SW6231105_Stormwater Report_20231114

» ooten 120 N. Boylan Avenue
Raleigh, NC 27603
[phone]
Stormwater Management Report
Hilton Heights 72 Unit Relocation
Housing Authority of the City of Lumberton, Robeson County
North Carolina
rrepared For:
\\\ t ///
LUMBERTON
Housing Authority
Working To Build a Brighter Future
October 2023
Ana M. Wadsworth, P.E.
TWC # 3313-C
TheWootenCompany.com DESIGNING THE FUTURE ►

Table of Contents
I. PROJECT SUMMARY 2
II. SITE DESCRIPTION 2
III. STORMWATER MANAGEMENT 2
IV. EROSION CONTROL MEASURES 3
APPENDIX 4
o Robeson County Soil Survey Map from 1978 Manuscript
o USGS Map
o NRCS Soil Information and HSG Designation
o FEMA FIRM Panel
o NOAA Rainfall Data
o Rational Method
■ Drainage Area Maps
• Pre-Development Areas
• Post-Development Areas
• Proposed Drainage Areas
■ Storm Sewers Drainage Analysis
■ Report(10-yr Storm)
■ Profiles (10-yr Storm)
■ HydroCAD Stormwater Modeling
• SCM Modeling
• Pre. Vs Post. discharge
o Erosion Control Calculations
■ NA Green Slope Matting Calculations
■ Rip Rap Apron Calculations
o Geotechnical Engineering Report— Prepared by ECS Southeast, LLP
1

I. PROJECT SUMMARY
Lumberton Housing Authority is proposing to construct a new housing complex consisting of seventy-two
(72) apartment units with a community center and playground. The proposed project consists of five (5)
residential buildings and one(1)community center. The proposed development has taken into account for
future expansion and is also proposing right-of-way improvements as part of this project.
II. SITE DESCRIPTION
The parcel is 30.84 acres and is located in the City of Lumberton/Robeson County, off Caton Road, in
proximity to its intersection with Glen Cowan Road. 9.67 acres of the total site will be disturbed during on-
site construction activities.The site's topography is dominated by slopes generally less than two(2)percent.
Hydrologic Soil Groups (HSG)vary between A, B, and D.
The parcel is zoned R-3 for higher density multifamily developments. Land use in the vicinity is primarily
zoned agricultural.
Although a floodplain exists, this project will not impact any limits of the floodplain. Refer to the FIRM map
provided in this report. Northeast of the site is a freshwater forested/shrub wetland, according to the
National Wetlands Inventory, the off-site outlet for runoff discharge. Further north, on the other side of the
CSX Transportation railroad corridor, is the Raft Swamp. The Raft Swamp is classified as:
• Water Supply IV (WS-IV): Waters used as sources of water supply for drinking, culinary, or food
processing purposes where a WS-I, II, or III classification is not feasible. WS-IV waters are
generally in moderately to highly developed watersheds or Protected Areas.
• Swamp Waters (Sw): Supplemental classification intended to recognize those waters that have
natural characteristics due to topography, such as low velocity, dissolved oxygen, or pH, that are
different from streams draining steeper topography.
Due to the location's relation to the Lumber River, this site is part of the Non-Coastal County High Quality
Waters (HQW) zone. This project meets NCDEQ requirements in 15A NCAC 02H .1021. The site is in a
zone which falls under the jurisdiction of both Lumberton and State regulation.
III. STORMWATER MANAGEMENT
The total proposed built upon area (BUA) is 2.88 acres which is 9% of the 30.84 acres of the project site.
This would meet the low-density requirements for this area and not require runoff treatment. However, with
a potential for development in the future, this site would exceed the 12% BUA low-density threshold for the
HQW zone. While not required at this level of buildout, this project proposes to treat the runoff with a
stormwater wetland which is sized to accommodate future buildout of an estimated 2.14 acres of BUA.
This site has two major drainage patterns, each ending in at the 100-year flood boundary. The first, DA A
(10.35 acres), flows West towards the roadway, along roadside ditches or over the undeveloped portion of
the site, and then along an existing ditch to the Raft Swamp. The developed area in this drainage area will
follow the low-density development standards in 15A NCAC 02H .1021 as the BUA is 0.55 acres (5% BUA
of the DA)which would be below the 12% BUA threshold for the HQW zone. As a low-density development
there are no NCDEQ discharge rate or treatment requirements. In this area, portion of the BUA in this area
is graded to discharge at a concrete flume/curb cut or via dispersed flow from the buildings. An oversized
rip rap dissipater pad ensures that the discharge from the concrete flume is dispersed before being
released.
The second area, DA B (8.82 acres), contains the large majority of the BUA, 2.32 acres (26% BUA of the
DA). This area does not meet the low-density requirements in 15A NCAC 02H .1021 fora HQW Zone and
therefore will be treated as a high-density drainage area. This requires treatment which will be
2

accomplished with runoff treatment through a stormwater wetland per 15A NCAC 02H .1054. Run off in this
drainage area will be conveyed to the stormwater wetland through a storm sewer network and a swale. The
outfall of this wetland is protected by a rip rap dissipater pad.
BUA Data
Drainage Area Area BUA % Density
A 10.35 0.55 5% LOW
B 8.82 2.32 26% HIGH
Overall 30.84 2.88 9% LOW
For Lumberton requirements, Sec. 35-269.33, requires the calculated peak rate of runoff from a ten-year
frequency storm having a duration of one hour shall be no greater than that which would result from a ten-
year frequency storm having a duration of one hour on the same site prior to development. The stormwater
wetland outlet structure controls rate to meet this requirement. While only DA B flows into this wetland, the
rate control is designed such that the post-development discharge from both DA's does not exceed the pre-
development discharge from both DA's.
The sizing of the stormwater wetland took into consideration the possible future additional development on
site for both the runoff treatment and rate control. In the event of additional development, that development
is planned to discharge the majority of its runoff into the stormwater wetland for treatment.
DA A&B Discharge 10-yr Storm
Pre-Development 9.53 cfs
Post-Development 9.11 cfs
IV. EROSION CONTROL MEASURES
During the construction phase, a skimmer sediment basin will be utilized to capture a large portion of the
site's runoff. Around 4 acres of the 9.67 acres of the disturbed area is offsite, relating to roadway widening
and ditch grading. For the rest of the area,4.98 acres of the will drain into skimmer basins.Areas not routed
to the sediment basins are stabilized with silt fence,wattles, rolled erosion control matting, and rip rap outlet
protection.
The boundaries of the pre- and post-development drainage areas and the matting and riprap design
calculations are included in the APPENDIX of this report.
3

APPENDIX

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A HOUSING AUTHORITY OF THE CITY OF LUMBERTON W
ROBESON COUNTY NORTH CAROLINA
NHILTON HEIGHTS UNIT RELOCATION
0 500 1000' 2000'
120 North Boylan Avenue
Raleigh,NC 27603-1423
SOILS MAP [phone]
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SCALE: 1"=1 000' License Number:F-0115

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HOUSING AUTHORITY OF THE CITY OF LUMBERTON W
ROBESON COUNTY NORTH CAROLINA
HILTON HEIGHTS UNIT RELOCATION
N 0 500' 1000' 2000'
120 North Boylan Avenue
Il Raleigh,NC 27603-1423
USGS QUADRANGLE MAP [phone]
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SCALE: 1"=1 000' License Number:F-0115

a Hydrologic Soil Group—Robeson County,North Carolina
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v Map Scale:1:4,460 if printed on A landscape(11"x 8.5")sheet.
N Meters
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Feet
M200 400 800 1200
ap projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 10/27/2022
-101-1-111 Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Robeson County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:20,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
,. B/D of the version date(s)listed below.
• r C Soil Survey Area: Robeson County, North Carolina
Survey Area Data: Version 21,Sep 12,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 17,2022—May
Soil Rating Points 20,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 10/27/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Robeson County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
FaA Faceville fine sandy B 0.2 0.6%
loam,0 to 2 percent
slopes
NoA Norfolk loamy sand,0 to A 12.0 34.3%
2 percent slopes
Pt Portsmouth loam B/D 13.4 38.2%
WaB Wagram loamy sand,0 A 4.5 12.8%
to 6 percent slopes
WaC Wagram loamy sand,6 A 5.0 14.2%
to 10 percent slopes
Totals for Area of Interest 35.1 100.0%
USDA Natural Resources Web Soil Survey 10/27/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

National Flood Hazard Layer FIRMette - FEMA _Legend
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b\' j \ 3710937100K00 110 • .��'r �• 3710938100K legend,scale bar,map creation date,community identifiers,
•-'--' . _•-•____ AIM. - tin FIRM panel number,and FIRM effective date.Map images for
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Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

