SW3211201_Design Calculations_20211206

Engineering Project Report
for
Hemby Place Subdivision
City of Weddington, North Carolina
Date: October 27th, 2021
Client:
Toll Brothers
14529 Grand Palisades Pkwy.
Charlotte, North Carolina 28278
Engineer:
4=0 R. Joe Harris & Associates, Inc.
Engineering • Surveying • Phuuimg • Managunfent
1186 STONECREST BOULVARD, SUITE 101
TEGA CAY, SC 29708
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- Report -
Submittal to City of Weddington

Hemby Place
Engineering Project Report
SECTION I: Project Summary
• Project Summary
SECTION II: Project Information
• Vicinity Map
• Soil Classification Map
• USGS Topographic Map
• FEMA Map
• Rainfall Data
SECTION III: Storm Drain Calculations
• Storm System 100, 200, & 300
o Plan View
o Pipe Design —10-year Storm Event
o Inlet Spread — 1-year Storm Event
o Drop Inlet — 25-year Analysis
o Rip -Rap Apron Calculation
• Storm System 400
o Plan View
o Pipe Design —10-year Storm Event
o Inlet Spread — 1-year Storm Event
o Drop Inlet — 25-year Analysis
SECTION IV: Erosion & Sediment Control
• Initial Phase Erosion Control Basins Calculations
o EC Sediment Basin #1
o Temporary Skimmer Basin #1
o Temporary Skimmer Basin #2
o Temporary Ditch Calcs
• Final Phase Erosion Control Basin Calculation
o EC Sediment Basin #1
SECTION V: Pre & Post Analysis
• Pre & Post -Development Summary
• Pre & Post -Development Curve Numbers
• Pre & Post -Development Time of Concentrations
• 1, 2, 10, 25, 50, 100-year Storm Event Hydrograph Analysis
Table of Contents

Hemby Place
Engineering Project Report
SECTION VI: BMP Analysis
• Wet Pond 100
o BMP Curve Number Calculations
o Water Quality Calculations
o Hydrograph Analysis
SECTION VIL• Appendix A
Table of Contents
• Pre -Development Drainage Area Map (Included in Construction Plans)
• Post -Development Drainage Area Map (Included in Construction Plans)
• Storm Drainage Area Map (Included in Construction Plans)

Hemby Place
Engineering Project Report
Project Summary
Section 1: Project Summary

Hemby Place
Engineering Project Report
A. PROJECT DESCRIPTION
Project Summary
The Hemby Place Subdivision is located at the intersection of Hemby Road and Providence Road in
Weddington, NC 28104. The site resides on Parcels 6147009, 6147010, 6147011 consisting of
approximately 43.82 acres, and will include the development of 35 single family residential lots. The site
consists primarily of farming/cultivated land.
The predominant soil types within the proposed limits of construction are Cecil gravelly sandy clay loam,
2 to 8 percent slopes (CeB2), and Cecil gravelly sandy clay loam, 8 to 15 percent slopes (CeC2) (as taken
from the Web Soil Survey 2.1 - National Cooperative Soil Survey by NRCS). CeB2 and CeC2 are classified
as Hydraulic Soil Group B.
The site disturbance will encompass roughly 25.58 acres. The site will encounter two phases of erosion
and sediment control management, beginning with an initial phase. The initial phase will consist of the
initial clearing, grading and infrastructure placement. The last phase (stabilization or final phase) will
include paving and stabilization of the site. Given the moderate amount of grading work that will take
place, the majority of the erosion control is best managed through the use of two temporary skimmer
basins, a sediment basin, and temporary diversion ditches to help channel flow to the basins. Accessory
features such as inlet protection, silt fence, and concentration outlets will also be used to assist with
bypass areas and smaller areas of concentrated flow. One (1) sediment basin and two (2) temporary
skimmer basins have been specified for the initial phase erosion control. As grading work begins and the
storm drainage systems are installed, the sediment basin will need to be re -graded to final size in
compliance with final grades. After all work has been completed and the drainage areas are stabilized;
the temporary skimmer basins will be filled in and brought to final grade and remaining sediment basins
converted into one permanent BMP wet pond.
B. STORMWATER MANAGEMENT
Pre and Post Development runoff summaries can be found in Section V of this project report and in
summary, the results are as follows for the 1, 2, 10, 25, 50, & 100-Year Storm Events:
Description: Area (Ac.) 1-Yr (cfs) 2-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Pre -Development Runoff Area 1
54.15
5.59
15.64
58.69
92.45
121.58
153.88
Post Development Runoff Area 1
62.20
3.80
11.10
51.56
81.96
107.31
134.96
Pre -Development Runoff Area 2
3.68
0.79
1.82
5.76
8.65
11.12
13.85
Post Development Runoff Area 2
1.72
0.49
1.13
3.44
5.13
6.56
8.12
Pre -Development Runoff Area 3
8.36
0.91
2.71
10.56
16.67
21.93
27.77
Post Development Runoff Area 3
3.59
1.17
2.58
7.53
11.09
14.12
17.42
Pre -Development Runoff Area 4
1.58
0.18
0.53
2.03
3.19
4.18
5.29
Post Development Runoff Area 4
0.40
0.08
0.23
0.81
1.23
1.60
2.00

Hemby Place
Engineering Project Report
C. WATER QUALITY
Project Summary
This site has four (4) locations for points of discharge collected from the four (4) main drainage areas.
Drainage Area #1 is the largest drainage area and discharges into an existing stream located on the east
side of the property. Drainage area #1 contains a permanent wet pond BMP, and a bypass drainage
area. Drainage Area #2 has a discharge location on the southern side of the site, and simply flows off site
towards a small pond south of the property. Drainage Area #3 discharges into two existing storm
systems located at the west and northwest of the site. Drainage Area #4 is a small drainage area, and
has a discharge point located in the north part of the site, and discharges onto an adjacent property.
Drainage area #4 is much smaller in the post -development stage of the project, and has less runoff than
the pre -development drainage area. A pre vs. post analysis was conducted to ensure that the flow of
discharge for the 1-yr, 2-yr, 10-yr, 25-yr, 50-yr, and 100-yr 24-hr storm events did not exceed that of the
pre -condition. The wet pond has been designed to maintain at least six (6) inches of freeboard with
respect to the top of berm for the 100-YR, 24-hr storm event. The calculations for the water quality have
been provided in Section VI of this report.
D. STORM DRAINAGE SYSTEM
For the analysis of Storm Systems 100 - 400, RJH Engineering utilized field run topography and proposed
road grading to evaluate all of the storm drain systems. The analysis was conducted to verify that these
drainage systems would not surcharge or be beyond capacity due to the storm water runoff for the 10-
year, 24-hour rainfall intensity. All of the street catch basins were evaluated for inlet spread using the 1-
year, 24-hour rainfall intensity. Street catch basins evaluated with the collection of 100% impervious
area located within the right of way and 50% of the pad impervious area. Both systems function within
the design parameters set forth by the City of Weddington, North Carolina, and NCDOT for both pipe
design and inlet spread capacity. Yard inlets were modeled for inlet spread using the 25-year storm.
The complete system has been fitted with a properly sized rip -rap apron at the outfall for energy
dissipation. All of the proposed storm drain profiles have been designed to limit the hydraulic gradient
line (HGL) to no closer than 0.5' below the weir/rim elevation.
End Report

Secrest Commons (Tract 2)
Engineering Project Report
Section 2: Project Information
Overall Project Information

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Hydrologic Soil Group —Union County, North Carolina
WSS - Hemby Place
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
Cecil gravelly sandy clay
B
27.7
64.1 %
loam, 2 to 8 percent
slopes, moderately
eroded
CeC2
Cecil gravelly sandy clay
B
15.5
35.9%
loam, 8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest
43.2
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 7/20/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
WSS - Hemby Place
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 7/20/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

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Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Union County, North Carolina
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Hydrologic Soil Group —Union County, North Carolina
WSS - Hemby Place (Offsite)
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
Cecil gravelly sandy clay
B
35.7
80.9%
loam, 2 to 8 percent
slopes, moderately
eroded
CeC2
Cecil gravelly sandy clay
B
8.4
19.1 %
loam, 8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest
44.1
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 7/21/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
WSS - Hemby Place (Offsite)
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 7/21/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

PATMENT OF THE INT
`i US GS
U.S. DEU SRGEOLOGICAL SURV YERIOR
science for a changing world
-80.8750"
35.1250 ° 512000m E 13 14
3886000m N
85
84
83
82
m
tt
79
78
77
76
75
74
35.0000' 12
-80.8750'
13
14
The National Map
WEDDINGTON QUADRANGLE
USI I NORTH CAROLINA - SOUTH CAROLINA
Topo 7.5-MINUTE SERIES
-80.7500'
15 16 17 18 19 20 21 22 35.1250 °
15
16
17
18
19
FA
Produced by the United States Geological Survey
*
SCALE 1:24 000
MN
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1
0.5 0 KILOMETERS 1 2
NORTH
1 000-meter grid:Universal Transverse Mercator, Zone 17S
N
AROLINA
7050'
1000
500 0 METERS 1000 2000
This map is not a legal document. Boundaries may be
generalized for this map scale. Private lands within government
139 MILS
1
o°s
0.5 0 1
reservations may not be shown. Obtain permission before
2 MILS
MILES
entering private lands.
1000 0
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
QUADRANGLE LOCATION
Imagery .....................................................NAIP, May 2015
- November
2016
FEET
Roads ......................................... U.S. Census Bureau,
2016 -
2017
Names............................................................................GNIS,
1980
- 2018
UTM GRID AND 2019 MAGNETIC NORTH
1 Charlotte West
Hydrography...............................National Hydrography
Dataset,
2003
DECLINATION AT CENTER OF SHEET
1
2
3
2 Charlotte East
Contours ....................... National Elevation Dataset, 2008 -
2013
U.S. National Grid
CONTOUR INTERVAL 10 FEET
3 Mint Hill
Boundaries ..............Multiple sources; see metadata file
2017 -
2018
NORTH AMERICAN VERTICAL DATUM OF 1988
4 Fort Mill
100,000 - m Square ID
4
5
5 Matthews
Wetlands.................FWS National Wetlands Inventory
1983 -
1989
This map was produced to conform with the
6 Rock Hill East
NU
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.18
6
7
8
7 Catawba NE
8 Waxhaw
Grid Zone Designation
ADJOINING QUADRANGLES
17S
21
522000mE
85
84
83
82
81
79
78
77
76
75
3874000m N
35.0000'
-80.7500'
ROAD CLASSIFICATION
N
Expressway Local Connector
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(0
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WEDDINGTON, NC, SIC
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NOAA Atlas 14, Volume 2, Version 3
1' Location name: Weddington, North Carolina, USA*
Latitude: 35.0299*, Longitude:-80.7608'.
Elevation: 681.35 ft**
*source: ESRI Maps "
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
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
0.415
0.491
0.570
0.627
0.693
0.739
0.780
0.818
0.860
0.889
5-min
(0.383-0.451)
(0.452-0.534)
(0.524-0.620)
(0.575-0.681)
(0.633-0.751)
(0.672-0.800)
(0.706-0.845)
(0.736-0.886)
(0.766-0.933)
(0.787-0.967)
0.664
0.785
0.912
1.00
1.11
1.18
1.24
1.30
1.36
1.40
10-min
(0.612-0.720)
(0.722-0.854)
(0.838-0.993)
(0.920-1.09)
(1.01-1.20)
1 (1.07-1.27)
1 (1.12-1.34)
1 (1.17-1.40)
1 (1.21-1.48)
1 (1.24-1.52)
0.830
0.987
1.15
1.27
1.40
1.49
1.57
1.64
1.71
1.76
15-min
(0.765-0.900)
(0.908-1.07) 1
1 (1.28-1.52)
(1.35-1.61)
1 (1.42-1.70)
1 (1.47-1.77)
1 (1.53-1.86)
1 (1.56-1.91)
1.14
1.36
1.64
1.84
2.07
2.24
2.40
2.55
2.72
2.85
30-min
(1.05-1.23)
(1.25-1.48)
(1.51-1.78)
(1.69-2.00)
(1.90-2.25)
(2.04-2.43)
(2.17-2.60)
(2.29-2.76)
(2.43-2.96)
(2.52-3.10)
1.42
1.71
2.10
2.40
2.76
3.04
3.31
3.57
3.91
4.16
60-min
(1.31-1.54)
(1.57-1.86)
(1.93-2.29)
(2.20-2.60)
(2.52-2.99)
(2.76-3.29)
(2.99-3.58)
(3.21-3.87)
(3.48-4.24)
(3.68-4.52)
1.64
1.99
2.46
2.82
3.29
3.65
4.01
4.36
4.83
5.19
2-hr
(1.51-1.80)
(1.82-2.18)
(2.25-2.69)
(2.57-3.09)
(2.99-3.59)
(3.30-3.98)
(3.60-4.37)
(3.89-4.75)
(4.26-5.27)
(4.54-5.66)
1.75
2.11
2.63
3.03
3.57
4.01
4.44
4.89
5.51
5.99
3-hr
(1.60-1.92)
(1.93-2.32)1
(2.40-2.88) 11
(2.76-3.32) 11
(3.24-3.91)
1 (3.61-4.37)
1 (3.97-4.84)
1 (4.34-5.33)
1 (4.82-6.01)
1 (5.19-6.55)
2.10
2.53
3.15
3.65
4.32
4.86
5.41
5.97
6.76
7.38
6-hr
(1.92-2.30) 11
(2.32-2.77)
1 (3.33-3.99) 11
(3.92-4.71)
1 (4.38-5.29)
1 (4.84-5.88)
1 (5.30-6.50)
1 (5.91-7.35)
1 (6.38-8.03)
2.48
2.99
3.75
4.36
5.20
5.88
6.59
7.34
8.38
9.23
12-hr
(2.28-2.72) 11
(2.75-3.29) 1
1 (3.98-4.77) 11
(4.71-5.68)
1 (5.29-6.41)
1 (5.87-7.1 7)
1 (6.46-7.97)
1 (7.27-9.10)
1 (7.90-10.0)
2.93
3.53
4.43
5.14
6.13
6.92
7Y4
8.59
9.77
10.7
24-hr
(2.71-3.16)
(3.27-3.82) 11
(4.10-4.79) 11
(4.76-5.57) 11
(5.64-6.63)
1 (6.35-7.48)
1 (7.08-8.37)
1 (7.83-9.30)
1 (8.85-10.6)
1 (9.67-11.6)
3.44
4.14
5.17
5.98
7.10
7.99
8.91
9.87
11.2
12.3
2-day
(3.19-3.72)
1 (5.52-6.48) 11
(6.54-7.68)
1 (7.33-8.65)
1 (8.15-9.66)
1 (8.99-10.7)
1 (10.1-12.2)
1 (11.0-13.4)
3.65
4.39
5.44
6.28
7.43
8.36
9.31
10.3
11.7
12.8
3-day
(3.39-3.94) 11
(4.08-4.74) 11
(5.05-5.88) 11
(5.81-6.78) 11
(6.85-8.03)
1 (7.68-9.03)
1 (8.53-10.1)
1 (9.40-11.2)
1 (10.6-12.7)
1 (11.5-13.9)
3.86
4.63
5.71
6.58
7.77
8.72
9.70
10.7
12.2
13.3
4-day
(3.59-4.16) 11
(4.31-4.99) 1
1 (6.09-7.09) 11
(7.17-8.38)
1 (8.03-9.41)
1 (8.91-10.5)
1 (9.81-11.6)
1 (11.1-13.2)
1 (12.1-14.4)
4.47
5.33
6.49
7.42
8.71
9.74
10.8
11.9
13.4
14.6
7-day
(4.18-4.79)
(4.99-5.71) 11
(6.07-6.96) 1
1 (8.09-9.33)
1 (9.02-10.4)
1 (9.97-11.6)
1 (10.9-12.8)
1 (12.3-14.4)
1 (13.4-15.8)
5.11
6.08
7.32
8.29
9.60
10.6
11.7
12.8
14.2
15.4
10-day
(4.79-5.46)
(5.69-6.50) 1
1 (7.74-8.86) 11
(8.94-10.3)
1 (9.89-11.4)
1 (10.8-12.5)
1 (11.8-13.7)
1 (13.1-15.3)
1 (14.1-16.6)
6.83
8.06
9.52
10.7
12.2
13.5
14.7
15.9
17.6
19.0
20-day
(6.43-7.27) 11
(7.59-8.58) 11
(8.95-10.1) 11
(10.0-11.4) 11
(11.5-13.0)
(12.6-14.3)
(13.7-15.7)
(14.8-17.0)
(16.3-18.9)
(17.5-20.3)
8.38
9.85
11.5
12.7
14.4
15.6
16.9
18.2
19.8
21.1
30-day
(7.91-8.89) 11
(9.31-10.5) 1
1 (13.5-15.2)
(14.7-16.6)
1 (15.8-18.0)
1 (17.0-19.3)
1 (18.5-21.1)
1 (19.6-22.6)
10.5
12.4
14.1
15.5
17.3
18.6
19.9
21.2
22.9
24.2
45-day
(10.0-11.1) 1
(16.4-18.1)
(17.6-19.6)
(18.8-21.0)
(20.0-22.4)
(21.5-24.2)
(22.6-25.6)
12.5
14.6
16.5
18.0
20.0
21.4
22.8
24.1
25.9
27.2
60-day
(12.0-13.1)
(14.0-15.3)
(15.8-17.3)
(17.2-18.9)
(19.0-20.9)
(20.3-22.4)
(21.6-23.9)
(22.8-25.3)
(24.4-27.2)
(25.6-28.6)
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

