SW6220202_Stormwater Report_20230309

STORMWATER REPORT
for
MESSER PARCELS
Prepared for:
T&L COATS, LLC
165 SOMMERVILLE PARK ROAD
RALEIGH, NC 27603
Underfoot Project #: C21020.00
1 s,Submittal: November 17, 2021
2nd Submittal: August 5, 2022
3rd Submittal: November 16, 2022
41" Submittal March 9, 2023
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�rR . 4 tW-
2023.03.09
- Landon Lovelace, PE
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
underf oot
Forward Thinking. Grounded Design.
E N G I N E E R I N G www.underfootengineering.com

� -dw 1149 Executive Circle-Suite C-1, Cary, NC 27511
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919.576.9733 1 NCBELS C-3847
Nb.- ENGINEERING
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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� -dw 1149 Executive Circle-Suite C-1,Cary, NC 27511
OW
u n d e rf��t
919.576.9733 1 NCBELS C-3847
Nb.- ENGINEERING
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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� -dw 1149 Executive Circle-Suite C-1,Cary, NC 27511
OW
u n d e rf��t
919.576.9733 1 NCBELS C-3847
ENGINEERING
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FIGURE 1: AERIAL VIEW OF THE SITE
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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� -dw 1149 Executive Circle-Suite C-1,Cary, NC 27511
OW
u n d e rf��t
919.576.9733 1 NCBELS C-3847
NNW- 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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� -dw 1149 Executive Circle-Suite C-1,Cary, NC 27511
OW
u n d e rf��t
919.576.9733 1 NCBELS C-3847
Nb.- ENGINEERING
2. STORMWATER CALCULATIONS
2.1 METHODOLOGY
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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� -dw 1149 Executive Circle-Suite C-1,Cary, NC 27511
OW
u n d e rf��t
919.576.9733 1 NCBELS C-3847
NNW- 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
underfoot
Forward Thinking. Grounded Design.
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FEMA S CC)PEFIATING TECHNICALPASTNEF1
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort,the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
For information and questions about this map, available products associated with this FIRM including Map Projection: NATIONAL FLOOD INSURANCE PROGRAM
historic versions of this FIRM,how to order products or the National Flood Insurance Program in general, (
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING North Carolina State Plane Protection Feet Zone 3200) cc FLOOD INSURANCE RATE MAP
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP(1-877-336-2627)or visit the FEMA Map
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT Service Center website at http://msc.fema.gov.An accompanying Flood Insurance Study report,Letter of Map Datum: NAD 1983 (Horizontal), NAVD 1988(Vertical)
• Revision(LOMR)or Letter of Map Amendment(COMA)revising portions of this panel,and digital versions of this `�v N 0 RTH CA RO LI N A
H 1 1TT P•//FRIS.NC.G0V/FRIS FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com 1 inch = 1,000 feet 1;12 000 PjRtr
or contact the FEMA Map Service Center. , y
Without Base Flood Elevation (BFE) Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as rJ00 1,000 2,000 PANEL 0680 v Zone A,V, HJ the current FIRM Index.These may be ordered directly from the Map Service Center at the number listed above. aS
With BFE or Depth zone AE, AO,AH, VE,AR Feet �t-1No SEco
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.SPECIAL FLOOD Regulatory Floodway Meters FEMA
Y, Y g 0 150 300 600
To determine if flood insurance is available in the community,contact our Insurance agent or call the National
HAZARD AREAS Flood Insurance Program at 1-800-638-6620.
0.2%Annual Chance Flood Hazard,Areas 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 PANEL LOCATOR n t cc Panel Contains:
of 1%Annual Chance Flood with Average digital FLOOD database and in the Technical Support Data Notebook(TSDN). �'I
Depth Less Than One Foot or With Drainage ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local L COMMUNITY CID PANEL SUFFIX
Areas of Less Than One Square Mile zone x community to obtain more information,such as the estimated level of protection provided(which may exceed the rya 4a ��^ COATS,TOWN OF 370558 0680 J
1-percent-annual-chance level)and Emergency Action Plan,on the levee system(s)shown as providing protection. / r r M HARNETT COUNTY 370328 0680 J
o To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood l
Future Conditions 1/a Annual insurance and floodproofing or other protective measures. For more information on flood insurance,interested '
Chance Flood Hazard zone x parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm. CHATHAM COUNTY
OTHER AREAS OF Area with Reduced Flood Risk due to Levee PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee(PAL)note / WAKE COUNTY
FLOOD HAZARD See Notes zone x 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
OTHER levee system(s)shown as providing protection. To maintain accreditation,the levee owner or community is l 0626 0
Areas Determined to be Outside the required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations. i 0646
AREAS o If the community or owner does not provide the necessary data and documentation or if the data and documentation /
0.2/o Annual Chance Floodplain zone x provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood j 0645065506650675
`0604 0624 0684
------------- Channel Culvert or Storm Sewer hazard and risk information for this area to reflect de-accreditation of the levee system.To mitigate flood risk in 0644065406640674 JOHNSTON COUNTY
residual risk areas,property owners and residents are encouraged to consider flood insurance and floodproofing
Accredited or Provisionally Accredited
or other protective measures. For more information on flood insurance,interested parties should visit the FEMA % t�
Website at http://www.fema.gov/business/nfip/index.shtm. 9682,/ 0602 0622 0642 0662 0682 ),1602 cc
Levee, Dike, or Floodwall LEE COUNTY ,
GENERAL LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
STRUCTURES i i i i i i i i i i i i i Non-accredited Levee, Dike, or Floodwall category has been divided by a Limit of Moderate Wave Action(LiMWA). The LiMWA represents the approximate 9680 0600 0620 0640 0660 0680 1600� 1620
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA 96,7U
BM5510 X North Carolina Geodetic Survey bench mark (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. // 05890599 1509 1519 \
BM5510 National Geodetic Surve bench mark 9548 �9568 9588 0508 0528 0548 0568 151
® y Limit of Moderate Wave Action (LiMWA) �,_ / 0588059815081518
BM5510� Contractor Est. NCFMP Survey bench mark 05870597 1527 1537
o COASTAL BARRIER RESOURCES SYSTEM CBRS NOTE 9546 9566 9586 0506 0526 0546 0566 1506 1546
012 18-2— Cross Sections with 1/o Annual Chance (CBRS) 9536 , 05860596 152.61536 \
Water Surface Elevation BF This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
953595459555
(BFE) available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
9564 9584 0504 0524 0544•� '0564` 0584 1504 � 1524 -_
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html,the 953495449554 - - ---I
Coastal Transeet FIS Report,or call the U.S.Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
9553 9583 9593 0503 0513 0523 0533
--- --- Coastal Transeet Baseline CBRS Area Otherwise Protected Area "',�� 9562,9582 C`r
Profile Baseline Jt CUMBERLAND COUNTY SAMPSON COUNTY ,i SrAlltc,
Hydrographic Feature HOKECOUNTY ';t a MAP NUMBER
OTHER Limit of Study '�� {�s 3720068000J
MAP REVISED
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Jurisdiction Boundary 10/03/06

PLAN REVISIONS
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---- _; __ PLAN REVISIONS
POST DAl _ _ ^
S 8825 40"'E 491� (TOTAL
# DATE REVISION BY
UNDETAINED •! •-• - 234.43-- 9• TOWN OF COATS, HRW,
AREA = 2.65 ACRES . . . NCDOT, NCDEQ/ 1 2022.08.05 LA
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Soil Map—Harnett County,North Carolina
(Messer Parcels)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) Stony Spot 1:24,000.
Soils Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
ry Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed
.�
Special Point Features scale.
Vo Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
Borrow Pit measurements.
Transportation
Clay Spot _ Rails Source of Map: Natural Resources Conservation Service
Closed Depression Web Soil Survey URL:
rwr Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Gravelly Spot Y Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow Background accurate calculations of distance or area are required.
Marsh or swamp . Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
+ Mine or Quarry
Soil Survey Area: Harnett County,North Carolina
Miscellaneous Water Survey Area Data: Version 18,Sep 1,2021
Perennial Water Soil map units are labeled(as space allows)for map scales
Rock Outcrop 1:50,000 or larger.
Saline Spot Date(s)aerial images were photographed: Oct 22,2018—Oct
25,2018
4 Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
Sinkhole shifting of map unit boundaries may be evident.
Slide or Slip
Sodic Spot
U}DA 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 19.8 12.9%
percent slopes
FaB Fuquay loamy sand,0 to 6 3.4 2.2%
percent slopes
NoB Norfolk loamy sand,2 to 6 66.4 43.1%
percent slopes
NuB Norfolk-Urban land complex,0 15.4 10.0%
to 6 percent slopes
W Water 0.4 0.2%
WaB Wagram loamy sand,0 to 6 1.9 1.3%
percent slopes
WaC Wagram loamy sand,6 to 10 29.3 19.0%
percent slopes
Totals for Area of Interest 153.8 100.0%
UusDA Natural Resources Web Soil Survey 11/17/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

