SW3190804_2712 - Pine Forest II Design Book Revised 2-12-20_2/14/2020

Storm Drain/Erosion Control Project Report
for
Pine Forest II
Iredell County, North Carolina
Date: February 12, 2019
Client:
The Johnson Group, Inc.
323 Walnut Street
Statesville, North Carolina 28677
Engineer:
R.. Joe Harris & Associates ID.C.
Iingineering • Surveying • Planning • Management
1186 STONECREST BLVD,
TEGA CAY, SC 29708
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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
n 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
Project Summary
Section 1: 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 Book
Page Number of 1971,
The predominant soil types within the proposed limits of construction are Cecil sandy clay loam and
Hiwassee fine sandy loam; all of which belong to the Soil Hydraulic Group B (as taken from the Web Soil
Survey 2.1— National Cooperative Soil Survey by NRCS).
The disturbance for the site will encompass roughly 23.88 acres. The site will encounter two phases of
erosion and sediment control management, beginning with an initial phase. Initial clearing, grading and
infrastructure placement will occur during this phase. The last phase (stabilization or final phase) will
include paving and stabilization of the site. Given the amount of grading work that will take place, the
majority of the erosion control is best managed through the use of sediment basins; with temporary
diversion ditches to help channel flow to the aforementioned basins. Accessory features such as inlet
protection, silt fence, and concentration outlets will also be used to assist with the bypass areas and
smaller areas of concentrated flow.
Two proposed sediment basins (Basin #100 and Basin #200) have been specified for the initial phase
erosion control. Sediment Basin #100 and Sediment Basin #200 will remain active during the final phase
of erosion control and sediment management. All storm drainage systems will be installed per plans
with no stubbed pipes or temporary pipes.
B. STORMWATER MANAGEMENT
Pre and Post development flows were analyzed to determine if storm water detention would be
necessary for the higher level storm events. The pre -development analysis point was conducted along
the existing creek which runs west/east on the south side of the area. The Post development analysis
was analyzed at the same location which includes BMP #100 and BMP #200.
Pre and Post Development runoff summaries can be found in Section V of this project report and in
summary for the 2-year, 10-year, 50-year and 100-year Storm Events.
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 11 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

Plne Forest II
Storm gain/Erosion Control Project Report^ Section 2; Project Information
Overall Project Information

3s' 4r4•u
5118M
Hydrologic Soil Group—Iredell County, North Carolina 3
(2712)
5119(i0 512010 512090 512170 512250
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Map Scale: 1:3,180 if printed on A portrait (8.5 x 11") sheet.
_,Meters
N 0 45 -90 180 270
0 150 300 6O0 _ _... Feet
900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDe% Natural Resources Web Soil Survey
;iM Conservation Service National Cooperative Soil Survey
512170
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Page 1 of 4

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Hydrologic Soil Group—Iredell County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres In AOI
Percent of AOI
CeB2
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B
4.5
15.2%
to 6 percent slopes,
moderately eroded
CeC2
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B
8.2
27.9%
to 10 percent slopes,
moderately eroded
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Cecil -Urban land
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percent slopes
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Chewacla loam, 0 to 2
B/D
4.7
16.0%
percent slopes,
frequently flooded
2.1
HwC
Hiwassee tine sandy
B
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
2.3
7.9%
PcE2
Pacolet sandy clay
B
loam, 15 to 25 percent
slopes, moderately
eroded
Totals for Area of Interest
29.4
100.0%
2712
t1SDA Natural Resources Web Soil Survey 6/12/2018
�t 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* r'�- g"
l Latitude: 35.7391*, Longitude:-80.8684*
Elevation: 852.99 ft**.
- " source: ESRI Maps vim" nr
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 8 aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in in
ches)1
Duration -- - --
Average recurrence interval (years)
in 2S 50_100 __. _ _ 200 � 500. _.. 1000
0 377 0.446 0.523 0.578 0.644 0.689 0 731 0.7T0 0.815 0,847
5-min (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 6557 0.7977) (0.686-0.842) 0.7116.0.897� 0.736.0,937
10-min 0.60E 0.7 33 0.838 0.925 F 1.03 1.10 F 1. 66 1.22 1.29 1.33
556.0654) (0.658_0.778) 0.7704912) (0.848.1y01) (0.935-1.11) (0.994-1.19) (1.051.27)..:.(1A9133) (1^13-1.42) (L16148)
[15-_min 0 T52 0.896 1.06 1 1T 1 30 1 39 1.47 1.54 1 62 1.68
(0.694-0.818) (0.827-0,977) (0.974.1 15) (1.07 i 27 �� (1 19 7.41) y (1 2fi1.51) (1.32 1.60) (1 37 1.68) (1 43 L79) (1.46 1.SS)
30-min 1.03 1 24 1.51 1. 00 1.93 2.09 1 2.25 2.40 2 58 2.71
-- - (0 952-1 12) (1 14.1.35) L1.39-1 64) (1 56-11.84) (1 76-2,009) (1,90-2.28) (2.02-2.45) (2214-2_62) (2 27 2.84) (2.36-3.00)
1.29 1,55 1.93 1 2.21 ' 2.56 2.83 3.10 3 36 3.70 3 96
60-min (1 19-1 40) (1 43-1 69) (1 78 2.10) (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 II . __._._....__-_,
2-hr 1.49 1 81 2.26 2 61 3,06 3.42 3 77 1 4.12 4.60 4. 66
(1.37 1.62) (i 66 1 97)` 1 (2.08 2.46) (2.38 2.84) (2 79 3.33) (3W08 3.72) (3.374.12) (3.654 52) F(4Y02.5.07} (425-5.50)
1.
F3-hr ._ (1 486074) (1.78 2311) (2^23 2.65) (2.573�06) (3.03 3363) (3: 8 4.08) (3.72 4.54) i (4_05 5802) (4 9.8.70) (4 83 6?24)..
6 hr (L82 2T13) (2.19 P 58) (2.74 3.23) (317 3474) (3 30943) (4`� 4099) (4 60 5.57) -(5,03 616) (5 9- AO)- (6 29.67)
12-hr ^M-2.36 _tl_2 85 ___. 3.57 4.15 �_s _ $_95_ __ 5_58__) -__:.0-6. 6 6 92 ..___._ _ �.86____, _.40-9.._
(2.18 2.56} (2,64 3 70) {3.31 3.89) (3.$2 4.50) (4.52-5.35) (--- -0.03) (5 60 6.74) {6 14 7 48} (6 $6 8.51) (7.40 9.34)
24-hr 2.82 3.41 4.32 5,02 6,00 6.77 .57 839 9.51 104
(2,623A5) (317.3.69) (4004.67)(4'64-543)_.:...t5S2.6,481_ t6.2t•7.32) [:'7-----
28�78)- ^(764-908) (8_62-10.3) J (9.38.1113)
2 day (3 8 3a8) (3.724033) (4 65 S1T, (5 37 6 26) (6 33864t) (7. 9 8032) (7.85 9625) (8.621
10 2) (9.66.161.5) (10.151
10 5 12 5)
3-day 3.53 F 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) h(5.65-6.57) (6,64.7 75) (7.43-8.69) (8.22.9.65) (9.02-10.6) 1(10.1.12.0) (10 9 13.0)
39
da496y ?(7.77406) 13 a 54 3.(3_48401) (d.9483) (5, 8598) (5.94688) {6.fi810) i89�) (9.4:1j (1Q5-2V4) 14
Fd7-ay 4.30 5.15 6.2T 7 44 8.30 9.22 101 11,1 123 13.3 (4.04-4.61) (4.83-5.51) (5.88.6.70) 1 (6.68 7 63) _� (7.75-8.88) (8859-9.87) (9.41-10.9) (10.3-11`9) (11.4-13.3) (12.214.3)
10-day 4.94 1 5.88 7.06 F 7 97 9.17 10.1 11.0 12.0 13.2 14.2
(4v66.5.26) (5.554.6.26) (6.66-7.52) (7.50 8 48) (8.60-9.76) (9.46-103) (10.3-11.8) (11.2-12.8) (12.3 14.1) (13.1-15.1)
20-day 6.62 7,83 9.24 10.3 11.8 12.9 14.1 15.2 16.7 17.9
(6.29 i 98) (7.43 8.25) (8.76 9.74} (9.79 10.9) 01.1.12.4) (12.2 13.6) (13.2 14.8) (14.2 16.1) (15.6-17.7) (16.6 19.0}
- -- --
8.20 9.6d 11.1 12.3 13.7 14.8 15.8 16.9 18.2 19.3
30-day (7 83-8.59) 1 (9.21-10.1) (10,6.11.7) (11.7 12.8) 1 (13.0-14.4) (14.1-15.5) (15.0-16.6) (16.0-17.7) (17.2-19.2) 1 (18.220.3)
F [45-day 1013.7 14.9 .19.8 21.1 22.2
(9.90 10.8) (11.6 ,6-1 12.6) (13.1-14.3) (14.3-15 6) (15.16.5 1T,6 187
7-17.2) (16-8.18.4) (17.8.19.6) (18.8-20.7) 1 (20.1.22.2) 1 (21 0 23 3)
60-day 12.3 14,3 16.1 1T 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))j (18.4-20.0) (19.6.21.3) (20.7-22 6) (21.8 23 8) (23725.4) (24.2.26.6)
_..-.__.._ _-1.._..�_.
Precipitation frequency (PF) estimates in this table are based on Frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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9118/2018 Precipitation Frequency Data Server
PF graphical
PIDS-based depth -duration -frequency (DDF) curves
Latitude- 35 7391', Longitude, -30 86840
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NOAA Atlas 14. Volume 2, Versior 3 Created (GNM: Tue Sep 18 1217.35 2018
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Maps & aerials
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National Weather Service
National Water Center
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Questions?: HDSC.Questions( noaa.gov
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httos:/lhdsc.nws.noaa.00v/hdsc/Dfds/Dfds Drintoaoe.html?lat=35 7391RInn=-AO AIA

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*
Elevation: 852.99 ft**
' source: ESRI Maps v� R
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
F tabular I PF grgphical I Mapq_L aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/
_ _.
Duration Average recurrence interval (years)
_ __..h _.._. �0 25 50 100 ! 200._1000
5 min 4.52 5.35 6.28 6.94 7.73 827 8 77 9.24 9.78 10.2
(4.18-4.92) (4 94-5,83) (5.77.6V84) (6.37-7.55) (7 04.8.39) (7.49 8 99) (7 8$ 9 56) (8.23-10`1) (8.59-10.8) (8.83.11,2)„
[10-m3.61 428 5.03 5.55 6.16 6.58 6.97 7 32 - -----7 73 8, 00
(3,34-3.92) (3.95.4.67) (4.62.5A) 09-604) (n 61-6.68) (5.96.7.16) (6.27.T60) (6.53 8.00) (6,80-8.51) (6.96.8,85)- - --_-__ - - - - __ . ...... . . .....
15-min . .....
3.01 3.58 4,24 4,68 F 5.20 5.56 5.88 6 16 6,49 6.70
(2.78-3 P7) (3 31.3.91) (3 90-4.62) (4-.29-5.9)^J (4.74-5.65)^ (5.03-6.04) (5.28.6.40) y(5.49 6 74) F5.70_7.14) T (5.82.T41)
F30-min 2,06 2 48 3.01 3.39 3.85 4 18 4.50 4 79 5.16 5 42
(L9D 2 24) (2:29 2 70) (2.77 3 28) (3.11.3.69) Y (351 4 18) ^(3.79 4 55) a (405rv4.90) ` (4 27 5 24) (4.54 5 68)(4.7 ^ 1,6.00)
1.29 1.55 1,93 2.21 2.56 2 83 3. 00 3.36 3.70 3 96
60-min (1.19-1.40) (1 43.1.69) (1.78.2.10) (2.03-2.40) (2 342.79) (2.57 308) (2.79.3.38)
._.._._-_...:������ (3.00-3_68) [326-4.08) - (3.44 4 38)m
2-hr (D^6$6-0 811) (0.832-D 986) (1�0411323)� (1.93042) (1 95.67) (1.54 1186) (1 69?$O6) (1. 30.26) (2.01 2053) (2,14 2875)
1.
1.
_3-hr Y (0.491-0580) 0.59 -0 04) (O744-D883) (0.857- 02)w (1.01.11,21)_ (1 22536) (12431851)_ (1.355267) (1 01290) (1_61 2.08)
6-hr O'328 0,396 0.496 0.575 0.682 0.768 0.855 0 945 1 07, r 1.17
{0 303-0.357) 0.366 D 431 } (0.458 0 540) (0.529-0625J (0 623 0 740)(0.696-0.833) �(D 768 0 930)(0.840 1,03) (0 934 1 V17) (1 00-L28)
F12-hr (0 18110.212) 0Y2119.0.257) (0.274.0 323) (0.3017 0 374) 1(0� 375-0.444) _ 20.0. 0.518 I_- 0-0.62.___. .56 653� 0 715-
(0.420.0.500) (0 J65.0 .55 .._ - 0 621) (0 569 0.76) (0.614-0.775)
.349
F24-hr (0.109-0 127) (0.132.0..1i 54) (0.1167 0..1195) (0,1193.0 226) (0.230-0 270) (0.259.0 305) (0 288-0 3-r I (0 3018-0 378) (0 359-Os 30) ((00 39 00,471
,121
21
2-day (0. 64-0 075) (0.07 -0 090) (0 97 0.1113) (0.1012 0 130) (0.132 0.3154) (0.148-00 73) (0.163-08 93; li(0,10( BO.0.213) (0.20120 240)^ 0 2o18 0.261)
3-day
(0.0 6-0 053) (0._55 0 064) (D 68-0 079) (0.079.0 091) (0,092-00108) (0.103.012i) (0 1014 0,413a) �(0 125 0� 48) (0 140.0166) (0 152 0.181)
0.039 F 0.047 F 0.058 r 0.067 1 0.0T8 0,088 0.097 0.107 F10120 0.13(0.036 0042) (0.044-0.050)(0054 0.062)(0.062 0.072) (0.073.0.084) (0.081 0.094) (0089 0.105)j(0.08,0.115) 0.130) (0:119-0.1414-day
F0.026 0031 0037 0.042 0.049 0.055 0.060 0,066 73 OA797-da00
0.0240.027)0029.0.033)(0 035-0040). 0040Q. 45046-O053) (0.051-0.059) .06-OA)j0061-0071[O.�6-0079J _-0085
10-day 0.021 0.024 0.029 0.033 0.038 0.042 0.046 I 0,050 0, 555 0. 559
F1 0-da�
(0.019{OA22): (0.023 0.026) (0�028 0.031 Y. (0.031-0.035) (OA36-0,041) (0.039-0.045) (0.043 0.049}j 0.046 0.053) (0.051.0.059) (0.055-0.063)
0.014 0 016 0. 119 0 222 0.025 0.027 0.029 j 0.032 0.035 0. 337
20-day (0.013.0.015 (0.015-0.017) (0.018-0.020) (0.020 0 023) (0023-0.026) (0.025-0.028) (0.0�28-0.03�1)I (0.030-0.033} (0.033�0.037� 0.03�5-0.040�}
[30-day� ��� 0.027
._.__ _
{OA11 0 012} (0.013-0.014) (0.015-0.016) (0.016.0.018) (0.018.0.020);(0.020-0.022) (0.021-0.023) 0.022.0.025) (0.024-0.027)'(0.025 0 028)
0.015 0.017 0.019 0. 221 0,022 i 0.023 0.025
[45-day 0.010 r 0.011 F 0.013 0. 114 0.015 0.016 F 0.0 77 0 018F 0.020 0.021
(0.009.0.010) (0.011-0.012) (Oi012-0.013)J (0 013-0 014) (0 015-0.016) (0.016-0.017) (0.017-0.018) I(0.017 0 019) (0.019.0.021) (0.01990.022)
-_ 0,013 0.014 0.015 0 116 0017 0.018
60 day 0 009 I 0 00. _ 01-0. ) ( 0 00 (0.013-0.014) (0 014-0.015) (0 014.0.016) 1(0.015-0.017) (0 016-0018) (0 017 0.018)
(0 008 0.009) (0.010 0 010) (0.011 0.012 0.012 0 013) �_-
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 (PbIP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information,
Back to Top
httDs://hdsc.nws noaa.aov/hdsc/Dfds/Dfds orintoaae.html71at=35 73g1RInn=-Ro RRA4?data=inloncihrRnnitc=onnlichRc=rioc=nric I,A

9/18/2018
Precipitation Frequency Data Server
PF graphical
PDS-based intensity -duration -frequency (IDF) curies
Latitude 35 7391", Longitude -80 8684*
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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
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Centel
1325 East West Highway
Silver Spring, MD 20910
Questions? [e-mail]
Disclalmer
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Pine Forest Tr
Storm Drain/Erosion Control Project Report Section 3; Storm ©rain Calculations
Storm System Analysis
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Pine Forest 11
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Inlet Report
Hydrailow Express Extension for AutodesKO A&CADO Clvll 308 by Autodesk, ]no. Wednesday, Sep 19 2018
DG #123
Drop Grate Inlet
Calculations
Location
= Sag
Compute by,
Known Q
Curb Length (fi)
= -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 (ft)
a 3.00
Q Capt (of$)
= 0.02
Q Bypass (cfe)
= . -0-
Gutter
Depth at Inlet (in)
= 0,09
Slope, Sir (ft/ft)
= 0.021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0,021
Gutter Spread (ft)
= 2.73
Local Depr (in)
= -0-
Gutter VeI (ftls)
= -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= .0.
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
NO dimensbalm In MI
i
;9
a
;j

