Thinking. Grounded Design.
www.underfootengineering.com

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)
Inlet*
Elevation (Rim)
(ft)
Elevation
(Invert) (ft)
Structure
Height (ft)
Inlet Type
Bypass Target
Flow (Total
Intercepted)
Flow (TotalGutter
Bypassed)
Depth
(in)
GutterSpread
(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
0.58
0.28
6.91
15
HDPE
127.4
15.81
1.12
3.89
0.051
267.5
261
STM 201
271.57
267.5
4.1
1 Drop - Grate - NCDOT 840.15
1 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
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
289.64
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
268.4
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 (To) 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

Label: STM 103
274 rlype: Catch Basin
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 103 TO STM 100
STM 103 TO STM 100 - Coats - 10yr
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100105110119 20129 30139 40149 50159 60169 7C179 8C185190195
Station (ft)
it
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: s8T1W 104 TO STM 105 - Coats - 10yr
Type: Catch Basin
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
2JA,.600000000001
2PA 500000000001
�tP0000000001
274.300000000001
2C:200000000001
0 274.1
a--+ 274
co 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 2122 23 24 25 26 27 28 29
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

r\
0
-1--j
co
W
W
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 106 TO STM 103
STM 106 TO STM 103 - Coats - 1Oyr
Label: STM 106
Type: Catch Basin
278.6
278.4
278.2
278
277.8
277.6
277.4
277.2
277
276.8
276.E
276.4
276.2
276
275.8
275.E
275.4
275.2
275
274.8
274.6
274.4
274.2
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
271.2
271
270.8
270.6
270.4
270.2
270
269.8
03
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)
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 107 TO STM 106
Label: SSTIM7107 TO STM 106 - Coats -Ljt@Y6TM 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
-0'2754100000000001
=7.000000000001
"-�.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
119M VITA
-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

Profile Report
Profile: STM 109 TO STM 108
Label: S-&TlM 109 TO STM 108 - Coats-LIPYFsTM 108
Type: Catch Basin Tvne: Catch Basin
285.100000000001
285.000000000001
284.900000000001
284.800000000001
284.700000000001
284.600000000001
284.500000000001
284.400000000001
284.300000000001
284.200000000001
284.100000000001
284.000000000001
283.900000000001
,,-2�3.800000000001
`-83.700000000001
�$-600000000001
283.500000000001
283.4
Q 283.3
a--+ 283.2
co 283.1
283 >
^ 1 282.9
_W 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 10 11 12 1314 15 16 17 1819 20 2122 23 24 25 26 27 28 29 30 3132 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

Profile Report
Profile: STM 110 TO STM 106
STM 110 TO STM 106
Label: STM 110
Type: Catch Basin
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
C21020 StormCAD Model.stsw
11 /15/2021
Coats - 10yr
Label: P24
I ahPl• .qTM i nA 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
291.6
291.4
291.2
291
290.8
290.6
290.4
290.2
290
289.T
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
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 10 111213 14 15 16 17 18 1920212223242526272829
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

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)
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

C21020 StormCAD Model.stsw
11 /15/2021
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
295.399999999999
295.199999999999
294.999999999999
294.799999999999
294.6
294.4 u [
294.2
294
293.8
293.6
293.4
293.2
293
292.8
r\ 292.6
292.4 MA
292.2
292
291.8
291.6
O 29.4
291.2
291
a--+ 290.
zso6.
290.4
/^, zs
z90
_W
289.8
w 289.
289.4
289.2
289
288.8
288.6
288.4
288.2
288
287.8
287.6
287.4
ft-
287.2
287
286.8
286.6
286.4
286.2
286
285.8
-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)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
112
Basin
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 121 TO STM 103
STM 121 TO STM 103 - Coats - 10yr
Label: P20
Type: Conduit
287.ab ID:133
28Tdpe
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
O
278.5
a--+
278
e
�
277.5
>
277
1
(D 276.5
276
w
275.5
L
T
275
it
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
-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)
1103
Basin
i
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 131 TO STM 100
STM 131 TO STM 100 - Coats - 10yr
������������\� �\�=-'!��I�liii■ICI■\��'�9li'�a���
■mmklmmmmm
■M■MEMMMM
\W\M�
-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-SATIN 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
00000000001
4�&.400000000001
�00000000001
7=.200000000001
O
278.1
_
278
+-+
277.9
(�
277.8
>
277.7
277.6
W
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)
in
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 133 TO STM 131
STM 133 TO $-Ehftd - Coats - 10yr
Type: Conduit
9
291
Lai 911:
Typ®:5
281
288.
288
287.5
287
286.5
286
285.5
285
284.5
0
284
4-0283.5
(0
283
>
282.5
0
282
w
281.5
281
280.5
280
279.5
279
278.5
278
277.5
277
276.5
276
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011512012513013514014515015516016517017518018519019g0(205
Station (ft)
A 131
i 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§TIA 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
;37.7,00000000001
4'"600000000001
P00000000001
00000000001
S=..300000000001
25200000000001
L 287.1
♦--j 287
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 2122 23 24 25 26 27 28 29 30 3132
Station (ft)
Q
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

