SW6231105_Stormwater Report_20240701

Stormwater Management Report
Hilton Heights 72 Unit Relocation
Housing Authority of the City of Lumberton, Robeson County
North Carolina
Prepared For:
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LUMBERTON
Housing Authority
Working To Build a Brighter Future
July 2024
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Ana M. Wadsworth, P.E.
TWC # 3313-C

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)
■ Stormwater Management Sizing and Modeling
• HydroCAD SCM Modeling
• Pre. Vs Post. Discharge
• Draw Down Calculation
• Required WQV Calculation
o Erosion Control Calculations
■ NA Green Slope Matting Calculations
■ Rip Rap Apron Calculations
o Geotechnical Engineering Report— Prepared by ECS Southeast, LLP

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. 9.97 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 Robeson County and State regulation.
On the Southeast side of the site, there is a small, 0.50 acre, pond outside the area of disturbance for this
project. A 100' vegetated setback has been drawn on the plan with no BUA inside of it.
III. STORMWATER MANAGEMENT
The total project site is 30.84 acres (includes 0.50 acres of surface water). The BUA proposed for this
project totals 4.82 acres (16% of total project site) which includes a maximum of 1.89 acres of BUA
projected for future development of Phase II. Considering this future development, the site would then
exceed the 12%threshold for low density development,therefore, a stormwater wetland has been proposed
to treat the runoff for the current and future buildout. Any impervious area that exceeds 1.89 acres of BUA
or impervious area that is not able to be routed into the designed stormwater wetland will require an
additional treatment facility to manage the increase. This would be permitted separately.
This site has one major drainage pattern. The site slopes Northward where drainage is conveyed to the
Raft Swamp. It is conveyed overland or through roadside ditches in the area where the BUA is proposed.
Then reaches the wooded area past the disturbed area. From here it all drains to the Raft Swamp. Proposed
conditions do not change this pattern. There are two drainage areas in the proposed conditions, Drainage
Area A is the area which drains to the SCM. Drainage Area B is the residual area of the site. Both combine
and flow to the same ultimate outfall.

BUA Data
Drainage Area Area (ac.) BUA (ac.) % BUA
A(to SCM) 8.70 4.69 54%
B (Residual) 21.64 (22.14-0.50 Surface Water) 0.13 1%
Overall 30.34 (30.84-0.50 Surface Water) 4.82 16%
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 A 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.
The sizing of the stormwater wetland took into consideration the 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.
Overall Discharge 10-yr Storm
Pre-Development 8.31 cfs
Post Development 7.80 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 9.97 acres of the disturbed area is offsite, relating to roadway widening
and ditch grading. For the rest of the area, 6.23 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.

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
0 50 100 200 300
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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0 250 500 1,000 1,500 2,000 6'��� regulatory purposes.
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.
Back to Top
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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HOUSING AUTHORITY OF THE CITY OF LUMBERTON Designed By:
Drawn By:
XX
ROBESON COUNTY NORTH CAROLINA AVW AUGUST,2023
N /V/ . :.----
HILTON HEIGHTS UNIT RELOCATION Scale:
0 150' 300' 600' JCB
120 North Boylan Avenue EXISTING DRAINAGE AREAS Checked By: AS NOTED
Raleigh,NC 27603-1423
[phone] EXISTING IMPERVIOUS AREA:0 SF/0.00 AC AMW Sheet No.:
tcense Numberany.com TOTAL PRE-DEVELOPMENT DRAINAGE AREA: 30.34 AC Project No.:
SCALE: 1"=300' License Number:F-0115
TOTAL PROPERTY AREA: 30.84 AC 3313-C EXHIBIT

