SW3190804_2712 - Pine Forest II Design Book Signed_12/19/2019

Storm Drain/Erosion Control Project Report
for
Pine Forest II
Iredell County, North Carolina
Date: December 5, 2019
Client:
The Johnson Group, Inc.
323 Walnut Street
Statesville, North Carolina 28677
Engineer:
• R.. Joe Harris & Associates, Inc.
Engineering • Sun-eving • Plauniug • Manageneut
118E STONECREST BLVD.
TEGA CAY, SC 29708
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- Report -
Initial Submittal to City of Statesville & Iredell County

Pine Forest II
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
o 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 Basin Calculations
o Sediment Basin #100
o Sediment Basin #200
• Initial Phase Erosion Control Pipe Slope Drain Calculations
• Final Phase Erosion Control Basin Calculations
o Sediment Basin #100
o Sediment Basin #200
SECTION V:
Pre & Post Analysis
• Pre & Post -Development Summary
• Pre & Post -Development Curve Numbers
Table of Contents

Pine Forest II
Storm Drain/Erosion Control Project Report
• 2, 10,50 & 100-year Storm Event Hydrograph Analysis
SECTION VI: Water Quality Calculations
• Sand Filter Pond #100
o BMP Curve Number Calculations
o Water Quality Calculations
o Hydrograph Analysis
o Barrel and Riprap Outlet Design
• Sand Filter Pond #200
o BMP Curve Number Calculations
o Waer Quality Calculations
o Hydrograph Analysis
o Barrel and Riprap Outlet Design
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 Summary
Project Summary

Pine Forest II
Storm Drain/Erosion Control Project Report
A. PROJECT DESCRIPTION
Project 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 Bool<
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.
Where impervious drainage from the rear of lots could not be captured within proposed stormwater
BMP's, it is allowed to sheet flow off of the rear of the lots, through a minimum 30' length of vegetated
ground cover, with a longitudinal slope of 25% or less, before collecting in existing channels on and off
site.

Pine Forest II
Storm Drain/Erosion Control Project Report Project Summary
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 55% 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.
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 Forest 11
Storm Drain/Erosion Control Project Report Sedion 2: Project Information
Overall Project Information

3
511770
35° 44' 2Y N —1.
35° 44' 4" N
Hydrologic Soil Group—Iredell County, North Carolina
(2712)
511770 511850 511MO 512010 512090
3
Map Scale: 1:3,180 iP printed on A port ait (8.5" x 11") sheet.
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N 0 45 50 180 — -- ---- 270
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A0 150 300 600 9p0
Map projection: Web Mercator Caner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
512170
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35° 44' 25" N
W1 35° 44 4° N
512250
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6/12/2018
Page 1 of 4

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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
CeC2
Cecil sandy clay loam, 6
B
8.2
27.9%
to 10 percent slopes,
moderately eroded
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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%
us Natural Resources Web Soil Survey 6/12/2018
+� Conservation Service National Cooperative Soil Survey Page 3 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 V-10
T
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration' -
Average recurrence interval (years)
�-F 5 10 25 50 100 200 500 T 1000
[�5,min
0.3 77 0,446 F 0.523 F-O-.57-871 0.644 0.731 0.770 0.815 0.847
0 689
(0.348-0.410);(0 412-0.486) (0.481_0.570) (0.531-0.629)(0.587-0.699)!,(0.624-0.749) (0 (0.657.0.797) .686-0.842) (0
(0.716-0.897) .736.0.937)
0.602 0.713 0.838 0.925 1.03 1.10 1.16 122 1.29 1.33
10-min (0.556-0.654) (0.658-0778). (0 770-0.912) (0.848- 1.01) j (0.935-1 11) (0.994-1.19) ' (1.05-1.27) (1.09-1.33) (1.13.1.42) (1.16-1 A8)
0.752 0.896 1. 66 1.17 1.30 1.39 1.47 154 1.62 1.68
F15-min (0.694-0.818)�(0.827-0.977){ (0.974-115 (1.07-1.27) (1.191.41) (1.26-1.51) (1.32.1.60) (1.371.68) (1.43-1.79) (1.46.1.85)
L- ����
1.03 1.24 -F 1.51 I 1.70 1 1.93 2.09 1 2.25 il 2.40 2.58 2.71
30-min (0.952-1.12) 11 (1.14-1.35) 1 (1.39-1.64) I (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 2.21 F 2.56 F 2.83 J 3.10 3.36 3.70 J96
; y
60-min (1_19.1 40� (1.43 1_69) (1.78 2.10) j (2.03 2.40) (2.34-2.79) (2.57 3.08) (2.79 3.38) . (3.00 3.68) (3.26 4.08) [(;3.44-4.38)
2-Th1.49 181 2.26 2.61 3.06 3.42 3. 77 4. 22 4.60 4.96
.97
-- 2-hr (1.37-1.62) (1.66 1) (2.08.2.46) (2.38 2.84j (2.79-3.33) 1 (3.08.3.72) (3.37-4.12) (3.65452) (4.02-5.07) (4.28-5.50)
F3-hr 1.60 1 93 2.43 2.81 3.33 3.74 4.15 4 58 5.16 5. 22
(1.48-1.74) 1 (1.78 2.11) (2,23.2.65) ' (2.57-3.06) : (3.03-3.63) (3.38 4.08) (3.72-4.5, (4.05 5.02) (4.49-5.70) (4.83-6.24)
- J - )i 6.41 699
6-hr 1.97 2 37 2.97 3.44 4.09 4.60 5.12 5.66
(1.82 2.13) (2.19 2 58) . (2.74 3.23) (3.17 3.74) (3.73-4.43) (4.17 4.99) (4.60.5.57) j (5.03 6.16 (5.59-7.00) (6.02 7.67)
2.36 2.85 3.57 4.15 4.95 5 58 6.24 6 92 7.86 8 61
1 2-hr J (2.18-2.56) (2.64-3.10) (3.31-3.89) (3.82-4.50) (4.52-5.35) (5.06-6.03) (5.60-6.74) (6.14 7.48) (6.86 8.51) (7.40-9.34)
.j 9.51 10.48.392.82 3.41 4032 .02 66.7724-hr 57.57
(4.-5.43) (5.2648)_ (6.21-7.32) (6.92-8.18) (7.64-9.08) 862-10.3) 9.38.11(2.62-3.05) (3.17-3.69) (4.0467)
332j 4.00 5.01 15.80 6.7.70 8.56 943 0.6 11.62 day -1(3.08-3.58) (3.72-4.33) (4,65-5.42) (5.376.26) (6.33-7.41) (7.09-8.32) (7.85-9.25)(862 (9.66-11.5) (10.5-12
F
.35) )"
F37-da 3.53 4.24 5.28 6.09 7.19 8 06 8.94 9.84 11.1 12.0
(3.28_3_80) (3.95.4.58) ' (4.91-5.70) I (5.65-6.57) (6.64 7.75) I (7.43.8.69) (8.22-9.65) (9.02-10.6)J (10.1-12.0) (10 9 13.0)
4-day L3.74 4.49 5.56 6.39 7.52 8.41 9.32 10.3 11.5 125
(3.48 4.01) (4.19 4.83) i (5.18 5.98) (5.94 6.88) (6.96-8.10) (7.77.9.06) (8.59 10.1) (9.41.11.1)JI (10.5-12.4) [(11Z35)
4.30 515 6.27 7.14 8.30 9.22F 16.1 IF 11.1 F 12.3 F 13.3
F7-day -; (4.04-4.61)(4.83-5.51) (5,88-6.70) ! (6.68-7.63) (7.75.8.88) (8.59-9.87) I (9.41-10.9) (10.3-11.9) (11.4-13.3) (12.2-14.3)
4.94 j 5.88 7.06 7 97 9.17 10.1 11.0 12.0 13.2 14.2
1:0-�daTj,,(4.66.5.26) (5.54-6.26) (6.66-7.52) (7.50 8 48) (8.60-9.76) (9.46.10.8) (10.3-11.8) (11.2-12.8) (12.3.14.1)
�� ��� �
20-da 62 7.83 9.24 10.3 11.8 12.9 14.1 15.2 16.7 17.9
[(]626.9� (7.43 8.25) (8.76 9.74) (9.79 10.9) (11.1-12.4) (12.2 13.6) (13.2-14.8) j (142 16.1) (15.617.7) (16.6 19.0)
8.2
E30-da 0 9.64 11.1 12.3 13.7 14.8 15.8 I 16.9 18.2 19.3
(7.83 8.59) (9.21 10.1) (10.6 11_7) (11.7-12.8) (13.0-14A) (14 1 15.5) (15.0 16.6) (16.0 17.7) (17.2 19.2)
C45-da 10.3 j 12.1 13.7 14.9 16.5 17 6 18.7 19.8 21.1 22.2
(9.90-10.8) (11.6-12.6) (13.1 14.3) (14.3 15.6) (15.7 17.2) L(l6.8 18_4) (17.8 19.6) (18.8 20 (20.1 22.2) (21.0 23.3)
F607-d5a] 12.3 14.3 16.1 17.5 19.2 20.4 21.6 22.8 24.3 25.4
(11.8-12.8) (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)
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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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
Latitude_ 35.7391°, Longitude: -80 8684°
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NOAA Atlas 14. Volume 2, Version 3 Created (GMT): Tue Sep 18 12:47:35 2018
Back to Top
Maps & aerials
Small scale terrain
Amrage recurrence
tnteroal
(yearsr
— 1
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-- 5
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— 10-day
— 2-hr
— 20-day
— 3-nt
— 30-day
— 6-nr
— 45-day
— 12-hr
— 60-day
— 24-hr
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9/18/2018 Precipitation Frequency Data Server
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Precipitation Frequency Data Server
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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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: 35.7391*, Longitude:-80.8684* WMN
Elevation: 852.99 ft** lb
source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, 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 1
Average recurrence interval (years)
Duration ----
_ ---
� 2 _J�5 1� 25 50 100 _ 200 500 1000 . J
5.35 6.28 6.94 7.73 8.27 8.77 9.24 9.78
4.52
F5-min
10.2
]JU7-7.55) !
(4.18-4.92)
(4 94-5.83) (5.77 6.84) j (7.04-8.39) (7,49-8.99) (7.88.9.56) (8.23-10.1) (8.59 10.8) (8.83 11.2)
3.61
F 4.28 F 5.03 1 5.55 F 6.16 F 6.58 6.97 7.32 7.73
10-min (3.34-3.92) !1
1 F 8.00
(3.95.4.67) (4.62-5.47) (5.09-6.04) (5.61-6.68) 1 (5.96-7.16) (6.27-7.60) j (6.53-8.00) (6.80-8.51) (6.96.8.85)
3.01
3.58 4.24 4.68 5.20 5.56 5.88 6.16 6.49
[15-min
6.70
(2 78-3.27)
(3.31-3.91) (3.90.4.62) (4.29-5.09) ; (4.74-5.65) (5.03-6.04) (5.28-6.40) (5.49-6.74) (5.70-7,14) (5.82.7.41)
2.06
3.85
2.48 3.01 3.39 4.18 4.50 4.79 5.16
(1.90-2.24)
30-min I--
5.42
(2.29-2.70) (2.77-3.28) 1 (3.11-3.69) ' (3.51-4.18) (3,79-4,55) �(4.05�-4.90) (4.27-5.24) (4.54-5.68) (4.71-6.00)
- ����h_-_j1
1.29
1.55 1. 33 2.21 2.56 2.83 3. 00 3.36 3.70
F60-7Mm (1.19_L40)
1 3.96
(1.43.1.69) (1.78.2.10); (2.03-2.40) (2.34-2.79) (2.57-3.08) (2.79.3.38) 1 (3.00-3.68) (3.26-4.08) (3.44-4.38)-
0.746
0.904 1.13 1.30 ; 1.53 1,71 1.88 2.06 2.30
2-hr
i 2.48
L
(0.686-0.81t)(0.832-0.986)
(1.04-1.23) (1.19-1 42 (1.39-1.67) (1.54.1.86) _�(1.69-2�.06) (1.83-2.26) (2.01-2.53) (2.14-2.75)
_ )
0.532
_..6_..---I_-_-_
9 9
0.644 1.11 1.25 1.38 1.52 1.72
3-hr
1.87
I
(0.4910.580)j
0.594-0.704) (0.744-0.883) 0.857-1A) (1.01-1.21) (1.12-1.36) (1,24-1.51) (1 35-1.67) 1 (1.50-1.90) (1.61.2.08)
0.328
0.396 0.496 F 0.575 F0.682 0.768 0,855 F 0.945 F1.07 F1.17
6-hr
(0:303-0.357)
(0.366-0.. 1) (0.458-0.540) (0.529-0.625) (0.623 0.740) (0,696-0.833) (0.768.0.930) (0.840-1.03) (0.934-1.17); (1.00-1.28)
I0.181-0.2)0.219-0.2570.274-032
0.236 0.297 0.410 0..463 00..531185 iD00.653
[0.3:�7074)'(0.375-0.444) 0.420.0.500)(0.465-0.559)0.509-0.621)(0.569-0.706) (0.614-0.7
75)1
_
�0.117
.345
0.7431352-hf
9 0.396
0.142 0.180 0209 0.250 028224fir
(0.100.9 099.6_
1271(0.132
.53744
0.154) (0.167-0.195) (0.193-0.226) (0.230-0.270) (0.259-0.305) (0.288-0.341)( 0.318-0.378) (0.359-0.430)(0.391-0.471)
0.069
0.083 0.104 0.121 0.143 0.160 0,178 0.196 0.221 0.241
2•day (0 064-0.075)
(0.077-0.090) (0.097-0.113);(0.112-0.130) (0.132-0.154) (0.148-0.173) (0.163-0.193)I((0
0.180-0.213) (0.201-0.240) .218 0.261)
0.059 0.073 0.085 0.100 0.112 0.124 0.137 F 0. 554 0.167
E3-day0.049
(0.046-0.053)
(0.055-0.064)(0.068-0.079)!(0.079-0.091);(0.092-0.108) (0.103-0.121) {0.114.0.134) (0.1250.148) (0.140-0.166) (0.152-0.181)
4-day 0.039
(0.036-0.042)I
0.047 0. 558 0.067 0.078 0.088 0.097 0.107 0. 220 0.130
0.044-0.050) (0.054-0.062 0.062-0.072 0.073-0.084) (0,081-0.094) (0.089-0.105 0.098-0.115 (0.110-0.130) (0.119-0.141)I )( )( )�( )
0.026 I
0.031 0.037 0.042 0.049 0.055 0.060 0.066 0.073 0.079
7-day (0.024-0.027)i
(0.029-0.033) (0.035.0.040); (0.040-0.045), (0.046-0.053) (0.051-0.059), (0.056-0.065) (0.061-0.071) (0.068-0.079)' (0.073-0.085)
0024 0.029 0033 0038 0042 0.046 0.055 0.05910-day
0.02
(0.019.0.022)1(0.023-0.026)
(0.028-0.031)(0.031.0.035)(0.036-0.041)'(0.039-0.045) (0.043-0.049) .0453(0.051.0.059) (0.055-0.N31
0.014 0.016 0.019 0 022 0.025 6.027 0.029 0.032 0.035 0.037
20-day- (0.013-0,015) (0.015-0.017) (0.018 0.020)] (0.020-0.023) (0.023-0.026): (0.025-0.028) (0.028-0.031) 0.030-0.033) (0.033-0.037); (0.035-0.040)1
6.011 0.013 F 0.015 F 0.017 iF 6.619 F 6.021 0.023 0. 225 0.027
(0.00.022
[30-day (0.011-0.012), (0.013-0.014) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.020-0.022) 21-0.023) 0.022-0.025) (0.024-0.027)I (0.025-0.028)�
0.010 0.011 0.013 0.014 0.015 0.016 0.017 0.018 0.020 0.021
45-day
(0.009_0_O10) (0.011 0.012); (0.012 0.013) (0.013 0.014p(0.015 0.016) , (0.016 0.017) (0.017 0.018) {0.017 0.019)1 (0.019-0.021) (0.019 0.022)
0. 009 0.010 0. 111 0.012 0.013 0. 114 0.015 OA16 J 0.017 0.018
E6O-d7ay (0.008-0.009)� (0.010-0.010) (0.011-0.012) (0.012 0.013) (0.013 0.014), (0.014 0.015) (O.D14_0_016) (0.015 0.017) (0.016-OA18) (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 PIVIP values.
Please refer to NOAA Atlas 14 document for more information.
t3ack to lop
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7391 &Ion=-80.8684&data=intensity&units=english&series=pds 1 i4

