SW3231103_Stormwater Report_20240315

STORMWATER REPORT
Prepared For:
JCH OP, LLC
HERITAGE AT MARVIN
SINGLE FAMILY SUBDIVISION
MARVIN, NORTH CAROLINA
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC Project 326-256
MARCH 2024
cAR
NORTH CAROLINA •��///Y,
SEAL -
BOARD OF EXAMINERS = 043168
FOR ENGINEERS AND ' i
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SURVEYORS ....... �G
LICENSE NO.C-3035 ////II/I�."''G``\`�‘‘
03/15/24
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Civil & Environmental Consultants, Inc.
Charlotte 3701 Arco Corporate Drive,Suite 400 I Charlotte, NC 28273 I p:980-237-0373 f:980-237-0372 I www.cecinc.com

TABLE OF CONTENTS
Page
1.0 CONSTRUCTION NARRATIVE 1
1.1 PROJECT DESCRIPTION 1
1.2 SITE DESCRIPTION 1
1.3 ADJACENT PROPERTIES 1
I A SOILS 2
2.0 STORMWATER CONSTRUCTION SEQUENCE 3
3.0 PERMANENT STORMWATER MEASURES 4
.1 PROPOSED STORMWATER SYSTEM 4
3.2 STORMWATER CALCULATIONS 5
TABLES
Table 1 —Soil Properties
Table 2—Summary of Pre/Post Peak Discharges & Max Elevations
APPENDICES
Appendix A—Stormwater Calculations Supplemental Documents
Appendix B—Permanent Stormwater Calculations
Appendix C—Preliminary Jurisdictional Determination
-i- Heritage at Marvin
Civil & Environmental Consultants, Inc. Stormwater Report

1.0 CONSTRUCTION NARRATIVE
1.1 PROJECT DESCRIPTION
This project consists of the construction of a single-family residential development along with
associated roadways, driveways, sidewalks, stormwater management facility, and other associated
features on a 46-acre site.
1.2 SITE DESCRIPTION
The existing site is located on New Town Road in Union County,North Carolina. The site is densely
wooded in its current condition. A jurisdictional wetland is located within the property boundary
south of the project site. Slopes range from 0-8% on majority of the site. Steep slopes up to 40%
are found on small portions of the site.
The proposed site will have 2 main entrances at latitude N034°59'45.78" longitude W080°49'26.43"
and latitude N034°59'41.10" longitude W080°49'38.86" along New Town Road. The site will be
graded to construct single family house pads, paved driveways, erosion control measures, and
stormwater collection pipes. A topographic map (Figure 1) in the appendix shows the general area
of the project site and surrounding features.
1.3 ADJACENT PROPERTIES
The project site is bounded on the east,west and south by residential areas,and the New Town Road
corridor to the north.
Civil & Environmental Consultants. Inc. -1- Heritage at Marvin
Stormwater Report

I SOILS
The soils located within the disturbed limit are described in the table below:
TABLE 1 - SOIL PROPERTIES
Hydrologic
Map Unit Symbol Map Unit Name Soil Group
Rating
ApB Appling Sandy Loam, 2 to 8 percent slopes B
CoA Colfax sandy loam, 0 to 3 percent slopes C/D
HeB Helena fine sandy loam, 2 to 8 percent slopes D
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Stormwater Report

2.0 STORMWATER CONSTRUCTION SEQUENCE
1. Once grading is complete and the entire site has been stabilized for the Development the
Erosion Control Sediment Basin#1 & Sediment Basin#2 may be converted to SCM Wetpond
#1 & Wetpond#2.
2. Proposed Wetpond #1 & Wetpond#2 will treat the storm drainage from all impervious areas
on the site including roof drainage and asphalt/concrete pavement, and off-site areas flowing
on to site.
3. Proposed Wetpond #1 & Wetpond #2 have been sized to receive storm drainage from the
proposed roof drainage,roadways, driveways, sidewalks, and off-site areas. Wetpond#1 has a
proposed drainage area of 18.15 acres and an impervious area of 6.77 acres (37% of area).
Wetpond#2 has a proposed drainage area of 21.72 acres and an impervious area of 9.93 acres
(46% of area). See Post-Development Drainage Map (C508) in Appendix B and Heritage at
Marvin Land Development plan set.
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Stormwater Report

3.0 PERMANENT STORMWATER MEASURES
3.1 PROPOSED STORMWATER SYSTEM
The stormwater runoff for the project primarily originates from roadways of the development
driveways, building roofs, sidewalks, and on-site grassed areas. This project has an
impervious area, including off-site, totaling 16.70 acres for both wetponds. All off-site area
draining on to site is considered to be impervious for pond design. See Post-Development
Drainage Map (C508) in Appendix B for the drainage areas into the proposed stormwater
management facilities. Stormwater on the site is directed to grate inlets and curb inlets
throughout the site. Once the stormwater has entered the drainage system through the
structures, it is directed by gravity flow through the stormwater drainage system to Proposed
Wetpond #1 & Wetpond#2. The site also falls within the Goose Creek regulations per Union
County Requirements. Those requirements are to detain the difference in hydraulic runoff
volume of the 1 year- 24 hour storm event between the Pre-Developed and Post-Developed
conditions.
For the Proposed Wetpond#1, Hydrology analysis using TR-55 Tables provided a curve number
of 62.0 for pre-developed area, and a curve number of 74.3 for post-developed area. For the
Proposed Wetpond#2, Hydrology analysis using TR-55 Tables provided a curve number of 61.1
for pre-developed area, and a curve number of 76.8 for post-developed area. Rainfall depth data
from NOAA Atlas 14, Volume 2, Version 3
The site outfalls to an existing low area on site where a jurisdictional wetland is located, see
Appendix C for the USACE Jurisdictional Determination for the site. Riprap dissipaters in
conjunction with matting and riprap-lined channels are used to reduce flow velocities.
Furthermore, after the stormwater runoff has exited the riprap dissipaters, it will flow through
undisturbed existing vegetated areas,further decreasing the velocity before entering surface waters
adjacent to the site.
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Stormwater Report

3.2 STORMWATER CALCULATIONS
Stormwater calculations were performed using the rational method to determine the peak flow
through any one drainage structure. These flows were added together, proceeding downstream in
the system to ensure that each subsequent pipe was capable of handling the peak flows. The 10-
year 24-hour storm event was used with a 5-minute time-of-concentration to yield an intensity (i)
value for the storm drainage piping system.
Wetpond calculations were performed using Hydraflow Hydrographs program. The wetponds
where designed to treat the difference in volume between the pre-developed and post-developed
1-Year 24-hour storm events with the outlet structure controlling the 10-year 24-hour storm events.
This resulting in the combined flows from post-development being less than the pre-development
flows up to the NCDEQ (North Carolina Department of Environmental Quality)required 10-year
24-hour storm.
TABLE 2-SUMMARY OF PRE/POST PEAK DISCHARGES&MAX ELEVATIONS
ANALYSIS POINT-SITE OUTFALL
Pre-Development Pre-Development Total Post- Max Max
Total Pre-Development Wetpond Wetpond Elevation Elevation
Storm Event Dranage Area#1 Dranage Area#2 Development
(cfs) SCM#1(cfs) SCM#2(cfs) Wetpond Wetpond
(cfs) (cfs) (° ) SCM#1(ft) SCM#2(ft)
1-YEAR 2.37 2.41 4.77 0.55 0.49 1.04 646.55 646.54
2-YEAR 4.89 5.10 9.98 2.01 1.75 3.76 646.69 646.67
10-YEAR 14.72 15.97 30.64 13.67 11.97 25.64 647.61 647.40
25-YEAR 21.94 24.07 45.93 29.48 18.77 48.25 648.30 648.08
50-YEAR I 28.17 31.13 59.14 51.43 43.35 94.78 648.70 648.51
100-YEAR 34.94 38.82 73.51 60.35 54.85 115.20 649.18 648.96
*A11 results taken from Hydraflow Hydrograph Calculations
Proposed Wetpond#1 has been sized to be capable of handling the required 10-year storm event
with a max elevation of 647.61 with a peak flow of 13.67 cfs. The emergency overflow weir (at
649.00) is not activated until the 100-year storm event, with a max elevation of 649.18, which is
0.82 feet from the top of berm with a peak flow of 60.35 cfs.
Proposed Wetpond #2 has been sized to be capable of handling the required 10-year storm event
with a max elevation of 647.40 with a peak flow of 11.97 cfs. The emergency overflow weir (at
649.00) is never activated, with 100-year storm event max elevation of 648.96,which is 1.04 feet
from the top of berm with a peak flow of 54.85 cfs.
Civil & Environmental Consultants. Inc. -5- Heritage at Marvin
Stormwater Report

Goose Creek 1-year 24 hour storm event Volume Control for each pond will be detained for the
difference in hydrologic volume between the Pre-Developed and Post-Developed condition.
Proposed Wetpond#1
Pre-Developed Drainage Area 1 Year 24 Hour Volume: 24,485 cuft
Post-Developed Drainage Area 1 Year 24 Hour Volume: 54,703 cuft
Difference Between Pre-Developed and Post-Developed Volume: 54,703 - 24,485 = 30,218 cuft
Required Treatment Volume Stage Elevation: 646.23
Elevation(ft) Acc Vol.(cf)
645 0 Permanent Pool
645.5 11,567
646 24,075
nt
646.5 36" x 6" Orifice Invert -
Provided Treatment
647 51,139
647.5 65,483
648 80,379 Top of Riser
648.5 95,833
649 111,853 Spillway
649.5 128,445
650 145,616 Top of Dam
Proposed Wetpond#2
Pre-Developed Drainage Area 1 Year 24 Hour Volume: 27,263 cuft
Post-Developed Drainage Area 1 Year 24 Hour Volume: 75,288 cuft
Difference Between Pre-Developed and Post-Developed Volume: 75,288 —27,263 =48,025 cuft
Required Treatment Volume Stage Elevation: 646.23
Civil & Environmental Consultants,Inc. -6- Heritage at Marvin
Stormwater Report

Elevation(ft) Acc Vol.(cf)
645 0 Permanent Pool
645.5 18,587
646 38,342
646.5 59,026 36" x 6" Orifice Invert -
Provided Treatment
647 80,340
647.5 102,291
648 124,887 Top of Riser
648.5 148,134
649 172,040 Spillway
649.5 196,611
650 221,856 Top of Dam
With this project being High Density as proposed, to meet the requirements of Water Quality and
Peak Control parameters, Wetpond SCM's were the preferred method of treatment. Due to the
poor soil conditions and retention of as much existing vegetation and natural area as possible, the
promotion of infiltration was not able to be obtained with our approach to meeting the Goose Creek
Watershed rules. See geotechnical report by Summit Engineering for details. However,we are able
to provide more volume control with the use of Wetpond style SCM's.
Civil & Environmental Consultants,Inc. -7- Heritage at Marvin
Stormwater Report

APPENDIX A
STORMWATER CALCULATIONS
SUPPLEMENTAL DOCUMENTS

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1. U.S.G.S. 7.5' TOPOGRAPHIC MAP, CATWABA, SC I I
a QUADRANGLE, DATED: 2020. 0 2000 4000
3
o ,-,=,-rE M HERITAGE AT MARVIN
SINGLE-FAMILY SUBDIVISION
N Civil & Environmental Consultants, Inc. JONES HOMES USA
43 3701 Arco Corporate Drive-Suite 400-Charlotte, NC 28273 MARVIN, NORTH CAROLINA
tn Ph:980.237.0373-Fax:[phone]
0 TOPOGRAPHIC MAP
o www.cecinc.com
R, DRAWN BY: ERR CHECKED BY: ATB APPROVED BY: MLG FIGURE NO.:
DATE: JULY 2023 DWG SCALE: 1"=2000' PROJECT NO: 326-256 1

