SW3190804_2712-Design Book_Signed_01.08.2019_8/20/2019

Storm Drain/Erosion Control Project Report
for
Pine Forest II
Iredell County, North Carolina
Date: November 16, 2018
Client:
The Johnson Group, Inc.
323 Walnut Street
Statesville, North Carolina 28677
Engineer:
R. Joe Hams & Associates. Inc.
Engineering • Surveying • Planning • NLanagement
127 BEN CASEY DRIVE, SUITE 101
FORT MILL, SC 29708
- Report -
Initial Submittal to City of Statesville & Iredell County

Pine Forest 11
Storm Drain/Erosion Control 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
o Plan View
e Inlet Spread — 10-year Storm Event
o Pipe Design — 10-year Rational Method
o Inlet Sump Calculations
o Rip -Rap Apron Calculations
• Storm System 200
o Plan View
o Inlet Spread — 10-year Storm Event
o Pipe Design — 10-year Rational Method
o Inlet Sump Calculations
o Rip -Rap Apron Calculations
SECTION IV: Erosion & Sediment Control
• Initial Phase Erosion Control Basins Calculations
o Sediment Basin #100
o Sediment Basin #200
• Initial Phase Erosion Control Pipe Slope Drains Calculations
• Final Phase Erosion Control Basins Calculations
o Sediment Basin #100
o Sediment Basin 9200
SECTION V: Pre & Post Analysis
• Pre & Post -Development Summary
• Pre & Post -Development Curve Numbers
• 2, 10,50 & 100-year Storm Event Hydrograph Analysis
Table of Contents

Pine Forest II
Storm Drain/Erosion Control Project Report
SECTION VI: BMP Analysis
• Sand Filter Pond #100
o BIVIP Curve Number Calculations
o Water Quality Calculations
o Hydrograph Analysis
• Sand Filter Pond 9200
o BMP Curve Number Calculations
o Water Quality Calculations
c Hydrograph Analysis
SECTION VII: Appendix A
• Pre -Development Drainage Area Map
• Post -Development Drainage Area Map
• Storm Drainage Area Map
• BMP Drainage Area Map
Table of Contents

Pine Forest II
Storm Drain/Erosion Control Project Report Section 1: Project Information
Project Summary

Pine Forest II
Storm Drain/Erosion Control Project Report
A. PROJECT DESCRIPTION
Summary
The Pine Forest II Subdivision project is a Planned Development located west of Interstate 77 off of
Amity Hill Road in Iredell County, North Carolina. This development consists of approximately 29.36 Ac.
This project will consist of 70 single family residential lots.
This property has a Tax Parcel Number of 4742-58-9712, Deed Book Number of 2470 and Deed Book
Page Number of 1971.
The predominant soil types within the proposed limits of construction are Cecil sandy clay loam and
Hiwassee fine sandy loam; all of which belong to the Soil Hydraulic Group B (as taken from the Web Soil
Survey 2.1— National Cooperative Soil Survey by NRCS).
The disturbance for the site will encompass roughly 23.88 acres. The site will encounter two phases of
erosion and sediment control management, beginning with an initial phase. Initial clearing, grading and
infrastructure placement will occur during this phase. The last phase (stabilization or final phase) will
include paving and stabilization of the site. Given the amount of grading work that will take place, the
majority of the erosion control is best managed through the use of sediment basins; with temporary
diversion ditches to help channel flow to the aforementioned basins. Accessory features such as inlet
protection, silt fence, and concentration outlets will also be used to assist with the bypass areas and
smaller areas of concentrated flow.
Two proposed sediment basins (Basin #100 and Basin #200) have been specified for the initial phase
erosion control. Sediment Basin #100 and Sediment Basin #200 will remain active during the final phase
of erosion control and sediment management. All storm drainage systems will be installed per plans
with no stubbed pipes or temporary pipes.
B. STORMWATER MANAGEMENT
Pre and Post development flows were analyzed to determine if storm water detention would be
necessary for the higher level storm events. The pre -development analysis point was conducted along
the existing creek which runs west/east on the south side of the area. The Post development analysis
was analyzed at the same location which includes BMP #100 and BMP #200.
Pre and Post Development runoff summaries can be found in Section V of this project report and in
summary for the 2-year, 10-year, 50-year and 100-year Storm Events.
C. WATER QUALITY
There are 2 main drainage areas that make up the combined flow for Pine Forest II. The 2 main drainage
areas make up the developed areas of the site. The larger of the 2 collects approximately 559/0 of the
total runoff of the site. This runoff will drain to BMP #100.
The 2nd drainage area is primarily flow from the remaining 45% of the development. This runoff will
drain to BMP #200.

Pine Forest II
Storm Drain/Erosion Control Project Report Project Summa
Both of these drainage areas have been designed to collect the bulk of the sites impervious runoff and
treat it before releasing downstream. The BMP water quality design can be found in Section VI of the
report booklet.
D. STORM DRAINAGE SYSTEM
An analysis of both receiving storm drainage systems within the Pine Forest II site was conducted to
verify the drainage systems would not surcharge or be beyond capacity due to the drainage areas and
the storm water runoff from the site for the 10-year, 24-hour rainfall intensity, and all yard inlets have
been evaluated for sump capacity using the 10-year, 24-hour rainfall intensity.
For the analysis of the infrastructure, RJH utilized a combination of Aerial topography for the area and
proposed lot/road grading to evaluate each of the storm drain systems. Storm systems #100 and #200
are new systems within the limits of the Pine Forest II project site. These storm systems function with
the design parameters set forth by the City of Statesville, Iredell County and NCDOT for both pipe design
and inlet spared capacity.
All systems have been fitted with a properly sized riprap apron at the outflow for energy dissipation. All
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

Pine Forest11
Storm Drain/Erosion Control Project
Section 2; Project Information
Overall Project Information

3 Hydrologic Soil Group—Imdell County, North Carolina 3
(2712)
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UsDk Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
R 35° 44 N
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Hydrologic Soil Group—Iredell County, North Carolina
2712
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
!, Cecil sandy clay loam, 2
B',
4.5
15.2%'
to 6 percent slopes,
moderately eroded
li CeC2
Cecil sandy clay loam, 6
B
Ali 8.2
27.9%
to 10 percent slopes,i,
moderately eroded
CgC
Cecil -Urban land
B
0.7
2.5%
complex, 2 to 10
!,
percent slopes
ChA
Chewacla loam, 0 to 2
B/D
4.7
16.0%
percent slopes,
frequently flooded
HwC
Hiwassee fine sandy
B
2.1
7.1 %
loam, 6 to 10 percent
slopes
HwD Hiwassee fine sandy B 4.6 15.6%
loam, 10 to 15 percent
slopes
PcD2 Pacolet sandy clay B
2.3 7.8%
loam, 10 to 15 percent
slopes, moderately
eroded
PcE2 Pacolet sandy clay B
2.3 7.9%
loam, 15 to 25 percent
slopes, moderately
eroded
Totals for Area of Interest _ _ _.
29.4 100.0%
USDA Natural Resources Web Soil Survey 6/12/2018
A" Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Iredell County, North Carolina
2712
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 6/12/2018
ri conservation service National Cooperative Soil Survey Page 4 of 4

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9/18/2018 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Statesville, North Carolina, USA',,.'
Latitude: 35.73910, Longitude:-80.8684°
Elevation: 852.99 ft**
`source: ESRI Maps "ZEN n
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonniq 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 lira )1
Average recurrence interval (years)
Duration'
00
10F
25
1 100
200
500
1000
0.377
0.446
0.523 0.578
0.644
0.689
0.731
0.770
0.815
0.847
5-min (03480410)I
(0.412-0.486)�(0.481-0.570)
(0.531-0.629)
(0.587-0.699)
(0.624-0.749)j
(0.657-0.797)
(0.686-0.84=
0.716-0.897)..
(0.736-0.937)
0.602
0. 113
0.835 0.925
1.03
1.10
1.16
1.22
1.29
1313
10-min(05560654)(0658-.778)i(0.770-0-912)
(0.848-1.01)
(0.935-1.11)�
(0.994-1.19)
(1.05-1.27)
(1.09-1.33) ii,
(1.13-1.42)
(1.16-1.48)
_-
0.896
1.06 1.17
1.3o
1.39
1.47
1.54
1.62
1.68
15-min (0694-0.818)
(0.827-0.977)
(0.974-1.15) 1 (1.07-1.27)
1 (1.19-1.41)
1 (1.26-1.51)
1 (1.32-1.60)
1 (137-1.68)
1 (1.43-1.79)
1 (IA6-1.85)
-0.75�
1.03
1.24
1.51 1.70
1.93
2.09
2.25
2.40
2.58
2.71
30-mini (0.952-1.12)
(1.14-1.35)
(1.39-1.64) (1.56-1.84)
(1.76-2.09)
(1.90-2.28)
(2.02-2.45
(2.14-2.62)
���
(2.27-2.84)
(2.36-3.00)
1.29
1.55
1.93 2. 11
2.56
2.83 'i,
3.10 IF
3.36
3.70
3.96
60-min
(1,19-1.40)
(
1 (1.43-1.69)
1 (1.78-2.10) 1 (2.03-2 40)
1 (2.34-2.79)
1 (2.57-3 08)
(279-3.38)
1 (3.00-3.68)
(3.26-4.08)
(3.44-4.38)
1.49
1.81
2.26 2.61
3.06
F 3.42
3.77
T4.12
4.60
4.96
2-hr
(1.37-1.62)
1 (1.66-1.97)
1 (2.08-2.46) 1 (2.38-2.84)
1 (2.79-3,33)
1 (3.08-3.72)
(3.37-4.12)
1 (3.65-4.52) ',,
(4,02-5.07)
(4,28-5.50)
1.60
1.93
2.43 ( 2.81
3.33
3.74
4.15 7F
4.58
5.16
5.62
3-hr
(1.48-1 74)
(1,78-2.11)
(2.23-2.65) (2.57-3 06)
(3.03-3.63)
(3.38.4.08)
(3.72-4 54)
(4.05-5.02)
(4.49-5.70)
1 (4.83-6.24)
197
2.37
2.97 3.44
4.09
4.60
5.12
5.66
6.417F
6.99
6-hr
(1,822.13)
(2.19-2.58)
(2.74-3.23) (3.17-3 74)
(3.73-4.43)
(4,17-4.99)
(4.60-5.57)
(5.03-6.16)
( 5,59-7.00)
(6.02-7.67)
236
2.85
3.57 4.15
4.95
5.58
6.24
6. 22
7.86
8.61
12-hr (2A8-2.56)
1 (2.64-3.10)
1 (3,31-3.89) 11 (3.82-4.50)
1 (4.52-5.35)
1 (5.06-6.0$)
1 (5.60-6.74)
1 (6.14-7.48)
1 (6.86-8.51)
(7.40-9.34)
2.82
3.41
4.32 5.02
6.00
6.77
7.57
8.39
9.51
10.4
24•hr
(2.62-3.05)
1 (3.17-3.69)
1 (4.00-4.67) 1 (4.64-5 43)
1 (5.52-6.48)
1 (6.21-7.32)
1 (6.92-8.18)
1 (7.64-9.08)
1 (8.62-10.3)
1 (9.38-11.3)
3.32
4.00
5.01 5.80
6.86
7.70
8.56
9.43
10.6
11.6
- 2-day
(308-3.58)
(3.72-4.33)
(4.65-5.42) 1 (5.37-6.26)
1 (6.33-7.41)
1 (7.09-8.32)
(7.85425)
1 (8.62-10.2)
1 (9.66-11.5)
1 (10.5-12.5)
3.53
4.24
5.28 6.09
7.19
8.06
8.94
9.84
11.1
12.0
lll3-day
i (3.28-3 80)
(3.95-4.58)
(4 91-5.70) 1, (5 65-6.57)
(6.64-7.75)
(7.43-8.69)
(8.22-9 65)
(9.02-10.6)
1 (10.1-12.0)
(10 9-13 0)
3.74
4.49
5.56 '; 6.39
7.52
8.41
9.32
10.3
11.5
12.5
4-day
(3.48-4.01)
1 (4,194.83) 1
(5.18-5.98) 1 (5 94-6.88)
1 (6.96-8.10)
1 (7.77-9.06) 1
(8.59-10.1)
1 (9.41-11.1)
1 (10.5-12.4)
)
4.30
5.15
6.27 7.14
8.30
9.22
10.1
11.1
12.3
13.3
7-day I
(4.04-4.61)
(4.83-5.51)
(5.88-6.70) , (6.68-7.63)
(7.75-8.88)
(8.59-9.87) (
(9.41-10.9)
1 (10.3-11.9)
1 (11.4-13.3)
1 (12.2-14.3)
4.94
5.88
7.06 7.97 7
F 9.17
10.1
11.0
12.0
13.2
14.2
10-da
(4.66-5.26)
1 (5.54-6.26) 1
(6.66-T52) 11 (7.50-8.48)
1 (8.60-9.76)
1 (9.46-10,8) 1
(10.3-11.8)
1 (11.2-12.8)
1 (12.3-14.1) 1
(13.1-15.1)
6.62
7.83
9.24 10.3
11.8
12.9
14.1
55.2
1
17.9
20-day
(6.29-6.98)
(7.43-8.25)
(8.76-9.74) (9.79-10.9)
(11.1-12.4)
(12.2-13.6)
(13.2-14.8)
(142-16.1)
.7
(15.6-17.7)
(16.6-19.0)
8.20
9.64
17.1 12.3
13.7
14.8
15.8
16.9
18.2
19.3
30-day (7.83-8.59)
(9.21-10.1)
(10.6-11.7) (11.7-12.8)
(13.0-14.4)
(14.1-15.5)
(15A-16.6)
(16.0-17.7)
(17.2-19.2) 1
(18.2-20.3)
10.3
12.1
13.7 14.9
16.5
17.6
18.7
19.8
21.7
22.2
45-day (9.90-10.8)
(11.6-12.6)
(13.1-14.3) 1 (14.3-15.6)
1 (15.7-17.2)
1 (16.8-18.4) 1
(17.8-19.6)
1 (18.8-20.7)
1 (20.1-22.2)
(21.0-23.3)
12.3
143
16.1 F 17.5
F 19.2
F 20.4 IF
21.6
F 22.8
F 24.3
25.4
60-day
(1 L8-12.8)
(13.8-14.9)
(15.5-16.8) (16.8-18 2)
(18.4-20.0)
(19.6-21.3)
(20.7-22.6)
(21.8-23.8)
(23.2-25.4)
(24.2-26 6 )
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=depth&units=english&series=pds 1 /4

9/18/2018 Precipitation Frequency Data Server
PF graphical
PDS-based depth -duration -frequency (DDF) curves
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NQAA Atlas 14. Volume 2, Version 3 Created (GMT): Tue Sep 18 12:47:35 2018
Back to Top
Maps & aerials
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Average recurrence
interval
(Years)
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200
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— 20-day
— 3fir
— 30-day
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- 45-day
— 12-hr
— 60-day
— 244V
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=depth&units=english&series=pds 2/4

9/18/2018 Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=depth&units=english&series=pds 3/4

9/18/2018
Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
hftps://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=depth&units=english&series=pds 4/4

9/18/2018 Precipitation Frequency Data Server
9 NOAA Atlas 14, Volume 2, Version 3
Location name: Statesville, North Carolina, USA'
Latitude: 35. s 14, Longitude: Version
3 e a
Elevation; 852.99 ft- a
" 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/hour)1
Average
recurrence
interval (years)
Duration'
4.52
5.35
6 28 6.94
25
7 73
50
8 27 I
100
8.77
200
9.24
F 5 00
9.78
1000
10.2
$-into
(4.18-4.92)
(4.94-5.83)
(5.77-6.84) (6,37-7 55
( 7.04-8.39)
l 7,49-8.99
( ) f11
(7.88-9.56) �
(8.23-10.1) 11
(8.69-10.8) i
(8.83-11.2)
3.61
, 4.28
5.03 5.55
6.16
6.58
6.97
7.32
7.73 t
8.00
10-into
(3.34-3-92)
3.01
(3.95-4.67)
3.58
(4.62-5.47) (5.09-6.04)
4.24 4.68
(5.61 6.68)
5.20
(5.96-7.16) t
5.56
(6.27-780)
5.88
(6.63-8.00) _-
6.16
(6.80-8.61)
6.49 1
(6.96$-85)
6.70
15-min
(278-3.27)
1 (3.31-3.91)
(3.90-4.62) 1 (4,29-5.09)
(4.74-5.65)
( (5.03-6.04) !,
(5.28-6.40) i
(5.49-6.74)
(5.70-7.14)
(5.82-7.41)
2.06
2.48
3.01 3 39
3.85
4. 88
4.50
499
5.16
5 42
30-min
(1.90-2.24)
(2.29-2.70)
(2.77-3.28) (3.11-3.69)
(3.51-4,18)
(3.79-4.55)
(405-4.90)
.
(4.27-5.24)
(4-54-5.68)
'
(4.71-6.00)
1.29
! 1.55
1. 33 2.21
2.56
2.83
3.10
3.36
3.70
3.96
60-min
(1.19-1.40)
11 (1.43-1.69)
1 (1,78-2.10) `' (2.03-2.40)
1 (2.34-279)
(2.57-3.08))
(2.79-3.38) {
(3.00-3.68)
1 (3.26-4.08)
1 (144-4.38)
0.746
0.904
1.13 1.30
1.53
1.71
1.88
2.06
2.30
2.48
�2-hr
(0.8860.811)
(0.832-0.988(i
(1.041,23) 1 (1.19-1.42)
1 (1.39-1.67) �
(1,541.86) I1
(1.89-2.06)
(1.832.26)
(2.012.53)
1 (2.14-2.75)
0.532
0.644
0.809 0.935
1.11
1.25
1.38
1.52
1.72 !
1.87
3-hr
(0.491-0.580)�(0,594-0.704)�(0.744-0.883)�
(0,857-1.02)
_
1 (1.01-1.21)
1 (1.12-1.36)
1 (1.24-L51) I
(1.35-1.67) j1
(1.50-1.90) !
(1,61-2.08)
6-hr
i( 0.328
0 303-0.357)I
0.396
(0.366-0.431)
0.496 �( 0.575 )
(0.458-0 540)j 0 529-0 625
( 0.682
0 623-0.740)
0.768
(0.696-0 833),
0.855
(0.768-0.930)
0.945
(0.840-1 03),
1.07
(0.934-1.17)
1.77
(1.00-1 28)
0.196
0.236
0.297 0.345
0.410
0.463
0.518 !
0.574
0.653
0.715
12-hr
i (0.181-0.212)
(0.219-0.257),
(0.274-0.323) (0.317-0.374)
(0375-0.40.4)
(0 420 0 600) 1,
(0.465-0.559)
(0509-0-621)
(0.569-0.706)
(0.614-0.775)
0.117
0.142
0.180 0 209
0.250
0.282
0.315
0.349
0.396
0.433
24-hr
(0.109-0.127))
(0 132-0-154)
:0 167-0.195)� (0.193-0.226)
(0 230 0 270)'
(0 259 0 305)
(0.288-0.341)I
(0.318-0.378).
(0.359-0-430)
(0.391-0.471)
Ili
2-day
0 6 -0 075 !
0.077--0 090
0.097-0l13 0 1102 0 130
0 iffi-0354
0 148 00173
0 163-0893
0 180-021.3_
0 201Z0 240
0.2018-0 26>J
0 049
0.059
0.073 0.085
0.100
0.112
0.124
0.137
0.154
0.167
3-day f
(0 046 0 053)'.
(0 055 0 064)I,
(0.068-0.079)i (0 079 0 091)
(0.092-0,108)
(0.103-0.121)
1
(0.114-0.134) ((0.125-0
148)
(0.1400.166)'.
(0.152-0.181)
4-day
0.039
(0 036 0 042)I
0.047 !
(0.044-0.050)
0.058 0.067
(0.054-0.062) (0.062-0.072)
0.0 88 !
(0.073-0.084)
0.088
(0.081-0.094)I
0097
(0.089-0.105)�
0.107
(0.098-0.115)!
0.120
(0.110-0.130)!
0.130
(0.119-0.141)
7-day
0.026 7
(0.024-0.027)!
F 0.031
(0.029-0.033)I
0.037 0.042
(0.035-0.040)1 (0.040-0.045)
0.049
(0.046-0.053)
0,055
(0051-0.059j
0.060
(0.056-0,065)
0.066
(0.061-0.01)',
0.073 !
(068-0.079)j
0.079
(0.073-0.085)
10-day
0.021
(0.019-0022)i(0.023-0.026)
0.024 'i,
0.029 0.033
(0.028-2031) (0.031-0.035)
0.038
(0.036-0.041)
0.042
(0.039-0.045)j(0.043-0D49)
0.046
0.050 lI
(0046-2053)I(0.051-0.059)`(0.055-0.063)
0.055 j
0.059
20-da
0.014
(0.013-0015)
0.016
(0.015-0.017)�(0018-0.020)�(0.020-0.023)
0.019 0.022
0.025
(0.0230,026),,L.025-0.028y,(0.028-0.031)i
F 0.027
0.0297F0.032
(0.0300.033),(0.033-0.037)
F 0.035
0.037
(0.035-0.040)
0.011 IF
0.013
0.015 0.017
0.019
0.021
F0.022 jF
0.023
0.025
0.027
30-day
(0011-0.012)I(0.013-0-014)
(0.015-0.016) (0.016-0018).(0-018-0.020)
(0.020-0.022)
(0.021-0.023)1(0.022-0.025)
(0024-0.027)I(0-025-0.028)
0.010 iF
0.0 11 IF
0.013 0.014 '
0"015
0. 116
0.017
0. 118
0.020
0.021
45-da
�
(0.009-0.010)
(0.011-0.012),
(0.012-0.013) (0.013-0.014)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.017-0.019)I,
(0.019-0.021)I,,
(0.019-0022)
0.009
0.010
0.011 0.012
0.013
0.014 !
0.015 !
0.016
0.0 77
0.016
60-day
I
(0.008-0.009)
(0.010-0.010)
(0.011-0.012)� (0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)i
..
(0.015-0.017)!
(0.016-0018)j
(0.017-0.018)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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9/18/2018 Precipitation Frequency Data Server
PF graphical
3
I
100-000
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.73916, Longitude: -80 86W
Duration
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAA Atlas 14, Volume 2, Version 3 Created (GMT): Tue Sep 18 12:50:00 2018
Back to Tap
Maps & aerials
Small scale terrain
mtenail
(years)
— 1
—x
10
— 2s
so
100
200
Sao
1000
Duration
— 5-min
— 2-day
— 10-m1n
— 3-day
— 15-min
— 4-day
— 30-min
— 7-day
— 60-min
— 10-day
— 2-41r
— 20-day
— 3 hr
— 30-day
— "r
— 45-day
— 12-hr
— Wday
— 244Y
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=intensity&units=english&series=pds 2/4

