SW3220805_Stormwater Report_20220921

STORMWATER MANAGEMENT REPORT
PREPARED FOR:
LGI HOMES NC, LLC
3037 SHERMAN DRIVE
LANCASTER, SC 39720
BEPC #NCC202055
March 28, 2022
PREPARED BY:
BOHLER ENGINEERING, NC, PLLC
1927 S. TYRON ST. SUITE 310
CHARLOTTE, NC 28203
[phone]
�NCARo
S AL -
046878
c ° v
9 LNG NE_�
4°6
N M Goo
04/26/22
NORTH CAROLINA LICENSE #046878
R. ALLEN MCDOWELL, P.E.
PROFESSIONAL CERTIFICATION: I HEREBY CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME, AND
THAT I AM A DULY LICENSED REGISTERED ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA
CIVIL & CONSULTING ENGINEERS• SURVEYORS -TRAFFIC CONSULTANTS
www.bohlereng.com

Table of Contents
GeneralProject Description/Stormwater Management...................................................................... 3
Appendix............................................................................................................................................... 4
RainfallIntensity Data....................................................................................................................
SoilMap.......................................................................................................................................
HydroCADOutput..........................................................................................................................
StormsewersOutput......................................................................................................................
RiprapCalculations........................................................................................................................
Erosion Control Calculations...........................................................................................................

General Project Description/Stormwater Management
GENERAL PROJECT OVERVIEW AND EXISTING CONDITIONS
The subject site is located at 310 Limestone Terrace Rd in Granite Quarry, NC. The project site
consists of approximately 8.72 acres. The proposed project will include 53 single family
townhome units. There is an existing dry pond to the eastern property line.
The site is majority grassland with type B/C soils, with average existing slopes of 2% to 8%.
There is currently no stormwater measure provided on the site. Off -site area is planned to be
bypassed and is not examined in this analysis.
STORMWATER REQUIREMENTS AND DESIGN OVERVIEW
This project is located in the Yadkin Pee -Dee river basin and is adjacent to Crane Creek. This
project is classified as a high -density because the largest drainage area has greater than 24%
built upon area.
For the western portion of the site, a proposed sand filter will be used to treat for water quality
and quantity before flowing to an existing wet pond in the adjacent development. The entire
drainage area for the existing wet pond was analyzed to show no increase in peak flows in the
required storm events.
For the eastern portion of the site, the existing dry pond footprint will be expanded and the
system will be converted to a wet pond to treat for water quality and quantity before
discharging to the adjacent stormwater network.
Stormwater will be conveyed through pipe systems and discharge to the proposed BMP's in a
non -erosive manner to maintain natural drainage patterns.
Stormwater quality treatment systems shall treat the runoff generated from the first inch of
rainfall.
All structural stormwater treatment systems used to meet these requirements shall be designed
to have a minimum of 85% average annual removal for total suspended solids.
General engineering design criteria shall be accordance with 15 A NCAC 2H. 1008(c) in the
design manual.
The peak discharge is attenuated for both the 2-year, 24-hr storm and the 25-year, 24-hr storm
events. The 100-year, 24-hr storm event has been analyzed to provide 1' of freeboard to the
top of berm.
Areas not controlled by systems due to topographic challenges are sheet flowing to roadside
inlets along Limestone Terrace

Appendix

548150
35o 36'30"N
35o 36' 21" N
548150 548190 548230 548270 548310 548350 548390
Map Scale: 1:1,970 if printed on A landscape (11" x 8.5") sheet.
$ Meters N
0 25 50 100 150
Feet
0 50 100 200 ?00
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Rowan County, North Carolina
(Granite Quarry Soil Map)
548190 548230 548270 548310 548350 548390 548430
548470 548510
548430 548470 548510
a
548550
35o 36' 30" N
35o 36' 21" N
548550
m
a
3/23/2022
Pagel of 4

Hydrologic Soil Group —Rowan County, North Carolina
(Granite Quarry Soil Map)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Rowan County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 6, 2021—Apr 7,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 3/23/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Rowan County, North Carolina
Granite Quarry Soil Map
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
Cecil sandy clay loam, 2
to 8 percent slopes,
moderately eroded
B
7.6
81.9%
VnB2
Vance sandy clay loam,
2 to 8 percent slopes,
moderately eroded
C
1.7
18.1 %
Totals for Area of Interest
9.3
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 3/23/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Rowan County, North Carolina
Granite Quarry Soil Map
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 3/23/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