SOIL DATA

3 Soil Map—Union County,North Carolina 3
(property boundry)
ol
515560 515650 515740 515830 515920 516010 516100 516190 516280 516370 516460
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34°59'28"N -- 34°59'28"N
515560 515650 515740 515830 515920 516010 516100 516190 516280 516370 516460
3 3
TA Map Scale:1:4,200 if printed on A landscape(11"x 8.5")sheet. a
v Meters v
m N 0 50 100 200 X0 $
Feet
A
0 200 400 m 800 1200
Map projection:Web Mercabar Coer coordinates:WC584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 2/7/2023
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Union County,North Carolina
(property boundry)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
.�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
I Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
04,00 Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Union County, North Carolina
O Miscellaneous Water Survey Area Data: Version 23,Sep 12,2022
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Mar 13,2022—May
9,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
i\ Natural Resources Web Soil Survey 2/7/2023
001. Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Union County, North Carolina property boundry
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
ApB Appling sandy loam,2 to 8 28.1 61.4%
percent slopes
CoA Colfax sandy loam,0 to 3 12.5 27.3%
percent slopes
HeB Helena fine sandy loam,2 to 8 5.1 11.3%
percent slopes
Totals for Area of Interest 45.7 100.0%
USDA Natural Resources Web Soil Survey 2/7/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

a Hydrologic Soil Group—Union County,North Carolina
(property boundry)
in
515560 515650 515740 515830 515920 516010 516100 516190 516280 516370 516460
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515560 515650 515740 515830 515920 516010 516100 516193 516280 516370 516460
3 3
Map Scale:1:4,200 if printed on A landscape(11"x 8.5")sheet. a
v Meters v
a N 0 50 100 ao 300 $
Feet
A
0 200 400 m 800 1200
Map projection:Web Mercator Coer coordinates:WC584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 2/7/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(property boundry)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
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
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 23,Sep 12,2022
• • CID
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: Mar 13,2022—May
Soil Rating Points 9,2022
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 2/7/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina property boundry
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApB Appling sandy loam,2 to B 28.1 61.4%
8 percent slopes
CoA Colfax sandy loam,0 to C/D 12.5 27.3%
3 percent slopes
HeB Helena fine sandy loam, D 5.1 11.3%
2 to 8 percent slopes
Totals for Area of Interest 45.7 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 2/7/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina property boundry
Rating Options
Aggregation Method: Dominant Condition
Aggregation is the process by which a set of component attribute values is
reduced to a single value that represents the map unit as a whole.
A map unit is typically composed of one or more "components". A component is
either some type of soil or some nonsoil entity, e.g., rock outcrop. For the
attribute being aggregated, the first step of the aggregation process is to derive
one attribute value for each of a map unit's components. From this set of
component attributes, the next step of the aggregation process derives a single
value that represents the map unit as a whole. Once a single value for each map
unit is derived, a thematic map for soil map units can be rendered. Aggregation
must be done because, on any soil map, map units are delineated but
components are not.
For each of a map unit's components, a corresponding percent composition is
recorded. A percent composition of 60 indicates that the corresponding
component typically makes up approximately 60% of the map unit. Percent
composition is a critical factor in some, but not all, aggregation methods.
The aggregation method "Dominant Condition"first groups like attribute values
for the components in a map unit. For each group, percent composition is set to
the sum of the percent composition of all components participating in that group.
These groups now represent"conditions" rather than components. The attribute
value associated with the group with the highest cumulative percent composition
is returned. If more than one group shares the highest cumulative percent
composition, the corresponding "tie-break" rule determines which value should
be returned. The "tie-break" rule indicates whether the lower or higher group
value should be returned in the case of a percent composition tie. The result
returned by this aggregation method represents the dominant condition
throughout the map unit only when no tie has occurred.
Component Percent Cutoff.None Specified
Components whose percent composition is below the cutoff value will not be
considered. If no cutoff value is specified, all components in the database will be
considered. The data for some contrasting soils of minor extent may not be in the
database, and therefore are not considered.
Tie-break Rule: Higher
The tie-break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
USDA Natural Resources Web Soil Survey 2/7/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

RAINFALL DATA

1/16/23, 12:37 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Su:a Location name: Marvin, North Carolina,USA* ifs.' ''N
Latitude: 34.995°, Longitude: -80.824° norm
Elevation:671.72 ft**
��+` *source:ESRI Maps .
100
�`$`� **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)1
Average recurrence interval(years)
Duration 1 2 5 _ 10 25 50 100 - 200 500 1000
5-min 0.416 0.491 0.570 0.628 0.695 0.740 0.783 0.821 0.864 0.894
(0.384-0.452) (0.452-0.534) (0.524-0.620) (0.576-0.681) (0.634-0.752) (0.673-0.802) (0.708-0.847) (0.738-0.889) (0.770-0.938) (0.791-0.973)
10-min 0.665 0.785 0.913 1.00 1.11 1.18 1.24 1.30 1.37 1.41
(0.613-0.721) (0.722-0.855) (0.838-0.993) (0.921-1.09) (1.01-1.20) (1.07-1.28) (1.12-1.35) (1.17-1.41) (1.22-1.48) (1.25-1.53)
15-min 0.831 0.987 1.16 1.27 1.40 1.49 1.57 1.64 1.72 1.77
(0.766-0.901) (0.908-1.07)_ (1.06-1.26) (1.16-1.38) (1.28-1.52) (1.36-1.62) (1.42-1.70) (1.48-1.78) (1.53-1.87) (1.56-1.92)
30-min 1.14 1.36 1.64 1.84 2.08 2.25 2.41 2.56 2.74 2.86
(1.05-1.24) (1.25-1.48) (1.51-1.79) (1.69-2.00) (1.90-2.25) (2.04-2.44) (2.18-2.61) (2.30-2.77) 1 (2.44-2.97) (2.53-3.11)
60-min 1.42 1.71 2.10 2.40 2.77 3.05 3.32 3.58 3.93 4.18
(1.31-1.54) (1.57-1.86) (1.93-2.29) (2.20-2.60)J (2.53-3.00) I (2.77-3.30) (3.00-3.59) (3.22-3.88) (3.50-4.26) (3.70-4.55)
2-hr 1.64 1.99 2.46 2.82 3.30 3.66 4.02 4.38 4.86 5.23
(1.51-1.80) (1.82-2.18) (2.25-2.70) (2.57-3.09) (2.99-3.60) (3.30-3.99) (3.61-4.38) (3.91-4.78) (4.29-5.30) (4.58-5.71)
3-hr 1.75 2.11 2.62 3.03 3.58 4.01 4.45 4.91 5.54 6.04
(1.60-1.92) (1.93-2.32) (2.40-2.88) (2.76-3.32) i (3.24-3.92) (3.61-4.38) (3.98-4.86) (4.36-5.36) (4.85-6.05) (5.23-6.60)
6-hr 2.10 2.53 3.16 3.65 4.33 1 4.87 5.43 6.00 6.81 7.45
(1.93-2.31) (2.32-2.78) (2.89-3.46) (3.33-4.00) , (3.92-4.72) I (4.39-5.30) (4.85-5.91) (5.32-6.53) (5.95-7.40) I (6.44-8.10)
12-hr 2.48 3.00 3.76 4.37 5.21 5.90 6.62 7.38 8.45 9.32
(2.28-2.72) (2.75-3.30) (3.44-4.12) (3.98-4.78) (4.72-5.69) (5.31-6.43) (5.90-7.20) (6.50-8.02) (7.33-9.18) (7.98-10.1)
24-hr 2.94 3.54 4.45 5.17 6.15 6.94 1 7.76 8.61 9.78 10.7
(2.72-3.17) (3.29-3.84)_ (4.12-4.81) (4.78-5.59) (5.67-6.65) (6.38-7.50) (7.11-8.38) (7.85-9.31) (8.87-10.6) (9.68-11.6)
2-day 3.46 4.17 5.20 6.01 7.13 8.03 8.94 9.89 11.2 12.3
(3.21-3.75) (3.87-4.52) I (4.82-5.63) (5.56-6.51) L(6.57-7.71) (7.37-8.68) (8.18-9.69) I (9.02-10.7) (10.2-12.2) (11.1-13.3)
3-day 3.67 4.41 5.47 6.31 7.47 8.40 9.35 10.3 11.7 12.8
(3.41-3.97) (4.10-4.77) (5.08-5.92) (5.84-6.82) (6.89-8.07) (7.72-9.07) (8.57-10.1) (9.44-11.2) (10.6-12.7) (11.6-13.9)
4-day 3.88 4.66 5.75 6.62 7.81 8.77 9.75 10.8 12.2 13.3
(3.61-4.19) (4.33-5.02) (5.34-6.20) (6.12-7.13) (7.21-8.43) (8.07-9.47) (8.95-10.5) (9.85-11.6) (11.1-13.2) (12.1-14.4)
7-day 4.50 5.37 6.54 7.48 8.77 9.80 10.9 12.0 13.5 14.7
(4.21-4.82) (5.02-5.75) (6.11-7.01) (6.98-8.01) (8.15-9.40) (9.09-10.5) (10.0-11.6) (11.0-12.8) (12.4-14.5) (13.4-15.8)
10-day 5.14 6.12 7.36 8.34 9.66 10.7 11.8 12.8 14.3 I 15.5
(4.83-5.50) (5.73-6.54) (6.89-7.87) (7.79-8.91) (9.00-10.3) (9.95-11.4) (10.9-12.6) (11.9-13.8) (13.2-15.4) (14.2-16.6)
20-day 6.86 8.10 9.57 10.7 12.3 13.5 14.8 16.0 17.7 19.1
(6.46-7.31) (7.62-8.64) (8.99-10.2) (10.1-11.4) (11.5-13.1) (12.6-14.4) (13.7-15.7) (14.9-17.1) (16.4-19.0) (17.6-20.4)
30-day 8.42 9.90 11.5 12.8 14.4 15.7 17.0 18.2 19.9 21.2
(7.94-8.95) (9.34-10.5) (10.9-12.3) (12.0-13.6) (13.6-15.4) (14.7-16.7)_ (15.9-18.1) (17.0-19.4) (18.5-21.3) (19.6-22.7)
45-day 10.6 12.4 14.2 15.6 17.3 18.7 20.0 21.3 23.0 24.3
(10.1-11.2) (11.8-13.1) (13.5-14.9) (14.7-16.4) (16.4-18.2) (17.7-19.7) (18.9-21.1) (20.0-22.5) (21.6-24.3) (22.7-25.7)
60-day 12.6 14.7 16.6 18.1 20.0 21.5 22.8 24.2 26.0 27.3
(12.0-13.2) (14.0-15.4) (15.8-17.4) (17.2-19.0) (19.0-21.0) (20.4-22.6) (21.6-24.0) (22.9-25.5) (24.5-27.4) 1 (25.7-28.8)
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_pri ntpage.html?lat=34.9950&Ion=-80.8240&data=depth&units=english&series=pds 1/4

1/16/23, 12:39 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
u .Location name: Marvin, North Carolina,USA* .' '�''
XaA Latitude: 34.995°, Longitude: -80.824° norm
Elevation:671.72 ft**
��+` *source:ESRI Maps 'y
�`$`� **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 4.99 5.89 6.84 7.54 8.34 8.88 9.40 9.85 10.4 10.7
(4.61-5.42) (5.42-6.41) (6.29-7.44) (6.91-8.17) (7.61-9.02) (8.08-9.62) (8.50-10.2) (8.86-10.7) (9.24-11.3) (9.49-11.7)
10-min 3.99 4.71 5.48 6.02 6.64 7.07 7.46 7.81 8.20 8.45
(3.68-4.33) (4.33-5.13) (5.03-5.96) (5.53-6.54) i (6.06-7.19) (6.43-7.66) (6.74-8.08) (7.02-8.46) (7.31-8.90) (7.48-9.19)
6
15-min 3.32 3.95 4.62 5.08 5.61 5.97 6.29 6.56 6.88 I 7.07
(3.06-3.60) (3.63-4.30) (4.24-5.03) (4.66-5.52) (5.12-6.08) (5.43-6.47) (5.68-6.81) (5.90-7.12) (6.13-7.47) ( .26-7.69)
30-min 2.28 2.73 3.28 3.68 4.16 4.50 4.82 5.11 5.47 5.73
(2.10-2.47) (2.51-2.97) (3.01-3.57) (3.37-4.00) `(3.79-4.50) (4.09-4.87) (4.35-5.21) (4.59-5.54) (4.88-5.94) (5.06-6.23)
60-min 1.42 1.71 2.10 2.40 2.77 3.05 3.32 3.58 3.93 4.18
(1.31-1.54) (1.57-1.86) (1.93-2.29) (2.20-2.60) (2.53-3.00) (2.77-3.30) (3.00-3.59) (3.22-3.88) (3.50-4.26) I (3.70-4.55)
2-hr 0.822 0.994 1.23 1.41 1.65 1.83 2.01 2.19 2.43 2.61
(0.752-0.900) (0.909-1.09) (1.12-1.35) (1.29-1.54) (1.50-1.80) (1.65-1.99) (1.81-2.19) (1.96-2.39) (2.15-2.65) (2.29-2.86)
3-hr 0.582 0.701 0.874 1.01 1.19 1.34 1.48 1.64 1.85 2.01
(0.532-0.640) (0.642-0.772) (0.798-0.960) (0.918-1.11) (1.08-1.30) (1.20-1.46) (1.33-1.62) (1.45-1.79)_ (1.62-2.02) (1.74-2.20)
6-hr 0.351 0.423 0.527 0.610 0.722 1 0.813 0.906 1.00 1.14 1.24
(0.321-0.385) (0.387-0.464) (0.482-0.578) (0.556-0.667) (0.655-0.788) (0.733-0.885) (0.811-0.986) (0.889-1.09) (0.994-1.24) (1.08-1.35)
12-hr 0.206 0.249 0.312 0.362 0.433 0.490 0.550 0.613 0.701 0.774
(0.189-0.226) (0.229-0.274) (0.286-0.342) (0.331-0.397) (0.392-0.472) (0.441-0.534) (0.490-0.598) (0.540-0.666) (0.608-0.762)I(0.662-0.841)
24-hr 0.122 0.148 0.185 0.215 0.256 0.289 0.323 0.359 0.407 0.446
(0.113-0.132) (0.137-0.160) (0.172-0.201) (0.199-0.233) (0.236-0.277) (0.266-0.312) (0.296-0.349) (0.327-0.388) (0.370-0.441) (0.403-0.484)
2-day 0.072 0.087 0.108 0.125 0.149 0.167 0.186 ' 0.206 0.234 0.255
(0.067-0.078) (0.081-0.094) (0.100-0.117) (0.116-0.136) (0.137-0.161) (0.153-0.181) (0.170-0.202)1(0.188-0.224) (0.212-0.254) (0.230-0.278)
3-day 0.051 0.061 0.076 0.088 0.104 0.117 0.130 0.143 0.162 0.178
(0.047-0.055) (0.057-0.066) (0.070-0.082) (0.081-0.095) (0.096-0.112) (0.107-0.126) (0.119-0.140) (0.131-0.155) (0.148-0.176) (0.161-0.193)
4-day 0.040 0.049 0.060 0.069 0.081 0.091 0.102 0.112 0.127 0.139
(0.038-0.044) (0.045-0.052) (0.056-0.065) (0.064-0.074) (0.075-0.088) (0.084-0.099) (0.093-0.110) (0.103-0.121) (0.116-0.138) (0.126-0.150)
7-day 0.027 0.032 0.039 0.045 0.052 0.058 0.065 0.071 0.080 0.088
(0.025-0.029) (0.030-0.034) (0.036-0.042) (0.042-0.048) (0.049-0.056) (0.054-0.063) (0.060-0.069) (0.066-0.076) (0.074-0.086) (0.080-0.094)
10-day 0.021 0.025 0.031 0.035 0.040 0.045 0.049 0.053 0.060 0.064
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.032-0.037) (0.038-0.043) (0.041-0.048) (0.045-0.052) (0.049-0.057) (0.055-0.064) (0.059-0.069)
20-day 0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.033 0.037 0.040
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.043)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.025 0.028 0.029
(0.011-0.012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.027-0.032)
45-day 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.020 0.021 0.022
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
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_pri ntpage.html?lat=34.9950&Ion=-80.8240&data=intensity&units=english&series=pds 1/4