APPENDIX 6: SCM CALCULATIONS
SCM SIZING
SCM ROUTING
O&M MANUAL
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

C-3:WET DETENTION BASIN DESIGN
PROJECT INFORMATION
Project Name: WET POND 1
Project Location: Drainage Area 1
Project Number: C21020
Date: 2023.03.09
Project Designer: ZA
Checked By: LL
DRAINAGE AREA INFORMATION
Drainage Area Name, DA1
Drainage Area(DA)= 423,247 SF 9.71641
Impervious Area(IA)= 162,987 SF
Percent Impervious(I)= 38.51 %
Water Quality Design Storm= 1 INCHE(S)
REQUIRED STORAGE VOLUME-SIMPLE METHOD
Determine Rv Value= 0.05+0.009(1)= 0.40 IN/IN
Storage Volume Required= 13,988 CF Based on Simple Method
REQUIRED SUFACE AREA
SA/DA= 2.16 From SA/DA Table 2 in Stormwater Design Manual
Min Req'd Surface Area= 9,142 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 VOLUME;
Area of Permanent Pool= 16,886 SF Elev. 266.50
Area of Bottom of Vegetated Shelf= 14,300 SF
Volume of Main Pool(Excluding Forebay)= 53,262 CIF
Volume of Forebay= 10,119 CIF
Volume of Main Pool(Exluding Vegetated Shelf)= 46,715 CIF
Percentage of Forebay to Main Pool= 19.0 % OK
PERMANENT POOL SURFACE AREA
Is Permenant Pool Surface Area Sufficient(yes/no)y Yes
Proposed Surface Area= 16,886 SF
Required surface Area= 9,142 SF
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
1.0INCH VOLUME ELEVATION
Contour Incremental Accumulated
Contour Area Volume Volume,S Stage,Z
sq ft cu ft cu ft ft
266.50 16,886 0 0 266.5
Required Temporary Pool Volume= 13,631 CF 267.00 18,826 8,995 8,995 267.0
Permanent Pool Elevaton= 266.50 268.00 20,537 19,673 28,668 268.0
Temporary Pool Elevation= 267.75 269.00 22,303 21,412 50,080 269.0
Provided Temporary Pool Volume= 23,088 CF
267.75 20,102 23,088 267.75
ORIFICE SIZING
O*2 Dan= 0.1336 CFS
Q5 Dan= 0.0534 CFS
Orifice Size= 2.00 IN
Driving Head(Ha)= 0.22 FT
Q onace= 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 (Outside Dim.=5-ft x 5-ft,Inside Dim.=4-ft x 4-ft)
Volume= 94 CF (Water Displaced-Top of Riser to Bottom of Riser)
Weight= 5,850 LBS (Weight Water Displaced)
Factor of Safety=�
WT Req'd of Anti-Flotation Device= 7,313 LBS
Volume of Concrete Req'd= 83.5 CF (Unit WT of Concrete=150 pcf)Submerged Concrete Unit Weight 87.6 pcf
Depth Provided= 2.00 FT
Volume Provided= 91.8 CF (4-ft x 4-ft Box filled 4-ft deep with concrete)
WT of Anti-Flotation Device Provided= 8,037 LBS OK

SCM 1 - FOREBAY/STORAGE TABLE
CONTOUR INCREMENTAL CUMULATIVE
CONTOUR AREA VOLUME VOLUME
ELEVATION (FT) (SF) (CF) (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 INCREMENTAL CUMULATIVE
CONTOUR AREA VOLUME VOLUME
ELEVATION (FT) (SF) (CF) (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: 11/17/2021
Designed By: ZA
Checked By: LL
DRAINAGE AREA = PRE DA
LAND COVER HSG CN AREA (SF) CN*Area AREA(AC)
Onsite Open Space (Fair) A 49 134489 6589961 3.09
Onsite Open Space (Fair) D 84 23682 1989288 0.54
Onsite Woods (Fair) A 36 268692 9672912 6.17
Onsite Woods (Fair) D 1 791 993081 78453321 2.28
Onsite Impervious A 1 981 74561 7306881 0.17
Onsite Impervious D 1 981 01 01 0.00
533627 26828181 12.25
WEIGHTED CURVE NUMBER = 50

POST DEVELOPMENT CONDITIONS
Project Name: Messer Parcels The off-site BUA within
Project Number: C21020 the NCDOT right-of-way
Date: 2023.03.09 which drains to the SCM
Designed By: zA is assumed to be 100%
Checked By: ILL calculations.
for these
calculations.
DRAINAGE AREA= Post DA1 to Wet Pond 1
LAND COVER HSG CN AREA (SF) CN*Area AREA(AC)
Onsite Impervious- Roads/Sidewalk A 98 6&10 6753180 1.58
Offsite Impervious- Roads/Sidewalk A 98 5877 575946 0.13
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 63184 3096016 1.45
Open Space (fair) D 84 26511 2226924 0.61
Open Space Lots (fair) A 49 143010 7007490 3.28
Open Space Lots (fair) D 84 275551 2314620 0.63
423247 30617776 9.72
WEIGHTED CURVE NUMBER= 72
DRAINAGE AREA= Post DA1 Undetained
LAND COVER HSG CN AREA (SF) CN*Area AREA(AC)
Onsite Impervious A 98 0 0 0.00
Onsite Impervious D 98 0 0 0.00
Onsite Open Space (fair) A 49 49921 2446129 1.15
Onsite Open Space (fair) D 84 26789 2250276 0.61
Onsite Woods (fair) A 36 0 0 0.00
Onsite Woods (fair) D 79 38507 3042053 0.88
115217 7738458 2.65
WEIGHTED CURVE NUMBER= 67

1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk, Inc.v2020
1 2r-� �3rr--��
4
V5
Legend
Hvd. Origin Description
1 SCS Runoff PRE DA1
2 SCS Runoff POST DA1 TO WET POND
3 SCS Runoff POST DA1 UNDETAINED
4 Reservoir POST DA1 ROUT
5 Combine POST DA1
Project: X:\Civil\Projects\2021\C21020 - Messer Parcels - Coats\Technical\Calculations ndV wtidg�QrMv,Gdt-6rAI20Htling\2021. 1.17

I
Hydrograph Return Period Recap
draflow Hydrographs Extension for AutodeskO 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 T25-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

2
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
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

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 1
PRE DA1
Hydrograph type = SCS Runoff Peak discharge = 0.144 cfs
Storm frequency = 1 yrs Time to peak = 778 min
Time interval = 2 min Hyd. volume = 4,093 cuft
Drainage area = 12.250 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

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

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type = SCS Runoff Peak discharge = 13.38 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 27,125 cuft
Drainage area = 9.720 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 TO WET POND
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type = SCS Runoff Peak discharge = 1.953 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 5,901 cuft
Drainage area = 2.650 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 UNDETAINED
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 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

8
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.
POST DA1 ROUT
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 2 Total storage used = 22,667 cuft