9/18/2018
Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=intensity&units=english&series=pds 3/4

9/18/2018
Precipitation Frequency Data Server
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?: [e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=intensity&units=english&series=pds 4/4

Pine Forest II
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm System Analysis
Storm

Pine Forest TI
Storm Drain/Erosion Control Project Report Section 3: Storm Drain Calculations
Storm System 100 Analysis
Storm 100

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Inlet Report
Hydraflow Express Extension for Autodesk®AutoCAD® CMI 800 by Autodesk, Inc.
DG #123
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Curb Length (ft)
= -0-
Q (cfs)
Throat Height (in)
= -0-
Grate Area (sgft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.021
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (in)
= -0-
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= -0-
Bypass Depth (in)
Gutter n-value
= -0-
AN dimansians in fort
Wednesday, Sep 19 2018
Known Q
= 0.02
= 0.02
= 0.02
—,-0-
= 0.09
= 100
= 2.73
_ -0-
-0-
-0-

Inlet Report
Hyd raflow Express Extension for AUtodesk®AutoCADO Civil 3DO by Autodesk, Inc, Wednesday, Sep 19 2018
DG #124
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.89
Throat Height (in)
= -0-
Grate Area (sgft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.89
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.89
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.15
Slope, Sw (ft/ft)
= 0.021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 11.12
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2,00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dimensions in fed
�i

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCADE) Civil 3D® by Autodesk, Inc.
DG #130
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Curb Length (ft)
= -0-
Q (cfs)
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at inlet (in)
Slope, SW (ft/ft)
= 0.021
Efficiency (%)
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
Local Depr (ir)
= -0-
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= -0-
Bypass Depth (in)
Gutter n-value
= -0-
.411 di €naps o ns in led
Wednesday, Sep 19 2018
Known Q
= 2.14
= 2.14
= 2.14
_ -0-
= 2.06
= 100
= 18.37
_ -0-
-0-
-0-

Inlet Report
Hydraflow Express Extenslon for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Sep 19 2018
DG #131
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 3.69
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2,00
Q Total (cfs)
= 3,69
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.69
Q Bypass (cfs)
= -()-
Gutter
Depth at Inlet (in)
= 2.97
Slope, Sw (ft/ft)
= 0,021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 25.54
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -()-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
=
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Inlet Report
Hydraflow Express Extension for AutodeskO AutoCADO Civil 3D® by Autodesk, Inc.
Wednesday, Sep 192018
DG #218
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.98
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.98
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.98
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.96
Slope, Sw (ft/ft)
= 0.021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 17.54
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
AJ dImens ans to fast

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Pine Forest TT
Storm Drain/Erosion Control Project Report Section 4, Sediment & Erosion Control
Erosion Control Calculations
Initial Basins Calcs

Pine forest II
Storm Drain/Erosion Control Project Report Section 4. Sediment & Erosion Control
Initial Phase Erosion Control Basin Calculations
Initial Basins Calcs

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 7,2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #100
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 12.06 ac.
Paved Roads/Sidewalk/Structures 0.03 ac.
Wooded Area
C = 0.95
C = 0.25
4.76 ac.
Good Grass(>75% coverage) 6.83 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 100) 0.29
0.44 ac.

PROJECT: Pine Forest II DATE: 7-Aug-18
PROJECT REF: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin 0100 ENGINEER: PLM
POND STORAGE VOLUME:
D,ESC.
CONTOUR ELEVATION. INCREMENTAL INCREMENTAL MXUM..
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT:) _ (S:F.) (FT'.') C.F.) C,F.)
Bottom
790.00
8,968
W)
0
0
791,,00
10,456
U
9.651
9,651
792.00
12,043
2.0
11240
20,891
793.00
13,860
3.0
12,941
33,832
794.00
15,677
4.0
f4.760
48,592
795,00
17,733
5.0
16,695
65.287
Weir
796.00
19,789
6.0
1
18,751
1
84,038
Spillway
797.00
22,344
7.0
21.054
105,092
Top
798.00
24,900
8.0
23,611
128,702
Type of Basin:
Riser & Barrel
Drainage Area:
12.06 Acres
Denuded Area:
0.44 Acres
Req. Volume:
21,706 Cubic Feet
Provided Volume:
84,038 Cubic Feet( @796-Top of Riser Weir) OK
Emergency Spillway Length:
20.0 Feet (As Designed for Detention Pond)
Top of Basin/Berm:
798.00 Riser: 2'X21 I.D. Box
Spillway Elevation:
797.00 Barrel: 24" RCP ® 2.22%
Riser Weir Elevation:
796.00 * Barrel designed to carry 2yr. flow
Cleanout Elevation:
793.00
Bottom of Basin:
790.00
"C" Value:
0,29
Q2=(12.06Acres)(5.34 inlhr)(0.29)
Q2= 18,86 efs
Q10 =(12,06Acres)(6.95 in/hr)(0.29)
Q10= 24,55 efs
SA = (Q10)*(435)
SA= 10,680 sq.ft.
SA @ Design storage at Principal Spillway elevation= 19,789 sq.ft.
SA Design Storage greater than SA
required Storage OK
* Baffles are required in basin.
"Skimmers are required in basin

PROJECT: Pine Forest 11 DATE: 07-Aug-18
PROJECT REF: Project Number: 2712 DESIGNER: LAB
DESCRIPTION: Initial Sediment Basin #100 ENGINEER: PLM
POND STORAGE VOLUME:
CONTOUR ELEVATION INCREMENTAL ACCUM;
C
EfiETA,. AREA DIFFERENTIAL VOLtM'EVOLUME
790.00
8,868
0.0
0
0
791.00
1.0,456
1.0
9,651
9,651
792.00
12,043
2.0
L1340
20,891
793.00
13,860
3.0
12,941,
33,832
794,00
15,677
4.0
14 760
4M92
795,00
17,733
5.0
16,695
6577
796,00
19,789
6.0
18,751
84,038
797.00
22,344
TO
21,054
105,092
79800
24,900
8.0
23.611
128.702
ORIFICE FLOW DATA:
ORIFICE'
ITxA.
AREA
(S.F.)
= Ci -`
INVERT
- ELEV
(ET)
CENTR
LTV
T�.I •;:,
�, D $CI�TLON
i '. .�,+` .� .
WEIR FLOW DATA: SPILLWAY FLOW DATA:
1
l:1tb51 CLb V. _
/V/.UU
WIDTH =
20
Z =
4
'C' =
vvzms

PROJECT, Pine Forest II DATE: 07-Aug-18
PROJECT REF: Project Number:2712 DESIGNER: LAB
DESCRIPTION: Initial Sediment Basin #100 ENGINEER: PLM
COMBINED FLOW:
ELET;
ORIFICES,,
WETILS SPILLW
C1 Q2 Q3 QS
TOTAL ,:
FLOW .:
- Q1EI
Q�
Q� .'
C,C+.Sa'
790.00
0,00
0.00
000
0.00
0.00
0.00
0.00
0.00
791,00
0,00
0.00
0.00
0.00
0.00
0,00
0,00
0.00
792.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
793.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0,00
794.00
0.00
0.00
0,00
0.00
0.00
0,00
0.00
0.00
795.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0,00
796.00
0.00
0.00
0.00
0.00
0.00
0100
0,00
0.00
797.00
0.00
0.00
0.00
3996
0.00
0.00
0.00
39,96
798.00
0.00
0,00
0.00
113M
0.00
0.00
65,72
178.74
FINAL RESULTS:
STAGE-1 1 REVERSE Q DISCHARGE
(FT.} r:. ,C:1�.R5A �1C:F S) 7
790M
0
0.00
791.00
189J27
2.19
792,00
179.585
2.,:8
793,00
169,507
196
794.00
158,790
1.84
795M
147,292
1.70
796,00
134,825
L56
197.00
121,076
4136
798,00
1.05,552
179.96
Contour Area (Acres):
790.00 0.2036
791.00 0.2400
792.00 0.2765
793.00 0.3182
794.00 0.3599
795.00 0.4071
796.00 0.4543
797.00 0.5130
798.00 0.5716

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Project Name: Pine Forest II
Ballast Red Design:
RJH Ref #2712
Riser Size (3'x3' O.D.):
Riser Size (2'x2' I.D.):
Barrel Size:
Top of Basin:
Bottom of Basin:
Principle .4iew Weir:
Top of Riser Structure:
Bottom of Riser Structure:
Spillway Height from top of Basin:
Bottom of Barrel
ki,ii,pllm-
W.mrrtw—Yn. =swr emu mmm ens"mrmrtm,t—
`unll.1t.m'—` tlW tart
Wa¢nwrlw+ne.oa eopnln M 10,ae o, raiomaft
Uplift at Peak Elavation:
Peak Elevation -71)0 It - 788.5 ft
Pine Forest II
Initial Sediment Basin.4100
9 fF 797' Spillway Elev.
4 fl"
796' Riser Weir
24 in
'
798 ft.
790 ft,
790 ft.
796 ft,
788.5 ft.
7.5'
1@
788.5 ft,
790' Bottom of Basin
7ti aoftorn at Rlepr $tmctura
IM
0zmm ersrm=i 60,
Peak Elevation= 7SR.
tlpIIR Force= (62A Ib/fl')(75')(Sft')
Uplift Force= 4212 to
Volume of Concrete Required to Stabilize Riser:
4212 be X 1/150 lbs/ftl=
2B.08
ft'
Volume of Concrete Within Riser:
Weight of Concrete 'Within Riser,
[(3'x3'x7.5')-(2'x2'x7.5';, (3'x3'x0'-0.5')lxl50 Ibsi
4950
Ib
Volume of Concrete'Wthin Riser:
49501be X 1/150 lbs/fP=
33.00
ft'
30" O.D. RCP X 8"=
-2.45
f'
4"x6^x6"=
-0.08
ft'
2 X'2.0r, O.D. X 6"=
-0.02
ft'
Total volume of concrete in aer =
30,44
ft'
Volume of additional ballast needed =
-2.36
fit,
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x 4'xV
16ft
Weight of Concrete'A thin Balast Pad:
12.2501s a 1501b/f0=
2400 lb
Buoyancy of Ballast Pad :
52,4Ib/@° x 12.25 f'=
998.4 Ib
Total Weight of Concrete in Riser Incld, Ballast =
6966 lb
Total Weight Required to Prevent Uplift =
5210A Ib
Factor of safely =
1.34
V Spillway Height
3'x3' DD Box
stone Berri 24 In, RCP
Pmimo 1" eewl,ItluGetl%I mltlerygVa rW IO M—a
�5n,m=xm. o, aiW asapao.
Outlet barrel connection
Weir at 796.00arrr,mo�rnmem=na."mnmw ws."im'mIm
Orifice at 790.00
=28.08 ft' -30.44 ft'
am,n. ynlmmn owr onrmprem ��. memmr Weis oeoyma
W-1 mli.d me ea"WW -« ,�rii—m wrmmi
_ (30.44W + 1(ft') x 150'..b/ft'
(42121a + 998.4)
8.3
0'

PROJECT: Pine Forest II
DATE: 7-Aug-18
PROJECT #: Project Number; 2712
DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin #100
ENGINEER: PLM
Initial Sediment Basin 100
Actual Volume ft3 *
Values from RJHA Sediment Basin
Actual Surface Area ft`
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
Head on Skimmer (feet)
Orifice Size (114 inch increments)
Dewatering Time (days)
Suggest about 3 days
Spreadsheet for sizing slimmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedenr.orZ/webilr/lini(s for download or more information
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
8.00
Shimmer Sizes as Manufactured
by Faireloth (Standard Sizes)
Skimmer size should be a min. I -pipe
size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 7, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #200
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total drainage Area = 9.28 ac.
Paved Roads/Sidewalk/Structures 0.00 ac.
C = 0.95
Wooded Area
C = 0.25
2.84 ac.
Good Grass (>75% coverage) 5.78 so.
Newly Graded
C = 0.3
1ff
Composite C (Initial Basin 200) 0.31

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #200
DATE: 7-Aug48
DESIGNER: IAB
ENGINEER: PLM
POND STORAGE VOLUME:
DESC.
CONTOUR ELEVATION INCREMENTAL' ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
FT.) : (S.F.) .. (FT.);, C.F.). (C.F.)
Bottom
788.00
8,380
0.0
0
0
789,00
9.637
1.0
9,002
9,002
790.00
10,895
2.0
10,260
t9,261
791,00
11291
3.0
11,586
30,847
792,00
13,68E
4,0
12,983
43,83t
793,00
15,617
5.0
14,642
58,473
Weir
794.00
17,546
6.0
16,572
75,045
Spillway
793.00
19,180
7.0
13,357
93,402
Top
796,00
20,814
8.0
1.9,992
113,393
Type of Basin:
Riser & Barrel
Drainage Area:
9.28 Acres
Denuded Area:
0.66 Acres
Req. Volume:
16,704 Cubic Feet
Provided Volume:
75,045 Cubic Feet ( A794-Top of Riser Weir)
Emergency Spillway Length:
20.0 Feet (As Designed for Detention Pond)
Top of Basin/Berm:
796.00
Spillway Elevation:
795.00
Riser Weir Elevation:
794.00
Cleanout Elevation:
791.00
Bottom of Basin:
798.00
"CN" Value:
0.31
Q2=(9.28Acres)(5.34 in/hr)(0.31)
Q2= 15.16 cfs
Q10=(9.28Acres)(6.95 in/hr)(0.31)
Q10= 19.73 cfs
SA = (Q10)*(435) .
SA= 8,582 sq.ft.
SA @ Design storage at Principal Spillway elevation=
SA Design Storage greater than SA required Storage
* Baffles are required in basin.
*Skimmers are required in basin
Riser: 2'Y2' I.D. Box
Barrel: 18" RCP Cn7 2.21%
'0 Barrel designed to carry 2yr. flow
17,546 sq.ft.
OK
OK

PROJECT: Pine Forest U DATE: 07-Aug-18
PROJECT REF: Project Number:2712 DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin #200 ENGINEER: PLM
POND STORAGE VOLUME:
CON,TOI7R ELEVAMN INCREMENTAL ACCUM. --
ELEV. AREA DIFFER IVTIAL VOLUME VOLVME:
(FT.) (C.F)
738.00
8,380
0.0
0
0
789M
9,637
1.0
9,002
9,002
790.00
10,895
2.0
10,260
19,261
791.00
12,291
3.0
11,586
30,847
792.00
13,688
4.0
12,983
43,831
793,00
15,617
5.0
14,642
58,473
794,00
17,546
6.0
16,572
75,045
795.00
19,180
7.0
18,357
93,402
796,00
20,814
8.0
19,992
113393
ORIFICE FLOW DATA:
WEIR FLOW DATA:
SPILLWAY FLOW DATA:

PROJECT:
PROJECT REF:
DESCRIPTION:
COMBINED FLOW:
Pine Forest II DATE: 07-Aug-18
Project Number: 2712 DESIGNER: TAB
Initial Sediment Basin ##200 ENGINEER: PLAT
788.00
1 0.00
1 0.00
0.00
0.0i)
0.00
0.00
0.00
0.00
799,00
no
0.00
0.00
0.00
0.00
0.00
0.00
0.00
790.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0,00
791.00
0.00
0.00
0.00
Mo
0.00
0.00
0.00
0.00
792.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
793.00
0.00
0.30
10.1)0
0.00
0.00
0.00
0.00
0.00
194,00
0.00
0.00
0.130
0.00
0.00
0.00
0.00
0.00
795,00
0.00
0.00
0.00
33.30
0.00
0.00
0.00
33.30
796.00
0.00
0.00
0.00
94.19
0.00
0.00
1 65.72
159.90
FINAL RESULTS:
STAGE-` REjtSE` ,; ,DgSCHARGE
788.00
0
0.00
789.00
189,127
2.19
790.00
179,585
2.08
791.00
169,507
L96
792.00
158.790
1.84
793.00
147,292
L70
794.00
134,825
1 56
795.00
12t,076
34.70
796.00
105,352
161.12
Contour Area (acres):
788.00 0.1924
789.00 0.2212
790.00 0.2501
791.00 0.2822
792.00 0.3142
793.00 0.3585
794.00 0.4028
795.00 0.4403
796.00 0.4778

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Project Name: Pine Forest II
Ballast Pad Design: Initial Sediment Basin #200
RJH Ref#2712
Riser Size (TxS0,0,)', 9R'
795'
Riser Slze (2'x2' 10 J', 4 11
Barret Ste: 18 In
Top of Basin: 796 R.
Bottom of Basin: 788 It.
Principle Riser Weir: 794 1
Top of Riser Structure: 794 3,
Bottom of Riser Structure: 786,5 R
Spillway Height from top of Basin: 1 ft,
Bottom of Barrel 786,5 R.
788' Bottom of Basin
xumoucne 766.5' Bakam
mmr alov.o[vm ar mmu Wllpnam[ew„w"e`r.
or Rleer Structure
'Un111V[I9111 c(«n[.......v r. nncwmre
l Yawl OCaeal
v 111'mrmv—e""n [nrrtirm"m md. m [wwmw.
Uplift at Peak Elevation:
Peak Elevation=794 R. -786.5 ft.
Peak=Ieveticn - 7.511.
Uplift Forca= (62.4 lbrit')(7.5n(9ft')
l:pllft Fcrce= 4212 lb
Volume of Concrete Required to Stabilize Riser:
4212 lbs X 1/1501bs/8°=
28.08 V
Volume of Concrete Within Riser:
Weight of Concrete Within Riser
((3'x3'x7.5)-(2'x2'X7.5')+(3'x3'x0'-0.5')IX1501bs/33=
4950 Ib
Volume of Concrete Within Floor:
4050 Ise X 1/150 bsifP=
23.30 ft'
23" O.D. RCP X 5"=
-1.44 ft°
4"xall x 61,=
-0.08 a'
2 X 2,0" O.D. X 5"=
-0.02 a'
Total volume of concrete in riser =
31,45 R'
Volume of additional ballast needed =
-3,37 R'
Ballast Pad Dimensions:
Volume of ConCl'9ts Within Ballast Pad:
4' x 4' x 1'
16 R'
Weight of Concrete Within Ballast Pad:
10 fP x'1501btfP=
2400Is
Buoyancy of Ballast Pad'.
02.4 IMF x'5 ft'=
998.41b
Ballast Pad
1' Spillway Height 1 I
3'X3'OD 11
Box
Stone Sodding
I-. 11— mowWaIn p-. rlwr a wide M. M is w[anova
in. RCP
Outist barrel connection Aull', 1 n 0 Aire„.z .o.
Wer at 794.00 nu:ummmlr lrosmmm wrwlmpnl w"eal.vn
Orifice at 790.00
=28.08 ft'-31.45W
'[ w 11111 or mdma'—,.,IIn, 4g or Mlleel pM R n ili
I—-1ll11...[ y In. —'mrn,vrnlloalt. ema Imeo
Total Weight of Concrete In Riser mold. Ballast= 7118 Ib = (31.46W + 161,1) x 150 16lft°
Tota Weight Required to Prevent Uplift = 5210A is = (42121b+ 998.4)
Factor of afety = 1.37
8.5'
110

PROJECT: Pine Forest II DATE: 7-Aug-18
PROJECT #: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin #200 ENGINEER: PLM
Initial Sediment Basin 200
Actual Volume fts *
Actual Surface Area ft`
Values from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size primary and Emergency Spillways
Skimmer Size (inches)
Head on Skimmer (feet)
Orifice Size (1/4 inch increments)
Dewatering Time (days)
Suggest about 3 days
Volume and surface area is half the actual basin values
due to there being two skimmers and orifices that split
the amount water captured by each.
Spreadsheet for sizing skimmers taken from'NCDENR Land Quality Section Website,
Visit http://portal.nedem• oxe/wob/lr9fnks for dowrload or more information
Standard SCH 4C 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
8.00
Skimmer Sizes as Manufactured
by Faircloth (Standard Sizes)
Skimmer size should be a min. 1-pipe
size bigger than orifice
Orifice size shall eeual skimmer arm
size (arm connects to outlet pipe)

Pine Forest IS
Storm Drain/Erosion Control Project Report Section 4. Sediment & Erosion Control
Initial Erosion Control
Pipe Slope Drain Calculations
Pipe` Slope Drains

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #100 West Slope Drain
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam . HSG 'B"
Total Drainage Area = 10.65 ac.
Paved Roads/Sidewalk/Structures 0.00 ac.
C = 0,95
Wooded Area
C = 0.25
3.77 ac.
Good Grass (>75% coverage) 6.88 ac.
C = 0.3
Newly Graded
Composite C (Initial Basin 100) 0.28
0.00 ac.

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #100 East Slope Drain
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG 'B"
Total Drainage Area = 0.31 ac.
Paved Roads/Sidewalk/Structures 0.00 ac.
C = 0.95
Wooded Area
C = 0.25
0.31 ac.
Good Grass (>75% coverage) 0.00 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 100) 0.25
0.00 ac.

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #200 West Slope Drain
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 0,61 ac,
Paved Roads/Sidewalk/Structures 0.00 ac.
C = 0.95
Wooded Area
C = 0.25
0.59 ac.
Good Grass (>75% coverage) 0.02 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 200) 0.25
0.00 ac.

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #200 East Slope Drain
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 6,88 ac.
Paved Roads/Sidewalk/Structures 0.00 ac.
Wooded Area
C = 0.95
C = 0.25
1.50 ac.
Good Grass(>75% coverage) 5.38 ac.
C = 0.3
Newly Graded
C = 0.6
Composite C (Initial Basin 200) 0.29
0.00 ac.

Hydrograph Summary Report Hydrallow Hydrographs Extension for AutoCADO Civil 3D®2018 by Autodesk, Inc. v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(efs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
. Hydrograph
Description
1
Rational
8.346
1
20
11,215
-----
------
------
Basin#100 West Slope Drain
2
Rational
0.413
1
5
124
----
------
------
Basin#100 East Slope Drain
3
Rational
0.814
1
5
244
-----
--••-•
------
Basin #200 West Slope Drain
4
Rational
6.253
i
1
i
20
I
7,504
------
i
•--•-
i
--
Basin #200 East Slope Drain
Slope Drains.gpw
Return Period: 2 Year
Tuesday, 09/25/2018

Hydrograph Report
F
Hydr0cw Hydrographs Extension for AutoCAD® Civil 31D® 2018 by Autodesk, Inc. 02
Hyd. No. 1
Basin #100 West Slope Drain
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 10.650 ac
Runoff coeff,
Intensity
= 3.134 Whir
Tc by User
OF Curve
= Iredell.IDF
Asc/Rec limb fact
Q (cfs)
10.00
. ►►
4.00
2.00
Basin #100 West Slope Drain
Hyd. No. 1 -- 2 Year
Tuesday, 09 125 12018
= 9.346 cfs
= 20 min
= 11,215 cult
= 0.28
= 20.00 min
= 1/1
Q (cfs)
10.00
. ►►
M
4.00
2,00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No. 1 Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension For AutoCAD®CIV! I 3D® 2018 by Autodesk, Inc. 02
Tuesday, 09 / 2512018
Hyd, No, 2
Basin #100 East Slope Drain
Hydrograph type = Rational
Peak discharge
= 0.413 cfs
Storm frequency = 2 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 124 cuft
Drainage area = 0.310 ac
Runcffcoeff.
= 0.25
Intensity = 5.335 in/hr
Tc by User
= 5.00 min
OF Curve = IredeII.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
0.50
0.45
0.40
0,35
0.30
0.25
0.20
0,15
0.10 -
0.05
0.00
0 1
— Hyd No, 2
Basin #100 East Slope Drain
Hyd. No. 2 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0,25
0.20
0.15
0.10
0.05
000
2 3 4 5 8 7 8 9 10
Time (min)

Hydrograph Report
4
Hydrallow Hydregraphs Extension for AUtoCAD® Civil MD 2018 by Autodesk, Inc. v12
Tuesday, 09 / 25 12018
Hyd. No. 3
Basin #200 West Slope Drain
Hydrograph type = Rational
Peak discharge
= 0.814 cfs
Storm frequency = 2 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 244 cuft
Drainage area = 0.610 ac
Runoff coeff.
= 0.25
Intensity = 5.335 in/hr
Tc by User
= 5.00 min
OF Curve = Iredell.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40 —
0.30
0.20
0.10
0.00
Basin #200 West Slope Drain
Hyd. No. 3 -- 2 Year
0 1 2 3 4 5 6 7 8
Hyd No. 3
Q (Cfs)
1.00
0.90
0.80
0.70
0.60
0,50
0.40
0.30
0.20
0.10
0.00
9 10
Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® CMI 3D®2018 by Autodesk, Inc. 02
Hyd. No. 4
Basin #200 East Slope Drain
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 6.880 ac
Intensity
= 3.134 in/hr
IDF Curve
= Iredell.IDF
Q (Cfs)
7.00
M
5.00
4.00
WOW
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Runoff. coeff.
Tc by User
Asc/Rec limb fact
Basin #200 East Slope Drain
Hyd. No. 4 -- 2 Year
Tuesday, 00 / 25 / 2018
= 6.253 cfs
= 20 min
= 7,504 tuft
= 0.29
= 20.00 min
= 1/1
Q (cfs)
7.00
M
5.00
E96111
3.00
2.00
1.00
0,00 -W I I I I I i i I I i I I I I I I I I " 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No, 4 Time (min)

0
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® CMI 31)(e7 2018 by Autodesk, Inc. v12
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
Rational
12.56
1
20
15,068
---•--
-----
----
Basin #100 West Slope Drain
2
Rational
0.537
1
5
161
•--•--
----
-----
Basin #100 East Slope Drain
3
Rational
1.057
1
5
317
•----
---
------
Basin #200 West Slope Drain
4
Rational
i
8.401
1
20
10,081
----•-
i
----
i
-----•
Basin #200 East Slope Drain
Slope Drairis.gpw
Return Period: 10 Year
Tuesday, 09 / 25 / 2018

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCACOa Civil 31D® 2013 by Autodesk, Inc. 02
Hyd. No. 1
Basin #100 West Slope Drain
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 10.650 ac
Intensity
= 4.211 in/hr
OF Curve
= Iredell.IDF
Q (cfs)
14.00
12.00
10.00
M1
. M
4.00
2,00
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Basin #100 West Slope Drain
Hyd. No. t -- 10 Year
7
Tuesday, 09 / 25 / 2018
= 12.56 cfs
= 20 min
= 15,068 cuft
= 0.28
= 20.00 min
= 1/1
Q (cfs)
14.00
12.00
10.00
901011
"fill
4.00
2.00
0.00 g I I I I I I I I I I I I I I I I I I N- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No. 1 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAC® Civil 31D® 2018 by Autodesk, Inc. V12
Tuesday, 09 125 / 2018
Hyd. No. 2
Basin #100 East Slope Drain
Hydrograph type = Rational
Peak discharge
= 0.537 cfs
Storm frequency = 10 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 161 cuft
Drainage area = 0.310 ac
Runoff coeff.
= 0.25
Intensity = 6.933 Whir
To by User
= 5.00 min
OF Curve = lredell.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
1.00
0.90
0.80
0,70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 1
Hyd No. 2
Basin #100 East Slope Drain
Hyd. No, 2 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
2 3 4 5 6 7 8 9 10
Time (min)

Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Basin #200 West Slope Drain
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.610 ac
Runoff coeff.
Intensity
= 6.933 in/hr
Tc by User
OF Curve
= Iredell.IDF
Asc/Rec limb fact
Q (cfs)
2.00
i[ed
Basin #200 West Slope Drain
Hyd, No. 3 -- 10 Year
0
Tuesday, 00125 / 2018
= 1.057 cfs
= 5 min
= 317 cuft
= 0,25
= 5.00 min
= 1/1
0.00
0 1 2 3 4 5 6 7 8 9
Hyd No. 3
Q (cfs)
2.00
1.00
-x 0.00
10
Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Ino. v12
Hyd. No. 4
Basin #200 East Slope Drain
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 6.880 ac
Intensity
= 4.211 in/hr
OF Curve
= Iredeil.lDF
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 rI '
0 2 4 6 8
Hyd No. 4
Peak discharge
Time to peak
Hyd, volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Basin #200 East Slope Drain
Hyd. No. 4 — 10 Year
Tuesday, 09 / 25 / 2018
= 8.401 cfs
= 20 min
= 10,081 cuft
= 0.29
= 20.00 min
= Ill
Q (cfs)
10.00
M#
911 ai
M
2.00
_I I I I I I I I I I I 1 11 11 11 N 0.00
1C 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (min)

Pine Forest II
Storm Drain/Erosion Control Project Report Section 4. Sediment & Erosion Control
Final Phase Erosion Control Basin Calculations
Final Basins Calcs

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 7, 2018
Rational "C" Values
24 Hour Storm Event
Final Sediment Basin #100
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 12.02 ac.
Paved Roads/Sidevvialk/Structures 2.35 ac.
C = 0.95
Wooded Area
C = 0.25
0.00 ac.
Good Grass (>75% coverage) 9.67 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Final Basin 100) 0.43
0.00 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Final Sediment Basin #100
DATE: 7-Aug-18
DESIGNER: IAB
ENGINEER: PLM
POND STORAGE VOLUME:
ESC.
CONTOUR ELEVATION INCREMENTAL ACCUM:-
ELEV. AREA DIFFERENTIAL'' ,.VOLUME VOLUME -
/,,(FT.) (S'Z) (FT.) (C.F.) (C.F)
Bottom
790.00
5,310
0.0
0
0
791,00
6,887
1.0
6,08L
6,081
792.00
8,464
2.0
7,662
13,743
793.00
10,302
3.0
9,368
23,11I
794.00
12,139
4.0
LL,208
34,319
795.00
14,245
5.0
13,173
47,497
Weir
796.00
16,350
6.0
15,235
62,782
Spillway
797.00
18,714
7.0
17,518
80,300
Top
798.00
21.077
8.0
19,884
100J84
Type of Basin:
Riser & Barrel
Drainage Area:
12.02 Acres
Denuded Area:
11.85 Acres
Req. Volume:
21,330 Cubic Feet
Provided Volume:
62,782 Cubic Feet (n 796-Top of Riser Weir)
Emergency Spillway Length:
20.0 Feet (As Designed for Detention Pond)
Top of Basin/Berm:
798.00
Spillway Elevation:
797.00
Riser Weir Elevation:
796.00
Cleanout Elevation:
793.00
Bottom of Basin:
790.00
"C" Value:
0.43
Q2=(12.02Acres)(5.34 ituhr)(0.43)
Q2= 27.42 efs
Q10=(12.02Acres)(6.95 in(1n')(0.43)
Q10= 35.69 efs
SA = (Q10)*(435)
SA= 15,525 sq.ft.
SA C Design storage at Principal Spillway elevation=
SA Design Storage greater than SA required Storage
* Baffles are required in basin.
*Skimmers are required in basin
Riser: 2'X2' I.D. Box
Barrel: 24" RCP @ 2.22%
* Barrel designed to carry 2yr. flow
16,350 sq.ft.
OI{

PROJECT: Pine Forest II DATE: 07-Aug-18
PROJECT REF: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Final Sediment Basin #100 ENGINEER: PLM
POND STORAGE VOLUME:
CONTOL`R ELEVATION, INCREMENTAL ACCUM;
ELMAREA: DIFFERENTYAL. VOLUME VOLUME
(SX.) ! }(FT.) C.F:) - (C.F,)
790.00
5,310
0.0
0
0
791.00
6,887
1.0
6,081
6,081
792.00
8,464
2.0
7,662
13,743
793.00
10,302
3.0
9,368
23,I t 1
794.00
12,139
4.0
11,208
34319
795.00
14,245
5.0
13,118
7497
796.00
16,350
6.0
15 285
62,782
797.00
18,714
7.0
17,518
80,300
798.00
21,077
8.0
19,884
100,184
ORIFICE FLOW DATA:
WEIR FLOW DATA: SPILLWAY FLOW DATA:
CREST ELEV. = 797.00
WIDTH 20
z = 4
'C, = VARIES

PROJECT:
PROTECT REF:
DESCRIPTION:
COMBINED FLOW:
Pine Forest 11
Project Number: 2712
Final Sediment Basin #100
DATE: 07-Aug-18
DESIGNER: IAB
ENGINEER: PLM
ORIFICES
WEIRS SPILLW
, )'
ELEV.
Q1
Qx
Q3
QI .
; Q2
Q3
Ql
790.00
1 0.00
1 0.00
0.00
1 0.00
0.00
0.00
0.00
0.00
791.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
792.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
793.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
794.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
795,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
796.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
797.00
0.00
0.00
0.00
39.96
0.00
0.00
0.00
39.96
798.00
0.00
0.00
0.00
113.02
0.00
0.00
65.72
178.74
FINAL RESULTS:
$,TA,GE REVERSEQ DISCHARGE
AllAi�
790.00
p
0.00
791.00
189,127
2.19
792,00
179,385
2.09
793.00
169,507
1.96
794,00
15&'790
1.8-1
795.00
147,292
1.70
796.00
134.825
1.56
797.00
12L076
4136
98.00
105,552
179.96
Contour Area (Acres):
790.00 0,1219
791.00 0.1581
792.00 0.1943
793.00 0.2365
794.00 0.2787
795.00 0.3270
796.00 0,3753
797.00 0.4296
798.00 0.4839

t4) oz;S dia:did Osp
m
G
'7
w
O
t
W
F
A
O
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r Shpp
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'his
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u
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II II I II II
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9
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Project Name: Pine Forest II
Ballast Pad Design: Final Sediment Basin'#100
RJH Ref #2712
Riser Slao(3'x3' O.D.).
9 1' 797'
Riser 8¢e (2'x2' LID):
4 IF
Barrel Size
24 In
Top of Basin.
798 1.
Bottom of Basin:
790 1.
Prino pie Riser Weir
796 ft.
Top of Riser Structure:
796 1.
Bottom of Riser Structure:
788.5 ft.
Spillway Height from top of Basin:
1 1.
Bottom of Barrel
788.5 ft.
790' Bottom of Basin
w
788.5' Bottom of glser Structure
iQe����rn.rraannw muom>mo seen arumure.
-wuwaym ormnvmum iw Iur,
nngmna waiwi a neeer
weans a ioe elm w,"a yusuone "a I"ouae m �m"mrm"_
Uplift at Peak Elevation:
Peak Elevation=790ff. • 786.5 R
Peak Elevation = 7.51.
Uplift Force=(82.414/1°)(7.Sq(91')
Uplift Force= 4212 It,
Volume of Concrete Required to Stabilize Riser:
42121bs X 1/1501bs/ft'=
28.08
ff
Volume of Concrete Within Riser:
'Neigh of Concrete Within Riser.
[(3'x3'x7.5',-(2'x2'x7.5')+(3'x3'x0'-0.5)jx1501bs/fP=
4950
It,
Volume of Concrete Within Riser:
49501be X 1/150 lbs/fP=
33.00
Ra
30" CAD. RCP X 6"=
-2.45
ft'
4"x8"x6"_
-0.08
W
2 X'2.0"OfLXS"=
-0.02
ft'
Total'rolume of concrete in riser =
30,44
it'
Volume of additloral bailast needed =
-2.36
ft'
Ballast Pad Dimensions:
Volume of Concrete Wrhln Ballast Pad:
4'x 4'xV
16 ft'
`Nelght of Concrete Within Ballast Pad
'.6 ft'x 150 Ib/1'=�
2400 lb
Bceyancy of Ballast Pad :
62, 416(ft' x 16 fN =
998.4 Ib
of Basin
1' Spillway Height I
3'x3DD Box
Ballast Pad Stone Bedding 24 In. RCP
Outlet barrel connection x'�=r�''o.amnaa a000.
Weir at 796.00 N* a.•amu
Orifice at 790.00
= 28.08 V , 30.44 ft'
a—w %aOtQ(q,'I wm crllopmg eaeee"rnmmeywe 11 11I 1lnl0
m.."m+wlraa awe n..Wm="w rreio.w.a apu
Total 'Neight of Concrete in Riser cap. Ballast = 6966 Ib = (30A4ft' t IWO) x 1501b/fP
Total Weight Required to Prevent Uplll= 5210.4 is =(42121b+9g8.4)
Factor of safety = 1.34
8.5'
0'