APPENDIX B
PERMANENT STORMWATER CALCULATIONS

WETPOND CALCULATIONS

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Ji i —�// / \ ?
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8 7 4 3 2 I1

BMP WETPOND #1 SUMMARY CHART
PEAK CONTROL POST- POST
STORM EVENTS DEVELOPMENT DEVELOPMENT ELEVATION
*values taken from RUNOFF OUTFLOW
hydrographs
Top of Berm 650.00
ummor
1YR-24HR 27.19 CFS 0.55 CFS 646.55
2YR-24HR 39.73 CFS 2.01 CFS 646.69
10YR-24HR 77.29 CFS 13.67 CFS 647.61
25YR-24HR 101.88 CFS 29.48 CFS I 648.30
50YR-24HR 122.11 CFS 51.43 CFS I 648.70
100YR-24HR 143.34 CFS 60.35 CFS I 649.18
--M M J
Page 1 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND #1 COMPOSITE CURVE NUMBERS (CN)
Project Area Soil Types= See attached Soils Report Input
Calculated
Pre-Construction Conditions:
Pre-Drainage Area-Entire Site
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Woods-Good Condition B 55 493,428 11.33
Woods-Good Condition C 70 148,539 3.41
Woods-Good Condition D 77 148,539 3.41
B _ 0 _ 0 _ 0.00
B Nom= 0 0 0.00
TOTAL: 62.0 790,506 18.15
*NCDEQ Table 4:HSGs for NC Soil Types-Urban Areas Runoff Curve Numbers for SCS Method
NCDEQ Stormwater Design Manual Revised 3-15-2017
Post-Construction Conditions:
Post-Drainage Area#1
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Impervious B 98 294,901 6.77
Grass-Good Condition B 61 424,274 9.74
Woods-Good Condition B 55 71,438 1.64
B 0 0 0.00
D 0 0 0.00
TOTAL: 74.3 790,613 18.15
/I EL7
Page 2 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND #1 Water Treatment Calculations
Input
Calculated I
Drainage Area 18.15 ac SA/DA Ratio
Impervious Area 6.77 ac %Impervious Permanent Pool Average Depth(ft)
Impervious% 37% Cover 3.50 4.00 4.50
30%_ 1.06 0.94 0.89 _
Estimated Avg.Depth 4.00 ft 37%_ 1.14 1.02 0.96
SA/DA Ratio 1.02 % lio 40% 1.38 1.24 1.17
SA Required 0.19 ac *C-3 Table 1 (Piedmont and Mountain Region)
SA Required 8,072 sf (NCDEQ BMP Design Manual revised 11-23-2020)
Main Pool Calculations
*Average Depth calculations are based on Equation 2 of Wet Pond MDC 2 of the NCDEQ Storm water Design Manual
Main Pool Provided Depth 4.00 ft DMAx 0.50 ft
Calc Avg.Depth 3.35 ft I Perimeter" 553.00 ft
SA Provided 18,137 ft WidthsUBMERG 3.00 ft
SA Provided 0.42 ac VsHEEF 414.75 cf
Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal
0.00 641.00 13,059 0 0 Top of Sediment Removal
0.50 641.50 13,560 6,655 6,655
1.00 642.00 14,069 6,907 13,562
1.50 642.50 14,585 7,164 20,726
2.00 643.00 15,109 7,424 28,149
2.50 643.50 15,641 7,688 35,837
3.00 644.00 16,180 7,955 43,792
3.50 644.50 16,723 8,226 52,018 Bottom of Shelf
4.00 645.00 18,137 8,715 60,733 Permanent Pool
//"Pi 7
Page 3 of 6 Civil&Environmental Consultants,Inc.

Treatement Volume Orifice Size Calculation
Treatment Vol _ 37,338 CF 37,338
Draw Down Time 2 DAYS 5 (NCDEQ required time frame)
Draw Down Time 172,800 sec 432,000
Flow(Q) 0.216 CFS 0.086
Cd 0.6 0.6
H/3 0.411 ft 0.411
Area of orifice 0.070 sf 0.028
Max orifice diameter 3.58 in 2.27 Min orifice diameter
Orifice Size Used(Dia.) 2.75 in
Draw Down Time 3 DAYS
Forebay Volume Calculation
Forbay Provided Depth 4.00 ft
Forebay 1-Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal
0.00 641.00 1,032 0 0 Top of Sediment Removal
0.50 641.50 1,167 550 550
1.00 642.00 1,310 619 1,169
1.50 642.50 1,459 692 1,861
2.00 643.00 1,617 769 2,630
2.50 643.50 1,781 850 3,480
3.00 644.00 1,953 934 4,413
3.50 644.50 2,132 1,021 5,435
4.00 645.00 2,318 1,113 6,547 Permanent Pool
Forebay 2-Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal _
0.00 641.00 656 0 0 Top of Sediment Removal
0.50 641.50 771 357 357
1.00 642.00 892 416 773
1.50 642.50 1,021 478 1,251
2.00 643.00 1,157 545 1,795
2.50 643.50 1,301 615 2,410
3.00 644.00 1,451 688 3,098
3.50 644.50 1,609 765 3,863
4.00 645.00 1,774 846 4,709 Permanent Pool
//7://
Page 4 of 6 Civil&Environmental Consultants,Inc.

Total Forebay Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal _
0.00 641.00 1,688 0 0 Top of Sediment Removal
0.50 641.50 1,938 907 907
1.00 642.00 2,202 1,035 1,942
1.50 642.50 2,480 1,171 3,112
2.00 643.00 2,774 1,314 4,426
2.50 643.50 3,082 1,464 5,890
3.00 644.00 3,404 1,622 7,511
3.50 644.50 3,741 1,786 9,297
4.00 645.00 4,092 1,958 11,256 Permanent Pool
15%Permanent Pool Volume 9,110
20%Permanent Pool Volume 12,147
Forebay Volume Provided 11,256
18.5%
Temporary Pool Calculations(Goose Creek Rules-Required Treatement Volume)
Temp.Pool Provided Depth 5.00 ft
Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
0.00 645.00 22,229 0 0 Permanent Pool
0.50 645.50 24,039 11,567 11,567 Top of Shelf
1.00 646.00 25,993 12,508 24,075
1.50 646.50 27,060 13,263 37,338 36"x 6"Orifice
2.00 647.00 28,141 13,800 51,139
2.50 647.50 29,237 14,345 65,483
3.00 648.00 30,347 14,896 80,379 Top of Riser
3.50 648.50 31,470 15,454 95,833
4.00 649.00 32,608 16,020 111,853 Spillway
4.50 649.50 33,760 16,592 128,445
5.00 650.00 34,926 17,172 145,616 Top of Dam(allow 1 ft FB)
Pre-Developed Drainage Area-1 Year,24 Hour Volume 24,485 cf
Post-Developed Drainage Area-1 Year,24 Hour Volume 54,703 cf
Required Treatment Volume(Volume Difference) 30,218 cf
Required Treatment Volume-Stage Elevation 646.23
Provided Treatment Volume 37,338 cf
Provided Treatment Volume-Stage Elevation 646.50
//7://
Page 5 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND#1 ANTI-FLOTATION ANCHOR
update area calculations for rectangular or circular riser
Riser Inside Dimensions(ft)-square conc structure only 5.00 structures
Riser Inside Area(sf) 25.00 Density of concrete(Ibs/cf) 150.00
Riser Outside Dimensions(ft)-square conc structure only 6.00
Riser Outside Area(sf) 36.00 Density of water(lbs/cf) 62.40
Riser Structure Height(ft) _ 4.00
WEIGHT DISPLACE BY RISER(Ibs) 6,240.00
Area of concrete(sf)-assume 6"wall thickness 11.00 Anchor Dimension(n x n)(ft) 7.00
Riser Structure Height(ft) 4.00 Anchor Thickness(ft) 1.50
Volume of Riser concrete(cf) 44.00 Anchor Area(sf) 49.00
Net Displaced by the Riser(lbs/cf) 87.60 Anchor Volume(cf) 96.00
WEIGHT OF THE CONCRETE RISER(Ibs) 3,854.40 WEIGHT OF ANCHOR(Ibs) 14,400.00
WEIGHT OF RISER&ANCHOR vs WEIGHT DISPLACED BY RISER
ANTI-SEEP COLLAR
Barell Size(in) 30
Anti-Seep Collar Size(ft x ft) 6.5 Provide min.two(2)6.5'x 6.5'anti-seep collars
assume 6"thickness on pipe barrel and min.1.5 feet
• Protection against piping-Install at least one watertight anti-seep collar projection around barrel(thickness may vary depending
with a minimum projection of 1.5 feet around the barrel of principal on barrel type)
spillway conduits,8 inches or larger in diameter. Locate the anti-seep
collar slightly downstream from the dam center line. A properly
designed drainage diaphragm installed around the barrel may be used
instead of an anti-seep collar when it is appropriate.
1'FREEBOARD EMBANKMENT
HEAD ABOVE OUTLET
END OF BARREL
EMERGENCY SPILLWAY
HEAD ABOVE- PRINCIPAL
RISER CREST SPILL WAY
BARREL DIA
r, M
Page 6 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND #2 SUMMARY CHART
PEAK CONTROL POST- POST
STORM EVENTS DEVELOPMENT DEVELOPMENT ELEVATION
*values taken from RUNOFF OUTFLOW
hydrographs
Top of Berm 650.00
1YR-24HR 37.63 CFS 0.49 CFS 646.54
2YR-24HR 53.40 CFS 1.75 CFS 646.67
10YR-24HR 100.37 CFS 11.97 CFS 647.40
25YR-24HR 130.36 CFS 18.77 CFS 648.08
50YR-24HR 154.87 CFS 43.35 CFS 648.51
100YR-2411R 180.48 CFS 54.85 CFS 648.96
--M M J
Page 1 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND #2 COMPOSITE CURVE NUMBERS (CN)
Project Area Soil Types= See attached Soils Report Input
Calculated
Pre-Construction Conditions:
Pre-Drainage Area-Entire Site
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Woods-Good Condition B 55 657,342 15.09
Woods-Good Condition C 70 80,561 1.85
Woods-Good Condition D 77 208,217 4.78
B 0 0 0.00
B 0 0 0.00
TOTAL: 61.1 946,120 21.72
*NCDEQ Table 4:HSGs for NC Soil Types-Urban Areas Runoff Curve Numbers for SCS Method
NCDEQ Stormwater Design Manual Revised 3-15-2017
Post-Construction Conditions:
Post-Drainage Area#1
Cover Type/Condition Soil Classification CN Area Area
(SF) (AC)
Impervious B 98 432,551 9.93
Grass-Good Condition B 61 345,431 7.93
Woods-Good Condition B 55 168,229 3.86
B 0 0 0.00
D 0 0 0.00
TOTAL: 76.8 946,211 21.72
/I EL7
Page 2 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND #2 Water Treatment Calculations
Input
Calculated
Drainage Area 21.72 ac SA/DA Ratio
Impervious Area 9.93 ac %I ,• v i 1' Permanent Pool Average Depth(ft)
Impervious% 46% Cove 3.50 4.00 4.50
40% 1.38 1.24 1.17 _
Estimated Avg.Depth 4.00 ft 46% 1.49 1.36 1.27 _
SA/DA Ratio 1.36 % 50% 1.65 1.51 1.41
SA Required 0.29 ac *C-3 Table 1 (Piedmont and Mountain Region)
SA Required 12,828 sf (NCDEQ BMP Design Manual revised 11-23-2020)
Main Pool Calculations
*Average Depth calculations are based on Equation 2 of Wet Pond MDC 2 of the NCDEQ Storm water Design Manual
Main Pool Provided Depth 4.00 ft DMAX 0.50 ft
Calc Avg.Depth 3.51 ft I Perimeter" 655.00 ft
SA Provided 29,626 ft WidthsUBMERG 3.00 ft
SA Provided 0.68 ac VsHEEF cf
Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal
0.00 641.00 23,308 0 0 Top of Sediment Removal
0.50 641.50 23,939 11,812 11,812
1.00 642.00 24,579 12,130 23,941
1.50 642.50 25,227 12,452 36,393
2.00 643.00 25,883 12,778 49,170
2.50 643.50 26,548 13,108 62,278
3.00 644.00 27,222 13,443 75,721
3.50 644.50 27,905 13,782 89,502 Bottom of Shelf
4.00 645.00 29,626 14,383 103,885 Permanent Pool
//"Pi 7
Page 3 of 6 Civil&Environmental Consultants,Inc.