3/23/22, 3:01 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Salisbury, North Carolina, USA*
�'°
Latitude: 35.6067*, Longitude:-80.466°
Elevation: 765.37 ft**
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
0.388
0.458
0.535
0.588
0.647
0.686
0.721
0.750
0.782
0.802
5-min
(0.357-0.420)
(0.423-0.499)
(0.492-0.581)
(0.539-0.637)
(0.591-0.700)
(0.624-0.743)
(0.652-0.781)
(0.675-0.815)
(0.696-0.850)
(0.709-0.874)
0.619
0.733
0.856
0.940
1.03
1.09
1.15
1.19
1.24
1.26
10-min
(0.571-0.672)
(0.677-0.798)
(0.788-0.930)
(0.862-1.02)
(0.942-1.12)
(0.993-1.18)
1 (1.04-1.24)
1 (1.07-1.29)
1 (1.10-1.35)
1 (1.12-1.38)
0.774
0.921
1.08
1.19
1.31
1.38
1.45
1.50
1.56
1.59
15-min
(0.714-0.839)
(0.850-1.00)
(0.996-1.18)
(1.09-1.29) 11
(1.19-1.42)
1 (1.26-1.50)
1 (1.31-1.57)
1 (1.35-1.63)
1 (1.39-1.69)
1 (1.40-1.73)
1.06
1.27
1.54
1.72
1.94
2.08
2.22
2.34
2.48
2.57
30-min
(0.978-1.15) 1
1 (1.42-1.67) 1
1 (1.77-2.10)
1 (1.89-2.26)
(2.01-2.40)
(2.10-2.54)
(2.21-2.69)
(2.27-2.80)
1.32
1.60
1.97
2.24
2.58
2.82
3.06
3.28
3.55
3.75
60-min
(1.22-1.44)1
(1.47-1.74) 1
1 (2.35-2.79)
1 (2.57-3.06)
(2.76-3.31)
(2.95-3.56)
(3.17-3.87)
(3.31-4.09)
1.53
1.85
2.30
2.63
3.06
3.39
3.70
4.00
4.40
4.68
2-hr
(1.40-1.67)1
(1.70-2.02) 11
(2.11-2.51) 11
(2.41-2.87) 11
(2.79-3.33)
1 (3.06-3.68)
1 (3.33-4.03)
1 (3.57-4.37)
1 (3.88-4.80)
1 (4.09-5.13)
1.63
1.96
2.45
2.82
3.31
3.69
4.06
4.43
4.92
5.29
3-hr
(1.50-1.78) 11
(1.81-2.15) 11
(2.25-2.68) 11
(2.58-3.07) 11
(3.01-3.60)
1 (3.33-4.00)
1 (3.64-4.40)
1 (3.94-4.81)
1 (4.32-5.35)
1 (4.59-5.77)
1.97
2.37
2.96
3.42
4.03
4.51
4.99
5.47
6.12
6.62
6-hr
(1.81-2.15)
(2.18-2.59)
(2.72-3.24) 11
(3.13-3.72) 11
(3.66-4.37)
1 (4.07-4.89)
1 (4.47-5.41)
1 (4.85-5.93)
1 (5.35-6.65)
1 (5.72-7.20)
2.32
2.80
3.51
4.07
4.83
5.44
6.06
6.70
7.58
8.26
12-hr
(2.14-2.53)
(2.58-3.06) 1
1 (3.73-4.43) 11
(4.39-5.24)
1 (4.90-5.89)
1 (5.41-6.55)
1 (5.92-7.23)
1 (6.58-8.1 7)
1 (7.07-8.91)
2.77
3.34
4.19
4.86
5.76
6.48
7.21
7.97
8.99
9.80
24-hr
(2.58-2.97)1
(3.12-3.59) 11
(3.91-4.50) 11
(4.52-5.21) 11
(5.35-6.18)
1 (6.01-6.95)
1 (6.67-7.73)
1 (7.34-8.55)
1 (8.25-9.66)
1 (8.96-10.5)
3.21
3.87
4.82
5.56
6.56
7.35
8.16
8.98
10.1
11.0
2-day
(3.00-3.44)
(3.62-4.14) 11
(4.50-5.15) 11
(5.19-5.94) 11
(6.11-7.01)
1 (6.83-7.86)
1 (7.55-8.71)
1 (8.29-9.60)
1 (9.28-10.8)
1 (10.1-11.8)
3.42
4.11
5.09
5.86
6.90
7.73
8.57
9.43
10.6
11.5
3-day
(3.20-3.65)
1 (4.76-5.43) 11
(5.47-6.25) 11
(6.43-7.37)
1 (7.18-8.25)
1 (7.94-9.15)
1 (8.72-10.1)
1 (9.76-11.3)
1 (10.6-12.3)
3.63
4.35
5.36
6.16
7.25
8.11
8.98
9.88
11.1
12.1
4-day
(3.40-3.86) 11
(4.08-4.64) 11
(5.02-5.71) 11
(5.76-6.56) 11
(6.75-7.73)
1 (7.54-8.65)
1 (8.33-9.59)
1 (9.14-10.6)
1 (10.2-11.9)
1 (11.1-12.9)
4.18
4.99
6.07
6.92
8.09
9.02
9.96
10.9
12.2
13.3
7-day
(3.95-4.45) 11
(4.71-5.30) 11
(5.72-6.44)
(6.51-7.35) 11
(7.59-8.59)
1 (8.44-9.58)
1 (9.29-10.6)
1 (10.2-11.6)
1 (11.3-13.1)
1 (12.3-14.2)
4.77
5.67
6.81
7.70
8.90
9.84
10.8
11.7
13.0
14.0
10-day
(4.52-5.05)
(5.37-6.00) 11
(6.45-7.20)
1 (8.39-9.41)
1 (9.26-10.4)
1 (10.1-11.4)
1 (11.0-12.4)
1 (12.2-13.8)
1 (13.0-14.9)
6.42
7.57
8.94
10.0
11.5
12.6
13.7
14.9
16.5
17.7
20-day
(6.11-6.73) 1
1 (8.49-9.38) 11
(9.51-10.5) 11
(10.9-12.0)
1 (11.9-13.2)
1 (13.0-14.4)
1 (14.0-15.7)
1 (15.4-17.4)
1 (16.5-18.7)
7.93
9.33
10.8
12.0
13.5
14.7
15.9
17.0
18.5
19.7
30-day
(7.57-8.30) 11
(8.90-9.75) 11
(10.3-11.3)
(11.4-12.5)
(12.9-14.1)
(14.0-15.4)
(15.0-16.6)
(16.1-17.8)
(17.5-19.5)
(18.5-20.7)
9.98
11.7
13.3
14.6
16.3
17.5
18.7
19.9
21.5
22.6
45-day
(9.58-10.4) 1
1 (12.8-13.9)
(14.0-15.2)
(15.6-16.9)
(16.7-18.3)
(17.8-19.5)
(18.9-20.8)
(20.3-22.4)
(21.4-23.7)
11.9
13.9
15.6
17.0
18.8
20.1
21.4
22.6
24.2
25.4
60-day
(11.5-12.4) JL
(13.3-14.4) JL
(15.0-16.2) JL
(16.4-17.7) JL
(18.0-19.5)
(19.3-20.9)
(20.5-22.2)
(21.6-23.5)
(23.1-25.2)
(24.1-26.5)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=35.6067&Ion=-80.4660&data=depth&units=english&series=pds 1 /4

3/23/22, 3:01 PM
Precipitation Frequency Data Server
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Latitude: 35.6057', Longitude:-80-4660'
---------------------
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NOAAAtlas 14, Volume 2, Version 3 Created fGMTY Wed Mar 23 19:01:18 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mlerva I
{years}
— 1
2
— 5
— 10
— 25
50
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
4-dmy
— 30-min —
7-day
— 6 Wain —
1 D-day
— 2fir —
20-day
— 3-fir —
30-day
— Sfir —
45-day
— 12-h r —
60-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.6067&Ion=-80.4660&data=depth&units=engIish&series=pds 2/4

3/23/22, 3:01 PM
AWORr�
Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.6067&Ion=-80.4660&data=depth&units=english&series=pds 3/4