Inlet Report
Hyd raflow Express Extension for AutodeskO AutoCAD® Civil 300 by Autodesk, Inc,
Wednesday, Sep 19 2018
DG #'124
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
!mown Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.89
Throat Height (in)
= .0�
Grate Area (sgft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.89
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.89
Q Bypass (cfs)
= -0.
Gutter
Depth at Inlet (in)
= 1.15
Slope, Sw (ft/ft)
= 0.021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0,021
Gutter Spread (ft)
= 11.12
Local Depr (in)
_ .0.
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 2,00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= .0.
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
All dlm.ans�ons Irt Beet

Inlet Report
Hydraflow Express Extenslon For Autodesk®AutoCADO CIA 3DO by Autodesk, Inc. Wednesday, Sep 19 2o1 o
DG #130
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.14
Throat Height (in)
= -0-
Grate Area (sgft)
= 6.00
Highlighted
Grate Width (ft)
: 2.00
Q Total (cfs)
= 2.14
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.14
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 2.06
Slope, SW (ft/ft)
= 0.021
Oiclency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 18.37
Local Depr (in)
= -0-
Gutter Vol (ftls)
_ -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-Value .
= -0-
.0.. almerlsionsInfed iF S
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Inlet Report
Hydraffow Express Extenslon for AutodeskO AufoCADO Civil 300 by Autodesk, Inc. Wednesday, Sep 19 2D18
DG #131
Drop Grate Inlet;
Calculations
Location
= Sag
Compute by;
Curb Length (ft)
= -0.
Q (cfs)
Throat Height (in)
= �0-
Grate Area (sqft)
= 6,00
Highlighted
Grate Width (ft)
= 2,00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0,021
Efficiency (%)
Slope, Sx (ft/ft)
= 0,021
Gutter Spread (ft)
Local Depr (in)
= -0-
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= -0-
Bypass Depth (in)
Gutter n-value
= .0.
Al d1m,&IS1am rol Ud
Known Q
= 3.69
3,69
3.69
_ -0-
= 2,97
= 100
2a,54
— -0-
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Pine Forest IT
Storm Drain/Erosion Control Project Report Section 3; Storm brain Calculations
Storm System 200 Analysis
Storm 200

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Inlet Report
Hydraflow Express Extension for AutodeskO AutoCADO Civil 3D® by Aatodesk, Inc. Wednesday, Sep 19 2018
DG #21 8
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.98
Throat Height (in)
= -0-
Grate Area (sgft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.98
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.98
Q Bypass (cfs)
= .0-
Gutter
Depth at Inlet (in)
= 1.96
Slope, SW (ft/ft)
= 0,021
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.021
Gutter Spread (ft)
= 17.54
Local Depr (in)
= -0-
Gutter Vel (ftls)
= -0-
GLitter Width (ft)
= 2.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
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Fine Forest TI
Storm Drain/Eroslon Control Project Report Section 4, Sediment & Erosion Control
Erosion Control Calculations
Initial Basins Calcs

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

Pine Forest II
Iredell County, North Carolina
Project Number: 2712
August 7, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #100
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area = 12.06 ac.
Paved Roads/Sidewalk/Structures 0,03 ac.
Wooded Area
C = 0.95
C = 0.25
4.76 ac.
Good Grass (>75% coverage) 6.83 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 100) 0.29
0.44 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #100
POND STORAGE VOLUME:
DATE: 7-Aug-18
DESIGNER: IAB
ENGINEER: PLM
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
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
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
128,702
Type of Basin: Riser & Barrel
Drainage Area: 12.06 Acres
Denuded Area: 0.44 Acres
Req. Volume: 21,706 Cubic Feet
Provided Volume: 84,038 Cubic Feet ( @796-Top of Riser Weir)
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
OK

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
105,092
798.00
24,900
8.0
23,611
128,702
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
N.
AREA
S.F.
'C'
INVERT
ELEV.
T.
CENTR.
ELEV.
(FT.)
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
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:
MIN-
Q
Q1
Q2
®
1 11
1 11
1 11
11
1 11
1 11
1 11
11
11
1 11
1 11
1 11
1 11
1 11
1 11
1 11
1 11
11
111
111
11!
1 1
11
111
111
11
11
i 11
1 11
� 11
1 11
1 11
11
1 11
11
1 1
1 11
1 11
1 11
1 11
1 1
11
1 1
11
1 11
11
1 11
1 11
11
1 11
1 11
/ 11
11
11
111
111
111
111
11
i 1
11
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
179,595
2.08
793.00
169,507
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 0.2036
791.00 0.2400
792,00 0.2765
793.00 0.3182
794.00 0.3599
795.00 0.4071
796.00 0.4543
797.00 0,5130
798.00 0.5716

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Project Name: Pine Forest II
Ballast 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
AammWom
• Wahr buoyerwy In Wad urM botbm of ma bealn &ucltn.
•wltweol dco 1.M 160 UP
•Might d by ebb e.d Wp.1. not mdudW b cdcuwum.
Uplift at Peak Elevation:
Peak Elevation =796 ft. - 788.5 ft
Pine Forest II
Initial Sediment Basin #100
9 ft2 797' SplllwA 1' Spillway Height T
4 ft2 796' Riser Welr _
24 In T TxT OD Box
798 ft.
790 ft.
796 ft.
796 ft.
788.5 ft.
1 ft.
788.5 ft.
790' Bottom of Basin
788.6' Bottom of Riser Structuw
ftludnp typkd 8 bew)
Peak Elevation = 7.5ft.
Uplift Force= (62.4 Ib/ft3)(7.5')(9ft2)
Uplift Force= 4212 lb
Volume of Concrete Required to Stabilize Riser:
4212 Ibs X 11150 Ibs/ft3=
28.08
R3
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(3'x3'x7.5')-(2'x2'x7.5')+(3'x3'x0'-0.5')]xl501bs/ft'=
4950
lb
Volume of Concrete Within Riser:
4950 Ibs X 1/150 Ibs/ft3=
33.00
ft'
30" O.D. RCP X 6"=
-2.45
ft
4" x 6" x 6" _
-0.08
R3
2 X 2.0" O.D. X 6"=
-0.02
ft3
Total volume of concrete in riser =
30.44
ft3
Volume of additional ballast needed =
-2.36
ft3
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x4'x1'
16ft3
Weight of Concrete Within Ballast Pad:
12.25ft' x 150 IMP=
2400 lb
Buoyancy of Ballast Pad:
62.4 lb/ft' x 12.25 W =
998.4 lb
7
Ballast Pad
of Basin
Stone Bedding 241n. RCP
-M.— 8- bca htdudad In precast d-8 wba hew yet to be removed
•A—.. 241. I.D. pipe has 300.0.
Outlet barrel connection
Weir at 796.00 'Assume we# heIV er,& at prbdpal weir eWw w
Orifice at 790.00
= 28.08 ft' - 30.44 ft3
'Awn. weight of sA over mWeon0 adpa of belled pad Is moUtdo
A—. baled pad ha blpy— Rom water mgWthq ih ambednant Mad
Total Weight of Concrete In Riser Incld. Ballast = 6966 lb = (30.44ft' + 1611:3) x 150 IWO
Total Weight Required to Prevent Uplift = 5210.4 lb = (42121b + 998.4)
Factor of safety = 1.34
8.5'
0'

PROJECT: Pine Forest II DATE: 7-Aug-18
PROJECT #: Project Number: 2712 DESIGNER: IAB
DESCRIPTION: Initial Sediment Basin #100 ENGINEER: PLM
Initial Sediment Basin 100
Actual Volume W*
;08 Actual Surface Area ft`
Values from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches) S Skimmer Sizes as Manufactured
0.333 Head on Skimmer (feet) by Faircloth (Standard Sizes)
#. Orifice Size (1/4 inch increments) ,
3.22 Dewatering Time (days) Skimmer size should be a min. 1-pipe
Suggest about 3 days ,sl size bigger than orifice
Orifice size shall equal skimmer arm
size (arm connects to outlet pipe)
Spreadsheet for sizing skiinmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedenr.org/web/Ir/Iinlcs 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.
Wooded Area
C = 0.95
C = 0.25
2.84 ac.
Good Grass (>75% coverage) 5.78 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 200) 0.31
0.66 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Initial Sediment Basin #200
POND STORAGE VOLUME:
DATE: 7-Aug-18
DESIGNER: IAB
ENGINEER: PLM
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:
Drainage Area:
Denuded Area:
Req. Volume:
Provided Volume:
Emergency Spillway Length:
Riser & Barrel
9.28 Acres
0.66 Acres
16,704 Cubic Feet
75,045 Cubic Feet ( @794-Top of Riser Weir)
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: 21X2' 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
T. 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
12,291
3.0
11,586
1 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,
T.)
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
(FT.)
LENGTH
FT.
'C'
1
794.00
10.00
3.3
SPILLWAY FLOW DATA:
E: 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:
ELEV
Qt
�
tt
ttt
ttt
t t
ttt
t t
ttt
tt
• tt
t �
Ott
tt
ttt
Ott
ttt
tit
t �
• t
�
ttt
ttt
�
t t
ttt
ttt
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
179,585
2.08
791.00
169,507
1.96
792.00
158,790
1.84
793.00
147,292
L70
794.00
134,825
1.56
795.00
121,076
34.70
796.00
105,552
161.12
Contour Area (Acres):
788.00 0.1924
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 ft"
Riser Size (2'x2' I.D.):
4 ft"
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
A.aanpgon•
766.6' Bottom of Riser Structure
• Water buoymoy In afr«t until bottom of the bash ebuotura.
• unit 'eight of oonafaeet M IMI
(Whaling hpkal6 bees)
Might of kp asb am supports nm Inwuded In calWallon.
Uplift at Peak Elevation:
Peak Elevation =794 ft. - 786.5 ft
Peak Elevation = 7.5ft.
Uplift Force= (62.4 Ib/ft3)(7.5')(9ft2)
Uplift Force= 4212 lb
Volume of Concrete Required to Stabilize Riser:
4212 lbs X 11150 Ibs/fO=
28.08
fts
Volume of Concrete Within Riser:
Weight of Concrete Within Riser:
[(3'x3'x7.5')42'x2'x7.5')+(3'x3'x0'-0.5')Ix1501bs/ft3=
4950
lb
Volume of Concrete Within Riser:
4950 Ibs X 1/150 Ibs/fts=
33.00
fts
23" O.D. RCP X 6"=
-1.44
fts
4" x 6" x 6" =
-0.08
fts
2 X 2.0" O.D. X 6"=
-0.02
Rs
Total volume of concrete in riser =
31.45
Rs
Volume of additional ballast needed =
-3.37
fts
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4'x4'xV
16 fts
Weight of Concrete Within Ballast Pad:
16 fts x 150 lb/ft' =
2400 lb
Buoyancy of Ballast Pad:
62.4 Ib/fts x 16 fts =
998.4 lb
of Basin
795' II E 1' Spillway Height
794' Riser WelrM012gq
TxT OD
7
Ballast Pad Stone Bedding 18 In. RCP
•Antmos R• ban Imluded h fanned riser& wtlds hem yet lobe removed
Outlet barrel connection -A-- te' I.D. ppa has 2r O.D.
Weir at 794.00 •A--wabheight and. atishmpal re*deaamn
Orifice at 796.00
= 28.08 fts - 31.45 fts
•Assume weight of a * — ovalapow odges of ballast pad la negggiMa
•Asslme balled pad has buoyenca fmm water nogtwdq Its a omrnsit In W
Total Weight of Concrete in Riser Incid. Ballast = 7118 lb = (31.45ft3 + 16fts) x 150 Ib/fts
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
,, w _3 Actual Volume ft3
4 .
'f Actual Surface Area ft`'
Values from RJHA Sediment Basin "
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
t' Skimmer Size inches
. (inches) [ Skimmer Sizes as Manufactured
0.25 Head on Skimmer (feet) { ` s by Faircloth (Standard Sizes)
Orifice Size (1/4 inch increments)
3.62 Dewatering Time (days) Skimmer size should be a min. 1-pipe
Suggest about 3 days 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.org/web/ir/linlcs 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 4. Sediment & Erosion Control
Initial Erosion Control
Pipe Slope Drain Calcif.ations
Ptp4Slope Drains

Plne Forest II
Iredell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #100 West Slope Draln
Soli Type: Cecil Sandy Clay Loam & Hiwassee Pine Sandy Loam • HSG "B"
Total Drainage Area = 10.68 ac.
Paved Roads/Sldewalk/Structures 0.00 ac.
Wooded Area
C = 0.96
C = 0.25
3,77 ac.
Good Grass (>76% coverage) 6.88 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 100) 0.28
0.00 ac.

Pine Forest II
Iredell County" North Carolina
Project Number: 2712
August 10, 2018
Rational "C° Values
24 Hour Storm Event
Initial Sediment Basin #100 East Slope Drain
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG"B"
Total Drainage Area = 0,31 ac.
Paved Roads/Sidewalk/Structures 0.00 ac.
Wooded Area
C = 0.95
C = 0.25
0.31 ac,
Good Grass (>75% coverage) 0.00 ac.
Newly Graded
C = 0,3
C = 0.6
Composite C (Initial Basin 100) 0.25
0.00 ac.

Pine Forest II
lredell County, North Carolina
Project Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #200 West Slope Drain
Soil Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam , HSG "B"
Total Drainage Area = 0,61 ac,
Paved Roads/Sidewalk/Structures 0,00 sc,
Wooded Area
C W 0.95
C = 0.25
0.59 ac,
Good Grass (>75% coverage) 0.02 ac,
Newly Graded
C = 0,3
"
Composite C (initial Basin 200) 0.25
0,00 ac,

Dine Forest 11
Iredell County, North Carolina
Propoct Number: 2712
August 10, 2018
Rational "C" Values
24 Hour Storm Event
Initial Sediment Basin #200 East Slope Drain
Soil Type; Cecil Sandy Clay Loam & Hlwassee twine Sandy Loam - HSG "B"
Total Drainage Area a 6.88 ac.
Paved Roads/Sidewalk/Structures 0.00 ac.
Wooded Area
C = 0.95
C = 0.26
1,50 ac.
Good Crass (>75% coverage) 5.38 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Initial Basin 200) 0.29
0.00 ac.