Profile Report
Profile: STM 142 TO STM 100
STM 142 TO STM 100 - Coats - 1Oyr
Label: STM 142 Label: STM 141
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
Label: STM 140
-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)
D
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

C
0
a=+
co
0
w
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 144 TO STM 142
STM 144 TO STM 142
Label: STM 144
T8ype:
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
Label: P 10
Type: Conduit
- Coats - 10yr
611=1i[1�00 11i[1I1ifD=FIZIM[0111iL1111i[o9=[:illlivie=[Y1i&GIGM1110ll1 W0Q E0e111WZV
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
142
Basin
StormCAD
[10.03.03.44]
Page 1 of 1

1`
0
Q)
w
Profile Report
Profile: STM 145 TO STM 144
TM 145 TO SlMrM4 - Coats - 1Oyr
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 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100105110115120125130135140145150155160165170175180185190195_'0(R05
Station (ft)
0
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 202 TO STM 200
STM 202 TO STM 200 - Coats - 1Oyr
Label: STM 202
Type: Catch Basin Label: P02
ID: 156 Type: Conduit
277
276.5
276
275.5
275
274.5
274
273.5 n U t
273
272 5 e cBasin
272
271.5
271
270.5
270
O 269.5
a--+ 269
(u 268.5
268
267.5
w 267
266.5
266
265.5
265
264.5
264
263.5
STM
263
262.5 ut
262
261.5 53
261
-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)
200
fall
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
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

Label: STM 103
274 rlype: Catch Basin
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 103 TO STM 100
STM 103 TO STM 100 - Coats - 25yr
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100105110119 20129 30139 40149 50159 60169 7C179 8C185190195
Station (ft)
it
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: s8T1W 104 TO STM 105 - Coats - 25yr
Type: Catch Basin
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
2JA,.600000000001
2PA 500000000001
�tP0000000001
274.300000000001
2C:200000000001
0 274.1
a--+ 274
co 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 2122 23 24 25 26 27 28 29
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

r\
0
-1--j
co
W
W
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 106 TO STM 103
STM 106 TO STM 103 - Coats - 25yr
Label: STM 106
Type: Catch Basin
278.6
278.4
278.2
278
277.8
277.6
277.4
277.2
277
276.8
276.E
276.4
276.2
276
275.8
275.E
275.4
275.2
275
274.8
274.6
274.4
274.2
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
271.2
271
270.8
270.6
270.4
270.2
270
269.8
03
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)
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 107 TO STM 106
Label: sSTIM7107 TO STM 106 - Coats -L� Yl$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
-0'2754100000000001
=7.000000000001
"-�.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
119M VITA
-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

Profile Report
Profile: STM 109 TO STM 108
Label: S-&TlM 109 TO STM 108 - Coats -40STM 108
Type: Catch Basin Tvne: Catch Basin
285.100000000001
285.000000000001
284.900000000001
284.800000000001
284.700000000001
284.600000000001
284.500000000001
284.400000000001
284.300000000001
284.200000000001
284.100000000001
284.000000000001
283.900000000001
,,-2�3.800000000001
`-83.700000000001
�$-600000000001
283.500000000001
283.4
Q 283.3
a--+ 283.2
co 283.1
283 >
^ 1 282.9
_W 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 10 11 12 1314 15 16 17 1819 20 2122 23 24 25 26 27 28 29 30 3132 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