3/23/22, 3:01 PM
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer
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3/23/22, 3:01 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Salisbury, North Carolina, USA*
�'°
Latitude: 35.6067*, Longitude:-80.466°
Elevation: 765.37 ft**
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
4.66
5.50
6.42
7.06
7.76
8.23
8.65
9.00
9.38
9.62
5-min
(4.28-5.04) 11
(5.08-5.99)
(5.90-6.97) 11
(6.47-7.64) 11
(7.09-8.40)
1 (7.49-8.92)
1 (7.82-9.37)
1 (8.10-9.78)
1 (8.35-10.2)
1 (8.51-10.5)
3.71
4.40
5.14
5.64
6.18
6.56
6.88
7.14
7.42
7.58
10-min
(3.43-4.03)
(4.06-4.79)
1 (5.17-6.11) 11
(5.65-6.70)
1 (5.96-7.10)
1 (6.22-7.45)
1 (6.42-7.75)
1 (6.61-8.07)
1 (6.70-8.26)
3.10
3.68
4.33
4.76
5.22
5.53
5.79
6.00
6.23
6.34
15-min
(2.86-3.36) 11
(3.40-4.01) 11
(3.98-4.71) 11
(4.36-5.16) 11
(4.77-5.66)
1 (5.03-6.00)
1 (5.24-6.28)
1 (5.40-6.52)
1 (5.54-6.77)
1 (5.60-6.91)
2.12
2.55
3.08
3.45
3.87
4.17
4.44
4.67
4.95
5.13
30-min
(1.96-2.30)
(2.35-2.77)
(2.83-3.34) 11
(3.16-3.74) 11
(3.54-4.19)
1 (3.79-4.52)
1 (4.01-4.81)
1 (4.20-5.07)
1 (4.41-5.39)
1 (4.54-5.60)
1.32
1.60
1.97
2.24
2.58
2.82
3.06
3.28
3.55
3.75
60-min
(1.22-1.44)
(1.47-1.74)
1 (2.35-2.79)
1 (2.57-3.06)
1 (2.76-3.31)
1 (2.95-3.56)
1 (3.17-3.87)
1 (3.31-4.09)
0.764
F 0.924
1.15
1.32
1.53
1.69
1.85
2.00
2.20
2.34
2-hr
(0.702-0.832)
(0.849-1.01) 1
1 (1.39-1.67)
(1.53-1.84)
1 (1.66-2.01)
1 (1.79-2.18)
1 (1.94-2.40)
1 (2.05-2.56)
0.541
0.654
0.817
0.939
1.10
113
1.35
1.47
1.64
1.76
3-hr
(0.498-0.591)
(0.602-0.715)
(0.750-0.891)
(0.859-1.02)
(1.00-1.20)
1 (1.11-1.33)
1 (1.21-1.47)
1 (1.31-1.60)
1 (1.44-1.78)
1 (1.53-1.92)
0.329
0.396
0.495
0.571
0.673
0.752
F 0.832
F 0.913
1.02
1.11
6-hr
(0.303-0.359)
(0.365-0.433)
(0.454-0.540)
(0.522-0.622)
(0.611-0.730)
(0.679-0.816)
(0.746-0.903)
(0.810-0.991)
1 (0.894-1.11)
1 (0.955-1.20)
0.193
0.232
0.291
0.338
0.401
0.451
0.503
0.556
0.629
0.685
12-hr
(0.178-0.210)
(0.214-0.254)
(0.268-0.318)
(0.309-0.368)
(0.364-0.435)
(0.407-0.489)
(0.449-0.544)
(0.491-0.600)
(0.546-0.678)
(0.587-0.740)
0.115
0.139
0.175
0.202
0.240
0.270
0.301
0.332
0.375
0.408
24-hr
(0.108-0.124)
(0.130-0.149)
(0.163-0.187)
(0.189-0.217)
(0.223-0.258)
(0.250-0.290)
(0.278-0.322)
(0.306-0.356)
(0.344-0.403)
(0.373-0.439)
0.067
0.081
0.100
0.116
0.137
0.153
0.170
0.187
0.210
0.228
2-day
(0.063-0.072)
(0.075-0.086)
(0.094-0.107)
(0.108-0.124)
(0.127-0.146)
(0.142-0.164)
(0.157-0.181)
(0.173-0.200)
(0.193-0.225)
(0.209-0.245)
0.047
0.057
0.071
0.081
0.096
0.107
0.119
0.131
0.147
0.160
3-day
(0.044-0.051)
(0.053-0.061)
(0.066-0.075)
(0.076-0.087)
(0.089-0.102)
(0.100-0.115)
(0.110-0.127)
(0.121-0.140)
(0.136-0.158)
(0.147-0.171)
0.038
0.045
0.056
0.064
0.075
0.084
0.094
0.103
0.116
0.126
4-day
(0.035-0.040)
(0.043-0.048)
(0.052-0.060)
(0.060-0.068)
(0.070-0.080)
(0.079-0.090)
(0.087-0.100)
(0.095-0.110)
(0.107-0.124)
(0.115-0.135)
0.025
0.030
0.036
0.041
0.048
0.054
0.059
0.065
0.073
0.079
7-day
(0.023-0.026)
(0.028-0.032)
(0.034-0.038)
(0.039-0.044)
(0.045-0.051)
(0.050-0.057)
(0.055-0.063)
(0.061-0.069)
(0.067-0.078)
(0.073-0.084)
0.020
0.024
0.028
0.032
0.037
0.041
0.045
0.049
0.054
0.058
10-day
(0.019-0.021)
(0.022-0.025)
(0.027-0.030)
(0.030-0.034)
(0.035-0.039)
(0.039-0.043)
(0.042-0.048)
(0.046-0.052)
(0.051-0.058)
(0.054-0.062)
0.013
0.016
0.019
0.021
0.024
0.026
0.029
0.031
0.034
0.037
20-day
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.022)
(0.023-0.025)
(0.025-0.028)
(0.027-0.030)
(0.029-0.033)
(0.032-0.036)
(0.034-0.039)
0.011
0.013
0.015
0.017
0.019
0.020
0.022
0.024
0.026
0.027
30-day
(0.011-0.012)
(0.012-0.014)
(0.014-0.016)
(0.016-0.017)
(0.018-0.020)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.029)
0.009
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.020
0.021
45-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.017-0.018)
(0.018-0.019)
(0.019-0.021)
(0.020-0.022)
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
60-day
(0.008-0.009)
(0.009-0.010)
(0.010-0.011)
(0.011-0.012)
(0.013-0.014)
(0.013-0.015)
(0.014-0.015)
(0.015-0.016)
(0.016-0.018)
(0.017-0.018)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 1 /4

3/23/22, 3:01 PM
i 61616IMl
1.000
41
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0 001
Precipitation Frequency Data Server
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.6067', Longitude:-80.4660'
t t
Jr t
L
N
N r{4
N rq
rq
rq
N rq
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N
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A q
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Duration
10.000
1.000
m
.c
0.100
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49
0.010
a
0 001
1 2 5 10 25 50 100 200 500 10D4
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMTY Wed Mar 23 19:01:48 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 10
— 25
50
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
4-dmy
— 30-min —
7-day
— 6 Wain —
1 o-day
— 2fir —
20-day
— 3-trr —
30-day
— Sfir —
45-day
— 12-h r —
60-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 2/4

3/23/22, 3:01 PM
AWORr�
Precipitation Frequency Data Server
r'S'. Blvd
Large scale terrain
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 3/4

3/23/22, 3:01 PM
Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 4/4

WET POND 1 Granite Quarry
DESIGN: WATER QUALITY TO MEET 90% TSS REM
GIVEN:
DRAINAGE AREA TO FACILITY
LAND USE = Shopping Center
ESTIMATED PERCENT IMPERVIOUS = -
1) SA/DA RATIO:
AVERAGE POOL DEPTH = 4.40 FEET =
PERCENT IMPERVIOUS = 75%
SA/DA = - % = 0.0241
SA REQUIRED = 5.11 Ac. X 0.0241
= 0.12 Ac.
= 5,364 SF
SA PROVIDED = 10,332 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE \/OI 1 i^^c - Tu- -" --norm 66 NT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = -Inch
Drainage Area = 5.11 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 75%
Rv = 0.73 in./in.
V, = 0.309 acre-feet = 13,448 ft3
Pond Height above Orifice =_feet
Orifice Invert Elevation = feet
Vpp/SA MDC2
Orifice Diameter (D) _- inches = 0.13 feet
Orifice Area (a) = 0.0123
square feet
Gravitational Constant (g) = 32.2
fUsec2
Head (H) = 1.60
feet
Driving Head (Ho) = 0.800
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.053
cfs
Time (t) = 254,458
seconds = 2.95 days
70.6828327
Note:
Theabovecalculation is based on the orifice equation where:
Y = Cn ZSHo
MDC1
4/26/2022 1:55 PM Page 1 of 1