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADG Civil 3002018 by Autodesk. Inc, v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfa)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maxlmum
elevation
(ft),
Total
strge used
(tuft)
Hydrograph
Description
1
Rational
9.346
1
20
11,215
-••---
•---
-.--.
B881n#100 West Slope Draln
2
Rational
0,413
1
5
124
-- -
----,•
...•..
Basin #100 East Slope Drain
3
Rational
0,814
1
8
244
—•--
-.•.•
------
Basin #200 West Slope Drain
4
Rational
t3.253
1
20
7,504
Basin #200 east Slope Drafn
Slope Drains.gpw
Return Period: 2 Year
Tuesday, 09 125 f 2018

Hydrograph Deport
Hydraflow Hydrographs Extenslon for AutoCADO Civil 3DO 2018 by Autodesk, Inc, V12
Hyd. No. 9
Basin #100 West Slope
Drain
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 10,650 ac
Intensity
: 3.134 1n/hr
OF Curve
= Iredell.IDF
Q (cfs)
10.00
10
r M
4,00
2,00
Peak discharge
Time to peak
Hyd. volume
Runoff coeff,
Tc by User
Asc/Rec limb fact
Basin #100 West Slope Drain
Hyd, No. 1 -- 2 Year
Tuesday, 09 / 25 / 2018
= 9.346 cfs
20 min
= 11,215 tuft
0.28
= 20.00 min
- 1/1
Q (cfs)
10.00
M
• 6Y
4.00
2,00
0.00 19 1 1 1 1 I I I I I I I I I J I I I
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
- Hyd No. 1
Time (min)

Hydrog raph Report
Hydraflow Hydrographs Extension For AutoCADO Civil 300 2018 by Autodesk, Inc, 02
Hyd, No, 2
Basin #100 East Slope Drain
Hydrograph type = Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 0.310 ac
Intensity = 5.335 in/hr
IDF Curve = IredeII.IDF
Q (cfs)
0.50
0,45
0,40
0 35
0,30
0,25
0.20
0,15
0,10
0.05
0.00
a 1
• Hyd No. 2
Peak discharge
Time to peak
Hyd, volume
Runoff. coeff.
Tc by User
Aso/Rec limb fact
Basin #100 East Slope Drain
Hyd. No. 2 w 2 Year
u
Tuesday, 09 / 25 / 2018
= 0,413 cfs
= 5 min
= 124 tuft
= 0,25
= 5.00 min
= 1/1
2 3 4 5 6 7 6 9
Q (cfs)
0.50
0.46
0.40
0.35
0,30
0,25
0.20
0,15
0.10
0.05
0.00
10
Time (min)

Hydrograph Report
HydraflowHydrographs Extcrislon for AutoCADSCMI 3DG2018 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 in1hr
IDF Curve
= lredell.IDF
Q (Ofs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0,30
0.20
0.10 7;04-
0.00
0 1
— Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Aso/Rec limb fact
Basin #200 West Slope Drain
Hyd, No. 3 -- 2 Yamr
2 3 4 5 6
4
Tuestiny, 09 / 25 / 2018
= 0,814 cfs
= 5 min
= 244 tuft
= 0.25
= 5.00 min
= 1/1

Hydrograph Report
Hydraftow Hydrographs r=xtenslon for AutoCAD® Clvll 3DO 2018 by Autodesk, Inc. v12
Hyd. No. 4
Basin #200 East Slope Drain
Hydrograph type
= Rational
Storm frequency
; 2 yrs
Time interval
1 min
Drainage area
= 6,880 ac
Intensity
= 3.134 in/hr
IDF Curve
= Iredell.IDF
0 (Cfs)
7.00
M.
5.00
4.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd, volume
Runoff coeff.
Tc by User
Aso/Rec limb fact
Basin #200 East Slope Drain
Hyd, No. 4 -- 2 Year
6
Tueadey, 09 126 / 2018
= 6.253 cfs
= 20 min
= 7,504 ouft
= 0.29
= 20.00 min
= 1/1
Q (A)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0,00 -i _ 1__ I I I I 1 1 � I I i I i I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No, 4
Time (min)

Hyd
graph Summary
ro Report Hydrafiow Hydrographs Extension for AutoCAD® Civil "2018 by Autodesk, Inc, v12
Hyd.
No,
Flydrograph
type
(origin)
Peak
flow
(cfe)
Time
Interval
(min)
Time to
peak
(min)
Hyd,
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(1t)
Total
strge used
(cuff)
Hydrograph
Description
1 Rational
12.66 1
20
15,068
....
...._
____
Basin *100 West Slope Drain
2 Rational
0.537 1
5
161
•••.••
w---
•--•-
Basin0100 East Slope Drain
3 Rational
1.057 1
5
317
-•----
--- --
......
Basin #200 West Slope drain
4 Rational
8,401 1
20
10,081
......
i
,
I
I
-- -
--
Basin #200 East Slope Drain
Slope Drains,gpw
Return Period; 10 Year
Tuesday, 09 / 25 / 2018

Hydrograph Repoft
7
Hydraflow Hydrographs Extenslon for AutoCA06 ONO 3OO 201 B by Autodeak, Inc. v12
Tuesday, 09128 / 201 a
Hyd. No. I
Basin #100 West Slope Drain
Hydrograph type = National
Peak discharge
= 12.56 cfs
Storm frequency = 10 yrs
Time to peal[
= 20 min
Time Interval = 1 min
Hyd. volume
= 15,068 cuft
Drainage area = 10,650 ac
Runoff coeff.
= 0.28
Intensity = 4.211 In/hr
To by User
= 20.00 min
11DF Curve = IredeII.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
14.00
12.00
10.00
M
1401
4.00
Basin #100 West Slope Drain
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
10.00
e
M
4.00
2.00
0.00 w I I I I I I I I i i i I i 1 1 I I --I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
- Hyd No. 1 Time (mire)

Hydrograph Report
Hydraflow Hydrographs Extension for AwtoCADO QvIl SM 2018 by Autodesk, Inc. V12
Hyd, No. 2
Basin #100 East Slope Drain
Hydrograph type = Rational
Storm frequency = 10 yrs
Time interval' = I min
Drainage area = 0.310 ac
Intensity = 6.933 in/hr
IDF Curve = lredel(,IDF
Q (cfs)
1.00
0.90
0,80
0.70
0,60
0.50
0.40
0,30
0.20
0.10
0.00
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
1 2 3 4
Hyd No. 2
Tuesday, 09 126 / 2018
= 0.537 cfs
= 5 min
= 161 CLIft
= 0,25
= 5.00 min
= 111
a (cfs)
1.00
0.90
0.80
0,70
0.60
0.50
0.40
0.30
0,20
0,10
0,00
5 6 7 8 9 10
Time (min)

Hydroglraph Report
8
I*draflow Hydrographs Extenalon for AutoCACO Civil 300) 2018 by Autodesk, Inc, v12
Tuesday, 09125 / 2018
Hyd. No. 3
Basin #200 West Slope Drain
Hydrograph type = Rational
Peak discharge
= 1.057 cfs
Storm frequency = 10 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd, volume
= 317 cuff
Drainage area = 0.610 ac
Runoff coeff.
= 0,25
Intensity = 6.933 in/hr
Tc by User
= 5.00 min
OF Curve = IredeII.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
2,00
1.00
Basin #F200 West Slope Drain
Hyd, No. 3 -» 10 Year
0.00
0 1 2 3 4 5 6 7 8 8
Hyd No. 3
Q (cfs)
2.00
1.00
--N 0.00
10
Time (min)

Hydrograph Report
Hydraffow Hydrographs Extension for AufoCAD® CIA 3D0 2018 by Autodask, [no, v12
Hyd. No. 4
Basin #200 East Slope Drain
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 6.880 ac
Intensity
= 4.211 in/hr
OF Curve
= Iredell.10F
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Leak discharge
Time to peak
Hyd, volume
Runoff coeff,
To by User
Aso/Rec limb fact
Basin #200 East Slope Drain
Hyd. No. 4 — 10 Year
10
Tuesday, 09 / 28 / 2018
= 8.401 cfs
= 20 min
10,081 cult
= 0.29
= 20.00 min
= Ill
Q (cfs)
10.00
M
. i�
4,00
2.00
a.0a Z I `I I I I I I I f I I I I I I I - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No. 4 Time (min)

Pine Forest II
Storm Drain/Froslon Control Project Report Section 4. Sediment & Erosion Control
Final Phase Erasion Control Basin Calculations
Final 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
Sail Type: Cecil Sandy Clay Loam & Hiwassee Fine Sandy Loam - HSG "B"
Total Drainage Area m 12.02 ac.
Paved Roads/Sideoialk/Structures 2.35 ac.
C = 0,95
Wooded Area
C = 0.25
0.00 ac.
Good Grass (>75% coverage) 9.67 ac.
Newly Graded
G = 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
23,111
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
17,518
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-7
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 n 2.22%
* Barrel designed to carry 2yr. flow
16,350 sq.ft.
OI{
Required Surf
Provided Surf
OIC

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.
Wooded Area
C = 0.95
C = 0.25
0.00 ac.
Good Grass (>75% coverage) 9.67 ac.
Newly Graded
C = 0.3
C = 0.6
Composite C (Final Basin 100) 0.43
0.00 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Final Sediment Basin #100
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
23,111
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
17,518
80,300
Top
798.00
21,077
&0
19,884
100,184
Type of Basin:
Drainage Area:
Denuded Area:
Req. Volume:
Provided Volume:
Emergency Spillway Length:
Riser & Barrel
12.02 Acres
11.85 Acres
21,330 Cubic Feet
62,782 Cubic Feet ( @796-Top of Riser Weir )
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
OK

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
T. 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
23,11.1
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.
T.
DESCRIPTION
WEIR FLOW DATA:
WE,
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
fC' = 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:
ELEV.
(FT.)
ORIFICES
WEIRS SPILLWA
Q1 Q2 Q3 Q1
C.F.S.) (C.F.S.) (C.F.S.) (C.F.S.)
TOTAL,
FLOW
(C.F.S,
Q1
(C.F.S.)
Q2
(C.F.S.)
Q3
(C.F.S.)
790.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
791.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
792.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
793.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
794.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
795.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
796.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
797.00
0.00
0.00
0.00
39.96
0.00
0.00
0.00
39.96
798.00
0.00
0.00
0.00
113.02
0.00
0.00
65.72
178.74
FINAL RESULTS:
STAGE REVERSE Q DISCHARGE
(FT.) (C.F.IDAY) (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
1
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

0
-7f!
W
a
1J
8
c
O �
0 �'m
tC
U 0.4v
O
Z
=
d
'4� N
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M
L
C
N
_U
d
11 II
tl�
�I
d
E
C
Z
11
.q
y
v
..2
.a
q
d
a`
0
o
a
a
(11) azig dwdiH Osp
19
to
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.ti M
0
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II
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a2 C
� y
O O O
"' N M

Project Name: Pine Forest II
Ballast Pad Design: Final Sediment Basin #100
RJH Ref #2712
Riser Size (3'x3' O.D.): 9 ft'
797'
Riser Size (2'x2' I.D.): 4 ft"
Barrel Size: 24 In
Top of Basin: 798 ft.
Bottom of Basin: 790 ft.
Principle Riser Weir: 796 ft.
Top of Riser Structure: 796 ft.
Bottom of Riser Structure: 788.5 ft.
Spillway Height from top of Basin: 1 ft.
Bottom of Barrel 788.5 ft.
790' Bottom of Basin
Aseunlpt—' 788.5' Bottom
Watw buoymoyln of(W win b°tiam of the bean an,clum.
of Riser structure
• unit welghl of conomisel 150 MIN pnG,nttq Iyrylca 8 base)
' Welght of 4 4M and wppof° not Ndndad In o&ulelon.
Uplift at Peak Elevation:
Peak Elevation =796 ft. - 788.5 ft.
Peak Elevation = 7.5ft.
Uplift Force= (62.4 Ib/ft )(7.5')(9ftg)
Uplift Force= 4212 lb
Volume of Concrete Required to Stabilize Riser:
4212 Ibs 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'xnO'-0.5')]x1501bs/ft3=
4950 lb
Volume of Concrete Within Riser:
4950 Ibs X 1/150 Ibs/ft3=
33.00 ft3
30" O.D. RCP X 6"=
-2.45 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 =
30.44 ft3
Volume of additional ballast needed =
-2.36 ft
Ballast Pad Dimensions:
Volume of Concrete Within Ballast Pad:
4' x 4' x 1'
16 ft3
Weight of Concrete Within Ballast Pad:
16 ft3 x 150 Ib/ft3 =
2400 lb
Buoyancy of Ballast Pad :
62.4 lb/ft' x 16 ft3 =
998.4 lb
798' Top of Basin
1' Spillway Height
I+:
3'x3' OD Box i�l III ' liii, .
7
Ballast Pad Stone Bedding 241n. RCP
'Aewme Vbml hn al preeaat diet B wMa hew)91 to t» removed
'Anume 241n. I.D. plpo hn 30 O.D.
Outlet barrel connection
Weir at796.00 'A--IMrMight and. atWamlpawar
a.auw,
Orifice at 790.00
=28.08ft' -30.44ft'
-A-0 Woot Of gal owe o-hpping edgnof belaM pad la not!"
'Am ina bat mat pad has buo'Anca fretn water neglectIng It. aabadmanl in adl
Total Weight of Concrete in Riser Incld. Ballast = 6966 lb = (30.44ft3 + 103) x 150 lb/ft3
Total Weight Required to Prevent Uplift = 5210.4 lb = (4212Ib + 998.4)
Factor of safety = 1.34
8.5'
0'

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
3t� Required Volume ft3
;.; Required Surface Area ft`'
FValues from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches)
Skimmer Sizes as Manufactured
0.333 Head on Skimmer (feet) t by Faircloth (Standard Sizes)
RISMA
Orifice Size (1/4 inch increments)
3.16 Dewatering Time (days) Skimmer size should be a min. 1-pipe
Suggest about 3 days; 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 httn://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 If
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.
C = 0.95
Wooded Area
C = 0.25
0.00 ac.
Good Grass (>75% coverage) 6.72 ac.
C = 0.3
Newly Graded
Composite C (Final Basin 200) 0.42
0.00 ac.

PROJECT: Pine Forest II
PROJECT REF: Project Number: 2712
DESCRIPTION: Final Sediment Basin #200
POND STORAGE VOLUME:
DATE: 7-Aug-18
DESIGNER: IAB
ENGINEER: PLM
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
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
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 cis
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: 21X2' I.D. Box
Barrel: 18" RCP a 2.21%
* Barrel designed to carry 2yr, flow
16,765 sq.ft.
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.)
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
17,598
91,869
796.00
20,124
8.0
19,278
111,147
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
S.F.-(FT.)---FT.)
'C'
INVERT
ELEV.
CENTR.
ELEV.
DESCRIPTION
WEIR FLOW DATA:
WEIR
NO.
CREST
ELEV.
+T.)
LENGTH
T.
'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: Final Sediment Basin #200 ENGINEER: PLM
COMBINED FLOW:
ELEV.
Q2
TOTAL
FLOW
Q3
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
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
1.56
795.00
121,076
34.70
796.00
t 05,552
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 11 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 W
Values from RJHA Sediment Basin
Worksheet
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
Skimmer Size (inches) Skimmer Size Skimmer Sizes as Manufactured
0.25 Head on Skimmer (feet) (Inches) by Faircloth (Standard Sizes)
Orifice Size (1/4 inch increments) f
3.08 Dewatering Time (days) Skimmer size should be a min, t-pipe
Suggest about 3 days size bigger than orifice
Flow Through Skimmer
q = 4620.00 ft /day
q = 0.05 ft3/sec
Spreadsheet For sizing skimmers taken from NCDENR Land Quality Section Website.
Visit http://portal.nedenr.orz/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
February 12, 2020
STREAM SIDE POINT OF DISCHARGE — SOUTH/EAST SIDE OF PROPERTY
Pre -Development Flow (cfs)
Post -Development Flow (cfs)
(Post Sand Filter #100, Post
Sand Filter #200 and No
System).
Pre vs Post Hydrology
Area 2 YR 10 YR 50YR 100 YR
(Acres)
26.23 7.57 24.52 47.53 59.38
26.55 13.35 30.49 49.87 71.65

Pine Forest IZ
Storm Drain/Erosion Control Project Report Section 5; Pre & Post Analysis
Pre & Post -Development Curve Numbers
Curve Numbers

Pine Forest II
Statesville, North Carolina
Project Number: 2712
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
C = 60
12.15 ac.
Good Grass (>75% coverage) 13.93 ac.
Newly Graded
C= 61
C = 86
Composite CN (Sand Filter) 60.7
0,00 ac.

Pine Forest 11
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 :•
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
Ct11iI11"
Good Grass (>75% coverage) 5.22 ac.
Newly Graded
C = 86
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.
Newly Graded
C = 61
C -TO
Composite CN (Pre SF#100) 67.9
0.00 ac.

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

Hydrograph Summary Re po gydraflow 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
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
1.002
2
826
52,921
2
793.60
29,682
Post SF#100
5
Reservoir
0.782
2
816
35,917
3
790.09
18,564
Post SF#200
6
SCS Runoff
12.73
2
718
25,982
------
------
------
Post Area No SF
7
Combine
13.35
2
718
114,820
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 2 Year
Wednesday, 02 / 12 / 2020

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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
4.00
2.00
0.00 '
0 2 4
Hyd No. 1
Pre Area
Hyd. No. 1 -- 2 Year
6 8 10 12 14
Q (cfs)
8.00
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
Post Area SF#100
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 9.760 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
: M
4.00
0.00 '
0 2 4
Hyd No. 2
6 8
4
Wednesday, 02 / 12 / 2020
Peak discharge
= 26.30 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 52,941 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
Hyd. No. 2 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
..iM/ I I I I-- ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

ly
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
= 2 yrs
Time interval
= 2 min
Drainage area
= 8.270 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
s ��
N. MIN
3.00
0.00
0 2 4
---- Hyd No. 3
6 8
Wednesday, 02 / 12 / 2020
Peak discharge
= 17.97 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 35,936 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 -- 2 Year
Q (cfs)
18.00
15.00
12.00
• wo]
. 01
3.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 1.002 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.77 hrs
Time interval
= 2 min
Hyd. volume
= 52,921 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 793.60 ft
Reservoir name
= SF #100
Max. Storage
= 29,682 cuft
Storage Indication method used.
Post SF#100
Q (cfs) Q (cfs)
Hyd. No. 4 -- 2 Year
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 6 12 18 24 30 36 42 48 54 60
Time (hrs)
- Hyd No. 4 - Hyd No. 2 Total storage used = 29,682 cuft