Treatement Volume Orifice Size Calculation
Treatment Vol 59,026 CF 59,026
Draw Down Time 2 DAYS 5 (NCDEQ required time frame)
Draw Down Time 172,800 sec 432,000
Flow(Q) 0.342 CFS 0.137
Cd 0.6 0.6
H/3 0.411 ft 0.411
Area of orifice 0.111 sf 0.044
Max orifice diameter 4.50 in 2.85 Min orifice diameter
Orifice Size Used(Dia.) 3.50 in
Draw Down Time 3 DAYS
Forebay Volume Calculation
Forbay Provided Depth 4.00 ft
Forebay 1-Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal
0.00 641.00 1,821 0 0 Top of Sediment Removal
0.50 641.50 1,988 952 952
1.00 642.00 2,162 1,038 1,990
1.50 642.50 2,343 1,126 3,116
2.00 643.00 2,531 1,219 4,335
2.50 643.50 2,726 1,314 5,649
3.00 644.00 2,927 1,413 7,062
3.50 644.50 3,135 1,516 8,578
4.00 645.00 3,350 1,621 10,199 Permanent Pool
Forebay 2-Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal _
0.00 641.00 1,564 0 0 Top of Sediment Removal
0.50 641.50 1,729 823 823
1.00 642.00 1,902 908 1,731
1.50 642.50 2,082 996 2,727
2.00 643.00 2,270 1,088 3,815
2.50 643.50 2,465 1,184 4,999
3.00 644.00 2,666 1,283 6,282
3.50 644.50 2,875 1,385 7,667
4.00 645.00 3,091 1,492 9,158 Permanent Pool
/,i i i/
Page 4 of 6 Civil&Environmental Consultants,Inc.

Total Forebay Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
640.50 Bottom of Sediment Removal _
0.00 641.00 3,385 0 0 Top of Sediment Removal
0.50 641.50 3,717 1,776 1,776
1.00 642.00 4,064 1,945 3,721
1.50 642.50 4,425 2,122 5,843
2.00 643.00 4,801 2,307 8,150
2.50 643.50 5,191 2,498 10,648
3.00 644.00 5,593 2,696 13,344
3.50 644.50 6,010 2,901 16,244
4.00 645.00 6,441 3,113 19,357 Permanent Pool
15%Permanent Pool Volume 15,583
20%Permanent Pool Volume 20,777
Forebay Volume Provided 19,357
18.6%
Temporary Pool Calculations(Goose Creek Rules-Required Treatement Volume)
Temp.Pool Provided Depth 5.00 ft
Volume Calculation(Average End Method)
Stage Elevation Area Inc.Vol. Acc Vol.
(ft) (ft) (sf) (cf) (cf)
0.00 645.00 36,067 0 0 Permanent Pool
0.50 645.50 38,281 18,587 18,587 Top of Shelf
1.00 646.00 40,740 19,755 38,342
1.50 646.50 41,994 20,684 59,026 36"x 6"Orifice
2.00 647.00 43,262 21,314 80,340
2.50 647.50 44,543 21,951 102,291
3.00 648.00 45,839 22,596 124,887 Top of Riser
3.50 648.50 47,150 23,247 148,134
4.00 649.00 48,474 23,906 172,040 Spillway
4.50 649.50 49,812 24,572 196,611
5.00 650.00 51,165 25,244 221,856 Top of Dam(allow 1 ft FB)
Pre-Developed Drainage Area-1 Year,24 Hour Volume 27,263 cf
Post-Developed Drainage Area-1 Year,24 Hour Volume 75,288 cf
Required Treatment Volume(Volume Difference) 48,025 cf
Required Treatment Volume-Stage Elevation 646.23
Provided Treatment Volume 59,026 cf
Provided Treatment Volume-Stage Elevation 646.50
//7://
Page 5 of 6 Civil&Environmental Consultants,Inc.

BMP WETPOND#2 ANTI-FLOTATION ANCHOR
update area calculations for rectangular or circular riser
Riser Inside Dimensions(ft)-square conc structure only 5.00 structures
Riser Inside Area(sf) 25.00 Density of concrete(Ibs/cf) 150.00
Riser Outside Dimensions(ft)-square conc structure only 6.00
Riser Outside Area(sf) 36.00 Density of water(Ibs/cf) 62.40
Riser Structure Height(ft) _ 4.00
WEIGHT DISPLACE BY RISER(Ibs) 6,240.00
Area of concrete(sf)-assume 6"wall thickness 11.00 Anchor Dimension(n x n)(ft) 7.00
Riser Structure Height(ft) 4.00 Anchor Thickness(ft) 1.50
Volume of Riser concrete(cf) 44.00 Anchor Area(sf) 49.00
Net Displaced by the Riser(Ibs/cf) 87.60 Anchor Volume(cf) 96.00
WEIGHT OF THE CONCRETE RISER(Ibs) 3,854.40 WEIGHT OF ANCHOR(Ibs) 14,400.00
WEIGHT OF RISER&ANCHOR vs WEIGHT DISPLACED BY RISER
ANTI-SEEP COLLAR
Barell Size(in) 30
Anti-Seep Collar Size(ft x ft) 6.5 Provide min.two(2)6.5'x 6.5'anti-seep collars
assume 6"thickness on pipe barrel and min.1.5 feet
• Protection against piping-Install at least one watertight anti-seep collar projection around barrel(thickness may vary depending
with a minimum projection of 1.5 feet around the barrel of principal on barrel type)
spillway conduits,8 inches or larger in diameter. Locate the anti-seep
collar slightly downstream from the dam center line. A properly
designed drainage diaphragm installed around the barrel may be used
instead of an anti-seep collar when it is appropriate.
1 FREEBOARD - EMBANKMENT _=I
HEAD ABOVE OUTLET
END OF BARREL
EMERGENCY SPILLWAY
HEAD ABOVE` PRINCIPAL
RISER CREST SPILLWAY
WIWire T •may
BARREL DIA
/I/_/_/
Page 6 of 6 Civil&Environmental Consultants,Inc.

Hydraflow Table of Contents 326256-Heritage at Marvin-Wetponds Hydrogprah.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre-Dev. Drainage Area #1 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pre-Dev. Drainage Area #2 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, Combine, Pre-Dev. Discharge Rate 8
Hydrograph No. 4, SCS Runoff, Post-Dev. Drainage Area #1 9
Hydrograph No. 5, Reservoir, Wetpond #1 10
Pond Report -Wet Pond #1 11
Hydrograph No. 6, SCS Runoff, Post-Dev. Drainage Area #2 12
Hydrograph No. 7, Reservoir, Wet Pond #2 13
Pond Report -Wet Pond #2 14
2 - Year
Summary Report 15
Hydrograph Reports 16
Hydrograph No. 1, SCS Runoff, Pre-Dev. Drainage Area #1 16
Hydrograph No. 2, SCS Runoff, Pre-Dev. Drainage Area #2 17
Hydrograph No. 3, Combine, Pre-Dev. Discharge Rate 18
Hydrograph No. 4, SCS Runoff, Post-Dev. Drainage Area #1 19
Hydrograph No. 5, Reservoir, Wetpond #1 20
Hydrograph No. 6, SCS Runoff, Post-Dev. Drainage Area #2 21
Hydrograph No. 7, Reservoir, Wet Pond #2 22
10 - Year
Summary Report 23
Hydrograph Reports 24
Hydrograph No. 1, SCS Runoff, Pre-Dev. Drainage Area #1 24
Hydrograph No. 2, SCS Runoff, Pre-Dev. Drainage Area #2 25
Hydrograph No. 3, Combine, Pre-Dev. Discharge Rate 26
Hydrograph No. 4, SCS Runoff, Post-Dev. Drainage Area #1 27
Hydrograph No. 5, Reservoir, Wetpond #1 28
Hydrograph No. 6, SCS Runoff, Post-Dev. Drainage Area #2 29
Hydrograph No. 7, Reservoir, Wet Pond #2 30
25 - Year
Summary Report 31
Hydrograph Reports 32
Hydrograph No. 1, SCS Runoff, Pre-Dev. Drainage Area #1 32
Hydrograph No. 2, SCS Runoff, Pre-Dev. Drainage Area #2 33
Hydrograph No. 3, Combine, Pre-Dev. Discharge Rate 34
Hydrograph No. 4, SCS Runoff, Post-Dev. Drainage Area #1 35

Contents continued... 326256-Heritage at Marvin-Wetponds Hydrogprah.gpw
Hydrograph No. 5, Reservoir, Wetpond #1 36
Hydrograph No. 6, SCS Runoff, Post-Dev. Drainage Area #2 37
Hydrograph No. 7, Reservoir, Wet Pond #2 38
50 - Year
Summary Report 39
Hydrograph Reports 40
Hydrograph No. 1, SCS Runoff, Pre-Dev. Drainage Area #1 40
Hydrograph No. 2, SCS Runoff, Pre-Dev. Drainage Area #2 41
Hydrograph No. 3, Combine, Pre-Dev. Discharge Rate 42
Hydrograph No. 4, SCS Runoff, Post-Dev. Drainage Area #1 43
Hydrograph No. 5, Reservoir, Wetpond #1 44
Hydrograph No. 6, SCS Runoff, Post-Dev. Drainage Area #2 45
Hydrograph No. 7, Reservoir, Wet Pond #2 46
100 - Year
Summary Report 47
Hydrograph Reports 48
Hydrograph No. 1, SCS Runoff, Pre-Dev. Drainage Area #1 48
Hydrograph No. 2, SCS Runoff, Pre-Dev. Drainage Area #2 49
Hydrograph No. 3, Combine, Pre-Dev. Discharge Rate 50
Hydrograph No. 4, SCS Runoff, Post-Dev. Drainage Area #1 51
Hydrograph No. 5, Reservoir, Wetpond #1 52
Hydrograph No. 6, SCS Runoff, Post-Dev. Drainage Area #2 53
Hydrograph No. 7, Reservoir, Wet Pond #2 54
IDF Report 55

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
1 2
3
6
Legend
Hyd. Origin Description
1 SCS Runoff Pre-Dev. Drainage Area#1
2 SCS Runoff Pre-Dev. Drainage Area#2
3 Combine Pre-Dev.Discharge Rate
4 SCS Runoff Post-Dev. Drainage Area#1
5 Reservoir Wetpond#1
6 SCS Runoff Post-Dev. Drainage Area#2
7 Reservoir Wet Pond#2
Project: 326256-Heritage at Marvin-Wetponds Hydrogprah.gpw Friday, 03/ 15/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 2.371 4.890 9.964 14.72 21.94 28.17 34.94 Pre-Dev. Drainage Area#1
2 SCS Runoff 2.407 5.103 10.66 15.97 24.07 31.13 38.82 Pre-Dev. Drainage Area#2
3 Combine 1,2 4.769 9.977 20.56 30.67 45.93 59.14 73.51 Pre-Dev. Discharge Rate
4 SCS Runoff 27.19 39.73 60.17 77.29 101.88 122.11 1143.34 Post-Dev.Drainage Area#1
5 Reservoir 4 0.553 2.006 8.526 13.67 29.48 51.43 60.35 Wetpond#1
6 SCS Runoff 37.63 53.40 78.86 100.37 130.36 154.87 180.48 Post-Dev.Drainage Area#2
7 Reservoir 6 0.490 1.752 7.212 11.97 18.77 43.35 54.85 Wet Pond#2
Proj. file: 326256-Heritage at Marvin-Wetponds Hydrogprah.gpw Friday, 03/ 15/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.371 2 756 24,485 Pre-Dev. Drainage Area#1
2 SCS Runoff 2.407 2 760 27,263 Pre-Dev. Drainage Area#2
3 Combine 4.769 2 758 51,747 1,2 Pre-Dev. Discharge Rate
4 SCS Runoff 27.19 2 718 54,703 Post-Dev.Drainage Area#1
5 Reservoir 0.553 2 1078 51,433 4 646.55 38,934 Wetpond#1
6 SCS Runoff 37.63 2 718 75,288 Post-Dev.Drainage Area#2
7 Reservoir 0.490 2 1318 59,646 6 646.54 61,016 Wet Pond#2
326256-Heritage at Marvin-Wetponds HydrogpRaltugpReriod: 1 Year Friday, 03/ 15/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 2.371 cfs
Storm frequency = 1 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 24,485 cuft
Drainage area = 18.150 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.30 min
Total precip. = 2.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.400 0.011
Flow length (ft) = 300.0 285.0 0.0
Two-year 24-hr precip. (in) = 3.54 3.54 0.00
Land slope (%) = 8.00 8.00 0.00
Travel Time (min) = 28.24 + 27.10 + 0.00 = 55.34
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.040 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 55.30 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 2.407 cfs
Storm frequency = 1 yrs Time to peak = 760 min
Time interval = 2 min Hyd. volume = 27,263 cuft
Drainage area = 21.720 ac Curve number = 61.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 59.80 min
Total precip. = 2.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #2
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
1 0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.400 0.011
Flow length (ft) = 300.0 300.0 0.0
Two-year 24-hr precip. (in) = 3.54 3.54 0.00
Land slope (%) = 7.00 7.00 0.00
Travel Time (min) = 29.79 + 29.79 + 0.00 = 59.58
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 12.00 0.00 0.00
Wetted perimeter(ft) = 6.00 0.00 0.00
Channel slope (%) = 3.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =27.37
0.00
0.00
Flow length (ft) ({0})370.0 0.0 0.0
Travel Time (min) = 0.23 + 0.00 + 0.00 = 0.23
Total Travel Time, Tc 59.80 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 3
Pre-Dev. Discharge Rate
Hydrograph type = Combine Peak discharge = 4.769 cfs
Storm frequency = 1 yrs Time to peak = 758 min
Time interval = 2 min Hyd. volume = 51,747 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 39.870 ac
Pre-Dev. Discharge Rate
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
5.00 5.00
I
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
411'414.44.'''Ll1111.11111\
0.00 � • ^ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 4
Post-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 27.19 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 54,703 cuft
Drainage area = 18.150 ac Curve number = 74.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #1
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
-}—\4.---------
-
0.00 - - A — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 5
Wetpond#1
Hydrograph type = Reservoir Peak discharge = 0.553 cfs
Storm frequency = 1 yrs Time to peak = 1078 min
Time interval = 2 min Hyd. volume = 51,433 cuft
Inflow hyd. No. = 4 - Post-Dev. Drainage Area #'Max. Elevation = 646.55 ft
Reservoir name = Wet Pond #1 Max. Storage = 38,934 cuft
Storage Indication method used.
Wetpond #1
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
-
—
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 38,934 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Pond No. 1 - Wet Pond #1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=645.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 645.00 22,229 0 0
1.00 646.00 25,993 24,084 24,084
2.00 647.00 28,141 27,057 51,141
3.00 648.00 30,347 29,234 80,375
4.00 649.00 32,608 31,468 111,843
5.00 650.00 34,926 33,757 145,600
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 2.75 6.00 0.00 Crest Len(ft) = 20.00 15.00 0.00 0.00
Span(in) = 30.00 2.75 36.00 0.00 Crest El.(ft) = 648.00 649.00 0.00 0.00
No.Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 642.00 645.00 646.50 0.00 Weir Type = 1 Ciplti --- ---
Length(ft) = 55.50 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.80 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 650.00
I
4.00 649.00
3.00 648.00
2.00 647.00
1.00 646.00
0.00 I 645.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0
Total Q Discharge(cfs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 6
Post-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 37.63 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 75,288 cuft
Drainage area = 21.720 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #2
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - e - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 7
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 0.490 cfs
Storm frequency = 1 yrs Time to peak = 1318 min
Time interval = 2 min Hyd. volume = 59,646 cuft
Inflow hyd. No. = 6 - Post-Dev. Drainage Area #2/lax. Elevation = 646.54 ft
Reservoir name = Wet Pond #2 Max. Storage = 61,016 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
L0.00 _ 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 61,016 cuft