9/1/22, 10:48 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
"`°'*q. Location name: Lumberton,North Carolina, USA* I noonerin
Latitude:34.6325°,Longitude:-79.067° a
1 Elevation: 141.47 ft** . pi
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**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.27 6.23 7.28 8.09 9.08 9.82 10.5 11.2 12.1 12.8
(4.84-5.77) (5.70-6.82) (6.66-7.98) (7.38-8.83) (8.26-9.90) (8.90-10.7) (9.50-11.5) (10.1-12.2) (10.8-13.2) (11.3-13.9)
10-min 4.21 4.97 5.83 6.47 7.24 7.82 8.38 8.90 9.58 10.1
(3.86-4.61) (4.56-5.45) (5.33-6.39) (5.90-7.07) (6.58-7.89) (7.09-8.51) (7.55-9.11) (7.98-9.68) (8.51-10.4) (8.90-11.0)
15-min 3.51 4.17 4.92 5.45 6.12 6.60 7.06 I 7.49 8.04 I 8.44
(3.22-3.84) (3.82-4.57) (4.50-5.39) (4.98-5.96) (5.56-6.67) (5.98-7.18) (6.36-7.68) (6.71-8.14) (7.14-8.74) (7.44-9.18)
30-min 2.40 2.88 3.49 3.95 4.53 4.97 5.41 5.83 6.39 6.83
(2.20-2.64) (2.64-3.15) (3.20-3.83) (3.61-4.32) (4.12-4.94) (4.50-5.41) (4.87-5.88) (5.22-6.34) (5.68-6.96) (6.03-7.44)
60-min 1.50 1.81 2.24 2.57 3.02 3.37 3.72 4.09 4.59 4.99
(1.37-1.64) 1 (1.66-1.98) (2.05-2.45) (2.35-2.81) I (2.74-3.29) I (3.05-3.67) I (3.35-4.05) I (3.66-4.44) (4.08-4.99) 1 (4.40-5.43)
2-hr 0.868 1.05 1.33 1.55 1.85 2.10 2.36 1 2.63 3.01 I 3.32
(0.790-0.963) (0.957-1.16) (1.21-1.47) (1.41-1.71) (1.67-2.05) (1.89-2.32) (2.11-2.60) (2.33-2.89) (2.64-3.31) (2.89-3.65)
3-hr 0.612 0.741 0.941 1.11 1.34 1.53 1.74 1.96 2.29 2.55
(0.557-0.684) (0.674-0.827) (0.854-1.05) (1.00-1.23) (1.20-1.49) (1.37-1.70) (1.54-1.93) (1.73-2.17) 1 (1.99-2.52) (2.19-2.82)
6-hr 0.365 0.442 0.561 0.661 0.803 0.921 1.05 1.19 1.39 1.56
(0.331-0.407) (0.401-0.492) (0.509-0.623) (0.597-0.732) (0.720-0.887) (0.820-1.02) (0.927-1.16) I (1.04-1.31) (1.20-1.53) (1.33-1.71)
12-hr 0.213 0.258 0.329 0.389 0.476 0.550 0.630 0.718 0.847 1 0.956
(0.192-0.239) (0.233-0.289) (0.297-0.368) (0.349-0.435) (0.424-0.530) (0.487-0.611) (0.552-0.698) (0.623-0.794) (0.724-0.937)1 (0.806-1.06)
24-hr 0.126 0.153 0.197 0.233 0.284 0.326 0.371 0.420 0.489 0.546
(0.117-0.136) (0.143-0.166) (0.183-0.213) (0.216-0.251) (0.261-0.306) (0.299-0.352) (0.338-0.401) (0.380-0.454) (0.438-0.530) (0.484-0.593)
2-day 0.073 0.089 0.113 0.133 0.162 0.185 0.210 0.237 0.274 0.305
(0.068-0.079) (0.083-0.096) (0.105-0.122) (0.124-0.144) (0.149-0.174) (0.170-0.200)1(0.191-0.227)1(0.214-0.256)1(0.246-0.298) (0.271-0.332)
3-day 0.052 0.063 0.080 0.094 0.113 0.129 0.145 0.163 I 0.188 0.209
(0.049-0.056) (0.059-0.068) (0.074-0.086) (0.087-0.100) (0.104-0.121) (0.118-0.138) (0.133-0.156) (0.148-0.176) (0.169-0.203) (0.186-0.226)
4-day 0.041 0.050 0.063 0.074 0.088 I 0.100 0.113 0.126 0.145 0.160
(0.039-0.044) (0.047-0.054) (0.059-0.068) (0.069-0.079) (0.082-0.094) (0.093-0.107) (0.104-0.121) (0.115-0.135) (0.131-0.156) (0.144-0.173)
7-day 0.028 0.033 0.041 0.048 0.057 1 0.064 0.072 0.080 0.091 0.100
(0.026-0.029) (0.031-0.035) (0.039-0.044) (0.045-0.051) (0.053-0.061) (0.059-0.069) (0.066-0.077) (0.073-0.085)j(0.083-0.098) (0.090-0.107)
10-day 0.022 0.027 0.033 0.037 0.044 0.049 0.054 0.060 0.067 0.073
(0.021-0.024) (0.025-0.028) (0.031-0.035) (0.035-0.040) (0.041-0.046) (0.045-0.052) (0.050-0.058) (0.055-0.063) (0.061-0.072) (0.066-0.078)
20-day 0.015 0.018 0.021 0.024 0.028 0.031 0.034 0.038 0.042 0.046
(0.014-0.016) (0.017-0.019) (0.020-0.023) (0.023-0.026) (0.027-0.030) (0.029-0.033) (0.032-0.037) (0.035-0.040) (0.039-0.045) (0.042-0.049),
30-day 0.012 0.015 0.017 0.019 0.022 0.024 0.027 0.029 0.032 0.034
(0.012-0.013) (0.014-0.015) (0.017-0.018) (0.018-0.020) (0.021-0.023) (0.023-0.026) (0.025-0.028) (0.027-0.030) (0.029-0.033) (0.031-0.036)
45-day 0.010 0.012 0.014 0.016 0.018 0.019 0.021 0.023 0.025 0.026
(0.010-0.011) (0.012-0.013) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.020) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.024-0.028)
60-day 0.009 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.010-0.012) (0.012-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.020-0.022) (0.021-0.023)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm l?lat=34.6325&Ion=-79.0670&data=intensity&units=english&series=pds 1/4

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DISCHARGE OF RAFT SWAMP
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HOUSING AUTHORITY OF THE CITY OF LUMBERTON Designed By:
W
ROBESON COUNTY NORTH CAROLINA AVW AUGUST,2023
HILTON HEIGHTS UNIT RELOCATION Drawn By: Scale:
0 150' 300' 600' JCB
120 North Boylan Avenue EXISTING DRAINAGE AREAS Checked By: NOTED
Raleigh,NC 27603-1423
[phone] EXISTING IMPERVIOUS AREA:0 SF/0.00 AC AMW Sheet No..
AS
ticensetNum Number F-011 TOTAL PRE-DEVELOPMENT DRAINAGE AREA: 19.2 AC Project No.:
SCALE: 1��=3��' License Number:F-0115
3313-C EXHIBIT

IMPERVIOUS AREA BREAKDOWN
Drainage Area-A
• CONCRETE: 769 SF/0.02 AC '
PAVEMENT: 10121 SF/0.23 AC • - PROPERTY .
BUILDING: 13284 SF/0.30 AC •
BUA 5%-LOW DENSITY • . 7 - LINE
0
IMPERVIOUS AREA BREAKDOWN
Drainage Area B 9_
0
0
CONCRETE: 16593 SF/0.38 AC u,
PAVEMENT: 55416 SF/ 1.27 AC - 8.82 AC ._ — ._
BUILDING: 29192 SF/0.67 AC POST—DEVELOPMENT
BUA 26%-HIGH DENSITY _
IMPERVIOUS AREA BREAKDOWN \_ . DRAINAGE AREA B
FU I URE BUILD OU I —\ \ ' \
\ \
BUA:93,257 SF/2.14 AC \ /C"--
Alb _ OUTFACE 101 & 102
4 0 W"1 •=m„ BOTH FLOW NORTHEAST
� �y •
-r - THROUGH FOREST WETLAND
�� �� WITH THE ASSUMED FINAL ' m
- 4i.e•
J. �, 7-0
DISCHARGE OF RAFT SWAMP so
\� ,
10.35AC
`° I POST—DEVELOPMENT
4M.� 4. DRAINAGE AREA A
HOUSING AUTHORITY OF THE CITY OF LUMBERTON Designed By:
. ROBESON COUNTY NORTH CAROLINA AVW AUGUST,2023
JCB
Drawn By: Scale:
f H
HILTON HEIGHTS UNIT RELOCATION
0 150' 300' 600'
120 North Boylan Avenue PROPOSED DRAINAGE AREAS Checked By: AS NOTED
Raleigh,NC 27603-1423
[phone] PROPOSED IMPERVIOUS AREA(ON SITE): 127,421 SF/2.93 AC AMW Sheet No.:
thewootencompany.com TOTAL POST-DEVELOPMENT DRAINAGE AREA: 19.2 Project No.:
SCALE: 1"=300' License Number:F-0115 TOTAL PROPERTY AREA: 1,343,275 SF/30.84 AC
3313-C EXHIBIT

3
o
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CI-9 \ PANEL 9372,MAP NUMBER I
ERM. \ 12/6/20100K,EFFECTIVE DATE
ITCH TO �r�"� \ \ 31/6/2019
PANEL 9382,MAP NUMBER
3730938200K,EFFECTIVE DATE
WETLAND 41111.#\.. �\ \ •• 12/6/2019
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HOUSING AUTHORITY OF THE CITY OF LUMBERTON Designed By:
Drawn By:
XX
ROBESON COUNTY NORTH CAROLINA AVW AUGUST,2023
HILTON HEIGHTS UNIT RELOCATION Scale:
0 100' 200' 400' JCB
120 North Boylan Avenue PROPOSED DRAINAGE AREAS Checked By: AS NOTED
Raleigh,NC 27603-1423(919)828-0531 INLETS AMW Sheet No.:
thewootencompany.com Project No.:
SCALE: 1"-200' License Number:F-0115
3313-C EXHIBIT