IIIIIIIIIIIIIIN:1]
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Latitude: 35.0299', Longitude:-80-7608'
V I'. I I I I I I I I I I I I I I I
---------------------
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NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Tue Aug 3 21:44:15 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
enle l
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2
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100
200
500
1000
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— 3-x —
30-day
— 6fir —
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer

Hemby Place
Engineering Project Report
Section 3: Storm Drain Calculations
Storm Drain Calculations

Hemby Place
Engineering Project Report
Section 3: Storm Drain Calculations
Storm System 100, 200, & 300 Analysis

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Hemby Place
Engineering Project Report
Section 3: Storm Drain Calculations
Storm System 400 Analysis

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Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Erosion Control Calculations

Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Initial Phase Erosion Control Basin Calculations

Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Initial Sediment Basin #1

Hemby Place
Weddington, North Carolina
Project Number: 4727
10/20/21
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #1
Recommended Runoff Coefficient Values Used From Char-Meck Storm Water Design Manual
Total Drainage Area = 13.64 ac.
Paved Roads/Sidewalk/Stractures 0.00 ac.
C = 0.95
Wooded Area 0.00 ac.
C = 0.25
Lawns
C = 0.3
0.00 ac.
Newly Graded 13.64 ac.
C= 0.6
Composite C 0.600

PROJECT NAME: Hemby Place
PROJECT #: 4727
DESCRIPTION: Initial Sediment Basin #1
POND STORAGE VOLUME:
DATE: 20-Oct-21
DESIGNER: B.N.
ENGINEER: C.R.B.
DESC.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Bottom
682.00
5,908
0.0
0
684.00
27,793
2.0
31,010
31,010
686.00
37,984
4.0
65,512
96,522
688.00
43,054
6.0
80,985
177,507
Riser Weir
690.00
48,343
8.0
91,346
268,852
691.00
51,096
9.0
49,713
318,565
Top
692.00
53,849
10.0
52,466
371,031
Type of Basin:
Drainage Area:
Denuded Area:
Req. Volume:
Provided Volume:
Spillway Length:
Top of Basin/Berm:
Spillway Elevation:
Riser Weir Elevation
Cleanout Elevation:
Bottom of Basin:
"C" Value:
Q2=(13.64Ac.)(3.64 in/hr)(0.6)
Q2= 29.79 cfs
Q10=(13.64Ac.)(5.33 in/hr)(0.6)
Q10= 43.62 cfs
SA = (Q10)*(435)
SA= 18,975 sq.ft.
SA @ Design storage at Weir ---
Sediment Basin #1
13.64 Acres
13.64 Acres
24,552 Cubic Feet
268,852 Cubic Feet (@ Weir) OK
20 Feet
692.00
Riser:
4' x 4' I.D. Precast Concrete
N/A
Barrel:
42" 96.2 LF RCP @ 0.50%
690.00
Inv In:
678.48
683.50
Inv Out:
678.00
682.00
0.600
43,054 sq.ft.
SA Design Storage greater than SA required Storage
*Baffles required in basin.
*Skimmers are required in basin
OK

PROJECT: Hemby Place DATE: 20-Oct-21
PROJECT REF: Project Number: 4727 DESIGNER: B.N.
DESCRIPTION: Initial Sediment Basin 41 ENGINEER: C.R.B.
Initial Sediment Basin #1
Reuired Volume ft3
Required Surface Area ft2 Values from RJHA Sediment Basin Worksheet
Required Volume to Dewater within 2-5 days.
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
-Skimmer Size (inches)
0.333 Head on Skimmer (feet)
-Orifice Size (1/4 inch increments)
4.60 Dewatering Time (days)
Flow Through Skimmer
q = 5332.05 ft /day
q = 0.06 ft3/sec
q = 0.06 ft3/sec
Standard SCH 40 PVC Pipe Sizes (Inches)
0.50 Orifice Size Shall
0.75 Be Equal to One
1.00 Of These Sizes
1.25
1.50
2.00
2.50
3.00
4.00
5.00
6.00
Skimmer Size
Head on Orifice
Inches
feet
1.5
0.125
2
0.167
2.5
0.208
31
0.25
4
0.333
5
0.333
6
0.417
8
0.5
Skimmer Sizes as Manufactured
by Faircloth (Standard Sizes)
Skimmer size should be a min. 1-pipe
size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)

Project Name:
Ballast Pad Design Sediment Basin #1
RJH Ref #4727
Riser Size (5ft x 5ft O.D.):
Riser Size (4ft x 4ft I.D.):
Barrel Size:
Top of Basin:
Bottom of Basin:
Riser Weir:
Top of Riser Weir:
Bottom of Riser Structure:
Spillway Height from top of Basin:
Assumptions
' Water buoyancy in affect until bottom of the basin structure.
' Unit weight of concrete at 150 IMP
Hemby Place
0 ft. Spillway Height
25 ft' 692 ft. Spillway Elev.
16 ft' 690 ft. Riser Weir
42 in t(,5"x 5' O.D.):
692 ft.
682 ft.
690 ft. 13 ft.
690 ft.
678 ft.
0 ft.
682 ft. Bottom of Basin
Bottom of Riser Structure
Uplift at Peak Elevation:
Ballast Pad
Peak Elevation =690 ft. - 678 ft.
10.5' x 10.5' x 2.5'
Peak Elevation = 12ft.
Uplift Force= (62.4 Ib/ft3)(13 ft.)(25ft2)
Uplift Force= 20280 lb
Volume of Concrete Required to Stabilize Riser:
20280 Ibs X 1/150 Ibs/ft'=
135.2
ft'
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(5'x5'x13ft.)-(4'x4'x{13ft.-0.5ft.)})]x1501bs/ft3=
17400
lb
'6" topper included in precast riser
Volume of Concrete Within Riser:
17400 Ibs X 1/150 Ibs/ft'=
116.00
ft'
51 in.O.D. RCP X 6in.
-7.09
ft'
Barrel O.D.
N/A
ft'
6" DIA x6"
-0.10
ft'
Orifice
Total volume of concrete in riser =
108.81
ft'
692 ft. Top of Basin
Stone Bedding 42 in. RCP
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
10.5' x 10.5' x 2.5' 275.625 ft'
Weight of Concrete Within Ballast Pad:
275.625ft' x 150 IMP = 41343.8 lb
Buoyancy of Ballast Pad :
62.4 IMP x 98 ft' = 17199 lb 'Assume ballast pad has buoyance neglecting soil embedment
Total Weight of Concrete in Riser Incld. Ballast = 57665 lb = (108.81ft' + 275.625ft3) x 150 IMP
Total Weight Required to Prevent Uplift = 37479.0 lb = (202801b + 171991b)
Factor of safety = 1.54
10 ft.

Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Initial Skimmer Basin #1

Hemby Place
Weddington, North Carolina
Project Number: 4727
08/04/21
Rational "C" Values
24 Hour Storm Event
Initial Skimmer Basin 1
Recommended Runoff Coefficient Values Used From Char-Meck Storm Water Design Manual
Total Drainage Area = 4.53 ac.
Paved Roads/Sidewalk/Stractures 0.00 ac.
C = 0.95
Wooded Area 0.00 ac.
C = 0.25
Lawns
C = 0.3
0.00 ac.
Newly Graded 4.53 ac.
C= 0.45
Composite C 0.450

PROJECT: Hemby Place
PROJECT #: 4727
DESCRIPTION: Initial Skimmer Basin 1
POND STORAGE VOLUME:
DATE: 4-Aug-21
DESIGNER: B.N.
ENGINEER: C.R.B
DESC.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Bottom
698.00
12,087
0.0
0
699.00
13,750
1.0
12,909
12,909
700.00
15,469
2.0
14,601
27,510
Spillway
701.00
17,244
3.0
16,348
43,858
Top
702.00
19,071
4.0
18,150
62,008
Type of Basin:
Drainage Area:
Denuded Area:
Req. Volume:
Provided Volume:
Spillway Length:
Top of Basin/Berm:
Spillway Elevation:
Cleanout Elevation:
Bottom of Basin:
"C" Value:
Q2=(4.53Ac.)(5.33 in/hr)(0.45)
Q2= 10.87 cfs
Q10=(4.53Ac.)(6.92 in/hr)(0.45)
Q10= 14.11 cfs
SA = (Q10)*(325)
SA= 4,585 sq.ft.
SA @ Design storage at Weir ---
Skimmer Basin
4.53 Acres
4.53 Acres
8,154 Cubic Feet
62,008 Cubic Feet (@ Weir)
10 Feet
OK
702.00
701.00 Barrel: 4" 54.9 LF HDPE @ 3.64%
Inv In: 698.00
699.50 Inv Out: 696.00
698.00
0.450
19,071 sq.ft.
SA Design Storage greater than SA required Storage
*Baffles required in basin.
*Skimmers are required in basin

PROJECT: Hemby Place DATE: 4-Aug-21
PROJECT REF: Project Number: 4727 DESIGNER: B.N.
DESCRIPTION: Initial Skimmer Basin 1 ENGINEER: C.R.B
Initial Skimmer Basin 1
Required Volume ft3
Required Surface Area ft2 Values from RJHA Sediment Basin Worksheet
Required Volume to Dewater within 2-5 days.
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1.5 Orifice Size (1/4 inch increments)
3.44 Dewatering Time (days)
Flow Through Skimmer
q = 2370.42 ft /day
q = 0.03 ft3/sec
q = 0.03 ft3/sec
Standard SCH 40 PVC Pipe Sizes (Inches)
0.50 Orifice Size Shall
0.75 Be Equal to One
1.00 Of These Sizes
1.25
1.50
2.00
2.50
3.00
4.00
5.00
6.00
Skimmer Size
Head on Orifice
Inches
feet
1.5
0.125
2
0.167
2.5
0.208
31
0.25
4
0.333
5
0.333
6
0.417
8
0.5
Skimmer Sizes as Manufactured
by Faircloth (Standard Sizes)
Skimmer size should be a min. 1-pipe
size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)