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Pond No. 2 - Wet Pond #2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=645.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 645.00 36,067 0 0
1.00 646.00 40,740 38,376 38,376
2.00 647.00 43,262 41,990 80,366
3.00 648.00 45,839 44,540 124,906
4.00 649.00 48,474 47,146 172,052
5.00 650.00 51,165 49,809 221,860
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 3.50 6.00 0.00 Crest Len(ft) = 20.00 15.00 0.00 0.00
Span(in) = 30.00 3.50 36.00 0.00 Crest El.(ft) = 648.00 649.00 0.00 0.00
No.Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 642.00 645.00 646.50 0.00 Weir Type = 1 Ciplti --- ---
Length(ft) = 55.50 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.80 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 650.00
I
4.00 649.00
3.00 648.00
2.00 647.00
1.00 646.00
0.00 I 645.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0
Total Q Discharge(cfs)

15
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 4.890 2 752 41,474 Pre-Dev. Drainage Area#1
2 SCS Runoff 5.103 2 754 46,917 Pre-Dev. Drainage Area#2
3 Combine 9.977 2 752 88,391 1,2 Pre-Dev. Discharge Rate
4 SCS Runoff 39.73 2 718 79,445 I Post-Dev.Drainage Area#1
5 Reservoir 2.006 2 798 76,136 4 646.69 42,867 Wetpond#1
6 SCS Runoff 53.40 2 718 106,954 Post-Dev. Drainage Area#2
7 Reservoir 1.752 2 858 91,096 6 646.67 66,627 Wet Pond#2
326256-Heritage at Marvin-Wetponds HydrogpRaltugpReriod: 2 Year Friday, 03/ 15/2024

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 4.890 cfs
Storm frequency = 2 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 41,474 cuft
Drainage area = 18.150 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.30 min
Total precip. = 3.54 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 5.103 cfs
Storm frequency = 2 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 46,917 cuft
Drainage area = 21.720 ac Curve number = 61.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 59.80 min
Total precip. = 3.54 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 3
Pre-Dev. Discharge Rate
Hydrograph type = Combine Peak discharge = 9.977 cfs
Storm frequency = 2 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 88,391 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 39.870 ac
Pre-Dev. Discharge Rate
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 \ - 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 4
Post-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 39.73 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 79,445 cuft
Drainage area = 18.150 ac Curve number = 74.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.54 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #1
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
40.00 40.00
30.00 1 30.00
20.00 20.00
10.00 10.00
J
0.00 - s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 5
Wetpond #1
Hydrograph type = Reservoir Peak discharge = 2.006 cfs
Storm frequency = 2 yrs Time to peak = 798 min
Time interval = 2 min Hyd. volume = 76,136 cuft
Inflow hyd. No. = 4 - Post-Dev. Drainage Area #'Max. Elevation = 646.69 ft
Reservoir name = Wet Pond #1 Max. Storage = 42,867 cuft
Storage Indication method used.
Wetpond #1
Q (cfs) Hyd. No. 5-- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
tilill..."'
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 42,867 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 6
Post-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 53.40 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 106,954 cuft
Drainage area = 21.720 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.54 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #2
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
60.00 60.00
T
50.00 50.00
40.00 40.00
1
30.00 30.00
20.00 20.00
10.00 10.00
JV
0.00 ' 1 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 7
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 1.752 cfs
Storm frequency = 2 yrs Time to peak = 858 min
Time interval = 2 min Hyd. volume = 91,096 cuft
Inflow hyd. No. = 6 - Post-Dev. Drainage Area #2/lax. Elevation = 646.67 ft
Reservoir name = Wet Pond #2 Max. Storage = 66,627 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 66,627 cuft

23
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 14.72 2 748 101,001 Pre-Dev. Drainage Area#1
2 SCS Runoff 15.97 2 752 116,645 Pre-Dev. Drainage Area#2
3 Combine 30.67 2 750 217,646 1,2 Pre-Dev. Discharge Rate
4 SCS Runoff 77.29 2 716 156,062 Post-Dev.Drainage Area#1
5 Reservoir 13.67 2 726 152,680 4 647.61 68,839 Wetpond#1
6 SCS Runoff 100.37 2 716 203,108 Post-Dev.Drainage Area#2
7 Reservoir 11.97 2 736 186,974 6 647.40 98,331 Wet Pond#2
326256-Heritage at Marvin-Wetponds HydrogpRaltugpReriod: 10 Year Friday, 03/ 15/2024

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 14.72 cfs
Storm frequency = 10 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 101,001 cuft
Drainage area = 18.150 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.30 min
Total precip. = 5.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
15.00 15.00
12.00 — 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 15.97 cfs
Storm frequency = 10 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 116,645 cuft
Drainage area = 21.720 ac Curve number = 61.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 59.80 min
Total precip. = 5.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 L\ 6.00
3.00 3.00
0.00 - J _ �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 3
Pre-Dev. Discharge Rate
Hydrograph type = Combine Peak discharge = 30.67 cfs
Storm frequency = 10 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 217,646 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 39.870 ac
Pre-Dev. Discharge Rate
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
35.00 35.00
30.00 _ t 30.00
25.00 25.00
20.00 20.00
15.00 I 15.00
II
10.00 10.00
I �
5.00 5.00
0.00 ^ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 4
Post-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 77.29 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 156,062 cuft
Drainage area = 18.150 ac Curve number = 74.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #1
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
80.00 i 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 I * — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 5
Wetpond #1
Hydrograph type = Reservoir Peak discharge = 13.67 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 152,680 cuft
Inflow hyd. No. = 4 - Post-Dev. Drainage Area #'Max. Elevation = 647.61 ft
Reservoir name = Wet Pond #1 Max. Storage = 68,839 cuft
Storage Indication method used.
Wetpond #1
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
80.00 I 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 68,839 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 6
Post-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 100.37 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 203,108 cuft
Drainage area = 21.720 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.17 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #2
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
I
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 7
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 11.97 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 186,974 cuft
Inflow hyd. No. = 6 - Post-Dev. Drainage Area #2/lax. Elevation = 647.40 ft
Reservoir name = Wet Pond #2 Max. Storage = 98,331 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — — 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 98,331 cuft

31
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 21.94 2 748 143,469 Pre-Dev. Drainage Area#1
2 SCS Runoff 24.07 2 750 166,771 Pre-Dev. Drainage Area#2
3 Combine 45.93 2 750 310,240 1,2 Pre-Dev. Discharge Rate
4 SCS Runoff 101.88 2 716 206,361 Post-Dev.Drainage Area#1
5 Reservoir 29.48 2 724 202,958 4 648.30 89,913 Wetpond#1
6 SCS Runoff 130.36 2 716 265,375 Post-Dev.Drainage Area#2
7 Reservoir 18.77 2 728 249,158 6 648.08 128,829 Wet Pond#2
326256-Heritage at Marvin-Wetponds HydrogpRaltugpReriod: 25 Year Friday, 03/ 15/2024

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 21.94 cfs
Storm frequency = 25 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 143,469 cuft
Drainage area = 18.150 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.30 min
Total precip. = 6.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
24.00 24.00
S
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 24.07 cfs
Storm frequency = 25 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 166,771 cuft
Drainage area = 21.720 ac Curve number = 61.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 59.80 min
Total precip. = 6.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 J — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 3
Pre-Dev. Discharge Rate
Hydrograph type = Combine Peak discharge = 45.93 cfs
Storm frequency = 25 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 310,240 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 39.870 ac
Pre-Dev. Discharge Rate
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
1
20.00 I 20.00
1
i
10.00 I 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 4
Post-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 101.88 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 206,361 cuft
Drainage area = 18.150 ac Curve number = 74.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #1
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 5
Wetpond #1
Hydrograph type = Reservoir Peak discharge = 29.48 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 202,958 cuft
Inflow hyd. No. = 4 - Post-Dev. Drainage Area #'Max. Elevation = 648.30 ft
Reservoir name = Wet Pond #1 Max. Storage = 89,913 cuft
Storage Indication method used.
Wetpond #1
Q (cfs) Hyd. No. 5-- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
Jir — — —
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 89,913 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 6
Post-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 130.36 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 265,375 cuft
Drainage area = 21.720 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #2
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
140.00 I 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 7
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 18.77 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 249,158 cuft
Inflow hyd. No. = 6 - Post-Dev. Drainage Area #2/lax. Elevation = 648.08 ft
Reservoir name = Wet Pond #2 Max. Storage = 128,829 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 . 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 128,829 cuft

39
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 28.17 2 748 180,309 Pre-Dev. Drainage Area#1
2 SCS Runoff 31.13 2 750 210,397 Pre-Dev. Drainage Area#2
3 Combine 59.14 2 750 390,706 1,2 Pre-Dev. Discharge Rate
4 SCS Runoff 122.11 2 716 248,413 Post-Dev.Drainage Area#1
5 Reservoir 51.43 2 722 244,998 4 648.70 102,448 Wetpond#1
6 SCS Runoff 154.87 2 716 317,120 Post-Dev.Drainage Area#2
7 Reservoir 43.35 2 724 300,848 6 648.51 148,912 Wet Pond#2
326256-Heritage at Marvin-Wetponds HydrogpRaltugpReriod: 50 Year Friday, 03/ 15/2024

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 28.17 cfs
Storm frequency = 50 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 180,309 cuft
Drainage area = 18.150 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.30 min
Total precip. = 6.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #1
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
30.00 30.00
II
25.00 25.00
20.00 I 20.00
15.00 15.00
I
10.00 10.00
5.00 5.00
, L
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 31.13 cfs
Storm frequency = 50 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 210,397 cuft
Drainage area = 21.720 ac Curve number = 61.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 59.80 min
Total precip. = 6.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #2
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
35.00 35.00
30.00 30.00
_i_
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
J 44.--------------
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 3
Pre-Dev. Discharge Rate
Hydrograph type = Combine Peak discharge = 59.14 cfs
Storm frequency = 50 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 390,706 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 39.870 ac
Pre-Dev. Discharge Rate
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 / - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 4
Post-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 122.11 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 248,413 cuft
Drainage area = 18.150 ac Curve number = 74.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #1
Q (cfs) Hyd. No. 4 -- 50 Year Q (cfs)
140.00 I I 140.00
120.00 120.00
100.00 100.00
80.00 1 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 5
Wetpond #1
Hydrograph type = Reservoir Peak discharge = 51.43 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 244,998 cuft
Inflow hyd. No. = 4 - Post-Dev. Drainage Area #'Max. Elevation = 648.70 ft
Reservoir name = Wet Pond #1 Max. Storage = 102,448 cuft
Storage Indication method used.
Wetpond #1
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 102,448 cuft

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 6
Post-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 154.87 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 317,120 cuft
Drainage area = 21.720 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.94 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #2
Q (cfs) Hyd. No. 6 -- 50 Year Q (cfs)
160.00 I 160.00
140.00 140.00
120.00 I 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — ----- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 7
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 43.35 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 300,848 cuft
Inflow hyd. No. = 6 - Post-Dev. Drainage Area #2/lax. Elevation = 648.51 ft
Reservoir name = Wet Pond #2 Max. Storage = 148,912 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
160.00 1 _ 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 �� uNE .- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 148,912 cuft