3
IMPERVIOUS AREA BREAKDOWN
Drainage Area-TO SCM
CONCRETE: 19,400 SF/0.45 AC
PAVEMENT:65,537 SF/1.50 AC PROPERTY - 1
BUILDING:42,484 SF/0.98 AC LINE 'i.
FUTURE:93,257 SF/2.14 AC o
IMPERVIOUS AREA BREAKDOWN 14 r
Drainage Area-RESIDUAL u
0
o
CONCRETE:40 SF/0.00 AC `.
PAVEMENT:4,298 SF/ 0.10 AC 8.70 AC
BUILDING: 1,205 SF/0.03 AC POST DEVELOPMENT
FUTURE:0 SF/0.0 AC • DRAINAGE AREA
ITO SCM
, i U
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�� THROUGH FOREST WETLAND
• 4�� WITH THE ASSUMED FINAL
{ tY . �� ��� `. DISCHARGE OF RAFT SWAMP
II. . • /44
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R / 0.50AC
�o, / SURFACE WATER
N.'' • - .,,
AREA
Q -FUTURE DEVELOPMENT AREA 21 .64 AC
NN4>Or POST-DEVELOPMENT
DRAINAGE AREA RESIDUAL
±iiiiiiiiiiimN\
(22.14-0.50 AC SURFACE WATER)
HOUSING AUTHORITY OF THE CITY OF LUMBERTON Designed By:
. ROBESON COUNTY NORTH CAROLINA AVW AUGUST,2023
HILTON HEIGHTS UNIT RELOCATION Drawn By: Scale:
0 150' 300' 600' JCB
120 North Boylan Avenue PROPOSED DRAINAGE AREAS Checked By: AS NOTED
Raleigh,NC 27603-1423
[phone] PROPOSED IMPERVIOUS AREA(ON SITE):209,923 SF/4.82 AC AMW Sheet No.:
thewootencompany.com TOTAL POST-DEVELOPMENT DRAINAGE AREA: 30.34 Project No.:
SCALE: 1°=300' License Number:F-0115 TOTAL PROPERTY AREA: 30.84 AC
3313-C EXHIBIT

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HOUSING AUTHORITY OF THE CITY OF LUMBERTON Designed By:
XX ROBESON COUNTY NORTH CAROLINA AVW AUGUST,2023
HILT
HEIGHTS UNIT RELOCATION Drawn By: Scale:
0 100' 200' 400' JCB
120 North Boylan Avenue PROPOSED DRAINAGE AREAS
INLETS Checked By: No.:Sheet AS NOTED
Raleigh,NC 27603-1423(919)828-0531-
th ewootencom pany.com
SCALE: 1"-200' License Number:F-0115 Project No.:AMW
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

<30S>
<34S>
<36S>
PRE-DEV LOPMENT SCIVDA RE DUAL DA
U �
33P 35P
PRE OUTFALL WETI1AND
` 71110.-
36P
POST OUTFALL
Subcat Reach 'on. Ilt Routing Diagram for LHA-72 UNITS WETLAND MODEL-DRAINAGE APPROX.AREA FOR PH1 AND PH2
Prepared by The Wooten Company, Printed 6/28/2024
HydroCAD®10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC

LHA-72 UNITS WETLAND MODEL-DRAINAGE APPROX. AREA FOR PHI AND PH2
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 10-yr NOAA 24-hr B Default 24.00 1 5.61 2

LHA-72 UNITS WETLAND MODEL-DRAINAGE APPROX. AREA FOR PHI AND PH2
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
4.010 39 >75% Grass cover, Good, HSG A (34S)
5.960 49 >75% Grass cover, Good, HSG A (36S)
2.930 98 BUA (34S, 36S)
1.890 98 Future BUA (34S)
14.780 49 Pasture/grassland/range, Fair, HSG A (30S)
30.620 36 Woods, Fair, HSG A (30S, 36S)
60.190 46 TOTAL AREA

LHA-72 UNITS WETLAND MODEL-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 4
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 30S: PRE-DEVELOPMENT Runoff Area=30.090 ac 0.00% Impervious Runoff Depth=0.49"
Tc=5.0 min CN=42 Runoff=8.31 cfs 1.221 af
Subcatchment 34S: SCM DA Runoff Area=8.700 ac 53.91% Impervious Runoff Depth=2.59"
Tc=5.0 min CN=71 Runoff=19.62 cfs 1.876 af
Subcatchment 36S: RESIDUAL DA Runoff Area=21.400 ac 0.61% Impervious Runoff Depth=0.39"
Tc=5.0 min CN=40 Runoff=3.74 cfs 0.690 af
Pond 33P: PRE OUTFALL Inflow=8.31 cfs 1.221 af
Primary=8.31 cfs 1.221 af
Pond 35P: WETLAND Peak Elev=134.94' Storage=38,896 cf Inflow=19.62 cfs 1.876 af
Primary=4.91 cfs 1.872 af Secondary=0.00 cfs 0.000 af Outflow=4.91 cfs 1.872 af
Pond 36P: POST OUTFALL Inflow=7.80 cfs 2.561 af
Primary=7.80 cfs 2.561 af
Total Runoff Area = 60.190 ac Runoff Volume = 3.787 af Average Runoff Depth = 0.76"
91.99% Pervious = 55.370 ac 8.01% Impervious =4.820 ac