Sand Filter 2
Post Development
Drainage Area
=J01 -acres
Impervious % (I) =
75%
CN=it�
Routed Area =
3.01 acres
Impervious Acres
=,2� acres
Pervious Acres=
0.76 acres
Water Quality Volume
A = Area
Rv = Volumetric Runoff Coefficient= 0.05+0.009*I
I = Percent Impervious
Rv = 0.72
WQv- 1.0*Rv*A/12
WQv- 0.18 Acre -Feet
WQv= 0.72 in
WQv= 7897 ]Cubic Feet
Filter Media
Surface Area of Media Required
Af- (WQv)(df)/[(k)(hf+df)(tp]
WQv = 7897 cf
df = 2.5 ft/day
k = 3.5 ft/day
hf = 1 ft/day
tf= 2.125 day -> 51 Hours Drawdown time for WQv
Af- T 758
Sediment Chamber Volume
VOLpre= WQv*0.2
VOLpre= 1579 cf
Stave-Discharee For Sand Filter A Media (85 % BUA)
Q= At*k((hf+d /(df))
Required Af- sq. ft. Area of Sand Media
Provided Af = sq. ft. Area of Sand Media
Af (Shop Drawing) _
hf= See Chart Below Water Height Above Media
df= 2.5 ft Depth of Media
k = 3.5 ft/day Coefficient of Permeability of Media
Stage
(above Media ft) cf/day cfs
0 2800.00 0.032
0.25 3080.00 0.036
0.5 3360.00 0.039
0.75 3640.00 0.042
1 3920.00 0.045
1.25 4200.00 0.049
1.5 4480.00 1 0.052
1.75 4760.00 0.055
2 5040.00 0.058
2.25 5320.00 0.062
2.5 5600.00 0.065
2.75 5880.00 0.068
3 6160.00 0.071
3.25 6440.00 0.075
3.5 6720.00 0.078
3.75 7000.00 1 0.081
4 7280.00 0.084
4.25 7560.00 0.088
4.5 7840.00 0.091
4.75 8120.00 0.094
5 8400.00 0.097
5.25 8680.00 0.100
5.5 8960.00 0.104
6" perferrated PVC pipe with 3/8"
Underdrain Desien Sand Filter A
perforation spaced 3" on center along
four longitudinal rows spaced 90 degrees apart
Assume 50% Clogged
WQv =
7897 'cf
Drawdown Time =
2.125 days
Min Drawdown Rate =
0.04 ' cfs
Underdrain Capacity Calculations
Pipe Length=
5
feet
# of Pipes =
2
Cleanouts Per Pipe =
2
# of Perforations =
416
holes
50%Perforations =
208
holes
Capcity One Hole =
0.0083
cfs

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\ S' ®` ` - r -_c. _ -_ -- __ _ i i ? i i D/R/M159.58'
>. , THROAT /NLE775B5J'
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r� 4' P ALL -40 67- - _ STM I , I �, I 15"RCP/NV OI/J 755,28\
15"PR/ — — — — --- - -- - - I I
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ALLEY C
` S88'1911 T 15158' MUM) v - — -- ---- UTILITY PERMANENT
765 �- —765�� — _ _ _ _ i i i I EASEMENT
oFES 76T96' 'trip �o• I - - - T - - - - - - - ---------------- ----- --.�T- --------------- ------ '� --- --- I
_ ----- --- --- _ ---
'T... _7 — _ _�
— --�- : ' �� �_� - �. 20•LANOSrAPEBOFFEF ------ ---- I
15 /NV /N 762.OD 15'PR/VATS STORMORNNAGEEASEMENJ - - - "-•- �- I •' i ,Al /RF NBT27:36'il' 9098' - - ' ' , , �&S£D ONAS--BU/LTSj
---- - - I
N/F FES76426';' 777� v s _------------------ - ----- ------
% PID 404BO88 15'IAIY/N 192JO'�--------------
----------------- -
20' REAR SETBACK `
- ~ RNER J?aK -__
PIN 5667-06-38-9724�BASEO ONAS--BU/LTS)/ � �-�--� � W � \ T- - — - - _`� -_ Z = i � � - , I
9 /RF R Q 20' REAR SET ACK
ELIZABETHMCKENZIE f` ASPRALTPAI�EDACCESSROAD r-
KIRK MCKENZIE —
I _-_
DB 1354-134 I '�. • , ----------------199.21' --- -------------------- , ' (' I `� ; �/
I S00;982W'9V 14.2J ---------------------
1
ZONING R-10` — —
�! _ _ N8B19057Y552.1 ___---- --
� 252.90'
/ I I
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I
------------------------------
N/F �'' `r` I PID 404 04
J \
PID 4046089 I � � � I
/ \ PIN 5667-06-38-9628 I I PIN 5667-06-48-2665
I ; i FODAY DYER SR r, CURTIS R KESLER &
AMANDA KESLER
SEIDI KENNEH I i DB 1243-552
DB 1353-455 `\ ZONED RL
/ ZONING R-10 I I
/ - I
I
1
I,
40
20
10
0
40
1 "=
40'
Know what's below.
Call before you dig.
ALWAYS CALL 811
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCY
REVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTION
DOCUMENT UNLESS INDICATED OTHERWISE.
PROJECT No.: NCC202055
DRAWN BY: RSW
CHECKED BY: RAM
DATE: 04/06/22
CAD I.D.: NCC202055 - IDAM - 0
CONSTRUCTION
DOCUMENTS
FOR
LGI HOMES, INC.
VILLAGE AT GRANITE
TOWNHOMES
310 LIMESTONE TERRACE
ROWAN COUNTY
GRANITE QUARRY, NC 28146
PARCELS 404-144, 404-145,
404-142 AND 404-143
BOHLER#
BOHLER ENGINEERING NC, PLLC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
\ 0,Ilii
N CARC
SEAL -
046878
9 � ° FNG I NEED
�, �� FN000�GQO ,/OZZ
SHEET TITLE:
INLET
DRAINAGE
AREA MAP
SHEET NUMBER:
C-903
ORG. DATE - 03/15/2022