Profile Report
Profile: STM 110 TO STM 106
STM 110 TO STM 106
Label: STM 110
Type: Catch Basin
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
C21020 StormCAD Model.stsw
11 /15/2021
Coats - 25yr
Label: P24
I ahPl• .qTM i nA 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
291.6
291.4
291.2
291
290.8
290.6
290.4
290.2
290
289.T
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
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 10 111213 14 15 16 17 18 1920212223242526272829
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

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)
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

C21020 StormCAD Model.stsw
11 /15/2021
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
295.399999999999
295.199999999999
294.999999999999
294.799999999999
294.6
294.4 u [
294.2
294
293.8
293.6
293.4
293.2
293
292.8
r\ 292.6
292.4 MA
292.2
292
291.8
291.6
O 29.4
291.2
291
a--+ 290.
zso6.
290.4
/^, zs
z90
_W
289.8
w 289.
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
-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)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
112
Basin
StormCAD
[10.03.03.44]
Page 1 of 1

Profile Report
Profile: STM 121 TO STM 103
STM 121 TO STM 103 - Coats - 25yr
Label: P20
Type: Conduit
287.ab ID:133
28Tdpe
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
279
O
278.5
a--+
278Label:
�
277.5
sin
>
277
1
({J 276.5
w276
275.5
L
I�
. T N
.5
275
h
274.5
274
273.5
273
272.5
272
271.5
271
270.5
270
269.5
-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)
1103
Basin
i
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 131 TO STM 100
STM 131 TO STM 100 - Coats - 25yr
������������\� �� �\I ■�"�=Lail■■\��'�9,�■�7
■mmklmmmmm
■M■OMMMMM
-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
00000000001
4�&.400000000001
�00000000001
7=.200000000001
O
278.1
_
278
+-+
277.9
(�
277.8
>
277.7
277.6
W
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)
in
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 133 TO STM 131
STM 133 TO $-EhAiJk3d - Coats - 25yr
Type: Conduit
9
291
Lai 911:
Typ®:5
281
288.
288
287.5
287
286.5
286
285.5
285
C:
284.5
0
284
},
283.5
(0
283
>
282.5
0
282
w
281.5
281
280.5ntrf
280
279.5
279
278.5
278
277.5
277
276.5
276
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011512012513013514014515015516016517017518018519019g0(205
Station (ft)
A 131
i 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§TIA 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
;37.7,00000000001
4'"600000000001
P00000000001
00000000001
S=..300000000001
25200000000001
L 287.1
♦--j 287
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 2122 23 24 25 26 27 28 29 30 3132
Station (ft)
Q
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

Profile Report
Profile: STM 142 TO STM 100
STM 142 TO STM 100 - Coats - 25yr
Label: STM 142 Label: STM 141
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
Label: STM 140
-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)
D
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

C
0
a=+
co
0
w
C21020 StormCAD Model.stsw
11 /15/2021
Profile Report
Profile: STM 144 TO STM 142
STM 144 TO STM 142
Label: STM 144
T8ype:
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
Label: P 10
Type: Conduit
- Coats - 25yr
611=1i[1�00 11i[1I1ifD=FIZIM[0111iL1111i[o9=[:illlivie=[Y1i&GIGM1110ll1 W0Q E0e111WZV
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
142
Basin
StormCAD
[10.03.03.44]
Page 1 of 1

1`
0
Q)
w
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 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100105110115120125130135140145150155160165170175180185190195_'0(R05
Station (ft)
0
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 202 TO STM 200
STM 202 TO STM 200 - Coats - 25yr
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 n U t
272 5 e c basin
272
271.5
271
270.5
270
O 269.5
a--+ 269
(u 268.5
268
267.5
w 267
266.5
266
265.5
265
264.5
264
263.5
263 et�STM
262.5 Out
262
261.5 53
261
-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)
200
fall
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
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: 1 1 /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
1.48
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
TRAPEZDIDAL/TRIANGULAR SHAPE
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:l)
3.0
Channel Slope, S
0.037 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Lining 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, Qcaic
6.97
cfs
Calculated Velocity, Vaaia
3.98
fps
Calculated Shear Stress, taaia
1.15
psf
Q calc % Q design? yes
V calc <_ V max? yes
t calc <_ t p? yes