PROJECT: Pine Forest If
DATE: 7-Aug-18
PROJECT#: Project Number!2712
DESIGNER: IAB
DESCRIPTION: Final Sediment Basin #100
ENGINEER: PLM
Final Sediment Basin 100
Actual Volume il3 *
Values from RJHA Sediment Basin
Actual Surface Area fit"
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
Mead on Skimmer (feet)
Orifice Size (1/4 inch increments)
Dewatering Time (days)
Suggest about 3 days
Spreadsheet for sizing skimmer taken from NCDENR Land Quality Section Website.
Visit http://Vortal.nedenr.or¢lnveb/Ir,'links for download or more information
Standard SCH 40 PVC Pipe Sizes (Inches)
0.50 Orifice Size Shalt
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
&00
Stdmmer Sizes as Manufactured
by Faircloth (Standard Sizes)
Skimmer size should be a min. I -pipe
size bigger than orifice
Orifice size shall equal skimmer arm
size (= connects to outlet pipe)

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 7, 2018
Rational "C" Values
24 Hour Storm Event
Final Sediment Basin #200
Sol[ Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam • HSG "B"
Total Drainage Area = 8.21 ac.
Paved Roads/Sidewalk/Structures 1.49 ac.
Wooded Area
C = 0.95
C = 0.25
0.00 ac.
Good Grass (>75% coverage) 6.72 'ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Final Basin 200) 0.42
0.00 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Final Sediment Basin #200
DATE: 7-Ang-18
DESIGNER: IAB
ENGINEER: PLM
POND STORAGE VOLUME:
DESC,
CONTOUR ELEVATION INCREMENTALACCUM,'
ELEV. AREA DIVE ERE NTIAL VOLUME VOLUME
(FT.) ( (SX.) T.)
Bottom J
788.00
8,380
0.0
0
0
789.00
9.538
H
9,001
9,001
790.00
10,895
2.0
10,260
19,261
791.00
12,292
3,0
11,536
30,847
792.00
'13,688
4,0
12,983
43,831.
793.00
15,227
5.0
14,450
58,281
Weir
794.00
.5,765
6.0
1
15990
74,271
Spillway
795.00
1K445
7.0
17,598
9L869
Top
796.00
20,124
8,0
19278
111,147
Type of Basin:
Riser & Barrel
Drainage Area:
8.21 Acres
Denuded Area:
7.90 Acres
Req, Volume:
14,215 Cubic Feet
Provided Volume;
74,271 Cubic Feet ( @794-Top of Riser Weir)
Emergency Spillway Length:
20.0 Feet (As Designed for Detention Pond)
Top of Basim'Berm:
796.00
Spillway Elevation:
795.00
Riser Weir Elevation:
794.00
Cleanout Elevation:
791.00
Bottom of Basin:
788.00
"C" Value:
0.42
Q2=(8.21Acres)(5.34 in/hr)(0.42)
Q2= 18.31 efs
Q10=(8.21Acres)(6.95 in/hr)(0.42)
Q10= 23.83 efs
SA = (Q10)'*(435)
S A= 10,364 sq.ft.
SA @ Design storage at Principal Spillway elevation-7
SA Design Storage greater than SA required Storage
* Baffles are required In basin.
*Skimmers are required in basin
Riser: 2'X2' I,D. Box
Barrel; 18" RCP @ 2.21%
* Barrel designed to carry 2yr, flow
16,765 sq.ft.
OK
OK

PROJECT: Pine Forest R DATE: 07-Aug-18
PROJECT REF: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Final Sediment Basin #200 ENGINEER: PLM
POND STORAGE VOLUME:
CONTOUR ELEVATION INCRFNIENTAL ACCUr*L
EC EV. AREA DIFFERENTIAL ✓, VOLUME VOLUME
(FT.) ! (S.F-) (FT0 (C.F. C.F.
788,00
8,380
0.0
0
0
789,00
9.638
1.0
9,001
9,001
790,00
10,895
2.0
1U60
19,261
791,00
12,292
3.0
11586
30,847
792.00
13,688
4.0
12,983
43,831
793.00
15?_11
1 5,0
14,450
58,281
794.00
16,765
6.0
15.990
74,271
795.00
18,445
7,0
17,598
91,869
796.00
20,124
8.0
19,278
111,l47
ORIFICE FLOW DATA:
WEIR FLOW DATA: SPILLWAY FLOW DATA:
CREST ELEV. =
795.00
WIDTH =
20
Z =
4
'C, =
VARIES

PROJECT;
PROJECT REF:
DESCRIPTION:
COMBINED FLOW:
a
Pine Forest II
Project Number: 2712
Final Sediment Basin #200
DATE: 07-Aug-18
DESIGNER: IAB
ENGINEER: PLM
It�ra��awll��ni•t�x�ni•��x���ixw�rxw��unliii
78900
0.00
0.00
0.00
0.00
0.00
0,00
1 0.00
0.00
790.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
791,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
792.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
793,00
000
0.00
0.00
0,00
0.00
0.00
0,00
0.00
794.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
795,00
0.00
0.00
0.00
33.30
0.00
0.00
0.00
33.30
796.00
0.00
0,00
0.00
94.19
0.00
0.00
65.72
159.90
FINAL RESULTS:
STAGE _ `REYTRSEQ `'DISCH GK
(PT.y .' (G-F.,DAY)
788.00
0
0.00
789,00
189,127
2,19
19000
179,585
2.08
791.00
169,507
;.96
792.00
158,790
1..84
793.00
147,292
1
1 1.70
794,00
134,825
1.56
795.00
121,076
34.70
796.00
105,552
161.12
Contour Area (Acres):
788.00 0.1924
799.00 0,2212
790,00 0.2501
791,00 0.2822
792.00 0.3142
793.00 0.3496
794.00 0.3849
795.00 0.4234
796.00 0.4620

fU) az!S md1b 09P
9�
m
�.fq
STa'
71

Project Name: Pine Forest II
Ballast Pad Design: Final Sediment Basin 4200
RJH Raf 42712
Riser Size (3'x3' O.D,): 0 fP
79T
Riser Size (2'x2' 1.0,)', 4 W
Barrel Size, 18 In
Top of Basin: 796 fl.
Bottom of Basin: 788 ft,
Principle Riser Weir: 794 ft.
Top of Riser Structure: 794 ft,
Bottom of Riser Structure: 786.5 ft,
Spillway Height from top of Basin: 1 ft.
Bottom of Barrel 786.5 ft.
788'
Bottom of Basin
^B""^01cns 71Ie.a' Bottom
'Wem hmyv bottom o11M10 bepA alavolum.
of Rieor startnre
IMtludg lypvvlb Aveol
flo,'. o in
we®Al vfvvnoase e11601h111'
' WalgM of I ial b BW 1111111111 IA:RCWdllen.
Uplift at Peak Elevation's
Peak Elevation =794 t. - 786,5 ft,
peak Elevation = 7, 5ft,
Uplift Force= (61 Ib/R')(7.6')(9fl
Uplift Force= 4212 Ib
Volume of Concrete Required to Stabilize Riser:
4212lbs X 1/1501hs/I
28.08 ft"
Volume of Concrete Within Riser:
Weight of Concrete Within Risen
[(3'x3'x7 5')-(2'x2x7.5')+(3'x3'x0' 0.5')lxl501bsIII
4950 lb
Volume of Concrete' Within Riser:
49-01be X 1./160 fl s/I
33.00 ft'
23" O.G. RCP X tl
-1.44 fN
4" x 6" x 6" =
-0. 98 fP
2X270.D.X6"=
-9.32 ft'
Total voiume of concrete in riser =
31.45 fP
Volume of additional hailret needed =
-3.37 fl'
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x 4'xV
16 fP
Weacht of Concrete Within Ballast Pad:
16 Y a 150Ib/I =
24C0 lb
Buoyancy of Ballast Pad :
62.4 lb,W x'16 fl'=
998.41b
Total Weight of Concrete in Riser I ncld. Ba,aat= 7119 lb
Total Weight Required to Prevent Uplift = 5210.4 lb
Factor of safety = 1.37
of Basin
1' Spillaeay Height
3'x3' OD
Box
Ballast Pad Stone Bedding 181n. RCP
a.eume emw 111a1a a I., a«�m nor a wide owe vn m m 1.1a.m
Cutlet barrel connection maeMea-i o.pre ne. oa on.
Weir at 794.00 'seemly— naonl vole mna1n,,I..r"mom."
Orifice at 788.00
= 28,08 ft' - 31,45 V
'A--.11iu.1—r—Irulvy yyrstl6vl3v[.v zIel,1Ale
'neodmv belay red bm bymv""a rar.em, non u vea mt,".al
= (31.45W • 161t) x 1501b/fft
= (42121b + 998.4)
8.5'
0

PROJECT: Pine Forest 11 DATE: 7-Aug-18
PROJECT#: Project Number:2712 DESIGNER: IAB
DESCRIPTION: Final Sediment Basin #200 ENGINEER: PLM
Final Sediment Basin 200
Actual Volume fts*
Actual Surface Area ftz
Values from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches) Sldmmer Sizes as Manufactured
,"(-,I Head on Skimmer (feat) by Faircloth ('Standard Sizes)
Orifice Size (1/4 inch increments)
'Q Dewatering Time days) Skimmer size should be a min. 1-pipe
Suggest about 3 days size bigger than orifice
Flow Through Skimmer
q = 4620.00 ft /day
q = 0.05 ft3/sec
Spreadsheet' for sizingskimmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedear.orE�web/Ir/links for download or more information
Standard SCH 40 PVC Pipe Sizes (Inches)
0.50
Orifice Size Shah
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
8.00
Orifice size shall equal skimmer arm
size (arm connects to outlet. pipe)

Pine Forest II
Storm Drain/Erosion Control Project Report Section 5: Pre & Post Analysis
Pre & Post -Development Summary
Summary

Pine Forest If
Iredell County, North Carolina
Project No.: 2712
September 24, 2018
STREAM SIDE POINT OF DISCHARGE — SOUTH/EAST SIDE OF PROPERTY
Pre -Development Flow (cfs)
Post -Development Flow (cfs)
(Post Sand Filter #100, Post
Sand Filter #200 and No
System).
Pre vs Post Hydrology
Area 2 YR 10 YR 50YR 100 YR
(Acres)
26.23 7.57 24,52 47.53 59.38
26.55 13.43 31A2 51.65 83.05

Pine Forest11
Storm Drain/Erosion Control Project Report Section 5: Pre & Post Analysis
Pre & Post -Development Curve Numbers
Curve Numbers

Pine Forest II
Statesville, North Carolina
Project Number: 2712
September 21, 2018
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Pre Development
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "S"
Total Drainage Area = 26.23 ac.
Paved Roads/Sidewalk/Structures 015 ac.
C = 98
Wooded Area
C = 60
12,15 ac.
Good Grass (>75% coverage) 13.93 ac.
Newly Graded
C = 61
C = 86
Composite CN (Sand Filter) 60.7
0.00 ac.

Pine Forest II
Statesville, North Carolina
Project Number: 2712
September 21, 2018
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development #100
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 9.76 ac.
Paved Roads/Sidewalk/Structures 4.67 ac.
C = 98
Wooded Area
C = 60
0.00 so.
Good Grass (>75% coverage) 5.09 ac.
C= 61
Newly Graded
Composite CN (Pre Area Bypass; 78.7
0.00 ac.

Pine Forest II
Statesville, North Carolina
Project Number; 2712
September 21, 2018
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development #200
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 8.27 ac.
Paved Roads/Sidewalk/Structures 3.13 ac.
C = 98
Wooded Area
C = 60
0.00 ac.
Good Grass (>75% coverage) 5,15 ac.
C= 61
Newly Graded
C = 86
Composite CN (Pre SF#100) 75.0
0.00 ac.

Pine Forestll
Statesville, North Carolina
Project Number: 2712
September 21, 2018
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development No System
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG " B"
Total Drainage Area = 8.52 ac.
Paved Road s/SidewalklStructures 1.58 ac.
C = 98
Wooded Area
0.00 ac.
Good Grass (>75% coverage) 6.94 ac.
C= 61
Newly Graded
Composite CN (Pre SF#100) 67.9
0.00 ac.

Pine Forest II
Storm Drain/Erosion Control Project Report Section 5: Pre & Post Analysis
Pre & Post -Development Time of Concentrations
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Pine Forest II
Storm Drain/Erosion Control Project Report Section 5: Pre & Post Anaiysis
2, 10, 50, & 100-year Storm Event
Hydrograph Analysis
Hydrograph

Hydrograph Summary Repo rtHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
7uwd
Hydrograph
Description
1
ISCS Runoff
7.566
2
740
53,336
------
--•---
-----
Pre Area
2
SOS Runoff
25.54
2
718
51,324
------
-•----
---
Post Area SF#100
3
SOS Runoff
18.32
2
718
36,638
------
•••-•-
--••••
Post Area SF#200
4
Reservoir
0.859
2
842
51,305
2
793.58
29,464
Post SF#100
5
Reservoir
0.561
2
890
35,842
3
790.21
21,178
Post SF#200
6
SOS Runoff
12.73
2
718
25,982
•-----
----•-
------
Post Area No SF
7
Combine
13.08
2
718
i
113,828
i
4, 5,6
-•••-•
------
Post Area Total
Pre vs Post.gpw
Return Period: 2 Year
I
Tuesday, 10 / 1612018

2
Hyrdrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 18 / 2018
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
= 7.566 cfs
Storm frequency
= 2 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 53,336 cuft
Drainage area
= 26.230 ac
Curve number
= 60.7
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 38.40 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
8,00
6.00
• m
2.00
0.00
0 120 240
Hyd No. 1
Pre Area
Hyd. No. 1 -- 2 Year
360 480 600 720 840
Q (cfs)
8.00
M
- KO
2.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for AUtodeskV Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
Past Area SF#100
Hydrograph type
= SCS Runoff
Peak discharge
= 25.54 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd, volume
= 51,324 cuft
Drainage area
= 9.760 ac
Curve number
= 78.7
Basin Slope
= 0,0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
28.00
.M
20.00
16.00
12.00
min
•M
Post Area SF#100
Hyd. No, 2 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
IPX#Tfl
M
M
0,00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extenslon for Autodesk® Clvil 3DV 2019 by Autodesk, Inc. v2020 Tuesday, 10118 / 2018
Hyd. No. 3
Post Area SF#200
Hydrograph type
= SCS Runoff
Peak discharge
= 18.32 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd, volume
= 36,638 cuft
Drainage area
= 8.270 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
Post Area SF#200
Hyd. No. 3 -- 2 Year
Q (cfs)
21.00
15.00
12.00
M
IKItell]
Iwo
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph
Report
5
Hydraaflow Hydrographs Extension
for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 1612018
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 0.859 cfs
Storm frequency
= 2 yrs
Time to peak
= 842 min
Time interval
= 2 min
Hyd. volume
= 51,305 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 793,58 ft
Reservoir name
= SF #100
Max. Storage
= 29,464 cuft
Storage Indication method used
Post SF#100
Q (Cfs) Hyd. No. 4 -- 2 Year Q (cfs)
28.00 28.00
_ f
24,00 24.00
20.00 — 20.00
16.00 _ T mm 16,00
12.00 12.00
8.00 8.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2380 3240 3600 3960
Time (min)
Hyd No. 4 —Hyd No. 2 lL1I..I�..T:.➢ Total storage used = 29,464 cult