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
1
CI-1
CI-5 6 CI-2 2
7 DI
CI-6
4
CI-3
5
CI-4
Project File: WETLAND TO CI-6-3313-C.stm Number of lines:7 Date:9/18/2023
Storm Sewers v2023.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 176.773 110.603 Comb 0.00 0.28 0.75 5.0 134.00 1.61 136.85 18 Cir 0.013 0.59 143.65 CI-1
2 1 18.427 19.719 Comb 0.00 0.25 0.80 5.0 136.85 1.25 137.08 18 Cir 0.013 1.19 143.88 CI-2
3 2 17.000 -18.172 DrGrt 0.00 0.01 0.69 5.0 142.30 2.00 142.64 8 Cir 0.012 1.00 145.02 DI-1
4 2 206.250 0.000 Comb 0.00 0.24 0.82 5.0 137.08 1.27 139.70 18 Cir 0.013 0.50 143.96 CI-3
5 4 30.514 0.000 Comb 0.00 0.34 0.67 5.0 139.70 1.28 140.09 15 Cir 0.013 1.00 143.34 CI-4
6 2 106.344 49.198 Comb 0.00 0.10 0.77 5.0 137.32 1.73 139.16 15 Cir 0.013 1.19 144.50 CI-5
7 6 62.000 -49.198 Comb 0.00 0.09 0.77 5.0 139.16 1.00 139.78 15 Cir 0.013 1.00 144.49 CI-6
Project File: WETLAND TO CI-6-3313-C.stm I Number of lines:7 Date: 9/18/2023
Storm Sewers v2023.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CI-1 Combination 143.65 Rect 3.00 3.00 18 Cir 136.85 18 Cir 136.85
2 CI-2 Combination 143.88 Rect 3.00 3.00 18 Cir 137.08 8 Cir 142.30
18 Cir 137.08
15 Cir 137.32
3 DI-1 DropGrate 145.02 Rect 2.00 2.00 8 Cir 142.64
4 CI-3 Combination 143.96 Rect 3.00 3.00 18 Cir 139.70 15 Cir 139.70
5 CI-4 Combination 143.34 Rect 3.00 3.00 15 Cir 140.09
6 CI-5 Combination 144.50 Rect 3.00 3.00 15 Cir 139.16 15 Cir 139.16
7 CI-6 Combination 144.49 Rect 3.00 3.00 15 Cir 139.78
Project File: WETLAND TO CI-6-3313-C.stm Number of Structures:7 Run Date: 9/18/2023
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 CI-1 7.40 18 Cir 176.773 134.00 136.85 1.612 135.06 137.90 n/a 137.90 j End Combination
2 CI-2 5.85 18 Cir 18.427 136.85 137.08 1.248 137.90 138.01 n/a 138.01 j 1 Combination
3 DI-1 0.06 8 Cir 17.000 142.30 142.64 2.000 142.38 142.75 n/a 142.75 2 DropGrate
4 CI-3 3.40 18 Cir 206.250 137.08 139.70 1.270 138.01 140.40 n/a 140.40 j 2 Combination
5 CI-4 1.84 15 Cir 30.514 139.70 140.09 1.278 140.40 140.63 n/a 140.63 j 4 Combination
6 CI-5 1.15 15 Cir 106.344 137.32 139.16 1.730 138.01 139.58 n/a 139.58 j 2 Combination
7 CI-6 0.56 15 Cir 62.000 139.16 139.78 1.000 139.58 140.07 n/a 140.07 j 6 Combination
Project File: WETLAND TO CI-6-3313-C.stm Number of lines:7 Run Date: 9/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2023.00

MyReport Page 1
Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy
No. Dn Up Ln No Cl C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss
(sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft)
1 1.33 1.33 Sag 0.20 0.50 0.90 13.33 1.05 0.050 0.020 3.00 110.603 1.06 1.05"" Outfall 0.28 1980236.64 135.54 138.39 0.000
2 1.15 1.15 Sag 0.20 0.50 0.90 11.73 0.93 0.050 0.020 3.00 19.719 1.05 0.93** 1 0.25 1980224.72 138.30 138.41 0.000
3 0.02 0.04 2 0.20 0.50 0.90 1.85 0.11 0.050 0.050 .... -18.172 0.08 0.11"" 2 0.01 1980218.31 142.42 142.78 0.000
4 0.81 0.81 Sag 0.20 0.50 0.90 11.84 0.70 0.050 0.020 3.00 0.000 0.93 0.70** 2 0.24 1980091.26 138.28 140.67 0.000
5 0.51 0.51 Sag 0.20 0.50 0.90 7.30 0.54 0.050 0.020 3.00 0.000 0.70 0.54"" 4 0.34 1980071.51 140.61 140.83 0.000
6 0.36 0.36 Sag 0.20 0.50 0.90 8.49 0.42 0.050 0.020 3.00 49.198 0.69 0.42"" 2 0.10 1980118.38 138.17 139.74 0.000
7 0.22 0.22 Sag 0.20 0.50 0.90 6.46 0.29 0.050 0.020 3.00 -49.198 0.42 0.29** 6 0.09 1980078.26 139.68 140.17 0.000
Project File: WETLAND TO CI-6-3313-C.stm Number of lines:7 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 2
Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet
Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff
(cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%)
7.40 0.000 0.000 6.00 3.00 2.00 135.80 143.65 0.24 Sag 8.85 2.00 135.06 137.90 j 137.90 135.34 135.22 0.21 1.70 0.24 100
5.85 0.000 0.000 6.00 3.00 2.00 143.65 143.88 0.23 Sag 8.62 2.00 137.90 138.01 j 138.01 137.83 137.80 0.20 1.62 0.23 100
0.06 0.000 0.000 1.50 1.50 143.88 145.02 0.03 0.020 3.24 2.00 142.38 142.75 142.75 .... 0.01 0.06 0.03 68
3.40 0.000 0.000 6.00 3.00 2.00 143.88 143.96 0.23 Sag 8.45 2.00 138.01 140.40 j 140.40 138.04 137.94 0.20 1.59 0.23 100
1.84 0.000 0.000 6.00 3.00 2.00 143.96 143.34 0.25 Sag 9.37 2.00 140.40 140.63 j 140.63 140.36 140.30 0.23 1.84 0.25 100
1.15 0.000 0.000 6.00 3.00 2.00 143.88 144.50 0.15 Sag 4.29 2.00 138.01 139.58 j 139.58 138.11 138.04 0.08 0.62 0.15 100
0.56 0.000 0.000 6.00 3.00 2.00 144.50 144.49 0.14 Sag 3.97 2.00 139.58 140.07 j 140.07 139.58 139.55 0.07 0.56 0.14 100
Project File. WETLAND TO CI-6-3313-C.stm Number of lines:7 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 3
Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost
ID Loc Time Sys Inlet Dn Up Loc Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC
(ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs)
CI-1 Sag 5.0 7.49 8.08 134.00 136.85 17.68 5.26 0.48 0.80 0.59 z Comb. 0.00 6,713 6,041 5,706
CI-2 Sag 5.0 7.52 8.08 136.85 137.08 3.69 4.68 0.39 0.50 1.19 z Comb. 0.00 940 846 799
DI-1 On Grade 5.0 8.08 8.08 142.30 142.64 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 100 90 85
CI-3 Sag 5.0 8.00 8.08 137.08 139.70 20.63 3.51 0.27 0.50 0.50 z Comb. 0.00 8,683 7,814 7,380
CI-4 Sag 5.0 8.08 8.08 139.70 140.09 9.15 2.71 0.20 0.33 1.00z Comb. 0.00 1,053 947 895
CI-5 Sag 5.0 7.84 8.08 137.32 139.16 21.27 2.11 0.15 0.35 1.19 z Comb. 0.00 4,073 3,665 3,462
CI-6 Sag 5.0 8.08 8.08 139.16 139.78 12.40 1.47 0.10 0.16 1.00z Comb. 0.00 2,290 2,061 1,947
Project File: WETLAND TO CI-6-3313-C.stm Number of lines:7 Date: 9/18/2023
NOTES: Intensity=32.64/(Inlet time+4.90)^0.61 --Return period= 10 Yrs. ; **Critical depth
Storm Sewers