Channel Design
TRAPEZDIDAL/TRIANGULAR SHAPE
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:l)
3.0
Channel Slope, S
0.046 ft/ft
Flow Depth, d
0.48 ft
Selected Channel Lining:
Selected Channel Lining 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
0.29
ft
Mannings "n"
0.035
Calculated Flow Rate, Qcaic
4.68
cfs
Calculated Velocity, Vaaia
4.00
fps
Calculated Shear Stress, taaia
1.37
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZDIDAL/TRIANGULAR SHAPE
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:l)
3.0
Channel Slope, S
0.019 ft/ft
Flow Depth, d
0.60 ft
Selected Channel Lining:
Selected Channel Lining 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
0.35
ft
Mannings "n"
0.035
Calculated Flow Rate, Qcaic
4.90
cfs
Calculated Velocity, Vaaia
2.92
fps
Calculated Shear Stress, taaia
0.71
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZDIDAL/TRIANGULAR SHAPE
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:l)
3.0
Channel Slope, S
0.033 ft/ft
Flow Depth, d
0.51 ft
Selected Channel Lining:
Selected Channel Lining 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
0.34
ft
Mannings "n"
0.035
Calculated Flow Rate, Qcaic
6.84
cfs
Calculated Velocity, Vaaia
3.80
fps
Calculated Shear Stress, taaia
1.05
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZDIDAL/TRIANGULAR SHAPE
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:l)
4.0
Channel Slope, S
0.017 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Lining 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
0.29
ft
Mannings "n"
0.035
Calculated Flow Rate, Qcaic
3.67
cfs
Calculated Velocity, Vaaia
2.45
fps
Calculated Shear Stress, taaia
0.53
psf
Q calc % Q design? yes
V calc £ V max? yes
t calc £ t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
Channel Location: Swale 1 (Temporary EC Liner)
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.74
ac
Q i o
3.49
cfs
Additional Flow
cfs
Q i o Total, Qdesign
3.49
cfs
Channel Information:
Channel Bottom Width, b
2.0 ft/ft
Side Slope (x:l)
3.0
Channel Slope, S
0.037 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Lining F NAG EroNet S75
Maximum Permissible Velocity {Vmax} (fpj
5.00
Permissible Shear Stress {tp} (psf)
1 1.55
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"
0.055
Calculated Flow Rate, Qcalc
4.43
cfs
Calculated Velocity, Vcalc
2.53
fps
Calculated Shear Stress, tcalc
1.15
psf
Q calc >_ Q design? yes
V calc <_ V max? yes
t calc <_ t p? yes
If proprietary/grass li

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
Channel Location: Swale 2 (Temporary EC Liner)
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.49
ac
Q10
2.30
cfs
Additional Flow
0.00
cfs
QioTotal, Qdesign
2.30
cfs
Channel Information:
Channel Bottom Width, b
1.0 ft/ft
Side Slope (x:l)
3.0
Channel Slope, S
0.046 ft/ft
Flow Depth, d
0.48 ft
Selected Channel Lining:
Selected Channel Lining F NAG EroNet S75
Maximum Permissible Velocity {Vmax} (fpsl
5.00
Permissible Shear Stress {tp} (psf)
1 1.55
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
0.29
ft
Mannings "n"
0.055
Calculated Flow Rate, Qcalc
2.98
cfs
Calculated Velocity, Vcalc
2.54
fps
Calculated Shear Stress, tcalc
1.37
lost
Q calc 1 Q design? yes
V calc E V max? yes
t caic E t p? yes
If proprietary/grass lii

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
Channel Location: Swale 3 (Temporary EC Liner)
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
Q i o Total, Qdesign
3.87
cfs
Channel Information:
Channel Bottom Width, b
1.0 ft/ft
Side Slope (x:l)
3.0
Channel Slope, S
0.019 ft/ft
Flow Depth, d
0.60 ft
Selected Channel Lining:
Selected Channel Lining NAG EroNet C125
Maximum Permissible Velocity {Vmax} (fp
10.00
Permissible Shear Stress {tp} (psf)
1 2.25
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
0.35
ft
Mannings "n"
0.022
Calculated Flow Rate, Qcalc
7.80
cfs
Calculated Velocity, Vcalc
4.64
fps
Calculated Shear Stress, tcalc
0.71
psf
Q calc >_ Q design?
yes
V calc £ V max?
yes
t calc £ t p?
yes
If proprietary/grass li