Pond Report
6
Hydraflow Hydrographs Extension for Autodeske Civil 3D® 2019 by
Autodesk, Inc, v2020
Tuesday, 10 ( 16
/ 2018
Pond No, 1 - SF #100
Pond Data
Contours -User-denned contour areas. Conic method used for volume
calculation. Begining
Elevation = 790.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area {sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 790.00
5,310
0
0
0.50 790.50
6,099
2,850
2,850
1.00 791.00
6,887
3,244
5,094
1,50 791.50
7,676
3,639
9,732
2.00 792.00
8,464
4,033
13,765
2.50 792.50
9,383
4,459
18,225
3.00 793,00
10,302
4,919
23,144
3.50 793,50
11,220
5,378
28,522
4.00 794.00
12,139
5,838
34,360
4.50 794.50
13,192
8,330
40,690
5.00 795.00
14,245
6,857
47,547
5.50 795.50
15,297
7,383
54,930
6.00 796.00
16,360
7,910
82,840
6.50 796.50
16,509
8,214
71,054
7.00 797.00
16,669
8,294
79,347
7.50 797.50
16,828
8,373
87,721
8.00 798.00
16,987
8,453
96,173
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in) - 0.00
0.00 0.00 0.00
Crest Len (ft)
= 0.00 0.00
0.00
0.00
Span (in) = 0.00
0.00 0.00 0.00
Crest El. (ft)
= 0.00 0.00
0.00
0.00
No. Barrels = 0
0 0 0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 0.00
0.00 0.00 0.00
Weir Type
---
Length (ft) = 0,00
0.00 0.00 0.00
Mull
= No No
No
No
Slope (%) = 0.00
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.80 0.30 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = rl
No No No
TW Elev. (fill
= 0,00
Note: CWvcwGdflce outflows are analyzed under Inlet rc) and cutlet (cc) control. weir neem checked for orifice conditions
do) and submergence (a),
Stage I Storage / Discharge
Table
Stage Storage Elevation
CIvA CIvB CIvC
PrfRsr WrA
WrS WrC
WrD
Exfil User
Total
ft cuft it
of$ eta cis
cfs cfs
oft cfs
cfs
cfs efs
cfs
0.00 0 790.00
--- --- ---
--- ---
-- ---
---
--- ---
0.000
0,50 2,85C 790,50
--- --- ---
--- ---
-- ---
---
--- 0.150
0.150
1.00 6,094 791.00
--- -- ---
-- ---
-- .--
---
--- 0.180
0.130
1.50 9,732 791.50
--- -- ---
--- ---
-- ---
---
--- 0.200
0.200
2.00 13,765 792.00
--- -- ---
-- ---
--- ---
---
--- 0.220
0.220
2.50 18,225 792.50
--- --- ---
-- ---
-- ---
---
--- 0.240
0.240
3.00 23,144 793.00
-- -- ---
-- ---
--- ---
---
-- 0.580
0.580
3.50 28,522 793.50
--- --- ---
-- ---
-- .--
---
--- 0,830
0.830
4.00 34,360 794.00
--•
-- .-•
---
--- 1.010
1.010
4.50 40,690 794,50
--- --- ---
-- ---
--- ---
---
--- 1.160
1.160
5.00 47,547 795.00
-- --- ---
--- ---
-- ---
---
--- 1.300
1.300
5.50 54,930 795.50
-- --- ---
--- ---
-- ---
---
--- 1.420
1.420
6.00 62,840 790.00
--- --- --
--- ---
-- ---
---
--- 1.530
1.530
6.50 71,054 796.50
--- --- --
--- •--
-- ---
---
--- 11.06
11.06
7.00 79,347 797.00
--- --- --
--- ---
-- ---
---
--- 44.10
44.10
7,50 87,721 797.50
--- -- --
--- ---
-- ---
---
--- 66.69
66.59
8.00 96,173 798.00
--- -•• ---
--- ---
-- ---
---
--- '106.62
106.62

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutodeskO Civll 3DO 2019 by Autodesk, Inc. v2020
Tuesday, 10I 16l 2018
Hyd. No, 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 0.561 cfs
Storm frequency
= 2 yrs
Time to peak
= 890 min
Time interval
= 2 min
Hyd. volume
= 36,542 tuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 790.21 ft
Reservoir name
= SF #200
Max. Storage
= 21,178 cult
Storage Indication method used
Post SF#200
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
21.00 21.00
I
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 5 --- Hyd No. 3 fl,11]11 Total storage used = 21,178 cult

Pond Report
8
Hydragaw Hydrographs Extension for Autodesk® Civil 3DV 2019 by Autodesk, Inc. v2020
Tuesday, 10l 16 / 2018
Pond No. 2 - SF #200
Pond Data
Contours -User-deflned contour areas. Conic method used forvolunne calculation. Beglning
Elevation = 788.00 It
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft) Incr. Storage (cult)
Total storage (cuft)
0.00 788.00
8,202
0
0
0.50 788.50
8.317
4,253
4,253
1.00 789.00
9,431
4,561
8,814
1.50 789.60
10,046
4,868
13,682
2.00 79000
10,660
5,175
18,857
2.50 790,50
11,344
5,500
24,357
3.00 791.00
12,029
5,342
30,199
3.50 791.50
12,713
5,184
36,383
4.00 792.00
13,397
8,526
42,909
4.50 79250
14,155
6,886
49,795
5.00 793.00
14,913
7,265
57,061
5.50 793.60
15,671
7,644
64,705
6.00 794.00
16,429
8,023
72,729
6.50 794.50
17,244
8,417
81,145
7.00 795.00
18,058
8,824
89,969
7.50 795.50
16,873
9,231
W,200
8.00 796,00
19,687
9,638
108,838
Culvert ( Orifice Structures
Weir Structures
(Al
(8] (C] [PrFRsr]
[A] [131
[C] [D]
Rise (in) = 0.00
0,00 0.00 0.00
Crest Len (ft)
= 0.00 0100
0.00 0.00
Span (in) = 0.00
0.00 0.00 0.00
Crest El. (ft)
= 0.00 0.00
0.00 0.00
No. Barrels = 0
0 0 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert EL (ft) = 0.00
0,00 0.00 Ma
Weir Type
= -•• --
--- -
Length (ft) = 0.00
0.00 0.00 O.CO
Multi -Stage
= No No
No No
Slope (%) = 0.00
0.00 0.00 n/a
WValue = C13
.013 013 n/a
Orifice Coeff. = 160
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No No No
TW Elev. (ft)
= 0.00
Note: Culveruorines outflows are analyzed
under inlet-ic) andoutlet(oc) control. Weir rlaem checked fo(oflace wndWY na tic) and submergence
(a).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv C
PrtRsr Wr A
Wr B Wr C
Wr 0 Exffl
User
Total
ft cuft ft
cfs cfs eta
cfs cfs
cfs cfs
cfs cfs
cfs
cfs
0.00 0 788.00
--- ---
--- ---
•-- ---
-- -
-
0.000
0.50 4,253 78850
--- --- ---
--- ---
--- ---
-- -
0.100
0.100
1.00 3.814 789,00
--- --- ---
--- ---
--- ---
-- -
0.110
0.110
1.50 13,882 789.50
--- -----
--- ---
-- ---
-- -
0.130
0.130
2.00 18,857 790.00
--- --- --
-- ---
-- ---
--- -
0,460
0.460
2.50 24,357 790.50
--- --- ---
-- ---
-- ---
-- -
0.700
0.700
3.00 30,199 791.00
--- --- --
--- ---
-- ---
-- -
0,870
0,370
3.50 36,363 791.50
-- --- --
-- ---
- ---
-- -
1.020
1.020
4.00 42,909 792.00
--- --- --
-- ---
-- ---
-- -
1,140
1.140
4.50 49,795 792,50
--- ---
--- --
-- ---
-- -
1.260
1,260
5.00 57,061 793.00
--- --- ---
--- ---
-- ---
-- -
1.360
1.360
5.50 64,705 793.50
--- --- ---
--- ---
-- --- -
- -
1.460
1.460
6.00 72,729 794-0
--- --- --
--- ---
--- --
-- -
1.550
1.550
6.50 81,145 794.50
--- ---
---
--- ---
--- ---
--- -
11.06
11.00
7.00 89,969 795.00
---
--- ---
--- ---
--- -
24.81
24.81
7.50 99,200 795,50
--- ---
--- ---
--- ---
--- -
46.74
46.74
8.00 108,838 79600
--- -- ---
--- --
--- ---
--- ---
86.23
86.23

9
Hydrograph Report
HydrafloW Hydrographs Extension for Autodesk® Civil 3D02019 by Autodesk, Inc. v2020 Tuesday, 10 / 1612018
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Peak discharge
= 12.73 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 25,982 cuft
Drainage area
= 8.520 ac
Curve number
= 67.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cone. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Area No SF
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
000
14.00
12.00
10.00
8.00
6,00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph
Report
10
Hydraflow Hydrographs Extensior for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 18 12018
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 13.08 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 113,828 cult
Inflow hyds.
= 4, 5, 6
Contrib, drain. area
= 8.520 ac
12.00
10.00
MID
4.00
2.00
0.00 `
0 360
Hyd No. 7
Post Area Total
Hyd. No. 7 -- 2 Year
Q (cfs)
14.00
12.00
10.00
M
6.00
4.00
2.00
0.00
720 1080 1440 1800 2160 2520 2880 3240
Time (min)
-- Hyd No. 4 —Hyd No. 5 — Hyd No. 6

11
Hydrograph Summary Re po rtHydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
lots)
Time
Interval
(min)
Time to
Peak
(min)
Hyd,
volume
(cult)
inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2452
2
738
134,111
----- ------
-----
Pre Area
2
SCS Runoff
46.82
2
716
95,009
--- -----
-----
Post Area SF#100
3
SCS Runoff
35.27
2
716
71,221
----- -----
------
Post Area SF#200
4
Reservoir
1,453
2
842
94,990
2 795.65
57,327
Post SF#100
5
Reservoir
1.126
2
844
71,070
3 791.04
42,150
Post SF#200
6
SCS Runoff
28,17
2
718
56,343
------ ------
-----
Post Area No SF
7
I
i
i
i
Combine
29.94
I
2
718
i
222,403
i
4, 5,6 ------
I
i
---
Post Area Total
Pre pis Post.gpw
Return Period: 10 Year
Tuesday, 10 / 16 / 2018

Hydrograph Report
12
Hydraflow Hydrographs Extension for Autorl Civil 3D® 2019 by Aulodesk, Inc. v2020
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 26.230 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
To method
= User
Time of conc. (To)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
Pre Area
Hyd, No. 1 -- 10 Year
Tuesday, 10 / 16 l 2018
= 24.52 cfs
= 738 min
= 134,111 cuft
= 60.7
= Oft
= 38.40 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
"XiIIIII,
400
MID � � i —� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
_� Hyd No. 1

13
Hydrograph Report
'-lydraflow Hydrographs Extension for Aulodask® Civil 3DO 2019 by Autodesk. Inc. v2020
Tuesday, 10 116I2018
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff
Peak discharge
= 46.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 95,009 tuft
Drainage area
= 9.760 ac
Curve number
= 78.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
MIX&I
10.00
0.00 -
0 120 240
Hyd No. 2
Post Area SF#100
Hyd. No. 2 --10 Year
360 480 600 720 840
Q (cfs)
50.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension
for AutodeskQ Civil 300 2019 by Autodesk, Inc, v2020
Hyd. No. 3
Post Area S F#200
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.270 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24. hrs
Shape factor
Post Area SF#200
Tuesday, 10116/2018
= 35.27 cfs
= 716 min
= 71,221 cuft
= 75
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10,00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3

15
Hydrograph Report
Hydra flow Hydrographs Extension for AutodeskO Civil 3DO 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 12018
Hyd. No. 4
Post SF#1 00
Hydrograph type
= Reservoir
Peak discharge
= 1.453 efs
Storm frequency
= 10yrs
Time to peak
= 842 min
Time interval
= 2 min
Hyd. volume
= 94,990 cult
Inflow hyd. No.
= 2 - Post Area S F#1 00
Max. Elevation
= 795.65 fit
Reservoir name
= SF #100
Max, Storage
= 57,327 tuft
Storage Indicatlon method used
Post SF#1 00
Q (Cfs) Hyd. No. 4 — 10 Year Q (Cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20,00 20.00
1
10.00 0.00
0
0.00 .00
0 360 720 1 D80 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
— Hyd No. 4 — Hyd No. 2 Total storage used= 57,327 tuft

Hydrograph
Report
16
HydraFlow Hydrographs Extension for Aufodesk® Civil 3D® 2019 by Aulodesk, Inc. v2020
Tuesday, 10116l 2018
Hyd. No. 6
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 1.126 cfs
Storm frequency
= 10 yrs
Time to peak
= 844 min
Time interval
= 2 min
Hyd. volume
= 71,070 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max, Elevation
= 791,94 ft
Reservoir name
= SF #200
Max. Storage
= 42,150 cuft
Storage Indication method used
PostSF#200
Q (cfs) Hyd. No. 5 -- 10 Year Q (Cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Hyd No. 5 — Hyd No. 3 9 Time (min)
TI=.IrL Total stora a used = 42,150 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 30® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd, No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Peak discharge
= 28.17 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time Interval
= 2 min
Hyd, volume
= 56,343 cuft
Drainage area
= 8.520 ac
Curve number
= 67.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 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
0,00 6
0 120 240
Hyd No, 6
Post Area No SF
Hyd, No. 6 -- 10 Year
360 480 600 720 840
Q (cfs)
30.00
f' VIN
20.00
15.00
10.00
5.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodeske Civil 306 2010 by Autodesk, Inc. v2020
Tuesday, 10 l 1612018
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 29.94 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd, volume
= 222,403 tuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8.520 ac
Post Area Total
Q (cfs) Q (cfs)
Hyd. No. 7 -- 10 Year
30.00 30.00
25.00 _ 25,00
20.00 20.00
15.00 � 15.00
10.00 10.00
5.00 5.00
0.00� 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 7 -- Hyd No. 4 —Hyd No. 5 —Hyd No. 6

19
Hydrograph Summary Repo rtHydieflow Hydrographs Extension for Autodesk@ Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No,
Hydrograph
type
(origtn)
Peak
flow
(cfs)
Time
Interval
{min)
Timeto
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
47.53
2
738
240,877
-----
-----
-----
Pre Area
2
SCS Runoff
70.52
2
716
145,123
----
----
------
Post Area SF#100
3
SCS Runoff
54.93
2
716
111,835
------
----
----
Post Area SF#200
4
Reservoir
15.31
2
726
145,105
2
796.58
72,121
Post SF#100
5
Reservoir
1,520
2
870
111,580
3
793,83
70,036
Post SF#200
6
SCS Runoff
46.52
2
716
93,913
------
-- ---
--
Post Area No SF
7
Combine
49.13
2
718
350,604
i
4, 5,6
I
------
---
Post Area Total
Pre vs Post.gpw
Return Period: 50 Year
Tuesday, 10116 / 2018

20
Hydrograph Report
Hydreflow Hydrographs Extenslon for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10116 12018
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
= 47.53 cfs
Storm frequency
= 50 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 240,877 cuft
Drainage area
= 26,230 ac
Curve number
= 60.7
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 38.40 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
+ ++
30.00
20.00
10.00
Pre Area
Hyd. No. 1 -- 50 Year
Q (cfs)
50.00
10.00
20,00
10.00
000 -- 0.00
0 120 240 360 480 600 720 B40 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

21
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil MV 2019 by Autodesk, Ino, v2020 Tuesday, 10 / 18 / 2018
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff
Peak discharge
= 70.52 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 145,123 cuft
Drainage area
= 9.760 ac
Curve number
= 78.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cony (Tc)
= 5,00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
0 (cfs)
80,00
70.00
60.00
50.00
40.00
30.00
20.00
im
Post Area SF#100
Hyd, No. 2 -- 50 Year
0 (cfs)
80.00
70.00
60.00
40.00
30.00
20.00
10,00
0.00 a — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 2

Hydrograph report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D8 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 18 / 2018
Hyd. No. 3
Post Area SF#200
Hydrograph type
= SCS Runoff
Peak discharge
= 54.93 cfs
Storm frequency
= 50 yrs
Time to peak
= 715 min
Time interval
= 2 min
Hyd. volume
= 111,835 cuft
Drainage area
= 8.270 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cone. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.DC
10,00
Post Area SF#200
Hyd. No. 3 -- 50 Yaar
Q (cfs)
60.00
50.00
40,00
30.00
20.00
`r+xliol
0.00 MO
0 120 240 380 480 600 720 840 960 1080 1200 1320 1440
Hyd Na. 3 Time (min)

23
Hydrograph Report
HydraFlow Hydrographs Extension for Autodeake Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 15.31 cfs
Storm frequency
= 50 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 145,105 cult
Inflow hyd. No.
= 2 - Post Area SF#100
Max. Elevation
= 796.58 ft
Reservoir name
= SF #100
Max. Storage
= 72,121 cuft
Storage Indication method used.
Q (cfs)
80.00
70,00
,m
50.00
40.00
30,00
20.00
10.00
Post SF#100
Hyd. No. 4 -- 50 Year
Q (cfs)
80.00
70.00
60.00
50.00
WM
30.00
9M
10,00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 4 ---� Hyd No. 2 T1I1_Ia _ Total storage used = 72,121 cult

Hydrograph
Report
24
Hydraflow Hydrogra ph s Extension
for AutodeskO Civil 3D@ 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 6
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 1.520 cfs
Storm frequency
= 50 yrs
Time to peak
= 870 min
Time interval
= 2 min
Hyd. volume
= 111,586 cuft
Inflow hyd. No.
= 3 - Post Area SIF#200
Max. Elevation
= 793.83 ft
Reservoir name
= SF #200
Max. Storage
= 70,036 cuft
Storage Indication method used
Post SIF#200
Q (Cfs) Hyd, No. 5 50 Year Q (Cfs)
60.00 - 60.00
50.00 - 50.00
40.00 µ 40.00
30,00 30.00
20.00 T 20.00
10.00 10.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
— ime (min)
Hyd No. 5 — Hyd Na.No3 1.111f I] Total storage used 70,036 cuft

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodeek) Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Peak discharge
= 46.52 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 93,913 cuft
Drainage area
= 8.520 ac
Curve number
= 67.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cone. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
TiKIIOI
20.00
10.00
Post Area No SF
Hyd. No, 6 -- 50 Year
Q (cfs)
50.00
30.00
20.00
10.00
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
26
Hydraflow Hydrographs Extension for Autodesk®Civil M8 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 49.13 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd, volume
= 350,604 cuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8,520 ac
Q (cfs)
50.00
0.00
0 240
Hyd No. 7
Post Area Total
Hyd. No. 7 -- 50 Year
480 720 960
— Hyd No. 4
1200 1440 16du lazu zruu
----- Hyd No. 5 — Hyd No. 6
Q (cfs)
50.00
40.00
20.00
10.00
0.00
2400
Time (min)

4A
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk®Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
59.38
2
738
296,192
------
------
----
Pre Area
2
SCS Runoff
81.78
2
T�.6
169,472
------
...-_
--_
Post Area SF#100
3
SCS Runoff
64.38
2
716
131,777
---
----
----
Post Area SF#200
4
Reservoir
39.33
2
722
169,453
2
796,93
78,150
Post SF9100
5
Reservoir
4.467
2
754
131,504
3
794.16
75,310
Post SF#200
6
SCS Runoff
55.82
2
716
112,805
------
------
-----
Post Area No SF
7
Combine
,
77.88
2
720
413,762
4, 5,6
......
i
-----
Post Area Total
Pre vs Post.gpw
Return Period: 100 Year
Tuesday, 10 / 16 / 2018

M,
Hydrograph Report
Hydraflow Hydrographs Extenslon for Autodeskl)Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10116 / 2018
Hyd. No. 1
Pre Area
Hydrograph type
= SGS Runoff
Peak discharge
= 59.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd, volume
= 296,192 cuft
Drainage area
= 26.230 ac
Curve number
= 60.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
To method
= User
Time of conc. (To)
= 38.40 min
Total precip.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
`ttxlIc
Pre Area
Hyd. No. 1 -- 100 Year
50.00
40.00
B111I41
20.00
511x i61
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 10 / 2018
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SOS Runoff
Peak discharge
= 81.78 cfs
Storm frequency
= 100 yrs
Time to peak
Hyd, volume
= 716 min
= 169,472 cuft
Time interval
Drainage area
= 2 min
= 9.760 ac
Curve number
= 78.7
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of cone. (Tc)
= 5.00 min
Total precip.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
2000,
10.00
Post Area SF#100
Hyd. No. 2 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50A0
40.00
30.00
20.00
10.00
0.00 — — r - 0.00
0 120 240 360 480 600 720 840 960 108Q 1200 1320
Time (min)
Hyd No. 2

all
Hydrograph Report
Hydraflow Hydroyriphs Extension for Autodesk6 Civil 3D® 2019'oy Autodesk, Inc. v2020
Hyd. No. 3
Post Area SF#200
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
=
8.270 ac
0.0
Basin Slope
=
User
Tc method
=
7.60 in
Total precip.
=
24 hrs
Storm duration
Q (Cfs)
70.00
ME
50,00
40.00
30.0(
RM
10.0
0.. 120 240 360 �a� -
0 Time (min
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Area SF#200
N„rl No. 3 -- 100 year
Tuesday, 10116 12018
= 64.38 cfs
= 716 min
= 131,777 cuft
= 75
= 0 ft
= 5.00 min
= Type II
= 434
Q (cfs)
, nn
Hyd No. 3