Project Name: Hemby Place Date: 8/4/2021
Location: Weddington, NC By: B.N.
Description: Initial Skimmer Basin 1 - Riprap Discharge Apron
3 0
Runoff Discharge Information
Culler n . pQ La
haler ICUI
Q10 = 0.03 cfs
I rti�.5�
Pipe Dia. = 4 in. - - 1
Apron Sizing
Length = 10 ft.
Width = 10.33 ft.
3Do @ Pipe = 1 ft.
use 10' min.
Riprap Stone Sizing (00)
d50 Size (Avg) = 0.3 ft.
d50 Size (Max.)* 0.45 ft.
Min. Depth** = 15** in.
use 15" min.
* equal to L5*d50 average stone size
* * min. depth no less than 15"
NOTES:
q'� . . .. I..J:.J.... 1.. ' ..I ..
a�
�W I
o� Pp cn 1
�,m 3040
b ?'
I. f
9.
5 F6 2d yli F00 200 S:Yi
Discharge iftilsec)
1.0 Riprap aprons to be sized for 10-year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 3*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
***Barrel size from BMP calculations (worse Case) Riprap Q10 from Erosion Control CIA. (worse case)

Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Initial Skimmer Basin #2

Hemby Place
Weddington, North Carolina
Project Number: 4727
08/04/21
Rational "C" Values
24 Hour Storm Event
Initial Skimmer Basin 2
Recommended Runoff Coefficient Values Used From Char-Meck Storm Water Design Manual
Total Drainage Area = 1.58 ac.
Paved Roads/Sidewalk/Stractures 0.00 ac.
C = 0.95
Wooded Area 0.00 ac.
C = 0.25
Lawns
C = 0.3
0.00 ac.
Newly Graded 1.58 ac.
C= 0.45
Composite C 0.450

PROJECT: Hemby Place
PROJECT #: 4727
DESCRIPTION: Initial Skimmer Basin 2
POND STORAGE VOLUME:
DATE: 4-Aug-21
DESIGNER: B.N.
ENGINEER: C.R.B
DESC.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Bottom
674.00
2,794
0.0
0
675.00
3,708
1.0
3,240
3,240
676.00
4,729
2.0
4,208
7,448
Spillway
677.00
5,809
3.0
5,260
12,707
Top
678.00
6,945
4.0
6,368
19,076
Type of Basin:
Drainage Area:
Denuded Area:
Req. Volume:
Provided Volume:
Spillway Length:
Top of Basin/Berm;
Spillway Elevation:
Cleanout Elevation:
Bottom of Basin:
"C" Value:
Q2=(1.58Ac.)(5.33 in/hr)(0.45)
Q2= 3.79 cfs
Q10=(1.58Ac.)(6.92 in/hr)(0.45)
Q10= 4.92 cfs
SA = (Q10)*(325)
SA= 1,599 sq.ft.
SA @ Design storage at Weir ---
Skimmer Basin
1.58 Acres
1.58 Acres
2,844 Cubic Feet
19,076 Cubic Feet (@ Weir)
10 Feet
OK
678.00
677.00 Barrel: 4" 29 LF HDPE @ 6.9%
Inv In: 674.00
675.50 Inv Out: 672.00
674.00
0.450
6,945 sq.ft.
SA Design Storage greater than SA required Storage
*Baffles required in basin.
*Skimmers are required in basin

PROJECT: Hemby Place DATE: 4-Aug-21
PROJECT REF: Project Number: 4727 DESIGNER: B.N.
DESCRIPTION: Initial Skimmer Basin 2 ENGINEER: C.R.B
Initial Skimmer Basin 2
Required Volume ft3
Required Surface Area ft2 Values from RJHA Sediment Basin Worksheet
Required Volume to Dewater within 2-5 days.
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
-Skimmer Size (inches)
0.167 Head on Skimmer (feet)
-Orifice Size (1/4 inch increments)
3.01 Dewatering Time (days)
Flow Through Skimmer
q = 944.00 ft /day
q = 0.01 ft3/sec
q = 0.01 ft3/sec
Standard SCH 40 PVC Pipe Sizes (Inches)
0.50 Orifice Size Shall
0.75 Be Equal to One
1.00 Of These Sizes
1.25
1.50
2.00
2.50
3.00
4.00
5.00
6.00
Skimmer Size
Head on Orifice
Inches
feet
1.5
0.125
2
0.167
2.5
0.208
31
0.25
4
0.333
5
0.333
6
0.417
8
0.5
Skimmer Sizes as Manufactured
by Faircloth (Standard Sizes)
Skimmer size should be a min. 1-pipe
size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)

Project Name: Hemby Place Date: 8/4/2021
Location: Weddington, NC By: B.N.
Description: Initial Skimmer Basin 2 - Riprap Discharge Apron
3 a
Runoff Discharge Information
Out�e1
= oo La
P'PB
I51
Q10 =
0.01 cfs
d,amele+ ILb1
k
Pipe Dia. =
4 in.
n°1 P
Apron Sizing
x�
Length =
10 ft.
av --
Width =
10.33 ft.
3Do @ Pipe =
1 ft.
e
10'
=1
ter-
use min.
O •
Riprap Stone Sizing (00)
d50 Size (Avg) =
0.3 ft.
d50 Size (Max.)*
0.45 ft.
---------
.-..-._ - .... -.
Min. Depth** =
15** in.
use 15" min.
-
* equal to L5*d50 average stone
size
s 10 2.
* * min. depth no less than 15"
NOTES:
513
Uischarge (Olsec)
1.0 Riprap aprons to be sized for 10-year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 3*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
***Barrel size from BMP calculations (worse Case) Riprap Q10 from Erosion Control CIA. (worse case)
J 0
loan
E

Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Initial Phase Temporary Ditch Calculations

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch #1
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 702.91
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 20.90
Elev (ft) Section
705.00
704.50
704.00
703.50
703.00
702.50
702.00
Wednesday, Aug 4 2021
Highlighted
Depth (ft)
= 1.35
Q (cfs)
= 20.90
Area (sqft)
= 3.64
Velocity (ft/s)
= 5.73
Wetted Perim (ft)
= 6.04
Crit Depth, Yc (ft)
= 1.47
Top Width (ft)
= 5.40
EGL (ft)
= 1.86
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.09
1.59
1.09
0.59
-0.41
■rzz

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch 1 DA
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 3.570
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 5.08
Storm duration (hrs)
= 24.00
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 4 2021
= 20.90
= 1
= 86
= n/a
= 5
= Synthetic
= 484
Hydrograph Volume = 47,255 (cult); 1.085 (acft)
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 ' ' ' ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Time (hrs)
— Runoff Hyd - Qp = 20.90 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch #2
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 706.66
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 27.52
Elev (ft) Section
709.00
708.50
708.00
707.50
707.00
706.50
706.00
Wednesday, Aug 4 2021
Highlighted
Depth (ft)
= 1.50
Q (cfs)
= 27.52
Area (sqft)
= 4.50
Velocity (ft/s)
= 6.12
Wetted Perim (ft)
= 6.71
Crit Depth, Yc (ft)
= 1.64
Top Width (ft)
= 6.00
EGL (ft)
= 2.08
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.34
1.84
1.34
0.84
0.34
-0.16
■r.T_rN

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch 2 DA
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 4.700
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 5.08
Storm duration (hrs)
= 24.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 4 2021
= 27.52
= 1
= 86
= n/a
= 5
= Synthetic
= 484
Hydrograph Volume = 62,212 (cult); 1.428 (acft)
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1-• ' ' ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Time (hrs)
— Runoff Hyd - Qp = 27.52 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch #3
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 702.69
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.75
Elev (ft)
704.00
703.50
703.00
702.50
702.00
Section
Wednesday, Sep 8 2021
Highlighted
Depth (ft)
= 0.46
Q (cfs)
= 3.750
Area (sqft)
= 1.09
Velocity (ft/s)
= 3.43
Wetted Perim (ft)
= 3.91
Crit Depth, Yc (ft)
= 0.49
Top Width (ft)
= 3.76
EGL (ft)
= 0.64
0 1 2 3 4 5 6 7 8 9
Reach (ft)
Depth (ft)
1.31
0.81
0.31
-0.19

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch 3 DA
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.640
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 5.08
Storm duration (hrs)
= 24.00
Q (cfs)
4.00
3.00
rM
1.00
0.00 ' 1'
0.0 2.0 4.0 6.0 8.0
— Runoff Hyd - Qp = 3.75 (cfs)
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 4 2021
= 3.748
= 1
= 86
= n/a
= 5
= Synthetic
= 484
Hydrograph Volume = 8,471 (cult); 0.194 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
...,--- ' ' - ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Time (hrs)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch #4
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 702.56
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.64
Elev (ft) Section
704.00
703.50
703.00
702.50
702.00
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 8 2021
= 0.73
= 14.64
= 3.06
= 4.79
= 6.62
= 0.81
= 6.38
= 1.09
8 9 10 11 12
Depth (ft)
1.44
0.94
0.44
wow-,"-

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch 4 DA
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 2.500
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 5.08
Storm duration (hrs)
= 24.00
Q (cfs)
15.00
12.00
3.00
0.00 ' 1 1 1- 1
0.0 2.0 4.0 6.0 8.0
— Runoff Hyd - Qp = 14.64 (cfs)
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 4 2021
= 14.64
= 1
= 86
= n/a
= 5
= Synthetic
= 484
Hydrograph Volume = 33,092 (cult); 0.760 (acft)
Q (cfs)
15.00
12.00
. We
3.00
..r- ' ' ' - ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Time (hrs)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch #5
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 685.73
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.70
Elev (ft)
687.00
686.50
685.50
685.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 8 2021
= 0.34
= 1.700
= 0.57
= 2.98
= 2.52
= 0.36
= 2.36
= 0.48
0 1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
1.27
0.77
0.27
-0.23
-0.73

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Temp. Ditch 5 DA
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.290
Basin Slope (%)
= n/a
Tc method
= User
Total precip. (in)
= 5.08
Storm duration (hrs)
= 24.00
Q (cfs)
2.00
1.00
0.00
0.0 2.0 4.0 6.0 8.0
— Runoff Hyd - Qp = 1.70 (cfs)
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 4 2021
= 1.698
= 1
= 86
= n/a
= 5
= Synthetic
= 484
Hydrograph Volume = 3,839 (cult); 0.088 (acft)
Q (cfs)
2.00
1.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Time (hrs)

Hemby Place
Engineering Project Report
Section 4: Sediment & Erosion Control
Final Phase Erosion Control Basin Calculations

Hemby Place
Weddington, North Carolina
Project Number: 4727
10/27/21
Rational "C" Values
24 Hour Storm Event
Final Sediment Basin #1
Recommended Runoff Coefficient Values Used From Char-Meck Storm Water Design Manual
Total Drainage Area = 18.63 ac.
Paved Roads/Sidewalk/Stractures 6.98 ac.
C = 0.95
Wooded Area 0.00 ac.
C = 0.25
Lawns
C = 0.3
11.65 ac.
Newly Graded 0.00 ac.
C= 0.6
Composite C 0.544

PROJECT NAME: Hemby Place
PROJECT #: 4727
DESCRIPTION: Final Sediment Basin #1
POND STORAGE VOLUME:
DATE: 27-Oct-21
DESIGNER: B.N.
ENGINEER: C.R.B.
DESC.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Bottom
682.00
26,263
0.0
0
684.00
33,131
2.0
59,261
59,261
686.00
37,984
4.0
71,059
130,320
688.00
43,054
6.0
80,985
211,304
Riser Weir
690.00
48,343
8.0
91,346
302,650
691.00
51,082
9.0
49,706
352,356
Top
692.00
53,849
10.0
52,459
404,815
Type of Basin:
Drainage Area:
Denuded Area:
Req. Volume:
Provided Volume:
Spillway Length:
Top of Basin/Berm:
Spillway Elevation:
Riser Weir Elevation
Cleanout Elevation:
Bottom of Basin:
"C" Value:
Q2=(18.63Ac.)(3.64 in/hr)(0.544)
Q2= 36.86 cfs
Q10=(18.63Ac.)(5.33 in/hr)(0.544)
Q10= 53.97 cfs
SA = (Q10)*(435)
SA= 23,478 sq.ft.
SA @ Design storage at Weir ---
Sediment Basin #1
18.63 Acres
6.98 Acres
12,564 Cubic Feet
302,650 Cubic Feet (@ Weir) OK
0 Feet
692.00
Riser:
4' x 4' I.D. Precast Concrete
N/A
Barrel:
42" 96.2 LF RCP @ 0.50%
690.00
Inv In:
678.48
683.50
Inv Out:
678.00
682.00
0.544
43,054 sq.ft.
SA Design Storage greater than SA required Storage
*Baffles required in basin.
*Skimmers are required in basin
OK

PROJECT: Hemby Place DATE: 27-Oct-21
PROJECT REF: Project Number: 4727 DESIGNER: B.N.
DESCRIPTION: Final Sediment Basin 41 ENGINEER: C.R.B.
Final Sediment Basin #1
Reuired Volume ft3
Required Surface Area ft2 Values from RJHA Sediment Basin Worksheet
Required Volume to Dewater within 2-5 days.
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
-Skimmer Size (inches)
0.333 Head on Skimmer (feet)
-Orifice Size (1/4 inch increments)
2.36 Dewatering Time (days)
Flow Through Skimmer
q = 5332.05 ft /day
q = 0.06 ft3/sec
q = 0.06 ft3/sec
Standard SCH 40 PVC Pipe Sizes (Inches)
0.50 Orifice Size Shall
0.75 Be Equal to One
1.00 Of These Sizes
1.25
1.50
2.00
2.50
3.00
4.00
5.00
6.00
Skimmer Size
Head on Orifice
Inches
feet
1.5
0.125
2
0.167
2.5
0.208
31
0.25
4
0.333
5
0.333
6
0.417
8
0.5
Skimmer Sizes as Manufactured
by Faircloth (Standard Sizes)
Skimmer size should be a min. 1-pipe
size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)

Project Name:
Ballast Pad Design Sediment Basin #1
RJH Ref #4727
Riser Size (5ft x 5ft O.D.):
Riser Size (4ft x 4ft I.D.):
Barrel Size:
Top of Basin:
Bottom of Basin:
Riser Weir:
Top of Riser Weir:
Bottom of Riser Structure:
Spillway Height from top of Basin:
Assumptions
' Water buoyancy in affect until bottom of the basin structure.
' Unit weight of concrete at 150 IMP
Hemby Place
0 ft. Spillway Height
25 ft' 692 ft. Spillway Elev.
16 ft' 690 ft. Riser Weir
42 in t(,5"x 5' O.D.):
692 ft.
682 ft.
690 ft. 13 ft.
690 ft.
678 ft.
0 ft.
682 ft. Bottom of Basin
Bottom of Riser Structure
Uplift at Peak Elevation:
Ballast Pad
Peak Elevation =690 ft. - 678 ft.
10.5' x 10.5' x 2.5'
Peak Elevation = 12ft.
Uplift Force= (62.4 Ib/ft3)(13 ft.)(25ft2)
Uplift Force= 20280 lb
Volume of Concrete Required to Stabilize Riser:
20280 Ibs X 1/150 Ibs/ft'=
135.2
ft'
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(5'x5'x13ft.)-(4'x4'x{13ft.-0.5ft.)})]x1501bs/ft3=
17400
lb
'6" topper included in precast riser
Volume of Concrete Within Riser:
17400 Ibs X 1/150 Ibs/ft'=
116.00
ft'
51 in.O.D. RCP X 6in.
-7.09
ft'
Barrel O.D.
N/A
ft'
6" DIA x6"
-0.10
ft'
Orifice
Total volume of concrete in riser =
108.81
ft'
692 ft. Top of Basin
Stone Bedding 42 in. RCP
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
10.5' x 10.5' x 2.5' 275.625 ft'
Weight of Concrete Within Ballast Pad:
275.625ft' x 150 IMP = 41343.8 lb
Buoyancy of Ballast Pad :
62.4 IMP x 98 ft' = 17199 lb 'Assume ballast pad has buoyance neglecting soil embedment
Total Weight of Concrete in Riser Incld. Ballast = 57665 lb = (108.81ft' + 275.625ft3) x 150 IMP
Total Weight Required to Prevent Uplift = 37479.0 lb = (202801b + 171991b)
Factor of safety = 1.54
10 ft.