9/18/2018
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PF graphical
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NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Tue Sep 18 12:50:00 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
jyearsi
2
5
10
25
50
100
200
500
1000
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— 60-min
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— 2--hr
— 20-day
— 3-hr
— 30-day
— 6-4ir
— 45-day
— 12-hr
— 60-day
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage,html?lat=35.7391 &Ion=-80.8684&data=intensity&units=english&series=pds 214

9/18/2018 Precipitation Frequency Data Server
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Precipitation Frequency Data Server
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National Water Center
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Silver Spring, IND 20910
Questions?: [e-mail]
Disclaimer
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Pine Forest Zr
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Inlet Report
Hydrailow Exprass Extens Ion for AutodeskO AutoCADS CM1300 by Autodesk, lna. Wednesday, Sep 19 2018
DG #123
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.02
Throat Height (in)
= -0-
Grate Area (sgft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.02
Grate Length (fit)
: 3.00
Q Capt (cfs)
= 0.02
Q Bypass (cfs)
_ -0-
Gutter
Depth at IMat (in)
= 0,09
Slope, SW (ft/ft)
= 0.021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2.73
Local Depr (in)
= .0.
Gutter Vel (ftls)
_ -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
AD dialansbans. fm Mr
ii
9
,t
T

Hydraflow Express Extension for AutodeskbAutoCADO Civil Slaws by Autodesk, Inc, Wednesday, Sep 19 2018
Drop Grate Inlet
Calculations
Location
: Sag
Compute by:
Known Q
Curb Length (ft)
= WOW
Q (cfs)
= 0.89
Throat Height (in)
= .0�
Grate Area (sgft)
= MO
Highlighted
Grate Width (fit)
= 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-
Ail d'dm.ensl•ons, la fed

Hydraflow Express Extenslon for Autodesk@ AutoCAMD CIA 3DO by Autodesk, [ne. Wednesday, Sep 19 2018
R �'- M
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -Q-
Q (Cfs)
= 2.14
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (ofs)
= 2,14
Grate Length (ft)
= 3.00
Q Capt (of$)
= 2.14
Q Bypass (cfs)
o -0-
GLItter
Depth at Inlet (in)
= 2.06
Slope, SW (fvft)
= M21
i fficlency (%)
= 100
Slope, SX (ft/ft)
= 0.021
Gutter Spread (ft)
= 18.37
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 di mensiomflri fgd

Hydraffow Express Extenslon for AutodeskOMWADO Civil 306 by Autodesk, Inc. Wednesday, Sep 19 2018
DG #131
Drop Grate Inlet
Calculations
Location
M sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 3.69
Throat Height (in)
= -0-
Grate Area (sqft)
= 0,00
Highlighted
Grate Width (ft)
= 2,00
Q Total (cfs)
= 3,69
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.69
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2,97
Slope, Sw (ft/ft)
= 0.021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 2a,54
Local Depr (in)
= -0-
G u tte r Ve I (ft/s)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= .0.
All d1mermlam Im ftd

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Pine Forest iT
Storm Drain/Eroslon Control Project Report Section 3; Storm Drain Calculations
Storm System 200 Analysis
Storm 200

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Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc.
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/fit)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n-value
Adl d] marts 1,ans In fed
Sag
-0-
-0-
UO
2.00
MO
= M21
= 0.021
ZOO
-0-
-0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ftls)
Bypass Spread (ft)
Bypass Depth (in)
Wednesday, Sep 19 2ol 8
Known
= 1.98
1.98
.0-
1.96
100
17.54
-0-
-0-

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Pine Forest 11
Storm Drain/Eroslon -Control Project Report Section 4. Sediment & Erosion Control
Erosion Control Calculations
Initial Basins CaIcs

Pine Forest 11
Storm Drain/Erosion Control Project Report Section 4. Sediment & Erosion Control
Initial Phase Erosion Control Basin Calculations
Initial Basins Caks

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
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #100
DATE: 7-Aug-18
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
790.00
8,868
0.0
0
0
791.00
10,456
1.0
9,651
9,651
792.00
12,043
2.0
11,240
20,891
793.00
1.3,860
3.0
12,941
33,832
794.00
15,677
4.0
14,760
48,592
795.00
1.7,733
5.0
16,695
65,287
Weir
796.00
19,789
6.0
18,751
84,038
Spillway
797.00
22,344
7.0
21,054
105,092
Top
798.00
24,900
8.0
23,611
1.28,702
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)
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:
0.29
Q2=(12.06Acres)(5.34 in/hr)(0.29)
Q2= 18.86 cfs
Q10=(12.06Acres)(6.95 in/hr)(0.29)
Q10= 24.55 cfs
SA = (Q10)*(435)
SA= 10,680 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'X2' I.D. Box
Barrel: 24" RCP @ 2.22%
* Barrel designed to carry 2yr. flow
19,789 sq.ft.
OK
no

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #100
POND STORAGE VOLUME:
DATE: 07-Aug-18
DESIGNER: IAB
ENGINEER: PLM
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
790.00
8,868
0.0
0
0
791.00
10,456
1.0
9,651
9,651
792.00
12,043
2.0
11,240
20,891
793.00
13,860
3.0
12,941
33,832
794.00
15,677
4.0
14,760
48,592
795.00
17,733
5.0
16,695
65,287
796.00
19,789
6.0
18,751
84,038
797.00
22,344
7.0
21,054
1, 05,092
798.00
24,900
8.0
23,611
128,702
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV.
(FT.)
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
(FT.)
'C'
1
796.00 -
12.00
3.3
SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 797.00
WIDTH = 20
Z = 4
'C' = VARIES

PROJECT: Pine Forest II DATE: 07-Aug-18
PROJECT REF: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin #100 ENGINEER: PLM
COMBINED FLOW:
a
TOTAL
FINAL RESULTS:
STAGE REVERSE Q DISCHARGE
(FT.) (C.F./DAY) (C.F.S.)
790.00
0
0.00
791.00
189,127
2.1.9
792.00
179,585
2.08
793.00
169,507
1.96
794.00
158,790
1.84
795.00
147,292
1.70
796.00
1
134,825
1.56
797.00
121,076
41.36
798.00
105,552
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 Pine Forest II
Ballast Pad Design: Initial Sediment Basin #100
RJH Ref #2712
798' Top of Basin
1' Spillway Height
Riser Size (3'x3' ft O.D.): 9 '
797' Snillway Elev. „
Riser Size (2'x2' I.D.): 4 ft'
796' Riser Weir
Barrel Size: 24 in
♦
3'x3' OD Box
�t
Top of Basin: 798 ft.
Bottom of Basin: 790 ft.
796 ft. Principle Riser Weir:
Top of Riser Structure: 796 ft.
Bottom of Riser Structure: 788.5 ft.
7.5'
'I
Spillway Height from top of Basin:
Bottom of Barrel 788.5 ft.
790'
Bottom of Basin
-
O
Aesuntptlons 788.6' Bottom
of Riser Structure
ocy Inaffect until bottom of the baaln structure. (Including typical 6 base)
'water weight
' Unll weifight offconcrete a11601b1(t'
' weight of tap slab and supports not Included in calculatlon.
Uplift at Peak Elevation:
Ballast Pad Stone Bedding 241n. RCP
Peak Elevation =796 ft. - 788.5 ft.
Peak Elevation = 7.5ft.
Uplift Force= (62.4 Ib/ft3)(75)(91`1:2)
Uplift Force= 4212 lb
Volume of Concrete Required to Stabilize Riser:
4212 Ibs X 1/150 Ibs/ft3=
28.08 fie
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(3'x3'x7.5')-(2'x2'x7.5')+(3'x3'xO'-0.5')]x150 Ibs/ft'=
4950 lb
'Assume 6" base Included In precast riser&Mrs have yet to be removed
Volume of Concrete Within Riser:
4950lbs X 1/150lbs/ft'=
33.00 ft'
'Assume24m.I.D.piNhas 3oD.D.
30" O.D. RCP X 6"=
-2.45 ft'
Outlet barrel connection
4" X 6" X 6" _
-0.08 fie
Weir at 796.00 'Assume weir height ends at pruclpal welreleveeon
2 X2.0" O.D. X 6"=
-0.02 its
Orifice at 790.00
Total volume of concrete in riser =
30.44 fie
Volume of additional ballast needed =
-2.36 ft3
= 28.08 ft3 - 30.44 ft3
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x 4'xT
16 ft3
'Assumewetghtofsolicver ovadappingadgesof ballastpnd lsnegligible
Weight of Concrete Within Ballast Pad:
12.25ft' x 150 lb/ft' =
2400 lb
Buoyancy of Ballast Pad :
62.4Ib/ft'x12.25ft'=
998.4lb
'Assume ballast pad has buoyaneefrom water negleotmgIts embedment Insell
Total Weight of Concrete in Riser Incld. Ballast =
6966 lb
= (30.44ft3 + 16ft') x 150 Ib/fta
Total Weight Required to Prevent Uplift =
5210.4 lb
= (42121b + 998.4)
Factor of safety =
1.34

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
_,W80 Actual Surface Area ftL
[Valuess from RJHA Sediment Basin
orkheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
., IN iN
Skimmer Size (inches) Skimmer Sizes as Manufactured
0.333 Head on Skimmer (feet) 1cesJ ° ; by Faircloth (Standard Sizes)
�5 Orifice Size (1/4 inch increments) WRIZIN
3.22 Dewatering Time (days) Skimmer size should be a min. 1-pipe
Suggest about 3 days »�; F 51 size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)
Spreadsheet for sizing skimmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedenr.ora/web/Ir/links 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

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 ac.
Newly Graded
C = 0.3
1 ^,
Composite C (Initial Basin 200) 0.31
0.66 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #200
DATE: 7-Aug-18
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
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
Weir
794.00
17,546
6.0
16,572
75,045
Spillway
795.00
19,180
7.0
18,357
93,402
Top
796.00
20,814
8.0
19,992
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 ( @794-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:
788.00
"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'X2' I.D. Box
Barrel: 18" RCP @ 2.21%
* Barrel designed to carry 2yr. flow
17,546 sq.ft.
OK
OK

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #200
POND STORAGE VOLUME:
DATE: 07-Aug-18
DESIGNER: IAB
ENGINEER: PLM
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
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
19,261
791.00
1.2,291
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
113,393
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV,
(FT.)
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
(FT.)
'C'
1
794.00
10.00
3.3
SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 795.00
WIDTH = 20
Z = 4
'C' = VARIES