Pond Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 02 / 12 / 2020
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 (sqft)
0.00
790.00
5,310
0.50
790.50
6,099
1.00
791.00
6,887
1.50
791.50
7,676
2.00
792.00
8,464
2.50
792.50
9,383
3.00
793.00
10,302
3.50
793.50
11,220
4.00
794.00
12,139
4.50
794.50
13,192
5.00
795.00
14,245
5.50
795.50
15,297
6.00
796.00
16,350
6.50
796.50
16,509
7.00
797.00
16,669
7.50
797.50
16,828
8.00
798.00
16,987
Incr. Storage (cuft) Total storage (cuft)
0
0
2,850
2,850
3,244
6,094
3,639
9,732
4,033
13,765
4,459
18,225
4,919
23,144
5,378
28,522
5,838
34,360
6,330
40,690
6,857
47,547
7,383
54,930
7,910
62,840
8,214
71,054
8,294
79,347
8,373
87,721
8,453
96,173
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
=
Length (ft)
= 0.00
0.00
0.00
0.00
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 / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
790.00 --- --- --- --- --- --- --- ---
0.05
285
790.05 --- --- --- --- --- --- ---
0.10
570
790.10 --- --- --- --- --- --- --- ---
0.15
855
790.15 - --- --- --- --- --- ---
0.20
1,140
790.20 --- --- --- --- --- --- --- ---
0.25
1,425
790.25 --- --- --- --- --- --- --- ---
0.30
1,710
790.30 --- --- --- --- --- --- ---
0.35
1,995
790.35 --- --- --- --- --- --- --- ---
0.40
2,280
790.40 --- --- --- --- --- --- --- ---
0.45
2,565
790.45 -- --- --- --- --- --- ---
0.50
2,850
790.50 --- --- --- --- --- - --- ---
0.55
3,174
790.55 --- --- --- --- --- - --- ---
0.60
3,499
790.60 --- --- --- --- --- --- --- ---
0.65
3,823
790.65 --- --- --- --- --- --- ---
0.70
4,147
790.70 --- --- --- --- --- --- --- ---
0.75
4,472
790.75 --- --- --- --- --- --- --- ---
0.80
4,796
790.80 --- --- --- -- --- --- --- ---
0.85
5,121
790.85 --- --- --- --- --- --- --- ---
0.90
5,445
790.90 --- --- --- --- --- --- ---
0.95
5,769
790.95 --- --- --- --- --- --- --- ---
1.00
6,094
791.00 --- --- --- --- --- - --- ---
1.05
6,458
791.05 --- --- --- --- --- - --- ---
1.10
6,822
791.10 --- --- --- --- --- --- --- ---
1.15
7,185
791.15 --- --- --- --- --- --- -
--- ---
0.000
--- 0.014
0.014
--- 0.028
0.028
--- 0.042
0.042
--- 0.056
0.056
--- 0.070
0.070
--- 0.084
0.084
--- 0.098
0.098
--- 0.112
0.112
--- 0.126
0.126
--- 0.140
0.140
--- 0.144
0.144
--- 0.148
0.148
--- 0.152
0.152
--- 0.156
0.156
--- 0.160
0.160
--- 0.164
0.164
--- 0.168
0.168
--- 0.172
0.172
--- 0.176
0.176
--- 0.180
0.180
--- 0.185
0,185
--- 0.190
0.190
--- 0.195
0.195
Continues on next page

8
SF #100
Stage / Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
1.20
7,549
791.20
---
---
---
---
---
---
---
---
---
0.200
0.200
1.25
7,913
791.25
---
---
---
---
---
---
---
---
---
0.205
0.205
1.30
8,277
791.30
---
---
---
---
---
---
---
---
---
0.210
0.210
1.35
8,641
791.35
---
---
---
---
---
---
---
---
---
0.215
0.215
1.40
9,005
791.40
---
---
---
---
---
---
---
---
---
0.220
0.220
1.45
9,369
791.45
---
---
---
---
---
---
---
---
---
0.225
0.225
1.50
9,732
791.50
---
---
---
---
---
---
---
---
---
0.230
0.230
1.55
10,136
791.55
---
---
---
---
---
---
---
---
---
0.235
0.235
1.60
10,539
791.60
---
---
---
---
---
---
---
---
---
0.240
0.240
1.65
10,942
791.65
---
---
---
---
---
---
---
---
---
0.245
0.245
1.70
11,346
791.70
---
---
---
---
---
---
---
---
---
0.250
0.250
1.75
11,749
791.75
---
---
---
---
---
---
---
---
---
0.255
0.255
1.80
12,152
791.80
---
---
---
---
---
---
---
---
---
0.260
0.260
1.85
12,556
791.85
---
---
---
---
---
---
---
---
---
0.265
0.265
1.90
12,959
791.90
---
---
---
---
---
---
---
---
---
0.270
0.270
1.95
13,362
791.95
---
---
---
---
---
---
---
---
---
0.275
0.275
2.00
13,765
792.00
---
---
---
---
---
---
---
---
---
0.280
0.280
2.05
14,211
792.05
---
---
---
---
---
---
---
---
---
0.284
0.284
2.10
14,657
792.10
---
---
---
---
---
---
---
---
---
0.288
0.288
2.15
15,103
792.15
---
---
---
---
---
---
---
---
---
0.292
0.292
2.20
15,549
792.20
---
---
---
---
---
---
---
---
---
0.296
0.296
2.25
15,995
792.25
---
---
---
---
---
---
---
---
---
0.300
0.300
2.30
16,441
792.30
---
---
---
---
---
---
---
---
---
0.304
0.304
2.35
16,887
792.35
---
---
---
---
---
---
---
---
---
0.308
0.308
2.40
17,333
792.40
---
---
---
---
---
---
---
---
---
0.312
0,312
2.45
17,779
792.45
--
---
---
---
---
---
---
---
---
0.316
0.316
2.50
18,225
792.50
-
---
---
---
---
---
---
---
---
0.320
0.320
2.55
18,717
792.55
---
---
---
---
---
---
---
---
---
0.356
0.356
2.60
19,209
792.60
---
---
---
---
---
---
---
---
---
0.392
0.392
2.65
19,700
792.65
---
---
---
---
---
---
---
---
---
0.428
0.428
2.70
20,192
792.70
---
---
---
---
---
---
---
---
---
0.464
0.464
2.75
20,684
792.75
---
---
---
---
---
---
---
---
---
0.500
0.500
2.80
21,176
792.80
---
---
---
---
---
---
---
---
---
0.536
0.536
2.85
21,668
792.85
---
---
---
---
---
---
---
---
---
0.572
0.572
2.90
22,160
792.90
---
---
---
---
---
---
---
---
---
0.608
0.608
2.95
22,652
792.95
---
---
---
---
---
---
---
---
---
0.644
0.644
3.00
23,144
793.00
---
---
---
---
---
---
---
---
---
0.680
0.680
3.05
23,682
793.05
---
---
---
---
---
---
---
---
---
0.708
0.708
3.10
24,219
793.10
---
---
---
---
---
---
---
---
---
0.736
0.736
3.15
24,757
793.15
---
---
---
---
---
---
---
---
---
0.764
0.764
3.20
25,295
793.20
---
---
---
---
---
---
---
---
---
0.792
0.792
3.25
25,833
793.25
---
---
---
---
---
---
---
---
---
0.820
0.820
3.30
26,371
793.30
---
---
---
---
---
---
---
---
---
0.848
0.848
3.35
26,909
793.35
---
---
---
---
---
---
---
---
---
0.876
0.876
3.40
27,446
793.40
---
---
---
---
---
---
---
---
---
0,904
0.904
3.45
27,984
793.45
---
---
---
---
---
---
---
---
---
0,932
0.932
3.50
28,522
793.50
---
---
---
---
---
---
---
---
---
0.960
0.960
3.55
29,106
793.55
---
---
---
---
---
---
---
---
---
0.981
0.981
3.60
29,690
793.60
---
---
---
---
---
---
---
---
---
1.002
1.002
3.65
30,273
793.65
---
---
---
---
---
---
---
---
---
1.023
1.023
3.70
30,857
793.70
---
---
---
---
---
---
---
---
---
1.044
1.044
3.75
31,441
793.75
---
---
---
---
---
---
---
---
---
1.065
1.065
3.80
32,025
793.80
---
---
---
---
---
---
---
---
---
1.086
1.086
3.85
32,608
793.85
---
---
---
---
---
---
---
---
---
1.107
1.107
3.90
33,192
793.90
---
---
---
---
---
---
---
---
---
1.128
1.128
3.95
33,776
793.95
---
---
---
---
---
---
---
---
---
1.149
1.149
4.00
34,360
794.00
---
---
---
---
---
---
---
---
---
1.170
1.170
4.05
34,993
794.05
---
---
---
---
---
---
---
---
---
1.187
1.187
4.10
35,626
794.10
---
---
---
---
---
---
---
---
---
1.204
1.204
4.15
36,259
794.15
---
---
---
---
---
---
---
---
---
1.221
1.221
4.20
36,892
794.20
---
---
---
---
---
---
---
---
---
1.238
1.238
4.25
37,525
794.25
---
---
---
---
---
---
---
---
---
1.255
1.255
4.30
38,158
794.30
---
---
---
---
---
---
---
---
---
1.272
1.272
4.35
38,791
794.35
---
---
---
---
---
---
---
---
---
1.289
1.289
4.40
39,424
794.40
---
---
---
---
---
---
---
---
---
1.306
1.306
4.45
40,057
794.45
---
---
---
---
---
---
---
---
---
1.323
1.323
4.50
40,690
794.50
---
---
---
---
---
---
---
---
---
1.340
1.340
4.55
41,376
794.55
---
---
---
---
---
---
---
---
---
1.356
1.356
4.60
42,061
794.60
---
---
---
---
---
---
---
---
---
1.372
1.372
4.65
42,747
794.65
---
---
---
---
---
---
---
---
---
1.388
1.388
Continues on next
page...

9
SF #100
Stage / Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
Cuft
ft
Cfs
cfs
cfs
cfs
cfs
Cfs
Cfs
cfs
Cfs
cfs
Cfs
4.70
43,433
794.70
---
---
---
---
---
---
---
---
---
1.404
1.404
4.75
44,118
794.75
---
---
---
---
---
---
---
---
---
1,420
1.420
4.80
44,804
794.80
---
---
---
---
---
---
---
---
---
1.436
1.436
4.85
45,490
794.85
---
---
---
---
---
---
---
---
---
1.452
1.452
4.90
46,176
794.90
---
---
---
---
---
---
---
---
---
1.468
1.468
4.95
46,861
794.95
---
---
---
---
---
---
---
---
---
1.484
1.484
5.00
47,547
795.00
---
---
---
---
---
---
---
---
---
1.500
1.500
5.05
48,285
795.05
---
---
---
---
---
---
---
---
---
1,514
1.514
5.10
49,024
795.10
---
---
---
---
---
---
---
---
---
1.528
1.528
5.15
49,762
795.15
---
---
---
---
---
---
---
---
---
1.542
1.542
5.20
50,500
795.20
---
---
---
---
---
---
---
---
---
1.556
1.556
5.25
51,239
795.25
---
---
---
---
---
---
---
---
---
1.570
1.570
5.30
51,977
795.30
---
---
---
---
---
---
---
---
---
1.584
1.584
5.35
52,715
795.35
---
---
---
---
---
---
---
---
---
1.598
1.598
5.40
53,453
795.40
---
---
---
---
---
---
---
---
---
1.612
1.612
5.45
54,192
795.45
---
---
---
---
---
---
---
---
---
1.626
1.626
5.50
54,930
795.50
---
---
---
---
---
---
---
---
---
1.640
1.640
5.55
55,721
795.55
---
---
---
---
---
---
---
---
---
1.654
1.654
5.60
56,512
795.60
---
---
---
---
---
---
---
---
---
1.668
1.668
5.65
57,303
795.65
---
---
---
---
---
---
---
---
---
1.682
1.682
5.70
58,094
795.70
---
---
---
---
---
---
---
---
---
1.696
1.696
5.75
58,885
795.75
---
---
---
---
---
---
---
---
---
1.710
1.710
5.80
59,676
795.80
---
---
---
---
---
---
---
---
--
1.724
1.724
5.85
60,467
795.85
---
---
---
---
---
---
---
---
--
1.738
1.738
5.90
61,258
795.90
---
---
---
---
---
---
---
---
---
1.752
1.752
5.95
62,049
795.95
---
---
---
---
---
---
---
---
---
1.766
1.766
6.00
62,840
796.00
---
---
---
---
---
---
---
---
---
1.780
1.780
6.05
63,661
796.05
---
---
---
---
---
---
---
---
---
2,735
2.735
6.10
64,482
796.10
---
---
---
---
---
--
---
---
---
3.690
3.690
6.15
65,304
796.15
---
---
---
---
---
--
---
---
---
4.645
4.645
6.20
66,125
796.20
---
---
---
---
---
---
---
---
---
5.600
5.600
6.25
66,947
796.25
---
---
---
---
---
---
---
---
---
6.555
6.555
6.30
67,768
796.30
-
---
---
---
---
---
---
---
---
7.510
7.510
6.35
68,589
796.35
-
---
---
---
---
---
---
---
---
8.465
8.465
6.40
69,411
796.40
---
---
---
---
---
---
---
---
---
9.420
9.420
6.45
70,232
796.45
---
---
---
---
---
---
---
---
---
10.38
10.38
6.50
71,054
796.50
---
---
---
---
---
---
---
---
---
11.33
11.33
6.55
71,883
796.55
---
---
---
---
---
---
---
---
---
13.01
13.01
6.60
72,712
796.60
---
---
---
---
---
---
---
---
---
14.69
14.69
6.65
73,542
796.65
---
---
---
---
---
---
---
---
---
16.37
16.37
6.70
74,371
796.70
---
---
---
---
---
---
---
---
---
18.05
18.05
6.75
75,200
796.75
---
---
---
---
---
---
---
---
---
19.73
19.73
6.80
76,030
796.80
---
---
---
---
---
---
---
---
---
21.41
21.41
6.85
76,859
796.85
---
---
---
---
---
---
---
---
---
23.09
23.09
6.90
77,688
796.90
---
---
---
---
---
---
---
---
---
24.77
24.77
6.95
78,518
796.95
---
---
---
---
---
--
---
---
---
26.45
26.45
7.00
79,347
797.00
---
---
---
---
---
--
---
---
---
28.13
28.13
7.05
80,185
797.05
---
---
---
---
---
---
---
---
---
31.98
31.98
7.10
81,022
797.10
---
---
---
---
---
---
---
---
---
35.82
35.82
7.15
81,859
797.15
---
---
---
---
---
---
---
---
---
39.67
39.67
7.20
82,697
797.20
---
---
---
---
---
---
---
---
---
43.51
43.51
7.25
83,534
797.25
---
---
---
---
---
---
---
---
---
47.36
47.36
7.30
84,371
797.30
---
---
---
---
---
---
---
---
---
51.21
51.21
7.35
85,209
797.35
---
---
---
---
---
---
---
---
---
55.05
55.05
7.40
86,046
797.40
---
---
---
---
---
---
---
---
---
58.90
58.90
7.45
86,883
797.45
---
---
---
---
--
---
---
---
---
62.74
62.74
7.50
87,721
797.50
---
---
---
---
--
---
---
---
---
66.59
66.59
7.55
88,566
797.55
---
---
---
--
---
---
---
---
70.59
70.59
7.60
89,411
797.60
---
---
---
--
---
---
---
---
---
74.60
74.60
7.65
90,256
797.65
---
---
---
---
---
---
---
---
---
78.60
78.60
7.70
91,102
797.70
---
---
---
---
---
---
---
---
---
82.60
82.60
7.75
91,947
797.75
---
---
---
---
---
---
---
---
86.60
86.60
7.80
92,792
797.80
---
--
---
---
---
---
---
---
---
90.61
90.61
7.85
93,638
797.85
---
---
---
---
---
---
---
---
---
94.61
94.61
7.90
94,483
797.90
---
---
---
---
---
---
---
---
---
98.61
98.61
7.95
95,328
797.95
---
---
---
---
---
---
---
---
---
102.62102.62
8.00
96,173
798.00
---
---
---
---
---
---
---
---
---
106.62
106.62
..End

U111]
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 0.782 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.60 hrs
Time interval
= 2 min
Hyd. volume
= 35,917 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 790.09 ft
Reservoir name
= SF #200
Max. Storage
= 18,564 cuft
Storage Indication method used.
Post SF#200
Q (cfs) Q (cfs)
Hyd. No. 5 -- 2 Year
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 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 5 Hyd No. 3 Total storage used = 18,564 cuft

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 02 / 12 / 2020
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]
IBl
[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
=
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 EIev. (ft)
= 0.00
Notes Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for
orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge Table
Stage Storage Elevation Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft cuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0 788.00
---
--- ---
--- ---
---
---
---
--- ---
0.000
0.05
387 788.05
---
--- ---
--- ---
---
---
---
--- 0.021
0.021
0.10
774 788.10
---
--- ---
--- ---
---
---
---
--- 0.042
0.042
0.15
1,161 788.15
---
--- ---
--- ---
---
---
---
--- 0.063
0.063
0.20
1,548 788.20
---
--- ---
--- ---
---
---
---
--- 0.084
0.084
0.25
1,935 788.25
---
--- ---
--- ---
---
---
---
--- 0.105
0.105
0.30
2,323 788.30
---
--- ---
--- ---
---
---
---
--- 0.126
0.126
0.35
2,710 788.35
---
--- ---
--- ---
---
---
---
--- 0.147
0.147
0.40
3,097 788.40
---
--- ---
--- ---
---
---
---
--- 0.168
0.168
0.45
3,484 788.45
---
--- ---
--- ---
---
--
---
--- 0.189
0.189
0.50
3,871 788.50
---
--- ---
--- ---
---
---
---
--- 0.210
0.210
0.55
4,294 788.55
---
--- ---
--- ---
---
---
---
--- 0.217
0.217
0.60
4,717 788.60
---
--- ---
--- ---
---
---
---
--- 0.224
0.224
0.65
5,140 788.65
---
--- ---
--- ---
---
---
---
--- 0.231
0.231
0.70
5,563 788.70
---
--- ---
--- ---
---
---
---
--- 0.238
0.238
0.75
5,986 788.75
---
--- ---
--- ---
---
---
---
--- 0.245
0.245
0.80
6,409 788.80
---
- ---
--- ---
---
---
---
--- 0.252
0.252
0.85
6,832 788.85
---
--- ---
--- ---
---
---
---
--- 0.259
0.259
0.90
7,255 788.90
---
--- ---
--- ---
---
---
---
--- 0.266
0.266
0.95
7,678 788.95
---
--- ---
--- ---
---
---
---
--- 0.273
0.273
1.00
8,102 789.00
---
--- ---
--- ---
---
---
---
--- 0.280
0.280
1.05
8,561 789.05
--- ---
--- ---
---
---
---
--- 0.286
0.286
1.10
9,020 789.10
--- ---
--- ---
---
---
---
--- 0.292
0.292
1.15
9,478 789.15
---
--- ---
--- ---
---
---
---
--- 0.298
0.298
Continues on next
page...