Hemby Place
Engineering Project Report
Section 5: Pre & Post Analysis
Pre & Post -Development Summary

Hemby Place
Weddington, North Carolina
Project Number: 4727
October 22, 2021
DOWNSTREAM POINT OF ANALYSIS
Pre vs. Post Hvdroloav
Area
1 YR
2 YR
10 YR
25 YR
50 YR
100 YR
(acres)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
Pre -Development Flow (cfs)
Pre-DA #1
54.15
5.59
15.64
58.69
92.45
121.58
153.88
Pre-DA #2
3.68
0.79
1.82
5.76
8.65
11.12
13.85
Pre-DA #3
8.36
0.91
2.71
10.56
16.67
21.93
27.77
Pre-DA #4
1.58
0.18
0.53
2.03
3.19
4.18
5.29
Grand Total Area (acres)
67.77
Post -Development Flow (cfs)
Post BMP #1 Bypass
43.57
3.58
10.84
43.76
70.22
93.16
118.67
Wet Pond #1
18.63
0.395
1.33
8.11
11.85
14.24
16.38
Post-DA #1
62.20
3.80
11.10
51.56
81.96
107.31
134.96
Flow Delta (cfs)
-1.79
-4.54
-7.13
-10.49
-14.27
-18.92
Post-DA #2
1.72
0.49
1.13
3.44
5.13
6.56
8.12
Flow Delta (cfs)
-0.30
-0.69
-2.32
-3.52
-4.56
-5.73
Post-DA #3
3.59
1.17
2.58
7.53
11.09
14.12
17.42
Flow Delta (cfs)
0.26
-0.13
-3.03
-5.58
-7.81
-10.35
Post-DA #4
0.40
0.08
0.23
0.81
1.23
1.60
2.00
Flow Delta (cfs)
-0.10
-0.30
-1.22
-1.96
-2.58
-3.29
Grand Total Flow Delta (cfs)
-1.93
-5.66
-13.70
-21.55
-29.22
-38.29
Grand Total Area (acres)
67.91

Hemby Place
Engineering Project Report
Section 5: Pre & Post Analysis
Pre & Post -Development Curve Numbers

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Pre-1
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
15.4
939.4
CeB2
B
Gravel
85
0.66
56.1
CeB2
B
Paved Parking Lots, Roofs, Driveways
98
0.32
31.36
CeB2
B
Good (no grazing; brush covers ground)
55
17.99
989.45
CeC2
B
Good (no grazing; brush covers ground)
55
19.22
1057.1
CeB2
B
Poor (<50% ground cover or heavily grazed)
79
0.58
45.82
0
0
0
0
0
0
0
0
54.17 3119.23
total product 3119.23
CN (weighted) = total area 54.17 - 57.6

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Pre-2
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
0.74
45.14
CeB2
B
Fair (grazing but not burned; some brush
60
2.94
176.4
0
0
0
0
0
0
0
0
0
0
0
0
3.68 221.54
1.5 total product 224
CN (weighted) = total area 1.5 = 60.2

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Pre-3
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Gravel
85
0.25
21.25
CeB2
B
Good (no grazing; brush covers ground)
55
6.59
362.45
CeB2
B
Good (grass covers >75% of area)
61
1.52
92.72
0
0
0
0
0
0
0
0
0
0
0
8.36 476.42
total product 476.42
CN (weighted) = total area 8.36 - 57.0

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Pre-4
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
0.59
35.99
CeB2
B
Good (no grazing; brush covers ground)
55
0.99
54.45
0
0
0
0
0
0
0
0
0
0
0
0
1.58 90.44
total product 90.44
CN (weighted) = total area 1.58 57.2

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Post-1 BMP
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
11.19
682.59
CeB2
B
Paved Parking Lots, Roofs, Driveways
98
6.07
594.86
CeC2
B
Good (grass covers >75% of area)
61
0.49
29.89
CeC2
B
Paved Parking Lots, Roofs, Driveways
98
0.88
86.24
0
0
0
0
0
0
0
0
0
0
18.63 1393.58
total product 1393.58
CN (weighted) = total area 18.63 74.8

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Post-1 Bypass
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
8.24
502.64
CeB2
B
Paved Parking Lots, Roofs, Driveways
98
0.1
9.8
CeB2
B
Good (no grazing; brush covers ground)
55
17.13
942.15
CeC2
B
Paved Parking Lots, Roofs, Driveways
98
0.03
2.94
CeC2
B
Good (grass covers >75% of area)
61
2.61
159.21
CeC2
B
Good (no grazing; brush covers ground)
55
15.46
850.3
0
0
0
0
0
0
0
0
43.57 2467.04
total product 2467.04
CN (weighted) = total area 43.57 - 56.6

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Post-2
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
0.35
21.35
CeB2
B
Fair (grazing but not burned; some brush
60
1.37
82.2
0
0
0
0
0
0
0
0
0
0
0
0
1.72 103.55
CN (weighted) - total product _ 103.55 _ 60.2
total area 1.72

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Post-3
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
3.59
218.99
0
0
0
0
0
0
0
0
0
0
0
0
0
3.59 218.99
total product 218.99
CN (weighted) = total area 39 = 61.0

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Post-4
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
0.12
7.32
CeB2
B
Good (no grazing; brush covers ground)
55
0.28
15.4
0
0
0
0
0
0
0
0
0
0
0
0
0.4 22.72
total product 22.72
CN (weighted) _ _ = 56.8
total area 0.4

Hemby Place
Engineering Project Report
Section 5: Pre & Post Analysis
Pre & Post -Development Time of Concentrations

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pre DA1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 0.70
0.00
0.00
Travel Time (min)
= 14.06 +
0.00 +
0.00 =
14.06
Shallow Concentrated Flow
Flow length (ft)
= 1668.00
0.00
0.00
Watercourse slope (%)
= 4.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.35
0.00
0.00
Travel Time (min)
= 8.31 +
0.00 +
0.00 =
8.31
Channel Flow
X sectional flow area (sqft)
= 1000.00
0.00
0.00
Wetted perimeter (ft)
= 150.00
0.00
0.00
Channel slope (%)
= 1.70
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=13.85
0.00
0.00
Flow length (ft)
({0})1056.0
0.0
0.0
Travel Time (min)
= 1.27 +
0.00 +
0.00 =
1.27
Total Travel Time, Tc..............................................................................
23.64 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pre DA 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.90
0.00
0.00
Travel Time (min)
= 17.45 +
0.00 +
0.00 =
17.45
Shallow Concentrated Flow
Flow length (ft)
= 284.00
0.00
0.00
Watercourse slope (%)
= 2.90
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.75
0.00
0.00
Travel Time (min)
= 1.72 +
0.00 +
0.00 =
1.72
Channel Flow
X sectional flow area (sqft)
= 86.90
0.00
0.00
Wetted perimeter (ft)
= 32.00
0.00
0.00
Channel slope (%)
= 1.90
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=8.02
0.00
0.00
Flow length (ft)
({0})113.0
0.0
0.0
Travel Time (min)
= 0.23 +
0.00 +
0.00 =
0.23
Total Travel Time, Tc..............................................................................
19.40 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pre DA 3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 3.70
0.00
0.00
Travel Time (min)
= 15.83 +
0.00 +
0.00 =
15.83
Shallow Concentrated Flow
Flow length (ft)
= 462.00
0.00
0.00
Watercourse slope (%)
= 1.90
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.22
0.00
0.00
Travel Time (min)
= 3.46 +
0.00 +
0.00 =
3.46
Channel Flow
X sectional flow area (sqft)
= 2.25
0.00
0.00
Wetted perimeter (ft)
= 3.00
0.00
0.00
Channel slope (%)
= 1.50
0.00
0.00
Manning's n-value
= 0.026
0.015
0.015
Velocity (ft/s)
=5.79
0.00
0.00
Flow length (ft)
({0})250.0
0.0
0.0
Travel Time (min)
= 0.72 +
0.00 +
0.00 =
0.72
Total Travel Time, Tc..............................................................................
20.01 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 4
Pre DA 4
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 1.08
0.00
0.00
Travel Time (min)
= 17.21 +
0.00 +
0.00 =
17.21
Shallow Concentrated Flow
Flow length (ft)
= 192.00
0.00
0.00
Watercourse slope (%)
= 2.73
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.67
0.00
0.00
Travel Time (min)
= 1.20 +
0.00 +
0.00 =
1.20
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
= 0.015
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..............................................................................
18.40 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Post DA 1 Bypass
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 0.70
0.00
0.00
Travel Time (min)
= 14.06 +
0.00 +
0.00 =
14.06
Shallow Concentrated Flow
Flow length (ft)
= 1668.00
0.00
0.00
Watercourse slope (%)
= 4.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.35
0.00
0.00
Travel Time (min)
= 8.31 +
0.00 +
0.00 =
8.31
Channel Flow
X sectional flow area (sqft)
= 1000.00
0.00
0.00
Wetted perimeter (ft)
= 150.00
0.00
0.00
Channel slope (%)
= 1.70
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=13.85
0.00
0.00
Flow length (ft)
({0})1056.0
0.0
0.0
Travel Time (min)
= 1.27 +
0.00 +
0.00 =
1.27
Total Travel Time, Tc..............................................................................
23.60 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Post DA 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.10
0.00
0.00
Travel Time (min)
= 9.06 +
0.00 +
0.00 =
9.06
Shallow Concentrated Flow
Flow length (ft)
= 227.00
0.00
0.00
Watercourse slope (%)
= 3.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.79
0.00
0.00
Travel Time (min)
= 1.35 +
0.00 +
0.00 =
1.35
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
= 0.015
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..............................................................................
10.40 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Post DA 3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.78
0.00
0.00
Travel Time (min)
= 8.10 +
0.00 +
0.00 =
8.10
Shallow Concentrated Flow
Flow length (ft)
= 473.50
0.00
0.00
Watercourse slope (%)
= 2.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.70
0.00
0.00
Travel Time (min)
= 2.92 +
0.00 +
0.00 =
2.92
Channel Flow
X sectional flow area (sqft)
= 1.23
0.00
0.00
Wetted perimeter (ft)
= 1.25
0.00
0.00
Channel slope (%)
= 5.14
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=22.28
0.00
0.00
Flow length (ft)
({0})45.0
0.0
0.0
Travel Time (min)
= 0.03 +
0.00 +
0.00 =
0.03
Total Travel Time, Tc..............................................................................
11.10 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Post DA 4
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 74.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 3.00
0.00
0.00
Travel Time (min)
= 6.17 +
0.00 +
0.00 =
6.17
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)
= 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
= 0.015
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..............................................................................
6.20 min

Hemby Place
Engineering Project Report
Section 5: Pre & Post Analysis
19 29 109 259 509 & 100-year Storm Event
Hydrograph Analysis

Hydrograph Return Period RecP�
y raflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
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
------
5.594
15.64
-------
-------
58.69
92.45
121.58
153.88
Pre DA 1
2
SCS Runoff
------
0.787
1.818
-------
-------
5.759
8.654
11.12
13.85
Pre DA 2
3
SCS Runoff
------
0.908
2.713
-------
-------
10.56
16.67
21.93
27.77
Pre DA 3
4
SCS Runoff
------
0.180
0.528
-------
-------
2.026
3.185
4.184
5.292
Pre DA 4
5
SCS Runoff
------
29.61
43.12
-------
-------
82.73
109.18
130.57
153.23
Post DA 1 BMP
6
SCS Runoff
------
3.581
10.84
-------
-------
43.76
70.22
93.16
118.67
Post DA 1 Bypass
7
Reservoir
5
0.395
1.327
-------
-------
8.105
11.85
14.24
16.38
Wet Pond 1
8
Combine
6,7
3.796
11.10
-------
-------
51.56
81.96
107.31
134.96
Post DA 1
9
SCS Runoff
------
0.490
1.128
-------
-------
3.444
5.126
6.555
8.121
Post DA 2
10
SCS Runoff
------
1.172
2.577
-------
-------
7.525
11.09
14.12
17.42
Post DA 3
11
SCS Runoff
------
0.081
0.233
-------
-------
0.808
1.232
1.595
1.995
Post DA 4
Proj. file: 4727-pre&post. gpw
Friday, 10 / 22 / 2021