Pond Report 9
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Pond No. 1 - WET POND
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=266.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 266.50 16,886 0 0
0.50 267.00 18,826 8,923 8,923
1.50 268.00 20,537 19,673 28,596
2.50 269.00 22,303 21,412 50,008
3.50 270.00 24,127 23,207 73,215
4.50 271.00 26,007 25,059 98,273
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 4.00 0.00 Crest Len(ft) = 16.00 30.00 0.00 0.00
Span(in) = 24.00 2.00 8.00 0.00 Crest El.(ft) = 269.25 269.75 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 261.00 266.50 267.75 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
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 EA 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 Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 66,253 269.70 32.08 is 0.19 is 1.43 is --- 16.09 0.00 --- --- --- --- 17.70
3.30 68,573 269.80 32.08 is 0.19 is 1.47 is --- 21.74 0.87 --- --- --- --- 24.27
3.40 70,894 269.90 32.08 is 0.19 is 1.51 is --- 27.92 4.53 --- --- --- --- 34.16
3.50 73,215 270.00 36.31 is 0.16 is 1.54 is --- 34.61 9.75 --- --- --- --- 46.06
3.60 75,720 270.10 41.21 is 0.09 is 0.88 is --- 40.24 s 16.15 --- --- --- --- 57.36
3.70 78,226 270.20 42.08 is 0.07 is 0.73 is --- 41.28 s 23.55 --- --- --- --- 65.63
3.80 80,732 270.30 42.67 is 0.06 is 0.62 is --- 41.98 s 31.82 --- --- --- --- 74.48
3.90 83,238 270.40 43.14 is 0.05 is 0.55 is --- 42.54 s 40.88 --- --- --- --- 84.02
4.00 85,744 270.50 43.55 is 0.05 is 0.49 is --- 43.01 s 50.67 --- --- --- --- 94.21
4.10 88,250 270.60 43.91 is 0.04 is 0.44 is --- 43.43 s 61.13 --- --- --- --- 105.04
4.20 90,756 270.70 44.25 is 0.04 is 0.40 is --- 43.81 s 72.23 --- --- --- --- 116.48
4.30 93,261 270.80 44.57 is 0.04 is 0.37 is --- 44.15 s 83.93 --- --- --- --- 128.48
4.40 95,767 270.90 44.87 is 0.03 is 0.34 is --- 44.49 s 96.20 --- --- --- --- 141.06
4.50 98,273 271.00 45.16 is 0.03 is 0.31 is --- 44.81 s 109.01 --- --- --- --- 154.16
...End

11
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 = 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
POST DA1
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
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

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
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

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 1
PRE DA1
Hydrograph type = SCS Runoff Peak discharge = 1.029 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 10,220 cuft
Drainage area = 12.250 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA1
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type = SCS Runoff Peak discharge = 20.27 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 40,582 cuft
Drainage area = 9.720 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 TO WET POND
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type = SCS Runoff Peak discharge = 3.356 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 9,339 cuft
Drainage area = 2.650 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 UNDETAINED
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 cuft

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

18
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
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

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 1
PRE DA1
Hydrograph type = SCS Runoff Peak discharge = 10.44 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 38,551 cuft
Drainage area = 12.250 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

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

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type = SCS Runoff Peak discharge = 8.043 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 21,132 cuft
Drainage area = 2.650 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 UNDETAINED
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 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 cuft

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
POST DA1
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

24
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
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

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 1
PRE DA1
Hydrograph type = SCS Runoff Peak discharge = 19.35 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 62,146 cuft
Drainage area = 12.250 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA1
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type = SCS Runoff Peak discharge = 56.67 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 114,633 cuft
Drainage area = 9.720 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 TO WET POND
Q (cfs) Hyd. No. 2 --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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type = SCS Runoff Peak discharge = 11.29 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 29,440 cuft
Drainage area = 2.650 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 UNDETAINED
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 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 cuft

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

30
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk,Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
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

31
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 1
PRE DA1
Hydrograph type = SCS Runoff Peak discharge = 36.69 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 108,829 cuft
Drainage area = 12.250 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.60 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA1
Q (Cfs) Hyd. No. 1 -- 100 Year Q (Cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 2
POST DA1 TO WET POND
Hydrograph type = SCS Runoff Peak discharge = 82.07 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 167,538 cuft
Drainage area = 9.720 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 TO WET POND
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Hyd. No. 3
POST DA1 UNDETAINED
Hydrograph type = SCS Runoff Peak discharge = 17.11 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 44,365 cuft
Drainage area = 2.650 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA1 UNDETAINED
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 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.
POST DA1 ROUT
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 4 Hyd No. 2 Total storage used = 72,883 CA

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

36
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/20/2022
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(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
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 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
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-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-1st 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 *0.1 1 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
11 = 3.02 in.
12= 3.66 in.
110= 5.46 in.
125= 6.57 in.
1100= 8.42 in.