PROJECT: Pine Forest II DATE: 07-Aug-18
PROJECT REF: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin #200 ENGINEER: PLM
COMBINED FLOW:
�� •�
��TOTAL
• t
•
MMMM•
FINAL RESULTS:
STAGE REVERSE Q DISCHARGE
(FT.) (C.F./DAY) (C.F.S.)
788.00
0
0.00
789.00
189,127
2.1.9
790.00
179,585
2.08
791.00
169,507
1.96
792.00
158,790
1.84
793.00
147,292
1.70
794.00
134,825
1
1.56
795.00
121,076
34.70
796.00
105,552
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 (3'x3' O.D.):
9 ft2
Riser Size (2'x2' LD):
4 112
Barrel Size:
18 in
Top of Basin:
796 ft.
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
Assumptlons
786.5' Bottom of Riser Structure
'We ter buoyancy In aff,ct until bottom of the basin structure.
• untt weight of conprete at tea IMP
(Including typical brio)
• Weight or top slab and support, not Included In calculation.
Uplift at Peak Elevation:
Peak Elevation =794 ft. - 786.5 ft
Peak Elevation = 7.5ft.
Uplift Force= (62.4 Ib/fts)(7.5')(9ft2)
Uplift Force= 4212 lb
Volume of Concrete Required to Stabilize Riser:
42121bs X 1/150 Ibs/ft3=
28.08
fta
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(3'x3'x7.5')-(2'x2'x7.5')+(3'x3'x0'-0.5')]x1501bs/ft3=
4950
lb
Volume of Concrete Within Riser:
4950 Ibs X 1/150 Ibs/ft3=
33.00
ft3
23" O.D. RCP X 6"=
-1.44
ft3
4" x 6" x 6" =
-0.08
ft3
2 X 2,0" O.D. X 6"=
-0.02
ft3
Total volume of concrete in riser =
31.45
ft3
Volume of additional ballast needed =
-3.37
ft3
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x4'xV
16 ft3
Weight of Concrete Within Ballast Pad:
16 ft3 x 150 lb/ft' =
2400 lb
Buoyancy of Ballast Pad:
62.4 Ib/ft' x 16 ft3 =
998.4 lb
796' Top of Basin
795' Spillway Elev. 1' Spillway Height
794' Riser Weir 3'x3' OD
a'I Box
7.5'
Ballast Pad Stone Bedding 18 in. RCP
•Assume 6" base Included In precast riser & volds have yet to be removed
Outlet barrel connection •Assume 18" I.D. pipe has 23' O.D.
Weir at 794.00 •Asaum, weir height ends at pincipal weir elevation
Orifice at 796.00
= 28.08 ft3 - 31.45 ft3
'Assume weight of soil over ovedwa ng edge, of ballast pad Is negligible
'Assume ballast pad has buoyant, from water neglecting ft, embedment In call
Total Weight of Concrete in Riser Incld. Ballast = 7118 lb = (31.45fta + 16ft3) x 150 lb/ft3
Total Weight Required to Prevent Uplift = 5210.4 lb = (4212Ib + 998.4)
Factor of safety = 1.37
8.5'
0'

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 ft3
8'g Actual Surface Area ft1 R
F
lues from RJHA Sediment Basin
rksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
a Skimmer Size (inches)�ltlerSize
Skimmer Sizes as Manufactured
0.25 Head on Skimmer (feet)
by Faircloth (Standard Sizes )
Orifice Size (1/4 inch increments)
3.62 Dewaterin s' g Time (days)
y)
ffl;
Skimmer size should be a min. 1-pipe
Suggest about 3 daysI
size bigger than orifice
* 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.nedenr.ore/web/ir/links 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
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)

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

Pine Forest Il
Iradell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #100 West dope drain
Soil Type: Cecil Sandy Clay Loam & Hiuvassee Pine Sandy Loam , HSG "B"
Total Drainage Area = 10.65 ac.
Paved Roads/Bldewalk/Structures 0.00 ac,
C = 0.96
Wooded Area
C = 0.25
3.77 ac.
Good Grass (>76% coverage) 6.88 ac.
C = 0.3
Newly Graded
Composite C (Initial Basin 100) 0.28
0.00 ac,

Pine Forest 11
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.
Wooded Area
C = 0.95
C = 0.25
0.31 ac.
Good Grass (>75% coverage) 0.0080.
Newly Graded
C = 0,3
C = 0,6
Composite C (initial Basin 100) 0.25
0.00 ac,

Pine Forest 11
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 UO ac.
Wooded Area
C = 0.96
C = 0.25
0.69 ac,
Good Grass (>75% coverage) 0,02 ac.
Newly Graded
C = 0.3
rol a MI;
Composite C (Initial Basin 200) 0.25
0,00 ac,

Dine Forest II
Iredell County, North Carolina
Proloct Number; 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #200 East dope Drain
Soll Type; Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSC "1311
Total Drainage Area = 6,88 ac.
Laved roads/Sidewalk/Structures 0.00 ac.
Wooded Area
C = 0.95
C = 0.25
1,50 ac.
Goad Grass (>75% coverage) 5.38 ac.
C = 0.3
Newly Graded
Composite C (Initial Basin 200) 0.29
0.00 ac.

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3002018 by Autodeak, Inc, v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfa)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft),
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
8.346
1
20
11,215
......
------
....
Basin#100 West Slope Draln
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
1
20
7,504
------
,
I
d --
Basin #200 East Slope Drain
Slope Drains.gpw
Return Period; 2 Year
Tuesday, 09 125 120,18

Hydraflow Hydrographs Extenslon for AutOCADO Civil 3DO 2018 by Autodesk, Inc. 02
Hyd. No. I
Basin #100 West Slope Drain
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 10,050 ac
Intensity
= 3.134 In/hr
OF Curve
= lredell,IDF
Q (cfs)
10.00
M►
M►
4,00
2.00
Freak discharge
Time to pea[
Hyd. volume
Runoff coeff,
To by User
Asc/Rec limb fact
Basin #100 Vilest Slope Drain
Hyd. No. 1 -- 2 Year
0
Tuesday, 00 / 25 / 2018
9.346 cfs
20 min
= 11,215 tuft
0.28
20.00 min
1/1
Q (cfs)
10.00
8.00
. ►►
4.00
2,00
0.00 ig_ I I L I .. I I 1 L..._ 1 �.� . I i I I I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 26 30 32 34 36 38 40
Hyd No. 1
Time (rain)

Hydraflow Hydrographs Extension for AutoCADO C1v11300 2018 by Autodesk, Inc. v12
Hyd, No, 2
Basin #100 East Slope Drain
Hydrograph type = Rational
Peak discharge
Storm frequency = 2 yrs
Time to peak
Time interval = 1 min
Hyd. volume
Drainage area = 0.310 ac
Runoff. coeff.
Intensity = 5.335 In/hr
Tc by User
OF Curve = Iredell.IDF
Asc/Rec limb fact
Q (Cfs)
0"0 -
D.45 -
v.
0,40
1.35
0,30 -
0.25
0,20
0, 15
0.05
Q.00 -
Basin #100 East Slope Drain
Hyd. No. 2 -- 2 Year
Tuesday, 09 / 26 / 2018
I
w 0.413 cfs
= 5 min
m 124 tuft
= 0.25
= 6.00 min
= 1/1
1 2 3 4 5 6 7 8 9
Hyd No. 2
Q (Cfs)
0.50
0.46
0.40
0.30
0,25
0.20
0.15
0.10
0.05
0.00
10
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 31D02018 by Autodask, Inc.. v12
Hyd. No. 3
Basin #200 West Slope Drain
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= I min
Drainage area
= 0.610 ac
Intensity
= 5.335 in/hr
OF Curve
= Iredell.lDF
Q (Ofs)
1.00
0.80
0.70
0.60
0.50
0.40
0,30
0.20
0.00
0 1
- Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Basin #200 West Slope Drain
Hyd. No -- 2 Year
2 3 4 5 6 7
4
Tuesday, 00 / 25 / 2018
= 0.814 cfs
= 5 min
= 244 cuft
= 0.25
= 5.00 min
= 1/1
Q (Cfs)
.00
0.90
0.80
0.70
0.60
MO
0.40
0,30
0.20
0.00
10
Time (min)

!--lydrograph Report
Hydrxflow Hydrographs rxtenslon for AutoCAD® Civil 3DO 2018 by Autodesk, Inc. v12
Hyd. No, 4
Basin #200 East ,Slope Drain
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd, volume
Drainage area
= 6.880 ac
Runoff coeff.
Intensity
v 3.134 in/hr
Tc by User
IDF Curve
= Iredell.IDF
Asc/Rec limb fact
0 (Cfs)
7.00
M
5.00
4.00
3.00
2.00-
1.00
Basin #200 East Slope Drain
Hyd, No. 4 -- 2 Year
P
Tuesday, 00 / 25 / 2018
= 6.253 cfs
= 20 min
7,504 cu ft
= 0.29
= 20.00 min
= 1/1
a (Cfs)
7,00
5.00
4.00
3.00
2.00
1.00
0.00 —4 I_ I I i I _ I i I_ I I I I I I 1 1 1 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)

Hydro rap Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 31)0 2018 by Autodesk, Ino. v12
Hyd.
No,
Flydrograph
type
(origin)
Peak
flow
(of$)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(craft)
Hydrograph
Description
1
Rational
12.66
1
20
15,068
.____
----
Gash #100 West Slope Drain
2
Rational
0.537
1
5
161
......
--- --
------
Basin #100 East Slope Drain
3
Rational
1.057
1
5
317
......
Basin 0200 West Slope Drain
4
Rational
8,401
1
20
10,081
{
......
i
i
' I
i i
I
{
— --
......
Basin #200 East Slope Drain
Slope Drains.gpw
Return Period: 10 Year
Tuesday, 09 / 25 / 2018

MIR
Hydraflow Hydrographs Oxtenslon for AutoCAD Civil M6 201 B by Autodosk, Inc. 02
Hyd. No. I
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
IDF Curve
= iredell.lDF
Q (cfs)
14.00
12.00
10.00
.IN
4.00
2,00
Pear discharge
Time to peals
Hyd. volume
Runoff. coeff.
To by User
Asc/Rec limb fact
Basin #100 West Slope Drain
Hyd. No. 1 -r 10 Year
rl
Tuesday, 09125 / 201 a
= 12.56 cfs
= 20 min
= 15,068 Cuf#
= 0.28
= 20.00 min
= 1/1
Q (cfs)
14.00
12.00
10.00
M
91-JUILI
4.00
2.00
0.00 K 1 I I I I I I i i i I i i 1 1 1 l 1 _l —N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 33 40
Hyd No. 1 Time (min)

Hydraf low hlydrographs Extension for AutoCA©Q) Civil 3D(D 2018 by Autodesk, Inc. V12
Hyd, No. 2
Basin #100 East Slope Drain
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.310 ac
Intensity
= 6.933 Whir
IDF Curve
= Iredell.IDF
Q (cfs)
1.00
0,90 �-
0,80 µ
010
0.50
0.40
0,30
0.200.10
0.00
0 1
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Te by User
Asc/Rec limb fact
Basin #100 East Slope Drain
Hyd, No, 2 -- 10 Year
2 .3 4 5 6 7
M
Tuesday, 09126 / 2018
= 0.537 cfs
= 5 min
= 161 cuft
= 0.25
5.00 min
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
8 9 10
Time (min)

Hydraflow Hydrographs Extension for AUtoCADO Civil 3©@ 2018 by Autodesk, Inc, v12
Herd. No. 3
Grusin #200 West Slope
Drain
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.610 ac
Intensity
- 6.933 in/hr
OF Curve
= Iredell.IDF
Q (cfs)
2.00
1.00 -
0.00
0
Peak discharge
Time to peak
Hyd, volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Basin #200 West Slope Drain
Hyd, No. 3 .., 10 Year
9
Tuesday, 0912812010
= 1.057 cfs
= 5 min
= 317 cuft
0,25
= 5.00 min
= 1/1
i
I
I
�
�
I
1 2 3 4 5 6 7 8 0
Hyd No, 3
Q (cfs)
2.00
1.00
0.00
10
Time (rain)

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2018 by Autodask, inp, V1 2
Tuesday, 09 / 25 2018
Hyd. No. 4
Basin #200 East Slope Drain
Hydrograph type = Rational
Peak discharge
= 8.401 cfs
Storm frequency = 10 yrs
Time to peak
= 20 min
Time interval = I min
Hyd, volume
= 10,081 CA
Drainage area = 6,880 ac
Runoff, coeff,
= 0.29
Intensity = 4.211 in/hr
To by User
= 20.00 min
OF Curve = 1redell.lDP
Aso/Reo limb fact
= 1/1
Q (cfs) Basin #200 East Slope Drain Q (cfs)
Hyd. No, 4 — 10 Year
10.00 10.00
8.00 - 8.00
6.00 w 6,00
4M 4.00
2.00 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. 4 Time (min)

Pine Forest 11
Storm Drain/Erosion Control Project Report Section 4, Sediment & Erosion Control
Final Phase Erosion Control Basin Calculations
Flnal Basins Calcs

Pine Forest 11
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 & I•liwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 12.02 ac.
Paved Roads/Sidewalk/Structures 2.35 ac.
C = 0.96
Wooded Area
0 = 0,26
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
POND STORAGE VOLUME:
DATE: 19-Sep-19
DESIGNER: ABW
ENGINEER: PLM
DESC.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Bottom
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
23,1.11
794.00
12,139
4.0
11,208
34,319
795.00
1.4,245
5.0
1.3,178
47,497
Weir
796.00
16,350
6.0
15,285
62,782
Spillway
797.00
18,714
7.0
17,518
80,300
Top
798.00
21,077
8.0
19,884
100,184
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 ( @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 in/hr)(0.43)
Q2= 27.42 cfs
Q10=(12.02Acres)(6.95 in/hr)(0.43)
Q10= 35.69 cfs
SA = (Q10)*(435)
SA= 15,525 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: 21X2' I.D. Box
Barrel: 24" RCP @ 2.22%
* Barrel designed to carry 2yr. flow
16,350 sq.ft.
OK
Required Surf
Provided Surf
OK