47
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 34.94 2 748 220,505 Pre-Dev. Drainage Area#1
2 SCS Runoff 38.82 2 750 258,105 Pre-Dev. Drainage Area#2
3 Combine 73.51 2 750 478,610 1,2 Pre-Dev. Discharge Rate
4 SCS Runoff 143.34 2 716 293,131 Post-Dev.Drainage Area#1
5 Reservoir 60.35 2 722 289,705 4 649.18 117,847 Wetpond#1
6 SCS Runoff 180.48 2 716 371,922 Post-Dev.Drainage Area#2
7 Reservoir 54.85 2 724 355,600 6 648.96 170,294 Wet Pond#2
326256-Heritage at Marvin-Wetponds HydrogpRaltugpReriod: 100 Year Friday, 03/ 15/2024

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 1
Pre-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 34.94 cfs
Storm frequency = 100 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 220,505 cuft
Drainage area = 18.150 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 55.30 min
Total precip. = 7.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
.1\
25.00 4 25.00
20.00 20.00
I
15.00 15.00
10.00 10.00
iL
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 2
Pre-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 38.82 cfs
Storm frequency = 100 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 258,105 cuft
Drainage area = 21.720 ac Curve number = 61.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 59.80 min
Total precip. = 7.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev. Drainage Area #2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 • 20.00
I
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 3
Pre-Dev. Discharge Rate
Hydrograph type = Combine Peak discharge = 73.51 cfs
Storm frequency = 100 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 478,610 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 39.870 ac
Pre-Dev. Discharge Rate
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
80.00 80.00
L
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 4
Post-Dev. Drainage Area #1
Hydrograph type = SCS Runoff Peak discharge = 143.34 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 293,131 cuft
Drainage area = 18.150 ac Curve number = 74.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #1
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
I
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 :::°
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 5
Wetpond #1
Hydrograph type = Reservoir Peak discharge = 60.35 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 289,705 cuft
Inflow hyd. No. = 4 - Post-Dev. Drainage Area #'Max. Elevation = 649.18 ft
Reservoir name = Wet Pond #1 Max. Storage = 117,847 cuft
Storage Indication method used.
Wetpond #1
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 4 111111111 Total storage used = 117,847 cuft

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 6
Post-Dev. Drainage Area #2
Hydrograph type = SCS Runoff Peak discharge = 180.48 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 371,922 cuft
Drainage area = 21.720 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev. Drainage Area #2
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
210.00 210.00
180.00 ' 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Hyd. No. 7
Wet Pond #2
Hydrograph type = Reservoir Peak discharge = 54.85 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 355,600 cuft
Inflow hyd. No. = 6 - Post-Dev. Drainage Area #2/lax. Elevation = 648.96 ft
Reservoir name = Wet Pond #2 Max. Storage = 170,294 cuft
Storage Indication method used.
Wet Pond #2
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
210.00 210.00
180.00 - - 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 170,294 cuft

55
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Friday,03/15/2024
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.98 4.00 3.35 2.89 2.55 2.28 2.07 1.89 1.74 1.62 1.51 1.42
2 5.89 4.74 3.99 3.45 3.04 2.73 2.48 2.27 2.10 1.95 1.82 1.71
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.83 5.56 4.71 4.10 3.64 3.28 2.99 2.75 2.55 2.38 2.23 2.10
10 7.54 6.15 5.22 4.57 4.07 3.68 3.37 3.11 2.89 2.70 2.54 2.40
25 8.34 6.82 5.83 5.12 4.58 4.16 3.82 3.54 3.30 3.10 2.92 2.77
50 8.87 7.27 6.23 5.49 4.94 4.50 4.15 3.85 3.61 3.40 3.21 3.05
100 9.40 7.70 6.62 5.85 5.27 4.82 4.45 4.15 3.90 3.68 3.49 3.32
Tc=time in minutes.Values may exceed 60.

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Storm Sewer Tabulation 10-YEAR STORM Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 72.075 0.24 4.19 0.75 0.18 3.14 5.0 8.4 6.4 20.05 47.13 5.99 36 0.50 645.00 645.36 646.44 646.80 648.83 663.18 CI-101 to EW-100
2 1 83.034 0.01 0.65 0.75 0.01 0.49 5.0 6.8 6.7 3.31 7.36 5.13 15 1.30 654.01 655.09 654.60 655.82 663.18 666.38 CI-102 to CI-101
3 2 55.012 0.05 0.64 0.75 0.04 0.48 5.0 6.5 6.8 3.28 6.46 4.85 15 1.00 655.29 655.84 655.92 656.56 666.38 666.66 CI-103 to CI-102
4 3 51.613 0.06 0.59 0.75 0.05 0.44 5.0 6.2 6.9 3.06 9.16 5.51 15 2.01 656.42 657.46 656.92 658.16 666.66 668.30 CI-105 to CI-103
5 4 99.098 0.08 0.42 0.75 0.06 0.32 5.0 5.3 7.2 2.26 8.17 4.78 15 1.60 663.31 664.90 663.76 665.50 668.30 670.27 CI-106 to CI-105
6 5 24.860 0.34 0.34 0.75 0.26 0.26 5.0 5.0 7.2 1.86 8.97 4.57 15 1.93 665.10 665.58 665.50 666.12 670.27 670.41 CI-107 to CI-106
7 4 24.000 0.11 0.11 0.75 0.08 0.08 5.0 5.0 7.2 0.59 7.00 3.04 15 1.00 663.47 663.71 663.71 664.00 668.30 668.30 CI-104 to CI-105
8 1 74.663 0.36 3.29 0.75 0.27 2.47 5.0 8.1 6.4 15.92 19.59 6.77 24 0.75 652.14 652.70 653.51 654.14 663.18 664.13 CI-108 to CI-101
9 8 153.408 0.30 2.94 0.75 0.22 2.20 5.0 7.5 6.6 14.47 19.59 6.57 24 0.75 652.90 654.05 654.18 655.42 664.13 661.40 GI-109 to CI-108
10 9 88.420 0.15 2.64 0.75 0.11 1.98 5.0 7.2 6.7 13.17 19.59 6.38 24 0.75 654.25 654.91 655.45 656.21 661.40 661.00 GI-110 to GI-109
11 10 85.186 0.46 2.49 0.75 0.34 1.86 5.0 6.8 6.7 12.58 19.59 6.29 24 0.75 655.11 655.75 656.28 657.02 661.00 661.00 GI-111 to GI-110
12 11 121.139 0.57 2.03 0.75 0.43 1.52 5.0 6.5 6.8 10.40 15.47 8.02 18 2.17 656.29 658.92 657.19 660.16 661.00 663.75 GI-112 to GI-111
13 12 143.277 0.79 1.46 0.75 0.59 1.09 5.0 6.1 6.9 7.59 10.51 6.97 15 2.26 659.17 662.40 660.16 663.49 663.75 667.04 GI-113 to GI-112
14 13 190.270 0.67 0.67 0.75 0.50 0.50 5.0 5.0 7.2 3.64 11.18 4.23 15 2.55 662.60 667.46 663.49 668.23 667.04 671.90 GI-114 to GI-113
Project File: BMP-100.stm Number of lines: 14 Run Date: 3/14/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation 10-YEAR STORM Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 82.990 0.24 12.45 0.75 0.18 8.60 5.0 8.5 6.4 54.66 77.07 8.11 42 0.50 645.00 645.42 647.31 647.73 649.38 663.05 CI-201 to EW-200
2 1 24.022 0.45 11.83 0.75 0.34 8.14 5.0 8.4 6.4 51.84 107.3 11.91 36 2.59 650.85 651.47 652.32 653.81 663.05 663.05 CI-204 to CI-201
3 2 173.367 0.93 11.38 0.75 0.70 7.80 5.0 8.0 6.5 50.44 63.13 8.99 36 0.90 651.67 653.22 653.81 655.53 663.05 660.14 CI-205 to CI-204
4 3 163.763 0.54 9.09 0.75 0.41 6.09 5.0 7.5 6.6 40.07 74.62 7.65 36 1.25 653.42 655.47 655.53 657.53 660.14 667.49 DCI-209 to CI-205
5 4 24.011 0.60 7.95 0.75 0.45 5.22 5.0 7.4 6.6 34.51 57.74 7.39 36 0.75 655.67 655.85 657.53 657.76 667.49 667.48 DCI-212 to DCI-2
6 5 152.998 0.52 7.35 0.60 0.31 4.77 5.0 7.0 6.7 32.01 41.94 8.65 30 1.05 656.35 657.95 657.99 659.88 667.48 666.40 GI-213 to DCI-212
7 6 105.950 1.77 4.21 0.60 1.06 2.90 5.0 6.7 6.8 19.62 20.73 7.31 24 0.84 658.28 659.17 659.88 660.76 666.40 666.40 GI-216 to GI-213
8 7 98.779 0.55 2.45 0.75 0.41 1.84 5.0 6.3 6.9 12.63 15.93 5.56 24 0.50 659.37 659.86 660.76 661.19 666.40 665.77 GI-217 to GI-216
9 8 98.779 0.24 1.90 0.75 0.18 1.43 5.0 6.0 7.0 9.93 10.62 6.65 18 1.02 660.36 661.37 661.51 662.58 665.77 667.75 GI-218 to GI-217
10 9 98.779 0.74 1.66 0.75 0.55 1.25 5.0 5.6 7.1 8.80 9.39 5.90 18 0.80 661.37 662.16 662.58 663.31 667.75 667.15 GI-219 to GI-218
11 10 159.399 0.93 0.93 0.75 0.70 0.70 5.0 5.0 7.2 5.03 5.39 4.11 15 0.59 662.16 663.11 663.59 664.34 667.15 667.54 GI-220 to GI-219
12 6 95.485 1.25 2.61 0.60 0.75 1.57 5.0 5.5 7.1 11.10 12.02 7.33 18 1.31 658.95 660.20 660.09 661.47 666.40 664.91 GI-214 to GI-213
13 12 150.000 1.36 1.36 0.60 0.82 0.82 5.0 5.0 7.2 5.91 9.89 5.65 15 2.00 660.47 663.47 661.47 664.45 664.91 667.91 GI-215 to GI-214
14 4 154.623 0.25 0.61 0.75 0.18 0.46 5.0 5.3 7.2 3.27 6.46 4.84 15 1.00 658.26 659.81 658.89 660.54 667.49 669.05 CI-210 to DCI-209
15 14 24.000 0.36 0.36 0.75 0.27 0.27 5.0 5.0 7.2 1.96 4.57 3.40 15 0.50 659.91 660.03 660.54 660.60 669.05 669.05 DCI-211 to CI-210
16 3 120.843 0.22 1.36 0.75 0.17 1.02 5.0 5.6 7.1 7.18 8.57 7.12 15 1.50 655.50 657.31 656.37 658.38 660.14 662.57 GI-206 to CI-205
17 16 81.502 0.38 1.13 0.75 0.28 0.85 5.0 5.4 7.1 6.06 6.46 5.88 15 1.00 657.52 658.33 658.48 659.32 662.57 662.97 GI-207 to GI-206
18 17 71.991 0.75 0.75 0.75 0.56 0.56 5.0 5.0 7.2 4.08 9.20 4.88 15 2.03 658.53 659.99 659.32 660.81 662.97 664.43 GI-208 to GI-207
19 1 47.896 0.09 0.38 0.75 0.07 0.29 5.0 5.3 7.2 2.04 9.14 4.88 15 2.00 652.23 653.19 652.63 653.76 663.05 662.66 DCI-202 to CI-201
20 19 23.389 0.29 0.29 0.75 0.22 0.22 5.0 5.0 7.2 1.57 5.51 3.61 15 0.73 653.29 653.46 653.76 653.96 662.66 662.68 DCI-203 to DCI-2
Project File: BMP-200.stm Number of lines:20 Run Date: 3/14/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation 10-YEAR STORM Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 76.482 0.23 14.27 0.75 0.17 9.71 5.0 9.9 6.1 58.88 70.92 8.26 42 0.50 645.00 645.38 647.40 647.84 649.38 661.35 DCI-301 to EW-30
2 1 186.969 0.01 10.68 0.75 0.01 7.02 0.0 9.3 6.2 43.30 59.65 8.61 36 0.80 647.80 649.30 649.70 651.44 661.35 663.40 CI-307 to DCI-301
3 2 49.070 0.12 10.67 0.75 0.09 7.01 5.0 9.2 6.2 43.45 59.65 8.50 36 0.80 649.50 649.89 651.44 652.04 663.40 663.50 CI-308 to CI-307
4 3 143.602 0.13 10.55 0.75 0.10 6.91 5.0 8.8 6.3 43.46 59.65 8.50 36 0.80 650.09 651.24 652.04 653.39 663.50 664.85 CI-309 to CI-308
5 4 133.027 0.02 8.92 0.75 0.01 5.69 5.0 8.4 6.4 36.32 66.70 7.46 36 1.00 651.44 652.77 653.39 654.73 664.85 666.90 CI-313 to CI-309
6 5 85.264 0.19 0.35 0.75 0.14 0.26 5.0 5.6 7.1 1.85 12.12 5.39 15 3.00 661.01 663.57 661.34 664.11 666.90 672.25 CI-315 to CI-313
7 6 24.429 0.16 0.16 0.75 0.12 0.12 5.0 5.0 7.2 0.86 4.95 2.97 15 0.50 665.87 665.99 666.22 666.35 672.25 672.25 CI-316 to CI-315
8 5 51.915 0.07 8.05 0.75 0.05 5.04 5.0 8.2 6.4 32.36 63.46 7.31 36 0.91 652.97 653.44 654.73 655.28 666.90 667.37 CI-318 to CI-313
9 8 188.387 0.48 7.98 0.75 0.36 4.99 5.0 7.5 6.6 32.81 47.36 7.18 36 0.50 654.18 655.13 656.02 656.99 667.37 663.26 DCI-319 to CI-318
10 9 215.627 0.21 0.40 0.75 0.16 0.30 5.0 5.5 7.1 2.14 7.84 4.63 15 1.48 658.39 661.57 658.84 662.16 663.26 666.82 CI-321 to DCI-319
11 10 23.998 0.19 0.19 0.75 0.14 0.14 5.0 5.0 7.2 1.03 4.57 3.00 15 0.50 662.10 662.22 662.51 662.63 666.82 666.82 CI-322 to CI-321
12 5 23.871 0.51 0.51 0.75 0.38 0.38 5.0 5.0 7.2 2.74 4.57 3.89 15 0.50 661.01 661.13 661.71 661.83 666.90 666.94 CI-314 to CI-313
13 9 153.182 3.54 6.65 0.60 2.13 3.99 5.0 6.3 6.9 27.44 47.16 6.52 36 0.50 655.23 655.99 656.99 657.68 663.26 662.20 GI-323 to DCI-319
14 13 147.500 1.16 2.00 0.60 0.69 1.20 5.0 5.8 7.0 8.43 10.59 6.29 18 1.02 657.49 658.99 658.50 660.12 662.20 663.70 GI-325 to GI-323
15 14 140.000 0.84 0.84 0.60 0.51 0.51 5.0 5.0 7.2 3.67 9.13 4.36 15 2.00 659.26 662.06 660.12 662.84 663.70 666.50 GI-326 to GI-325
16 9 23.829 0.45 0.45 0.75 0.34 0.34 5.0 5.0 7.2 2.44 4.96 4.00 15 0.50 658.84 658.96 659.46 659.59 663.26 663.31 DCI-320 to DCI-3
17 13 147.500 1.10 1.10 0.60 0.66 0.66 5.0 5.0 7.2 4.79 8.78 6.23 15 1.57 657.74 660.06 658.40 660.95 662.20 664.50 GI-324 to GI-323
18 1 24.000 0.43 3.36 0.75 0.32 2.52 5.0 7.9 6.5 16.35 21.66 7.12 24 0.92 650.35 650.57 651.65 652.03 661.35 661.35 DCI-302 to DCI-3
19 18 153.000 1.24 2.93 0.75 0.93 2.20 5.0 7.4 6.6 14.53 31.99 8.13 24 2.00 651.75 654.81 652.70 656.18 661.35 660.13 GI-303 to DCI-302
20 19 130.984 0.78 1.11 0.75 0.58 0.83 5.0 6.9 6.7 5.58 7.12 5.98 15 1.04 655.56 656.92 656.40 657.88 660.13 661.70 GI-304 to GI-303
21 20 164.468 0.33 0.33 0.75 10.25 0.25 5.0 5.0 7.2 1.78 4.50 2.95 15 0.49 657.12 657.92 657.88 658.45 661.70 661.36 GI-305 to GI-304
22 4 23.764 0.11 1.50 0.75 0.08 1.12 5.0 5.6 7.1 7.93 9.89 7.92 15 2.00 653.33 653.81 654.18 654.92 664.85 664.94 CI-310 to CI-309
Project File: BMP-300.stm Number of lines:25 Run Date: 3/14/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation 10-YEAR STORM Paget
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 54.544 0.38 1.38 0.75 0.28 1.04 5.0 5.4 7.1 7.38 9.89 7.69 15 2.00 654.49 655.58 655.29 656.66 664.94 661.12 GI-311 to CI-310
24 23 116.983 1.01 1.01 0.75 0.75 0.75 5.0 5.0 7.2 5.46 6.07 5.54 15 0.75 655.78 656.66 656.71 657.61 661.12 661.10 GI-312 to GI-311
25 19 99.016 0.59 0.59 0.75 0.44 0.44 5.0 5.0 7.2 3.19 6.41 4.79 15 0.98 655.69 656.67 656.32 657.39 660.13 661.11 GI-306 to GI-303
Project File: BMP-300.stm Number of lines:25 Run Date: 3/14/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