i
N/F
PID 404BO12
P01-3
PIN 5667-06-39-9571 I
I I SHANITRA TONES
I l DB 1360-439
/ l ZONING PUD
20' PVT SDE -
h
N/F L
PID 404 002
PIN 5667-06-49-3631
ALAN K BEGBIE
DB 1289-319
ZONED RL
/ N/F -20 Z IVL6L-Z b' FFEa ROR Sz7aacK
PID 404B011 TRE£L/NE b° TRfEL/NE my TR£EL/NE r
- PIN 5667 O6-3J-9�64
- - COREY JAMES / Al
................ ....
ANDREA JONES `
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/NV IN AV 4el ZONING PUD � / I I o ,
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/ 5 /NV 0111741. J5' 111 I I o
(BASED ON AS-BU/LTS) �0' (� �/ I
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/
24"/NV /N 7(571 PID 4046009 �'�w
E-' /
(BASON AS-BU/LTSj �9 �RFti� ` I
PIN 5667-06-39-8381 / 24" OAK
/ MARCUS DIXON CD
�`\ \ DB 1359-811 / / MR) I
ZONING PUD N/F
/ I a
PID 404 140
I I o PIN 5667-06-49-4396
`,• � I �' ROBERT J DAMRON &
DA-3 i
�\ \� I EVA 1 DAMRON
I
I I DB 1045-835 I
5 .JO' SANITARY �� \���to ZONED RL
5 N/F
PID 404B009 \� I
/ \ PIN 5667-06-39-8381 \\\ SSA/STUB �TRj I I'
MARCUS DIXON
DB 1359-811 \ 1?f I
/ ZONING PUD 752..J9'\
711047INLET 751.42'/ o P 01-2 I I I I
24'RCP /NV OWAe799' I N/F
D I I
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N/F 2PR/VAlf STORM PID 404144 I I I BMP SOf /PR/VAlf� ?
PID 404B008 DRAINAGE EASEMENT / PIN 5667-06-49-1233 I I 9MP/6 I
/eEMr/ n
PIN 5667-06-39-8246 \ LGI HOMES NC LLC I I �'YD£T£NT/ON POND yEXE ROW �
TRACI HILLIARD / DEEDED ACRES 4.42 $ I
DB 1359-562 / / DB 1297, PG 258 I I s' IDE SETBACK_
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\ --- ----- ,— —\$
/ ZONED PUD — — TRE£L/NE =� o
— 2o'taruosraPEaofrER �
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PID 404BI207
PIN 5667-06-39-8201 0� 6009 I
I PAUL S PALMER ET AL `►tip 5�� S�"�� �� I g
/ PERMANENT UJ/UIY
39 DA-L% I o
ZONING
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EASEMENT
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PID4NIF
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IN 5667-06-39-716� 0� / I I / ETENT/POND
/ EX. PUBLIC
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VEANDRA SHORT s,�
DB 1368-906 / N/F BM 9995 1805 0
ZONING PUD l°�RF • / I I I PID 404 145
PIN 5667-06-49-4162
LGI HOMES NC LLC I \ l I
DEEDED ACRES 1.78 R/RW I O
\------------------------ I a I DB1297,PG258 I / �' I OZh
20'�oSC411Z RFFER I h PLAT PAGE 7805 r; o
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667-06-39-7056 I a I I I I I I $ I
OMES NC LLC I m
B 1297-258 Q I I I I OUTLET CONTROL STRUCTURE
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/ � � � � I � _ _ _ jig"RCP_/NV 158.25'
N/F N/F N/F h o I I
PID 404B003 PID 404B002 I I PID 404B001 I I I I I CB AW 756.54
PIN 5667-06-39-8024 PIN 5667-06-39-8094 PIN 5667-06-39-9064 I I R/P 24'RCP AY/N75555'
LGI HOMES NC LLC LGI HOMES NC LLC I I LGI HOMES NC LLC do I / I I DA-1 I I I N Ft' IN 24°RCP AW755.74'
DB 1297-258 DB 1297-258 DB 1297-258 / JD I
ZONING PUD ZONING PUD I ZONING PUD "RCP /NV OU1755.56'
I
RCP /N /M/SS/NCB I
Cgf/MUN/CAl/ON BDX WATER METER (TBR) I I 4.39 ACRES I 24">QCP /NV DUJ 75574'
___ I I AND LATERAL (TBA)
CANBDX METER (TBR) _ _ I I / / 5' STONE BDMS/DN
L / 15' FRONT SETBACK WM WATER 16 FRONT SETBAC / S/�iN Wf
/
C00 C/.0 L/G//T POLE (TLv) I I I -7 7-1 I F / .J5X.J5'ANO 14X*\
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—— -142.30'57.86' WM
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fX SS,11// R/M AV SY' `° 1 s— B'A /NV /N 152R, EgS�M (TBA) CURB (/BRj /BASED ON AS BU/LTS CB R/M 759.02' JO'RCP /NV 753.92' OBL R/M 756.28' \
I VAR/ABLE W/OJH PUBLLC R/W CB R/M /6L0/' --s— B /NV /N /55.0/'_s I EX SSMH R/M 76J JB'11 CB R/M 761. J2' 24'AV /NV /N 754IS' I I 24" P /N 75410' I
/NV /N 749.79'
BOOK 9995, PACE BB89 15'INVOUT75B.20' PROP. SAWCUT LINE (TYP.) a'ss I I 15"RCP/NV/N756.09' \
/NV OU1749.44' I I B DROP /NV /N 751.89' o $
\ . COUNTY MAINTAINED BASED ONAS BU/LTS A /NV /N 75489' 15"RCP /NV /N 75408' 24' P /NV OU175457'
/BASED ONAS-BU/LZS� - - _ - ( % B"/NV OUJ75>.B6 VX lVR STUB B TBAj BE Cf I I 15"RCP /NV 0UJ755m,
B GW IN 75492' J6'RCP /NV OUT 7544D'
ON AS-B TSB R/M I
1 _ �j = _ _ _ _ B"/NV OU175455' WATER LATERAL (TBA� `
/ LOD
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z o_ $E / — — — — — — — - - _ _ _ =� N%083 D U/(ff£D ONAS-BU/LTS% I I CB R/M 761.54' CB /M /m.V o
CB R/M 15850'
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/ I
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20, STORM % 15'/NV /N 756.5J' / 1s'�ALTv uLxr L — �- s�5s' LOD-saa7911 T �5os'
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PIN 5667-06-38-9816 i / PIN 5667-06-38-9886 Y I I AND LATERAL (TBA) 5'STON£SUB1fflyeV \ C8 R/M 158.50' \
m h i LGI HOMES NC LLC �/ LGI HOMES NC LLC m S/CN lfJlHF£NCE p�
15°RCP /NV /N 75J70'
DB 1297-258 / DB 1297-258 o F-
v w I 18"RCP /NV 011175350
p ZONING PUD / ZONING PUD LLJ (BASED ONAS-BU/LTS)_
N/F
PID
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/ PID 404143 I NINf EASEMENT
PIN 5667-06-48-
0
/ I � PIN 5667-06-48-1832 �
I LGI HOMES NC LLC
LGI HOMES NC LLC 71 R/M 15ZZ7 \
P 01-4 ' DEEDED ACRES 1.15 I THRDAT INLET 75B5J'
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_ — 6 I 14' DB 1297, PG 258 DB 1297, PG 258 15'RCP /NV DUJ 155.29 I
_ 1 'PRIVATE PLAT PAGE 7805
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PERMANENT UJIUIY
= S88'1911 � 151.58' (rOTA[J \ I � EASSEMENl \
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/ PIN 5667-06-38-9724(BASED ON AS BU/LTSj o Q 20' REAR SETBACK I ` n' ' r
/ ELIZABETHMCKENZIE / 1giRF ASPRALTPAIIEDACCESSROAD VV C
/ KIRK MCKENZIE —
DB 1354-134 I 299.21'
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Q N/F TO BE REMOVED FROM BUFFER. Z
NIFa �N PID 404B089 I I PIN PID 04004 665 S
PIN 5667-06-38-9628 I I1%6 CURTIS R KESLER & \
/ FODAY DYER SR AMANDA KESLER
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REVISIONS
REV DATE COMMENT DRAWN BY
ra+
Know what's below.
Call before you dig.
ALWAYS CALL 811
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCY
REVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTION
DOCUMENT UNLESS INDICATED OTHERWISE.
PROJECT No.: NCC202055
DRAWN BY: RSW
CHECKED BY: RAM
DATE: 04/06/22
CAD I.D.: NCC202055 - IDAM - 0
PROJECT:
CONSTRUCTION
DOCUMENTS
FOR
LGI HOMES, INC.
VILLAGE AT GRANITE
TOWNHOMES
310 LIMESTONE TERRACE
ROWAN COUNTY
GRANITE QUARRY, NC 28146
PARCELS 404-144, 404-145,
404-142 AND 404-143
BOHLER#
BOHLER ENGINEERING NC, PLLC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
0\
N CARC
SEAL -
046878
FN000GQO
SHEET TITLE:
PRE-DEV.
DRAINAGE
AREA MAP
SHEET NUMBER:
C-902
ORG. DATE - 03/15/2022