MyReport Page4
Line Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc
ID Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3
(ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min)
CI-1 176.773 18 1.61 Cir 0.0 .... 0.013 n/a 321307.53 0.53 0.00 1.70 0.00 18 0.75 18 0.00 0.00 0.00 6.3
CI-2 18.427 18 1.25 Cir 0.0 .... 0.013 n/a 321293.48 0.06 0.00 1.63 0.02 18 0.80 18 0.00 0.00 0.00 6.2
01-1 17.000 8 2.00 Cir .... 0.013 0.012 n/a 321277.73 0.14 0.02 0.04 0.00 8 0.69 8 0.00 0.00 0.00 5.0
CI-3 206.250 18 1.27 Cir 0.0 .... 0.013 n/a 321136.23 0.97 0.00 1.59 0.00 18 0.82 18 0.00 0.00 0.00 5.2
CI-4 30.514 15 1.28 Cir 0.0 .... 0.013 n/a 321112.96 0.16 0.00 1.84 0.00 15 0.67 15 0.00 0.00 0.00 5.0
CI-5 106.344 15 1.73 Cir 0.0 .... 0.013 n/a 321292.59 0.74 0.00 0.62 0.00 15 0.77 15 0.00 0.00 0.00 5.5
CI-6 62.000 15 1.00 Cir 0.0 .... 0.013 n/a 321245.32 0.50 0.00 0.56 0.00 15 0.77 15 0.00 0.00 0.00 5.0
Project File: WETLAND TO CI-6-3313-C.stm Number of lines:7 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 5
Throat Total Total Total Vel Vel Vel Vel Vel Cover Cover Storage
Ht Area CxA Runoff Ave Dn Hd Dn Hd Up Up Dn Up
(in) (ac) (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft)
4.0 1.31 0.99 7.40 5.56 5.54 0.48 0.48 5.58 0.30 5.30 235.11
4.0 1.03 0.78 5.85 4.74 4.41 0.40 0.40 5.06 5.30 5.30 22.87
.... 0.01 0.01 0.06 1.96 2.37 0.04 0.04 1.54 0.91 1.71 0.50
4.0 0.58 0.42 3.40 3.56 2.94 0.27 0.27 4.18 5.30 2.76 202.99
4.0 0.34 0.23 1.84 3.11 2.59 0.21 0.21 3.64 3.01 2.00 18.55
4.0 0.19 0.15 1.15 2.40 1.64 0.15 0.15 3.15 5.31 4.09 56.31
4.0 0.09 0.07 0.56 2.06 1.54 0.10 0.10 2.57 4.09 3.46 17.93
Project File: WETLAND TO CI-6-3313-C.stm Number of lines:7 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 7.40 134.00 135.06 1.06 1.33 5.54 0.48 135.54 0.000 176.773136.85 137.90 j 1.05** 1.33 5.58 0.48 138.39 0.000 0.000 n/a 0.59 0.29
2 18 5.85 136.85 137.90 1.05 1.15 4.41 0.40 138.30 0.000 18.427 137.08 138.01 j 0.93** 1.15 5.06 0.40 138.41 0.000 0.000 n/a 1.19 0.47
3 8 0.06 142.30 142.38 0.08* 0.02 2.37 0.04 142.42 0.000 17.000 142.64 142.75 0.11** 0.04 1.54 0.04 142.78 0.000 0.000 n/a 1.00 n/a
4 18 3.40 137.08 138.01 0.93 0.81 2.94 0.27 138.28 0.000 206.250139.70 140.40 j 0.70** 0.81 4.18 0.27 140.67 0.000 0.000 n/a 0.50 0.14
5 15 1.84 139.70 140.40 0.70 0.51 2.59 0.21 140.61 0.000 30.514 140.09 140.63 j 0.54** 0.51 3.64 0.21 140.83 0.000 0.000 n/a 1.00 0.21
6 15 1.15 137.32 138.01 0.69 0.36 1.64 0.15 138.17 0.000 106.344139.16 139.58 j 0.42** 0.36 3.15 0.15 139.74 0.000 0.000 n/a 1.19 0.18
7 15 0.56 139.16 139.58 0.42 0.22 1.54 0.10 139.68 0.000 62.000 139.78 140.07 j 0.29** 0.22 2.57 0.10 140.17 0.000 0.000 n/a 1.00 n/a
Project File: WETLAND TO CI-6-3313-C.stm Number of lines: 7 Run Date: 9/18/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: WETLAND TO CI-6-3313-C.stm
Lo
(NI �Y
Op c J OE J 0 = Oc -J• 0
O M Oo in in
McO°0 O co co co
MOO 00�0� g MO
o r w M �M co EMT ._ 'tMM V
Elev. (ft) o n rn o M
a -o w www www v W ww v W w
cis c > co E >> co E» co E » g E >
cn 0 c cn EE c c c E c c cn E c c u) F c
155.00 — - - —155.00
•
•
150.00 — • —150.00
•
145.00 \I 145.00
ii
_ — 7%206.--__- 1.61% — 30.514Lf-1 '.0 2 1.28%
176.7
— 18 427Lf-18"©1 25%
130.00 130.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: WETLAND TO CI-6-3313-C.stm
C 5
p c J p c J 0
Or
Elev. (ft) �� co• 'tMM co �M
c, o cfl
oWww r III ww , ww
m E > > ;o E » m E
cniE c c co cc E E.
154.00 154.00
150.00 150.00
146.00 146.00
/
142.00 142.00
— n 1-00%
--____-- z9996f 15„
-.
1.73%
138.00 —138.00
_ 10F:44Lf
134.00 134.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfi
CI-8
1
CI-9 4 3
2
CI-7
SDMH-1
7
5
CI-12
8
CI-10
6
CI-13
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Date:9/18/2023
Storm Sewers v2023.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 74.000 159.257 Comb 0.00 0.18 0.83 5.0 134.00 1.53 135.13 18 Cir 0.013 0.53 144.08 CI-7
2 1 84.000 17.593 MH 0.00 0.00 0.00 0.0 135.13 1.45 136.35 18 Cir 0.013 0.42 145.96 SDMH-1
3 2 65.582 21.670 Comb 0.00 0.22 0.78 5.0 136.35 1.52 137.35 18 Cir 0.013 1.35 144.11 CI-8
4 3 19.000 -61.710 Comb 0.00 0.27 0.77 5.0 137.35 1.53 137.64 18 Cir 0.013 1.16 144.18 CI-9
5 4 200.333 0.142 Comb 0.00 0.24 0.76 5.0 138.00 1.22 140.45 18 Cir 0.013 0.50 144.75 CI-10
6 5 38.000 0.000 Comb 0.00 0.26 0.73 5.0 140.45 1.21 140.91 15 Cir 0.013 1.00 144.16 CI-11
7 4 104.718 -47.232 Comb 0.00 0.09 0.74 5.0 138.83 1.00 139.88 15 Cir 0.013 1.13 144.92 CI-12
8 7 62.039 45.341 Comb 0.00 0.09 0.77 5.0 139.88 1.00 140.50 15 Cir 0.013 1.00 144.93 CI-13
Project File: WETLAND TO CI 13-3313-C.stm I Number of lines:8 Date: 9/18/2023
Storm Sewers v2023.00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CI-7 Combination 144.08 Rect 3.00 3.00 18 Cir 135.13 18 Cir 135.13
2 SDMH-1 Manhole 145.96 Cir 4.00 4.00 18 Cir 136.35 18 Cir 136.35
3 CI-8 Combination 144.11 Rect 3.00 3.00 18 Cir 137.35 18 Cir 137.35
4 CI-9 Combination 144.18 Rect 3.00 3.00 18 Cir 137.64 18 Cir 138.00
15 Cir 138.83
5 CI-10 Combination 144.75 Rect 3.00 3.00 18 Cir 140.45 15 Cir 140.45
6 CI-11 Combination 144.16 Rect 3.00 3.00 15 Cir 140.91
7 CI-12 Combination 144.92 Rect 3.00 3.00 15 Cir 139.88 15 Cir 139.88
8 CI-13 Combination 144.93 Rect 3.00 3.00 15 Cir 140.50
Project File: WETLAND TO CI 13-3313-C.stm Number of Structures:8 Run Date: 9/18/2023
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 CI-7 7.67 18 Cir 74.000 134.00 135.13 1.527 135.06 136.20 n/a 136.20 End Combination
2 SDMH-1 6.66 18 Cir 84.000 135.13 136.35 1.452 136.20 137.35 n/a 137.35 j 1 Manhole
3 CI-8 6.74 18 Cir 65.582 136.35 137.35 1.525 137.35 138.35 n/a 138.35 2 Combination
4 CI-9 5.46 18 Cir 19.000 137.35 137.64 1.526 138.35 138.54 n/a 138.54 j 3 Combination
5 CI-10 2.97 18 Cir 200.333 138.00 140.45 1.223 138.54 141.10 0.12 141.10 4 Combination
6 CI-11 1.53 15 Cir 38.000 140.45 140.91 1.211 141.10 141.40 n/a 141.40 j 5 Combination
7 CI-12 1.07 15 Cir 104.718 138.83 139.88 1.003 139.17 140.29 n/a 140.29 4 Combination
8 CI-13 0.56 15 Cir 62.039 139.88 140.50 0.999 140.29 140.79 n/a 140.79 j 7 Combination
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Run Date: 9/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2023.00

MyReport Page 1
1
Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy
No. Dn Up Ln No Cl C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss
(sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft)
1 1.33 1.35 Sag 0.20 0.50 0.90 12.98 1.07 0.050 0.020 3.00 159.257 1.06 1.07"" Outfall 0.18 1980239.30 135.56 136.70 0.000
2 1.25 1.25 n/a 0.20 0.50 0.90 12.66 1.00 .... .... 17.593 1.07 1.00** 1 0.00 1980155.42 136.65 137.79 0.000
3 1.25 1.26 Sag 0.20 0.50 0.90 12.97 1.00 0.050 0.020 3.00 21.670 1.00 1.00"" 2 0.22 1980093.24 137.79 138.80 0.000
4 1.11 1.11 Sag 0.20 0.50 0.90 12.97 0.90 0.050 0.020 3.00 -61.710 1.00 0.90** 3 0.27 1980079.39 138.73 138.92 0.000
5 0.57 0.74 Sag 0.20 0.50 0.90 11.61 0.65 0.050 0.020 3.00 0.142 0.54 0.65"" 4 0.24 1979932.99 138.79 141.35 0.000
6 0.45 0.45 Sag 0.20 0.50 0.90 7.10 0.49 0.050 0.020 3.00 0.000 0.65 0.49"" 5 0.26 1979905.22 141.29 141.58 0.000
7 0.27 0.35 Sag 0.20 0.50 0.90 6.47 0.41 0.050 0.020 3.00 -47.232 0.34 0.41** 4 0.09 1980080.16 139.32 140.43 0.000
8 0.22 0.22 Sag 0.20 0.50 0.90 6.46 0.29 0.050 0.020 3.00 45.341 0.41 0.29"" 7 0.09 1980036.35 140.39 140.89 0.000
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 2
Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet
Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff
(cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%)
7.67 0.000 0.000 6.00 3.00 2.00 135.80 144.08 0.20 Sag 6.95 2.00 135.06 136.20 136.20 .... 0.15 1.21 0.20 100
6.66 0.000 0.000 .... .... 144.08 145.96 .... .... .... 136.20 137.35 j 137.35 136.25 136.18 0.00 0.00
6.74 0.000 0.000 6.00 3.00 2.00 145.96 144.11 0.21 Sag 7.67 2.00 137.35 138.35 138.35 .... 0.17 1.39 0.21 100
5.46 0.000 0.000 6.00 3.00 2.00 144.11 144.18 0.24 Sag 8.79 2.00 138.35 138.54 j 138.54 138.28 138.27 0.21 1.68 0.24 100
2.97 0.000 0.000 6.00 3.00 2.00 144.18 144.75 0.22 Sag 8.01 2.00 138.54 141.10 141.10 .... 0.18 1.47 0.22 100
1.53 0.000 0.000 6.00 3.00 2.00 144.75 144.16 0.22 Sag 8.24 2.00 141.10 141.40 j 141.40 141.04 140.99 0.19 1.53 0.22 100
1.07 0.000 0.000 6.00 3.00 2.00 144.18 144.92 0.14 Sag 3.85 2.00 139.17 140.29 140.29 .... 0.07 0.54 0.14 100
0.56 0.000 0.000 6.00 3.00 2.00 144.92 144.93 0.14 Sag 3.97 2.00 140.29 140.79 j 140.79 140.30 140.27 0.07 0.56 0.14 100
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 3
Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost
ID Loc Time Sys Inlet Dn Up Loc Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC
(ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs)
CI-7 Sag 5.0 7.40 8.08 134.00 135.13 .... 0.00 0.00 0.53 z Comb. 0.00 3,125 2,813 2,656
SDMH-1 Sag 0.0 7.51 0.00 135.13 136.35 8.40 4.99 0.44 0.63 0.42 z MH 0.00 4,340 3,906 3,689
CI-8 Sag 5.0 7.59 8.08 136.35 137.35 .... 0.00 0.00 1.35 z Comb. 0.00 3,263 2,936 2,773
CI-9 Sag 5.0 7.62 8.08 137.35 137.64 1.90 4.52 0.37 0.47 1.16 z Comb. 0.00 985 887 837
CI-10 Sag 5.0 7.97 8.08 138.00 140.45 .... 0.00 0.00 0.50 z Comb. 0.00 8,215 7,394 6,983
CI-11 Sag 5.0 8.08 8.08 140.45 140.91 7.60 2.46 0.18 0.29 1.00z Comb. 0.00 1,293 1,163 1,099
CI-12 Sag 5.0 7.84 8.08 138.83 139.88 .... 0.00 0.00 1.13 z Comb. 0.00 3,778 3,400 3,211
CI-13 Sag 5.0 8.08 8.08 139.88 140.50 12.41 1.47 0.10 0.16 1.00z Comb. 0.00 2,290 2,061 1,947
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Date: 9/18/2023
NOTES: Intensity=32.64/(Inlet time+4.90)^0.61 --Return period= 10 Yrs. ; **Critical depth
Storm Sewers