12
Sr#200
Stage /Storage /Discharge
Table
Stage
Sm,000
Elevation
c|vA
c|va
o|vo
prfns, vv,A
xv,o
m/,c
w,o sxn|
uso,
Total
u
cuft
u
us
ms
ms
mn cfs
mn
cfs
mn
us
ms
mn
1.20
9.837
78e.20
-'
--
-'
-' -'
'-
-'
-'
-'
0.304
0304
1.25
10.396
789.25
--
--
--
-- --
-
-
--
--
0310
0.310
1.30
10.855
789.30
-'
-'
-'
-- -'
-'
-'
--
-'
0.316
0.310
1.35
11.314
78835
--
-
--
-- --
--
-'
-
--
0.322
0322
1.40
11.773
789.40
'-
-'
-'
-' -'
-'
-'
-'
-'
0.320
0.328
1.45
12.232
789.45
--
--
-'
-- --
--
-
-
-
0.334
0.:34
1o0
12.691
789.e0
-'
-'
-'
- -'
-'
-'
'-
-'
0.340
0.340
1.55
13.186
789.55
--
--
--
- --
--
--
-
-
0.379
0.378
1.00
13.681
783.80
-'
-'
-'
-' -'
'-
-'
-'
-'
0.418
0.418
1.65
14.176
789.65
--
-
--
-- --
-
--
--
--
0.457
0.457
170
14.871
789.70
-'
-'
-'
-' -'
-'
-'
-'
-'
0.496
8.498
1.75
15.1*6
78e.75
--
--
--
-- --
--
--
--
--
ooss
0.535
1.80
15.661
789.80
-'
-'
-'
-' -'
-'
-'
-'
-'
0.574
0.574
1.85
16.150
08.85
-
-
-
- -
-
-
-
-
0.813
0.013
1e0
16.651
789.90
--
-
--
- --
--
-
--
-
0.652
0.652
1.95
17.148
788.95
'-
-'
-'
-' -'
-'
-'
'-
-'
0.891
0.091
200
17.641
780.00
--
--
--
-- --
--
--
-
-
0.730
0.730
2.05
18.175
790D5
-'
-'
-'
-' -'
--
-'
-'
-'
0.780
0.760
2.10
18.709
7e0.10
--
--
--
-- --
--
--
--
--
0.790
0.780
2.15
19.243
790.15
-'
-'
-'
-' '-
-'
-'
-'
-'
0.820
0.820
zzn
19.777
79020
--
--
--
-- --
--
-
--
--
0850
0.850
2.25
20.311
7e0.25
--
-'
--
-' -'
-'
-'
-'
-'
0.880
0.880
230
20.845
790.30
--
--
-
-- --
--
-
--
--
0910
0.910
2.35
21.379
790.35
-'
-'
-'
-' -'
-'
'-
-'
-'
0.940
0.940
2.40
21.914
790.40
--
--
--
-- --
--
--
--
-
0.970
0.970
2.45
22.448
780.45
--
-'
-'
-' -'
-'
-'
-'
-'
1.000
1.000
2.50
22.982
790a0
--
--
--
- -
--
--
-
-
1.030
1.030
2.55
23,559
790.55
--
--
--
-- --
--
--
--
-
1.053
1.053
2.60
24.135
790.00
-'
-'
--
-' -'
-'
-'
--
-'
1.070
1.070
2.65
24.712
790.65
--
-
--
-- --
--
--
--
--
1.099
1.099
2.70
25.289
790.70
'-
-'
-'
-' -'
-'
-'
-'
-'
1.122
1.122
2.75
25,865
7e0.75
--
--
--
-- --
--
-
--
--
1.145
1.145
2.80
26.442
790.80
-'
-'
-'
'- -'
-'
'-
-'
-'
1.168
1.168
2.85
27.018
790.85
--
--
-
- --
-
--
--
--
1191
1191
2.90
27.596
790.80
-
-
-
- -
-
-
-
-
1.214
1.214
2.95
28.172
790.95
-
-
-
- -
-
-
-
-
1.237
1.237
3.00
28.749
781.00
-
-
-
- -
-
-
-
-
1.260
1.260
3.05
29.368
791.05
-
-
-
- -
-
-
-
-
1.279
1.279
3.10
28.988
791.10
-
-
-
- -
-
-
-
-
1.298
1.298
3.15
30,607
78115
-
-
-
- -
-
-
-
-
1.317
1o17
lzO
31,226
781.20
-
-
-
- -
-
-
-
-
1.336
1.336
3.25
31.845
791.25
-
-
-
- -
-
-
-
_
1.355
1.355
3.30
32.465
791.30
-
-
-
- -
-
-
-
-
1.374
1.374
3.35
33.084
791.85
-
-
-
- -
-
-
-
-
1.393
1.393
3.40
33.703
791.40
-
-
-
- -
-
-
-
-
1.412
1.412
3.45
34,323
791,45
-
-
-
- -
-
-
-
_
1,431
1,431
3.50
34,942
791.50
-
-
-
- -
-
-
-
-
1.450
1.450
3.55
35,804
781.55
-
-
-
- -
-
-
-
-
1.468
1.468
3.60
36,266
791/60
-
-
-
- -
-
-
-
-
1.486
1.486
3.6e
36,927
781/65
-
-
-
- -
-
-
-
_
1.504
1.504
3.70
37,589
791.70
-
-
-
- -
-
-
-
-
1.522
1.522
3.75
38,251
791.75
-
-
-
- -
-
-
-
-
1.540
1.540
3.80
38.813
791.80
-
-
-
- -
-
-
-
-
1.558
1.558
3.85
39.575
791.85
-
-
-
- -
-
-
-
-
1.576
1.576
8.90
40,237
791/90
-
-
-
- -
-
-
-
-
1.594
1.594
3.85
40,898
7e1.85
-
-
-
- -
-
-
-
-
1.612
1.612
4.00
41.560
792.00
-
-
-
- -
-
-
-
-
1.630
1.630
4.05
42.265
792.0e
-
-
-
- -
-
-
-
-
1.647
1.647
4.10
42.90
792.10
-
-
-
- -
-
-
-
-
1.064
1.664
4.15
43,675
79215
-
-
-
- -
-
-
-
-
1.681
1,601
4.20
44,380
792.20
-
-
-
- -
-
-
-
-
1.698
1.698
4.25
45.085
792.25
--
-
--
-- --
-
--
-
--
1.715
1.715
4.30
45.790
792.30
-
-
-
- -
-
-
-
-
1.732
1.732
4.35
40.495
792.35
--
--
--
- --
--
-
--
--
1.749
1.749
4.40
47.200
792.40
-'
-'
-'
-- -'
-'
-'
-'
-'
1.706
1.766
4.45
47.905
792.45
--
--
--
-- --
--
--
--
--
1.783
1.783
4.50
48.610
78250
--
-'
-'
-' -'
-'
-'
-'
-'
1.800
1.800
4.55
4e.359
78255
-'
-
--
-- --
--
--
--
--
1.816
1.815
4.60
50.107
792.00
-'
-'
-'
'- -'
-'
-'
-'
'-
1.832
1.832
4s5
50,856
792.85
--
--
--
-- -
--
--
-
-
1.848
1.848
Continues onnext
paOo-

13
SF #200
Stage / Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Civ B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
Cuft
ft
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
Cfs
4.70
51,605
792.70
---
---
---
---
---
---
---
---
---
1.864
1.864
4.75
52,353
792.75
---
---
---
---
---
---
---
---
---
1.880
1.880
4.80
53,102
792.80
---
---
---
---
---
---
---
---
---
1.896
1.896
4.85
53,851
792.85
---
---
---
---
---
---
---
---
---
1.912
1.912
4.90
54,599
792.90
---
---
---
---
---
---
---
---
---
1.928
1.928
4.95
55,348
792.95
---
---
---
---
---
---
---
---
---
1.944
1.944
5.00
56,097
793.00
---
---
---
---
---
---
---
---
---
1.960
1.960
5.05
56,889
793.05
---
---
---
---
---
---
---
---
---
1.976
1.976
5.10
57,681
793.10
---
---
---
---
---
---
---
---
---
1.992
1.992
5.15
58,474
793.15
---
---
---
---
---
---
---
---
---
2.008
2.008
5.20
59,266
793.20
---
---
---
---
---
---
---
---
---
2.024
2.024
5.25
60,059
793.25
---
---
---
---
---
---
---
---
---
2.040
2.040
5.30
60,851
793.30
---
---
---
---
---
---
---
---
-
2.056
2.056
5.35
61,643
793.35
---
---
---
---
---
---
---
---
-
2.072
2.072
5.40
62,436
793.40
---
---
---
---
---
---
---
---
---
2.088
2.088
5.45
63,228
793.45
---
---
---
---
---
---
---
---
-
2.104
2.104
5.50
64,020
793.50
---
---
---
---
---
---
---
---
---
2.120
2.120
5.55
64,856
793.55
---
---
---
---
---
---
---
--
-
2.134
2.134
5.60
65,693
793.60
---
---
---
---
---
---
---
--
---
2.148
2.148
5.65
66,529
793.65
---
---
---
---
---
---
---
---
---
2.162
2.162
5.70
67,365
793.70
---
---
---
---
---
---
---
---
---
2.176
2.176
5.75
68,201
793.75
---
---
---
---
---
---
---
---
---
2.190
2.190
5.80
69,037
793.80
---
---
---
---
---
---
---
---
---
2.204
2.204
5.85
69,873
793.85
---
---
---
---
---
---
---
---
---
2.218
2.218
5.90
70,709
793.90
---
---
---
---
---
---
---
---
---
2.232
2.232
5.95
71,545
793.95
---
---
---
---
---
---
---
---
---
2.246
2.246
6.00
72,381
794.00
---
---
---
---
---
---
---
---
---
2.260
2.260
6.05
73,258
794.05
---
---
---
---
---
---
---
---
---
3.217
3.217
6.10
74,136
794.10
---
---
---
---
---
---
---
---
---
4.174
4.174
6.15
75,013
794.15
---
---
---
---
---
---
---
---
---
5.131
5.131
6.20
75,890
794.20
---
---
---
---
---
---
---
---
---
6.088
6.088
6.25
76,767
794.25
---
---
---
---
---
---
---
---
---
7.045
7.045
6.30
77,644
794.30
---
---
---
---
---
---
---
---
---
8.002
8.002
6.35
78,522
794.35
---
---
---
---
---
---
---
---
---
8.959
8.959
6.40
79,399
794.40
---
---
---
---
---
---
---
---
---
9.916
9.916
6.45
80,276
794.45
---
---
---
---
---
---
---
---
---
10.87
10.87
6.50
81,153
794.50
---
---
---
---
---
---
---
---
---
11.83
11.83
6.55
82,069
794.55
---
---
---
---
---
---
---
---
---
13.13
13.13
6.60
82,985
794.60
---
---
---
---
---
---
---
---
---
14.43
14.43
6.65
83,901
794.65
---
---
---
---
---
---
---
---
---
15.72
15.72
6.70
84,816
794.70
---
---
---
---
---
---
---
---
---
17.02
17.02
6.75
85,732
794.75
---
---
---
---
---
---
---
---
---
18.32
18.32
6.80
86,648
794.80
---
---
---
---
---
---
---
---
---
19.62
19.62
6.85
87,564
794.85
---
---
---
---
---
---
---
---
---
20.92
20.92
6.90
88,479
794.90
---
---
---
---
---
---
---
---
---
22.21
22.21
6.95
89,395
794.95
---
---
---
---
---
---
---
---
---
23.51
23.51
7.00
90,311
795.00
---
---
---
---
---
---
---
---
---
24.81
24.81
7.05
91,265
795.05
---
---
---
---
---
---
---
---
---
27.00
27.00
7.10
92,220
795.10
---
---
---
---
---
---
---
---
---
29.20
29.20
7.15
93,174
795.15
---
---
---
---
---
---
---
---
---
31.39
31.39
7.20
94,128
795.20
---
---
---
---
---
---
---
---
---
33.58
33.58
7.25
95,082
795.25
---
---
---
---
---
---
---
---
---
35.78
35.78
7.30
96,037
795.30
---
---
---
---
---
---
---
---
---
37.97
37.97
7.35
96,991
795.35
---
---
---
---
---
---
---
---
---
40.16
40.16
7.40
97,945
795.40
---
---
---
---
---
---
---
---
-
42.35
42.35
7.45
98,900
795.45
---
---
---
---
---
---
---
---
-
44.55
44.55
7.50
99,854
795.50
---
---
---
---
---
---
---
---
-
46.74
46.74
7.55
100,847
795.55
---
---
---
---
---
---
---
---
---
50.69
50.69
7.60
101,840
795.60
---
---
---
---
---
---
---
---
---
54.64
54.64
7.65
102,833
795.65
---
---
---
--
---
---
---
---
---
58.59
58.59
7.70
103,826
795.70
---
---
---
--
---
---
---
---
---
62.54
62.54
7.75
104,818
795.75
---
---
---
---
---
---
---
---
---
66.49
66.49
7.80
105,811
795.80
---
---
---
---
---
---
---
---
---
70.43
70.43
7.85
106,804
795.85
---
---
---
---
---
---
---
---
---
74.38
74.38
7.90
107,797
795.90
---
---
---
---
---
---
---
---
---
78.33
78.33
7.95
108,790
795.95
---
---
---
---
---
---
---
---
---
82.28
82.28
8.00
109,783
796.00
---
---
---
---
---
---
---
---
---
86.23
86.23
..End

Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 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
Q (cfs)
14.00
12.00
10.00
1:1Me
. �9
4.00
2.00
0.00 ` 1'
0 2 4
Hyd No. 6
6 8
14
Wednesday, 02 / 12 / 2020
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
Hyd. No. 6 -- 2 Year
Q (cfs)
14.00
12.00
10.00
0e
M
4.00
2.00
1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 13.35 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 114,820 cuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8.520 ac
Post Area Total
Q (cfs) Q (cfs)
Hyd. No. 7 -- 2 Year
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48
Time (hrs)
- Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

16
Hydrograph Summary Re po gydraflow 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
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
1.684
2
824
97,123
2
795.66
57,407
Post SF#100
5
Reservoir
1.538
2
804
70,227
3
791.74
38,177
PostSF#200
6
SCS Runoff
28.17
2
718
56,343
------
------
------
Post Area No SF
7
Combine
30.49
2
718
223,693
4, 5,6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 10 Year
Wednesday, 02 / 12 / 2020

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 1
Pre Area
Hydrograph type
= SCS Runoff
Peak discharge
= 24.52 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 134,111 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.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
14
4.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Pre Area
Hyd. No. 1 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
01
4.00
r I I I I I I `--j 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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 -1--1 - '
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)

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
= 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 -1 1'
0 2 4
- Hyd No. 3
6 8
19
Wednesday, 02 / 12 / 2020
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
Hyd. No. 3 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
..O - I I I I- - 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk(D Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 1.684 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.73 hrs
Time interval
= 2 min
Hyd. volume
= 97,123 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 795.66 ft
Reservoir name
= SF #100
Max. Storage
= 57,407 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 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 4 Hyd No. 2 Total storage used = 57,407 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 1.538 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.40 hrs
Time interval
= 2 min
Hyd. volume
= 70,227 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 791.74 ft
Reservoir name
= SF #200
Max. Storage
= 38,177 cuft
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 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 5 Hyd No. 3 ' Total storage used = 38,177 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.520 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 --
0 2 4
Hyd No. 6
6 8
22
Wednesday, 02 / 12 / 2020
Peak discharge
= 28.17 cfs
Time to peak
= 11.97 hrs
Hyd. volume
= 56,343 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
Hyd. No. 6 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 30.49 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 223,693 cuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8.520 ac
Post Area Total
Q (cfs) Hyd. No. 7 -- 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 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 7 Hyd No. 4 - Hyd No. 5 Hyd No. 6