OPERATION AND MAINTENANCE
MANUAL FOR WET POND
for
MESSER PARCELS
Prepared for:
T&L Coats, LLC
165 Sommerville Park Road
Raleigh, NC 27603
Underfoot Project #: C21020.00
1 ST Submittal: November 17, 2021
Landon Lovelace, PE
1 149 Executive Circle, Suite C Cary, NC 27511
NCBELS # C-3847 1 919.576.9733
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Nb.- ENGINEERING
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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1 . OPERATIONS
A Wet Pond is designed to have a permanent pool of water. It detains and treats
stormwater flows by increasing the depth of water on top of a pool of water and then
slowly releasing the stored water over time. A concrete structure called a riser is present
and has various holes and/or weirs cut into the sides of the structure to release the various
flows over time.
Below are various views of this stormwater control measure. Note that your pond may
vary from these figures.
Figure 1: Wet Pond Example: Plan View
I •
FOUNTAIN IDPTIOHAL FEATURE]- i I
VERIFY EROSION AND RE•SUSPENSION
OF SEDIMENT WILL NOT OCQJR;
DO NOT PLACE NEAR OUTLET J L
r
MAIN POOL J SCM MAINTENANCE AND
SURFACE AREA AND VOLUME SITED USING EITHER r ACCESS EASEMENT
(al HYRDALILIC RETENTION TIME METHOD.a [
M} THE SADA AND AVERAGE DEPTH METHOD
r` 1
VEGETATED SHELF -.- I FOREBAY
IA SIMUM MOTH 6 FT 15 TO 20 PERCENT
MAXIMUM SLOPE 6 H:1 V �/ 1 OF MAIN POOL
VOLUME
VEGETATED SIDE SLOPES ! '
RECOMMENOE0 SLOPE 3 H IV f ,
PLANTED WITH NON-CLUMPING TURF GRASS ■ ` � �
TREES AND WODDV SHELVES NOT ALLOWED! `
1
0 -TSTRUCTURE I
PLACE METSAND
CUTLET'$TO AVC1b ' r / � �
94ORT pUTIHGAhU 1I DESIGN FDA EROSION
PROTECTION ' �i� INLET STRUCTURE
J _ PLACE MET$AND
OUTLETS TD AVOID
f SHORT-CRCUMG
l AND DESIGN FOR
EROSION
PROTECTION
f
EMERGENCY SPILLWAY
PROVIDED FOR MAJOR
r
STORMS AND DESIGNED TRANSITION FROM FORESAY TO
FOR EROSPDN MAIN POOL SHALL FLOW AT A
PROTECTION NON-EROSIVE VELOCITY
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Figure 2: Wet Pond Example: Cross-Section View I
FORESAY IWIN POOL SURFACE AREA AND VOLUME
(a)15 IO 20 PERCENT 0:MAIN POOL VOLUME SURFACE AREA AND VOLUME SIZED U504G EJ4R
(b)ENTRANCE SKAtL BE DFEPF R THAN EXIT Sal HYDRAULIC RETEKTION TWE METHOD:OR
Icl WATER FLOWNG OVER FORESAY DAM Ili of Sk%AND AVERAGE OPTON METHOD
SHALL FLOW AT NON-EROSNE VELOCITY
101 IF 06PRIi<30 IN04-5.CLEAN Our
FOFMY EMBA XWNT
MIN WIDTH
1DFT FOR
TEMPORARY POOL EWRGENCY SPILLWAY� WAINTENANCE
DESIGN TO DRAW ACCESS
OM BETYYEEN
TWO AND F N E p
DAYS 1
liz
TEMPORARY PC0 it
--------------------------ltuffpOpi -------- -------- -- ,
•Ski %i O
/Al M
JJx/ /fj / //J//Jf/t 1 f, ,f///////
/i
A,
fJ/�
j
/ J //J//J /// /// //J///J//JJ//Jf
i
/f�jjf//f/
F
VEGETATED SIDE SLOPES SEDI WENT STORAGE MAIN POOL DEPTH VEGETATED SHELF
RECOMMENDED SLOPE:3 m:i V MTiNIPAJMi SEDIMENT AVG.DEPTH.3 TO S' MWO MI WIDTH:6 FT
PLANTED WITH NON-CLUNPNG STORAGE DEPTH OF 6' 'OPTION TO EXCLUDE VAXIM SLOPE'6 H:1 V
TURF GRASS.TREES AND SUBMERGED PORTION VEGE►APON:MINtAgw OF 3
WOODY SHELVES NOT OF VEG.SHELF FROA1 DWERSE SPECIES OF
ALLOWED CALCULATIONS HERBACEOUS.NATIVE
SPECIES MIN.50 PIAKIS
PER 200 SF OF SHELF
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Figure 3: Wet Pond Example: Cross-Section View 2
VEGETATED SHELF
MINIMUM WIDTH 6 f t
MAXOAUM SLOPE:6 H S V
W%ET STRUCIM
hwT BE SHED to VEGETATED SIDE ROPES
(&I DRAWDOM TEMPORARY RECOMMENCED SLOPE.3 H.R V
POOL IN TWO TO FIVE PAYS TRASH RACK FRONT AND BACK EMBANKMENT SLOPE
(0 DISCAO RG�E RUHDFF FROM REQL BRED R£OUTRED TO BE VEGETATED
I-YR.2&HR STOW TO MIND E
HYDROLOGIC IMPACTS
4 MIN .- ERA3Afii4'�EEh?
Tk = MtiYiWIJl.'.1Y1DTH 1T1 FT iOR
MAINTENANCE ACCESS
TEMPORARY POOL
PROPOSED GRADE
N"POOL
OUTLET PIPE
---------------- --- EXIS TING GRADE
r NO
r rr r r rrr r� r� rr erOW,r % �' r
DEWATERWG METHOD
WET POND$SHALL KAVE A R-TmOD TO DRAW DOv*N STARt' imG WATER TO
FACILITATE WUHTEM*4CE AhV t4SPECTION
MIN O'SFDIMEHT (E G.SKIWER OR PUMP)
STORAGE
Figure 4: Wet Ponca Example: Outlet Structure
TRASH RACK iREOUIREDT
WEIR(OR OTHER METHOD)
TO ESTABLISH
TEMPORARY POOL
RISER CREST 1114�
ORIFICE -
OUTLET TO ESTABLISH TEMPORARY POOL
NORMAL PM
MUST DRAW DOIAN
TEMPORARY POOL IN
TWO TO FI'A DAYS NOWALL P
— — — — — —
i
OUTLET ply
DEWATFRING METHOD
WET PONDS SHALL HAVE
METHOO TO DRAW DaA'N
STANDING WATER TO ••!y• - • L 1'
FACUTATE MAINTENANCE „
AND INSPECTION(E.G, •r '
SKIMMER OR PLµEP)
r�
ANTI•FLOTATION SLAB ANTI-SE EP MEASURE$-
ARE RECOMMENDED
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Figure 5: Plan view of Messer Parcels Wet Pond
l ►� I ■i
�■b r nc v-[- e-� r
-�.x LL•i
it
u �
• � R
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Figure 6: Profile View of Arringdon Lot 3 Wet Pond
+a
41 ­
> ar
•
l
•o
r a r a 0 Mvp It--
UAMM
V
M31W
SC PA --I -WET POND CROSS SECTION
Note:
When the pond bottom is below the invert of the pond drain, pump dewatering may be
required to drain the pond for maintenance. An experienced contractor shall use a
pump and silt-bag to dewater the pond.
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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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BMP element: Potential problems: How to remediate the
. . . -
The entire BMP Trash/debris is present. Remove the trash/debns.
The penmeter of the wet pond Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully. and then
plant a ground cover and water
until it is established. Provide
lime and a one-time fertilizer
application.
Vegetation is too short or too Maintain vegetation at a height
long. of approximately six inches.
The inlet device: pipe or swale The pipe is clogged. Unclog the pipe. Dispose of
the sediment off-site-
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swage if necessary
swage. to smooth it over and provide
erosion control devices such as
reinforced turf matting or riprap
to avoid future problems with
erosion.
The forebay Sediment has accumulated to a Search for the source of the
depth greater than the original sediment and remedy the
design depth for sediment problem d possible. Remove
storage. the sediment and dispose of it
in a location where ft will not
cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced
turf matting or riprap if needed
to prevent future erosion
problems.
Weeds are present. Remove the weeds. preferably
by hand. If pesticide is used.
wipe it on the plants rather than
spraying.
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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 alga;
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 speciatist
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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The outlet device 1 The Clogging has occurred. Clean out the outlet device.
receiving water Dispose of the sediment off-
site.
The outlet device is damaged Repair or replace the outlet
device.
Floating wetland island (if Weeds or volunteer trees are Remove the weeds or trees.
applicable) growing on the mat.
The anchor cable is damaged, Restore the anchor cable to its
disconnected or missing. design state.
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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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3.2 SCM Inspection & Maintenance Log
System Location
Inspection Presence of Condition of Grass Standing Water Control Structure
Maintenance
Date (quarterly,yearly, Debris/Trash Sod(eroded,bare (yes/no) Personnel(clean or Maintenance Performed Comments
post-storm?) (yes/no) spots,healthy?) sediment)
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System Location
Inspection(quarterly, Presence of Condition of Grass Standing Water Control Structure Maintenance
Date y Debris/Trash Sod(eroded,bare Maintenance Performed Comments
early,post-storm.) (yes/no) (clean or sediment) Personnel
(yes/no) spots,healthy?)
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APPENDIX C: CONVEYANCE
CALCULATIONS
PIPE SIZING
GUTTER SPREAD
HGL ANALYSIS
SWALE CALCS
DISSIPATORS
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Downstream Upstream Inlet Upstream Inlet Upstream Pipe Diameter Material Pipe Length Capacity(Full Total Pipe Total System Invert Invert Elevation(Rim) Elevation Structure Flow(Total Flow(Total Gutter Depth Gutter Spread
Upstream Node Node C Area(acres) Intensity*(in/h) (in) (ft) Flow)(ft'/s) Flow(ft'/s) Flow(ft'/s) Slope(ft/ft) (Upstream)(ft) (Downstream) Inlet' (ft) (Invert)(ft) Height(ft) Inlet Type Bypass Target Intercepted) Bypassed) (in) (ft)
JL (ft) (ft'/s) (ft'/s)
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 1 15 HDPE 127.4 15.81 1 1.12 3.89 0.051 267.5 261 1 STM 201 1 271.57 267.5 4.1 Drop-Grate-NCDOT 840.15 0.62 0.06 1.5 4.1
STM 145 STM 144 0.4 0.146 7.22 15 HDPE 200 13.28 0.42 0.41 0.036 1 285.5 278.3 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 1 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(Tc)of 5 minutes.
Total System Flow is calculated based on flow intercepted at structure.Bypassed flow captured from upstream structures is included and pipe sizes are calculated accordingly.
Rim Elevations:
NCDOT 840.03 rim elev is @ flow line,middle of frame.Back of curb elev is rim elev+0.50'
NCDOT 840.15 rim elev is @ top of grate