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.594
2
734
49,517
------
------
------
Pre DA 1
2
SCS Runoff
0.787
2
728
4,436
------
------
------
Pre DA 2
3
SCS Runoff
0.908
2
730
7,284
------
------
------
Pre DA 3
4
SCS Runoff
0.180
2
730
1,407
------
------
------
Pre DA 4
5
SCS Runoff
29.61
2
718
59,416
------
------
------
Post DA 1 BMP
6
SCS Runoff
3.581
2
736
35,738
------
------
------
Post DA 1 Bypass
7
Reservoir
0.395
2
1354
55,798
5
683.56
45,578
Wet Pond 1
8
Combine
3.796
2
738
91,536
6,7
------
------
Post DA 1
9
SCS Runoff
0.490
2
724
2,138
------
------
------
Post DA 2
10
SCS Runoff
1.172
2
724
4,805
------
------
------
Post DA 3
11
SCS Runoff
0.081
2
720
320
------
------
------
Post DA 4
4727-pre&post. gpw
Return Period: 1 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 1
Pre DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 5.594 cfs
Storm frequency
= 1 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 49,517 cuft
Drainage area
= 54.170 ac
Curve number
= 57.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 23.64 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Pre DA 1
Hyd. No. 1 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' ` ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Pre DA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.787 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 4,436 cuft
Drainage area
= 3.680 ac
Curve number
= 60.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.40 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre DA 2
Hyd. No. 2 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 3
Pre DA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.908 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 7,284 cuft
Drainage area
= 8.360 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.01 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre DA 3
Hyd. No. 3 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777
����=�� 1 1
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 4
Pre DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.180 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 1,407 cuft
Drainage area
= 1.580 ac
Curve number
= 57.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
Pre DA 4
Hyd. No. 4 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 0.05
777
0.00 �� C������� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 5
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 29.61 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 59,416 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Post DA 1 BMP
Hyd. No. 5 -- 1 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1--- ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 6
Post DA 1 Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 3.581 cfs
Storm frequency
= 1 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 35,738 cuft
Drainage area
= 43.570 ac
Curve number
= 56.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 23.60 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post DA 1 Bypass
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 7
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 0.395 cfs
Storm frequency
= 1 yrs
Time to peak
= 1354 min
Time interval
= 2 min
Hyd. volume
= 55,798 cuft
Inflow hyd. No.
= 5 - Post DA 1 BMP
Max. Elevation
= 683.56 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 45,578 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' —LAFTT
0 600
— Hyd No. 7
Wet Pond 1
Hyd. No. 7 -- 1 Year
1200 1800 2400
Hyd No. 5
3000 3600 4200 4800 5400
Total storage used = 45,578 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
6000
Time (min)

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Pond No. 1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 682.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 682.00
24,770
0
0
0.50 682.50
27,823
13,140
13,140
1.00 683.00
30,877
14,667
27,806
1.50 683.50
32,027
15,724
43,530
2.00 684.00
33,177
16,299
59,829
2.50 684.50
34,357
16,881
76,709
3.00 685.00
35,536
17,471
94,180
3.50 685.50
36,745
18,068
112,248
4.00 686.00
37,955
18,672
130,920
4.50 686.50
39,223
19,292
150,212
5.00 687.00
40,492
19,926
170,138
5.50 687.50
41,773
20,563
190,701
6.00 688.00
43,054
21,204
211,905
6.50 688.50
44,363
21,851
233,756
7.00 689.00
45,671
22,506
256,262
7.50 689.50
47,007
23,166
279,428
8.00 690.00
48,343
23,834
303,262
8.50 690.50
49,706
24,509
327,771
9.00 691.00
51,069
25,191
352,962
9.50 691.50
52,459
25,879
378,840
10.00 692.00
53,849
26,574
405,414
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 42.00
12.00
3.00
0.00
Span (in)
= 42.00
24.00
3.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 678.48
683.50
682.00
0.00
Length (ft)
= 96.18
0.00
0.00
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Crest El. (ft)
= 690.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
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 / Discharge Elev (ft)
0.0 20.0 40.0 60.0 80.0
Total Q
692.00
690.00
688.00
686.00
684.00
682.00
100.0 120.0 140.0 160.0
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 8
Post DA 1
Hydrograph type
= Combine
Peak discharge
= 3.796 cfs
Storm frequency
= 1 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 91,536 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 43.570 ac
Q (cfs)
4.00
3.00
rM
1.00
Post DA 1
Hyd. No. 8 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 9
Post DA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.490 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 2,138 cuft
Drainage area
= 1.720 ac
Curve number
= 60.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.40 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
Post DA 2
Hyd. No. 9 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Post DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 3.590 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.98 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 3
Hyd. No. 10 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 10
Friday, 10 / 22 / 2021
= 1.172 cfs
= 724 min
= 4,805 cuft
= 61
= 0 ft
= 11.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 11
Post DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.081 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 320 cuft
Drainage area
= 0.400 ac
Curve number
= 56.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.20 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Post DA 4
Hyd. No. 11 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01 777
���� i�������� 0.01
���� I�������
0.00 �� ������� 0.00
0 120 240 360 480 600 720 840 •.1 1080 1200 1320 1440 1560

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
15.64
2
732
92,326
------
------
------
Pre DA 1
2
SCS Runoff
1.818
2
728
7,795
------
------
------
Pre DA 2
3
SCS Runoff
2.713
2
728
13,767
------
------
------
Pre DA 3
4
SCS Runoff
0.528
2
728
2,645
------
------
------
Pre DA 4
5
SCS Runoff
43.12
2
718
86,236
------
------
------
Post DA 1 BMP
6
SCS Runoff
10.84
2
732
68,290
------
------
------
Post DA 1 Bypass
7
Reservoir
1.327
2
888
82,472
5
683.78
52,725
Wet Pond 1
8
Combine
11.10
2
732
150,762
6,7
------
------
Post DA 1
9
SCS Runoff
1.128
2
722
3,757
------
------
------
Post DA 2
10
SCS Runoff
2.577
2
722
8,310
------
------
------
Post DA 3
11
SCS Runoff
0.233
2
718
607
------
------
------
Post DA 4
4727-pre&post. gpw
Return Period: 2 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pre DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 54.170 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 1
Hyd. No. 1 -- 2 Year
Friday, 10 / 22 / 2021
= 15.64 cfs
= 732 min
= 92,326 cuft
= 57.6
= 0 ft
= 23.64 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pre DA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 3.680 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 2
Hyd. No. 2 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Friday, 10 / 22 / 2021
= 1.818 cfs
= 728 min
= 7,795 cuft
= 60.2
= 0 ft
= 19.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pre DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 8.360 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Q (cfs)
3.00
I'm
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 3
Hyd. No. 3 -- 2 Year
120 240 360 480 600 720 840 960
— Hyd No. 3
Friday, 10 / 22 / 2021
= 2.713 cfs
= 728 min
= 13,767 cuft
= 57
= 0 ft
= 20.01 min
= Type II
= 484
Q (cfs)
3.00
I'm
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 4
Pre DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.528 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 2,645 cuft
Drainage area
= 1.580 ac
Curve number
= 57.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre DA 4
Hyd. No. 4 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777 0.10
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 5
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 43.12 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 86,236 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post DA 1 BMP
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Post DA 1 Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 43.570 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 Bypass
Hyd. No. 6 -- 2 Year
Friday, 10 / 22 / 2021
= 10.84 cfs
= 732 min
= 68,290 cuft
= 56.6
= 0 ft
= 23.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 7
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 1.327 cfs
Storm frequency
= 2 yrs
Time to peak
= 888 min
Time interval
= 2 min
Hyd. volume
= 82,472 cuft
Inflow hyd. No.
= 5 - Post DA 1 BMP
Max. Elevation
= 683.78 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 52,725 cuft
Storage Indication method used
Q (cfs)
50.00
40.00
20.00
10.00
0.00 ' --.6dw—
0 600
— Hyd No. 7
Wet Pond 1
Hyd. No. 7 -- 2 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 5 Total storage used = 52,725 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 8
Post DA 1
Hydrograph type
= Combine
Peak discharge
= 11.10 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 150,762 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 43.570 ac
Q (cfs)
12.00
10.00
91011111
.M
4.00
rM
e
Post DA 1
Hyd. No. 8 -- 2 Year
480 960 1440 1920 2400 2880 3360 3840
Hyd No. 8 — Hyd No. 6 Hyd No. 7
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
4320 4800
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Post DA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.720 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 2
Hyd. No. 9 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 9
Friday, 10 / 22 / 2021
= 1.128 cfs
= 722 min
= 3,757 cuft
= 60.2
= 0 ft
= 10.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 10
Post DA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.577 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 8,310 cuft
Drainage area
= 3.590 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.10 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post DA 3
Q (cfs) Hyd. No. 10 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 Li 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 11
Post DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.233 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 607 cuft
Drainage area
= 0.400 ac
Curve number
= 56.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.20 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
Post DA 4
Hyd. No. 11 -- 2 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
58.69
2
730
248,002
------
------
------
Pre DA 1
2
SCS Runoff
5.759
2
726
19,554
------
------
------
Pre DA 2
3
SCS Runoff
10.56
2
726
37,639
------
------
------
Pre DA 3
4
SCS Runoff
2.026
2
726
7,191
------
------
------
Pre DA 4
5
SCS Runoff
82.73
2
716
167,108
------
------
------
Post DA 1 BMP
6
SCS Runoff
43.76
2
730
188,879
------
------
------
Post DA 1 Bypass
7
Reservoir
8.105
2
744
163,195
5
684.64
81,757
Wet Pond 1
8
Combine
51.56
2
730
352,073
6,7
------
------
Post DA 1
9
SCS Runoff
3.444
2
722
9,425
------
------
------
Post DA 2
10
SCS Runoff
7.525
2
722
20,449
------
------
------
Post DA 3
11
SCS Runoff
0.808
2
718
1,670
------
------
------
Post DA 4
4727-pre&post. gpw
Return Period: 10 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pre DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 54.170 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.25 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 1
Hyd. No. 1 -- 10 Year
Friday, 10 / 22 / 2021
= 58.69 cfs
= 730 min
= 248,002 cuft
= 57.6
= 0 ft
= 23.64 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1' ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Pre DA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.759 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 19,554 cuft
Drainage area
= 3.680 ac
Curve number
= 60.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.40 min
Total precip.
= 5.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Pre DA 2
Hyd. No. 2 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1�ff ' ' ' ' ' ' ' %, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pre DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.360 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.25 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 3
Hyd. No. 3 -- 10 Year
Friday, 10 / 22 / 2021
= 10.56 cfs
= 726 min
= 37,639 cuft
= 57
= 0 ft
= 20.01 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 4
Pre DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 2.026 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 7,191 cuft
Drainage area
= 1.580 ac
Curve number
= 57.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 5.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre DA 4
Q (cfs) Hyd. No. 4 -- 10 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. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 5
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 82.73 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 167,108 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
70.00
40.00
20.00
10.00
Post DA 1 BMP
Hyd. No. 5 -- 10 Year
Q (cfs)
90.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 'q
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Post DA 1 Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 43.570 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.25 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
0 120 241
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 Bypass
Hyd. No. 6 -- 10 Year
Friday, 10 / 22 / 2021
= 43.76 cfs
= 730 min
= 188,879 cuft
= 56.6
= 0 ft
= 23.60 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
WITiTil
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 7
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 8.105 cfs
Storm frequency
= 10 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 163,195 cuft
Inflow hyd. No.
= 5 - Post DA 1 BMP
Max. Elevation
= 684.64 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 81,757 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
_
1 •:1 •.1 •1 • 1 •11 ::1 .1 :•1 1 •:11 :1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 8
Post DA 1
Hydrograph type
= Combine
Peak discharge
= 51.56 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 352,073 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 43.570 ac
Q (cfs)
60.00
40.00
20.00
10.00
Post DA 1
Hyd. No. 8 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '1 1 1 1 am ' ' ' ' ' — -'� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 9
Post DA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.444 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 9,425 cuft
Drainage area
= 1.720 ac
Curve number
= 60.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.40 min
Total precip.
= 5.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post DA 2
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Post DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 3.590 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.25 in
Storm duration
= 24 hrs
Q (cfs)
8.00
M
4.00
I'm
0.00
0 120 240
— Hyd No. 10
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 3
Hyd. No. 10 -- 10 Year
360 480 600 720 840 960
Friday, 10 / 22 / 2021
= 7.525 cfs
= 722 min
= 20,449 cuft
= 61
= 0 ft
= 11.10 min
= Type II
= 484
Q (cfs)
8.00
. ��
4.00
I'm
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 11
Post DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.808 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,670 cuft
Drainage area
= 0.400 ac
Curve number
= 56.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.20 min
Total precip.
= 5.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Post DA 4
Hyd. No. 11 -- 10 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
92.45
2
730
366,448
------
------
------
Pre DA 1
2
SCS Runoff
8.654
2
726
28,291
------
------
------
Pre DA 2
3
SCS Runoff
16.67
2
726
55,907
------
------
------
Pre DA 3
4
SCS Runoff
3.185
2
726
10,663
------
------
------
Pre DA 4
5
SCS Runoff
109.18
2
716
221,472
------
------
------
Post DA 1 BMP
6
SCS Runoff
70.22
2
730
281,569
------
------
------
Post DA 1 Bypass
7
Reservoir
11.85
2
740
217,502
5
685.41
108,928
Wet Pond 1
8
Combine
81.96
2
730
499,070
6,7
------
------
Post DA 1
9
SCS Runoff
5.126
2
722
13,636
------
------
------
Post DA 2
10
SCS Runoff
11.09
2
722
29,408
------
------
------
Post DA 3
11
SCS Runoff
1.232
2
718
2,485
------
------
------
Post DA 4
4727-pre&post. gpw
Return Period: 25 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pre DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 54.170 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 1
Hyd. No. 1 -- 25 Year
Friday, 10 / 22 / 2021
= 92.45 cfs
= 730 min
= 366,448 cuft
= 57.6
= 0 ft
= 23.64 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pre DA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 3.680 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
10.00
UR
. UM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 2
Hyd. No. 2 -- 25 Year
120 240 360 480 600 720 840
Hyd No. 2
Friday, 10 / 22 / 2021
= 8.654 cfs
= 726 min
= 28,291 cuft
= 60.2
= 0 ft
= 19.40 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pre DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 8.360 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 3
Hyd. No. 3 -- 25 Year
Friday, 10 / 22 / 2021
= 16.67 cfs
= 726 min
= 55,907 cuft
= 57
= 0 ft
= 20.01 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 4
Pre DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 3.185 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 10,663 cuft
Drainage area
= 1.580 ac
Curve number
= 57.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 6.27 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre DA 4
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 18.630 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 BMP
Hyd. No. 5 -- 25 Year
0.00 ' '
0 120 240 360 480 600 720 840
— Hyd No. 5
Friday, 10 / 22 / 2021
= 109.18 cfs
= 716 min
= 221,472 cuft
= 74.8
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Post DA 1 Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 43.570 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 Bypass
Hyd. No. 6 -- 25 Year
Friday, 10 / 22 / 2021
= 70.22 cfs
= 730 min
= 281,569 cuft
= 56.6
= 0 ft
= 23.60 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1� ' ' ' ' ' ' ' %, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 7
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 11.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 217,502 cuft
Inflow hyd. No.
= 5 - Post DA 1 BMP
Max. Elevation
= 685.41 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 108,928 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' I maw
0 480
— Hyd No. 7
Wet Pond 1
Hyd. No. 7 -- 25 Year
960 1440 1920
Hyd No. 5
2400 2880 3360 3840 4320
Total storage used = 108,928 cuft
Q (cfs)
120.00
100.00
40.00
20.00
0.00
4800
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 8
Post DA 1
Hydrograph type
= Combine
Peak discharge
= 81.96 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 499,070 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 43.570 ac
Q (cfs)
90.00
70.00
40.00
20.00
10.00
Post DA 1
Hyd. No. 8 -- 25 Year
Q (cfs)
90.00
ff-TIMIT11
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1 1"' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 9
Post DA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.126 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 13,636 cuft
Drainage area
= 1.720 ac
Curve number
= 60.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.40 min
Total precip.
= 6.27 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Post DA 2
Hyd. No. 9 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Post DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 3.590 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 3
Hyd. No. 10 -- 25 Year
Friday, 10 / 22 / 2021
= 11.09 cfs
= 722 min
= 29,408 cuft
= 61
= 0 ft
= 11.10 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Post DA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 0.400 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 4
Hyd. No. 11 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 11
Friday, 10 / 22 / 2021
= 1.232 cfs
= 718 min
= 2,485 cuft
= 56.8
= 0 ft
= 6.20 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
121.58
2
730
469,359
------
------
------
Pre DA 1
2
SCS Runoff
11.12
2
726
35,803
------
------
------
Pre DA 2
3
SCS Runoff
21.93
2
726
71,820
------
------
------
Pre DA 3
4
SCS Runoff
4.184
2
726
13,685
------
------
------
Pre DA 4
5
SCS Runoff
130.57
2
716
266,175
------
------
------
Post DA 1 BMP
6
SCS Runoff
93.16
2
730
362,442
------
------
------
Post DA 1 Bypass
7
Reservoir
14.24
2
740
262,169
5
686.05
132,667
Wet Pond 1
8
Combine
107.31
2
730
624,610
6,7
------
------
Post DA 1
9
SCS Runoff
6.555
2
722
17,257
------
------
------
Post DA 2
10
SCS Runoff
14.12
2
722
37,089
------
------
------
Post DA 3
11
SCS Runoff
1.595
2
718
3,195
------
------
------
Post DA 4
4727-pre&post. gpw
Return Period: 50 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pre DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 54.170 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.08 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 1
Hyd. No. 1 -- 50 Year
Friday, 10 / 22 / 2021
= 121.58 cfs
= 730 min
= 469,359 cuft
= 57.6
= 0 ft
= 23.64 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 1 1-.1 ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pre DA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 3.680 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.08 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 2
Hyd. No. 2 -- 50 Year
Friday, 10 / 22 / 2021
= 11.12 cfs
= 726 min
= 35,803 cuft
= 60.2
= 0 ft
= 19.40 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 3
Pre DA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 21.93 cfs
Storm frequency
= 50 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 71,820 cuft
Drainage area
= 8.360 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.01 min
Total precip.
= 7.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
Pre DA 3
Hyd. No. 3 -- 50 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 4
Pre DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 4.184 cfs
Storm frequency
= 50 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 13,685 cuft
Drainage area
= 1.580 ac
Curve number
= 57.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 7.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre DA 4
Q (cfs) Hyd. No. 4 -- 50 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. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 18.630 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.08 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
f WITH
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 BMP
Hyd. No. 5 -- 50 Year
0 120 240 360 480 600 720 840
— Hyd No. 5
Friday, 10 / 22 / 2021
= 130.57 cfs
= 716 min
= 266,175 cuft
= 74.8
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
WITiTil
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Post DA 1 Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 43.570 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.08 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 Bypass
Hyd. No. 6 -- 50 Year
Friday, 10 / 22 / 2021
= 93.16 cfs
= 730 min
= 362,442 cuft
= 56.6
= 0 ft
= 23.60 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
0. 0