0 m
N Ur
0
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Q U
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------ PID 404 002
♦I
N/F `--- PIN 5667-06-49-3631
P►D 404BO12 i I ALAN K BEGB►E
---------- i i i i PIN 5667-06-39-9571 i I DB 1289-319
I
I i % SHAN►TRA JONES i ZONED RL
DB 1360-439 I`— --
I ' ZONING PUD
BYP
71
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P►D 404B011 7REE_
EL/NE `
PIN 5667-06-39-9464 -- o ------
I / / � / � "' ACCESS CESS 758
CANDREA JONES OREY JAMES & A� /R ---
EASEMEN —T 5g
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PIN 5667-06-39-8381 ,
MARCUS DIXON --
DB 1359-811 _ _ _ ; I
/ \\' ZONING PUD ; l� / ; /; —760 \ - ,s 1 i N/F
,-761. `� 1 •':.s. i • '4 i I I of i PID 404 140
ROBERT J DAMRON &
EVA 1 DAMRONPIN 5667-06-49-4396
DB 1045-835
,��'SAN/TiIRY \ �// ` �` �` 1 ^ ` QS� �I I I� i i ZONED RLNIF
S£lf'£R £ASEM£NT
P►D 404B009
PIN 5667-06-39-8381
---- MARCUS DIXON 4
/ \\ , J Q I I
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ZONING PUD3.
ij
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PIN 5667-06-39-8246 ",' 756 : ' LU a " 6 : ` J l HERE JPOIY
�..
TRAC► H►LL►ARD •' _ o rn ------ - ' ----; ;
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DB 1359-562 i e 761 `\
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D/ A ___r v —-------_EO�LANW4PZ IfE ' —
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' / / 1� - 758 OF if j61 -' -10' STORM DRAI — / I P►D 404B007 ACRES 62 GE $ ,
3.0 C S NA ---
' F ' h MAINTE _-
PIN 5667-06-39-8201 � , / / 0`�/ , � NANCE EA$EM
PAUL S PALMER ET AL PROP. SA b. ' ENT''
DB 1363-439 ; .' '' / ''vP�/ --__/ ��"' ' / � t 8 �" I. �.�_ • 751
ZONING PUD,' �9�F i / % 759
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P►D 404BCCs % l ' '' / ', -`v I 5.11 ACRES
IN 5667-06-39-7167 10
JEFFERY SHORT
VEANDRA SHORT / /,' / 1A' STORM DRAINAGE & MAINTENANG"E EASEMENT
DB 1368-906
ZONING PUD
rROP 0
12
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I
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--------------- -----
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OMES NC LLCr
----- /
B 1297-258 ,`_J i i i i i i i Q '� I - -- - \ `•r � I � I I � 1 -� � 1 1
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N/F i N/F N/F
P►D 404B003 ; I ' P►D 404B002 I I P►D 404B001
It
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--- `\ I I VAR/,4BLE GY/0TH PUBL/C R/GY
BYP r -�
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II , BOOK 9995, PAGE BB89
NTY MA/NTA/NED — 3 S\`I ` $ ;
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NIF
4\ i i P►D 404BO87 P►D 404BO86 T
PIN 5667-06-38-9816 I PIN 5667-06-38-9886 ; ,' O; 76
LG►HOMES NCLLC I LG►HOMES NCLLC �� J 7�- - _ -- -- `\ `, I /� --`= -'
DB 1297rf
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ZONING PUD ZONING PUD o ,; ':.:,.; .:,. -:.. < --- R 767 - 52 53--------- -- J'----
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/
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PID 4046088 �\ ��``NIF
— —-------_------------------------------
— I
' PIN 5667-06-38-9724 - - - -__ _ 0.43 ACRES ,
EL►ZABETHMcKENZ►E f`` \ ASPh'ALTPA V7EDACCESSROAO
r _
K►RK McKENZ►E ----- _— Jf
DB 1354-134 i _ --- _ ---_-, — -------- - - ---------------
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PID 4046089
I •�
/ \ I PIN 5667-06-38-9628 I I PIN TIS R 6-4 LER
I ; i FODAY DYER SR r, CURTIS R KESLER &
AMANDA KESLER
SEIDI KENNEH I i DB 1243-552
DB 1353-455 ZONED RL
ZONING R-10 ; I 40 20 10 0 40
I
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--
1 "= 40'
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PIN 5667-06-39-8024 PIN 5667-06-39-8094 PIN 5667-06-39-9064
(1 L91 HOMES NC LLC i i LG► HOMES NC LLC I LG► HOMES NC LLC
DB 1297-258 ; DB 1297-258 I DB 1297-258 --
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REVISIONS
REV DATE COMMENT DRAWN BY
1
Know what's below.
Call before you dig.
ALWAYS CALL 811
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCY
REVIEW AND APPROVAL. IT IS NOT INTENDED AS , CONSTRUCTION
DOCUMENT UNLESS INDICATED OTHERWISE.
PROJECT No.: NCC202055
DRAWN BY: RSW
CHECKED BY: RAM
DATE: 04/06/22
CAD I.D.: NCC202055 - IDAM - 0
PROJECT:
CONSTRUCTION
DOCUMENTS
FOR
LGI HOMES, INC.
VILLAGE AT GRANITE
TOWNHOMES
310 LIMESTONE TERRACE
ROWAN COUNTY
GRANITE QUARRY, NC 28146
PARCELS 404-144, 404-145,
404-142 AND 404-143
BOHLER#
BOHLER ENGINEERING NC, PLLC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)BohlerEng.com
N CARC
=o Es o
SEAL -
046878 _
9 � ° 4G I NEED
FN000MCI
SHEET TITLE:
POST-DEV
DRAINAGE
AREA MAP
SHEET NUMBER:
C-903
ORG. DATE - 03/15/2022