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
Channel Location: Swale 4 (Temporary EC Liner)
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
Q i o Total, Qdesign
6.76
cfs
Channel Information:
Channel Bottom Width, b
2.0 ft/ft
Side Slope (x:l)
3.0
Channel Slope, S
0.033 ft/ft
Flow Depth, d
0.51 ft
Selected Channel Lining:
Selected Channel Lining NAG EroNet C125
Maximum Permissible Velocity {Vmax} (fp
10.00
Permissible Shear Stress {tp} (psf)
1 2.25
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
0.34
ft
Mannings "n"
0.022
Calculated Flow Rate, Qcalc
10.89
cfs
Calculated Velocity, Vcalc
6.05
fps
Calculated Shear Stress, tcalc
1.05
psf
Q calc >_ Q design?
yes
V calc £ V max?
yes
t calc £ t p?
yes
If proprietary/grass li

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
Channel Location: Swale 5 (Temporary EC Liner)
Estimate 10-yr Peak Runoff:
Rational C
0.60
Intensity (in/hr)
7.81
Drainage Area
0.31
ac
Q i o
1.45
cfs
Additional Flow
cfs
Q i o Total, Qdesign
1.45
cfs
Channel Information:
Channel Bottom Width, b
1.0 ft/ft
Side Slope (x:l)
4.0
Channel Slope, S
0.017 ft/ft
Flow Depth, d
0.50 ft
Selected Channel Lining:
Selected Channel Lining F NAG EroNet S75
Maximum Permissible Velocity {Vmax} (fpj
5.00
Permissible Shear Stress {tp} (psf)
1 1.55
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
0.29
ft
Mannings "n"
0.055
Calculated Flow Rate, Qcalc
2.34
cfs
Calculated Velocity, Vcalc
1.56
fps
Calculated Shear Stress, tcalc
0.53
psf
Q calc >_ Q design?
yes
V calc £ V max?
yes
t calc £ t p?
yes
If proprietary/grass li

—IJ underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Messer Parcels
Location: NC Highway 27 Coats, NC
Project Number: C21020
Date: 7/15/2022
Designed: ZA
Checked: ILL
Outlet ID: STM FES-1
Pipe diameter= 24 inches
Pipe slope= 1 %
Roughness Coef.= 0.013
10-yrCapacity= 1.26 cfs Inlcudes 1.1 Factor of Safety
10-yr velocity= 0.40 ft/sec
cone rrom 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
Diameter
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

—IJ underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Messer Parcels
Location: NC Highway 27 Coats, NC
Project Number: C21020
Date: 7/15/2022
Designed: ZA
Checked: ILL
Outlet ID: STM 100
Pipe diameter= 24 inches
Pipe slope= 6.64 %
Roughness Coef.= 0.013
10-yr flow= 30.06 cfs Inlcudes 1.1 Factor of Safety
10-yr velocity= 9.57 ft/sec
cone rrom 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=
30.1 cfs
Width at end of Pad=
19.9 ft.
Outlet velocity=
9.57 ft/sec
Stone diameter =
8 in.
Material =
Class B
Thickness =
12 in.
Zone
Material
Diameter
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

—IJ underfoot
ENGINEERING
Riprap Outlet Protection Design
Project: Messer Parcels
Location: NC Highway 27 Coats, NC
Project Number: C21020
Date: 7/15/2022
Designed: ZA
Checked: ILL
Outlet ID: STM 200
Pipe diameter= 15 inches
Pipe slope= 5.1 %
Roughness Coef.= 0.013
10-yr flow= 4.13 cfs Inlcudes 1.1 Factor of Safety
10-yr velocity= 3.36 ft/sec
cone rrom grapn above =
i
Is grade of apron 10% or more:
N
Y/N
Zone used =
1
Length =
5.0 ft.
Outlet pipe diameter=
15 in.
Width at Outlet =
3.8 ft.
Outlet flowrate=
4.1 cfs
Width at end of Pad=
9.5 ft.
Outlet velocity=
3.36 ft/sec
Stone diameter =
4 in.
Material =
Class A
Thickness =
6 in.
Zone
Material
Diameter
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
1 149 Executive Circle, Suite C-1 Cary, NC 27511
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

surveyor for final site planning.
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