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
September 19, 2019
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/Sidewalk/Structures 2.35 ac.
C = 0.95
M M weWgMTj-..�
C = 0.25
0.00 ac.
Good Grass (>75% coverage) 9.67 ac.
Newly Graded
C = 0.3
16113191IMS
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: 19-Sep-19
DESIGNER: ABW
ENGINEER: PLM
POND STORAGE VOLUME:
DESC.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Bottom
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
23,111
794.00
12,139
4.0
11,208
34,319
795.00
14,245
5.0
13,178
47,497
Weir
796.00
16,350
6.0
15,285
62,782
Spillway
797.00
18,714
7.0
17,51.8
80,300
Top
798.00
21,077
8.0
19,884
100,184
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 ( @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 in/hr)(0.43)
Q2= 27.42 cfs
Q10=(12.02Acres)(6.95 in/hr)(0.43)
Q10= 35.69 cfs
SA = (Q10)*(435)
SA= 15,525 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: 21X2' I.D. Box
Barrel: 24" RCP @ 2.22%
* Barrel designed to carry 2yr. flow
Required Surf
16,350 sq.ft. Provided Surf
M,

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Final Sediment Basin #100
POND STORAGE VOLUME:
DATE: 19-Sep-19
DESIGNER: ABW
ENGINEER: PLM
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (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
23,111
794.00
12,139
4.0
11,208
34,319
795.00
14,245
5.0
13,178
47,497
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:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV.
(FT.)
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
(FT.)
'C'
1
796.00
12,00
3.3
SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 797.00
WIDTH = 20
Z = 4
'C' = VARIES

PROJECT: Pine Forest II DATE: 19-Sep-19
PROJECT REF: Project Number: 2712 DESIGNER: ABW
DESCRIPTION: Final Sediment Basin #100 ENGINEER: PLM
COMBINED FLOW:
�.TOTAL
Q1 Q2 Q3
FLOW
r
r
Q3
rrr
rrr
rrr ...rrr
rrr
rrr
rrr
rrr
rrr
rrr '
�
rrr...
�r�
rrr
_ rrr
err
rr
rrr
rr
rr
r r�
r �r
r �r
rrr
r r
r ��
rrr
rr
_ rrr
rrr
r r�
rrr
rrr
rrr
rrr
r r
�r
rrr
rr
r �r
rrr
rr
�
rrr _
r r
rr
r �r
rrr
rrr
rrr
r�
r r
r r
rrr
rr
rrr
rrr
rr
rrr
rrr
rrr
rrr
rrr
rr
rrr
rrr
rrr
®
� r�
rrr
rrr..
FINAL RESULTS:
STAGE REVERSE Q DISCHARGE
(FT.) (C.F./DAY) (C.F.S.)
790.00
0
0.00
791.00
189,127
2.19
792.00
179,585
2.08
793.00
1
169,507
1 1.96
794.00
158,790
1.84
795.00
147,292
1.70
796.00
134,825
1.56
797.00
121,076
41.36
798.00
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

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Project Name:
Ballast Pad 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 Riser Weir:
Top of Riser Structure:
Bottom of Riser Structure:
Spillway Height from top of Basin:
Bottom of Barrel
Assumptions '
Water buoyancy In affect unit l boitain of the basln structure.
• Unit weight of concrete at 160 IMP
' Wauht of tap also and supports not Included In calculation.
Pine Forest II
Final Sediment Basin #100
9 ft' 797'
4 ft' i
24 in
798 ft.
790 ft.
796 ft.
796 ft.
788.5 ft.
1 ft.
788.5 ft.
790' Bottom of Basin
788.5' Bottom of Riser Structure
(Including typlcal 6 base)
7
1' Spillway Height
44 TxT OD Box /fl
798' Ton of Basin
8.5'
0'
Uplift at Peak Elevation:
Ballast Pad Stone Bedding 241n. RCP
Peak Elevation =796 ft. - 788.5 ft.
Peak Elevation = 7.5ft.
Uplift Force= (62.4 Ib/ft3)(7.5')(9fts)
Uplift Force= 4212 lb
Volume of Concrete Required to Stabilize Riser:
4212lbs X 1/150 Ibs/ft'=
28.08 ft3
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(3'x3'x7.5')-(2'x2'x7.5')+(3'x3'x0'-0.5')]x150 Ibs/ft'=
4950 1b
'Assume 6" base Included In precast riser& voids have yet to be removed
Volume of Concrete Within Riser:
4950lbs X 1/150lbs/ft'=
33.00 ft'
'Assume 2nin.I.D.pipe has 30O.D.
30" O.D. RCP X 6"=
-2.45 fts
Outlet barrel connection
4" x 6" x 6" _
-0.08 ft3
Weir at 796.00'AaarImawalrheight arcs atprincipal weir I,w I n
2 X'2.0" O.D. X 6"=
-0.02 ft3
Orifice at 790.00
Total volume of concrete in riser =
30.44 ft3
Volume of additional ballast needed =
-2.36 ft3
= 28.08 fts - 30.44 ft'
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x 4'x 1'
16 ft3
'Assume weight of roll ever overlapping adges of ballast pad is necigible
Weight of Concrete Within Ballast Pad:
16 ft3 x 150 Ib/ft3 =
2400 lb
Buoyancy of Ballast Pad :
62.4 lb/ft' x 16 ft' =
998.4lb
-Assume ballast pad hasWeer— fromwaterneglactinguaembedmentmaon
Total Weight of Concrete in Riser Incld. Ballast =
6966 lb
= (30.44ft' + 16ft3) x 150 Ib/ft3
Total Weight Required to Prevent Uplift =
6210.4 lb
= (42121b + 998.4)
Factor of safety =
1.34

PROJECT: Pine Forest II DATE: 19-Sep-19
PROJECT #: Project Number: 2712 DESIGNER: ABW
DESCRIPTION: Final Sediment Basin #100 ENGINEER: PLM
Final Sediment Basin 100
as 3*
Required Volume ft
�5 Required Surface Area ft`'
Values from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
h Skimmer Size (inches) Skim tSize Skimmer Sizes as Manufactured
0.333 Head on Skimmer (feet) .Iicis) by Faircloth (Standard Sizes)
, Orifice Size (1/4 inch increments) s
3.16 Dewatering Time (days) Skimmer size should be a min. 1-pipe
Suggest about 3 days 2'�1 size bigger than orifice
Orifice size shall equal skimmer arm
size (arm cormects to outlet pipe)
Spreadsheet for sizing skimmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedenr.or2/web/ir/links 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

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 7, 2018
Rational "C" Values
24 Hour Storm Event
Final Sediment Basin #200
Soil 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-Aug-18
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
9,638
1.0
9,001
9,001
790.00
10,895
2.0
10,260
1.9,261
791.00
12,292
3.0
11,586
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
16,765
6.0
15,990
74,271.
Spillway
795.00
18,445
7.0
17,598
91,869
Top
796.00
20,124
8.0
19,278
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 Basin/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 cfs
Q10=(8.21Acres)(6.95 in/hr)(0.42)
Q10= 23.83 cfs
SA = (Q10)*(435)
SA= 10,364 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'X2' I.D. Box
Barrel: 18" RCP @ 2.21%
* Barrel designed to carry 2yr. flow
16,765 sq.ft.
OK
OK

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Final Sediment Basin #200
POND STORAGE VOLUME:
DATE: 07-Aug-18
DESIGNER: IAB
ENGINEER: PLM
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (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
10,260
19,261
791.00
12,292
3.0
11,586
30,847
792.00
13,688
4.0
12,983
43,831
793.00
15,227
5.0
14,450
58,281
794.00
16,765
6.0
15,990
74,271
795.00
18,445
7.0
1.7,598
91,869
796.00
20,124
8.0
19,278
111,147
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV.
(FT.)
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
(FT.)
'C'
1
794.00
10.00
3.3
SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 795.00
WIDTH = 20
Z = 4
'C' = VARIES

PROJECT:
PROJECT REF:
DESCRIPTION:
COMBINED FLOW:
Pine Forest II DATE: 07-Aug-18 .
Project Number: 2712 DESIGNER: IAB
Final Sediment Basin #200 ENGINEER: PLM
mw�v
TOTAL
t
FINAL RESULTS:
STAGE REVERSE Q DISCHARGE
(FT.) (C.F./DAY) (C.F.S.)
788.00
0
0.00
789,00
189,127
2.19
790.00
1.79,585
2.08
791.00
169,507
1.96
792.00
158,790
1.84
793.00
147,292
1.70
794.00
1
134,825
1.56
795.00
121,076
34.70
796.00
105,552
.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 0.3496
794.00 0.3849
795.00 0.4234
796.00 0.4620

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PROJECT: Pine Forest II DATE: 7-Aug-18
PROJECT #: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Final Sediment Basin #200 ENGINEER: PLM
Final Sediment Basin 200
®Actual Volume ft3*
Actual Surface Area ft`
Values from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
® Skimmer Size (inches) Skimmer Sizes as Manufactured
,0.25 Head on Skimmer (feet) by Faircloth (Standard Sizes)
® Orifice Size (1/4 inch increments)
3.08 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 ft3/day
q = 0.05 ft3/sec
Spreadsheet for sizing skimmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedenr.ore/web/Ir/links 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
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 II
Iredell County, North Carolina
Project No.: 2712
December 5, 2019
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 12.99 29.91 49.06 72.56

Pine Forest 11
Storm Drain/Erasion Control Project Report Section 5: Pre & Post Analysis
Pre & Post -Development Curve Numbers
Curve Numbers

Pine Forest II
Statesville, North Carolina
Project Number: 2712
December 5, 2019
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Pre Development
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 26.23 ac.
Paved Roads/Sidewalk/Structures 0.15 ac.
C = 98
Wooded Area
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
December 5, 2019
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 4.85 ac.
C = 98
Wooded Area
C = 60
0.00 ac.
Good Grass (>75% coverage) 4.91 ac.
Newly Graded
C = 61
C = 86
Composite CN (Pre Area Bypass; 79.4
0.00 ac.

Pine Forest II
Statesville, North Carolina
Project Number: 2712
December 5, 2019
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 3.05 ac.
C = 98
Wooded Area
C = 60
0.00 ac.
Good Grass (>75% coverage) 5.22 ac.
C = 61
Newly Graded
Composite CN (Pre SF#100) 74.6
0.00 ac.

Pine Forest II
Statesville, North Carolina
Project Number: 2712
December 5, 2019
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 Roads/Sidewalk/Structures 1.58 ac.
C = 98
Wooded Area
C = 60
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 11
Storm Drain/Erosion Control Project Report Section 5: Pre & Post Analysis
2, 10, 50, & 100-year Storm Event
Hydrograph Analysis
Hydrograph

Hydrograph Summary Re po ydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
7.566
2
740
53,336
------
------
------
Pre Area
2
SCS Runoff
26.30
2
718
52,941
------
------
------
Post Area SF#100
3
SCS Runoff
17.97
2
718
35,936
------
------
------
Post Area SF#200
4
Reservoir
0.847
2
852
52,889
2
793.71
31,022
Post SF#100
5
Reservoir
0.554
2
890
35,304
3
790.29
20,717
Post SF#200
6
SCS Runoff
12.73
2
718
25,982
------
------
------
Post Area No SF
7
Combine
12.99
2
718
114,175
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 2 Year
Thursday, 12 / 5 / 2019

Hydrograph Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
= 7.566 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 53,336 cuft
Drainage area
= 26.230 ac
Curve number
= 60.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
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
Am
4.00
2.00
Pre Area
Hyd. No. 1 -- 2 Year
Q (cfs)
8.00
. •I
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydr®graph
Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff Peak discharge
= 26.30 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 52,941 cuft
Drainage area
= 9.760 ac
Curve number
= 79.4
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
Post Area SF#100
Q (cfs)
Hyd. No. 2 -- 2 Year
Q (cfs)
28.00
28.00
24.00
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00
0.00
0 2 4 6 8 10
12 14 16 18 20 22
24 26
Hyd No. 2
Time (hrs)

4
-lydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 3
Post Area SF#200
Hydrograph type
= SCS Runoff
Peak discharge
= 17.97 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 35,936 cuft
Drainage area
= 8.270 ac
Curve number
= 74.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conic. (Tc)
= 5.00 min
Total precip.
= 3.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
• ••
. ••
3.00
Post Area SF#200
Hyd. No. 3 -- 2 Year
Q (cfs)
18.00
15.00
12.00
Wr
. ••
3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

5
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk(O Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 0.847 cfs
Storm frequency
= 2 yrs
Time to peak
= 14.20 hrs
Time interval
= 2 min
Hyd. volume
= 52,889 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 793.71 ft
Reservoir name
= SF #100
Max. Storage
= 31,022 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
III
4.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
_ Time (hrs)
Hyd No. 4 Hyd No. 2 [.t].a._l.._1-J—] Total storage used = 31,022 cuft

Pond Report 6
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020 Thursday, 12 / 5 / 2019
Pond No. 1 - SF #100
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 790.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
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
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
6,330
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
16,350
7,910
62,840
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
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
8.00
6.00
4.00
2.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= ---
---
---
---
Multi-Stage
= No
No
No
No
Exfil.(in/hr)
= 0.000 (by Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (to) and outlet (oc) control. Weir risers checked for orifice conditions (1c) and submergence (s),
Stage / Discharge Elev (ft)
798.00
796.00
794.00
792.00
0.00 ' ' 1 1 1 1 1 1 1 1 1 1 790.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Total Q
Discharge (cfs)

7
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 0.554 cfs
Storm frequency
= 2 yrs
Time to peak
= 14.83 hrs
Time interval
= 2 min
Hyd. volume
= 35,304 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 790.29 ft
Reservoir name
= SF #200
Max. Storage
= 20,717 cuft
Storage Indication method used.
Post SF#200
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 5 Hyd No. 3 [l._1_t ].:I Total storage used = 20,717 cult