Profile Report
Profile: STM 103 TO STM 100
STM 103 TO STM 100 - Coats - 1 0yr
Label:STM 103
274 gype: Catch Basin
1 176
274
273.5 Label:
273 T e: o
ID: 14 ID 16 Label:STM1 1
272.5 Type: Catch Basin
272 I D: 160
271.5
271 I : 1 8
270.5 Label: 05
270 pe Con
d it
IL: ICU
269.5
269
268.5
268
♦"' 267.5
267
Q} 266.5
w 266
265.5
265
264.5
264
263.5 100
263 54
all
262.5
262
261.5
261
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011512012513013514014515015516C165170179 80185190195
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 104 TO STM 105
Label: sST10 104 TO STM 105 - Coats - 1 Oyr
Type: Catch Basin
I b: 238
276.000000000001
275.900000000001 Label: STM 1 5
275.800000000001 --Type: Catch isin
275.700000000001
275.600000000001
275.500000000001
275.400000000001
275.300000000001
275.200000000001
275.100000000001
275.000000000001
274.900000000001
274.800000000001
274.700000000001
2 ,.600000000001
[phone] y : n U
ll
0000000001 I : 2 3
274.300000000001
2C:200000000001
O 274.1
-1--+ 274
Cu 273.9
> 273.8
273.7
_ 273.6
W 273.5
273.4
273.3
273.2
273.1
273
272.9
272.8
272.7
272.6
272.5
272.4
272.3
272.2
272.1
272
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 2223242526272829
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 106 TO STM 103
STM 106 TO STM 103 - Coats - 1 Oyr
Label: STM 196
Type: Catch Basin
278.6 ID: 179
278.4
278.2
278
277.8
277.E
277.4
277.2
277
276.8 RON
276.E
276.4
276.2
276
275.8
r� 275.6
}.+ 275.4
2275 p . nduit abel: STM 193
274.8
O 274.6 e: Catch Basin
274.4
}� 2742 176
274 -
273.8
771,> 273.6
273.4
273.2
W 273
272.8
272.6
272.4
272.2
272
271.8
271.6
271.4
2712
271
270.8
270.6
270.4
270.2
270
269.8
-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)
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 107 TO STM 106
Label: SSTIM7107 TO STM 106 - Coats -Ljk@ f TM 106
Type: Catch Basin Type: Catch Basin
278.500000000001 1 D: 181 ID: 179
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
1751100000000001
=7.000000000001
'*- f.900000000001
F6.800000000001
.700000000001
276.6
4-0 276.5
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.E
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 1314 15 161718 19 20 21 22 23 24 25 26 27 28 29
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 109 TO STM 108
Label: S-&-FM 109 TO STM 108 - Coats - LlocX:rSTM 108
Type: Catch Basin Type: Catch Basin
285.100000000001 D• 240 ID: 184
285.000000000001
284.900000000001
284.800000000001
284.700000000001
284.600000000001
284.500000000001
284.400000000001
284.300000000001
284.200000000001
284.100000000001
284.000000000001
283.900000000001
,,.243.800000000001
4-@83.700000000001
�3.600000000001
283.500000000001
283.4 Tv 01jr
Q 283.3
4-0 283.2
m 283.1
(v\ 283
/� 2$2.9
_ 282.8
W 282.7
282.6
282.5
282.4
282.3
282.2
282.1
282
281.9
281.8
281.7
281.6
281.5
281.4
281.3 - ELL -
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22232425262728293031 32 33 34 35
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 110 TO STM 106
STM 110 TO STM 106 - oats - 1 Oyr
Label: STM 110 Label: P24
Type: Catch Basin Label: STM 108 Type: Conduit
286.5 I D: 185 e : ID: 184
286
285.5 -
-+
285 U. I
284.5
284
283.5
283
282.5
282
281.5
0 O 281
}, 280.5
ICU 280 a e . 106
> 279.5 Type: Catch Basin
a�
Uj 279
278.5
278
277.5
277
276.5
276 -
275.5
275
274.5
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300
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 113 TO STM 112
STM 113 TO STM 112 - Coats 10
0el`r 112
291.6 Type:Catch Basin
I : 1
291.4
291.2
291
290.8
290.6
290.4
290.2
290 Lab
289.Type
12
289.6
289.4
i�
� 289.2
289
O 288.8
a-+
288.6
288.4
W 288.2
288 a I: d
yp nduit
287.8
287.6
287.4
287.2
287
286.8
286.6
286.4
286.2
289
285.8
-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 114 TO STM 110
STM 114 TO STM 110 - Coats - 10yr
Label: STM 112
Type: Catch Basin
291.s : 187
291.4
291.2
291 00,
290.8
290.6
290.4
290.2
290
289.8
289.6
289.4
289.2
289
288.8Lcibel. P27 RA III
288.s bel: P28
r� 288.4 dUlt y e: n UI
4-0288.2 : 126 D: 1 7
288 La
287.8
287.6 TYp a
O In- lSz
287.4
287.2
287
286.8
> 286.6 110
286.4 pe: Catch Basin
286.2
w z8s
285.8
285.6 Label:
285.4 Type- and At
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
-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

Profile Report
Profile: STM 116 TO STM 112
STM 116 TO STM 112 - Coats - 10yr
Label: STM 116
Type: Catch Basin
296.199999999999 I D: 334
295.999999999999
295.799999999999
295.599999999999 Abel: STM 115
295.399999999999
295.199999999999 Labe . e: Catch Basin
294.999999999999
294.799999999999 Type: Con : 333 bet
294.E D: 335
294.4
294.2
294
293.8
293.6
293.4
293.2
293
292.8
292.6
292.4 Label: STM 112
292.2
292 Type: Catch Basin
291.8
z91.6 ID: 187
O 29 .
291.2
}+ 291
290.
290.6
290.4
290.2
290
289.8
w 289.
289.4
289.2
289
Zzz
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)
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 121 TO STM 103
STM 121 TO STM 103 - Coats - 1 0yr
Label: P20
Type: Conduit
287. ab ID- 133
28TYpe:
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
O 279
a--+ 278.5
� 278 ibel
> 277.5
^, 277
W 276.5
w 276 275.5 --LaN3R1. TM 103
275 h Basin
274.5 6
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)
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 - 1 Oyr
Label:STM 131 Label:P14
Type:Catch Basin Type:Conduit
279.5 ID: 171
279
278.5
278
277.5
277
276.5 Label:STM 13
276 e:Catch Basin
170 e: ondui
275.5 ID: 43
275
274.5
274
273.5
273 Type:Catch Basin
Label:STM 101
272.5 168Catch Basin,
272 ID: 160
271.5 abel:P12
O 271 uit
_ 270.5 pe bel:
:Conduit
+� 270
M 269.5
269
W 268.5
26$ —70
w 267.5
267
266.5
266
265.5
265
264.5
264
263.5 I: TM 100
263 Outfe II
54
262.5
262
261.5
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
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�T11% 132 TO STM 131 - Coats - 10yr
Type: Catch Basin
279.900000000001 ID: 172
279.800000000001
279.700000000001
279.600000000001 Label: STM 131
279.500000000001 Type: Catch Basin
279.400000000001
279.300000000001 I D: 171
279.200000000001
279.100000000001
279.000000000001
278.900000000001
278.800000000001
278.700000000001
278.600000000001
00000000001
496-.400000000001
'1 00000000001
7=.200000000001
0 278.1
_ 278
+� 277.9
277.8
> 277.7
277.6
277.5
W 277.4
277.3
277.2
277.1
277
276.9
276.8
276.7 low
276.6
276.5
276.4
276.3
276.2 ON
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)
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 $-LL"
N41: d - Coats - 1 0yr
Type: Conduit
291 I 129
Ln 1:
91
Ty pe:5 C
28
288. D:
288
287.5
287
286.5
286
285.5
285
284.5
284
4-1283.5
co 283
> 282.5
Q� 282
w 281.5 M 131
281
280.5 h Basin
280 1
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 9510010910115120129 30135140145150 55160165170179 80189 9019a0(205
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 134 TO STM 133
Label: S.;TNA 134 TO STM 133 - Coats - 10yr
Type: Catch Basin
289.100000000001
289.000000000001
288.900000000001
288.800000000001
288.700000000001
288.600000000001 33
288.500000000001
288.400000000001 511 asin
288.300000000001
288.200000000001
288.100000000001
288.000000000001
287.900000000001
287.800000000001
,?AZ.700000000001
4OM600000000001
� . 00000000001 O U
287.400000000001
..300000000001
200000000001
287.1
4-0287
cu 286.9
> 286.8
^' 286.7
VJ 286.6
W 286.5
286.4
286.3
286.2
286.1
286
285.9
285.8
285.7
285.6
285.5
285.4
285.3
285.2
285.1
285
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22232425262728293031 32
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 142 TO STM 100
STM 142 TO STM 100 - Coats - 1 Oyr
Label:STM 142 Label:STM 141 Label:STM 140
274 T Basin Type- T e:Catch Basin
273.5 I 163 ID: 162 1 D: 161
273
272.5 Label:ST 101
yi Catch Basin
272 La el: PO
Type:Conduit Label: P07 Label: PO
271.5 ID: 147 Type:Conduit
271 Typ :Con uit
270.5 Label: P05
270 TypID 15 du t
269.5
269
268.5
O 268
}, 267.5
co 267
> 266.5
266
w 265.5 —
265
264.5
264
263.5 100
263 --"7Tm u all
154
262.5
262
261.5
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
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 144 TO STM 142
STM 144 TO STM 142 - Coats - 1 Oyr
Label: P10
Label: STM 144 Type: Conduit
T8y.pe: Catch Basin ID: 135
283 ID: 165
282.5 -
282
281.5
281
280.5
280
279.5
279
}^, 278.5
278
277.5
0 277
}, 276.5
cc 276
2755 Label: STM 143 Label: STM 142
275 pe: Catch Basin Type: Catch Basin
L U 274.5 Y p
274 164 D_.- 163
273.5 Rag
273
272.5 —Type: Conduit
272 D: 142
271.5
271
270.5
270
269.5
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310
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 145 TO STM 144
TM 145 TO STMrM4 - Coats - 1 Oyr
Label: STM 45 Type: Conduit
Type: Catch Basin ID: 125
290.
29 D
289.5
289
288.5
288
287.5
287
286.5
286
285.5
� 285
O 284.5 L I: M 144
284 vp '
a Ch Basin
> 283.5
283 5
LiJ 282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011512012513013514014515015516016517017518018519019E20(Y05
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 202 TO STM 200
STM 202 TO STM 200 - Coats - 1 Oyr
Label: STM 202
Type: Catch Basin Label: P02
ID: 156 Type: Conduit
27 1 : 151
276.5
276
275.5
275
274.5
274 Label: P01
273.5
273 --Type: Conduit
272.5 e c si ID: 152
272
�1 271.5
271
270.5
C 270
O 269.5
a--+ 269
(� 268.5
268
267.5
w 267
266.5
266
265.5
265
264.5
264
263.5
263 el: STM 200
262.5 : O utfa 11
262 I � • 153
261.5
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)
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 204 TO STM 202
STM 204 TO STM 202 - oats - 1 Oyr
Label: STM 204
Type: Catch Basin Label: PO4
287 I . Iq
286.5 vnch
—
286
285.5
285
284.5
284
283.5
283
282.5
r� 282
281.5
281
C: 280.5
0 280
149
C 279.5 2
279 02
2 8 8 h Basin
w 277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360
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