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 7
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 14.24 cfs
Storm frequency
= 50 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 262,169 cuft
Inflow hyd. No.
= 5 - Post DA 1 BMP
Max. Elevation
= 686.05 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 132,667 cuft
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 '
0 480
— Hyd No. 7
Wet Pond 1
Hyd. No. 7 -- 50 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
' ' 0.00
960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 5 Total storage used = 132,667 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 8
Post DA 1
Hydrograph type
= Combine
Peak discharge
= 107.31 cfs
Storm frequency
= 50 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 624,610 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 43.570 ac
Q (cfs)
120.00
100.00
40.00
20.00
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 9
Post DA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.555 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 17,257 cuft
Drainage area
= 1.720 ac
Curve number
= 60.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.40 min
Total precip.
= 7.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
Post DA 2
Hyd. No. 9 -- 50 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1' � ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 10
Post DA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 14.12 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 37,089 cuft
Drainage area
= 3.590 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.10 min
Total precip.
= 7.08 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post DA 3
Q (cfs) Hyd. No. 10 -- 50 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. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Post DA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 0.400 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.08 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 4
Hyd. No. 11 -- 50 Year
120 240 360 480 600 720 840 960
Hyd No. 11
Friday, 10 / 22 / 2021
= 1.595 cfs
= 718 min
= 3,195 cuft
= 56.8
= 0 ft
= 6.20 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
153.88
2
730
584,143
------
------
------
Pre DA 1
2
SCS Runoff
13.85
2
724
44,123
------
------
------
Pre DA 2
3
SCS Runoff
27.77
2
726
89,599
------
------
------
Pre DA 3
4
SCS Runoff
5.292
2
726
17,059
------
------
------
Pre DA 4
5
SCS Runoff
153.23
2
716
314,176
------
------
------
Post DA 1 BMP
6
SCS Runoff
118.67
2
730
452,910
------
------
------
Post DA 1 Bypass
7
Reservoir
16.38
2
740
310,139
5
686.72
158,877
Wet Pond 1
8
Combine
134.96
2
730
763,048
6,7
------
------
Post DA 1
9
SCS Runoff
8.121
2
722
21,267
------
------
------
Post DA 2
10
SCS Runoff
17.42
2
722
45,577
------
------
------
Post DA 3
11
SCS Runoff
1.995
2
718
3,990
------
------
------
Post DA 4
4727-pre&post. gpw
Return Period: 100 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pre DA1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 54.170 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.93 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 1
Hyd. No. 1 -- 100 Year
Friday, 10 / 22 / 2021
= 153.88 cfs
= 730 min
= 584,143 cuft
= 57.6
= 0 ft
= 23.64 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 11 --.- ' ' ' ' ' ' ' %, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pre DA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 3.680 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.93 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre DA 2
Hyd. No. 2 -- 100 Year
Friday, 10 / 22 / 2021
= 13.85 cfs
= 724 min
= 44,123 cuft
= 60.2
= 0 ft
= 19.40 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 3
Pre DA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 27.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 89,599 cuft
Drainage area
= 8.360 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 20.01 min
Total precip.
= 7.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre DA 3
Hyd. No. 3 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 4
Pre DA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 5.292 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 17,059 cuft
Drainage area
= 1.580 ac
Curve number
= 57.2
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.40 min
Total precip.
= 7.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Pre DA 4
Hyd. No. 4 -- 100 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 11 --.O� ' ' ' ' ' ' M ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 5
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 153.23 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 314,176 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Post DA 1 Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 43.570 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.93 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 Bypass
Hyd. No. 6 -- 100 Year
Friday, 10 / 22 / 2021
= 118.67 cfs
= 730 min
= 452,910 cuft
= 56.6
= 0 ft
= 23.60 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' 1 1 1' -..- ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 7
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 16.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 310,139 cuft
Inflow hyd. No.
= 5 - Post DA 1 BMP
Max. Elevation
= 686.72 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 158,877 cuft
Storage Indication method used.
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 7 Hyd No. 5 Total storage used = 158,877 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 8
Post DA 1
Hydrograph type
= Combine
Peak discharge
= 134.96 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 763,048 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 43.570 ac
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Post DA 1
Hyd. No. 8 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 1 1 1 ' �J' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Post DA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.720 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.93 in
Storm duration
= 24 hrs
Q (cfs)
10.00
UR
. UM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 2
Hyd. No. 9 -- 100 Year
120 240 360 480 600 720 840
Hyd No. 9
Friday, 10 / 22 / 2021
= 8.121 cfs
= 722 min
= 21,267 cuft
= 60.2
= 0 ft
= 10.40 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Post DA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 3.590 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.93 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 3
Hyd. No. 10 -- 100 Year
Friday, 10 / 22 / 2021
= 17.42 cfs
= 722 min
= 45,577 cuft
= 61
= 0 ft
= 11.10 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Post DA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.400 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.93 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 4
Hyd. No. 11 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 11
Friday, 10 / 22 / 2021
= 1.995 cfs
= 718 min
= 3,990 cuft
= 56.8
= 0 ft
= 6.20 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020.4
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
3426.6079
59.3997
1.6213
--------
2
76.9232
13.1000
0.8842
--------
3
0.0000
0.0000
0.0000
--------
5
77.2081
12.9000
0.8371
--------
10
75.5517
12.4000
0.8036
--------
25
66.0145
11.1000
0.7420
--------
50
59.2567
10.1000
0.6965
--------
100
53.8843
9.2000
0.6563
--------
File name: Union County.IDF
Intensity = B / (Tc + D)^E
Friday, 10 / 22 / 2021
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
4.00
3.54
3.17
2.85
2.58
2.35
2.15
1.98
1.83
1.69
1.58
1.47
2
5.94
4.79
4.03
3.49
3.08
2.76
2.50
2.30
2.12
1.97
1.84
1.73
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
6.90
5.61
4.76
4.15
3.68
3.32
3.03
2.79
2.58
2.41
2.26
2.13
10
7.61
6.21
5.28
4.62
4.11
3.72
3.40
3.14
2.92
2.73
2.56
2.42
25
8.40
6.87
5.87
5.15
4.61
4.19
3.85
3.56
3.33
3.12
2.95
2.79
50
8.94
7.33
6.28
5.53
4.97
4.53
4.17
3.88
3.63
3.42
3.23
3.07
100
9.44
7.75
6.66
5.88
5.30
4.85
4.48
4.18
3.92
3.70
3.51
3.34
Tc = time in minutes. Values may exceed 60.
Precip. file name: K:\Hydraflow\Union Co.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.98
3.60
2.65
4.52
5.25
6.27
7.08
7.93
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hemby Place
Engineering Project Report
BMP Analysis
Section 6: BMP Analysis

Hemby Place
Engineering Project Report
Wet Pond BMP #1
Section 6: BMP Analysis

Composite Curve Number Worksheet
Project
4727 - Hemby Place
By
AG
Date
10/22/2021
Location
Weddin ton, North Carolina
Checked By
CB
Date
10/22/2021
Drainage Area
Wet Pond BMP #1 DA
Check one: ❑ Present ❑ Construction ❑ Developed
Runoff Curve Number
Soil
Type(s)
Hydrologic
Soil Group
Cover Description
CN
Area
(acres)
Product of
CN x Area
CeB2
B
Good (grass covers >75% of area)
61
11.19
682.59
CeB2
B
Paved Parking Lots, Roofs, Driveways
98
6.07
594.86
CeC2
B
Good (grass covers >75% of area)
61
0.49
29.89
CeC2
B
Paved Parking Lots, Roofs, Driveways
98
0.88
86.24
0
0
0
0
0
0
0
0
0
0
18.63 1393.58
total product 1393.58
CN (weighted) = total area 18.63 74.8

PROJECT NAME: Hemby Place
PROJECT #: 4727
DESCRIPTION: BMP Wet Pond 41
Drainage Area: 18.63 Acres
Impervious Area:
6.98 Acres
% Impervious:
37.47%
Pond Depth:
4.89 Feet
SA/DA:
1.04
DATE: October 27, 2021
DESIGNER: B. Norris
ENGINEER: C. Bridges
Required Surface Area = (1.04/100) X 18.63 Acres X 43,560 SF/Ac.
= 8,449 Sq.Ft. (Good - See Surface Area of Permanent Pool = 24770 sq.ft.)
Runoff Coefficient = 0.05 + .9 (0.37% Impervious))
= 0.387
Orifice Equation: Q= CDA 2gHo
CD: Coefficient of discharge
A: Orifice Area (if) Orifice Size: 3.00 in.
g: Gravity
Ho: Driving head
WQ Volume (To Be Controlled) _ (Post -Development 1-Yr 24-Hr Storm Runoff) - (Pre -Development 1-Yr 24-Hr Storm Runoff)
= 95,154 cu. Ft. - 49,517 cu. Ft.
= 46,637 cu.ft. (OK - 46,322 cu.ft. @ 683.59 MSG when there is no release)
Q=(0.6)'((0.125^2)'3.14))'(2'32.2'1.59/3)^(0.5) Q at: 683.59 MSG
Q= 0.17 cfs
Time to Drain= 45637 cu.ft.)/(0.17 cu.ft./sec)(86400 sec/day)
3.07 Days
Total Temporary Volume =Volume of Lowest Orifice - Volume of Permanent Pool
= 146041.93 CF - 102492.73 CF (taken from Full Pond Storage Volume chart)
= 43,649 cu.ft.
Q=(0.6)'((0.125^2)'3.14))'(2'32.2'1.5/3)^(0.5)
Q= 0.17 cfs
Time to Drain= 43549 cu.ft.)/(0.17 cu.ft./sec)(86400 sec/day)
3.02 Days