Pond Report 8
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2020 Thursday, 12 / 5 / 2019
Pond No. 2 - SF #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 (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
788.00
7,386
0
0
0.50
788.50
8,105
3,871
3,871
1.00
789.00
8,824
4,231
8,102
1.50
789.50
9,542
4,590
12,691
2.00
790.00
10,261
4,949
17,641
2.50
790.50
11,112
5,341
22,982
3.00
791.00
11,964
5,767
28,749
3.50
791.50
12,815
6,193
34,942
4.00
792.00
13,666
6,618
41,560
4.50
792.50
14,540
7,050
48,610
5.00
793.00
15,414
7,487
56,097
5.50
793.50
16,288
7,924
64,020
6.00
794.00
17,162
8,361
72,381
6.50
794.50
17,933
8,772
81,153
7.00
795.00
18,704
9,158
90,311
7.50
795.50
19,475
9,543
99,854
8.00
796.00
20,246
9,929
109,783
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
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions
(ic) and submergence (s).
Stage (ft)
Stage
/ Discharge
Elev (ft)
8.00
__
796.00
6.00
I I I I I I . I_ I I I I_ _..I
4.00
2.00
0.00
0.00 9.00
Total Q
794.00
792.00
790.00
788.00
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

gplejall
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 8.520 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.50 in
Storm duration
= 24 hrs
9
Thursday, 12 / 5 / 2019
Peak discharge
= 12.73 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 25,982 cuft
Curve number
= 67.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

Aydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 12.99 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 114,175 cuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8.520 ac
Q (cfs;
14.00
12.00
10.00
1:1114
AM
4.00
2.00
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 0.00
0 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 7 Hyd No. 4 �-- Hyd No. 5 —�— Hyd No. 6

11
Hydrograph Summmy Rep®- FiydraflowHydrographsExtension for Autodesk®CiviI3D®byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
24.52
2
738
134,111
------
------
------
Pre Area
2
SCS Runoff
47.79
2
716
97,143
------
------
------
Post Area SF#100
3
SCS Runoff
34.79
2
716
70,245
------
------
------
Post Area SF#200
4
Reservoir
1.418
2
850
97,037
2
795.81
59,822
Post SF#100
5
Reservoir
1.101
2
848
69,385
3
792.01
41,633
PostSF#200
6
SCS Runoff
28.17
2
718
56,343
------
------
------
Post Area No SF
7
Combine
29.91
2
718
222,766
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 10 Year
Thursday, 12 / 5 / 2019

12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 26.230 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Thursday, 12 / 5 / 2019
Peak discharge
= 24.52 cfs
Time to peak
= 12.30 hrs
Hyd. volume
= 134,111 cuft
Curve number
= 60.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 38.40 min
Distribution
= Type II
Shape factor
= 484
Pre Area
Q (cfs) Hyd. No. 1 -- 10 Year
28.00
24.00
20.00
16.00
12.00
M
4.00
6 8 10 12 14
Q (cfs)
28.00
24.00
20.00
16.00
12.00
VIM
4.00
16 18 20 22 24 26
Time (hrs)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff
Peak discharge
= 47.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 97,143 cuft
Drainage area
= 9.760 ac
Curve number
= 79.4
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
20.00
10.00
0.00
0 2 4
Hyd No. 2
Post Area SF#100
Hyd. No. 2 -- 10 Year
6 8 10 12 14 16
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
18 20 22 24
Time (hrs)

14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
Post Area SF#200
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.270 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Thursday, 12 / 5 / 2019
Peak discharge
= 34.79 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 70,245 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Area SF#200

Hydrograph Report
•
15
Hydraf low Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 1.418 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.17 hrs
Time interval
= 2 min
Hyd. volume
= 97,037 cuft
Inflow hyd. No.
= 2 - Post Area SF#100
Max. Elevation
= 795.81 ft
Reservoir name
= SF #100
Max. Storage
= 59,822 cuft
Storage Indication method used.
Post SF#100
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
10.00 10.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 4 Hyd No. 2 [l_I...].._l..=l..1::1 Total storage used = 59,822 cuft

Hydr®graph
Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 1.101 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.13 hrs
Time interval
= 2 min
Hyd. volume
= 69,385 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 792.01 ft
Reservoir name
= SF #200
Max. Storage
= 41,633 tuft
Storage Indication method used.
Post SF#200
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
35.00 35.00
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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 5 Hyd No. 3 [.11._1...]...1_.T_l Total storage used = 41,633 cuft

Hydrograph
Report
17
Hydraflow Hydrographs Extension
for AutodeskO Civil 3D0 by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff Peak discharge
= 28.17 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
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.
Storm duration
= 5.10 in
= 24 hrs
Distribution
Shape factor
= Type II
= 484
Post Area No SF
Q (cfs)
Hyd. No. 6 -- 10 Year
Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 5, 6
18
Thursday, 12 / 5 / 2019
Peak discharge = 29.91 cfs
Time to peak 11.97 hrs
Hyd. volume = 222,766 cuft
Contrib. drain. area = 8.520 ac
Post Area Total

19
Hydrograph Summary Rep® - fiydraflow Hydrographs Extension for Autodesk® Civil 3D® 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
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
47.53
2
738
240,877
------
------
------
Pre Area
2
SCS Runoff
71.56
2
716
147,640
------
------
------
Post Area SF#100
3
SCS Runoff
54.40
2
716
110,646
------
------
------
Post Area SF#200
4
Reservoir
16.75
2
724
147,506
2
796.67
73,842
Post SF#100
5
Reservoir
1.480
2
876
109,436
3
793.83
69,606
Post SF#200
6
SCS Runoff
46.52
2
716
93,913
------
------
------
Post Area No SF
7
Combine
49.06
2
718
350,856
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 50 Year
Thursday, 12 / 5 / 2019

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
= 47.53 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 240,877 cuft
Drainage area
= 26.230 ac
Curve number
= 60.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cons. (Tc)
= 38.40 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Area
Q (cfs)
Hyd. No. 1 -- 50 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 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 1
Time
(hrs)

Aydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff
Peak discharge
= 71.56 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 147,640 cuft
Drainage area
= 9.760 ac
Curve number
= 79.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cons. (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
011 full
50.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
[,1• • •
30.00
20.00
M9111I.1
0.00 mmw° 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ by Autodesk, Inc. v2020
Hyd. No. 3
Post Area SF#200
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 8.270 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.80 in
Storm duration
= 24 hrs
22
Thursday, 12 / 5 / 2019
Peak discharge
= 54.40 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 110,646 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Area SF#200
Q (cfs) Hyd. No. 3 -- 50 Year
60.00
50.00
40.00
20.00
10.00
0.00
0 2 4
Hyd No. 3
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24
Time (hrs)

Hydr®graph Report 23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 16.75 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 147,506 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 796.67 ft
Reservoir name
= SF #100
Max. Storage
= 73,842 cuft
Storage Indication method used.
Q (cfs)
Post SF#100
Hyd. No. 4 -- 50 Year Q (cfs)
80.00
uu.uu
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
n nn
0 4
Hyd No. 4
8 12 16
Hyd No. 2
20 24 28 32 36 40
Time (hrs)
[l._l...l....l.]...]....I Total storage used = 73,842 cuft

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 1.480 cfs
Storm frequency
= 50 yrs
Time to peak
= 14.60 hrs
Time interval
= 2 min
Hyd. volume
= 109,436 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 793.83 ft
Reservoir name
= SF #200
Max. Storage
= 69,606 cuft
Storage Indication method used.
Post SF#200
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 5 Hyd No. 3 [LI..L-] IJ1 Total storage used = 69,606 cuft

25
Hydroraiph
Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Peak discharge
= 46.52 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
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 conc. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
`111111l
0.00 �
0 2 4
Hyd No. 6
6 8
Post Area No SF
Hyd. No. 6 -- 50 Year
Q (cfs)
50.00
30.00
20.00
Ste] ili,
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Aydrograph Repoil
26
Hydraf low Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 49.06 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 350,856 cuft
Inflow hyds.
= 4, 5, 6
Contrib, drain. area
= 8.520 ac
Q (cfs)
50.00
40.00
20.00
10.00
0.00 -
0 4
Hyd No. 7
Post Area Total
Hyd. No. 7 -- 50 Year
8 12
Hyd No. 4
16 20 24
®— Hyd No. 5
28 32
-o- Hyd No. 6
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
36
Time (hrs)

27
Hydrograph Summary Rep®qydraflowHydrographsExtensionforAutodesk@Civil3D®byAutodesk,Inc.v2020
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
59.38
2
738
296,192
------
------
------
Pre Area
2
SCS Runoff
82.83
2
716
172,129
------
------
------
Post Area SF#100
3
SCS Runoff
63.83
2
716
130,506
------
------
------
Post Area SF#200
4
Reservoir
36.28
2
722
171,986
2
797.11
81,121
Post SF#100
5
Reservoir
4.282
2
756
129,223
3
794.15
74,938
Post SF#200
6
SCS Runoff
55.82
2
716
112,805
------
------
------
Post Area No SF
7
Combine
72.56
2
720
414,013
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 100 Year
Thursday, 12 / 5 / 2019

Hydr®graph
Report
28
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
= 59.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.30 hrs
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
Tc method
= User
Time of conc. (Tc)
= 38.40 min
Total precip.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Area
Q (cfs)
Hyd. No. 1 -- 100 Year
Q (cfs)
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 1
Time
(hrs)

■ ,1 • • 1 M • ill ' . 6191
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.760 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.60 in
Storm duration
= 24 hrs
Thursday, 12 / 5 / 2019
Peak discharge
= 82.83 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 172,129 cuft
Curve number
= 79.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Area SF#100

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by 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
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.60 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
40.00
30.00
20.00
0.00
0.0 2.0
Hyd No. 3
4.0 6.0 8.0
30
Thursday, 12 / 5 / 2019
Peak discharge
= 63.83 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 130,506 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Area SF#200
Hyd. No. 3 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
- 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report 31
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 36.28 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 171,986 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 797.11 ft
Reservoir name
= SF #100
Max. Storage
= 81,121 cuft
Storage Indication method used.
Q (cfs)
Post SF#100
Hyd. No. 4 -- 100 Year
Q (cfs)
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0 00
0 00
0 4
Hyd No. 4
8 12 16 20 24 28 32
Hyd No. 2 [1*..1.-1-..*,'l1_.1..] Total storage used = 81,121 cuft
36
Time (hrs)

Hydrograph
Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 72.56 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 414,013 cuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8.520 ac
Q (cfs)
Post Area Total
Hyd. No. 7 -- 100 Year Q (cfs)
80.00
dU. UU
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
n nn
0 4
Hyd No. 7
8 12 16
Hyd No. 4
20 24
®-- Hyd No, 5
28 32 36
Hyd No. 6 Time (hrs)
-a-

Pine Forest 11
Storm Drain/Erosion Control Project Report Section 6: Water Quality
Water Quality Calculations
Volume Calculations

Pine Forest II
Storm Drain/Erosion Control Project Report � Section 6; Water Quality
Sand Filter Fond 100 Analysis
BMP 100

Pine Forest II
Statesville, Iredell County, North Carolina
Project Number: 2712
December 5, 2019
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Sand Filter #100
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 9.76 ac.
Paved Roads/Sidewalk/Structures 4.85 ac.
C = 98
Wooded Area
C = 60
0.00 ac.
Good Grass (>75% coverage) 4.91 ac.
Newly Graded
C= 61
C = 86
Composite CN (Sand Filter) 79.4
0.00 ac.

Project: Pine Forest II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC. By: Corin Brown
3MP Type: Surface Sand Filter #100
Required Background Information:
1.0 Drainage Area Size (Area in SF Draining to BMP) = 425191 SF
2.0 Impervious Area (Area in SF Draining to BMP) = 211335 SF
3.0 % Impervious Area (Impervious Area/DA) = 49.70 %
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 "I" is % Impervious (in percent, not decimal)
2.0 Compute Water Quality Volume (WQv) using Schueler's Method WQv BMP Equation
WQv = 1.ORvA/12 Where "A" is Area Draining to BMP in Acres
_ 0.40 ac ft = 17621.7DA cu.ft.
3.0 Convert Water Quality Volume (WQv) into Inches of Runoff WQv BMP Equation
WQv = 1.0(Rv)
= 0.50 inches
Compute Water Quality Peak Flow (WQp):
1.0 Compute Modified SCS Curve Number (CN) CN BMP Equation
CN = 1000/[10 + 5P + 10WQv - 10(WQVA2 + 1.25QQVP)AO.5] "P" is precipitation = 1.0
— P' �93.9
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, skip this section
Compute Channel Protection Volume (CPv):
1.0 Compute Maximum Soil Retention (S) using SCS Methods (CN is Standard Value - Not Modified CN Value)
S = 1000/CN-10 79.4 CN Value (Post)
= inches
2.0 Compute Total Runoff for the 1-year, 24-hour Storm Event (Statesville Requirements)
Qd = (P-0.2S)A2 / (P+0.8S) For Statesville 2.84 P = Precipitation
= 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)
CPv = Qd * Area * (1ft/12inches) Area = In Acres of DA
= ac-ft = Ac.
Convert to cubic feet
CPv(ac-ft) * 43560 sf/acre
= cu.ft.