LHA-72 UNITS WETLAND MODEL-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 30S: PRE-DEVELOPMENT
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.31 cfs @ 12.31 hrs, Volume= 1.221 af, Depth= 0.49"
Routed to Pond 33P : PRE 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
14.780 49 Pasture/grassland/range, Fair, HSG A
15.310 36 Woods, Fair, HSG A
30.090 42 Weighted Average
30.090 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 30S: PRE-DEVELOPMENT
Hydrograph
...........................i............_........................._........................................_......................................
9- •Runoff
8.31 cfs
8— ......_NOAA.2.4_h1. 13_.
,.... ......... ........ . 14-yIr-Rain#al 1-5:61:"
iRunoff':Area,=30.090 ..arc.......
/ Runoff Volume=1 .221 a#
_
13 5_ Runoff Die th=0.49"
.....:.. ....... ....:..
:
3=
2-" r
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-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 34S: SCM DA
[49] Hint: Tc<2dt may require smaller dt
Runoff = 19.62 cfs @ 12.11 hrs, Volume= 1.876 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
2.800 98 BUA
1.890 98 Future BUA
4.010 39 >75% Grass cover, Good, HSG A
8.700 71 Weighted Average
4.010 46.09% Pervious Area
4.690 53.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 34S: SCM DA
Hydrograph
■Runoff
20 19.62 cfs 1
_�.... ty.OAA 24-h.r11871 , !IT 11111111 .
10-* Rai.nfal l=5.51;1671
15_ Runoff Area=8 700 ac
Runoff14=' ,_ _....._............_..............�.............,..............,............_,..............,_............,._..........._._..........,....... _YolUr11e=1_ 876_af........
13
3 11
LL - - - - HHH- : 17c=57. i -.
9 ?
EH' 0.7
6
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-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 36S: RESIDUAL DA
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.74 cfs @ 12.34 hrs, Volume= 0.690 af, Depth= 0.39"
Routed to Pond 36P : POST 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
* 5.960 49 >75% Grass cover, Good, HSG A
15.310 36 Woods, Fair, HSG A
* 0.130 98 BUA
21.400 40 Weighted Average
21.270 99.39% Pervious Area
0.130 0.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 36S: RESIDUAL DA
Hydrograph
4 D
. Runoff
3.74 cfsI, i
NOAA 24-hr B
10-yr Rainfall 5.61'"
3 Runoff Area'=21 .400 ac
Runoff Volume=0.690 of
--.--- Runoff Depth:4.1397
2-
2 Tc=5.0 min
CN=40
1 `
0T
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-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Pond 33P: PRE OUTFALL
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 30.090 ac, 0.00% Impervious, Inflow Depth = 0.49" for 10-yr event
Inflow = 8.31 cfs @ 12.31 hrs, Volume= 1.221 af
Primary = 8.31 cfs @ 12.31 hrs, Volume= 1.221 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: PRE OUTFALL
Hydrogr a ph
/
9_ 8 31 cfs I Primary
❑Inflow
18.31 cfs r .....................y----......_,.----.......,------......,.------.......----- --- �--.. ..... ..... ' Inflow _
...... ........- -..-,.-- --_;..... .__ Area 30.090 ac
8
7
6
Vl
V 5
0
LL 4 0 1 1 is. 1 li i 1... I I' 1 is. 1... li i 1... 1... I' i... 1... i 1
3
2
:
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-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Pond 35P: WETLAND
Inflow Area = 8.700 ac, 53.91% Impervious, Inflow Depth = 2.59" for 10-yr event
Inflow = 19.62 cfs @ 12.11 hrs, Volume= 1.876 af
Outflow = 4.91 cfs @ 12.74 hrs, Volume= 1.872 af, Atten= 75%, Lag= 38.1 min
Primary = 4.91 cfs @ 12.74 hrs, Volume= 1.872 af
Routed to Pond 36P : POST OUTFALL
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Pond 36P : POST OUTFALL
Routing by Stor-Ind method, Time Span= 5.00-120.00 hrs, dt= 0.25 hrs
Peak Elev= 134.94' @ 12.74 hrs Surf.Area= 26,342 sf Storage= 38,896 cf
Plug-Flow detention time= 514.6 min calculated for 1.868 of(100% of inflow)
Center-of-Mass det. time= 523.3 min ( 1,350.9 - 827.6 )
Volume Invert Avail.Storage Storage Description
#1 133.00' 124,208 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
133.00 13,602 0 0
134.00 20,331 16,967 16,967
135.00 26,727 23,529 40,496
136.00 26,138 26,433 66,928
137.00 28,598 27,368 94,296
138.00 31,226 29,912 124,208
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 1 133.00' 1.7"Vert. DEWATERING-AT PERM POOL X 2.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 134.00' 22.0"W x 8.5" 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=4.91 cfs @ 12.74 hrs HW=134.94' (Free Discharge)
L1=RCP_Round 18" (Passes 4.91 cfs of 18.59 cfs potential flow)
2=DEWATERING-AT PERM POOL (Orifice Controls 0.21 cfs @ 6.58 fps)
3=RATE CONTROL WEIR (Orifice Controls 4.70 cfs @ 3.62 fps)
4=TRASH RACK ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=133.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