MyReport Page4
Line Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc
ID Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3
(ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min)
CI-7 74.000 18 1.53 Cir 0.0 .... 0.013 n/a 321444.67 0.22 0.00 1.21 0.00 18 0.83 18 0.00 0.00 0.00 6.5
SDMH-1 84.000 18 1.45 Cir .... .... 0.013 n/a 321440.05 0.27 .... .... .... 18 0.00 18 0.00 0.00 0.00 6.3
CI-8 65.582 18 1.52 Cir 0.0 .... 0.013 n/a 321460.88 0.20 0.00 1.39 0.00 18 0.78 18 0.00 0.00 0.00 6.1
CI-9 19.000 18 1.53 Cir 0.0 .... 0.013 n/a 321447.88 0.07 0.00 1.68 0.00 18 0.77 18 0.00 0.00 0.00 6.0
CI-10 200.333 18 1.22 Cir 0.0 .... 0.013 0.12 321311.13 0.73 0.00 1.47 0.00 18 0.76 18 0.00 0.00 0.00 5.2
CI-11 38.000 15 1.21 Cir 0.0 .... 0.013 n/a 321285.19 0.22 0.00 1.53 0.00 15 0.73 15 0.00 0.00 0.00 5.0
CI-12 104.718 15 1.00 Cir 0.0 .... 0.013 n/a 321343.16 0.50 0.00 0.54 0.00 15 0.74 15 0.00 0.00 0.00 5.5
CI-13 62.039 15 1.00 Cir 0.0 .... 0.013 n/a 321299.23 0.49 0.00 0.56 0.00 15 0.77 15 0.00 0.00 0.00 5.0
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 5
Throat Total Total Total Vel Vel Vel Vel Vel Cover Cover Storage
Ht Area CxA Runoff Ave Dn Hd Dn Hd Up Up Dn Up
(in) (ac) (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft)
4.0 1.35 1.04 7.67 5.71 5.75 0.50 0.50 5.68 0.30 7.45 99.40
.... 1.17 0.89 6.66 5.13 4.93 0.44 0.44 5.34 7.45 8.11 109.23
4.0 1.17 0.89 6.74 5.38 5.40 0.45 0.45 5.36 8.11 5.26 82.14
4.0 0.95 0.72 5.46 4.64 4.34 0.38 0.38 4.93 5.26 5.04 22.46
4.0 0.50 0.37 2.97 4.60 5.18 0.25 0.25 4.01 4.68 2.80 131.38
4.0 0.26 0.19 1.53 2.90 2.36 0.18 0.18 3.44 3.05 2.00 20.81
4.0 0.18 0.14 1.07 3.49 3.89 0.15 0.15 3.09 4.10 3.79 32.39
4.0 0.09 0.07 0.56 2.10 1.62 0.10 0.10 2.57 3.79 3.18 17.39
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Date: 9/18/2023
NOTES: **Critical depth
Storm Sewers

Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 7.67 134.00 135.06 1.06 1.33 5.75 0.50 135.56 0.000 74.000 135.13 136.20 1.07** 1.35 5.68 0.50 136.70 0.000 0.000 n/a 0.53 n/a
2 18 6.66 135.13 136.20 1.07 1.25 4.93 0.44 136.65 0.000 84.000 136.35 137.35 j 1.00** 1.25 5.34 0.44 137.79 0.000 0.000 n/a 0.42 0.19
3 18 6.74 136.35 137.35 1.00 1.25 5.40 0.45 137.79 0.000 65.582 137.35 138.35 1.00** 1.26 5.36 0.45 138.80 0.000 0.000 n/a 1.35 n/a
4 18 5.46 137.35 138.35 1.00 1.11 4.34 0.38 138.73 0.000 19.000 137.64 138.54 j 0.90** 1.11 4.93 0.38 138.92 0.000 0.000 n/a 1.16 n/a
5 18 2.97 138.00 138.54 0.54 0.57 5.18 0.25 138.79 0.000 200.333140.45 141.10 0.65** 0.74 4.01 0.25 141.35 0.000 0.000 n/a 0.50 0.12
6 15 1.53 140.45 141.10 0.65 0.45 2.36 0.18 141.29 0.000 38.000 140.91 141.40 j 0.49** 0.45 3.44 0.18 141.58 0.000 0.000 n/a 1.00 n/a
7 15 1.07 138.83 139.17 0.34* 0.27 3.89 0.15 139.32 0.000 104.718139.88 140.29 0.41** 0.35 3.09 0.15 140.43 0.000 0.000 n/a 1.13 n/a
8 15 0.56 139.88 140.29 0.41 0.22 1.62 0.10 140.39 0.000 62.039 140.50 140.79 j 0.29** 0.22 2.57 0.10 140.89 0.000 0.000 n/a 1.00 n/a
Project File: WETLAND TO CI 13-3313-C.stm Number of lines:8 Run Date: 9/18/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: WETLAND TO CI 13-3313-C.stm
= co Tr LU co
N
7 .. C 7 C 7 C ' C 5
O O C J O C J O C J O E J 0 C J 0 C J 0
O ' C CO ' C) N 7MM N W(000 ' N to.Vim' L CDO
Elev. (ft) O • M N.. . cc; �Mco co. �MM •CV �MM N V�� O 'I'.1-
0 W . ,� �, N r
o -oW O WWW WWW N WWW N WWW 4. WWW WW
m E > co E> > to E » as E » (o E » co E » }o E >
!o0 E co acc cr) E55 co Occ 0 Ecc cn ±5c co E.E
155.00 155.00
150.00 — 150.00
145.00 — ( —145.00
MI
140.00 --_ 140.00
— — jo.333L -
— 38.060Lf-15"@ 1.21%
135.00 - — 135.00
— 190001f-1R"43151%
65.582Lf 18"@ 1.52%
— 84.000L1-10"@i 1.40%
— 1/4.000Lt-1 ii"@ 1.bi%
130.00 I 130.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: WETLAND TO CI 13-3313-C.stm
co
0 E J OE J 0
°0 CO CO °0 CV
r �to
Elev. (ft) D . o
0Www Www ww
m E > > co E >> co E>
co c co E c c co RE
151.00 151.00
148.00 - 148.00
145.00 / 145.00
142.00 142.00
6'2.U390- 15"Q
1.00°
-_ 104.718E �+" 1.00%
139.00iin 139.00
136.00 136.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

(29S) (30s)
EX.DRAINAeE AREA 1 EX.DRAI IAGE AREA 2 \ / <37S>
C36S (34S)DAADAB TOWETLANDRESIDUA
35P
WE LAND
33P 36P
EX.TOTAL OUTFALL
POST TOTAL
OUTFALL
(Subca) Reach 'On. MI Routing Diagram for LHA-72 UNITS WETLAND MODEL-PH1
Prepared by The Wooten Company, Printed 9/18/2023
HydroCAD®10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC

LHA-72 UNITS WETLAND MODEL-PH1
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 2
Project Notes
Rainfall events imported from "NRCS-Rain.txt" for 6171 NC Robeson
Defined 7 rainfall events from LUMBERTON IDF