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.
For Mecklenburg County
1.0 Compute Release Rate for Water Quality Control (WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= O.u%_ cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= 0.164 cfs
For City of Statesville
1.0 Compute Release Rate for Water Quality Control (WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
cfs
Compute Sedimentation Chamber Volume
1.0 Compute Sediment Chamber Volume (20% of Water Quality Volume)
SCvol = (WQv)(43,560 sf/ac)(0.20)
cu.ft.
Duration: 2.0 days (48 hrs) + 3 hours
51 hrs
Duration: 1.0 days (24 hrs) + 12 hours
36 hrs
Where CPv = WQv ac-ft - CPv ac-ft
ac-ft
Duration: 2.0 days (48 hrs) + 3 hours
51 hrs
Duration: 1.0 days (24 hrs) + 12 hours
36 hrs
Where CPv = WQv ac-ft - CPv ac-ft
ac-ft
Compute Surface Sand Filter Area and Volume to Treat Water Quality Volume (WQv)
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)(hf + df)(tf)] ««««««
= sq.ft.
Surface Area Used = 1625 sq.ft.
Sand Filter Dims @ Filter Media = 25 Width (ft)
65, Length (ft)
Where: df - 1.5 ft
filter bed depth
(1.5 Minimum)
k - 3.5 ft/dy
permeability coeff.
hf - 1 ft
avg. height of water
tf - 2.125 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)]
Qo = W Qv / tf
Qo = [(Af)(k)(hf + df)] / df
Where: Af = surface area of filter bed (sq.ft.)(Required Surface Area) = sf
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)
(Filter Media)
This Is For Filter Media Only
Incr.
Accum.
Comments
790.00
5310
0.0
0
0
0.000
790.50
6099
0.5
2852
2852
0.088
791.00
6887
0.5
3246
6099
0.110
791.50
7676
0.5
3641
9739
0.132
792.00
8464
0.5
4035
13774
0.154
792.50
9383
0.5
4462
18236
0.176
793.00
10302
I 0.5
4921
23157
0.197
793.50
11220
0.5
5380
28537
0.219
794.00
12139
0.5
5840
34377
0.241
794.50
13192
0.5
6333
40710
0.263
795.00
14245
0.5
6859
47569
0.285
795.50
1'5297
0.5
7385
54954
0.307
796.00
16350
0.5
7912
62866
0.329
796.50
16509
0.5
8215
71081
0.351
797.00
16669 !
0.5
8294
79375
0.373
797.50
16828
0.5
8374
87749
0.395
798.00
16987
0.5
8454
96203
0.417
Weir
Discharge (cfs)
This is for Primary Weir Only
Stage Elev.
Weir Elev.
Length (L)
Head (H)
Coeff (Cw)
(Q)
Comments/Notes
790.0
796.00
8
0.0
3.33
0.00
Sides of Weir =
4I
EA
790.5
796.00
8
0.0
3.33
0.00 .
Length of Weir =
2I
LF
791.0
796.00
8
0.0
3.33
0.00 71
Length (L) _
LF
791.5
796.00
8
0.0
3.33
0.00
792.0
796.00
8
0.0
3.33
0.00
Cw =
Sharp -Crested
3.33
792.5
796.00
8
0.0
3.33
0.00
Broad Crested
3.00
793.0
796.00
8
0.0
3.33
0.00
793.5
796.00
8
0.0
3.33
0.00
794.0
796.00
8
0.0
3.33
0.00
794.5
796.00
8
0.0
3.33
0.00
795.0
796.00
8
0.0
3.33
0.00
795.5
796.00
8
0.0
3.33
0.00
796.0
796.00
8
0.0
3.33
0.00
796.5
796.00
8
0.5
3.33
9.42
797.0
796.00
8
1.0
3.33
26.64
797.5
796.00
8
1.5
3.33
48.94
798.0
796.00
8
2.0
3.33
75.35
Weir Equation »»> Q= Cw*L*HA1.5

Weir
Discharge (cfs)
This is for Emergency Spillway Only
Stage Elev.
Spillway Elev.
Length (L)
Head (H)
Coeff (Cw)
(Q)
Comments/Notes
790.0
1 797.0
0
0.0
3.00
0.00
Sides of Weir =
1
EA
790.5
797.0
0
0.0
3.00
0.00
Length of Weir =
20
LF
791.0
797.0
0
0.0
3.00
0.00
Length (L) =
20
LF
791.5
797.0
0
0.0
3.00
0.00
792.0
797.0
0
0.0
3.00
0.00
Cw =
Sharp -Crested
3.33
792.5
797.0
0
0.0
3.00
0.00
Broad Crested
3.00
793.0
797.0
0
0.0
3.00
0.00
793.5
797.0
0
0.0
3.00
0.00
794.0
797.0
0
0.0
3.00
0.00
794.5
797.0
0
0.0
3.00
0.00
795.0
797.0
0
0.0
3.00
( 0.00
795.5
797.0
0
0.0
3.00
j 0.00
796.0
797.0
0
0.0
3:00
0.00
796.5
797.0
0
0.0
3.00
0.00
797.0
797.0
0
0.0
3.00 1
0.00
797.5
797.0
20
0.5
3!00
21.21
798.0
797.0
20
1.0
3.00
60.00
Weir Equation »»> Q= Cw*L*HA1.5

PROJECT: Pine Forest II DATE: 5-Dec-19
PROJECT #: 2712 DESIGNER: C.E.13
DESCRIPTION: Sand Filter #100 ENGINEER: P.L.M.
POND STORAGE VOLUME:
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
790.00
5,310
0.0
0
0
790.50
6,099
0.5
2,852
2,852
791.00
6,887
1.0
3,246
6,099
791.50
7,676
1.5
3,641
9,739
792.00
8,464
2.0
4,035
13,774
792.50
9,383
2.5
4,462
18,236
793.00
10,302
3.0
4,921
23,157
793.50
11,220
3.5
5,380
28,537
794.00
12,139
4.0
5,840
34,377
794.50
13,192
4.5
6,333
40,710
795.00
14,245
5.0
6,859
47,569
795.50
15,297
5.5
7,385
54,954
796.00
16,350
6.0
7,912
62,866
796.50
16,509
6.5
8,21.5
71,081
797.00
16,669
7.0
8,294
79,375
797.50
16,828
7.5
8,374
87,749
798.00
16,987
8.0
8,454
96,203
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV.
(FT.)
DESCRIPTION
1
6
0.196
0.4
1 792.5
1 792.75
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
(FT.)
'C'
SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. _
WIDTH =
Z =
'C' = VARIES

PROJECT:
PROJECT #:
DESCRIPTION:
Pine Forest II DATE: 5-Dec-19
2712 DESIGNER: C.E.B
Sand Filter #100 ENGINEER: P.L.M.
COMBINED FLOW:
ELEV.
(FT.)
ORIFICES
WEIRS
SPILLWAY
Q1FLOW
(C.F.S.)
TOTAL
(C.F.S.)
QI
(C.F.S.)
Q2
(C.F.S)
Q3=?FS.)
(C.F.S.)(C.F.S.)
Q2
Q3
(C.F.S.)
790.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
790.50
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
791.50
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
792.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
793.00
0.32
0.00
0.00
0.00
0.00
0.00
0.00
0.32
793.50
0.55
0.00
0.00
0.00
0.00
0.00
0.00
0.55
794.00
0.70
0.00
0.00
0.00
0.00
0.00
0.00
0.70
794.50
0.83
0.00
0.00
0.00
0.00
0.00
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
0.00
0.00
1.04
796.00
1.14
0.00
0.00
0.00
0.00
0.00
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
0.00
0.00
0.00
1.30
797.50
1.37
0.00
0.00
0.00
0.00
0.00
0.00
1.37
798.00
1.44
0.00
0.00
0.00
0.00
0.00
0.00
1.44
FINAL RESULTS:
STAGE STORAGE DISCHARGE
(FT.) (C.F.) (C.F.S.)
790.50
2,852
0.00
791.00
6,099
0.00
791.50
9,739
0.00
792.00
1.3,774
0.00
792.50
18,236
0.00
793.00
23,157
0.32
793.50
28,537
0.55
794.00
34,377
0.70
794.50
40,710
0.83
795.00
47,569
0.95
795.50
54,954
1.04
796.00
62,866
1.14
796.50
71,081
1.22
797.00
79,375
1.30
797.50
87,749
1.37
798.00
96,203
1.44

Project: Pine Forest II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC. By: Corin Brown
BMP Type: Surface Sand Filter #100
Verify Diameter of BMP Outlet Pipe (Barrel)
Equation for Submerged Orifice = C * A * (2g*h)A0.5 Where: C = 0.6
A = see below
g = 32.2 ft/5A2
h = headwater over orifice
Inputs: Dia. of Pie 24 inches convert to area in SF = A 1 6' s .ft.
p p � >z q
Principal Weir 796.00 MSL (from Surface Sand Filter Design)
Media Filter 790.00 MSL (from Surface Sand Filter Design)
Bot. of Media 788.50, MSL (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)
Stage Elev.
Bot. Media
HW (ft.)
Discharge
Notes
788.50
788.50
0.00
l!Ki ,p
Bottom of Soil Media
789.00
788.50
0.50
ON!
789.50
788.50
1.00
j 53
790.00
788.50
1.50
ri53 �� �� �
Top of Soil Media
790.50
788.50
2.00
J,12
791.00
788.50
2.50�r23i92
791.50
788.50
3.00
6`20
792.00
788.50
3.50
792.50
788.50
4.00
30.
793.00
788.50
4.50
2 09g.`
793.50
788.50
5.00
M, 3Xl
794.00
788.50
5.50
358
794.50
788.50
6.00
3�05
795.00
788.50
6.50
38 57 f
795.50
788.50
7.00
0`Q2 I
795.75
788.50
7.25
796.00
788.50
7.50
r143 ``
Principal Weir
796.50
788.50
8.0042
78
797.00
788.50
8.50
x
Emergency Spillway
797.50
788.50
9.00
538Q
798.00
788.50
9.50
6 52 r,':
Top of Dam

Final Stage -Discharge Results
Flow Through Riser & Barrel - Excludes Spillway
Riser & Barrel +Spillway
Stage
Q (cfs)
Q (cfs)
Q (cfs)
Q (cfs)
Q (cfs)*
Net BMP
Q (cfs)
Q (cfs)
(MSQ
Soil Media
Weir
Orfice
Subtotal
BMP Out
Outflow
Spillway
Final Pond Discharge
790.00
0.00
0.00
0.00
0.00
18.53
0.00
0.00
f t n°00
790.50
0.09
0.00
0.00
0.09
21.39
0.09
0.00
791.00
0.11
0.00
0.00
0.11
23.92
0.11
0.00
791.50
0.13
0.00
0.00
0.13
26.20
0.13
0.00
792.00
0.15
0.00
0.00
0.15
28.30
0.15
0.00
NP q`. '
792,50
0.18
0.00
0.00
0.18
30.25
0.18
0.000
8 �`
793.00
0.20
0.00
0.32
0.51
32.09
0.51
0.00
793.50
1 0.22
0.00
0.55
0.77
33.82
0.77
0.00
07 .
794.00
0.24
0.00
0.70
0.95
35.48
0.95
0.00
794.50
0.26
0.00
0.83
1.10
37.05
1.10
0.00�
0.
795,00
0.29
0.00
0.95
1.23
38.57
1.23
0.00
I 3 € �
795.50
0.31
0.00
1.04
1.35
40.02
1.35
0.00�t
15 "'' '
•:
796.00
1 0.33
0.00
1.14
1.46
41.43
1.46
0.00
,,.�W �#
796.50
0.35
9.42
1.22
10.99
42.78
10.99
0.001099
,
797,00
0.37
26.64
1.30
28.31
44.10
28.13
0.00
797.50
0.39
48.94
1.37
50.71
45.38
45.38
21.21
6,9 .
798.00
0.42
75.35
1.44
77.21
46.62
46.62
60.00
* 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 II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: Statesville, North Carolina
Client: The Johnson Group, INC. By: Corin Brown
BMP Type: Surface Sand Filter #100
Size Underdrains for Surface Sand Filter
The calculations utilized are taken from the Charlotte -Mecklenburg 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 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 1' for each fitting (cleanouts, tees, wyes)
- assume 50% of perforations will become clogged and be ineffective
Input Data: Total Length of Underdrain Pipe (If) 115
Total Number of Fittings (ea) 4
Diameter of Pipe (inches) 6
Number of Perforations = (Length of Pipe - Fittings)*(4 rows/ft)*(4 holes/row)
,I perforations
Actual Perforations Active = Number of Performations * 0.50 (50%)
perforations
Capacity of One Hole = C*A*(2g*h)A0.5 Where: C = 0.6
0 0111 cfs/hole A = 0.000767 (sf)
g = 32.2 ft/sA2
h = 1 ft
Capacity of Active Perfs. = No. Active Performations * Capacity of One Hole
PI
cfs (ok if > than filter media capacity)
cfs (soil 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 II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC. By: Corin Brown
BMP Type: Surface Sand Filter#100
Verify Sediment Forebay Storage Volume
From Sand Filter Design Worksheet, Req. Sediment Forebay Volume = 20% of Water Quality Volume
SCvol = (WQv)(43,560 sf/ac)(0.20)
OF cu.ft.
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf)
Incr.
Accum.
79.0.0
506
0.0
0
0
791.0
1101
1.0
804
804
792.0
1696"
1.0
1399
2202
793.0
3307 1.0 2502 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 II Engineer: R, Joe Harris & Associates, Inc.
Location:
Statesville, North Carolina Date: December 5, 2019
Client:
The Johnson Group, INC. By: Corin Brown
BMP Type:
Surface Sand Filter #100
Water Quality Volume (WQv) 17621.75 cu.ft.
POND STORAGE VOLUME:
LOCATION CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
Top of Soil Media/Bottom of Pond
790,00
5,310
0.0
0
0
790.50
6,099
0.5
2,852
2,852
791.00
6,887
0.5
3,246
6,099
791.50
7,676
0.5
3,641
9,739
792.00
8,464
0.5
4,035
13,774
Water Quality Volume
792.43
9,271
0.9
7,880
J.7,619
792.50
9,383
0.1
653
18,272
793.00
10,302
0.5
4,921
23,193
793.50
11,220
0.5
5,380
28,574
794.00
12,139
0.5
5,840
34,413
794.50
13,192
0.5
6,333
40,746
795.00
14,245
0.5
6,859
47,605
795.50
15,297
0.5
7,385
54,991
Principal Weir
796.00
16,350
0.5
7,912
62,902
796.50
16,509
0.5
8,215
71,117
Emergency Spillway
797.00
16,669
0.5
8,294
79,412
797.50
16,828
0.5
8,374
87,786
Top of Berm
798.00
16,987
0.5
8,454
96,239

BMP
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
2 YR - 24HR
26.30 CFS
0,847 CFS
793.71
10 YR - 24HR
47.79 CFS
1.418 CFS
795.81
50 YR - 24HR
71.56 CFS
16.75 CFS
796.67
100 YR - 24HR
82.83 CFS
36.28 CFS
797.11