LHA-72 UNITS WETLAND MODEL-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 10
Pond 35P: WETLAND
Hydrograph
i ......+ ......... ......... i.......
119s2 ors i Inflow
ea=840 -a
■Primary
- Secondary
21- f i
QW ■ a
94'..
: Peak;-Elew-'1�4. ;
ill: ......StO .... 38.�896.....ct....
iiiiiiiiiiiiiiiiiiiii
111111111111111111111
iiiiiiiiiiiiiiiiiiiii
11=
0 10= i :........_ .....
cfs
7_ ;' :l 4s1 cfs
2- �����������
i 0.00 cfs
o
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-DRAINAGE APPROX. NOAA 24-hr B 10-yr Rainfall=5.61"
Prepared by The Wooten Company Printed 6/28/2024
HydroCAD® 10.20-3c s/n 11283 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Pond 36P: POST OUTFALL
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 30.100 ac, 16.01% Impervious, Inflow Depth > 1.02" for 10-yr event
Inflow = 7.80 cfs @ 12.54 hrs, Volume= 2.561 af
Primary = 7.80 cfs @ 12.54 hrs, Volume= 2.561 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 OUTFALL
llllllll Hydrograph
zao cfs Primary
❑Inflow
I780ofs . . 0 Inflow Area=30.100 ac
7-
6' 4j111111111111111111111
II I-
5—
Vl i
Or El
El El El El El El El El El El
0 4
3
2-
di- 11111111 : 111 : 111 : 11
0:f4
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)

Project: Lumberton Housing Authority Stormwater Wetland
Date Created: 7/1/2024
Data Assumptions:
Draw Down Calculation
Detemine Water Quality Volume Elevation
Cd= 0.60
A= 0.0167 sf
HO= 0.33
Number of Orifices= 2
Q= 0.09 cfs
SCM Design Volume= 16,967 cf
Drawdown 2.12 days
1

Project: Lumberton Housing Authority Stormwater Wetland
Date Created: 7/1/2024
Data Assumptions: Treatment of first inch
Required Water Quality Volume Calculation
Detemine Water Quality Volume Elevation
Drainage Area = 8.70 ac ►Area being routed to SCM
Impervious Fraction = 0.54
Rv=0.05+0.9(I) 0.535 in/in
P= 1.0 in
Calculated WQV= 16,908 ft3 WQV Rv x Ad (ac) x 43,560 (ft^2) x P (in) x 1 (ft)
1 1 1 (ac) 1 12 (in)
Min. Temporary Ponding Surface Area
13,526.40 SF
Design Volume Provided:
16,967.00
Temporary Ponding Surface Area Provided:
20,331.00
1

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

» ooten 120 N. Boylan Avenue
Raleigh, NC 27603
[phone]
Shear Stress Calculations using FHWA Hydraulic Toolbox
North Ditch, 25' radius curve
Parameter Value Units Notes
Side Slope 1 3.000 ft/ft
•
Side Slope 2 3.000 ft/ft
Area 3.822 ft^2
•
Top Width 6.937 ft
•
Wetted Perimeter 7.231 ft
Hydradic Radius 0.529 ft
Average Velocity 0.986 ft/s
Input Parameters
D50 101.00 mm
Riprap Spedfic Weight 165.000 Ibjft^3
Water Specific Weight 62.400 Ibjft`3
Riprap Shape angular This is used rift DSO to compute the angle of repose(See HEC-15,Figure 6.1)
Safety Factor 1.000
Calculated Safety Factor 1.000
Resdts
Riprap Properties
Angle of Repose 41.150 Degrees
Manning's n
Relative Flow Depth 1.663
n(Blodgett) 0.0697
Bottom Shear
0.382
Reynolds Number 10399.779
Shields Parameter 0.047
Maximum Shear Stress on the Channel Bottom 0.283 Ib/ft^2
Permissible Shear 1.598 Ib/ft^2
The charnel bottom is stable
Stable D50 17.872 mm
Side Shear
K1 0.868
K2 0.877
Kb 1.732
Side Shear 0.245 Ib/ft^2
Permissible Side Shear 1.401 Ib/ft'2
The channel side is stable
Stable Side D50 17.690 mm
Bend Shear
Curvature Radius 25.000 ft No further correction will occur once RI! >10
Shear in Bend Bottom 0.490 Ib/ft'2
The bottom of the bend is stable
Length of Protection beyond PT 4.094 ft
Additional Freeboard Required because of Superelevation 0.008 ft
Shear on Bend Side 0.425 Ib/ft^2
The side of the bend is stable
Channel Stability
The dared is stable
TheWootenCompany.com -1�r�+,"/"--_ DESIGNING THE FUTURE