S (jS (jS 40S
Pre -De POI-1 Pre-Dev POI-2 Pre-Dev POI-3 Pre-Dev POI-4
10
PH1 BMP - Ex Dry
Pc nd
41
13L
Pre-Dev POI-1
5S 6S 7S 8S 9S
Post-D v POI-1 Post-D v POI-2 Post-Dev P 1-2 Bypass Post-Dev POI-3 Post-Dev POI-4
11 12
Prop Modi ied BMP 1 Prop. BMP 2 (Sa d
(WetPond) Filter)
14L 15L
Post-Dev POI-1 Post-Dev POI-2
Subcat Reach on Link Routing Diagram for Granite Quarry
Prepared by {enter your company name here}, Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre-Dev P0I-1
Runoff = 8.37 cfs @ 11.96 hrs, Volume= 0.393 af, Depth= 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
4.390 73 On Site Pre Area
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Dev P0I-1
Hydrograph
9 ■Runoff
8.37 cfs
- -- -- -- --II -- -- -- -- -- --II -- -- -- TYp It 2 r
7
--
Runbff A're�ll=4.390 ac
6 RLInpff''IVQILjm'Ie='10.$9$ CIf
^ --r- --I--r--r--r--r--I---I--r--r--t--r--r--r--I--r--r--r--r--r--I---I--
5 Rulnoff IDepth=0.077
a 4 TGTJ.iV 111M
--'-- --'----1--L--1--------J--1--1--L----1---1--J--1--r--L- -
3 I I I I I
--'-- --'----1--L--1---1---1--J--1--1_-1--L--1---1--J--1--L----------'--
2
-I ------------------------------------------------------------
1 I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Pre-Dev P0I-2
Runoff = 3.08 cfs @ 11.97 hrs, Volume= 0.152 af, Depth= 0.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
2.000 61 >75% Grass cover, Good, HSG B
0.400 98 Paved roads w/curbs & sewers, HSG B
2.400 67 Weighted Average
2.000 83.33% Pervious Area
0.400 16.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Pre-Dev P0I-2
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
3.08 cfs
3 T
------i--r--r--r--r--i---i--r--r--t--r--r--r--i--r--r Yp� r--r— I1 2—r-4
—i--
-
2-YR Rainfall-3.34"
Runbff Area=2.400 ac
- - - - - -' - - - - - - Rt n-pffV Its me=0. 15 -elf -
N 2-
Runoff DepthT0.76P'
TcT5.0 Mid
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Pre-Dev POI-3
Runoff = 1.50 cfs @ 11.98 hrs, Volume= 0.084 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
2.000 61 >75% Grass cover, Good, HSG B
2.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre-Dev POI-3
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ❑Runoff
1.50 cfs
lTYpe I( 24-h'r
�2-YR Rainfall-3.34"
Rwnbff A'rei�=2.000 ac
-- -- -- -- - -- -- --T --f� n-�ff'Ii� C r�-a='I-0.i8-4-clf-
1
'I 'I 'I 'I 'I 'I 'I 'I 'I 'I 'I 'I 'I
k6noff IDepthT0.501'
3 I I I I I I I I I I I I I I I I I I I
Tc" 0 tnih
LL I I I I I I I I I I I I I I I I I I I
CAN=61
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: Pre-Dev P0I-4
Runoff = 0.50 cfs @ 11.98 hrs, Volume= 0.028 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.670 61 >75% Grass cover, Good, HSG B
0.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pre-Dev P0I-4
Hydrograph
0.55
0.50 cfs_________________________�__�__�___�___�__�__�__�__�__
0.5
-- -- Y�/Ip� II'124-h'r
0.45 2-YR' Rainfai11�3.34''
--'I-- — -- -- --' ---- -- -- --'— --- — ——--4--+-----I---I--�--+--+--I--
0.4 RUnbffl Aeei�=0.670 ac
0.35 Rpnpff V41gmY=0•02$ cif
^ --r- -r--r--r--r--r-r--r--r--r--r--i--r--
Runoffr--r--r--r--i--r--r--r--r-
0.3
�Depfh=�0.501'
3 --'---J--L--L--L--1--J--L--L--L--'---'--�--L--L--'---'---'--L--L--L--'--
T'cy5.10 rrih
a 0.25 T w'
----- r--r--r--r----r--r--r--r--r--r-r--r--r--r--r----r-ON 6'il
0.2
— —'— — — L — — L — — L — — L — —'— — L — — — — L — — L — —'— — —'— — — — L — — L — —'— — —'— — —'— — — — L — — L — —'— —
0.15
0.1
--�-- J--L--L--L--1--J--L--L--L--L--�--�--L--L--�---�---�--L--L--L--i--
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Post-Dev P0I-1
Runoff = 17.13 cfs @ 11.96 hrs, Volume= 0.800 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
5.110 85 1/8 acre lots, 65% imp, HSG B
1.788 35.00% Pervious Area
3.322 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post-Dev P0I-1
Hydrograph
19------------+--+-----------+--'--'--+---------------+----�-- ■Runoff
18 -- 17.13cfs —__ __1__1--L-- __L--__ __1--1--1__L__L--1---1---I--L--L--L--L--
--1�y1pe-N12-4-fir -
17 1_ 1_ �_ L_ L_ L_ 1_ 1_ 1_ L_ L_ L_ L_ L_ �_ 1_ 1 _
16 ---- -----L--L--L--L-------J--L--L--+--L-- - - -----L--+--L--L
--
2-YRF�1'ainfa�lL�3 34''--
14 --'-- -1----1--1--L--11---1---1--L1--1--L-lftnb#f-A'rett=5.410-ad -
13 --'---'---'---'--'---'------------------'p----L-------- --------------L---
12 --'-- -'----1--1--L-----'---'--J--1--1R-qnp fiLV-p1Lt 'ie=A-$00-cj -
,1 1 1 1 1 1 1 1 1 1 1 1 1
LL $ — — — —I — — — — — —
i I
--I--__I__I__I___I___I___I__I__I__I__I __I___I___I___I__I__I__I
7 — ———---------------------------------------—I��i-
6
---------------------------------------------------
5
4 -- -- 1-- 1 -- 1
-------------------------------- -------------------
3 ---- --- -- -- --------------- -- -- --------------- -- -- -- --
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: Post-Dev P0I-2
Runoff = 10.09 cfs @ 11.96 hrs, Volume= 0.471 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
3.010 85 1/8 acre lots, 65% imp, HSG B
1.053 35.00% Pervious Area
1.957 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: Post-Dev P0I-2
Hydrograph
--I---�---�--,--�--r--r--I---I---�--,--�--�--T--r--r--I---�---�--,--r--r--r--
11 I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
110.09 cfs -----L--L--L--1--1---1--J--1--1--1--L--L--1---1---1--L--1--L--L--
10 � 'Type 1(24-hr
9 2-YR R'ainfa►1IT3.34"
Runoff A'rei�=3.010 ac
7 Runpffl Vplum'Ie=10.471 elf
6 I I I I I I I I I I I I I Runoff'IDepthT1.881'
LL 5 -- -- -- -- --II -- -- -- -- -- -- --II--cT5.'0 rni
--r--I--r--r--r--r--r--r--I--r--r--r--r--r--r--I---I---I--r-- r--r--
4 N=85
--I--
---I -- --T -- I - - --------I -- I -- I -- T -- I -- I - - --------I -- I -- I -- I - -
2
--'---'--�--1--1--L--1---1---1--J--1--1--1--L--L--1---1---1--L--1--L--L--
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 7S: Post-Dev P0I-2 Bypass
Runoff = 1.84 cfs @ 11.96 hrs, Volume= 0.086 af, Depth= 1.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.550 85 1/8 acre lots, 65% imp, HSG B
0.193 35.00% Pervious Area
0.358 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
3
0
LL
Subcatchment 7S: Post-Dev P0I-2 Bypass
Hydrograph
1.84 cfs
,Type If 24-hr
2-YR RainfaillT3.34"
Rwnbff Area=0.550 ac
ROnOff'VQ1L;me=0.080 elf
---
----,--7--!------------- --! --!----RUnoffbep#h=1.88"
TcT5.0 Mid
PN=85
41,
Time (hours)
e Runoff