PROJECT NAME: Hemby Place
PROJECT #: 4727
DESCRIPTION: BMP Wet Pond #1
FULL POND STORAGE VOLUME:
DATE: 27-Oct-21
DESIGNER: B. Norris
ENGINEER: C. Bridges
BMP Wet Pond #1 - Not including forebay, does include volume above 682 contour for total basin.
(Does include 1 foot of sediment storage):
Stages
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Storage
675.00
12,046
0.0
0
0
Bottom
676.00
13,151
0.0
0
0
677.00
14,290
1.0
13,721
13,721
678.00
15,464
1.0
14,877
28,598
679.00
16,672
1.0
16,068
44,666
680.00
17,915
1.0
17,293
61,959
681.00
19,191
1.0
18,553
80,512
Perm Pool
682.00
24,770
1.0
21,981
102,493
682.50
27,823
0.5
13,148
115,641
683.00
30,877
0.5
14,675
130,316
Weir
683.50
32,027
0.5
15,726
146,042
684.00
33,177
0.5
16,301
162,343
684.50
34,357
0.5
16,884
179,227
685.00
35,536
0.5
17,473
196,700
685.50
36,745
0.5
18,070
214,770
686.00
37,955
0.5
18,675
233,445
686.50
39,223
0.5
19,294
252,740
687.00
40,492
0.5
19,929
272,668
687.50
41,773
0.5
20,566
293,234
688.00
43,054
0.5
21,207
314,441
688.50
44,363
0.5
21,854
336,295
689.00
45,671
0.5
22,508
358,804
689.50
47,007
0.5
23,170
381,973
Riser
690.00
48,343
0.5
23,837
405,811
690.50
49,706
0.5
24,512
430,323
691.00
51,069
0.5
25,194
4551516
691.50
52,459
0.5
25,882
481,398
Top Pond
692.00
53,849
0.5
26,577
507,975
MAIN POND PERMANENT POOL STORAGE VOLUME:
BMP Wet Pond #1 - Not including forebay, does not include volume above 682 contour for total
basin. (Does include 1 foot of sediment storage):
Stages
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Storage
675.00
12,046
0.0
0
0
Bottom
676.00
13,151
0.0
0
0
677.00
14,290
1.0
13,721
13,721
678.00
15,464
1.0
14,877
28,598
679.00
16,672
1.0
16,068
44,666
680.00
17,915
1.0
17,293
61,959
681.00
19,191
1.0
18,553
80,512
Perm Pool
682.00
20,503
1.0
19,847
100,359

TEMPORARY STORAGE VOLUME ABOVE PERMANENT POOL:
BMP Wet Pond #1- Includes area above Forebay Pond and Perminate Pond:
Stages
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Perm Pool
682.00
24,770
0.0
0
0
682.50
27,823
0.5
13,148
13,148
683.00
30,877
0.5
14,675
27,823
Weir
683.50
32,027
0.5
15,726
43,549
684.00
33,177
0.5
16,301
59,850
684.50
34,357
0.5
16,884
76,734
685.00
35,536
0.5
17,473
94,207
685.50
36,745
0.5
18,070
112,277
686.00
37,955
0.5
18,675
130,952
686.50
39,223
0.5
19,294
150,247
687.00
40,492
0.5
19,929
170,176
687.50
41,773
0.5
20,566
190,742
688.00
43,054
0.5
21,207
211,948
688.50
44,363
0.5
21,854
233,803
689.00
45,671
0.5
22,508
256,311
689.50
47,007
0.5
23,170
279,481
Riser
690.00
48,343
0.5
23,837
303,318
690.50
49,706
0.5
24,512
327,830
691.00
51,069
0.5
25,194
353,023
691.50
52,459
0.5
25,882
378,905
Top Pond
692.00
53,849
0.5
26,577
405,482
FOREBAY STORAGE VOLUME:
BMP Wet Pond #1- Forebay Pond (Percentage of total pond: 16.8% (Does include I foot of
sediment storage):
Stages
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Storage
675.00
2
0.0
0
0
Bottom
676.00
1,655
0.0
0
0
677.00
2,012
1.0
1,834
1,834
678.00
2,400
1.0
2,206
4,039
679.00
2,819
1.0
2,609
6,649
680.00
3,270
1.0
3,045
9,693
681.00
3,753
1.0
3,512
13,205
Perm Pool
682.00
4,267
1.0
4,010
17,215

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Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Oct 22 2021
4727 - Wet Pond Barrel
Invert Elev Dn (ft)
= 678.00
Calculations
Pipe Length (ft)
= 96.18
Qmin (cfs)
= 79.21
Slope (%)
= 0.50
Qmax (cfs)
= 79.21
Invert Elev Up (ft)
= 678.48
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 42.0
Shape
= Circular
Highlighted
Span (in)
= 42.0
Qtotal (cfs)
= 79.21
No. Barrels
= 1
Qpipe (cfs)
= 79.21
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 8.71
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 9.67
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 681.14
HGL Up (ft)
= 681.26
Embankment
Hw Elev (ft)
= 683.51
Top Elevation (ft)
= 692.00
Hw/D (ft)
= 1.44
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 50.00
El-(ft)
641.00
6M.00
637.00
634.00
M1.00
673.00
675.00
0
4727 - Wet Pond Barrel
10 20 30 40 M 60 70 80
Cir-lar Culvert HGL Embank
H. Depth jt)
14.52
11.62
3.52
5.52
2.52
-0.48
-3.48
M 100 110 12C 13n 140
Reach (R)

Hydrograph Return Period RecP�
y raflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
2
SCS Runoff
Reservoir
------
1
29.61
0.395
43.12
1.327
-------
-------
-------
-------
82.73
8.105
109.18
11.85
130.57
14.24
153.23
16.38
Post DA 1 BMP
Wet Pond 1
Proj. file: 4727-wet pond.gpw
Friday, 10 / 22 / 2021

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
29.61
2
718
59,416
------
------
------
Post DA 1 BMP
2
Reservoir
0.395
2
1354
55,798
1
683.56
45,578
Wet Pond 1
4727-wet pond.gpw
Return Period: 1 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 1
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 29.61 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 59,416 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.98 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Post DA 1 BMP
Hyd. No. 1 -- 1 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1--- ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 0.395 cfs
Storm frequency
= 1 yrs
Time to peak
= 1354 min
Time interval
= 2 min
Hyd. volume
= 55,798 cuft
Inflow hyd. No.
= 1 - Post DA 1 BMP
Max. Elevation
= 683.56 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 45,578 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' —LAFTT
0 600
— Hyd No. 2
Wet Pond 1
Hyd. No. 2 -- 1 Year
1200 1800 2400
Hyd No. 1
3000 3600 4200 4800 5400
Total storage used = 45,578 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
6000
Time (min)

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Pond No. 1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 682.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 682.00
24,770
0
0
0.50 682.50
27,823
13,140
13,140
1.00 683.00
30,877
14,667
27,806
1.50 683.50
32,027
15,724
43,530
2.00 684.00
33,177
16,299
59,829
2.50 684.50
34,357
16,881
76,709
3.00 685.00
35,536
17,471
94,180
3.50 685.50
36,745
18,068
112,248
4.00 686.00
37,955
18,672
130,920
4.50 686.50
39,223
19,292
150,212
5.00 687.00
40,492
19,926
170,138
5.50 687.50
41,773
20,563
190,701
6.00 688.00
43,054
21,204
211,905
6.50 688.50
44,363
21,851
233,756
7.00 689.00
45,671
22,506
256,262
7.50 689.50
47,007
23,166
279,428
8.00 690.00
48,343
23,834
303,262
8.50 690.50
49,706
24,509
327,771
9.00 691.00
51,069
25,191
352,962
9.50 691.50
52,459
25,879
378,840
10.00 692.00
53,849
26,574
405,414
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 42.00
12.00
3.00
0.00
Span (in)
= 42.00
24.00
3.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 678.48
683.50
682.00
0.00
Length (ft)
= 96.18
0.00
0.00
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Crest El. (ft)
= 690.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
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 / Discharge Elev (ft)
0.0 20.0 40.0 60.0 80.0
Total Q
692.00
690.00
688.00
686.00
684.00
682.00
100.0 120.0 140.0 160.0
Discharge (cfs)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
43.12
2
718
86,236
------
------
------
Post DA 1 BMP
2
Reservoir
1.327
2
888
82,472
1
683.78
52,725
Wet Pond 1
4727-wet pond.gpw
Return Period: 2 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 10 / 22 / 2021
Hyd. No. 1
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 43.12 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 86,236 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post DA 1 BMP
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 1.327 cfs
Storm frequency
= 2 yrs
Time to peak
= 888 min
Time interval
= 2 min
Hyd. volume
= 82,472 cuft
Inflow hyd. No.
= 1 - Post DA 1 BMP
Max. Elevation
= 683.78 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 52,725 cuft
Storage Indication method used
Q (cfs)
50.00
40.00
20.00
10.00
0.00 ' --.6dw—
0 600
— Hyd No. 2
Wet Pond 1
Hyd. No. 2 -- 2 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 1 Total storage used = 52,725 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
82.73
2
716
167,108
------
------
------
Post DA 1 BMP
2
Reservoir
8.105
2
744
163,195
1
684.64
81,757
Wet Pond 1
4727-wet pond.gpw
Return Period: 10 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 1
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 82.73 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 167,108 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
70.00
40.00
20.00
10.00
Post DA 1 BMP
Hyd. No. 1 -- 10 Year
Q (cfs)
90.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 'q
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 8.105 cfs
Storm frequency
= 10 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 163,195 cuft
Inflow hyd. No.
= 1 - Post DA 1 BMP
Max. Elevation
= 684.64 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 81,757 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
1 •:1 •.1 •1 • 1 •11 ::1 .1 :•1 1 •:11 :1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
109.18
2
716
221,472
------
------
------
Post DA 1 BMP
2
Reservoir
11.85
2
740
217,502
1
685.41
108,928
Wet Pond 1
4727-wet pond.gpw
Return Period: 25 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 18.630 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.27 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 BMP
Hyd. No. 1 -- 25 Year
0.00 ' '
0 120 240 360 480 600 720 840
— Hyd No. 1
Friday, 10 / 22 / 2021
= 109.18 cfs
= 716 min
= 221,472 cuft
= 74.8
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 11.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 217,502 cuft
Inflow hyd. No.
= 1 - Post DA 1 BMP
Max. Elevation
= 685.41 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 108,928 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ' I maw
0 480
— Hyd No. 2
Wet Pond 1
Hyd. No. 2 -- 25 Year
960 1440 1920
Hyd No. 1
2400 2880 3360 3840 4320
Total storage used = 108,928 cuft
Q (cfs)
120.00
100.00
40.00
20.00
0.00
4800
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
130.57
2
716
266,175
------
------
------
Post DA 1 BMP
2
Reservoir
14.24
2
740
262,169
1
686.05
132,667
Wet Pond 1
4727-wet pond.gpw
Return Period: 50 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 18.630 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.08 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
f WITH
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post DA 1 BMP
Hyd. No. 1 -- 50 Year
0 120 240 360 480 600 720 840
— Hyd No. 1
Friday, 10 / 22 / 2021
= 130.57 cfs
= 716 min
= 266,175 cuft
= 74.8
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
WITiTil
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 14.24 cfs
Storm frequency
= 50 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 262,169 cuft
Inflow hyd. No.
= 1 - Post DA 1 BMP
Max. Elevation
= 686.05 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 132,667 cuft
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 '
0 480
— Hyd No. 2
Wet Pond 1
Hyd. No. 2 -- 50 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
' ' 0.00
960 1440 1920 2400 2880 3360 3840 4320
Time (min)
Hyd No. 1 Total storage used = 132,667 cult

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
153.23
2
716
314,176
------
------
------
Post DA 1 BMP
2
Reservoir
16.38
2
740
310,138
1
686.72
158,877
Wet Pond 1
4727-wet pond.gpw
Return Period: 100 Year
Friday, 10 / 22 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 1
Post DA 1 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 153.23 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 314,176 cuft
Drainage area
= 18.630 ac
Curve number
= 74.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 10 / 22 / 2021
Hyd. No. 2
Wet Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 16.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 310,138 cuft
Inflow hyd. No.
= 1 - Post DA 1 BMP
Max. Elevation
= 686.72 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 158,877 cuft
Storage Indication method used.
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 2 Hyd No. 1 Total storage used = 158,877 cult

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020.4
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
3426.6079
59.3997
1.6213
--------
2
76.9232
13.1000
0.8842
--------
3
0.0000
0.0000
0.0000
--------
5
77.2081
12.9000
0.8371
--------
10
75.5517
12.4000
0.8036
--------
25
66.0145
11.1000
0.7420
--------
50
59.2567
10.1000
0.6965
--------
100
53.8843
9.2000
0.6563
--------
File name: Union County.IDF
Intensity = B / (Tc + D)^E
Friday, 10 / 22 / 2021
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
4.00
3.54
3.17
2.85
2.58
2.35
2.15
1.98
1.83
1.69
1.58
1.47
2
5.94
4.79
4.03
3.49
3.08
2.76
2.50
2.30
2.12
1.97
1.84
1.73
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
6.90
5.61
4.76
4.15
3.68
3.32
3.03
2.79
2.58
2.41
2.26
2.13
10
7.61
6.21
5.28
4.62
4.11
3.72
3.40
3.14
2.92
2.73
2.56
2.42
25
8.40
6.87
5.87
5.15
4.61
4.19
3.85
3.56
3.33
3.12
2.95
2.79
50
8.94
7.33
6.28
5.53
4.97
4.53
4.17
3.88
3.63
3.42
3.23
3.07
100
9.44
7.75
6.66
5.88
5.30
4.85
4.48
4.18
3.92
3.70
3.51
3.34
Tc = time in minutes. Values may exceed 60.
Precip. file name: K:\Hydraflow\Union Co.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.98
3.60
2.65
4.52
5.25
6.27
7.08
7.93
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hemby Place
Engineering Project Report
APPENDIX A
Appendix A:

ISSUED FOR I REV I
08/20/2021 Submittal to City of Weddington and NCDOT 0
08/26/2021 Submittal to Union County Public Works 1
09/17/2021 Second Submittal to City of Weddington and NCDEQ 2
10/01/2021 Second Submittal to Union County Public Works 3
10/13/2021 Revised Plans for Client 4
10/27/2021 Third Submittal to Union County Public Works and NCDEQ 5
i
NORTHCQBO[im qkp
$11 Know t�at's below
N" Coeal:tr one -Call Center Call before you dig.
Engineer:
R. Joe Harris & Associates, Inc.
Engineering • Land Surveying • Planning
Management
1186 Stoneaest Blvd., Tega Cay, S.C. 29708 P: [phone]
www.rjoeharris.com
This drawing shall not be used for construction purposes until the
seal and signature of the responsible registrant appears on the
drawing, and proper permit forms and related fees are transmitted
by the Owner, Owner's Agent or Contractor to the Authority
having jurisdiction.
Corporate Seal
Engineer's Seal
®`,�®►u i u►►i1�e
�`N Cf� RD� �1 i1
%%Will i u►�����
�0��'`N CA RO�
°
ESS/pN
°
Bsl °a°°
a �2
aQ q`°°
Q
= am SEAL CD� =
e a ti C-4168� a z®
= aW SEAL Za =
e a; 043341 a
�=
''o."�,�s& /�SSD�,a®��`
R,R`®�:®`��`a``
nn
o.�pNE
nn
Project Manager
-
C. Bridges
A. Gendelman
Department Manager
P. Murphy
C. Bridges
Print/Plot Date
October 27, 2021
Asbuilt Date
TOLL BROTHERS
14529 GRAND PALISADES PKWY
CHARLOTTE, NORTH CAROLINA 28278
P: [phone]
Project:
Hemby Place
Drawing Title:
Pre Development Drainage
Area
Project No.
Drawing No.
4727
DWG File Name:
C4 0 0
4727 - Pre & Post
•

ISSUED FOR I REV I
08/20/2021 Submittal to City of Weddington and NCDOT 0
08/26/2021 Submittal to Union County Public Works 1
09/17/2021 Second Submittal to City of Weddington and NCDEQ 2
10/01/2021 Second Submittal to Union County Public Works 3
10/13/2021 Revised Plans for Client 4
10/27/2021 Third Submittal to Union County Public Works and NCDEQ 5
i
NORTHCQBO[im qkp
\%.Ivil Know what's below
A6,aX C+Aa.:._ , one -Call Center Call before you dig.
Engineer:
R. Joe Harris & Associates, Inc.
Engineering • Land Surveying • Planning
Management
1186 Stoneaest Blvd., Tega Cay, S.C. 29708 P: [phone]
www.rjoeharris.com
This drawing shall not be used for construction purposes until the
seal and signature of the responsible registrant appears on the
drawing, and proper permit forms and related fees are transmitted
by the Owner, Owner's Agent or Contractor to the Authority
having jurisdiction.
Corporate Seal
Engineer's Seal
®`,�®►u i u►►i1�e
�`N Cf� RD� �1 i1
%%Will i u►�����
�0��'`N CA RO�
°
ESS/pN
°
Bsl °a°°
a �2
aQ q`°°
Q
= am SEAL CD� =
e a ti C-4168� a z®
= aW SEAL Za =
e a; 043341 a
�=
''o."�,�s& /�SSD�,a®��`
R,R`®�:®`��`a``
nn
o.�pNE
nn
Project Manager
C. Bridges
A. Gendelman
Department Manager
P. Murphy
C. Bridges
Print/Plot Date
October 27, 2021
Asbuilt Date
TOLL BROTHERS
14529 GRAND PALISADES PKWY
CHARLOTTE, NORTH CAROLINA 28278
P: [phone]
Project:
Hemby Place
Drawing Title:
Post Development Drainage
Area
Project No.
Drawing No.
4727
DWG File Name:
C4 0
4727 - Pre & Post
•

PARCEL #06147176 U'6' s
DB: 7293 PG: 426
CB #402 ° DEEP VOHRA & ARCHANA VOHRA G
AREA: 0.23 AC ' -
' °"5 PARCEL #06147177
C: 0.91 y�° y DB: 7542 PG: 0001 -� ss
R p SS SS 4S 0.10"E S N85 248.254' 4.
00:' PROPERTY BOUNDARY SS
131.597' I I
SS SS N85° 06.36"E
� SS __
/ � SS 65.01T --- -
/ / CB #401 O 0) SS N85° 23' 40.18"E
AREA: 0.20 AC N85° 3' 01.89"E _ _ _ -
173.415' ......
----.-.----
/ C: 0.89 N85° 21' 31.84" 7.167' /
-i-
/ 66 16 I I _
-
EX. DI #2
J /AREA:
C: 0 30 AC / / DCB #2 ...
�DCB #124
g5 130$66 AREA: 0.49 AC I 0 _ 20' .o.E -1 I I /..... .
DI #400 EX.. C: 0.49 DI #11�
AREA: 0.11 AC / , DI #118
C: 0.30 AREA: 0.65 AC I I I 5
C: 0.46 I 0.44 AC o X. WETLANDS I I
19212 SF i (-17 1)
j C 3 0.32 AC w
2 0.34 AC 14104 SF na
I 6 O /
EX. CB #1 #403 / _ 1 14355 SF CB #1 23
DDI #403 0o z DCB #119 1 SF CB #117 AREA: 0.17 AC
,W AREA: 1.45 AC / AREA: 0.40 AC CB #116 AREA: 0.12 AC C: 0.82 29,,,
C: 0.61 AREA: 0.26 AC
C: 0.30 C: 0.75
CB - /
0 09 I l C 0.71 CB #123 \ DCB #115
/ 9 CB #121 AREA: 0.14 AC f 116 r CB #117 S 'AREA: 0.68 AC 6
0.3 AAREA: 0.22 AC CB #120
N13 0T5 O5"W �Z � DDI #122 166 C: 0.72 �"
C: 0.72 CB #120 C: 0.76 o.a9 AC
2 CB #„ 21351 SF
�
AREA: 0.83 AC AREA: 0.16 AC R " qa, C #11
` C: 0.45 � C: 0.67 N CB #107 � zo'
AREA: 0.21 AC w I I I I
C: 0.72 CB #114
8 AREA: 0.29 AC
CB C: 0.69
18° ' 37.37°W CB #108 32 AREA: 0.100 AC 7 6
0
194.993' 2 \ AREA: 0.17 AC 31 27 SF C: 0.63 \ �B #113 /
,
0.42 AC
/ C: 0.73 0 22 sF CB #113 18262 SF w /
o $ \ v \AREA: 0.06 AC 8
0. CB #109 30 C: 0.73 0.44
145 /
S fei 6 11 s o \ 19365
o \ AREA: 0.09 AC 652 SF \ \ CB #105
\ \\ C: 0.75 \ AREA: 0.02 AC
\ A \ \ \ C: 0.79 \ � w
/ 559 CB #110 \ --CB #105 m1 I
/ AREA: 0.21 AC \ DDI \/ of o_ Z �� \ / - 4. 1
7 C: 0.72
41)
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/ II147 SF DDI #112
69 \ \ AREA: 1.61 AC
CB #103
AREA: 0.18 AC
/ C:0.69 \
\ o CB #104 \ _�
AREA: 0.11 AC' \ C: 09AC \CB #102 \ WALL #100
6 \\ �n / .70 \ C #10 SAREA: 0.05 AC I I I I
\ 0.3 AC 01 n m \ \ # C: 0.69 w 1
� 1480 SF � � �
o 0 33 C #102/
m
�
/ 34 6 l
CB #213 \ \ 0.3 CB #200
5 SF AREA: 0.43 AC
N18° 9' 01.5 'W `� 'S'
63' AREA: 0.21 AC \ \ C: 0.74 B M P
16.5 6' / C: 0.71 35 \ n 1 AC \ I I I I
- \% 0 C 0
0.3 CB #202 3 SF CB #300 SF \ /
N 1482 AREA: 0.15 AC / AREA: 0.25 AC
1. ` \ C: 0.73 0 �R, z. C: 0.74
rn S DI #404
AREA: 1.34 AC \ / CB #201 G3\ EX. WETLANDS
C: 0.30 / \-��N�`\�E� p,L\G j a / o \ (TYP.)
� � AREA: 0.17 AC � 50 1 � ,
o
\ CB 202 C: 0.78 / DCB #307
/ 4 I B #2 / CB 300
P \0. 0.4 AC DDI #111 148 SF \ \ #21 � / CB #211 DCB #307 I 195 SF '
DDI #214 C #2 3 CB #212 AREA: 0.46 AC AREA: 0.86 AC \
Z� AREA: 1.44 AC C: 0.48 C: 0.40 CB #301 0 1
� C: 0.44 \ AREA: 0.14 AC `
/ C: 0.82 AREA: 0.11 AC / DDI #111 ` \
� DDI #2'l4 AREA: 0.63 AC RC
CB #203 B #3 q' C: 0.45 \ \ I I PAR
/ AREA: 0.20 AC I \ D
o` C:0.75
�N 156 SF
\CB # C #3 c
SF
ZCB #308 CB #302 \ \
AREA: 0.20 AC I \ \
\ AREA: 0.29 ACCB C: 0.68 \ \
/ 20� �A AREA: 0�05 C: 0.42 08 AC s
CB #204 CB #309 I /
C: 0.69
� AREA: 0.11 AC,.. AREA: 0.04 AC _
C:0.70 C:0.85 I w 14
/ 2 CB #31 0 ► 0 0.43 AC
CB #303 / 18584 SF \ \
\ 1�s AC 20 CB #310 AREA: 0.05 AC
32
AREA: 0.09 AC \ \
C: 0.78 ra -
_ C: 0.80 \
O \
\4 R ti Nags ' I \ \
� \ CB #2 6 '9i'- B #309 � CB #304 � CB #305
N32° 2 ' CB #311 7 "'.AREA: 0.37 AC 15
oo°w CB #206
L 1.423' \ AREA: 0.03 AC AREA: 0.25 AC �.; / AREA: 0.15 AC C: 0 72 0.42 AC \ \
O C: 0.71 3 C: 0.51 0 \ 18332 SF \ \
C: 0.63 g
CB #209 21 #3
AREA: 0.29 AC C R- CB #3 5 j 18° ' 52.67"W i B fF/-IM24 �?
C: 0.34 m� DCB #312 11 , o
C� / AREA: 0.35 AC RCB ,3s.
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AREA: 0.103 AC 14830 s C: 0.72 -' ' �°� CB #306 /
19
CB #208 C: 0.40 CB #215 AREA: 0A1 AC / 'B 6
fV�14.81°W Q AREA: 0.20 AC i AREA: 0.03 AC / 14852 SF C: 0.71
18
� 51.409' �, C:0.33 C:0.63 � J � �I < 16
I15010 SF 0.41 AC
CB #21 O 17798 SF
AREA: 0.29 AC I 17 / PROPERTY BOUNDARY
C: 0.65 CB #207 DI #313 / 0.38 ACC
AREA: 0.89 AC Ql #3� 0 16599 SE' /
C: 0.44 a
CB 1
CB #208
20' s.0. / 1CB #216
AREA: 0.10 AC- °°'9' 4�1 /
C: 0.20
C1\1 /
CB #216 0 , `oNf GRAPHIC SCALE
412.97 /'-60 0 30 60 120 240
cNF N77° 2
2
o 3'30-g1„w
0 o co ,oH �, IN FEET )
_ c F
I.- N '- 1 inch = 60 ft.
/
oyE °0;
ISSUED FOR
REV
08/20/2021
Submittal to City of Weddington and NCDOT
0
08/26/2021
Submittal to Union County Public Works
1
09/17/2021
Second Submittal to City of Weddington and NCDEQ
2
10/01/2021
Second Submittal to Union County Public Works
3
10/13/2021
Revised Plans for Client
4
10/27/2021
Third Submittal to Union County Public Works and NCDEQ
5
Aopftl%%, 9a
NOWN CQBD[Ill fib
$11 Know what's below
1J.�teE O�..a,.:�. , one�all Center Call before you dig.
Engineer:
R. Joe Harris & Associates, Inc.
Engineering • Land Surveying • Planning
Management
1186 Stoneaest Blvd., Tega Cay, S.C. 29708 P: [phone]
www.rjoeharris.com
This drawing shall not be used for construction purposes until the
seal and signature of the responsible registrant appears on the
drawing, and proper permit forms and related fees are transmitted
by the Owner, Owner's Agent or Contractor to the Authority
having jurisdiction.
Corporate Seal
Engineer's Seal
Cf\ / Do
0%%" \A U /Yo
X-`\A °
S/pN �y
°
�� / ' a �-Y
29:Z
= ° m SEAL
e a ti C-4168� a z®
UJ SEAL .
e a 043341 aC/-)
'®�`'•9./S&
�=
ASSO��P��.a�.
.�pNER�R
Project Manager
-
C. Bridges
B. Norris
Department Manager
P. Murphy
C. Bridges
Print/Plot Date
October 27, 2021
Asbuilt Date
TOLL BROTHERS
14529 GRAND PALISADES PKWY
CHARLOTTE, NORTH CAROLINA 28278
P- [phone]
Project:
Hemby Place
Drawing Title:
Storm Drainage Areas
Project No.
Drawing No.
4727
DWG File Name:
C 0 0
4727 -Storm
•