» ooten 120 N. Boylan Avenue
Raleigh, NC 27603
[phone]
South Ditch, 25' radius curve
Parameter Value Units Notes
Area 5.242 ft^2
Top Width 8.072 ft
Wetted Perimeter 8.427 ft
Hydraulic Radius 0.622 ft
Average Velocity 1.187 ft/s
„Input Parameters
D50 101.00 mm
Rprap Spedfic Weight 165.000 Ib/ft^3
Water Specific Weight 62.400 Ib/ft^3
Rprap Shape angular J This is used with D50 to compute the angle of repose(See HEC-15,Figure 6.1)
Safety Factor 1.000
Calculated Safety Factor 1.000
Results
Riprap Properties
Angle of Repose 41.150 Degrees
Manning's n
Relative Flow Depth 1.960
n(Blodgett) 0.0645
Bottom Shear
V` 0.420
Reynolds Number 11433.980
Shield's Parameter 0.047
Maximum Shear Stress on the Channel Bottom 0.342 Ib/ft^2
Permissible Shear 1.598 Ib/ft^2
The channel bottom is stable
Stable D50 21.604 mm
Side Shear
K1 0.868
K2 0.877
Kb 1.812
Side Shear 0.297 lb/ft^2
Permissible Side Shear 1.401 lb/ft^2
The channel side is stable
Stable Side D50 21.383 mm
Bend Shear
Cu-valure Radus 25.000 ft No further correction will occur once R/T>10
Shear in Bend Bottom 0.619 lb/ft^2
The bottom of the bend is stable
Length of Protection beyond PT 5.344 ft
Additional Freeboard Required because of Superelevation 0.014 ft
Shear on Bend Side 0.537 Ib/ft^2
The side of the bend is stable
Channel Stabi'ity
The channel is stable
TheWootenCompany.com DESIGNING THE FUTURE

» ooten 120 N. Boylan Avenue
Raleigh, NC 27603
[phone]
South Ditch, 40' radius curve
Parameter Value Units Notes
Side Slope 1 3.000 ft/ft
Side Slope 2 3.000 ft/ft
Area 5.242 ft^2
Top Width 8.072 ft
Wetted Perimeter 8.427 ft
Hydraulic Radius 0.622 ft
Average Velocity 1.187 ft/s
Input Parameters
D50 101.00 mm
Riprap Specific Weight 165.000 Ib/ft^3
Water Specific Weight 62.400 Ibjft-`3
Riprap Shape angular This is used with D50 to compute the angle of repose(See NEC-15,Figure 6.1)
Safety Factor 1.000
Calculated Safety Factor 1.000
Results
Riprap Properties
Angle of Repose 41.150 Degrees
Planning's n
Relative Flow Depth 1.960
n(Blodgett) 0.0645
Bottom Shear
y' 0.420
Reynolds Number 11433.980
Shields Parameter 0.047
Malunun Shear Stress on the Charnel Bottom 0.342 lb/ft-`2
Permissible Shear 1.598 Ib/ft^2
The channel bottom is stable
Stable D50 21.604 mm
Side Shear
K1 0.868
K2 0.877
Kb 1.538
Side Shear 0.297 Ib/ft^2
Permissible Side Shear 1.401 Ib/ft^2
The channel side Is stable
Stable Side DSO 21.383 mm
Bend Shear
Curvature Radius 40.000 ft No further correction will occur once R/T>10
Shear in Bend Bottom 0.526 Ib/ft^2
The bottom of the bend is stable
Length of Protection beyond FT 5.344 ft
Additional Freeboard Required because of Superelevation 0.009 ft
Shear on Bend Side 0.456 Ib/ft^2
The side of the bend is stable
Channel Stability
The channel is stable
TheWootenCompany.com DESIGNING THE FUTURE

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