Profile Report
Profile: STM 103 TO STM 100
STM 103 TO STM 100 - Coats - 25yr
Label:STM 103
274 gype: Catch Basin
ID: 176
274
273.5 Labe
273 Type o
ID: 14 ID 16 L bell ST 131
272.5 , at B sin
272
271.5
271 T pe: Co du t Nil
270.5 Label: 05
270 ft-NSpe Conduit
269.5
269
268.5
268
♦"' 267.5
267
Q} 266.5
w 266
265.5
265
264.5
264
263.5 100
263 all
5
262.5
262
261.5
261
-5 0 5 1015 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010511011512012513013514014515015516C165170179 80185190195
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 104 TO STM 105
Label: sST10 104 TO STM 105 - Coats - 25yr
Type: Catch Basin
I b: 238
276.000000000001
275.900000000001 Label: STM 1 5
275.800000000001 --Type: Catch isin
275.700000000001
275.600000000001
275.500000000001
275.400000000001
275.300000000001
275.200000000001
275.100000000001
275.000000000001
274.900000000001
274.800000000001
274.700000000001
2 ,.600000000001
[phone] y n u
0000000001 I : 283
274.300000000001
2C:200000000001
O 274.1
-1--+ 274
273.9
CID> 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 21 2223242526272829
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 106 TO STM 103
STM 106 TO STM 103 - Coats - 25yr
Label: STM 196
Type: Catch Basin
278.6 ID: 179
278.4
278.2
278
277.8
277.6
277.4
277.2
277 WON
276.8
276.6
276.4
276.2
276
275.8
r� 275.6
}.+ 275.4
275.2
275 p nduit abel: STM 193
274.8 UT
0 274.6 e: Catch Basin
274.4
2742 D: 1 T6
}+ 274
273.8
> 273.6
273.4
273.2
W 273
272.8
272.6
272.4
272.2
272
271.8
271.6
271.4
2712
271
270.8
270.6
270.4
270.2
270
269.8 tj
-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)
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 107 TO STM 106
Label: sSTIM7107 TO STM 106 - Coats -1-25 fSTM 106
Type: Catch Basin Type: Catch Basin
278.500000000001 1 D: 181 ID: 179
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
00M100000000001
=7.000000000001
*'%�.900000000001
F6.800000000001
.700000000001
276.6
4-0 276.5
cc 276.4
276.3
276.2
276.1
W 276
275.9
275.8
275.7
275.6
275.5
275.4
275.3
275.2
275.1
275
274.9
274.8
274.7
274.6
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 1314 15 16 17 18 19 20 2122 23 24 25 26 27 28 29
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 109 TO STM 108
Label: S-&- M 109 TO STM 108 - Coats - L�tfcX:rsTM 108
Type: Catch Basin Type: Catch Basin
285.100000000001 D• 240 ID: 184
285.000000000001
284.900000000001
284.800000000001
284.700000000001
284.600000000001
284.500000000001
284.400000000001
284.300000000001
284.200000000001
284.100000000001
284.000000000001
283.900000000001
,,.243.800000000001
4-@83.700000000001
�3.600000000001
283.500000000001
283.4 Tv ahr
Q 283.3
4-0 283.2
m 283.1
(v\ 283
/� 2$2.9
_ 282.8
W 282.7
282.6
282.5
282.4
282.3
282.2
282.1
282
281.9
281.8
281.7
281.6
281.5
281.4
281.3
-2 -1 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22232425262728293031 32 33 34 35
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Profile Report
Profile: STM 110 TO STM 106
STM 110 TO STM 106 - oats - 25yr
Label: STM 110 Label: P24
Type: Catch Basin Label: STM 108 Type: Conduit
286.5 ID: 185 Label: #�` �ie lD: 184
286 'I : Catch Basin
285.5 y d u itl D: 184
285 I D: 182
284.5
284 -
283.5
283
282.5
282
281.5
O
281
}, 280.5
ICU 280 a e . 106
> 279.5 Type: Catch Basin
(1)
LLJ 279
278.5
278
277.5 \
277
276.5
276
275.5
275
274.5
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300
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 113 TO STM 112
STM 113 TO STM 112 - Coats L25
el`STM 112
291.6 Type:Catch Basin
I : 1
291.4
291.2
291
290.8
290.6
290.4
290.2
290 Lab
289.Type
12
289.6
289.4
i�
� 289.2
289
O 288.8
a-+
288.6
288.4
W 288.2
288 a I: d
yp nduit
287.8
287.6
287.4
287.2
287
286.8
286.6
286.4
286.2
286
285.8
-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 114 TO STM 110
STM 114 TO STM 110 - Coats - 25yr
Label: STM 112
Type: Catch Basin
291.s : 187
291.4
291.2
291 00,
290.8
290.6
290.4
290.2
290
289.8
289.6
289.4
289.2
289
288.8Lcibel. P27 RA III
288.s bel: P28
r� 288.4 duit Yn
y e: n UI
4 288.2 --A26 D: 12.7
288 La
287.8
287.6 TYp a
O 287.4
287.2
287
286.8
110
> 286.6
286.4 pe: Catch Basin
286.2
w z8s 85
285.8
285.6 a
285.4 Type- and At
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
-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