Storm Sewer Tabulation 10-YEAR STORM Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 78.698 0.06 5.39 0.75 0.05 3.73 5.0 10.0 6.0 22.51 47.16 6.24 36 0.50 645.00 645.39 646.53 646.92 648.83 663.28 CI-401 to EW-400
2 1 81.817 0.05 5.33 0.75 0.04 3.69 5.0 9.7 6.1 22.46 41.01 7.63 30 1.00 650.61 651.43 651.93 653.04 663.28 662.59 CI-402 to CI-401
3 2 34.366 0.04 4.42 0.75 0.03 3.00 5.0 9.6 6.1 18.38 29.00 6.24 30 0.50 651.63 651.80 653.07 653.25 662.59 662.14 CI-406 to CI-402
4 3 59.011 0.05 4.38 0.75 0.04 2.97 5.0 9.3 6.2 18.37 29.00 6.24 30 0.50 652.00 652.30 653.45 653.75 662.14 661.39 CI-407 to CI-406
5 4 113.315 0.40 4.20 0.75 0.30 2.84 5.0 8.8 6.3 17.85 29.00 6.18 30 0.50 652.50 653.07 653.92 654.50 661.39 660.53 DCI-409 to CI-407
6 5 207.380 0.30 3.79 0.75 0.22 2.53 5.0 7.7 6.5 16.54 29.16 6.06 30 0.51 653.17 654.22 654.52 655.59 660.53 660.00 GI-410 to DCI-409
7 6 145.787 0.93 3.50 0.75 0.70 2.31 5.0 7.2 6.7 15.37 17.05 6.15 24 0.57 654.22 655.05 655.71 656.53 660.00 660.40 GI-411 to GI-410
8 7 246.134 0.48 2.56 0.75 0.36 1.61 5.0 6.0 7.0 11.19 27.92 4.84 24 1.52 655.15 658.90 656.83 660.10 660.40 664.70 GI-412 to GI-411
9 8 176.368 0.33 2.08 0.60 0.20 1.25 5.0 5.4 7.1 8.89 11.27 6.58 18 1.15 659.10 661.13 660.10 662.28 664.70 667.40 GI-413 to GI-412
10 9 109.688 1.75 1.75 0.60 1.05 1.05 5.0 5.0 7.2 7.61 8.16 5.25 18 0.60 661.33 661.99 662.48 663.14 667.40 666.70 GI-414 to GI-413
11 4 23.247 0.13 0.13 0.75 0.10 0.10 5.0 5.0 7.2 0.72 4.72 2.77 15 0.53 656.79 656.91 657.12 657.25 661.39 661.40 CI-408 to CI-407
12 2 24.000 0.23 0.86 0.75 0.17 0.65 5.0 5.4 7.1 4.62 10.21 6.59 15 2.50 655.23 655.83 655.82 656.70 662.59 662.59 CI-403 to CI-402
13 12 25.765 0.25 0.63 0.75 0.19 0.48 5.0 5.2 7.2 3.41 10.21 4.38 15 2.50 655.93 656.57 656.70 657.32 662.59 663.04 CI-404 to CI-403
14 13 23.756 0.39 0.39 0.75 0.29 0.29 5.0 5.0 7.2 2.10 10.21 3.93 15 2.50 656.77 657.36 657.32 657.94 663.04 663.11 CI-405 to CI-404
Project File: BMP-400.stm Number of lines: 14 Run Date: 3/14/2024
NOTES:Intensity=88.24/(Inlet time+15.50)A 0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2024.00

INLET CAPACITY CHART
DATE: 10/10/2023
HERITAGE AT MARVIN DRAWN BY: CPF
PROJECT: 326-256 CHECKED BY: CAP
Maximum Allowable Spread:7.5 Ft
Inlet Drainage Runoff Surface Q(cfs) B p ass
Type No. Area(ac) C Sub. Total Slope(%) K Spread Intercept Q To Inlet#
CI 0.24 0.72 LP 1 LP 1 4.98 1 0.72 0.00
! F y !
CI 0.01 0.03 2.00 27.0 1.58 0.03 0.00
✓ r r
CI 0.05 0.15 1.00 21.5 3.29 E., 0.15 0.00
✓ r 1 r
CI 0.11 0.33 2.00 27.0 F 4.79 j 0.54 0.04
CI 0.06 0.18 2.00 27.0 4.47 0.48 0.00
L L J L
CI 0.08 0.24 2.00 1 27.00 1 3.45 1 0.24 1 0.00
i J i
CI 0.34 1.02 2.00 1' 27.00 5.93 0.77 1 0.25
CI 0.36 1.08 2.00 I 27.00 1 6.13 0.82 0.30
✓ r i r
CI 0.24 0.72 1.00 21.50 ; 5.92 0.61 0.11
✓ r 1 r
DCI 0.09 0.27 LP LP 2.54 0.38 0.00
I r r
DCI 0.29 0.87 LP I LP L 6.46 j 1.52 I 0.00
CI 0.45 1.35 1.00 I 21.50 I 7.50 I 0.91 1 0.44
✓ L J L
DCI 0.54 1.62 LP I LP F 1 6.74 J 1 1.62 1 0.00
•
DCI 0.25 0.75 1.55 1 24.0 5.54 0.75 0.00
✓ r i r
DCI 0.36 1.08 1.55 24.0 6.35 1.00 0.08
✓ r 1 r
DCI 0.60 1.80 LP LP 7.44 0 1.88 0.00
r r 1 r
DCI 0.23 0.69 LP LP F 3.81 i 0.69 � 0.00
DCI 0.43 1.29 LP 1 LP L 5.79 ,j 1.29 0.00
CI 0.01 0.03 1.00 i 1 21.5 1 L 1.80 J 1 0.03 1 0.00
i
CI 0.12 0.36 1.00 21.5 4.57 di 0.36 0.00

Inlet Drainage Runoff Surface Q cfs B p ass
Tpe No. Area(ac) C Sub. Total Slope(%) K Spread Intercept Q To Inlet#
CI 0.13 0.39 1.00 21.5 4.71 0.39 0.00
CI 0.11 0.33 1.00 j 21.5 F 6.53 � 0.72 j 0.21
CI 0.02 0.06 2.00 I 27.0 L 2.05 J 0.06 I 0.00
L L J L
CI 0.51 1.53 3.00 1 30.0 1 6.51 1 1.00 1 0.60
• L
CI 0.19 0.57 10.00 1 37.5 1 3.52 0.45 1 0.12
• F y •
CI 0.16 0.48 10.00 ; 37.5 3.30 0.40 0.08
✓ r r
CI 0.01 0.03 2.00 27.0 1.58 E., 0.03 0.00
✓ r -1 r
CI 0.07 0.21 2.00 1 27.0 3.88 0.33 0.00
DCI 0.48 1.44 LP LP r 6.40 1 1.50 j 0.00
L L J L
DCI 0.45 1.35 LP 1 LP L L 6.07 1 1.38 1 0.00
L
CI 0.21 0.63 2.00 1 27.0 1 4.95 4J 0.57 1 0.06
• F .
CI 0.19 0.57 2.00 1 27.0 4.77 0.54 0.03
✓ r r
CI 0.06 0.18 2.00 27.0 3.09 ti 0.18 0.00
✓ r -1 r
CI 0.05 0.15 2.00 27.0 3.69 0.29 0.00
I r r
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APPENDIX C
PRELIMINARY JURISDICTIONAL DETERMINATION