24
Hydrograph Summary Re po gydraflow 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
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
15.62
2
724
147,620
2
796.63
73,172
Post SF#100
5
Reservoir
2.115
2
812
110,628
3
793.48
63,767
Post SF#200
6
SCS Runoff
46.52
2
716
93,913
------
------
------
Post Area No SF
7
Combine
49.87
2
718
352,160
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 50 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
25
Hydraflow Hydrographs Extension for Autodesk(D Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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 conc. (Tc)
= 38.40 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
10.00
0.00 '
0 2 4
- Hyd No. 1
Pre Area
Hyd. No. 1 -- 50 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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 conc. (Tc)
= 5.00 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Post Area SF#100
Hyd. No. 2 -- 50 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
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. 2 Time (hrs)

Hydrograph Report
27
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
Q (cfs)
60.00
40.00
30.00
10.00
0.00 ' 1'
0 2 4
Hyd No. 3
6 8
Wednesday, 02 / 12 / 2020
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
Hyd. No. 3 -- 50 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
-w -- 0.00
10 12 14 16 18 20 22 24
Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 15.62 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 147,620 cuft
Inflow hyd. No.
= 2 -Post Area SF#100
Max. Elevation
= 796.63 ft
Reservoir name
= SF #100
Max. Storage
= 73,172 cuft
Storage Indication method used.
Post SF#100
Q (cfs) Hyd. No. 4 -- 50 Year Q (cfs)
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 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 4 Hyd No. 2 Total storage used = 73,172 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 2.115 cfs
Storm frequency
= 50 yrs
Time to peak
= 13.53 hrs
Time interval
= 2 min
Hyd. volume
= 110,628 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 793.48 ft
Reservoir name
= SF #200
Max. Storage
= 63,767 cuft
Storage Indication method used.
Post SF#200
Q (cfs) Q (cfs)
Hyd. No. 5 -- 50 Year
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 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
-- Hyd No. 5 Hyd No. 3 Total storage used = 63,767 cuft

Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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 If
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. 6
Post Area No SF
Hyd. No. 6 -- 50 Year
6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Peak discharge
= 49.87 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 352,160 cuft
Inflow hyds.
= 4, 5, 6
Contrib. drain. area
= 8.520 ac
Post Area Total
Q (cfs) Q (cfs)
Hyd. No. 7 -- 50 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 4 8 12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 7 Hyd No. 4 Hyd No. 5 Hyd No. 6

32
Hydrograph Summary Re po rtydraflow 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
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
33.83
2
722
172,108
2
797.07
80,588
Post SF#100
5
Reservoir
3.728
2
768
130,488
3
794.08
73,727
Post SF#200
6
SCS Runoff
55.82
2
716
112,805
------
------
------
Post Area No SF
7
Combine
71.65
2
720
415,401
4, 5, 6
------
------
Post Area Total
Pre vs Post.gpw
Return Period: 100 Year
Wednesday, 02 / 12 / 2020

Hydrograph
Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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
1141
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)

34
Hydrograph Report
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
Wednesday, 02 / 12 / 2020
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
Q (cfs) Hyd. No. 2 -- 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
0.0 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
= 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
10.00
0.00 ' 1'
0.0 2.0 4.0
Hyd No. 3
35
Wednesday, 02 / 12 / 2020
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
.1 1M
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
36
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 4
Post SF#100
Hydrograph type
= Reservoir
Peak discharge
= 33.83 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 172,108 cuft
Inflow hyd. No.
= 2 - Post Area SF#100
Max. Elevation
= 797.07 ft
Reservoir name
= SF #100
Max. Storage
= 80,588 cuft
Storage Indication method used.
Q (cfs)
Post SF#100
Hyd. No. 4 -- 100 Year
Q (cfs)
90.00
80.00
90.00
70.00
80.00
60.00
70.00
50.00
60.00
40.00
50.00
30.00
40.00
20.00
30.00
10.00
20.00
000
10.00
000
0 4
Hyd No. 4
8 12 16 20 24 28 32
Hyd No. 2 Total storage used = 80,588 cuft
36
Time (hrs)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 5
Post SF#200
Hydrograph type
= Reservoir
Peak discharge
= 3.728 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.80 hrs
Time interval
= 2 min
Hyd. volume
= 130,488 cuft
Inflow hyd. No.
= 3 - Post Area SF#200
Max. Elevation
= 794.08 ft
Reservoir name
= SF #200
Max. Storage
= 73,727 cuft
Storage Indication method used
Post SF#200
Q (cfs) Hyd. No. 5 -- 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 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 5 Hyd No. 3 l 1 1 1 l Total storage used = 73,727 cult

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 6
Post Area No SF
Hydrograph type
= SCS Runoff
Peak discharge
= 55.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 112,805 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.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '
0 2 4
- Hyd No. 6
6 8
Post Area No SF
Hyd. No. 6 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
.WO- 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 7
Post Area Total
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 5, 6
Q (cfs)
Wednesday, 02 / 12 / 2020
Peak discharge = 71.65 cfs
Time to peak = 12.00 hrs
Hyd. volume = 415,401 cuft
Contrib. drain. area = 8.520 ac
Post Area Total
Hyd. No. 7 -- 100 Year
Q (cfs)
80.00
ou.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
Hyd No. 4
16 20
Hyd No. 5
24 28 32
Time (hrs)
- Hyd No. 6

Pine Forest II
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 Pond 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: February 12, 2020
Client: The Johnson Group, INC. By: Corin Brown
BMP 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) = 4g 7p; o/o
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)
0.50
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 = _ 1753.1.75' cu.ft.
3.0 Convert Water Quality Volume (WQv) into Inches of Runoff WQv BMP Equation
WQv = 1.0(Rv)
_ G.50inches
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
= 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
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)
2.59 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
LW 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
= it 0.89 ac-ft = Ac.
Convert to cubic feet
= CPv(ac-ft) * 43560 sf/acre
= 38835 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)
= 0 096. cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
= 0,14 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)
0.096. cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
0.164cfs
Sedimentation Chamber Volume
1.0 Compute Sediment Chamber Volume (20% of Water Quality Volume)
SCvol = (WQv)(43,560 sf/ac)(0.20)
3524 cu.ft.
Compute Surface Sand Filter Area and Volume to Treat Water Quality Volume (WQv)
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
0.49 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
0.49' ac-ft
1.0 Check Surface Sand Filter Area based on Darcy's Equation (assumed value of 1.75 in/hr for the design
coefficient of permeability for the sand filter media)
Af = (WQv)(df) / [(k)(hf + df)(tf)] ««««««
= 1185sq.ft.
Surface Area Used =
Sand Filter Dims @ Filter Media =
2276 sq.ft.
31 Width (ft)
73! Length (ft)
Where: df- 1 ft
filter bed depth
(1' 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
Qo
Qa =
Where: Af = surface area of filter bed (sq.ft.)(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)
(WQ,,)(df) / [(k)(hf + df)(tf)]
WQv/tf
[(Af)(k)(hf + df)] / df
x a 2276 sf
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf)
Incr. Accum.
Discharge (cfs)
(Filter Media)
This Is For Filter Media Only
Comments
790.00
5310
0.0
0
0
0.000
790.50
6099
0.5
2852
2852
0.138
791.00
6887
0.5
3246
6099
0.184
791.50
7676
0.5
3641
9739
0.230
792.00
8464
0.5
4035
13774
0.277
792.50
9383
0.5
4462
18236
0.323
793.00
10302
0.5
4921
23157
0.369
793.50
11220
0.5
5380
28537
0.415
794.00
12139
0.5
5840
34377
0.461
794.50
13192
0.5
6333
40710
0.507
795.00
14245
0.5
6859
47569
0.553
795.50
15297
0.5
7385
54954
0.599
796.00
16350
0.5
7912
62866
0.645
796.50
16509
0.5
8215
71081
0.691
797.00
16669
0.5
8294
79375
0.738
797.50
16828
0.5
8374
87749
0.784
798.00
16987
0.5
8454
96203
0.830
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 =
4
EA
790.5
796.00
8
0.0
3.33
0.00
Length of Weir =
2
LF
791.0
796.00
8
0.0
3.33
0.00
Length (L) =
8
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*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
790.0
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
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
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:
PROJECT #:
DESCRIPTION:
Pine Forest Il
2712
Sand Filter #100
DATE: 12-Feb-20
DESIGNER: C.E.B
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
790.50
6,099
0.5
>.g;
791.00
6,SS7
l.0
791.50
7,676
1.5
792.00
8 A 6 4
792,50
9.383
4.46'
Z? >
793.00
10,302
7.0
7.921
? ;.1
793.50
1 1.220
794.00
12,139
4.0
�_7 40
4.377
794.50
13,192
4.5
41.710
795.00
14 245
5.0
6,X59
47150')
795.50
15.297
7.954
796.00
16,350
6.0
7.91)
62.866
796.50
16,509
6.5
?? 1 ?
1 1.0� 1
797.00
16,669
7.0
�_ 294
79_ ; 75
797.50
16,828
7.5
S. 74
7J49
798.00
16,987
U
45 1
96?O;
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:
COMBINED FLOW:
Pine Forest II DATE: 12-Feb-20
2712 DESIGNER: C.E.B
Sand Filter #100 ENGINEER: P.L.M.
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.)
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.!�
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
0.32
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
0.81
0.00
0.00
0.00
0.00
0.00
0.00
0.83
795.00
0.00
0.00
0.00
0.00
0.00
0.00
0.95
795.5r!
0.00
0.00
0.00
0.00
0.00
0.00
1.04
796.(
0.00
0.00
0.00
0.00
0.00
0.00
1.14
796.
. _ -
0.00
0.00
0.00
0.00
0.00
0.00
1.22
- -
1.30
0.00
0.00
0.00
0.00
0,00
0.00
97.50
1.37
0.00
0.00
0.00
0.00
0.00
0.00
798.00
1.44
0.00
0.00
0.00
0.00
0.00
0.00
FINAL RESULTS:
STAGE STORAGE DISCHARGE
(FT.) (C.F.) (C.F.S.)
790.50
2,852
0.00
791.00
6,099
0.00
791.5'
9,739
0.00
792.00
13,774
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
� 4.954
1.04
796.00
62,866
1.14
796.50
- 1.081
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: February 12, 202C
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/sA2
h = headwater over orifice
Inputs: Dia. of Pipe
24 inches
convert to area in SF = 3.1416 sq.ft.
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 CFS
Discharge noted as "BMP Out"
(see table below)
Stage Elev.
Bot. Media
HW (ft.)
Discharge
Notes
788.50
788.50
0.00
0.00
Bottom of Soil Media
789.00
788.50
0.50
10.70
789.50
788.50
1.00
15.13
790.00
788.50
1.50
18.53
Top of Soil Media
790.50
788.50
2.00
21.39
791.00
788.50
2.50
23.92
791.50
788.50
3.00
26.20
792.00
788.50
3.50
28.30
792.50
788.50
4.00
30.25
793.00
788.50
4.50
32.09
793.50
788.50
5.00
33.82
794.00
788.50
5.50
35.48
794.50
788.50
6.00
37.05
795.00
788.50
6.50
38.57
795.50
788.50
7.00
40.02
795.75
788.50
7.25
40.73
796.00
788.50
7.50
41.43
Principal Weir
796.50
788.50
8.00
42.78
797.00
788.50
8.50
44.10
Emergency Spillway
797.50
788.50
9.00
45.38
798.00 1
788.50
9.50
46.62
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
0.00
790.50
0.14
0.00
0.00
0.14
21.39
0.14
0.00
0.14
791.00
0.18
0.00
0.00
0.18
23.92
0.18
0.00
0.18
791.50
0.23
0.00
0.00
0.23
26.20
0.23
0.00
0.23
792.00
0.28
0.00
0.00
0.28
28.30
0.28
0.00
0.28
792.50
0.32
0.00
0.00
0.32
30.25
0.32
0.00
0.32
793.00
0.37
0.00
0.32
0.68
32.09
0.68
0.00
0.68
793.50
0.41
0.00
0.55
0.96
33.82
0.96
0.00
0.96
794.00
0.46
0.00
0.70
1.17
35.48
1.17
0.00
1.17
794.50
0.51
0.00
0.83
1.34
37.05
1.34
0.00
1.34
795.00
0.55
0.00
0.95
1.50
38.57
1.50
0.00
1.50
795.50
0.60
0.00
1.04
1.64
40.02
1.64
0.00
1.64
796.00
0.65
0.00
1.14
1.78
41.43
1.78
0.00
1.78
796.50
0.69
9.42
1.22
11.33
42.78
11.33
0.00
11.33
797.00
0.74
26.64
1.30
28.68
44.10
28.13
0.00
28.13
797.50
0.78
48.94
1.37
51.10
45.38
45.38
21.21
66.59
798.00
0.83
75.35
1.44
77.62
46.62
46.62
60.00
106.62
* 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: February 12, 202C
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) 149
Total Number of Fittings (ea) 5
Diameter of Pipe (inches) 6
Number of Perforations = (Length of Pipe - Fittings)*(4 rows/ft)*(4 holes/row)
= 2304 perforations
Actual Perforations Active = Number of Performations * 0.50 (50%)
= 1152 perforations
Capacity of One Hole = C*A*(2g*h)^0.5 Where: C = 0.6
0.0037 cfs/hole A = 0.000767 (sf)
g = 32.2 ft/s^2
h = 1 ft
Capacity of Active Perfs. = No. Active Performations * Capacity of One Hole
= 4.25 cfs (ok if > than filter media capacity)
`i ©t438a 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 11 Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: February 12, 2020
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)
3524 cu.ft.
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volume (cf)
Incr. Accum.
790.0
2032
0.0
0 0
791.0
2628
1.0
2330 2330
792.0
3739
1.0
3184 5514
793.0
4718
1.0
4229 9742
794.0 5830 1.0 5274 15016 Storage Volume Water Elevation = Principal Weir
Equalized Storage from Sediment Forebay Added to H&H Calculations (added to Sand Filter Volumes)

Project:
Pine Forest 11 Engineer: R. Joe Harris & Associates, Inc.
Location:
Statesville, North Carolina Date: February 12, 2020
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
UC
790.50
6,099
0.5
- -
791.00
6,887
G.5
3,245
791.50
7,676
0.5
3,b41
9,739
792.00
8,464
0.5
13.774
Water Quality Volume
792.43
9,271
0.9
7,839
17,528
792-50
9,383
0.1
18,271
793,00
10,302
OS
4 z-
23,192,
793.50
11,220
OS
3
28,573
794.00
12,139
J,
794.50
13,192
- --
dC,745
795.00
14,245
0.5
-
47, 0.:4
795.50
15,297
,.5
-
54,79C
Principal Weir
796.00
16,350
u 5
796.50
16,509
3 215
7i,116
Emergency Spillway
797.00
16,669
0
79,4ll
79730
16,828
0S
- -
87.785
Top of Berm
798.00
16,987
0-5
-
96,239

STATESVILLE SAND FILTER
BMP REQUIRED PROVIDED ELEVATION
SAND FILTER 1,420SF 2,276SF 790.00
WQV 17,622 CF 17,628 CF 792.43
PEAK CONTROL POST -DEVELOPMENT
STORM EVENT RUNOFF
2 YR - 24HR 26.30 CFS
10 YR - 24HR 47.79 CFS
50YR-24HR 71.56CFS
100 YR - 24HR 82.83 CFS
POST ROUTING
RUNOFF
ELEVATION
1.002
793.60
1.684
795.66
15.62
796.63
36.83CFS
797.07

Project: Pine Forest 11 Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: February 12, 2020
Client: The Johnson Group, INC. By: Corin Brown
BM P Type: Surface Sand Filter #100
POND STORAGE VOLUME: OVERALL
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
n
2,852
2,852
791.00
6,887
3,246
6,099
791.50
7,676
I.
3,641
9,739
792.00
8,464
1 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
45
6,333
40,710
795.00
14,245
5,o
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
8,215
71,081
797.00
16,669
7.0
8,294
79,375
797.50
16,828
8,374
a- 19
798.00
16,987
8,454
96,203
POND STORAGE VOLUME: SEDIMENT CHAMBER
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (Sx.) (FT.) (C.F.) (C.F.)
790.00
2,033
0.0
0
790.50
2,460
0.5
1,123
791.00
2,886
1.0
1,336
791.50
3,313
1.5
1,550
4,009
792.00
1
3,740
2.0
1,763
792.50
4,262
2.5
2,000
793.00
4,785
3.0
2,262
793.50
5,307
35
2,523
12,557
794.00
5,830
4.0
_ - 4
15,342
d
IL -
-------
I-
POND STORAGE VOLUME: SAND CHAMBER
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FT.) (S.F.) (FT.) (C.F.) (C.F.)
790.00
2,282
0
0
790.50
2,689
1,24,
1,243
791.00
3,096
-
1,446
2,689
791.50
3,503
1,650
4,339
792.00
3,910
2.0
0,192
792.50
4,403
2.5
u78
8,271
793.00
4,896
3.0
325
10,
793.50
5,390
3.5
5,883
4.0
'.� I
f13,1J67794.00

Hydrograph Summary Re po gydraflow 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
1.002
2
826
52,921
1
793.60
29,682
BMP #100
BMP #100.gpw
Return Period: 2 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 1.002 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.77 hrs
Time interval
= 2 min
Hyd. volume
= 52,921 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 793.60 ft
Reservoir name
= BMP #100
Max. Storage
= 29,682 cuft
Storage Indication method used
BMP #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 6 12 18 24 30 36 42 48 54 60
Time (hrs)
- Hyd No. 2 Hyd No. 1 Total storage used = 29,682 cuft