Profile Report
Profile: STM 116 TO STM 112
STM 116 TO STM 112 - Coats - 25yr
Label: STM 116
Type: Catch Basin
296.199999999999 I D: 334
295.999999999999
295.799999999999
295.599999999999 Abel: STM 115
295.399999999999
295.199999999999 Labe . e: Catch Basin
294.999999999999
294.799999999999 Type: Con : 333 bet
294.E D: 335
294.4
294.2
294
293.8
293.6
293.4
293.2
293
292.8
292.6
292.4 Label: STM 112
292.2
292 Type: Catch Basin
291.8
291.E ID-
C: 187
O 29 .
291.2
}+ 291
290.
290.6
290.4
/� 2902
290
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)
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 121 TO STM 103
STM 121 TO STM 103 - Coats - 25yr
Label: P20
Type: Conduit
287. ab ID- 133
28TYpe:
286
285.5
285
284.5
284
283.5
283
282.5
282
281.5
281
280.5
280
279.5
O 279
4-0278.5
� 278 e
> 277.5
^, 277
W 276.5
w 276 L TM 103
275.5
275 h Basin
274.5 6
274
273.5
273
272.5
272
IN
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)
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
Label:STM 131 Label:P14
Type:Catch Basin Type:Conduit
279.5 ID: 171 ID:137
279
278.5
278
277.5
277
276.5 Label:STM 13
276 e:Catch Basin
:170 e: ondui
2755
27 ID: 43
274.5
274
273.5 Label-STM 109
273 T e:Catch Oasin
Label:STM 101
272.5 : 168 ype:Cat h
272 ID: 1
271.5
Type:Conduit
271
O_ 270.5 Label:P05
pe:C n ui
+� 270
269.5
269
W 268.5
w 268
267.5
267
266.5
266
265.5
265
264.5
264
263.5 00
263 We II
54
262.5
262
261.5
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
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�ITIN 132 TO STM 131 - Coats - 25yr
Type: Catch Basin
279.900000000001 ID: 172
279.800000000001
279.700000000001
279.600000000001 131
279.500000000001 a sin
279.400000000001
279.300000000001 Nomam.1- ID
279.200000000001
279.100000000001
279.000000000001
278.900000000001
278.800000000001
278.700000000001
278.600000000001
=M0000000001
4R4.400000000001
'!rM'300000000001
2=.200000000001
278.1 O
_ 278
+� 277.9
277.8
> 277.7
277.6
277.5
W 277.4
277.3 7
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 31 32
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 133 TO STM 131
STM 133 TO $-LL"
N41: d - Coats - 25yr
Type: Conduit
291 I 129
Ln 1:
91
Ty pe:5 C
28
288. D:
288
287.5
287
286.5
286
285.5
285
284.5
284
4-1283.5
(0 283
> 282.5
(3) 282
w 281.5 M 131
281
280.5 h Basin
280 1
279.5
279
278.5
278
277.5
277
276.5
276
— t-7—+ 11 � ----
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 9510010910115120129 30135140145150 55160165170179 80189 9019a0(205
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 134 TO STM 133
Label: S.;TNA 134 TO STM 133 - Coats - 25yr
Type: Catch Basin
289.100000000001
289.000000000001
288.900000000001
288.800000000001
288.700000000001
288.600000000001 33
288.500000000001
288.400000000001 511 asin
288.300000000001
288.200000000001
288.100000000001
288.000000000001
287.900000000001
287.800000000001
,?AZ.700000000001
4OM600000000001
� . 00000000001 O U
287.400000000001
..300000000001
200000000001
287.1
4-0287
cu 286.9
> 286.8
^' 286.7
VJ 286.6
W 286.5
286.4 Iowa
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 21 22232425262728293031 32
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 142 TO STM 100
STM 142 TO STM 100 - Coats - 25yr
Label:STM 142 Label:STM 141 Label:STM 140
274 Type: Catch Basin Type: Catch Basin Type:Catch Basin
273.5 ID: 163 ID: 162 ID: 161
273
� #—
Label:STM 101
272.5 --Type:Catch Basin
272 Label: P08 ID: 1
onduit La el: P07 Label: P06
271.5 4 it
271 Type:Conduit
270.5 Label: P05
270 Type.: 150 uit
269.5
269
268.5
O 268
}, 267.5
CID 267
266.5
266
w 265.5
265
264.5
264
263.5 100
263 T Ou all
262.5 154
262
261.5
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
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 144 TO STM 142
STM 144 TO STM 142 - Coats - 25yr
Label: P10
Label: STM 144 Type: Conduit
T8y.pe: Catch Basin ID: 135
283 ID: 165
282.5
282
281.5
281
280.5
280
279.5
279
}^, 278.5
278
277.5
0 277
}, 276.5
cc 276
2755 Label: STM 143 Label: TM 142
275 LJJ 274.5 pe: Catch Basin Type: Catch Basin
274 : 164 I Rag163
273.5
273
272.5 �--Type: Conduit
272 D: 142
271.5
271
270.5
270
269.5
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310
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 145 TO STM 144
TM 145 TO STMrM4 - Coats - 25yr
Label: STM 45 Type: Conduit
Type: Catch Basin ID: 125
290.
29 D . 167
289.5
289
288.5
288
287.5
287
286.5
286
285.5
285
O_ 284.5 M 144
284
VP
atch Basin
> 283.5
283 5
�J 282.5
282
281.5
281
280.5
280
279.5
279
278.5
278
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95100 0511015120 25130 35140145150 5516016517017518018519019!20(P05
Station (ft)
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
27 1 : 151
276.5
276
275.5
275
274.5
274 Label: P01
273.5
273 --Type: Conduit
272.5 e, Catcr BE s i
ID:
272
�1 271.5
271
270.5
270
O 269.5
a--+ 269
(� 268.5
268
267.5
w 267
266.5
266
265.5
265
264.5
264
263.5
263 el: STM 200
262.5 . 0 utfa 11
262 I � • 153
261.5
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)
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 204 TO STM 202
STM 204 TO STM 202 - oats - 25yr
Label: STM 204
Type: Catch Basin Label: PO4
287 I . Iq
286.5 vnch
—
286
285.5
285
284.5
284
283.5
283
282.5
r� 282
4-0
281.5
281
C: 280.5
0 280
(0 27 279 202
279
2 8 8 h Basin
w 277.5
277
276.5
276
275.5
275
274.5
274
273.5
273
272.5
10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360
Station (ft)
StormCAD
C21020 StormCAD Model.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.03.44]
11/15/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1

Swale Summary
PROPOSED PROJECT INFORMATION:
Project: Messer Parcels
Location: 187 E. Stewart. St. Coats, NC
Project Number: C21020
Date: 11/17/2021
Designed: ZA
Checked: LL
Outlet ID:
Area Stress V10 Q10 Channel Width Slopes Channel
Location (SF) C-Value (psf) (fps) (cfs) Depth (ft) (ft) (X:1) Slope Lining Type
Swale 1 1.75 0.60 1 .15 3.98 6.97 1 .50 2 3 3.7 Bermudagrass
Swale 2 1.17 0.60 1 .37 14.00 4.68 1 1 .48 1 3 4.59 Bermudagrass
Swale 3 1.68 0.60 0.71 2.92 4.90 1 .60 1 3 1.9 Bermudagrass
Swale 4 1.80 0.60 1 .05 3.80 6.84 1 .51 2 3 3.3 Bermudagrass
Swale 5 1.50 0.60 0.53 2.45 3.67 1 .50 1 4 1.7 Bermudagrass
*Note:
Bermudagrass classified as Class B Retardance, Good stand, tall (average 12").