(----
orf....ST:,o.4c.d- �1 1/ r�� DEPARTMENT OF THE ARMY
W \\ � �xi U.S.ARMY CORPS OF ENGINEERS,WILMINGTON DISTRICT
fir = m
��y���i� �� CHARLOTTE FIELD OFFICE
a
- ° 8430 UNIVERSITY EXECUTIVE PARK DRIVE SUITE 615
,,�0." ` CHARLOTTE NORTH CAROLINA 28262
�ATES OF
February 13, 2024
Regulatory Program/Division
SAW-2023-02303 Marvin Village PJD
Jones Homes USA
c/o Scott Stearns
9717 Eagle Creek Center Boulevard
Suite 200
Orlando, Florida 32832
Via Email: [e-mail]
Dear Mr./Ms. Stearns:
This letter is in response to your request to the Wilmington District, Charlotte Field
Office for a preliminary jurisdictional determination (PJD). The project/review area is
located south of New Town Road in Marvin, Union County, North Carolina. This project
has been assigned the file number SAW-2023-02303 (Marvin Village SD). This file
number should be referenced in all correspondence concerning this project.
Based on our review of the information you furnished and other information available
to our office, we have preliminarily determined the project area may contain waters of
the United States under the U.S. Army Corps of Engineers (Corps) regulatory
jurisdiction. These waters are identified in the enclosed site maps, Delineation Map
dated October 15, 2023. This determination was made in accordance with the Corps
regulatory authority pursuant to Section 404 of the Clean Water Act and based upon
criteria contained in the 1987 Corps of Engineers Wetland Delineation Manual and the
Eastern Mountains and Piedmont regional supplement.
Section 404 of the Clean Water Act requires a Department of the Army (DA) permit
be obtained prior to the discharge of dredged or fill material into waters of the United
States, including wetlands. Section 10 of the Rivers and Harbors Act of 1899 requires a
DA permit be obtained for any work in, on, over or under navigable waters of the United
States.
For purposes of computation of impacts, compensatory mitigation requirements, and
other resource protection measures, a permit decision made based on a preliminary
jurisdictional determination will treat all waters including wetlands that would be affected
in any way by the permitted activity on the site as if they are jurisdictional waters of the
U.S. This preliminary determination is not an appealable action under the Regulatory
Program Administrative Appeal Process (Reference 33 CFR Part 331). However, you
may request an approved jurisdictional determination, which is an appealable action, by
contacting the Corps district for further instructions. Please sign and return the

attached PJD form within 30 days of receipt. If a signed PJD form is not received within
30 days of the date of this letter, the Corps will presume concurrence.
This determination has been conducted to identify the limits of Corps' Clean Water
Act jurisdiction for the review area identified in this request. The determination may not
be valid for the wetland conservation provisions of the Food Security Act of 1985. If you
or your tenant are USDA Program participants, or anticipate participation in USDA
programs, you should request a certified wetland determination from the local office of
the Natural Resources Conservation Service, prior to starting work.
You are cautioned that work performed in areas which may be waters of the United
States, as indicated in the preliminary JD, without a Department of the Army permit
could subject you to enforcement action.
If you have any questions concerning this correspondence, please contact Emily
Greer, Regulatory Project Manager of the Charlotte Field Office by mail at the above
address, or by email at [e-mail].
Sincerely,
Digitally signed by Emily
Emily Greer Greer Date:2024.02.13 18:12:46
-05'00'
Emily Greer
Regulatory Project Manager
Enclosures
cc: Daniel Kuefler, WEPG (via [e-mail])
John Pribas, Owner (via [e-mail])

U.S. Army Corps of Engineers (USACE) Form Approved-
PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) OMB No.0710-0024
For use of this form,see Sec 404 CWA,Sec 10 RHA,Sec 103 MPRSA;the proponent agency is CECW-COR. Expires 2024-04-30
DATA REQUIRED BY THE PRIVACY ACT OF 1974
Authority Rivers and Harbors Act,Section 10,33 USC 403;Clean Water Act,Section 404,33 USC 1344; Marine Protection, Research,and
Sanctuaries Act,Section 103,33 USC 1413; Regulatory Program of the U.S.Army Corps of Engineers; Final Rule for 33 CFR
Parts 320-332.
Principal Purpose The information that you provide will be used in evaluating your request to determine whether there are any aquatic resources
within the review area that may be subject to federal jurisdiction under the regulatory authorities referenced above.
Routine Uses This information may be shared with the Department of Justice and other federal,state,and local government agencies,and the
public,and may be made available as part of a public notice or FOIA request as required by federal law.Your name and property
location where federal jurisdiction is to be determined will be included in any resulting jurisdictional determination(JD),which
may be made available to the public on the District's website and/or on the Headquarters USACE website.
Disclosure Submission of requested information is voluntary;however,if information is not provided,the request for a JD cannot be evaluated
nor can a PJD be issued.
The Agency Disclosure Notice(ADN)
The public reporting burden for this collection of information,0710-0024, is estimated to average 25 minutes per response,including the time for
reviewing instructions,searching existing data sources,gathering and maintaining the data needed,and completing and reviewing the collection of
information.Send comments regarding the burden estimate or burden reduction suggestions to the Department of Defense,Washington Headquarters
Services,at [e-mail] should be aware that notwithstanding any other provision of
law,no person shall be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control
number.
SECTION I-BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD:2/13/2024
B. NAME AND ADDRESS OF PERSON REQUESTING PJD:Scott Stearns
9717 Eagle Creek Center Boulevard Suite 200, Orlando, Florida 32832
C.DISTRICT OFFICE, FILE NAME,AND NUMBER:
Wilmington, Marvin Village SD, SAW-2023-02303
D.PROJECT LOCATION AND BACKGROUND INFORMATION:
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR AQUATIC RESOURCES AT DIFFERENT SITES)
State: North Carolina County/Parish/Borough: Union City: Marvin
Center coordinates of site(lat/long in degree decimal format): Latitude: 34.994767° Longitude:-80.825165°
Universal Transverse Mercator:
Name of nearest waterbody: COW Branch
E.REVIEW PERFORMED FOR SITE EVALUATION(CHECK ALL THAT APPLY):
❑X Office(Desk)Determination. Date: 2/13/2024
❑ Field Determination
Date(s): Inspection Date
TABLE OF AQUATIC RESOURCES IN REVIEW AREA WHICH"MAY BE"SUBJECT TO REGULATORY JURISDICTION.
Site Number Latitude(decimal Longitude Estimated amount of Type of aquatic resources Geographic authority to which
degrees) (decimal aquatic resources in (i.e.,wetland vs.non- the aquatic resource"may be"
degrees) review area(acreage wetland waters) subject(i.e.,Section 404 or
and linear feet,if Section 10/404)
applicable _
WA 34.993206 -80.824915 0.05 ac Wetland 404
ENG FORM 6249, NOV 2023 Page 1 of 3

11) The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review area,and the requestor of this PJD is hereby
advised of his or her option to request and obtain an approved JD(AJD)for that review area based on an informed decision after having discussed
the various types of JDs and their characteristics and circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit,or a Nationwide General Permit(NWP)or other general permit
verification requiring"preconstruction notification"(PCN),or requests verification for a non-reporting NWP or other general permit,and the permit
applicant has not requested an AJD for the activity,the permit applicant is hereby made aware that:(1)the permit applicant has selected to seek a
permit authorization based on a PJD or no JD whatsoever,which do not make an official determination of jurisdictional aquatic resources;(2)the
applicant has the option to request an AJD before accepting the terms and conditions of the permit authorization,and that basing a permit
authorization on an AJD could possibly result in less compensatory mitigation being required or different special conditions;(3)the applicant has
the right to request an individual permit rather than accepting the terms and conditions of the NWP or other general permit authorization;(4)the
applicant can accept a permit authorization and thereby agree to comply with all the terms and conditions of that permit,including whatever
mitigation requirements the USACE has determined to be necessary;(5)undertaking any activity in reliance upon the subject permit authorization
without requesting an AJD constitutes the applicant's acceptance of the use of the PJD or reliance on no JD whatsoever;(6)accepting a permit
authorization(e.g.,signing a proffered individual permit)or undertaking any activity in reliance on any form of USAGE permit authorization based on
a PJD or no JD whatsoever constitutes agreement that all aquatic resources in the review area affected in any way by that activity will be treated as
jurisdictional,and waives any challenge to such jurisdiction in any administrative or judicial compliance or enforcement action,or in any
administrative appeal or in any Federal court;and(7)whether the applicant elects to use either an AJD or a PJD,the JD will be processed as soon
as practicable. Further,an AJD,a proffered individual permit(and all terms and conditions contained therein),or individual permit denial can be
administratively appealed pursuant to 33 C.F.R.Part 331. If,during an administrative appeal,it becomes appropriate to make an official
determination whether geographic jurisdiction exists over aquatic resources in the review area,or to provide an official delineation of jurisdictional
aquatic resources in the review area,the USAGE will provide an AJD to accomplish that result,as soon as is practicable.This PJD finds that there
'may be"waters of the U.S.and/or that there "may be"navigable waters of the U.S.on the subject review area,and identifies all aquatic features in
the review area that could be affected by the proposed activity, based on the following information:
F.SUPPORTING DATA.Data reviewed for PJD(check all that apply)
Checked items should be included in subject file.Appropriately reference sources below where indicated for all checked items:
O Maps,plans,plots or plat submitted by or on behalf of the PJD requestor:
Map: Delineation Map dated 10/15/2023
® Data sheets prepared/submitted by or on behalf of the PJD requestor.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report.
Rationale:
❑ Data sheets prepared by the USACE:
❑ Corps navigable waters'study:
CORPS STUDY LABEL_dated CORPS STUDY DATE
® U.S.Geological Survey Hydrologic Atlas:
Z USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
❑ U.S.Geological Survey map(s).Cite scale&quad name:
USGS TOPO LABEL dated_USGS TOPO DATE
© USDA Natural Resources Conservation Service Soil Survey.
Citation: NRCS Web Soil Survey
❑ National Wetlands Inventory map(s).
Cite Name: USFWS NWI LABEL dated USFWS NWI DATE
❑ State/Local Wetland Inventory map(s):
LOCAL NWI LABEL dated LOCAL NWI DATE
❑ FEMA/FIRM maps:
FEMA NFHL LABEL dated FEMA NFHL DATE
ENG FORM 6249,NOV 2023 Page 2 of 3

100-year Floodplain Elevation is: ELEVATION.(National Geodectic Vertical Datum of 1929)
❑ Photographs: ❑ Aerial(Name&Date):
or ❑ Other(Name&Date):
❑ Previous determination(s). File no.and date of response letter:
PREVIOUS DETERMINATION LABEL dated PREVIOUS DETERMINATION DATE
❑ Other information(please specify):
OTHER INFORMATION LABEL dated OTHER INFORMATION DATE
IMPORTANT NOTE:The information recorded on this form has not necessarily been verified by the USACE and should not be relied upon
for later jurisdictional determinations.
Name of Regulatory Staff Member Completing PJD Date Signature of Regulatory Staff Member Completing PJD
Emily Greer 2/13/2024
Digitally signed by Emily Greer
Emily Greer Date
e: 024.02.13 18:13:23
Name of Person Requesting PJD Date Signature of Person Requesting PJD(REQUIRED,unless
obtaining the Signature is Impracticable
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the established time frame,the
district may presume concurrence and no additional follow up is necessary prior to finalizing an action.
ENG FORM 6249, NOV 2023 Page 3 of 3

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Scott Stearns, Jones Homes USA File Number: SAW-2023-02303 Date: 2/13/2024
Attached is: See Section below
❑ INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission) A
❑ PROFFERED PERMIT (Standard Permit or Letter of permission) B
h C❑ PERMIT DENIAL WITHOUT PREJUDICE
❑ PERMIT DENIAL WITH PREJUDICE D
❑ APPROVED JURISDICTIONAL DETERMINATION E
❑x PRELIMINARY JURISDICTIONAL DETERMINATION F
SECTION I
The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at https://www.usace.army.mil/Missions/Civil-Works/Regulatory-
Program-and-Permits/appeals/ or Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the
district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the
LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP
means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its
terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein,
you may request that the permit be modified accordingly. You must complete Section II of this form and
return the form to the district engineer. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to
address some of your objections, or (c) not modify the permit having determined that the permit should
be issued as previously written. After evaluating your objections, the district engineer will send you a
proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the
district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the
LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP
means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its
terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and
conditions therein, you may appeal the declined permit under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This
form must be received by the division engineer within 60 days of the date of this notice.
-1-

C. PERMIT DENIAL WITHOUT PREJUDICE: Not appealable
You received a permit denial without prejudice because a required Federal, state, and/or local authorization
and/or certification has been denied for activities which also require a Department of the Army permit before
final action has been taken on the Army permit application. The permit denial without prejudice is not
appealable. There is no prejudice to the right of the applicant to reinstate processing of the Army permit
application if subsequent approval is received from the appropriate Federal, state, and/or local agency on a
previously denied authorization and/or certification.
D: PERMIT DENIAL WITH PREJUDICE: You may appeal the permit denial
You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received
by the division engineer within 60 days of the date of this notice.
E: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information for reconsideration
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps
within 60 days of the date of this notice means that you accept the approved JD in its entirety and waive
all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of
Engineers Administrative Appeal Process by completing Section II of this form and sending the form to
the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
• RECONSIDERATION: You may request that the district engineer reconsider the approved JD by
submitting new information or data to the district engineer within 60 days of the date of this notice. The
district will determine whether the information submitted qualifies as new information or data that justifies
reconsideration of the approved JD. A reconsideration request does not initiate the appeal process. You
may submit a request for appeal to the division engineer to preserve your appeal rights while the district
is determining whether the submitted information qualifies for a reconsideration.
F: PRELIMINARY JURISDICTIONAL DETERMINATION: Not appealable
You do not need to respond to the Corps regarding the preliminary JD. The Preliminary JD is not
appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the
Corps district for further instruction. Also, you may provide new information for further consideration by the
Corps to reevaluate the JD.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
-2-

If you have questions regarding this decision you If you have questions regarding the appeal process, or
may contact: to submit your request for appeal, you may contact:
District Engineer, Wilmington Regulatory Division Krista Sabin
Attn: Emily Greer Regulatory Administrative Appeal Review Officer
U.S. Army Corps of Engineers U.S. Army Corps of Engineers
Wilmington District South Atlantic Division
8430 University Executive Park Drive Suite 615 60 Forsyth Street, Room 10M15
Charlotte, North Carolina 28262 Atlanta, Georgia 30303-8801
Phone: [phone]
Email: [e-mail]
SECTION II — REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. Use additional pages as necessary. You
may attach additional information to this form to clarify where your reasons or objections are addressed in
the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the
Corps may add new information or analyses to the record. However, you may provide additional information
to clarify the location of information that is already in the administrative record.
-3-

RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal
process. You will be provided a 15-day notice of any site investigation and will have the opportunity to
participate in all site investigations.
Date:
Signature of appellant or agent.
Email address of appellant and/or agent: Telephone number:
-4-

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