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 17
Time span=5.00-120.00 hrs, dt=0.25 hrs, 461 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 29S: EX. DRAINAGE AREA 1 Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=0.77"
Tc=5.0 min CN=47 Runoff=7.11 cfs 0.826 af
Subcatchment 30S: EX. DRAINAGE AREA 2 Runoff Area=6.310 ac 0.00% Impervious Runoff Depth=0.59"
Tc=5.0 min CN=44 Runoff=2.43 cfs 0.313 af
Subcatchment 34S: DAB TO WETLAND Runoff Area=4.920 ac 0.00% Impervious Runoff Depth=2.59"
Tc=5.0 min CN=71 Runoff=11.09 cfs 1.061 af
Subcatchment 36S: DAA Runoff Area=10.350 ac 5.31% Impervious Runoff Depth=0.89"
Tc=5.0 min CN=49 Runoff=6.90 cfs 0.770 af
Subcatchment 37S: DAB RESIDUAL Runoff Area=3.900 ac 0.00% Impervious Runoff Depth=0.49"
Tc=0.0 min CN=42 Runoff=0.89 cfs 0.158 af
Pond 33P: EX. TOTAL OUTFALL Inflow=9.53 cfs 1.138 af
Primary=9.53 cfs 1.138 af
Pond 35P: WETLAND Peak Elev=134.87' Storage=22,411 cf Inflow=11.09 cfs 1.061 af
Primary=2.89 cfs 1.044 af Secondary=0.00 cfs 0.000 af Outflow=2.89 cfs 1.044 af
Pond 36P: POST TOTAL OUTFALL Inflow=9.11 cfs 1.973 af
Primary=9.11 cfs 1.973 of
Total Runoff Area = 38.360 ac Runoff Volume = 3.128 af Average Runoff Depth = 0.98"
98.57% Pervious = 37.810 ac 1.43% Impervious = 0.550 ac

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 29S: EX. DRAINAGE AREA 1
Runoff = 7.11 cfs @ 12.27 hrs, Volume= 0.826 af, Depth= 0.77"
Routed to Pond 33P : EX. TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 10-yr Rainfall=5.61"
Area (ac) CN Description
* 10.620 49 GRASS
2.260 36 Woods, Fair, HSG A
12.880 47 Weighted Average
12.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
5.0 Direct Entry,
Subcatchment 29S: EX. DRAINAGE AREA 1
Hydrograph
•Runoff
- N 7.11 cfs I---_ ....._._.........._............._.IIIIII............_..........................._............_........................ ..... _...... _...... ..... ...
7- i
NOAA 24 hr B
-- 10-yr Rainfall=5.61'"
6-
M HIIH Runoff'Area=12.880 ac
5= Runoff Volume=0.826 of
N -
- - ...........__....................................................................._............_........................._._.............. Runoff Depth=0.77
3 4-
Tc=50min
3_ CN=47
' 0 ! I: I. 1. is ! 1, ! I: ! I. I. ! I: 1. ! I: -! I.
2
1- 0 . . . . . . . . . . . . . . . . .
Iiiiiiiiiiiiiiiiiiii
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 30S: EX. DRAINAGE AREA 2
Runoff = 2.43 cfs @ 12.29 hrs, Volume= 0.313 af, Depth= 0.59"
Routed to Pond 33P : EX. TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 10-yr Rainfall=5.61"
Area (ac) CN Description
* 4.080 49 GRASS
2.230 36 Woods, Fair, HSG A
6.310 44 Weighted Average
6.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 30S: EX. DRAINAGE AREA 2
Hydrograph
D Runoff
I243cfs
NOAA 24—hr B
1 Q-yr Rainfall 5.61"
2— Runoff /Area=6.310 ac
Runoff Volume=0.313 af
Runoff Depth=0.59,"
LL Tc=5.0 min
1- 0 CN=44
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 34S: DA B TO WETLAND
Runoff = 11.09 cfs @ 12.11 hrs, Volume= 1.061 af, Depth= 2.59"
Routed to Pond 35P : WETLAND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 10-yr Rainfall=5.61"
Area (ac) CN Description
2.320 95
2.600 49 >75% Grass cover, Good, HSG A
4.920 71 Weighted Average
4.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 34S: DA B TO WETLAND
Hydrograph
12 I I I I ■Runoff
11.09 cfs 1................_1.------..-_----------------_'-------- '---------
i
NOAA 24-hr B
10
1 I 1 1 I 110-10 Rainfall 5.61"
9=
Runoff ArOa-4.920 a0
a_
11111111HRunoff Volume.=1_.061 of
7= n
:...Runoff 2.
U _ .... .............Depth� ,�59
a 6_
LL T0 5,0 mid
5
i
3-
! [ i { 11 { 11 { 11111111111
2_ / __
; I
� iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiir/
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 36S: DA A
Runoff = 6.90 cfs @ 12.25 hrs, Volume= 0.770 af, Depth= 0.89"
Routed to Pond 36P : POST TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 10-yr Rainfall=5.61"
Area (ac) CN Description
* 7.570 49 >75% Grass cover, Good, HSG A
0.550 98 Paved parking, HSG A
* 2.230 36 WOODS
10.350 49 Weighted Average
9.800 94.69% Pervious Area
0.550 5.31% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 36S: DA A
Hydrograph
lllllllllllllllllllll
■Runoff
7- 16.90 cfs I , .
NOAA 24-hr B
10-yr Rainfall=5.61"_._..
Runoff Area=10.350 a p.
5= lllllllllllllRunoff Volume=0.770 af
4
Runoff Depth o.89"
T = min
3 CN=49
2-
1
llllllllllllllllllllll
0 Ail"
(
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 37S: DA B RESIDUAL
Runoff = 0.89 cfs @ 12.27 hrs, Volume= 0.158 af, Depth= 0.49"
Routed to Pond 36P : POST TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 10-yr Rainfall=5.61"
Area (ac) CN Description
2.080 36 WOODS
1.820 49 GRASS
3.900 42 Weighted Average
3.900 100.00% Pervious Area
Subcatchment 37S: DA B RESIDUAL
Hydrograph iiiiiiiiiii
■Runoff
' O.89 cfs I ------ ------- ------- --------<------- ----
1 1 1©-yr Ra�nfll
0.T_ !..........
1
jRunoff 0. .1..5. __f....
um
v 0.55_' .......... R noff De th 0 49".........
- u P
0.5�' i
0.45=' !.. - i .- Mkt
-
0.4
0.15
0.25=' . -.........
0.05=:
,
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Pond 35P: WETLAND
Inflow Area = 4.920 ac, 0.00% Impervious, Inflow Depth = 2.59" for 10-yr event
Inflow = 11.09 cfs @ 12.11 hrs, Volume= 1.061 af
Outflow = 2.89 cfs @ 12.72 hrs, Volume= 1.044 af, Atten= 74%, Lag= 36.9 min
Primary = 2.89 cfs @ 12.72 hrs, Volume= 1.044 af
Routed to Pond 36P : POST TOTAL OUTFALL
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Pond 36P : POST TOTAL OUTFALL
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Peak Elev= 134.87' @ 12.72 hrs Surf.Area= 27,563 sf Storage= 22,411 cf
Plug-Flow detention time= 657.2 min calculated for 1.042 af(98% of inflow)
Center-of-Mass det. time= 658.4 min ( 1,486.0 - 827.6 )
Volume Invert Avail.Storage Storage Description
#1 134.00' 88,153 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
134.00 24,248 0 0
135.00 28,080 26,164 26,164
136.00 30,959 29,520 55,684
137.00 33,979 32,469 88,153
Device Routing Invert Outlet Devices
#1 Primary 130.00' 18.0" Round RCP_Round 18"
L= 150.0' RCP, groove end projecting, Ke= 0.200
Inlet/Outlet Invert= 130.00' / 128.00' S= 0.0133 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 1.77 sf
#2 Device 1 134.00' 1.7"Vert. DEWATERING-AT PERM POOL X 2.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 134.50' 48.0"W x 4.0" H Vert. RATE CONTROL WEIR C= 0.600
Limited to weir flow at low heads
#4 Device 1 135.25' 36.0"x 36.0" Horiz. TRASH RACK C= 0.600
Limited to weir flow at low heads
#5 Secondary 137.00' 20.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.88 cfs @ 12.72 hrs HW=134.86' (Free Discharge)
L1=RCP_Round 18" (Passes 2.88 cfs of 18.46 cfs potential flow)
2=DEWATERING-AT PERM POOL (Orifice Controls 0.14 cfs @ 4.29 fps)
3=RATE CONTROL WEIR (Orifice Controls 2.75 cfs @ 2.06 fps)
4=TRASH RACK ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=134.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 25
Pond 35P: WETLAND
Hydrograph
■Inflow
11.09�,c�fs -..i...........;...........1...........:............j............i............;.........._,........ .... ... .... ... .... .... ... ... .... .... ... .... ........ ■Outflow
i i
. .
� , flt��t Area=492Q..a
- --- .Primary
Secondary
12 '/ 1 -
-.ln
. : : :
a
11-
Beak Elev=i 34 8 '.
10- C
- - graige........
.. ....:.... ....:...
9
8-
F 7-.
3 6 ;
0
5-'
2.89 cfs
4 :-`I 2.89 cfs •
- 7
i 0.00 cfs t// t// f/1 1 . , , J/�/�/
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Pond 33P: EX. TOTAL OUTFALL
Inflow Area = 19.190 ac, 0.00% Impervious, Inflow Depth = 0.71" for 10-yr event
Inflow = 9.53 cfs @ 12.27 hrs, Volume= 1.138 of
Primary = 9.53 cfs @ 12.27 hrs, Volume= 1.138 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Pond 33P: EX. TOTAL OUTFALL
Hydrograph
❑Inflow
- 19.53 cfs --- - Primary
10 I9'53cfsr ;Inflow:Area=19.190:, ac
9
8 i--.-..- ' 1 ! 1 ..
7- I I i-
w 6= III If
o
LL
4
0
s
111111
0=// I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Pond 36P: POST TOTAL OUTFALL
Inflow Area = 19.170 ac, 2.87% Impervious, Inflow Depth > 1.23" for 10-yr event
Inflow = 9.11 cfs @ 12.30 hrs, Volume= 1.973 af
Primary = 9.11 cfs @ 12.30 hrs, Volume= 1.973 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Pond 36P: POST TOTAL OUTFALL
. . . . . . . . Hydrograph .
. .
ZHHHH H1111111 }11 .. 0 Inflow
107 ; 9.11 cfs 1 ; ; Primary
InflowArea=19.170ac
9-'
8;' ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
77 01 I 1 1 1 I I I I I I 1 1 i
I I
6- . . . . . . . . . . . . . . . . . . . . .
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
3 57
2 - . . . . . . . . . . . . . . . . . . .
4;
r . il r 1 [ III ' [ 11
2L.
... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
ZZ Z
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
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 27
Time span=5.00-120.00 hrs, dt=0.25 hrs, 461 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 29S: EX. DRAINAGE AREA 1 Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=1.87"
Tc=5.0 min CN=47 Runoff=19.28 cfs 2.009 af
Subcatchment 30S: EX. DRAINAGEAREA2 Runoff Area=6.310 ac 0.00% Impervious Runoff Depth=1.58"
Tc=5.0 min CN=44 Runoff=7.76 cfs 0.828 af
Subcatchment 34S: DAB TO WETLAND Runoff Area=4.920 ac 0.00% Impervious Runoff Depth=4.48"
Tc=5.0 min CN=71 Runoff=19.50 cfs 1.835 af
Subcatchment 36S: DAA Runoff Area=10.350 ac 5.31% Impervious Runoff Depth=2.07"
Tc=5.0 min CN=49 Runoff=17.38 cfs 1.789 af
Subcatchment 37S: DA B RESIDUAL Runoff Area=3.900 ac 0.00% Impervious Runoff Depth=1.38"
Tc=0.0 min CN=42 Runoff=4.43 cfs 0.450 af
Pond 33P: EX. TOTAL OUTFALL Inflow=27.02 cfs 2.838 af
Primary=27.02 cfs 2.838 af
Pond 35P: WETLAND Peak Elev=135.37' Storage=36,845 cf Inflow=19.50 cfs 1.835 af
Primary=7.09 cfs 1.818 af Secondary=0.00 cfs 0.000 af Outflow=7.09 cfs 1.818 af
Pond 36P: POST TOTAL OUTFALL Inflow=24.69 cfs 4.057 af
Primary=24.69 cfs 4.057 af
Total Runoff Area = 38.360 ac Runoff Volume = 6.912 af Average Runoff Depth = 2.16"
98.57% Pervious = 37.810 ac 1.43% Impervious = 0.550 ac