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Tuesday, 10116 12018
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 39.33 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd, volume
= 169,453 tuft
Inflow hyd. No.
= 2 - Post Area SF#100
Max. Elevation
= 796.93 ft
Reservoir name
= SF #100
Max. Storage
= 78,150 cuft
Storage Indication method used.
Q (Cfs)
90.00
80.00
70,00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 240
Hyd No. 4
480 720 960
- Hyd No. 2
Post SF#100
Hyd. No. 4 -- 100 Year Q (cfs)
90.00
80.00
70,00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1200 1440 1680 1920 2160
II1l.I::t:;11 Total storage used = 78,150 cuff Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@1 Civil 31DO 2019 by Autod ask, Inc. v2020
Tuesday, 10 113 12018
Hyd. No. S
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 4.467 cfs
Storm frequency
= 100 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 131,504 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 794,15 ft
Reservoir name
= SF #200
Max. Storage
= 75,310 cuft
Storage Indication method used.
Q (cfs
70.00
50.00
40.00
30.00
20.00
10.00
Post SF#200
Hyd. No. 5 -- 100 Year
Q (cfs)
70,00
. R OR
50.00
Im
30,00
118210191
i E#
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 5 ---- Hyd No. 3 [FLL[f]11 Total storage used = 75,310 cult

Hydrograph
Report
33
HydfafloW Hydrographs Extension
for Autodesk� Clvil 3�® 2019 by AUtodesk, Inc. v2020
Tuesday, 10116/2018
Hyd, No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Peakdischarge
T Pea
= 55,82 min
Storm frequency
= 100 yrs
Hyd. volume
= 112,805 cuft
Time interval
= 2 min
= 8.520 ac
Curve number
= 67.9
Drainage area
Basin Slope
= 0.0 %
Hydraulic length
= Oft
To method
= User
Time of conc. (To)
= 5.00 min
= Type II
Total precip.
= 7.60 in
Distribution
Shape factor
= 484
Storm duration
= 24 hrs
50.00
40.00
30.00
20.00
10.0c
0.01
Post Area No SF
Hyd. No. 6 -- 100 Year
0 120 240 360 46U bVU rcu o4u
Hyd No. 6
Q (cfs)
60.00
WE
10.00
ci M
elm
10.00
0,00
,ion Inan 1560
Time (min)

Hydrograph
Report
HydraFlow Hydrographs Extenslon for AutodeskOCMA 3D® 2019 by Aulodesk, Inc. v2020
Hyd. No. 7
Post Area Total
Hydrograph type
= combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 5, 6
Q (cfs)
80,00
MOO
60.00
50.00
40.00
30.0(
20.0
10.0
0.�
0 240 480 flu
Hyd No. 7
---- Hyd No. 4 ® Hyd No. 5
34
Tuesday, 1011812018
Peak discharge = 77.68 cfs
Time to peak = 720 min
Hyd. volume = 413,762 cuft
Contrib. drain. area = 8.520 ac
Post Area Total
Hvd. No. 7 -- 100 Year
Q (cfs)
or) no
).00
0.00
i0.00
W.00
30.00
20.00
10.00
0.00
0
Time (min)
® Hyd No. 6

Pine Forest II
Storm Drain/Erosion Control Project Report
Water Quality Calculations
Section 6: Water Quality
Volume Calculations

Pine Forest II
Storm Drain/Erasion Control Project Report
Sand Filter Pond 100 Analysis
Section 6: Water Quality
BMP 100

Pine Forest II
Statesville, Iredell County, North Carolina
Project Number: 2712
August 14, 2018
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Sand Filter #100
Soil Type: Cecil Sandy Clay Loam & Hlwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 9.76 ac.
Paved Roads/SidewalklStructures 4.67 ac.
C = 98
Wooded Area
C = 60
Good Grass (>75% coverage) 5,09 ac.
C = 61
Newly Graded
Composite CN (Sand Filter) 78.7
t1a0Iflum

Project;. `Pine Forest II - Engineer: R- Joe Harris & Associates, Inc.
Locatiom F Statesville, North Carolina :Date: August 17, 2018
Client: ' True Homes, LLD -' By: Jordan Vavrina
BMPTVpei: Surface.. Sand Filter4100
Required Background Information:
1.0 Drainage Area Size (Area in SF Draining to BMP)
n ,4 1/a SF
tf"n7'1d SF
2.0 Impervious Area (Area in SF Draining to BMP)
_
3.0 %Impervious Area (Impervious Area/DA)
_ %
Compute Water Quality volume (WQv)
1.0 Compute Runoff Coefficient (Rv) using Schueler's Method Rv BMP Equation
Rv = 0.05+0.009(I) Where T' Is % Impervious (in percent, not decimal)
2.0 Compute Water Quality Volume (WQv) using Schueler's Method WQv BMP Equation
WQv 1.CRvA/12 Where "A" Is Area Draining to BMP in Acres
ac-ft =NONE= cu.ft.
3.0 Convert Water Quality Volume (WQv) into inches of Runoff
WQv = 1.0(Rv)
= 11MIRNM inches
Compute Water Quality Peak Flow (WQp):
WQv BMP Equation
1.0 Compute Modified SCS Curve Number (CN) CN BMP Equation
CN = 1_000/[10+5P+1OWQv-1O(WQv^2+ 1.25QQVP)AO.S] "P" is precipitation= 1.0
= M
A. If in Charlotte or Mecklenburg Ccunty, run pre and post hydrologic model using 1-inch, 6-hour storm
in HEC-1 model output using SCS method
B. If in Huntersville, skip this section
Channel Protection Volume
1.0 Compute Maximum Soil Retention (S) asing SCS Methods (CN is Standard Value - Not Modified CN Value)
S = 10W}CN-1C 1W CN Value (Post)
inches
2.0 Compute Total Runoff for the 1-year, 24-hour -storm Event (Statesville Requirements)
Qd = (P-0.2S)^2 / (P+O,SS) For Statesville P = Precipitation
4y. inches For Char-Meck 2.58 P=1-yr, 24-hr
For Statesville 3.02 P = 1-yr, 24-hr
3.0 Compute Watershed Runoff (CPv)
* ( 12inches) Area = In Acres of DA
_ CPv..... _. Qd Area 1ft/ ac fr
Convert to cubic feet
CPv(ac-ft) * 43560 sflacre

Compute Release Rates for Water Quality Control (WQv) and Channel Protection Volume (CPv)
These are average release rates (estimates) based on Static Method and should be used as "targets" for routing
calculations.
1.0 Compute Release Rate for Water Quality Control (WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= NAMISM cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv aaft * 43560 sf/ac)/(Duratlon * 360C sec/hr)
= Monism= cfs
1.0 Compute Release Rate for Water Quality Control ()AiQv)
Rate = (4VQv ac-ft * 43560 sf/ac)/(Duration * 3600 Sec/hr)
= MENISM cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= 111MIJIM cfs
Compute Sedimentation Chamber Volume
1.0 Compute Sediment Chamber Volume (20% of Water Quality Volume)
SCvol - (WQv)(43,560 sf/ac)(0.20)
= MONMEMcu.ft.
Compute Surface Sand Filter Area and Volume to Treat Water Quality Volume (WQv)
Duration: 2.0 days (48 hrs) +3 hours
s " hrs
Duration: 1.0 days (24 hrs) + 12 hours
hrs
Where CPv = WQv ac-ft -CPv ac-ft
= ac-ft
Duration: 2.0 days (48 hrs) + 3 hours
hrs
Duration: 1.0 days (24 hrs) + 12 hours
'" hrs
Where CPv = WQv ac-ft -CPv ac-ft
= HUMBEMac-ft
1.0 Check Surface Sand Filter Area based on Darcy's Equation (assumed value of 1.75 in,/hr for the design
coefficient of permeability for the sand filter media)
Af = (WQv)(df)/[(k)(h,+df)(tf)]
=KINNOM sci t.
Surface Area Used =
Sand Filter Dims.@ Filter Media =
Msq. ft.
Width. (ft)
Length (ft)
(1.5 Minimum)
k - �'4 ft/dy
permeability coeff.
hf - � �. , ft
avg. height of water
tr -.u- :�: days..
filter bed drain time

Develop Stage -Discharge for Bioretention Filter Media & BMP Outlet Structure
Outflow computed using following equations, Af = (WQv)(df) / [(k)(hf + df)(tf)]
Q. = W Qv / tf
Q. _ [(Ar)(k)(hf+df)]/df
Where: Af = surface area of filter bed (sq.ft.) (Required Surface Area) _ NIMS= sf
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hr = avg. height of water above filter bed (ft)

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PROJECT: Pine Forest 11 DATE: 17-Aug-18
PROJECT#: 2712 DESIGNER: J.J.V.
DESCRIPTION: Sand Filter #100 ENGINEER: P.L.M.
POND STORAGE VOLUME:
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT,� MF,) : (FT.) (C.F.) (C.F.)
790.00
5310
0.0
0
0
790.50
6,099
0.5
2,352
7'552
791.00
6,387
1.0
3,240
6,099
791.50
7,676
15
3,641
9,739
792.00
8,464
2.0
4,035
13,774
792.50
930
25
4,462
18,236
793.00
10,302
3.0
4,921
23.157
793.50
?20
3.5
5.380
28,537
794.00
12, 39
4.0
5,840
34,377
794.50
13J92
4.5
6333
40710
795.00
14,245
5.0
6,859
47,569
795.50
15'97
5.5
7.385
54,954
796.00
10-150
6.0
1 7,912
62,866
796.50
16,509
6.5
1 8,2 I S
7 L081
797.00
16,669
7.0
1 8,294
79375
797.50
16,828
75
8,374
1
37.749
798.00
16,997
8.0
8,454
96.203
ORIFICE FLOW DATA:
WEIR FLOW DATA: SPILLWAY FLOW DATA:

PROJECT:
PROJECT #:
DESCRIPTION:
Pine Forest II DATE; 17-Aug-18
2712 DESIGNER: J.J.V.
Sand Filter #100 ENGINEER: P.L.M.
COMBIAiED FLOW:
ELEV.
(FT.)
:ORIFICES'
:WEIRS '-
SPILLWAY
Q1
(C.F:SI.)
--TOTAL..
FLOW
(C.F.S.) '.
QI
(C.F.S.)
Q2
-(C.F.S.)
Q3
'C.F.SJ
Ql
(C.F'.S.)
Q2
C.F.S.
Q3 (
C.F.S.)
790.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
790S0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
79 L00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
791.50
(MM
0.00
0.00
0.00
0.00
0.00
0.00
0.00
792,00
0.00
o.00
0.00
6.00
0.00
0.00
0,00
0.00
792.50
0.00
0,00
0,00
0.00
0.00
0.00
0.00
OM
793.00
0.32
Mo
0.00
0.00
0.00
0.00
0.00
0.32
793.50
0.55
9.00
0.00
0.00
0.00
0.00
0.00
0.55
794.00
0.70
U)o
0.00
0.00
0.00
0.00
0.00
0.70
794.50
0.83
d.00
O.00
O.00
0,00
abo
0.00
0.83
795,00
0.95
0.00
0.00
0.00
0.00
0.00
0.00
0.95
795.50
1.04
0.00
0,00
0.00
0,00
0.M
0.00
1,04
796.00
1.14
0.00
0.00
o.o0
0.00
0,)0
0.00
1..14
796.50
1.22
0.00
0.00
0.00
0.00
0.00
0.00
1.22
797.00
1.30
0.00
0.00
0.00
(1.00
0.00
0.00
130
797.50
137
0.00
0.00
0.00
0,00
0.00
0.00
137
798.00
t.44
0,00
0.00
0.00
0.00
0.00
0.00
1.44
FINAL RESULTS:
STAGE-, STORAGE"Ia1$CYI.RGE 1,
790.50
2,852
G.0C1
79L00
6,099
0.00
791.50
9,739
Mr
192.00
13,774
0,00
792.50
18.236
0.00
793.00
23,157
0.32
793,50
23,53?
0.i5
794,00
34,377
0.70
794sO
40,710
0.S3
795,00
47,569
0.95
795,50
54,954
1.04
796,00
62.856
1.14
7965O
71,o81
1.22
797,')0
79.375
t.30
797.50
87.749
137
798.00
96,203
1.44

)reject: > Pine Forest II Engineers- R. Joe Harris & Associates, Inc
.ocation: Statesville, North Carolina - Date: - August 17,: 207.E
Alent: True Homes, LLC By: - Jordan Vavrina
3MPType: Surface Sand Filter#100,
Verify Diameter of BMP Outlet Pipe (Barrel)
Equation for Submerged Orifice =
C * A * (2g*h)^0.5
Where: C = 0.6
A= see beiow
g = 32.2 ft/s^2
h = headwater over orifice
Inputs: Dia. of Pope
< y inches
convert to area In SF = sq.ft.
Principal Weir
� �,0&�4($,MSL
(from Surface Sand Filter Design)
Media filter
i';tuN sg 0£ MSL
(from Surface Sand Filter Design)
Sot. of Media
f` s xiN
l a� M6L
(from Surface Sand Filter Design)
Results for Submerged Orifice:
(Max Q out of BMP Structure)
Orifice Dia= Barrel
Discharge Results in US
Discharge noted as "BMP Out"
(see table below)
c
I�
jaiBottom-of S
•r r
:: r
r
so
": `- k
1NINE
n
•795.50
��
PrincipalWeir
798.00

Final Stage -Discharge Results
-If BPI' Out value is <0an combined flow of Soil Media + Walr, use BMP Out Value for Pond Discharge
(BMP Structure outflow through Riser& Barrel)

Project: Pine Forest II Engineer: R. Joe Harris & Associates, Inc,
Location: Statesville, North Carolina Date: Statesville, North Caroline
Client: True Homes, LLC - By: - -Jordan Vavrina
3MP Type: - Surface Sand -Filter #100 -
Size Underdrains for Surface Sand Filter _
The calculations utilized are taken from the Charlotte-Meddenburg BMP Design Manual (July 1, 2010 ed.) for
sizing of underdrains for bioretention ponds/rain gardens.
1.0 Compute perforation capacity of underdrain pipe. Minimum requirements or guidance as follows:
- min, pipe diameter equals6" `
- underdrains shall be centered 10' max, on center (10' o.c.)
- min. slope on underdrain shall be 0.50%
assume 4 rows of perforation In pipe (3/8" perforations)
- reduce perforated pipe length by V for each fitting (deanouts, tees, wyes)
- assume 50% of perforations will become dogged and be ineffective
Input Data: Total Length of Underdrain Pipe (If) sy 2 r z 115,
Total Number of Fittings (ea)
Diameter of Pipe (inches)
Number of Perforations = (Length of Pipe- F1ttings)*(4 rows/ft)*(4 holes/row)
perforations
Actual Perforations Active = Number of Performations * 0.5C (50%)
MMIM perforations
Capacity of One Hole = C*A*(2g*h)A6.5 where: C = 0.6
cfs(hole A = 0.000767 (sf)
g = 32.2 ft/sA2
ft
h"Yess.;'r.E
Capacity of Active Perfs. = No. Active Performations'" Capacity of One Hole
cfs (ok if > than filter media capacity)
cfs (soil media capacity at 05 from biorentention design)
- if Capacity of Active Performations < Soil Media at 0.50'
headwater depth, add additional pipe lenghth

project: Rine forest ll - Engineer:: - -R., Joe Ha rris &Associates, Inc,
.oration: Statesville, North Carolina Date:. August 17,: 2018
Client: True Homes, LLC ;By, Jordan Vavrina
am Type: Surface.Sanl Filter410D
Verify Sediment Forebay Storage Volume
From Sand Filter Design Worksheet, Req, Sediment ForebayVolume = 20%of Water Quality Volume
SCvol (WQv)(43,560sf/ac)(0.20)
IM cu,ft.
Elevation
Contour
Area{5F)
Depth
(Incr.)(ft)
Volume (cf)
Incr. Accum.
0.0
01 0
791.0j','r.
t'#,,,y`�+
1.0
804 804
1,0
1399 1 2202
793,0
1,0
2
502 4704 Storage Volume Water Elevation = Principal Weir
Equalized Storage from Sediment Forebay Added to H&H Calculations (added to Sand Filter Volumes)

project: ' .
' . Pine Forest ll -
- Engineer: -
R. Joe.Harris & Associates, Inc
ocation:
Statesville, North Carolina
Dater
' August 17, 201,
lientr
True Homes, LLC -
By:
Jordan Vavrin
MPType:
Surface sand Filter#100
Water Quality Volume(WQV) 110d Wcu.ft.
POND STORAGE VOLUME:
LOCATION ", CONTOUR -: : ELEVATION INCREMENTAL ACCUM..
ELEV. AREA OIFFERENTLAL VOLUME �` VOLUME
(FT.) ` '(S.F.)-;-(ET.). (C€.)
Top of Soll Medla/Bottom of Pond
79o.00
5,310
0 3
0
0
790.30
6C99
05
21852
2,852
791.90
6,887
05
3,246
6.099
79L.30
7,675
p5
31541
9,739
792.00
8,464
0.5
4,035
13.774
Water Quallt Volume
.42.A ':r
a. ..
,-'%
_
`.�,? `�"
` .ssso v3
x
WN�
792.50
91383
0,1
653
18,272
793.00
10,302
0.5
4,921
23,193
793.50
1
1 1-1,220
0.5
j
3, 380
23.314
794,00
11,139
05
3,340
34,413
794.50
13,192
0.5
6,333
40,746
795.00
14.245
0.5
5,859
47,505
795.50
15,29]
0.5
7,385
S'391
Principal Weir
796.00
16,350
05
7,912
62,902
796.50
16,509
0,5
3,215
71,117
Emergency Spillway
797,00
16,669
05
8,294
79,412
75750
16,328
05
8,374
87,786
Top of Berm
798.00
161987
as
( 8,454
96,239
I

9MP
REQUIRED
PROVIDED
ELEVATION
SAND FILTER
1,420 SF
1,625 SF
790.00
WQv
17,607 CF
17,619 CF
792.43
PEAK CONTROL
POST -DEVELOPMENT
POST ROUTING
STORM EVENT
RUNOFF
RUNOFF
ELEVATION
2YR-24HR
17,29 CFS
0.918 CFS
793.74
10YR-24HR
32.42CFS
1.510CPS
795.91
50 YR - 24HR
49.30 CFS
21.13 C55
796.66
100 YR-24HR
5735 CFS
35.42 CFS
796.87