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
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 (sqft)
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
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
=
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
Stage (ft)
8.00
6.00
4.00
2.00
0.00 '
0.0 10.0
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
20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0
Elev (ft)
798.00
796.00
794.00
792.00
`- 790.00
110.0
Discharge (cfs)

Hydrograph Summary Re po gydraflow Hydrographs Extension for AutodeskO Civil 3D0 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
1.684
2
824
97,123
1
795.66
57,407
BMP#100
BMP #100.gpw
Return Period: 10 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post Drainage Area
Reservoir name
= BMP #100
Storage Indication method used.
40.00
30.00
20.00
10.00
0.00
0 6 12 18 24 30 36 42 48 54 60
Hyd No. 2 Hyd No. 1 1 1 1 I 1 :' Total storage used = 57,407 cuft
L
Wednesday, 02 / 12 / 2020
= 1.684 cfs
= 13.73 hrs
= 97,123 cuft
= 795.66 ft
= 57,407 cuft
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BMP #100
Hyd. No. 2 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
66
Time (hrs)

Hydrograph Summary Repo- Fiydraflow 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
71.56
2
716
147,640
------
------
------
Post Drainage Area
2
Reservoir
15.62
2
724
147,620
1
796.63
73,172
BMP#100
BMP #100.gpw
Return Period: 50 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post Drainage Area
Reservoir name
= BMP #100
Storage Indication method used.
Q (cfs;
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BMP #100
Hyd. No. 2 -- 50 Year
L
Wednesday, 02 / 12 / 2020
= 15.62 cfs
= 12.07 hrs
= 147,620 cuft
= 796.63 ft
= 73,172 cuft
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 w 1 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 73,172 cult

Hydrograph Summary Re po gydraflow 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
82.83
2
716
172,129
------
------
------
Post Drainage Area
2
Reservoir
33.83
2
722
172,108
1
797.07
80,588
BMP #100
BM #100.gpw
Return Period: 100 Year
Wednesday, 02 / 12 / 2020

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 2
BMP #100
Hydrograph type
= Reservoir
Peak discharge
= 33.83 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 172,108 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 797.07 ft
Reservoir name
= BMP #100
Max. Storage
= 80,588 cuft
Storage Indication method used.
Q (cfs)
BMP #100
Hyd. No. 2 -- 100 Year
Q (cfs)
90.00
80.00
90.00
70.00
80.00
60.00
70.00
50.00
60.00
40.00
50.00
30.00
40.00
20.00
30.00
10.00
20.00
000
10.00
000
0 4
Hyd No. 2
8 12 16 20 24 28 32
Hyd No. 1I Total storage used = 80,588 cuft
36
Time (hrs)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Dec 12 2019
Pond #100 Riprap Flow
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 Forest11
Storm Drain/Erosion Control Project Report Section 5; Water Quality
Sand Filter Fond 200 Analysis
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: February 12, 2020
Client: The Johnson Group, INC By: Corin Brown
BMP Type: Surface Sand Filter #200
Required Background Information:
1.0 Drainage Area Size (Area in SF Draining to BMP)
2.0 Impervious Area (Area in SF Draining to BMP)
3.0 % Impervious Area (Impervious Area/DA)
Compute Water Quality Volume (WQv):
360327 SF
133009 SF
1.0 Compute Runoff Coefficient (Rv) using Schueler's Method Rv BMP Equation
Rv = 0.05 +0.009(I) Where "I" is % Impervious (in percent, not decimal)
2.0 Compute Water Quality Volume (WQv) using Schueler's Method WQv BMP Equation
WQv = 1.ORvA/12 Where "A" is Area Draining to BMP in Acres
ac ft =04 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
_
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 74.6 CN Value (Post)
�'{` `Ga '�S max•
i"PI'M 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
_ . 5 ari 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
a c-ft = -S 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)
= 0 063E cfs
2.0 Compute Release Rate for Channel Protection Volume (CPv)
Rate = (CPv ac-ft * 43560 sf/ac)/(Duration * 3600 sec/hr)
0.106. 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)
0.063i 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)
= 2295 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
= 031i! 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)] ««««««
M sq.ft.
Surface Area Used =
Sand Filter Dims @ Filter Media =
3404 sq.ft.
45 Width (ft)
® Length (ft)
filter bed depth
(1' 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)
Incr. Accum.
Discharge (cfs)
(Filter Media)
This Is For Filter Media Only
Comments
788.00
7386
0.0
0
0
0.000
788.50
8105
0.5
3873
3873
0.207
789.00
8824
0.5
4232
8105
0.276
789.50
9542
0.5
4591
12696
0.345
790.00
10261
0.5
4951
17647
0.414
790.50
11112
0.5
5343
22990
0.483
791.00
11964
0.5
5769
28759
0.552
791.50
12815
0.5
6195
34954
0.621
792.00
13666
0.5
6620
41574
0.689
792.50
1 14540
0.5
7052
48626
0.758
793.00
15414
0.5
7489
56114
0.827
793.50
16288
0.5
7926
64040
0.896
794.00
17162
0.5
8363
72402
0.965
Principal Weir
794.50
17933
0.5
8774
81176
1.034
795.00
18704
0.5
9159
90335
1.103
Emergency Spillway
795.50
19475
0.5
9545
99880
1.172
796.00
20246
0.5
9930
109810
1.241
Top of Berm
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
0.00
Length of Weir =
2
LF
789.0
794.00
8
0.0
3.33
0.00
Length (L) =
8
LF
789.5
794.00
8
0.0
3.33
0.00
790.0
794.00
8
0.0
3.33
0.00
Cw =
Sharp -Crested
3.33
790.5
794.00
8
0.0
3.33
0.00
Broad Crested
3.00
791.0
794.00
8
0.0
3.33
0.00
791.5
794.00
8
0.0
3.33
0.00
792.0
794.00
8
0.0
3.33
0.00
792.5
794.00
8
0.0
3.33
0.00
793.0
794.00
8
0.0
3.33
0.00
793.5
794.00
8
0.0
3.33
0.00
794.0
794.00
8
0.0
3.33
0.00
794.5
794.00
8
0.5
3.33
9.42
795.0
794.00
8
1.0
3.33
26.64
795.5
794.00
8
1.5
3.33
48.94
796.0
794.00
8
2.0
3.33
75.35
Weir Equation »»> 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
0.00
Sides of Weir =
1
EA
788.5
795.0
0
0.0
3.00
0.00
Length of Weir =
20
LF
789.0
795.0
0
0.0
3.00
0.00
Length (L) _
20
LF
789.5
795.0
0
0.0
3.00
0.00
790.0
795.0
0
0.0
3.00
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
0.00
791.5
795.0
0
0.0
3.00
0.00
792.0
795.0
0
0.0
3.00
0.00
792.5
795.0
0
0.0
3.00
0.00
793.0
795.0
0
0.0
3.00
0.00
793.5
795.0
0
0.0
3.00
0.00
794.0
795.0
0
0.0
3.00
0.00
794.5
795.0
0
0.0
3.00
0.00
795.0
795.0
0
0.0
3.00
0.00
795.5
795.0
20
0.5
3.00
21.21
796.0
795.0
20
1.0
3.00
60.00
Weir Equation »»> Q= Cw*L*HA1.5

PROJECT: Pine Forest II DATE: 12-Feb-20
PROJECT #: 2712 DESIGNER: C.E.13
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
T386
QO
0
U
788.50
5,105
ti.
3.` 7,
; t7
789.00
8,824
LO
4,2
789.50
9,542
1.5
=1.5�)1
790.00
10,261
?.0
4.951
7.G47
790.50
1 L l 12
25
5.>43
791.00
11,964
1.0
5.761)
791.50
12,815
; 5
6.195
14.)5-4
792.00
13,666
4.0
6.6?O
1.5 7
792.50
14,540
4 5
7.05
4�.620
793.00
15,414
5.0
7. 1 9
56. i I
793.50
16,288
5.5
7.�J?0
794.00
17,162
6.0
7. , 6
7 ' .4W
794.50
17,933
6.5
'�.774
795.00
18,704
7.0
795.50
19,475
796.00
20,246
0
9.90
1U9.810
ORIFICE FLOW DATA:
ORIFICE
NO.
DIA.
(IN.)
AREA
(S.F.)
'C'
INVERT
ELEV.
(FT.)
CENTR.
ELEV.
(FT.)
DESCRIPTION
1
6
0.196
0.1
1 7S9.5
7 ') 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: 12-Feb-20
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
1 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
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
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
791.00
28,759
0.70
791.50
34,954
0.81,
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
705.00
90,335
1.44
,�.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: February 12, 2020
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 = 1.7672 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
0.000
Bottom of Soil Media
787.00
786.50
0.50
6.017
787.50
786.50
1.00
8.509
788.00
786.50
1.50
10.421
Top of Soil Media
788.50
1 786.50
2.00
12.033
789.00
786.50
2.50
13.454
789.50
786.50
3.00
14.738
790.00
786.50
3.50
15.918
790.50
786.50
4.00
17.018
791.00
786.50
4.50
18.050
791.50
1 786.50
5.00
19.026
792.00
786.50
5.50
19.955
792.50
786.50
6.00
20.842
793.00
786.50
6.50
21.693
793.50
786.50
7.00
22.512
793.75
786.50
7.25
22.911
794.00
786.50
7.50
23.302
Principal Weir
794.50
786.50
8.00
24.066
795.00 1
786.50
8.50
24.807
Emergency Spillway
795.50
786.50
9.00
25.526
796.00
786.50
9.50
26.226
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
788.00
0.00
0.00
0.00
0.00
10.42
0.00
0.00
0.00
788.50
0.21
0.00
0.00
0.21
12.03
0.21
0.00
0.21
789.00
0.28
0.00
0.00
0.28
13.45
0.28
0.00
0.28
789.50
0.34
0.00
0.00
0.34
14.74
0.34
0.00
0.34
790.00
0.41
0.00
0.32
0.73
15.92
0.73
0.00
0.73
790.50
0.48
0.00
0.55
1.03
17.02
1.03
0.00
1.03
791.00
0.55
0.00
0.70
1.26
18.05
1.26
0.00
1.26
791.50
0.62
0.00
0.83
1.45
19.03
1.45
0.00
1.45
792.00
0.69
0.00
0.95
1.63
19.95
1.63
0.00
1.63
792.50
0.76
0.00
1.04
1.80
20.84
1.80
0.00
1.80
793.00
0.83
0.00
1.14
1.96
21.69
1.96
0.00
1.96
793.50
0.90
0.00
1.22
2.12
22.51
2.12
0.00
2.12
794.00
0.97
0.00
1.30
2.26
23.30
2.26
0.00
2.26
794.50
1.03
9.42
1.37
11.83
24.07
11.83
0.00
11.83
795.00
1.10
26.64
1.44
29.19
24.81
24.81
0.00
24.81
795.50
1.17
48.94
1.51
51.62
25.53
25.53
21.21
46.74
796.00
1.24
75.35
1.58
78.17
26.23
26.23
60.00
86.23
* 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: February 12, 2020
Client: The Johnson Group, INC By: Corin Brown
BMP Type: Surface Sand Filter #200
Size Underdrains for Surface Sand Filter
The calculations utilized are taken from the Charlotte -Mecklenburg BMP Design Manual (July 1, 2010 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) 254
Total Number of Fittings (ea) 8
Diameter of Pipe (inches) 6
Number of Perforations = (Length of Pipe - Fittings)*(4 rows/ft)*(4 holes/row)
3936 perforations
Actual Perforations Active = Number of Performations * 0.50 (50%)
1968 perforations
Capacity of One Hole = C*A*(2g*h)A0.5 Where: C = 0.6
0.0037 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
7.27 cfs (ok if > than filter media capacity)
0.207' 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: February 12, 2020
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)
= 2295 cu.ft.
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
Volum_e_(cf)
Incr. Accum.
788.0
3637
0.0
0 0
789.0
4364
1.0
4001 4001
790.0
5091
1.0
4728 8728
791.0
5933
1.0
5512 14240
792.0
6
775 1.0 6354 20594 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: February 12, 2020
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
789.37
9,338
0.4
3,378
11,483
789.50
9,542
0.5
4,591
12,696
790.00
10,261
0.6
4,951
16,434
790.50
11,112
0.5
5,343
21,777
791.00
11,964
0.5
5,769
27,546
791.50
12,815
0.5
6,195
33,740
792.00
13,666
0.5
6,620
40,361
792.50
14,540
0.5
7,052
47,412
793.00
15,414
0.5
7,489
54,901
793.50
16,288
0.5
7,926
62,826
Principal Weir
794.00
17,162
0.5
8,363
71,189
794.50
17,933
0.5
8,774
79,962
Emergency Spillway
795.00
18,704
0.5
9,159
89,122
795.50
19,475
0.5
9,545
98,666
Top of Berm
796.00
20,246
0.5
9,930
108,597

STATESVILLE SAND FILTER
BMP
REQUIRED
PROVIDED
ELEVATION
SAND FILTER
772 SF
3,404 SF
788.00
WQV
11,477 CF
11,483CF
789.37
PEAK CONTROL
POST -DEVELOPMENT
POST ROUTING
STORM EVENT
RUNOFF
RUNOFF
ELEVATION
2 YR - 24HR
17.97 CFS
0.782
790.09
10 YR - 24HR
34.79 CFS
1.538 CFS
792.74
50 YR - 24HR
54.40 CFS
2.115 CFS
793.48
100 YR - 24HR
63.83 CFS
3.728 CFS
794.08

Project: Pine Forest II Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, North Carolina Date: February 12, 2020
Client: The Johnson Group, INC. By: Corin Brown
BM P Type: Surface Sand Filter #200
POND STORAGE VOLUME: OVERALL
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
,873
789.00
8,824
1.0
4,232
789.50
9,542
1.5
4,591
790.00
10,261
1 2.0
4,951
1 17,647
790.50
11,112
2.5
22,990
791.00
11,964
3.0
-�,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
X.774
81,176
795.00
18,704
7.0
�9
90,335
795.50
19,475
7.5
9,545
99,880
796.00
20,246
8.0
9,930
109,810
POND STORAGE VOLUME: SEDIMENT CHAMBER
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(Fr.) (S.F.) (PT.) (C.F.) (C.F.)
788.00
3,637
0.0
0
0
788.50
4,001
OS
1,909
1,909
789.00
4,364
1.0
2.091
4,001
789.50
4,727
1.5
6,273
790.00
5,091
1
2.0
2,455
1
8,728
790.50
5,512
2.S
2,651
11,379
791.00
5,933
3.
2,861
14,240
791.50
6,354
3,072
17,312
792.00
6,775
4.!
3,282
20,594
POND STORAGE VOLUME: SAND CHAMBER
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
(FP.) (S.F.) (FT.) (C.F.) (C.F.)
788.00
3,474
0.0
0
0
788.50
3,859
0.5
1,833
1,833
789.00
4,243
1.0
2,026
789.50
4,628
1.5
2,218
790.00
1
5,012
1 2.0
2,410
790.50
5,450
2.5
2,616
2
791.00
5,888
3.0
2,834
13,937
791.50
6,325
3.5
3,053
16,990
792.00
6,763
4.0
3,272
20,26 )

Hydrograph Summary Re po - Tiydraflow 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
0,782
2
816
35,917
1
790.09
18,564
BMP #200
BMP #200.gpw
Return Period: 2 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 0.782 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.60 hrs
Time interval
= 2 min
Hyd. volume
= 35,917 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 790.09 ft
Reservoir name
= BMP #200
Max. Storage
= 18,564 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 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 18,564 cuft

Pond Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 02 / 12 / 2020
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 (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]
Rise (in)
Inactive
Inactive
Inactive
Inactive
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
[A]
Crest Len (ft) Inactive
Crest El. (ft) = 0.00
Weir Coeff. = 3.33
Weir Type = 1
Multi -Stage = Yes
[Bl
[C]
[D]
Inactive
Inactive
Inactive
0.00
0.00
0.00
3.33
3.33
3.33
No
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
788.00 --- --- --- --- --- - ---
0.05
387
788.05 --- --- --- --- --- --- --- ---
0.10
774
788.10 --- --- --- --- --- --- ---
0.15
1,161
788.15 --- --- --- --- --- --- --- ---
0.20
1,548
788.20 --- --- --- --- --- --- --- ---
0.25
1,935
788.25 --- --- --- --- --- --- --- ---
0.30
2,323
788.30 --- --- --- --- --- --- --- ---
0.35
2,710
788.35 --- --- --- --- - --- ---
0.40
3,097
788.40 --- --- --- --- --- - --- ---
0.45
3,484
788.45 --- --- --- --- --- --- --- ---
0.50
3,871
788.50 --- --- --- --- --- --- --- ---
0.55
4,294
788.55 --- --- --- --- --- --- --- ---
0.60
4,717
788.60 --- --- --- --- --- --- --- ---
0.65
5,140
788.65 --- --- --- --- --- --- --- ---
0.70
5,563
788.70 --- --- --- --- --- --- --- -
0.75
5,986
788.75 --- --- --- --- --- - --- ---
0.80
6,409
788.80 --- --- --- --- --- - --- ---
0.85
6,832
788.85 --- --- --- --- --- - --- ---
0.90
7,255
788.90 --- --- --- --- --- --- --- ---
0.95
7,678
788.95 --- --- --- --- --- ---
1.00
8,102
789.00 --- --- --- --- --- --- --- ---
1.05
8,561
789.05 --- --- --- --- --- --- --- ---
1.10
9,020
789.10 --- --- --- --- --- --- --- ---
1.15
9,478
789.15 --- --- --- --- --- --- --- ---
--- ---
0.000
--- 0.021
0.021
--- 0.042
0.042
--- 0.063
0.063
--- 0.084
0.084
--- 0.105
0.105
--- 0.126
0.126
--- 0.147
0.147
--- 0.168
0.168
--- 0.189
0.189
--- 0.210
0.210
--- 0.217
0.217
--- 0.224
0.224
--- 0.231
0.231
--- 0.238
0.238
--- 0.245
0.245
--- 0.252
0.252
--- 0.259
0.259
--- 0.266
0.266
--- 0.273
0.273
--- 0.280
0.280
--- 0.286
0.286
--- 0.292
0.292
--- 0.298
0.298
Continues on next page