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 29S: EX. DRAINAGE AREA 1
Runoff = 19.28 cfs @ 12.20 hrs, Volume= 2.009 af, Depth= 1.87"
Routed to Pond 33P : EX. TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 50-yr Rainfall=7.88"
Area (ac) CN Description
* 10.620 49 GRASS
2.260 36 Woods, Fair, HSG A
12.880 47 Weighted Average
12.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 29S: EX. DRAINAGE AREA 1
Hydrograph
Runoff
20= 19.28ds ............_........................ _...... _..... _...... _......
19=
18 + ! i
50-yr
16
= ...._i
15 - - .... ..._l.. - Run off'Are.a:::_...f2.880:::.a.c..
13_ 1. ............. kunoffVolfU111@02 009 af12
......
Runoff 11=.
Di th� .87"
=
7- i-----+---- ----- ----i ----+
6 .......
5
3 _.
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 30S: EX. DRAINAGE AREA 2
Runoff = 7.76 cfs @ 12.22 hrs, Volume= 0.828 af, Depth= 1.58"
Routed to Pond 33P : EX. TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 50-yr Rainfall=7.88"
Area (ac) CN Description
* 4.080 49 GRASS
2.230 36 Woods, Fair, HSG A
6.310 44 Weighted Average
6.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 30S: EX. DRAINAGE AREA 2
Hydrograph
■Runoff
8- 1 7.76 cfs I ,
NOAA 24-hr B
7—
I IIIIII I I 50-yr Rainfall=7.88"
6_
Runoff Area=0.31 0 ac
Runoff Volume0.828 of
N 5�
w a no epth=1 58,"
-..- -._.... ....... .. ........ .
3
4-
- Tc=5.0 min
. .. 1 ; - CN=44
3-
0 H HILH Iss
—
�� , �/�
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 34S: DA B TO WETLAND
Runoff = 19.50 cfs @ 12.09 hrs, Volume= 1.835 af, Depth= 4.48"
Routed to Pond 35P : WETLAND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 50-yr Rainfall=7.88"
Area (ac) CN Description
2.320 95
2.600 49 >75% Grass cover, Good, HSG A
4.920 71 Weighted Average
4.920 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 34S: DA B TO WETLAND
Hydrograph
■Runoff
19.50 cfs
20_
NOAA
4
18=
50-yr-Rainfall=7.88"
16_
Runoff area=4.920 ac
Runoff
13 :- Q
12 ........
Runoff Die pth=+� vil-.4
---.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..---i--
IT I
3=' i
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
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 36S: DA A
Runoff = 17.38 cfs @ 12.19 hrs, Volume= 1.789 af, Depth= 2.07"
Routed to Pond 36P : POST TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 50-yr Rainfall=7.88"
Area (ac) CN Description
7.570 49 >75% Grass cover, Good, HSG A
0.550 98 Paved parking, HSG A
2.230 36 WOODS
10.350 49 Weighted Average
9.800 94.69% Pervious Area
0.550 5.31% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 36S: DA A
Hydrograph
19_'.. ■Runoff
18 17.38 cfs I____......_.............._;............. ........................._............_ ........ _...... _..... _...... _...... _..... _.... _.... _ - '- —...
17=` 111QAA► 2O.r....B...
- r ain
Rt
inoffl Atea 1:0 35Q a6
11111 Runoff....Volur a=1 78.9 af._._.
....Runoff...Depth-207"....
o 9 'F-*5 0....mI.1 .........
8_
7= 11111
4
?..........
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 37S: DA B RESIDUAL
Runoff = 4.43 cfs @ 12.06 hrs, Volume= 0.450 af, Depth= 1.38"
Routed to Pond 36P : POST TOTAL OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
NOAA 24-hr B 50-yr Rainfall=7.88"
Area (ac) CN Description
* 2.080 36 WOODS
* 1.820 49 GRASS
3.900 42 Weighted Average
3.900 100.00% Pervious Area
Subcatchment 37S: DA B RESIDUAL
Hydrograph
- ❑Runoff
4.43 cfs I
NOAA 24-hr B
4=`.. 50-yr Rainfall=7 88"
Runoff Area=3.900 ac
3- Runoff" . r ! frill ! rRutioff MolOnie0.450. _1 .-..
Rnff Depth=1438"
2
CN42
1
0 /l//!//!r//Cr//Sr//Sr//Sr/��lr//!/ r/�/Cr/�/Sr/( //r/��!(�/!/�/Cr/�/
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 34
Summary for Pond 35P: WETLAND
Inflow Area = 4.920 ac, 0.00% Impervious, Inflow Depth = 4.48" for 50-yr event
Inflow = 19.50 cfs @ 12.09 hrs, Volume= 1.835 af
Outflow = 7.09 cfs @ 12.55 hrs, Volume= 1.818 af, Atten= 64%, Lag= 27.8 min
Primary = 7.09 cfs @ 12.55 hrs, Volume= 1.818 af
Routed to Pond 36P : POST TOTAL OUTFALL
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Pond 36P : POST TOTAL OUTFALL
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Peak Elev= 135.37' @ 12.58 hrs Surf.Area= 29,155 sf Storage= 36,845 cf
Plug-Flow detention time= 420.5 min calculated for 1.818 af(99% of inflow)
Center-of-Mass det. time= 414.7 min ( 1,228.7 - 814.0 )
Volume Invert Avail.Storage Storage Description
#1 134.00' 88,153 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
134.00 24,248 0 0
135.00 28,080 26,164 26,164
136.00 30,959 29,520 55,684
137.00 33,979 32,469 88,153
Device Routing Invert Outlet Devices
#1 Primary 130.00' 18.0" Round RCP_Round 18"
L= 150.0' RCP, groove end projecting, Ke= 0.200
Inlet/Outlet Invert= 130.00' / 128.00' S= 0.0133 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 1.77 sf
#2 Device 1 134.00' 1.7"Vert. DEWATERING-AT PERM POOL X 2.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 134.50' 48.0"W x 4.0" H Vert. RATE CONTROL WEIR C= 0.600
Limited to weir flow at low heads
#4 Device 1 135.25' 36.0"x 36.0" Horiz. TRASH RACK C= 0.600
Limited to weir flow at low heads
#5 Secondary 137.00' 20.0' long + 3.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.80 cfs @ 12.55 hrs HW=135.35' (Free Discharge)
L1=RCP_Round 18" (Passes 6.80 cfs of 19.29 cfs potential flow)
2=DEWATERING-AT PERM POOL (Orifice Controls 0.17 cfs @ 5.45 fps)
3=RATE CONTROL WEIR (Orifice Controls 5.31 cfs @ 3.98 fps)
4=TRASH RACK (Weir Controls 1.32 cfs @ 1.06 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=134.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