Hydrograph Summary Report,
ydraflow Hydrographs Extension for AutodeskO Civil 30® 2019 by Autadesk, Inc. v2020
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Timeto
Peak
iminJ
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
25.54
2
718
51,324
-----
----
--••-•
Post Drainage Area
2
Reservoir
0,859
I
I
i
I
i
i
2
842
51,305
1
793.58
i
i
j
29,454
BMP#100
BMP ##100.gpw
Return Period: 2 Year
Tuesday, 10 / 16 / 2018

PA
Hydrograph Report
Hydra flow Hydrographs Extenslon for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 12018
Hyd, No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 25.54 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 51,324 cuft
Drainage area
= 9,760 ac
Curve number
= 78.7
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3,50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
11-VIl7
IPAIIIII
8.00
4.00
Post Drainage Area
Hyd. No. 1 -- 2 Year
Q (cfs)
28.00
24.00
20.00
12.00
M
•M
0.00 -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 0.859 cfs
Storm frequency
= 2 yrs
Time to peak
= 842 min
Time interval
= 2 min
Hyd. volume
= 51,305 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 793.58 ft
Reservoir name
= BMP #130
Max. Storage
= 29,464 cuft
Storage Indication method used
Q (cfs
28.00
24.00
20.00
16,00
12.00
- O
BMP #100
Hyd. No. 2 -- 2 Year
,_,— EF
Q (cfs)
28.00
O wo
20.00
16,00
12.00
-m
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 2 — Hyd No. 1 1.I -1 Total storage used = 29,464 cuft

Pond Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3002019 by
Autodesk, Inc. v2020
Tuesday, 10 / 16
12018
Pond No. 1 - BMP €#100
Pond Data
Contours -User-defined contour areas.
Conic method used forvolume
calculation. Begining
Elevation -790.00 ft
Stage / Storage Table
Stage (ft) Elevation (fq
Contour area (sqft)
Inor. Storage (cuft)
Total storage (cuft)
0,00 790.00
5,310
0
0
0.50 790.50
6,099
2,860
2,850
1.00 791.00
8,887
3,244
6,094
1.50 791,50
7,676
3,639
9,732
2.00 792.00
8,464
4,033
13,765
2.50 792.50
9,383
4,459
18,225
3.00 793.00
10,302
4,919
23,144
3.50 793.50
11,220
5,378
28,522
4,00 794.00
12,139
5,838
34,360
4.50 794,50
13.192
8,330
40,690
5.00 795.00
14,245
6,857
47,547
5.50 796.50
16,297
7,383
54,930
6.00 790.00
16,350
7,910
62,840
6.50 796.60
16,509
8,214
71,054
7.00 797.00
16,669
8,294
79,347
7.50 797.50
16,828
8,373
87,721
8.00 798.00
16,987
8,453
96, 173
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsrl
[A] 1131
[C] [D]
Rise (in) = C.00
0.00 0.00 0.00
Crest Len (ft)
= 0.00 0.00
0.00 0.00
Span (in) = 0.00
0.00 0,00 0.00
Crest Eh (ft}
= 0.00 0.00
0.00 0.00
No. Barrels = 0
0 0 0
Weir Coeff.
= 0.00 0.00
0.00 0.00
Invert El. (ft) = 0.00
0.00 0.00 0.00
Weir Type
= --- --
--- -
Length (ft) = O.CC
0.00 0.00 0.00
Multi-Stago
= No No
No No
Slope 1%) = 0.00
0.00 0.00 n/a
N-Value = .000
.000 .000 n/a
Orifice Coeff. = 0.00
0.00 0.00 0.00
Exfil.(ialhr)
= 0.000 (by Wet area)
Multi -Stage = n/a
No No No
TW Elev. (ft)
= 0.00
Note, CulverVOririce outflows are analyzed under inlet Cie) and outlet led) control. Weir risers checked for orit conditlons(to) and submergance(a),
Stage / Storage I Discharge
Table
Stage Storage Elevation
CIvA CIvB ch,G
PrfRsr WrA
WrB WrC
WrD Exfll User
Total
ft cuft ft
cis cfs cfs
cfs cfs
cis cfs
cfs cfs cfs
cfs
0.00 0 790.00
--- --- --
--- -
- -
-- --- ---
0.000
0,50 2,850 790.50
-- --- ---
--- ---
-- --
-- --- ---
0.150
MID 6,094 791.00
-- --- --
-- --- ---
0.180
1.50 9,732 791.50
-- --- ---
--- --
-- --
-- --- --
0.200
2.00 13,765 792.00
--- --- --
••- -
-- --
-- --- ---
0.220
2.50 18,226 792.50
-•- --- -•-
--- -
-- -
-- --- --
0.240
3.00 23,144 793.00
-- --- ---
--- -
--- -
-- -•- --
0.580
3.50 28,522 793.50
-- --- ---
--- -
--• --
-- --- -
0.830
4.00 34,360 794.00
-- --- ---
--- -
--- --
- --- -
1.010
4.50 40,690 794.50
-- --- ---
--- -
-•- --
- --- -
1.160
5.00 47,547 795.00
-- --- ---
--- -
--- --
-- -- -
1.300
5.50 54,930 795.5C
-- --- ---
--- -
--- --
-- -- -
1.420
0.00 62,840 796.00
-- --- ---
--- -
--- --
- -- -
1.530
6.50 71,054 796.5C
-- --- ---
--- --
--- --
-- - --
11.06
7.00 79,347 797.CO
- --- ---
--- ---
--- ---
-- - ---
44.10
7.50 $7,721 797.50
--- --- ---
--- ---
--- ---
--- - ---
66.50
8.00 96,173 798.00
-- --- ---
--- •--
••- •--
--- - ---
106.62

5
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk® Clvll 3DCO2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
00
Total
strge used
(cuft)
Hydrograph
Description
1 SCS Runoff
46.82
2
716
95,009
......
------
------
Post Drainage Area
2 Reservoir
i
1.463
I
i
I
2
I
I
842
94,990
I
I
1
795.65
57,327
BMP #100
BMP #100.gpw
Return Period: 10 Year
Tuesday, 10 / 16 / 2018

1.9
Hydrograph Report
Hydraflow Hydrographs Exdenslon for Autodesk(DClvll W9 2019 by Autodesk. Inc. v2020
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.760 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Post Drainage Area
Q (cfs) Hyd. No. 1 -- 10 Year
50.00
40.00
30.00
20.00
a$xlzoll
No
I
E4
Tuesday. 10 / 16 12018
= 46.82 cfs
= 716 min
= 95,009 cuft
= 78.7
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
POOR
RAW
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 1

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
Reservoir name
= BMP #100
Max. Storage
Storage Indication method used.
IMM
Tuesday, 10 / 16 / 2018
= 1.453 cfs
= 842 min
= 94,990 tuft
= 795.65 ft
= 57,327 cuft
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
50,00 50.00
40.00 40.00
30.00 30,00
20.00 20.00
10.00 10.00
0.00� 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 2 —� Hyd No. 1 iLL1L.C.I::J Total storage used = 57,327 cult

Hydrograph Summary Re porklydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
lots)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Descrtptlon
1
SCS Runoff
70.52
2
716
145,123
•----•
-----
------
Post Drainage Area
2
i
Reservoir
I
15.31
2
i
726
i
i
145,105
1
796.58
72,121
BMP#100
BMP #100.gpw
Return Period: 50 Year
Tuesday, 10 116 / 2018

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® CIA 3D® 2010 by Autodesk, Inc. v2020 Tuesday, 10 / 16 12018
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 70.52 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd, volume
= 145,123 cuft
Drainage area
= 9,760 ac
Curve number
= 78.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
30.00
20.00
10.00
Post Drainage Area
Hyd. No. 1 -- 50 Year
Q (cfs)
80.00
70.00
50.00
Ezexozll
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
-- Hyd No. 1 Time (min)

10
Hydrograph
Report
HydreflowHydrog rap hs Extension for AQtodeskOCM I 3D(O 2019 by Autodeak, Inc. v2020
Tuesday, 10 / 1612018
Hyd, No. 2
BMP#100
Hydrograph type
= Reservoir
Peak discharge
= 15.31 cfs
Storm frequency
= 50 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 145,105 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 796.58 ft
Reservoir name
= BMP#100
Max. Storage
= 72,121 cuft
Storage Indication method used,
Q (Cfs)
80.00
Q (cis)
80.00
70.00 70.00
E
60.00 E60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0,00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
— Time (min)
Hyd No. 2 Hyd No. 1 rj_j�[_[j U] Total storage used = 72,121 cuft
BMP#100
Hyd. No. 2 -- 50 Year

11
Hydrograph Summary Report
ydraflow Hydrographs Exfenslon for Autodesk® Civil 3D02019 by AutndesK, Inc. v2020
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SOS Runoff
81.78
2
716
169,472
------ •---
----
Post Drainage Area
2
Reservoir
39.33
i
2
722
I
I
169,453
i
1 798.93
I
I
78,150
BMP #100
BMP #100.gpw
Return Period: 100 Year
Tuesday, 10 / 16 / 2018

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®CINI 3D@ 2019 by Autodesk, Inc. v2020 Tuesday, 10116 / 2018
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 81.78 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd, volume
= 169,472 cuft
Drainage area
= 9.760 ac
Curve number
= 78.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60,00
50.00
40.00
30.00
20.00
10.00
Post Drainage Area
Hyd, No, 1 -- 100 Year
Q (cfs)
90.00
80,00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 _...._...._, 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

13
Hydrograph Report
Hydraflow Hydrographe Extension for Autodesk® Civil 3M 2019 6y Aulodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No, 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 39.33 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 169,453 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 796.93 ft
Reservoir name
= BMP #100
Max. Storage
= 78,150 cuft
Storage Indication method used
Q (Cfs)
90.00
80.00
7C.00
60,00
50.00
40.00
30.00
20.00
10.00
0.00
0 240
Hyd No. 2
480 720 960
--- Hyd No. 1
BMP #100
Hyd. No. 2 -- 100 Year Q (cfs)
90.00
80.00
70.00
60.00
50,00
40.00
30.00
20,00
10.00
000
1200 1440 1680 1920 2160
'I.a.1,a..L..IJ Total storage used = 78,150 cult Time (min)

Pine Forest II
Storm Drain/Erosion Control Project Report
Sand Filter Fond 200 Analysis
Section 6; Water Quality
BMP 200

Pine Forest II
Statesville, Iredell County, North Carolina
Project Number: 2712
August 14, 2018
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Sand Filter #200
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 8.27 ac.
Paved Roads/Sidewalk/Structures 3.13 ac.
C = 98
Wooded Area
C = 60
0.00 ac.
Good Grass (>75% coverage) 5.15 ac.
C= 61
Newly Graded
C = 86
Composite CN (Sand Filter) 75.0
0,00 ac.

Project:
Pine. Forest ll _
Engineer: R, Joe: Harris& Associates,Inc,
Location:
StateBaille, North Carolina
Date: August 17, 2018.
Client:
True Homes, LLC -
` By: Jordan Vavrina -- '
BNIP Type.:
Surface Sand Filter #200
Required Background Information:
1.0 Drainage Area Size (Area in SF Draining to BMP)
2.0 Impervious Area (Area in SF Draining to BMP)
3.0 % Impervious Area (Imperious Area/DA)
Compute Water quality Volume (WQv)
" 3603'27. SF
1,360tki SF
_
1.0 Compute Runoff" Coefficient (Rv) using Schueler's Method Rv BMP Equation
Rv = 0.05+0.009(I) Where "I" is %Impervious (in percent, not decimal)
2.0 Compute Water Quality Volume (WQv) using Schueler's Method WQv BMP Equation
WQv = 1.0RvA/12 Where "A" is Area Draining to BMP in Acres
ac-ft =MENEM cu.ft.
3.0 Convert Water Quality Volume (WQv) into Inches of Runoff WQv BMP Equation
WQv = 1.0(Rv)
= Onsomm inches
Compute Water Quality Peak Flow (WQp)
1.0 Compute Modified SCS Curve Number (CN) CN BMP Equation
CN = 1000/[10+SP+10WQv-10(WQv^2+1.25QQvP)^0.5] P" is precipitation = 1.0
A. If in Charlotte or Mecklenburg County, run pre and post hydrologic model using 1-inch, 6-hour storm
in HEC-1 model output using SCS method
B. If In Huntersville, slap tnis section
Channel Protection Volume
1.0 Compute Maximum Soil Retention (S) using SCS Methods (CN is Standard Value - Not Modified CN Value)
S = 1000{CN-1C
. a
z v
CN Value (Posy)
= 10INNATMInches
2.0 Compute Total Runoff for the 1-year, 24-hour Storm Event (Statesville Requirements)
Qd = (P-0.2S)12 / (P+0.8S) For Statesville
Alt
P = Precipitation
_ a inches For Char -Meek
2.58
P=1-yr, 24-hr
For Statesville
3.02
P = 1-yr, 24-hr
3.0 Compute Watershed Runoff (CPv)
CPv = Qd * Area * (1ft/121nches) Area = In Acres of DA
Convert to cubic feet
= CPv(ac-ft) * 43560 sf/acre

Compute Release Rates for Water Quality Control (WQv) and Channel Protection Volume (CPv)
These are average release rates (estimates) based on Static Method and should be used as "targets" for routing
calculations.
1.0 Compute Release Rate for Water Quality Control {WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
_ 11011EM cfs
2.0 Compute Release .Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= INNERMcfs
1.0 Compute Release Rate for Water Quality Control (WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= 51110mcfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= 111311M cfs
Sedimentation Chamber Volume
1.0 Compute Sediment Chamber Volume (20%af Water Quality Volume)
SCvol = (WQv)(43,560 sf/ac;!(0.20)
= INNEEMCU.ft.
Compute Surface Sand filter Area and Volume to Treat Water Quality Volume (WQv)
Duration: 2.0 days (48 hrs) + 3 hours
Duration: 1.0 days (24 hrs) + 12 hours
+'!,@ hrs
:.a
Where CPv = WQv ac-ft -CPv ac-ft
ac-Ft
Duration: 2.0 days (48 hrs) + 3 hours
U'; hrs
Duration: 1.0 days (24 hrs) + 12 hours
'f= hrs
Where CPv = WQvac-ft- CPvac-ft
1.0 Check Surface Sand rllter Area based on Ca rcy's Equation (assumed valus of 1.75 m/hr for the design
coefficient cf permeability for the sand filter media)
Af = (\MQ,d(dr)/[(k)(hr+df)(tf)] ««««««
= INERIMM sq.ft.
Surface Area Used =
t. sq.ft.
Sand Filter Dims @Filter Media - ..�... � Width {ft)
Length (ft)
filter bed depth
(1.5 Minimum)
permeability coeff.
hf .I`�N,,ft
avg. height of water
tr-' days
filter bed dram time

Develop Stage -Discharge for Bioretention Filter Media & BMP Outlet Structure
Outflow computed using following equations: Af = (WQv)(df)/[(k)(hr+df)(tf))
Qa = WQv / if
Q. = [(Af)(k)(hf+df)]/df
Where: Af = surface area of filter bed (sq.ft.)(Required Surface Area) _III&M
amsf
df = filter bed depth (ft)
k = coefficient of permeability of filter media(ft/day)
hf = avg. height of water above filter bed (ft)
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf) Discharge (cfs) ,:,k .` (l
Incr. i Accum. (Filter Media) Comments
786.50
787.S0
,.rr 4,[F'z..=:
0.0
0
0
788.oO
010
0
0
788.50
`..-$8i7- -
0.5
4255
4255
. 789.00
3431
0.5
4562
8817
13686
789.50
1C046
0.5
4869
790.00
10560 -;.z
0.5
5175
18862
790.50 I
'i344 �
0.5
5501
24363
791.00
I;>....... .2022 '"'
0.5
S843
30206
791.50
127L3
0.5
6185
36392
792.00
33-7,
0.5
6527
42919
792.50
1C' 55 - `-
0,5
6888
49807
793.00
'xa.J`3-
0.5
7267
57074
793.50
7646
64720
72745 Principal Welr
81163
794.00
.Yg¢'29
0.5
8025
794.50
" VF?.44
0.5
8418
795.00
1805E
0.5
8825
89989 Emergency Spillway
795.50
188"'>
0.5 9233
99221
108861 Top of Berm
796.00
.„z I9687
0.5
9640
8.
Weir Discharge (cfs) �.
Coeff (Cw) (Qj Comments/Notes
Stage Elev.
Weir Elev.
Length (L)
Head (H)
788.0
_�
8
0.0c
"^ Sides of Weir =
4
EA
788.5
794.00
8
0,0
3.33 Length of Weir=
k„ ;,?r ;;�.
LF
789.0
794.00
8
0.0
3.33 Length (L) =
LF
789.5
794.00
8
0.0
3.33
790.0
794.00
8
0.0
3.33
Cw=
Sharp -Crested
3.33
790.5
794.00
8
0.0
3.33
3.33
Broad Crested
3.00
791.0
794.00
8
0.0
791.5
794.00
8
0.0
3.33
792.0
794.00
8
010
3.33
792.5
794.00
8
0.0
3.33
793.0
794.00
8
O.D
0.0
3.33
3.33
793.5
794.00
8
794.0
794.00
8
0.0
3.33
794.5
794.00
8
0.5
3.33
795.0
794.00
8
1.0
3.33
795.5
794.00
8
1.5
3.33
3.33
796.0
794.00
8
2.0
Weir Equation »»> Q=Cw*L*HAE

�Imwwwww
gm
11
1
1
1
1 rglr-�
Sharp -Crested
•®
®
1
1
®
qA R34,rXn"r'Tt
lot

PROJECT: Pine Forest II DATE: 17-Aug-18
PROJECT#: 2712 DESIGNER: J.J.V.
DESCRIPTION: Sand Filter#200 ENGINEER: P.L.M.
POND STORAGE VOLUME:
(CONTOUR' -. -ELEVATION -.INCREMENTAL-- iACCUM.-.'.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
FT.) (S.F,) (FT.) (C.F.) (C.F.)
788.00
8.202
0.0
0
0
788.50
8,817
0 5
4.255
4,255
789.00
9,431
1.0
4,562
8,817
789.50
10.046
1.5
4.969
13,686
790,00
M660
2.0
5.176
1U62
790.50
11,344
2.5
5,501
24,363
79LCU
12,029
3.0
5,843
30,206
791.50
12,713
3.5
6,185
36,392
792.00
13,397
4.0
6,527
42,919
792,50
14,155
4.5
6,988
49,807
M.00
14,913
5.0
7,267
57,074
793.50
15.671
5.5
7.646
64,720
794.00
16,429
6.0
8,025
72,745
794.50
17,244
6.5
8.418
81,163
795.00
13,058
7.0
8.825
89989
795.50
13,873
7.5
9,233
99.221
796.00
19,687
8.0
9,640
108,861
ORIFICE FLOW DATA:
WEIR FLOW DATA: SPILLWAY FLOW DATA:

PROJECT:
PROJECT #:
DESCRIPTION:
Pine Forest It DATE: 17-Aug-18
2712 DESIGNER: J.J.V,
Sand Filter #200 ENGINEER: P.L.M.
COMBINED FLOW:
ELEV.
(FT.)
ORIFICES
WEIRS
SPILLWAY
Q1 J,
C.F,S:
TOTAL
FLOW
C:F.S.) .'.
01.
(C.F.S.
Q2
(C.F.S.)
Q3
(C.F.S.)
Q1
(C.F.S.)
Q2;
(C.F.S.)
Q3
(C.F.S.)
788.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
788.5U
0.00
0.00
0.90
0.00
0.00
0.00
0.00
0.00
789.00
0.00
0.00
U0
0.00
0.00
0.00
0,00
0.0O
789.50
0.00
O00
0.00
0.00
0.00
0.00
0.00
0,00
790.00
0,32
0.00
0.00
0.00
0.00
0.05
0.00
0.32
79050
M5
0.00
UX)
0.00
0.00
0.(10
0,00
0.55
791.00
0.70
0,00
0,00
0.00
0.00
0.00
0.00
0.70
791.50
0,83
0.(10
0.00
500
0.00
0.00
0.00
0.83
792.00
0.95
Mi.)
0.00
(WO
0.00
0.00
0.00
0.95
792.50
L04
0,00
0.00
0.00
0.00
0.00
O.(N)
LU4
793.00
1,14
fi.0C
0.00
0.00
0.00
0.00
0.00
1.14
793.50
1.22
0.00
0.00
0.00
0.00
0.00
0.00
L22
794.00
1.30
0,00
0.00
0.00
0.00
0.00
0,00
1.30
794.50
1.37
0,00
0.00
0.00
0.00
0.00
0.00
1,37
795.00
1.44
0.00
000
0.00
0.00
0A(l
0.00
1.44
795.50
1.51
0.00
0.00
0.00
0.00
0.00
0.00
L51
796A0
'..58
0.00
0.N)
0.00
0.00
0.00
0.00
1.53
FLiTAL RESULTS:
STAGE STORAGE ➢IMyy ,y�jQE
In
7B 50
4,255
0.00
799,00
8.817
000
789.50
13,686
0,00
790.0O
18.862
0.32
79O.50
24.363
055
791.00
30,206
0.10
79150
36,392
M3
792.00
42,919
0.95
792.50
49,807
L(i4
793.00
57,074
1,14
793.50
64,720
1.22
794,00
72,745
1.3i)
79450
81,163
1.37
795,00
89,989
1,44
795,5C
99,22(
1,51
796.OL1
i08.861
1,5,1

"ojectr
Pine Forest II Engineer:. R.'Joe Harris. & Associates, Inc
ovation:
Statesville, North Carolina bate: August 17, 201
lient: -
True Homes, LLCBy;. Jordan Vavrin
MPTypec
Surface Sand Filter#200
Verify Diameter of BMP Outlet Pipe (Barrel)
Equation for Submerged Orifice =
C * A * (2g*h)^0.5
Where: C = U
A= see below
g= 32.2 ft/s^2
h = headwater over orifice
Inputs: Die. of Pipe
B'` p ' inches
as x2a
convert to area In SF = sq.ft.
Prindpal Welr
GFr MSL
(from Surface Sand Filter Design)
Media Filter
r. B$ti3fi' MSL
TVQ,
(from Surface Sand Filter Design)
got, of Media
�a 4 M S L
(from Surface Sand Filter Design)
Results for Submerged Orifice:
(Max Q out of BMP Structure)
Orifice Dia = Barrel
Discharge Results In CFS
Discharge noted as "BMP Out"
(see table below)
787�50
tl
00��
h?.zrc
rtPj�.
rr®.=0
M
---
-
--RB-

Final Stage -Discharge Results
If BMP Out value is <than combined flow of Soil Media + Weir, use BMP Out Value for Pond Discharge
(BMP Structure Outflow through Riser & Barrel)

Project: Pine Forest.11 Engineer:.. R. Jae Harris &Associates, Inc.
Location:. Statesville, North. Carolina Date:. .Statesville, North Carolina
Client: - .True Homes,: LLC By, Jordan Vavr n,a
BMP Type: Surface Sand '.Filter #200'.
Size Underdrains for Surface Sand Filter
The calculations utilized are taken from the Charlotte -Mecklenburg BMP Design Manual (July 1, 2010 ad,) for
sizing of underdrains for bioretention ponds/rain gardens.
1.0 Compute perforation capacity of underdrain pipe, Minimum requirements or guidance as follows;
min. pipe diameter equals 6"
- underdrains shall be centered 10' max. on center (10' o.c.)
- min. slope on underdrain shall be 0.50%
assume 4 rows of perforation in pipe (3/8" perforations)
reduce perforated pipe length by V for each fitting (cleanouts, tees, wyes)
assume 50%of nerforatlons will become clogged and be ineffective
Input Data; Total Length of Underdrain Pipe (If)
ryr��e °4
Total Number of Fittings (ea);�'��^
Diameter of Pipe (Inches)ASU
"
Number of Perforations = (Length of Pipe - Fittings)*(4 rows/ft)*(4 holes/row)
perforations
Actual Perforations Active = Number of Performations * 0.50 (50%)
perforations
Capacity of One Hole = C*A*(2g*h)AC.5 Where: C= 0.5
_ cts/hole A= 0.000767 (sf)
g = 32.2 ft/sA2
L
In eft
Capacity of Active Perfs. = No. Active Performations * Capacity of One Hole
cis (ok if 5 than filter media capacity)
cfs (sail media capacity at 0.5' from biorentention design)
- if Capacity of Active Performations < Soil Media at 0.50'
headwater depth, add additional pipe lenghth

Project: Pine Forest 11 Engineer:. R.:loe Harris & Associates, Inc.
Location:. ' Statesville, North Carolina bate: August 17, 201E
Client: True Homes, LLC F3yr Jordan Vavrinz
6MPType: Surface Sand Filter#200
Verify Sediment Forebay Storage Volume
From Sand Filter Design Worksheet, Req. Sediment Forebay Volume = 20V of Water Quality Volume
SCvol = (WQv)(43,560sf/ac)(0.20)
ME curft.
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume(cf)
Incr. T Accum.
�Yi M:
%
0.0
0 0
78&0
1.0
1002 1002
790.0
�'
1.0
1405 2407
791.0 1.0 "871 4278 Storage Volume Water Elevation = Principal Weir
Equalized Storage from Sediment Forebay Added to H&H Calculations (added to Sand Filter Volumes)

Project:
, Pire Forest ll
Engineer:. R. Joe Harris & Associates, tnt,
Location:
r Statesville, North Carolina
Date:. August 17, 21013
Client::
True Homes, LLC
By: .. Jordan Vavrina
eMP Type:
:Surface Sand Filter 4200
Water Qualityyolume(WQV) �11716;86,', cu$.
POND STORAGE VOLUME:
LOCATION' --CONTOUR ELEVATION INCREMENTAL APCUM!-
ELEV. .AREA DIFFERENTfAL + VOLUMEVOLUME
(S.F.) -: -(FT.I '. IC.F:P-.' ;' (C.F.f
Top of 5oll Media/Bottom of Pond
768,00
0
0
788.50
O
4,255
4,255 5
799,00
4,562
8,317
Water Quality Volume
W9af
A11.34403
Z0
L.+gi
789,50
OS
4,869
13,686
79000
0.7
3,176
16,973
790.50
.
5,501
22,474
791.00
us
3,343
28,317
791.30
12,713
D5
6,185
3 503
792,00
13,357
D3
6,527
41,030
792.50
L435
a5
6,388
47,918
793.00
14,913
0.5
7,267
55,185
793.50
15,671
-05
7,646
62,331
PYIncinal Weir
7, 4.00
16,429
0.5
3,025
70,256
794.50
17,244
05
8,418
79,274
Emergency Spillway
795.00
is,058
0.5
8,825
88,100
795.50
18,873
0.5
91233
97,332
Top of Berm
796,00
19,687
0.5
9,640
1
1 106.971

WIN
REQUIRED
PROVIDED
ELEVATION
$AND FILTER
945 SF
1,050 SF
7SS.00
WQV
11,717 CF
11,797 CF
789.31
PEAK CONTROL
POST -DEVELOPMENT
POST ROUTING
STORM EVENT
RUNOFF
RUNOFF
ELEVATION
2YR-24HR
11.13 CFS
0.630 CIS
790.35
10 YR - 24HR
22.27 CFS
1.193 CFS
792.22
50 YR - 24HR
35.17 CFS
2.574 CFS
794.05
IOOYR-24HR
41.41 CFS
7.176 CFS
794.30

Hydrograph Summary RepmrtH
ydraflow Hydrographs Extension for AUtodeak®Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
mtervaf
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
SCS Runoff
18.32
2
718
36,538
----
------
--•—
Post Drainage Area
2
.Reservoir
0.561
2
i
I
390
36,542
I
i
1
790.21
21,178
i
BMP#200
BMP #200,gpw
Return Period: 2 Year
Tuesday, 10 116 / 2018

Hydrograph Report
pq
Hydraflow Hydrographs Extension for Autodesk® Civil 30® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 12018
Hyd. No, 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 18.32 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 36,638 cult
Drainage area
= 8.270 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
21.00
18,00
15.00
12.00
9,00
6.00
3.00
Post Drainage Area
Hyd. No. 1 -- 2 Year
i
Q (cfs)
21,00
18.00
15.00
12.00
• 11
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph
Report
3
Hydraflow Hydrographs Extena!an
for Autodesk® Civil 30® 2019 by Autodesk, Inc.
v2020
Tuesday, 10 / 16 / 2018
Hyd, No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 0.561 cfs
Storm frequency
= 2 yrs
Time to peak
= 890 min
Time interval
= 2 min
Hyd. volume
= 36,542 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 790.21 ft
Reservoir name
= BMP #200
Max. Storage
= 21,178 cuff
Storage Indication method used
Q (cfs)
18.00
15.00
12.00
. 11
W16111
BiVIP #200
Hyd. No. 2 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
M
3.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
- «Hyd No. 2 --- Hyd No. 1 Tll..[__f"r Total storage used = 21,178 cuft

Pond Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D®2019 by
Autodesk, Inc. v2020
Tuesday, 10l 16 / 2018
Pond No. 1 - EIMP #200
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining Elevation - 788.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (scift)
Incr. Storage (tuft)
Total storage (tuft)
0-00 788.00
8,202
0
0
0.50 738.50
8,817
4,253
4,253
1.00 789,00
9,431
4,561
8,814
1.50 789.50
10,046
4,868
13,682
2.00 790.00
10,660
5,175
18,857
2.50 790.50
11,344
5,500
24,367
3.00 791.00
12,029
5,842
30,199
3.50 791.50
12,713
6,184
36,383
4.00 792.00
13,397
6,526
42,909
4.50 79250
14,155
6,886
49,795
5.00 793,00
14,913
7,265
57,061
5.50 793.50
15,671
7,644
64,705
6.00 794.00
18,429
8,023
72,729
6.50 794.50
17,244
8,417
81,145
7.00 795.00
18,058
8,324
89,969
7.50 795.50
16.873
9,231
99,200
8.00 796.00
19,687
9,638
108,839
Culvert / Orifice Structures
Weir Structures
[A]
[Ell CC] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 0.00
0.00 0.00 0.00
Crest Len (fit)
= O.Co 0.00
0.00
0.00
Span (in) = 0.00
0.00 0.00 0.00
Crest El. (ft)
= 0.00 0.00
0.00
0.00
No. Barrels = 0
0 0 0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = Me
ON 0.00 0,00
Weir Type
= 1 --
--
---
Length (ft) = 0,00
1.00 0.00 0,00
Multi -Stage
= Yes No
No
No
Slope (%) = 0.00
0.00 0.00 Na
N-Voluo = .013
.013 .013 n/a
Orifice Coeff, = 0.60
0.60 0.60 0,60
Exfil.(in/hr)
= MOO (by Contour)
Multi -Stage = n/a
No No No
TW Elev. (ft)
= 0.00
Note: auPreNOrifice outflows are snaiyzed under inlet(Ia) a0d outlat(cc) corhoi. Weir risers checked far orifice conditions
(is) and submergenea(s).
Stage / Storage I Discharge
Table
Stage Storage Elevation
CIvA CIv5 CIvC
PrfRsr WrA
WrB WrC
WrD
Exfil User
Total
ft tuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cis
0.00 0 788.00
-- --- ---
- ---
--- ---
--
--- -
0-000
0.50 4,253 788,50
-- --- ---
-- ---
--- ---
--
--• 0.100
0.100
1.00 8,814 789.00
--- _-- --
--- ---
--- --
.._
__ 0.110
0.110
1.50 13,682 789.50
--- --- ---
-- -__
_._
_.
0.130
0.130
2.00 18,857 790.00
--- -- ---
--- ---
-- ---
---
-- 0.460
0.460
2.5C 24,357 79050
-- -- ---
--- ---
.._ --
.--
-- 0.700
0.700
3.00 30,199 791.00
--- -- ---
_-_ -_-
... --
_--
- 0.870
0.870
150 36,383 791.50
--- --- _••
.-_ -_.
_-- --
---
-- 1.020
1.020
4.00 42, 909 792.00
--- --- ---
.-. ---
___
---
- 1.140
1A40
4.50 49,795 792,50
--- --- ---
--- ...
_-_ --
_--
-- 1.260
1.260
5.00 57.061 793.00
--- --- ---
___ ...
___ __
___
1.360
1,$60
5.50 64,705 793.50
--- --- ---
.- ---
--- --
1.460
1.460
6.00 -2,729 794.00
--- --- ---
-- ---
--- --
-.-
-- 1.550
1.550
6.50 81,145 794.50
--- --- --
--- ---
--- --
---
--- 11.06
11.06
7.00 89,969 795.00
--. --- --
--- ---
--- --
---
- 24,81
24.81
7.50 99,200 795.60
--• --- -
--- ---
--- --
---
- 46.74
46.74
8.00 '108,839 796,00
--- --- --
--- .--
-_ --
---
-- 86.23
86.23

Hydrograph Summary Re po l lydraflow Hydrographs Extenslon for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
typo
(origin)
Peak
flow
lots)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
35.27
2
716
71,221
-----
------
------
Post Drainage Area
2
Reservoir
i
1.126
2
i
844
71,070
I
1
791.94
42,160
BMP#200
BMP #200.gpw
Return Period: 10 Year
Tuesday, 10 / 1612018

Hydrograph
Report
6
Hydraflow Hydrographs Extension for Autodesk@ Civil 3M 2019 by Autodesk, Inc, v2020
Tuesday, 10 / 18 / 2018
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 35.27 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 71,221 cult
Drainage area
= 8.270 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of cone. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Drainage Area
Q (cfs)
Hyd. No. 1 -- 10 Year
Q (cfs)
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0.00
0
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for AutodeskV Civil 3D@ 2019 by Autodeak, Inc. v2020
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= I —Post Drainage Area
Max. Elevation
Reservoir name
= BMP #200
Max. Storage
Storage Indication method used.
BIVIIP #200
Tuesday, 10 / 1812018
= 1.126 efs
= 844 min
= 71,070 cuft
= 791.94 ft
= 42,150 cuft
Q (Cfs) Hyd. No. 2 10 Year Q (of$)
40.00 40.00
30.00 30.00
20.0C 20.00
4-
10.00 10.00
0,00 0.00
0 480 960 1440 1920 2400 2830 3360 3840 4320 4800 5280
— ime (min)
Hyd Na.No2 —Hyd No. 1 1111A ,11Total storage used 42,150 cuft

H yd rog ra p h Summary Repo rt ydraflow Hydrographs Extension for Autodesk® Civil 300 2019 by Autodesk, Inc. v2020
Hyd.
No.
1,Hydt,,Yop h
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
54.93
2
716
111,835
------
--
----
Post Drainage Area
2
i
Reservoir
i
i
1.820
i
2
870
f
111,386
1
793.83
70,036
BMP#200
BMP #200.gpw
Return Period: 50 Year
Tuesday, 10 / 16 12018

Hydrograph Report
M
Hydraflow Hydrographs Extension for Aulodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.270 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
60.00
50.00
40.00
30.00
20,00
10.00
Post Drainage Area
Hyd. No. 1 -- 50 Year
Tuesday, 10 / 16 / 2018
= 54.93 cfs
= 716 min
= 111,835 cuft
= 75
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
,
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 1
Time (min)

Hydrograph
Report
10
Hydraflow Hydrographs Extension
for AutodeskQ)C I vII 3D@ 2019 byAutodesk, Inc.
v2020
Tuesday, 10 / 16 12018
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 1.520 efs
Storm frequency
= 50 yrs
Time to peak
= 870 min
Time interval
= 2 min
Hyd. volume
= 111,586cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max, Elevation
= 79183 ft
Reservoir name
= BUIP #200
Max. Storage
= 70,036 cult
Storage Indication meftil used
BIVIP #200
Hyd, No. 2 -- 50 Year
60.00
50.00
40.00
3C.00
20.00
10.00
0.00
Q (cfs)
60.00
&1111#101
40,00
30.00
20.00
10.00
j 4bU utju 1440 1920 2400, 2880 3360 3840 4320 4800 5280
— Time (min)
Hyd No. 2 — Hyd No. 1 ETTHLI 11 Total storage used = 70,036 cult

11
H yd ro g ra p h Summary Re port ydreflow Hydrographs Extension for Autodesk® Civil 3DO2019 by Autodesk, Inc. v2020
Hyd.
No,
Hydrograph
type
(orlom)
Peak
flow
(afs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
.hyd(s)
Maximum
elevation
A
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
64.38
2
715
131,777
...
......
------
Post Drainage Area
2
Reservoir
4.467
I
2
754
131,504
i
1
794,15
I
75,310
BMP#200
BMP #200.gpw
Return Period: 100 Year
Tuesday, 10 / 16 / 2018

Hydrograph Report 12
Hydraflow Hydrographs Extension for AutodeskO CMI 300 2019 by Autodesk. Inc. v2020 Tuesday, 10116 12018
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 64.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 131,777 cuft
Drainage area
= 8.270 ac
Curve number
= 75
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip,
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70,00
50.00
30.00
20.00
10.00
Post Drainage Area
Hyd. No. 1 --100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 12C 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk(IDCNII 3D@ 2019 by AutodesK, Inc.
v2020
Tuesday, 10 / 16 12018
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 4.467 ofs
Storm frequency
= 100 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 131,504 cult
Inflow hyd. No.
= I - Post Drainage Area
Max. Elevation
= 794.15 ft
Reservoir name
= BMP#200
Max. Storage
= 75,310 tuft
Storage Indication method used
BIVIP #200
Q (Cfs) Hyd. No. 2 100 Year Q (Cfa)
70.00
70,00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10,00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4300
� Time (min)
Hyd No. 2 — Hyd No. 1 Tj I I-fr� Total storage used = 75,310 cuff