5
BMP #200
Stage / Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D ExfiI
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs
cfs
cfs
1.20
9,937
789.20
---
---
---
--- ---
---
---
---
---
0.304
0.304
1.25
10,396
789.25
---
---
---
--- ---
---
---
---
---
0.310
0.310
1.30
10,855
789.30
---
---
---
--- ---
---
---
---
---
0.316
0.316
1.35
11,314
789.35
---
---
---
--- ---
---
---
---
---
0.322
0.322
1.40
11,773
789.40
---
---
---
--- ---
---
---
---
---
0.328
0.328
1.45
12,232
789.45
---
---
---
--- ---
---
---
---
---
0.334
0.334
1.50
12,691
789.50
---
---
---
--- ---
---
---
---
---
0.340
0.340
1.55
13,186
789.55
---
---
---
--- ---
---
---
---
---
0.379
0.379
1.60
13,681
789.60
---
---
---
--- ---
---
---
---
---
0.418
0.418
1.65
14,176
789.65
---
---
---
--- ---
---
---
---
---
0.457
0.457
1.70
14,671
789.70
---
---
---
--- ---
---
---
---
---
0.496
0.496
1.75
15,166
789.75
---
-
---
--- ---
---
---
---
---
0.535
0.535
1.80
15,661
789.80
---
---
---
--- ---
---
---
---
---
0.574
0.574
1.85
16,156
789.85
---
---
---
--- ---
---
---
---
---
0.613
0.613
1.90
16,651
789.90
---
---
---
--- ---
---
---
---
---
0.652
0.652
1.95
17,146
789.95
---
---
---
--- ---
---
---
---
---
0.691
0.691
2.00
17,641
790.00
---
---
---
--- ---
---
---
---
---
0.730
0.730
2.05
18,175
790.05
---
---
---
--- ---
---
---
---
---
0.760
0.760
2.10
18,709
790.10
---
---
---
--- ---
---
---
---
---
0.790
0.790
2.15
19,243
790.15
---
---
---
--- ---
---
---
---
---
0.820
0.820
2.20
19,777
790.20
---
---
---
--- ---
---
---
---
---
0.850
0.850
2.25
20,311
790.25
---
---
---
--- ---
---
---
---
---
0.880
0.880
2.30
20,845
790.30
---
---
---
--- ---
---
---
---
---
0.910
0.910
2.35
21,379
790.35
---
---
---
--- ---
---
---
---
---
0.940
0.940
2.40
21,914
790.40
---
---
---
--- ---
---
---
---
---
0.970
0.970
2.45
22,448
790.45
---
---
---
--- ---
---
---
---
---
1.000
1.000
2.50
22,982
790.50
---
---
---
--- ---
---
---
---
---
1.030
1.030
2.55
23,559
790.55
---
---
---
--- ---
---
---
---
---
1.053
1.053
2.60
24,135
790.60
---
---
---
--- ---
---
---
---
---
1.076
1.076
2.65
24,712
790.65
---
---
---
--- ---
---
---
---
---
1.099
1.099
2.70
25,289
790.70
---
---
---
--- ---
---
---
---
---
1.122
1.122
2.75
25,865
790.75
---
---
---
--- ---
---
---
---
---
1.145
1.145
2.80
26,442
790.80
---
---
---
--- ---
---
---
---
---
1.168
1.168
2.85
27,019
790.85
---
---
---
--- ---
---
---
---
---
1.191
1.191
2.90
27,596
790.90
---
---
---
--- ---
---
---
---
---
1.214
1.214
2.95
28,172
790.95
---
---
---
--- ---
---
---
---
---
1.237
1.237
3.00
28,749
791.00
---
---
---
--- ---
---
---
---
---
1.260
1.260
3.05
29,368
791.05
---
---
---
--- ---
---
---
---
---
1.279
1.279
3.10
29,988
791.10
---
---
---
--- ---
---
---
---
---
1.298
1.298
3.15
30,607
791.15
---
---
---
--- ---
---
---
---
---
1.317
1.317
3.20
31,226
791.20
---
---
---
--- ---
---
---
---
---
1.336
1.336
3.25
31,845
791.25
---
---
---
--- ---
---
---
---
---
1.355
1.355
3.30
32,465
791.30
---
---
---
--- ---
---
---
---
---
1.374
1.374
3.35
33,084
791.35
---
---
---
--- ---
---
---
---
---
1.393
1.393
3.40
33,703
791.40
---
---
---
--- ---
---
---
---
---
1.412
1.412
3.45
34,323
791.45
---
---
---
--- ---
---
---
---
---
1.431
1,431
3.50
34,942
791.50
---
---
---
--- ---
---
---
---
---
1.450
1.450
3.55
35,604
791.55
---
---
---
--- ---
---
---
---
---
1.468
1.468
3.60
36,266
791.60
---
---
---
--- ---
---
---
---
---
1.486
1.486
3.65
36,927
791.65
---
---
---
--- ---
---
---
---
---
1.504
1.504
3.70
37,589
791.70
---
---
---
--- ---
---
---
---
---
1.522
1.522
3.75
38,251
791.75
---
---
---
--- ---
---
---
---
---
1.540
1.540
3.80
38,913
791.80
---
---
---
--- ---
---
---
---
---
1.558
1.558
3.85
39,575
791.85
---
--
---
--- ---
---
---
---
---
1.576
1.576
3.90
40,237
791.90
---
---
---
--- ---
---
---
---
---
1.594
1.594
3.95
40,898
791.95
---
---
---
--- ---
---
---
---
---
1.612
1.612
4.00
41,560
792.00
---
---
---
--- ---
---
---
---
---
1.630
1.630
4.05
42,265
792.05
---
---
---
--- ---
---
---
---
---
1.647
1.647
4.10
42,970
792.10
---
---
---
--- ---
---
---
---
---
1.664
1.664
4.15
43,675
792.15
---
---
---
--- ---
---
---
---
---
1.681
1.681
4.20
44,380
792.20
---
---
---
--- ---
---
---
---
---
1.698
1.698
4.25
45,085
792.25
---
---
---
--- ---
---
---
---
---
1.715
1.715
4.30
45,790
792.30
---
---
---
--- ---
---
---
---
---
1.732
1.732
4.35
46,495
792.35
---
---
---
--- ---
---
---
---
---
1.749
1.749
4.40
47,200
792.40
---
---
---
--- ---
---
---
---
---
1.766
1.766
4.45
47,905
792.45
---
---
---
--- ---
---
---
---
---
1.783
1.783
4.50
48,610
792.50
---
---
---
--- ---
---
---
---
---
1.800
1.800
4.55
49,359
792.55
---
---
---
--- ---
---
---
---
---
1.816
1.816
4.60
50,107
792.60
---
---
---
--- ---
---
---
---
---
1.832
1.832
4.65
50,856
792.65
---
---
---
--- ---
---
---
---
---
1.848
1.848
Continues on next page...

6
BMP #200
Stage /Storage /Discharge
Table
Stage
Storage
Elevation
C|vA
c|vo
o|vo
prfmn, vmA
xv,o
vv,o
vv,o
s^n|
uoo,
Total
u
ouu
ft
ofs
cfs
xfs
Cfs ofs
ofs
ofs
cfs
cfs
ofs
ofs
4.70
51.805
rnoJU
-'
-'
-'
-' --
-'
-'
_'
-'
1.864
1.864
*.75
52.353
782.75
--
--
--
-- --
-
-
--
--
1.880
1.880
*.80
53.102
792o0
-'
'-
-'
-' -'
-'
--
-'
-'
1.886
1.096
4.85
53.851
792.85
--
--
--
-- --
--
--
--
--
1.912
1.812
4.90
54.599
782.e0
-'
-'
-'
-' -'
-'
-'
-'
-'
1.828
1.928
4e5
55.348
792.95
--
--
--
- --
--
--
--
--
1.944
1.944
5.00
56.097
793.00
-'
-'
-'
-' -'
-'
-'
-'
-'
1.980
1.960
5.05
e8.889
79305
--
--
-
-- --
-
_
--
--
1.976
1.976
5.10
57.681
793.10
-'
-'
-'
-' -'
-'
-'
'-
--
1a92
1.992
515
58.474
783.15
--
--
--
- --
--
--
--
--
2.008
2.008
5.20
se.o*s
reozo
-'
-'
-'
-- '-
-'
_'
-'
-'
2.024
2o24
5.25
80.059
783.25
--
--
--
-- --
--
--
--
--
2040
2040
5.30
00.851
793.30
-'
-'
--
-' -'
-
-'
-'
'-
2.056
2.050
5.35
61.643
793.35
--
--
--
-- --
--
-
--
--
2.072
2.072
5.40
62.436
793.40
-'
-'
-'
'- -'
-'
_'
-'
-'
2.088
2.088
5.45
63,228
793.45
--
--
--
-- --
--
--
--
--
2.104
2.104
oao
04.020
785.50
-'
-'
--
-' -'
-'
-'
-'
-'
2.120
2.120
5.55
64.856
793.55
--
--
--
-- -
--
--
--
--
2134
2134
xao
65.698
793.60
-'
-'
-'
-' --
-'
'-
_'
'-
2.148
2.148
5.65
66,529
793.65
--
--
--
'- --
--
_
--
--
21e2
2162
nJO
87.365
783.70
-'
-'
--
-' '-
-'
-'
-'
-'
2.170
2.170
5.75
88.201
798.75
--
--
--
-- --
--
--
--
_-
2.190
2.190
5.80
09.037
7e3.80
-'
-'
-'
-' -'
-'
-'
'-
-'
2.204
2.204
oon
69.873
7e3o5
--
--
--
- --
--
--
--
--
2.218
2218
5.90
70,709
7e3.e0
-'
-'
--
'- -'
'-
-'
-'
-'
2.232
2.232
5.95
71.545
ryoyo
-
-
-
- -
-
-
_
_
2.24e
2.246
6.00
72.301
794.00
--
-'
--
-- --
--
-
--
--
22*0
2280
nun
73.258
7**.05
-'
-'
-'
-' -'
-'
_'
-'
-'
3z17
3.217
6.10
74.136
794.10
-
-
-
- -
-
_
_
_
4.174
4.174
05
75.013
794.15
-
-
-
- -
-
-
_
_
5.131
5.131
6.20
75.890
794.20
-
-
-
- -
-
-
_
_
8.080
0.088
6.25
76.767
794.25
-
-
-
- -
-
_
_
_
7.045
7.045
*.00
77.644
794.30
-
-
-
- -
-
-
_
_
8.002
8.002
*.ou
78.522
794.35
-
-
-
- -
-
-
_
_
8.959
8.959
0.40
79.399
794.40
-
-
-
- -
-
_
_
_
9.918
9.816
6.45
80.276
794.45
-
-
-
- -
-
-
-
_
10.87
0.87
6.50
81.153
794.50
-
-
-
- -
-
_
_
_
11.0
11.83
uso
82,069
794.55
-
-
-
- -
-
-
_
_
1313
13.13
6.60
02.985
794.60
-
-
-
- -
-
-
_
_
14,43
14.43
6.65
83,901
794.65
-
-
-
- -
-
_
_
_
15.72
15.72
0.70
84.816
794.70
-
-
-
- -
-
-
-
_
17.02
17.02
arn
85,732
794.7
-
-
-
- -
-
_
_
_
18.32
18.32
6.80
86,048
794.80
-
-
-
- -
-
-
_
_
19.62
19,82
soa
87,564
794.85
-
-
-
- -
_
_
_
_
uunu
mueu
6.90
88,479
794.90
-
-
-
- -
-
-
-
_
22.21
22.21
6.95
89,395
nwsm
-
-
-
- -
-
-
_
_
23.51
23.51
7.00
90,311
795l0
-
-
-
- -
-
-
-
_
24.81
24.01
rOo
91.265
795.05
-
-
-
- -
-
_
_
_
azOO
27.00
7.10
92.220
795.10
-
-
-
- -
-
-
-
_
29.20
29.20
7.15
93.174
795.15
-
-
-
- -
-
_
_
_
31.39
31.38
7.20
94,128
79520
-
-
-
- -
-
_
_
_
33.58
33.58
7.25
eimm
795.25
-
-
-
- -
-
_
_
_
uara
szra
rao
96,037
795.30
-
-
-
- -
-
-
_
_
37.9
37.97
7.35
90.991
795.35
-
-
-
- -
-
-
_
_
40.10
40.16
nm
97,*45
7e,40
-
-
-
- -
-
_
_
_
/2.35
*o.00
7.45
98,900
795*5
-
-
-
- -
_
_
_
_
44.55
44/55
rou
e9,854
795.50
-
-
-
- -
-
-
_
_
*6.7*
46.74
7.55
100,847
795.55
-
-
-
- -
-
-
-
_
50.69
50/69
rso
101.840
79510
-
-
-
- -
-
-
_
_
54.84
54.6
ren
102.833
795a*
-
-
-
- -
-
-
-
_
58.59
58.*9
7.0
103,826
795.70
-
-
-
- -
-
-
_
_
0254
02.54
7.75
104,818
795.75
-
-
-
- -
-
-
-
_
86.43
66,49
7.80
105,811
795.80
-
-
-
- -
-
_
_
_
0.43
70,43
7.85
106,804
795.85
-
-
-
- -
-
-
-
_
74.38
7*38
7.90
107.797
795.90
-
-
-
- -
-
_
_
_
78.33
78.33
roo
108,790
795.95
-
-
-
- -
-
-
-
_
82.28
82.28
8.00
109,783
796.00
-
-
-
- -
-
-
-
_
86.23
86.2
.End

Hydrograph Summary Repo rtydraflow Hydrographs Extension for Autodesk® 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
1.538
2
804
70,227
1
791.74
38,177
BMP #200
BMP #200.gpw
Return Period: 10 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
1.1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 1.538 cfs
Storm frequency
= 10 yrs
Time to peak
= 13.40 hrs
Time interval
= 2 min
Hyd. volume
= 70,227 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 791.74 ft
Reservoir name
= BMP #200
Max. Storage
= 38,177 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
15.00
10.00
.M
0.00 1• "
0 4 8
---- Hyd No. 2
BMP #200
Hyd. No. 2 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
- Hyd No. 1 Total storage used = 38,177 cuft

Hydrograph Summary Repo- TiydraflowHydrographsExtension for Autodesk®Civil3D®byAutodesk,Inc. v202O
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
54.40
2
716
110,646
------
------
------
Post Drainage Area
2
Reservoir
2.115
2
812
110,628
1
793.48
63,767
BMP #200
BMP #200.gpw
Return Period: 50 Year
Wednesday, 02 / 12 / 2020

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 2.115 cfs
Storm frequency
= 50 yrs
Time to peak
= 13.53 hrs
Time interval
= 2 min
Hyd. volume
= 110,628 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 793.48 ft
Reservoir name
= BMP #200
Max. Storage
= 63,767 cuft
Storage Indication method used.
BMP #200
Q (cfs) Q (cfs)
Hyd. No. 2 -- 50 Year
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 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
Hyd No. 2 Hyd No. 1 Total storage used = 63,767 cult

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
(cult)
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
3.728
2
768
130,488
1
794.08
73,727
BMP #200
BMP #200.gpw
Return Period: 100 Year
Wednesday, 02 / 12 / 2020

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Wednesday, 02 / 12 / 2020
Hyd. No. 2
BMP #200
Hydrograph type
= Reservoir
Peak discharge
= 3.728 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.80 hrs
Time interval
= 2 min
Hyd. volume
= 130,488 cuft
Inflow hyd. No.
= 1 - Post Drainage Area
Max. Elevation
= 794.08 ft
Reservoir name
= BMP #200
Max. Storage
= 73,727 cuft
Storage Indication method used
BMP #200
Q (cfs) Q (cfs)
Hyd. No. 2 -- 100 Year
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 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
- Hyd No. 2 Hyd No. 1 I 1 11 1 1 _ Total storage used = 73,727 cult

Pine Forest II
Storm Drain/Erosion Control Project Report (C-SWPPP) Section VII; Appendix
APPENDIX A

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