LHA-72 UNITS WETLAND MODEL-PH1 NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 35
Pond 35P: WETLAND
Hydrograph
■Inflow
/19'51.. 1 i ... .... .... ... .. -- -- .... ........« ■Outflow
- ..�4192._._.. ■Primary
i..... *..... L.... ..... _ .......�rt Ic ..._Aroa- 0 _a ►... ■Secondary
-
20�` ..
lillif Peaky Mew-1353r
iti [ ittli i +�6
17 « Sturage... i3 .,84i._cf
iiiiiiiiiiiiiiiiiiiii
iiiiiiiiiiiiiiiiiiiii
w _ ;: .._.. .....:................... .... .... ... _ .... ... .... .... ... .... ... .... .... ... ... ..... .... ... .... _ ........12�
` .....`
0 10- clitU- .,. 09fs i
� 7.09 cfs .....:............d....._....1........_...i.........._1............i............:._.........i...._......i......._....i........._.:............i............i_..........i.............i............i......._...i.........._.i............i............:............:............
8=
- I
3 �������
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 33
Summary for Pond 33P: EX. TOTAL OUTFALL
Inflow Area = 19.190 ac, 0.00% Impervious, Inflow Depth = 1.77" for 50-yr event
Inflow = 27.02 cfs @ 12.21 hrs, Volume= 2.838 af
Primary = 27.02 cfs @ 12.21 hrs, Volume= 2.838 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Pond 33P: EX. TOTAL OUTFALL
Hydrograph
0 inflow
30 ! r 111111 r • ! ! ! 0 Primary
27.02 cfsiiiiiii
28 27.02 cf r
1111111 Inflow Area=19.190 ac
! ! ! ! ! ! ! !
... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
I I 1 I I I I I 1
22H .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !
. . . . . . . . . . . . . . . . . . . . ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
'Ff •
10 1111111
u_ 1111H } M 1 } 1 r
10H PW 11111
8'.
I I I I I H
4H
2' A
zor
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

LHA-72 UNITS WETLAND MODEL-PHI NOAA 24-hr B 50-yr Rainfall=7.88"
Prepared by The Wooten Company Printed 9/18/2023
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 36
Summary for Pond 36P: POST TOTAL OUTFALL
Inflow Area = 19.170 ac, 2.87% Impervious, Inflow Depth > 2.54" for 50-yr event
Inflow = 24.69 cfs @ 12.22 hrs, Volume= 4.057 af
Primary = 24.69 cfs @ 12.22 hrs, Volume= 4.057 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Pond 36P: POST TOTAL OUTFALL
. . . . . Hydrograph . . . . . . .
I i I
0 Inflow
24.69 cfs I=1 Primary
26— I 24. 9 cfs . . . . . . . . . . Inflow Area=19.170 ac
. . . . . . . . . .
... ... ... ... .. .. .. .. .. , .
22-, . . . . . . . . . . . . . . . . . . . . .
207
! ii ! iii ! . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . „
187_ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
I I I ill I I
c7f16 1 ill 1
o : ! ! ! I ! ! ! I I ! ! I I ! ! ! I ! ! ! I
u_ 12- .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
. . . . . . . . . . . . . . . . . . . .
107 001 I I I I ITh I I I
87 11 lel HI lel 11
6H ! ! ! t el t ! t I
47
4.4i
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Stormwater Wetland Draw Down Time from HydroCAD
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
5.00 0.00 0 134.00 0.00 0.00 0.00
7.50 0.00 0 134.00 0.00 0.00 0.00
10.00 0.03 19 134.00 0.00 0.00 0.00
12.50 4.04 22,030 134.85 2.77 2.77 0.00
15.00 0.57 16,936 134.66 0.97 0.97 0.00
17.50 0.35 15.034 134.59 0.47 0.47 0.00
20.00 0.26 14.252 134.56 0.31 0.31 0.00
22.50 0.21 13.871 134.55 0.24 0.24 0.00
25.00 0.00 13.110 134.52 0.14 0.14 0.00
27.50 0.00 12.149 134.48 0.10 0.10 0.00
30.00 0.00 11.290 134.45 0.09 0.09 0.00
32.50 0.00 10.467 134.42 0.09 0.09 0.00
35.00 0.00 9.681 134.39 0.09 0.09 0.00
37.50 0.00 8.930 134.36 0.08 0.08 0.00
40.00 0.00 8.217 134.33 0.08 0.08 0.00
42.50 0.00 7.539 134.30 0.07 0.07 0.00
45.00 0.00 6.899 134.28 0.07 0.07 0.00
47.50 0.00 6.295 134.25 0.06 0.06 0.00
50.00 0.00 5.729 134.23 0.06 0.06 0.00
52.50 0.00 5,199 134.21 0.06 0.06 0.00
55.00 0.00 4.707 134.19 0.05 0.05 0.00
57.50 0.00 4.252 134.17 0.05 0.05 0.00
60.00 0.00 3.836 134.16 0.04 0.04 0.00
62.50 0.00 3.456 134.14 0.04 0.04 0.00
65.00 0.00 3.116 134.13 0.04 0.04 0.00
67.50 0.00 2.812 134.11 0.03 0.03 0.00
70.00 0.00 2.548 134.10 0.03 0.03 0.00
72.50 0.00 2.319 134.09 0.02 0.02 0.00
75.00 0.00 2.122 134.09 0.02 0.02 0.00
77.50 0.00 1.950 134.08 0.02 0.02 0.00
80.00 0.00 1.799 134.07 0.02 0.02 0.00
82.50 0.00 1.668 134.07 0.01 0.01 0.00
85.00 0.00 1.552 134.06 0.01 0.01 0.00
87.50 0.00 1.452 134.06 0.01 0.01 0.00
90.00 0.00 1.362 134.06 0.01 0.01 0.00
92.50 0.00 1.280 134.05 0.01 0.01 0.00
95.00 0.00 1.205 134.05 0.01 0.01 0.00
97.50 0.00 1.138 134.05 0.01 0.01 0.00
100.00 0.00 1.076 134.04 0.01 0.01 0.00
102.50 0.00 1.020 134.04 0.01 0.01 0.00
105.00 0.00 969 134.04 0.01 0.01 0.00
107.50 0.00 923 134.04 0.00 0.00 0.00
110.00 0.00 880 134.04 0.00 0.00 0.00
112.50 0.00 842 134.03 0.00 0.00 0.00
115.00 0.00 807 134.03 0.00 0.00 0.00
117.50 0.00 775 134.03 0.00 0.00 0.00
120.00 0.00 747 134.03 0.00 0.00 0.00

ECMDS 7.0 https://ecmds.com/project/156414/channel-analysis/250885/show
ElNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch to Wetland
Name Permanent Ditch to Wetland
Discharge 4.18
Channel Slope 0.01
Channel Bottom Width 4
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4.18 cfs 1.15 ft/s 0.62 ft 0.077 4 Ibs/ft2 0.39 lbs/ft2 10.32 STABLE --
Vegetation
Underlying Straight 4.18 cfs 1.15 ft/s 0.62 ft 0.077 4 Ibs/ft2 0.29 lbs/ft2 13.95 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 4.18 cfs 1.92 ft/s 0.42 ft 0.037 1.6 lbs/ft2 0.26 lbs/ft2 6.17 STABLE D
U nveg etated
Underlying Straight 4.18 cfs 1.92 ft/s 0.42 ft 0.037 1.51 Ibs/ft2 0.21 lbs/ft2 7.38 STABLE D
Substrate
1 of 1 8/29/2023, 5:40 PM

ECMDS 7.0 https://ecmds.com/project/156414/channel-analysis/250886/show
ElNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>N.Diversion Ditch
Name N.Diversion Ditch
Discharge 5.36
Channel Slope 0.01
Channel Bottom Width 4
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5.36 cfs 1.26 ft/s 0.7 ft 0.074 4 Ibs/ft2 0.43 lbs/ft2 9.22 STABLE --
Vegetation
Underlying Straight 5.36 cfs 1.26 ft/s 0.7 ft 0.074 4 Ibs/ft2 0.31 lbs/ft2 12.72 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 5.36 cfs 2.09 ft/s 0.47 ft 0.036 1.6 lbs/ft2 0.3 lbs/ft2 5.42 STABLE D
U nveg etated
Underlying Straight 5.36 cfs 2.09 ft/s 0.47 ft 0.036 1.51 Ibs/ft2 0.23 lbs/ft2 6.62 STABLE D
Substrate
1 of 1 8/29/2023, 5:40 PM

ECMDS 7.0 https://ecmds.com/project/156414/channel-analysis/250887/show
ElNORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>S.Diversion Ditch
Name S.Diversion Ditch
Discharge 8.37
Channel Slope 0.01
Channel Bottom Width 4
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 8.37 cfs 1.5 ft/s 0.85 ft 0.07 4 Ibs/ft2 0.53 lbs/ft2 7.55 STABLE --
Vegetation
Underlying Straight 8.37 cfs 1.5 ft/s 0.85 ft 0.07 4 Ibs/ft2 0.37 lbs/ft2 10.8 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 8.37 cfs 2.43 ft/s 0.6 ft 0.036 1.6 lbs/ft2 0.37 lbs/ft2 4.31 STABLE D
U nveg etated
Underlying Straight 8.37 cfs 2.43 ft/s 0.6 ft 0.036 1.51 Ibs/ft2 0.28 lbs/ft2 5.47 STABLE D
Substrate
1 of 1 8/29/2023, 5:40 PM

Rip Rap Apron Calcs: *Using NY DOT Rip Rap sizing from NCDEQ E&SC Downloads page
Outlet Vel (FPS) Dia (ft) Zone Width Apron L d50 (in) dmax (in) Thickness (in) Weight (lb) Size
CONCRETE FLUME 3.2 0.45 1 1.4 1.8 MIN MIN MIN MIN Class A
FLUME TO ROW DITCH 2.9 0.5 1 1.5 2.0 MIN MIN MIN MIN Class A
CI-1 to WETLAND 4.8 1.5 1 4.5 6.0 3 4.5 6.75 8 Class A
CI-7 to WETLAND 4.9 1.5 1 4.5 6.0 3 4.5 6.75 9 Class A
WETLAND OUTFALL 2.2 1.5 1 4.5 6.0 1 1.5 2.25 2 Class A
N. DIVERSION SLOPE DRAIN 3.6 1.5 1 4.5 6.0 2 3 4.50 4 Class A
S. DIVERSION SLOPE DRAIN 3.6 1.5 1 4.5 6.0 2 3 4.50 4 Class A
*"min" = sizes below typical which use minimum sizing* ** =Assuming maximum capacity and discharge from existing pipes.
FILL DESIGN DATA
DATA FROM SIZING