Hydrograph Summary Re po ydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
26.30
2
718
52,941
------
------
------
Post Drainage Area
2
Reservoir
0.847
2
852
52,889
1
793.71
31,022
BMP #100
BMP #100.gpw
Return Period: 2 Year
Thursday, 12 / 5 / 2019

Hydrograph
Report
2
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff Peak discharge
= 26.30 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 52,941 cuft
Drainage area
= 9.760 ac
Curve number
= 79.4
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)
Post Drainage Area
Hyd. No. 1 -- 2 Year
Q (cfs)
28.00
28.00
24.00
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post Drainage Area
Reservoir name
= BMP #100
Storage Indication method used.
Q (cfs;
28.00
24.00
allU11l
16.00
12.00
4.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BMP #100
Hyd, No. 2 -- 2 Year
3
Thursday, 12 / 5 / 2019
= 0.847 cfs
= 14.20 hrs
= 52,889 cuft
= 793.71 ft
= 31,022 tuft
Q (cfs)
28.00
24.00
20.00
5r* W
12.00
: WX
4.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 2 Hyd No. 1 [1....T.7.]._I L] Total storage used = 31,022 cuft

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Pond No. 1 -
BMP #100
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 790.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sgft) Incr. Storage (cult)
Total storage (cuft)
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
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
6,330
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
16,350
7,910
62,840
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)
Inactive Inactive
Inactive
Inactive 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 Multi -Stage
= No No
No No
Slope (%)
= 0.00 0.00
0.00
n/a
N-Value
= .013 .013
.013
n/a
Orifice Coeff.
= 0.60 0.60
0.60
0.60 Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a No
No
No TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage (ft)
Stage / Discharge
Elev (ft)
8.00 1
1
1 1
1 1
__ 1 798.00
6.00
4.00
2.00
796.00
794.00
792.00
0.00 1 1 1 1 1 1 ' 1 1 1 1 I 790.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Total Q
Discharge (cfs)

Hydrograph Summary Repo qydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
47.79
2
716
97,143
------
------
------
Post Drainage Area
2
Reservoir
1.418
2
850
97,037
1
795.81
59,822
BMP #100
BMP #100.gpw
Return Period: 10 Year
Thursday, 12 / 5 / 2019

6
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 47.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 97,143 cuft
Drainage area
= 9.760 ac
Curve number
= 79.4
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
20.00
10.00
0.00
0 2 4
Hyd No. 1
Post Drainage Area
Hyd. No. 1 -- 10 Year
6 8 10 12 14 16
Q (cfs)
50.00
40.00
30.00
20.00
M0 01
0.00
18 20 22 24
Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 1.418 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.17 hrs
Time interval
= 2 min
Hyd. volume
= 97,037 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 795.81 ft
Reservoir name
= BMP #100
Max. Storage
= 59,822 cuft
Storage Indication method used.
I1J. TC
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Year
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 8 16 24 32 40 48 56 64 72 80 88
_ Time (hrs)
Hyd No. 2 Hyd No. 1 il...].]..I.I..1] Total storage used = 59,822 cuft

Hydrograph Summary Report ydr,flo, Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
71.56
2
716
147,640
------
------
------
Post Drainage Area
2
Reservoir
16.75
2
724
147,506
1
796.67
73,842
BMP #100
BM #100.gpw
Return Period: 50 Year
Thursday, 12 / 5 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 9.760 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.80 in
Storm duration
= 24 hrs
Thursday, 12 / 5 / 2019
Peak discharge
= 71.56 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 147,640 cuft
Curve number
= 79.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Drainage Area
Q (cfs) Hyd. No. 1 -- 50 Year
80.00
70.00
50.00
40.00
30.00
K1i 00
10.00
0.00
0.0 2.0
Hyd No. 1
4.0 6.0 8.0
Q (cfs)
80.00
70.00
50.00
40.00
[CI1•
20.00
10.00
-r 1 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 16.75 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 147,506 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 796.67 ft
Reservoir name
= BMP #100
Max. Storage
= 73,842 cuft
Storage Indication method used.
Q (cfs)
BMP #100
Hyd. No. 2 -- 50 Year Q (cfs)
80.00
uu.uu
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
n nn
0 4
Hyd No. 2
8 12 16
Hyd No. 1
20 24 28 32 36 40
Time (hrs)
I.1..]....]...]...].1__I Total storage used = 73,842 cuft

11
Hydrograph Summary Report
ydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
82.83
2
716
172,129
------
------
------
Post Drainage Area
2
Reservoir
36.28
2
722
171,986
1
797.11
81,121
BMP #100
BMP #100.gpw
Return Period: 100 Year
Thursday, 12 / 5 / 2019

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 36.28 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 171,986 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 797.11 ft
Reservoir name
= BMP #100
Max. Storage
= 81,121 cuft
Storage Indication method used
Q (cfs)
BMP #100
Hyd. No. 2 -- 100 Year
Q (cfs)
90.00
90.00
80.00
80.00
70.00
70.00
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 4
Hyd No. 2
8 12 16 20 24 28 32
Hyd No. 1 Il..l...]..1.111 Total storage used = 81,121 cuft
36
Time (hrs)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Dec 12 2019
Invert Elev Dn (ft)
= 787.00
Calculations
Pipe Length (ft)
= 76.30
Qmin (cfs)
= 47.79
Slope (%)
= 1.97
Qmax (cfs)
= 47.79
Invert Elev Up (ft)
= 788.50
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 47.79
No. Barrels
= 1
Qpipe (cfs)
= 42.77
n-Value
= 0.012
Qovertop (cfs)
= 5.02
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 13.63
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 13.61
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 788.98
HGL Up (ft)
= 791.23
Embankment
Hw Elev (ft)
= 797.20
Top Elevation (ft)
= 797.00
Hw/D (ft)
= 4.35
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 20.00

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Pine Forest 11
Storm Drain/Erosion Control Project Report
Sand Filter Pond 200 Analysis
Section 6: Water Quality
BMP 200

Pine Forest II
Statesville, Iredell County, North Carolina
Project Number: 2712
December 5, 2019
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 3.05 ac.
C = 98
Wooded Area
C = 60
0.00 ac.
Good Grass (>75% coverage) 5.22 ac.
Newly Graded
C = 61
C = 86
Composite CN (Sand Filter) 74.6
0.00 ac.

Project: Pine Forest II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC By: Corin Brown
BIVIP Type: Surface Sand Filter #200
Required Background Information:
1.0 Drainage Area Size (Area in SF Draining to BMP) = 360327 SF
2.0 Impervious Area (Area in SF Draining to BMP) = 133009 SF
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 "I" is % Impervious (in percent, not decimal)
,�
a � . �a
2.0 Compute Water Quality Volume (WQv) using Schueler's Method WQv BMP Equation
WQv = 1.ORvA/12 Where "A" is Area Draining to BMP in Acres
= .+. RL6 ac-ft =OEM. 77:'N"4 cu.ft.
3.0 Convert Water Quality Volume (WQv) into Inches of Runoff WQv BMP Equation
WQv = 1.O(Rv)
$ inches
Compute Water Quality Peak Flow (WQp):
1.0 Compute Modified SCS Curve Number (CN) CN BMP Equation
CN = 1000/[10 + 5P + 10WQV - 10(WQVA2 + 1.25QQVP)AO.5] "P" is precipitation = 1.0
= fIVANIN
WO-A
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, skip this section
Channel Protection Volume (CPvI:
1.0 Compute Maximum Soil Retention (S) using SCS Methods (CN is Standard Value - Not Modified CN Value)
S = 1000/CN-10 74.6 CN Value (Post)
A inches
2.0 Compute Total Runoff for the 1-year, 24-hour Storm Event (Statesville Requirements)
Qd = (P-0.2S)A2 / (P+0.8S) For Statesville 2,84 P = Precipitation
z 0 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)
CPv = Qd * Area * (1ft/12inches) Area = In Acres of DA
ac
a-_
Convert to cubic feet
CPv(ac-ft) * 43560 sf/acre
�w
r 5 57 cu.ft.

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.
For Mecklenburg County
1.0 Compute Release Rate for Water Quality Control (WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= " ,N cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= r"I cfs
For City of Statesville
1.0 Compute Release Rate for Water Quality Control (WQv)
Rate = (WQv ac-ft * 43560 sf/ac)/(D u ration * 3600 sec/hr)
.0
"06 cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
_ M, E cfs
Sedimentation Chamber Volume
1.0 Compute Sediment Chamber Volume (20% of Water Quality Volume)
SCvol = (WQv)(43,560 sf/ac)(0.20)
_ `. �5 cu.ft.
Duration: 2.0 days (48 hrs) + 3 hours
51 hrs
Duration: 1.0 days (24 hrs) + 12 hours
36 hrs
Where CPv = WQv ac-ft - CPv ac-ft
FIB s , s ac-ft
Duration: 2.0 days (48 hrs) + 3 hours
51 hrs
Duration: 1.0 days (24 hrs) + 12 hours
36 hrs
Where CPv = WQv ac-ft - CPv ac-ft
= IVO` y-� ac-ft
Compute Surface Sand Filter Area and Volume to Treat Water Quality Volume (WQv)
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)(hf + df)(tf)] ««««««
sq.ft.
Surface Area Used =
Sand Filter Dims @ Filter Media =
1050 sq.ft.
30 Width (ft)
Length (ft)
Where: df - 1.5 ft
filter bed depth
(1.5 Minimum)
k - 3.5 ft/dy
permeability coeff.
hf - 1 ft
avg. height of water
tf - 2.125 days
filter bed drain time

Develop Stage -Discharge for Bioretention Filter Media & BMP Outlet Structure
Outflow computed using following equations:
Af
Qa
Qo
Where: Af = surface area of filter bed (sci t.)(Required Surface Area)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = avg. height of water above filter bed (ft)
(WQv)(df) / [(k)(hf +df)(tf)]
WQv/tf
[(Af)(lo(hf + df)] / df
sf
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf)
Discharge (cfs)
(Filter Media)
This Is For Filter Media Only
Incr.
Accum.
Comments
788.00
7386
0.0
0
0
IN
788.50
8105
0.5
3873
3873
007E `
789.00
8824
0.5
4232
8105
01°
789.50
9542
0.5
4591
12696�
085
790.00
10261
0.5
4951
17647
790.50
11112
0.5
5343
22990
791.00
11964
0.5
5769
28759
791.50
12815
0.5
6195
34954
792.00
13666
0.5
6620
41574
056v Xa
792.50
14540
0.5
7052
48626
793.00
15414
0.5
7489
56114
0184
793.50
16288
0.5
7926
64040019
794.00
17162
0.5
8363
72402
µ 0�`7�
Principal Weir
794.50
17933
0.5
8774
81176
MF�i"2r�}
795.00
18704
0.5
9159
90335
�Q1
Emergency Spillway
795.50
19475
0.5
9545
99880
0
796.00
20246
0.5
9930
109810
§M0;6
Top of Berm
1
I
MIN ME
Weir
Discharge (cfs)
This is for Primary Weir Only
Stage Elev,
Weir Elev.
Length (L)
Head (H)
Coeff (Cw)
(Q)
Comments/Notes
788.0
794.00
8
0.0
3.33
0 00
Sides of Weir =
4
EA
788.5
794.00
8
0.0
3.33
Q 00
Length of Weir =
2
LF
789.0
794.00
8
0.0
3.33
=�41Q, 1
Length (L)
LF
789.5
794.00
8
0.0
3.33OOr.01
790.0
794.00
8
0.0
3.33
x
Cw =
Sharp -Crested
3.33
790.5
794.00
8
0.0
3.33
0 0„
Broad Crested
3.00
791.0
794.00
8
0.0
3.33]�0
QO,
791.5
794.00
8
0.0
3.33
00:.
792.0
794.00
8
0.0
3.33
792.5
794.00
8
0.0
3.33Q
793.0
794.00
8
0.0
3.33
793.5
794.00
8
0.0
3.33M0
00
794.0
794.00
8
0.0
3.33
794.5
794.00
8
0.5
3.33
.'9`�}2
795.0
794.00
8
1.0
3.3
114,l4o�Q 6
795.5
794.00
8
1.5
3.33
796.0
794.00
8
2.0
3.3375.
ter.;
Weir E quation »»> Q=Cw L H 1.5

Weir
Discharge (cfs)
This is for Emergency Spillway Only
Stage Elev.
Spillway Elev.
Length (L)
Head (H)
Coeff (Cw)
(Q)
Comments/Notes
788.0
795.0
0
0.0
3.00
00
Sides of Weir =
1
EA
788.5
795.0
0
0.0
3.00
000 �,
Length of Weir =
20
LF
789.0
795.0
0
0.0
3.00
Length (L) _
� ,.�r,2'Q
LF
789.5
795.0
0
0.0
3.00
790.0
795.0
0
0.0
3.00
. ,h;M 0�00
Cw =
Sharp -Crested
3.33
790.5
795.0
0
0.0
3.00
� 0 00,
Broad Crested
3.00
791.0
795.0
0
0.0
3.00
791.5
795.0
0
0.0
3.00
792.0
795.0
0
0.0
3.00
0 0
792.5
795.0
0
0.0
3.00
§ 0 0
793.0
795.0
0
0.0
3.00
793.5
795.0
0
0.0
3.00
794.0
795.0
0
0.0
3.00
0 0'
794.5
795.0
0
0.0
3.00
795.0
795.0
0
0.0
3.00
795.5
795.0
20
0.5
3.00
796.0
795.0
20
1.0
3.00
x
K M
Weir Equation »»> Q=Cw*L*H^1.5