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 1
Estimate 10-yr Peak Runoff:
Rational C 0.60
Intensity (in/hr) 7.81
Drainage Area 0.74 ac
Qio 3.49 cfs
Additional Flow cfs
Qio Total, Qdesign 3.49 cfs
Channel Information:
Channel Bottom Width, b 2.0 ft/ft
Side Slope (x:1) 3.0
Channel Slope, S 0.037 ft/ft
Flow Depth, d 0.50 ft
Selected Channel Lining:
Selected Channel Lining Bermudagrass
Maximum Permissible Velocity{Vmax) (fpj 4
Permissible Shear Stress {tp} (psf) 2.10
Calculations:
e 1.5 ft
Side Slope Length, m 1.6 ft
Top Width, T 5.0 ft
Channel Area, A 1.75 sq ft
Wetted Perimeter, PW 5.16 ft
Hydraulic Radius, Rh 0.34 ft
Mannings"n" 0.035
Calculated Flow Rate, Qcalc 6.97 cfs
Calculated Velocity, Vcalc 3.98 fps
Calculated Shear Stress, tcalc 1.15 psf
Q calc 2: Q design? yes
V calc <_V max? yes
t calc <_t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 2
Estimate 10-yr Peak Runoff:
Rational C 0.60
Intensity (in/hr) 7.81
Drainage Area 0.49 ac
Qio 2.30 cfs
Additional Flow 0.00 cfs
Qio Total, Qdesign 2.30 cfs
Channel Information:
Channel Bottom Width, b 1.0 ft/ft
Side Slope (x:1) 3.0
Channel Slope, S 0.046 ft/ft
Flow Depth, d 0.48 ft
Selected Channel Lining:
Selected Channel Lining Bermudagrass
Maximum Permissible Velocity{Vmax) (fpj 4
Permissible Shear Stress {tp} (psf) 2.10
Calculations:
e 1.4 ft
Side Slope Length, m 1.5 ft
Top Width, T 3.9 ft
Channel Area, A 1.17 sq ft
Wetted Perimeter, PW 4.04 ft
Hydraulic Radius, Rh 1 0.29 ft
Mannings"n" 0.035
Calculated Flow Rate, Qcalc 4.68 cfs
Calculated Velocity, Vcalc 4.00 fps
Calculated Shear Stress, tcalc 1.37 psf
Q calc 2: Q design? yes
V calc£V max? yes
t calc£t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 3
Estimate 10-yr Peak Runoff:
Rational C 0.60
Intensity (in/hr) 7.81
Drainage Area 0.83 ac
Qio 3.87 cfs
Additional Flow 0.00 cfs
Qio Total, Qdesign 3.87 cfs
Channel Information:
Channel Bottom Width, b 1.0 ft/ft
Side Slope (x:1) 3.0
Channel Slope, S 0.019 ft/ft
Flow Depth, d 0.60 ft
Selected Channel Lining:
Selected Channel Lining Bermudagrass
Maximum Permissible Velocity{Vmax) (fpj 4
Permissible Shear Stress {tp} (psf) 2.10
Calculations:
e 1.8 ft
Side Slope Length, m 1.9 ft
Top Width, T 4.6 ft
Channel Area, A 1.68 sq ft
Wetted Perimeter, PW 4.79 ft
Hydraulic Radius, Rh 1 0.35 ft
Mannings"n" 0.035
Calculated Flow Rate, Qcalc 4.90 cfs
Calculated Velocity, Vcalc 2.92 fps
Calculated Shear Stress, tcalc 0.71 psf
Q calc 2: Q design? yes
V calc£V max? yes
t calc£t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 4
Estimate 10-yr Peak Runoff:
Rational C 0.60
Intensity (in/hr) 7.81
Drainage Area 1.44 ac
Qio 6.76 cfs
Additional Flow cfs
Qio Total, Qdesign 6.76 cfs
Channel Information:
Channel Bottom Width, b 2.0 ft/ft
Side Slope (x:1) 3.0
Channel Slope, S 0.033 ft/ft
Flow Depth, d 0.51 ft
Selected Channel Lining:
Selected Channel Lining Bermudagrass
Maximum Permissible Velocity{Vmax) (fpj 4
Permissible Shear Stress {tp} (psf) 2.10
Calculations:
e 1.5 ft
Side Slope Length, m 1.6 ft
Top Width, T 5.1 ft
Channel Area, A 1.80 sq ft
Wetted Perimeter, PW 5.23 ft
Hydraulic Radius, Rh 1 0.34 ft
Mannings"n" 0.035
Calculated Flow Rate, Qcalc 6.84 cfs
Calculated Velocity, Vcalc 3.80 fps
Calculated Shear Stress, tcalc 1.05 psf
Q calc 2: Q design? yes
V calc£V max? yes
t calc£t p? yes

Channel Design
TRAPEZOIDAL/TRIANGULAR SHAPE
T
M � �
Channel Location: Swale 5
Estimate 10-yr Peak Runoff:
Rational C 0.60
Intensity (in/hr) 7.81
Drainage Area 0.31 ac
Qio 1.45 cfs
Additional Flow cfs
Qio Total, Qdesign 1.45 cfs
Channel Information:
Channel Bottom Width, b 1.0 ft/ft
Side Slope (x:1) 4.0
Channel Slope, S 0.017 ft/ft
Flow Depth, d 0.50 ft
Selected Channel Lining:
Selected Channel Lining Bermudagrass
Maximum Permissible Velocity{Vmax) (fpj 4
Permissible Shear Stress {tp} (psf) 2.10
Calculations:
e 2.0 ft
Side Slope Length, m 2.1 ft
Top Width, T 5.0 ft
Channel Area, A 1.50 sq ft
Wetted Perimeter, PW 5.12 ft
Hydraulic Radius, Rh 1 0.29 ft
Mannings"n" 0.035
Calculated Flow Rate, Qcalc 3.67 cfs
Calculated Velocity, Vcalc 2.45 fps
Calculated Shear Stress, tcalc 0.53 psf
Q calc 2: Q design? yes
V calc£V max? yes
t calc£t p? yes

Channel Design
TRAPEZEIIDAL/TRIANGULAR SHAPE
—T
d
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
Qio 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 NAG EroNet S75 If proprietary/grass li
Maximum Permissible Velocity{Vmax} (fpj 5.00
Permissible Shear Stress{tp} (psf) 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, Qcaic 4.43 cfs
Calculated Velocity, Vcaic 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

Channel Design
TRAP EZEIIDAL/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
Qio 2.30 cfs
Additional Flow 0.00 cfs
Q i o 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 F NAG EroNet S75 If proprietary/grass li
Maximum Permissible Velocity{Vmax} (fpsl 5.00
Permissible Shear Stress{tp} (psf) 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, Qcaic 2.98 cfs
Calculated Velocity, Vcaic 2.54 fps
Calculated Shear Stress, tcaic 1.37 psf
Q calc>_Q design? yes
V calc E V max? yes
t calc'E t p? yes

Channel Design
TRAPEZEIIDAL/TRIANGULAR SHAPE
—T
d
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 If proprietary/grass li
Maximum Permissible Velocity{Vmax} (fp 10.00
Permissible Shear Stress{tp} (psf) 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, Qcaic 7.80 cfs
Calculated Velocity, Vcaic 4.64 fps
Calculated Shear Stress, tcalc 0.71 psf
Q calc>_Q design? yes
V calc'E V max? yes
t calc'E t p? yes

Channel Design
TRAPEZEIIDAL/TRIANGULAR SHAPE
—T
d
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 If proprietary/grass li
Maximum Permissible Velocity{Vmax} (fp 10.00
Permissible Shear Stress{tp} (psf) 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, Qcaic 10.89 cfs
Calculated Velocity, Vcaic 6.05 fps
Calculated Shear Stress, tcalc 1.05 psf
Q calc>_Q design? yes
V calc'E V max? yes
t calc'E t p? yes

Channel Design
TRAPEZEIIDAL/TRIANGULAR SHAPE
—T
d
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
Qio 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 NAG EroNet S75 If proprietary/grass li
Maximum Permissible Velocity{Vmax} (fpj 5.00
Permissible Shear Stress{tp} (psf) 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, Qcaic 2.34 cfs
Calculated Velocity, Vcaic 1.56 fps
Calculated Shear Stress, tcalc 0.53 psf
Q calc>_Q design? yes
V calc'E V max? yes
t calc'E t p? yes

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: LL
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
Fiume 8.06.b.1
25
one
20
ci
15
w
u e5
10
e4
A. 1Zon 3
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N YIN
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

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: LL
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
Fiume 8.06.b.1
25
one
20
ci
15
w
'u e 5
� 10 41 sec
Zo e4
ZIA 1 3
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Is grade of apron 10%or more: N YIN
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

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: LL
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
Fiume 8.06.b.1
25
one
20
ci
15
w
u e5
10
e4
A.A.1 3
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 1
Is grade of apron 10%or more: N YIN
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
1149 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

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NOTE: Location, shape and size
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depicted features on the evaluated
site are approximate and should be I
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surveyed by a licensed NC
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