PROJECT: Pine Forest II DATE: 5-Dec-19
PROJECT #: 2712 DESIGNER: C.E.B
DESCRIPTION: Sand Filter #200 ENGINEER: P.L.M.
POND STORAGE VOLUME:
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
788.00
7,386
0.0
0
0
788.50
8,105
0.5
3,873
3,873
789.00
8,824
1.0
4,232
8,105
789.50
9,542
1.5
4,591
12,696
790.00
10,261
2.0
4,951
17,647
790.50
11,112
2.5
5,343
22,990
791.00
11,964
3.0
5,769
28,759
791.50
12,815
3.5
6,195
34,954
792.00
13,666
4.0
6,620
41,574
792.50
14,540
4.5
7,052
48,626
793.00
15,414
5.0
7,489
56,114
793.50
16,288
5.5
7,926
64,040
794.00
17,162
6.0
8,363
72,402
794.50
17,933
6.5
8,774
81,176
795.00
18,704
7.0
9,159
90,335
795.50
19,475
7.5
9,545
99,880
796.00
20,246
8.0
9,930
109,810
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV.
(FT.)
DESCRIPTION
1
6
0.196
0.4
1 789.5
1 789.75
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
(FT.)
'C'
SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. _
WIDTH =
Z =
'C' = VARIES

PROJECT:
PROJECT #:
DESCRIPTION
Pine Forest II DATE: 5-Dec-19
2712 DESIGNER: C.E.B
Sand Filter #200 ENGINEER: P.L.M.
COMBINED FLOW:
ELEV.
(FT.)
ORIFICES
WEIRS
SPILLWAY
Q1
(C.F.S.)
TOTAL
FLOW
(C.F.S.)
Q1
(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
788.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
789.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
789.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
790.00
0.32
0.00
0.00
0.00
0.00
0.00
0.00
0.32
790.50
0.55
0.00
0.00
0.00
0.00
0.00
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
0.00
0.00
0.00
0.00
0.00
0.00
0.83
792..00
0.95
0.00
0.00
0.00
0.00
0.00
0.00
0.95
792.50
1.04
0.00
0.00
0.00
0.00
0.00
0.00
1.04
793.00
1.14
0.00
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
1.22
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
0.00
0.00
0.00
0.00
0.00
1.44
795.50
1.51
0.00
0.00
0.00
0.00
0.00
0.00
1.51
796.00
1.58
0.00
0.00
0.00
0.00
0.00
0.00
1.58
FINAL RESULTS:
STAGE STORAGE DISCHARGE
(FT.) (C.F.) (C.F.S.)
788.50
3,873
0.00
789.00
8,105
0.00
789.50
12,696
0.00
790.00
17,647
0.32
790.50
22,990
0.55
79t.00
28,759
0.70
791.50
34,954
0.83
792.00
41,574
0.95
792.50
48,626
1.04
793.00
56,114
1.14
793.50
64,040
1.22
794.00
72,402
1.30
794.50
81,176
1.37
795.00
90,335
1.44
795.50
99,880
1.51
796.00
109,810
1.58

Project: Pine Forest II Engineer: R, Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC By: Corin Brown
BMP Type: Surface Sand Filter #200
Verify Diameter of BMP Outlet Pipe (Barrel)
Equation for Submerged Orifice = C * A * (2g*h)A0.5 Where: C = 0.6
A = see below
g = 32.2 ft/sA2
h = headwater over orifice
Inputs: Dia. of Pipe 18 inches convert to area in SF = '11� 7 sq.ft.
Principal Weir 794.00 MSL (from Surface Sand Filter Design)
Media Filter 788.00 MSL (from Surface Sand Filter Design)
Bot. of Media 786.50 MSL (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)
Stage Elev.
Bot. Media
HW (ft.)
Discharge
Notes
786.50
786.50
0.00
0'6O.,
Bottom of Soil Media
787.00
786.50
0.50
6�(
787.50
786.50
1.00t
788.00
786.50
1.50
= 0'.,,413UJ
Top of Soil Media
788.50
786.50
2.00
789.00
786.50
2.505',
789.50
786.50
3.00
790.00
786.50
3.50
15 18
790.50
786.50
4.00
01f
791.00
786.50
4.50
,
791.50
786.50
5.00
0
792.00
786.50
5.50
fi�1
792.50
786.50
6.00
208.
793.00
786.50
6.50
2fi93
793.50
786.50
7.00
2$�°
793.75
786.50
7.25
fi:21
794.00
786.50
7.50
33Q2
Principal Weir
794.50
786.50
8.00
? ' Q
795.00
786.50
8.50807;
_r
Emergency Spillway
795.50
786.50
9.00
25 26;46
796.00
786.50
9.50
ti" 26�226"
Top of Dam
.K�s•Y'3S
at - -- S «

Project: Pine Forest II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC By: Corin Brown
BMP Type: Surface Sand Filter #200
Verify Sediment Forebay Storage Volume
From Sand Filter Design Worksheet, Req. Sediment Forebay Volume = 20% of Water Quality Volume
SCvol = (WQv)(43,560 sf/ac)(0.20)
�229 cu.ft.
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf)
Incr.
Accum.
788.0
801
0.0
0
0
789.0
1204
1.0
1002
1002
790.0
1606
1.0
1405
2407
791.0 2137 1.0 1871 4278 Storage Volume Water Elevation = Principal Weir
Equalized Storage from Sediment Forebay Added to H&H Calculations (added to Sand Filter Volumes)

Project: Pine Forest II Engineer: R, Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: December 5, 2019
Client: The Johnson Group, INC By: Corin Brown
BMP Type: Surface Sand Filter #200
Water Quality Volume (WQv) 11477.04: cu.ft.
POND STORAGE VOLUME:
LOCATION CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C,F,) (C.F.)
Top of Soil Media/Bottom of Pond
788.00
7,386
0.0
0
0
788.50
8,105
0.5
3,873
3,873
789.00
8,824
0.5
4,232
8,105
Water Quality Volume
789.39
9,797
0.4
3,631
11,736
789.50
9,542
0.5
4,591
12,696
790.00
10,261
0.6
4,951
16,687
790.50
11,112
0.5
5,343
22,030
791.00
11,964
0.5
5,769
27,799
791.50
12,815
0.5
6,195
33,993
792.00
13,666
0.5
6,620
40,614
792.50
14,540
0.5
7,052
47,665
793.00
15,414
0.5
7,489
55,154
793.50
16,288
0.5
7,926
63,079
Principal Weir
794.00
17,162
0.5
8,363
71,442
794.50
17,933
0.5
8,774
80,215
Emergency Spillway
795.00
18,704
0.5
9,159
89,375
795.50
19,475
0.5
9,545
98,919
Top of Berm
796.00
20,246
0.5
9,930
108,850

BMP
REQUIRED
PROVIDED
ELEVATION
SAND FILTER
945 SF
1,050 SF
788.00
WQV
11,477 CF
11,736CF
789.39
PEAK CONTROL
POST -DEVELOPMENT
POST ROUTING
STORM EVENT
RUNOFF
RUNOFF
ELEVATION
2 YR - 24HR
17.97 CFS
0.554 CFS
790.29
10 YR - 24HR
34.79 CFS
1.101 CFS
792.01
50 YR - 24HR
54.40 CFS
1.480 CFS
793.83
100 YR - 24HR
63.83 CFS
4.282 CFS
794.15

Hydrograph Summary Re po ydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
17.97
2
718
35,936
------
------
------
Post Drainage Area
2
Reservoir
0.554
2
890
35,304
1
790.29
20,717
BMP #200
BMP #200.gpw
Return Period: 2 Year
Thursday, 12 / 5 / 2019

ydr®graph
Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff Peak discharge
= 17.97 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 35,936 cuft
Drainage area
= 8.270 ac
Curve number
= 74.6
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)
Post Drainage Area
Hyd. No. 1 -- 2 Year
Q (cfs)
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 2 4 6 8 10
12 14 16 18 20 22
24 26
Hyd No. 1
Time (hrs)

Aydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 0.554 cfs
Storm frequency
= 2 yrs
Time to peak
= 14.83 hrs
Time interval
= 2 min
Hyd. volume
= 35,304 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 790.29 ft
Reservoir name
= BMP #200
Max. Storage
= 20,717 cuft
Storage Indication method used.
BMP #200
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 2 Hyd No. 1 [l._I..1..1.7..1::] Total storage used = 20,717 cuft

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Thursday, 12 / 5 / 2019
Pond No. 1 - BMP #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 (sqft) Incr. Storage (cult) Total storage (cult)
0.00
788.00
7,386
0
0
0.50
788.50
8,105
3,871
3,871
1.00
789.00
8,824
4,231
8,102
1.50
789.50
9,542
4,590
12,691
2.00
790.00
10,261
4,949
17,641
2.50
790.50
11,112
5,341
22,982
3.00
791.00
11,964
5,767
28,749
3.50
791.50
12,815
6,193
34,942
4.00
792.00
13,666
6,618
41,560
4.50
792.50
14,540
7,050
48,610
5.00
793.00
15,414
7,487
56,097
5.50
793.50
16,288
7,924
64,020
6.00
794.00
17,162
8,361
72,381
6.50
794.50
17,933
8,772
81,153
7.00
795.00
18,704
9,158
90,311
7.50
795.50
19,475
9,543
99,854
8.00
796.00
20,246
9,929
109,783
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
Inactive
Inactive
Inactive
Inactive
Crest Len (ft)
Inactive
Inactive
Inactive
Inactive
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
= 1
---
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
8.00
6.00
4.00
2.00
0.00 ® '
0.00 9.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge Elev (ft)
__ 796.00
794.00
792.00
790.00
' 788.00
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

Hydrograph S u m m a ry Rep® - T-lydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
34.79
2
716
70,245
------
------
------
Post Drainage Area
2
Reservoir
1.101
2
848
69,385
1
792.01
41,633
BMP #200
BMP #200.gpw
Return Period: 10 Year
Thursday, 12 / 5 / 2019

Hydrograph •' • 1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.270 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
Hyd No. 1
0
Thursday, 12 / 5 / 2019
Peak discharge
= 34.79 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 70,245 cuft
Curve number
= 74.6
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Drainage Area
Hyd. No. 1 -- 10 Year
6 8 10 12 14
Q (cfs)
35.00
M ••
25.00
20.00
15.00
10.00
5.00
__. 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 1.101 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.13 hrs
Time interval
= 2 min
Hyd. volume
= 69,385 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 792.01 ft
Reservoir name
= BMP #200
Max. Storage
= 41,633 cuft
Storage Indication method used.
BMP #200
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
35.00 35.00
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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 2 Hyd No. 1 11=1.7...1....1_.].:::1 Total storage used = 41,633 cuft

Hydrograph Summary Re PO - Tlydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
54.40
2
716
110,646
------
------
------
Post Drainage Area
2
Reservoir
1.480
2
876
109,436
1
793.83
69,606
BMP #200
BMP #200.gpw
Return Period: 50 Year
Thursday, 12 / 5 / 2019

Hydrograph '• •
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 54.40 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 110,646 cuft
Drainage area
= 8.270 ac
Curve number
= 74.6
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)
60.00
50.00
40.00
20.00
10.00
0.00 ,L
0 2 4
Hyd No. 1
6 8
Post Drainage Area
Hyd. No. 1 -- 50 Year
Q (cfs)
60.00
50.00
40.00
20.00
10.00
_ 0.00
10 12 14 16 18 20 22 24
Time (hrs)

Hydrograph
Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 1.480 cfs
Storm frequency
= 50 yrs
Time to peak
= 14.60 hrs
Time interval
= 2 min
Hyd. volume
= 109,436 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 793.83 ft
Reservoir name
= BMP #200
Max. Storage
= 69,606 cuft
Storage Indication method used.
BMP #200
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 LL L 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 2 Hyd No. 1 [I. l..] l...l...L] Total storage used = 69,606 cuft

11
Hydrograph Summary Re p®qydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
63.83
2
716
130,506
------
------
------
Post Drainage Area
2
Reservoir
4.282
2
756
129,223
1
794.15
74,938
BMP #200
BMP #200.gpw
Return Period: 100 Year
Thursday, 12 / 5 / 2019

Hydrograph
Report
12
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D®
by Autodesk, Inc. v2020
Thursday, 12 / 5 / 2019
Hyd. No. 1
Post Drainage Area
Hydrograph type
= SCS Runoff Peak discharge =
63.83 cfs
Storm frequency
= 100 yrs
Time to peak =
11.93 hrs
Time interval
= 2 min
Hyd. volume =
130,506 cuft
Drainage area
= 8.270 ac
Curve number =
74.6
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)
Post Drainage Area
Hyd. No. 1 -- 100 Year
Q (cfs)
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
0.0 2.0
4.0 6.0 8.0
10.0 12.0 14.0 16.0 18.0
20.0 22.0
Hyd No. 1
Time (hrs)

Aydrograph•
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post Drainage Area
Reservoir name
= BMP #200
Storage Indication method used.
Q (cfs;
70.00
50.00
40.00
c I iIll
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
13
Thursday, 12 / 5 / 2019
= 4.282 cfs
= 12.60 hrs
= 129,223 cuft
= 794.15 ft
= 74,938 tuft
Q (cfs)
70.00
50.00
40.00
30.00
10.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 2 Hyd No. 1 i1..1.1=.]-111 Total storage used = 74,938 cuft

Hydraf low Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Dec 12 2019
Pond #200 Riprap Flow
Invert Elev Dn (ft)
= 786.00
Calculations
Pipe Length (ft)
= 65.70
Qmin (cfs)
= 34.79
Slope (%)
= 0.76
Qmax (cfs)
= 34.79
Invert Elev Up (ft)
= 786.50
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 34.79
No. Barrels
= 1
Qpipe (cfs)
= 24.75
n-Value
= 0.012
Qovertop (cfs)
= 10.04
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 14.01
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 14.01
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 787.49
HGL Up (ft)
= 790.52
Embankment
Hw Elev (ft)
= 795.31
Top Elevation (ft)
= 795.00
Hw/D (ft)
= 5.87
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 20.00
Elev (R)
796.00
794.00
792.00
790.0D
788.00
786.00
784.00
Pond #200 Rlprap Flow
Circular Curved HGL -- Embank
Hw Depth (a)
9.50
7.60
5.50
3.50
1.50
-0.60
-2.50
Reach (a)

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