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8S: Post-Dev POI-3
Runoff = 0.27 cfs @ 11.98 hrs, Volume= 0.015 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.360 61 >75% Grass cover, Good, HSG B
0.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: Post-Dev POI-3
Hydrograph
■ Runoff
0.28 0.27 cfs
0.26 1 y�lpe 11 2 -h C
--
--
0.24 2-YR�_RaiftMII�3.34"
'
1 I I I I I I I I I I I I 0.22 ---7--r--r--I----,--7--r-------RI0InbI #I -ptIe&I 9I .JI 6GI aG1
-
0.2 1 1 1 1 1 1 1
- -- - - -- ---I�gngff1fc�Igr�jEs—0.0fi$-Cl#
0.18
y __I__ ___+-----------------------+--4__1___1-----------I--
w Runoff1Depth�0.501'
0.16 1 1_ 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0.14 - I C711- .0 IM ih-
LL
i t I I I I I I I I I I I I I I I I I I I I I I
0.12
CN=-61-
0.1
--I--------------------------------I--I --I---I---I--I--I--I --I--
0.08
--r- r--r--r--r--1--r--r--r--r--r--1--r--r--r--r--1---1--r--t--r--r-
0.06
__1--
0.04
--i-- +--+--+--+----+--+--+--+-------+--+--+----------+--+--+--i--
0.02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 9S: Post-Dev POI-4
Runoff = 0.32 cfs @ 11.98 hrs, Volume= 0.018 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.430 61 >75% Grass cover, Good, HSG B
0.430 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: Post-Dev POI-4
Hydrograph
--r----r--r--r--r--r-r--r--r--r--r----r--r--r----------r--r--r--r-
0.36 ------+--+--+--+----+--+--+--+-------+--+--+----------+--+--+----
0.34 �oszcfs ----------------0.3 --------------------------�--
�pQfl 24-1
028 YR-RalnfaCl#3:34"'-
-
----------------------------------
0.26
- - - -R-0 rrbff Atea=9.43G ac-
0.24 I I I I I I I
0.22 --II - ---+--+--+----+----+--r-----�n(ff VQlrnje_ 0.(1_3-�_f_
-I I I I I I I I I I I
tNi 0.2 --'---J--1--L--L----J----1--L----- '-- _- "
Ru�Inoff IDepth-0.50"
3 0.18 --'--'-''--------------------'- - - - -------------'--
i—°---------------
° 0.16 --II-- --II-------------------------------------'I- T'c?5.b
-- --- ------
0.14 CN�1-
--i - - -- --r-- --I-- -- --T-- --i --I-- -- --r--i-----I-- -
0.12
I I I I I I I I I I I I I I I I I I I I I I
0.1 --I-- +--+--r--+----+--+--+--+-------+--+--+----------+--+--+--I--
0.08------------------------------------------�--
0.06 --'-- J--1--L--+--'------i----'-------1--1--L--1-------1--L--1--
0.04
nm �I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 11
Summary for Pond 10P: PH1 BMP6 - Ex Dry Pond
Inflow Area = 4.390 ac, 0.00% Impervious, Inflow Depth = 1.07" for 2-YR event
Inflow = 8.37 cfs @ 11.96 hrs, Volume= 0.393 of
Outflow = 3.24 cfs @ 12.08 hrs, Volume= 0.392 af, Atten= 61 %, Lag= 6.6 min
Primary = 3.24 cfs @ 12.08 hrs, Volume= 0.392 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 753.84' @ 12.08 hrs Surf.Area= 8,341 sf Storage= 4,643 cf
Plug -Flow detention time= 49.1 min calculated for 0.392 of (100% of inflow)
Center -of -Mass det. time= 50.4 min ( 908.8 - 858.3 )
Volume Invert
#1 753.00'
UM11.1ire
Description
65,286 cf Ex Volume - Design (Pyramidal)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(cubic -feet) (cubic -feet) (sq-ft)
753.00
3,100
0 0 3,100
754.00
9,600
6,052 6,052 9,607
756.00
12,700
22,228 28,280 12,820
758.00
16,100
28,733 57,012 16,352
758.50
17,000
8,274 65,286 17,288
Device Routing
Invert
Outlet Devices
#1 Primary
753.00'
24.0" Round RCP -Round 24"
L= 53.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 753.00' / 752.71' S= 0.0055'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary
754.00'
1.8" Vert. Orifice/Grate C= 0.600
#3 Primary
755.20'
13.3' long Sharp -Crested Rectangular Weir End Contraction(s)
Primary OutFlow Max=3.21 cfs @ 12.08 hrs HW=753.84' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 24" (Barrel Controls 3.21 cfs @ 3.79 fps)
2=Orifice/Grate ( Controls 0.00 cfs)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 12
Pond 10P: PH1 BMP6 - Ex Dry Pond
Hyd rog raph
-- 1 --L --I-- J-- 1 -- L --I-- J -- 1 -- L --I-- J-- 1 -- L --I-- J — —1 --L-----I-- 1 --
❑ Inflow
9 8.37 cfs ❑ Primary
-�-- -- 1-- fnf[6 LAir60-04.`390-Ilia -
8---IL------------------11--�
-I-- Poa;k-F-16V=751. 4'--
�11 IIIIIIIIIIII
7---IL--------------------�-- IL -
,
,
-- $#brage: 441,643 cf
6 --11-- ---IL--II-- -- -- --II-- -- -- --II-- -- -- --II-- ----IL-----II-- --
y I I I I I I I I I I I I I I I I I I I I I I
V 5
,
____ _1--L --I--J--1--L--I--J--1--L--I--J--1--L--I--J--1--L--I---I--1--
3 I I I I I I I I I I I I I I I I I I I I I I
p I I I I I I I I I I I I I I I I I I I I I I
LL 4
,
3.24 cfs I I I I I I
3
-- -+--+----+--+--+----+--+--+----+--+--+----+--+--+------+--
2 I I I I I I I I I I I I I I I I I I I I I
- -+--+----+--+--+----+--+--+----+--+--+----+--+--+-------+--
1 I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 13
Summary for Pond 11 P: Prop Modified BMP 1 (Wet Pond)
Inflow Area = 5.110 ac, 65.00% Impervious, Inflow Depth = 1.88" for 2-YR event
Inflow = 17.13 cfs @ 11.96 hrs, Volume= 0.800 of
Outflow = 0.81 cfs @ 13.18 hrs, Volume= 0.766 af, Atten= 95%, Lag= 73.3 min
Primary = 0.81 cfs @ 13.18 hrs, Volume= 0.766 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 755.86' @ 13.18 hrs Surf.Area= 12,861 sf Storage= 20,804 cf
Plug -Flow detention time= 1,577.4 min calculated for 0.766 of (96% of inflow)
Center -of -Mass det. time= 1,554.9 min (2,375.0 - 820.2 )
Volume Invert Avail.Storaae Storaae Description
#1
754.00'
68,712 cf Volume (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
754.00
8,870
0
0
8,870
755.00
11,632
10,220
10,220
11,661
759.00
17,834
58,492
68,712
18,157
Device
Routing
Invert
Outlet Devices
#1
Primary
749.38'
24.0" Round RCP -Round 24"
L= 38.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 749.38' / 749.00' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2
Device 1
754.00'
1.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
755.60'
20.0" W x 27.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
757.85'
16.0' long Sharp -Crested Rectangular Weir End Contraction(s)
#5
Primary
758.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.81 cfs @ 13.18 hrs HW=755.86' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 24" (Passes 0.81 cfs of 42.98 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.46 fps)
3=Orifice/Grate (Orifice Controls 0.73 cfs @ 1.65 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 14
Pond 11 P: Prop Modified BMP 1 (Wet Pond)
Hyd rog raph
19
,1
1
_---+--+--+-------+--+-------+--+--+----+--+--+-------+--+--+----
17.13 cfs rt--r--1---1--�--r--r--1--y--t--r--I--y--t--r--1---1--rt--r--r--
Clnflow
❑ Primary
ry
18
--1---rt--r--li---li----r--Ir--li-----r-�,nfloowtAreaal5: 40,aCi
17
16
--I-- —T--r---------r-----I--1--T--r--I--r--T--r--1-----T--r--r--I--
--1-- ---r--1---1-- --r----1--;--T--r--'1PPO Et -
15
14
755-0-6'
--I--—7--T---------T--II ----1--T--Ir----r--T--r--+q(-----T--r--r--1--
---- - --------- --------- -- ----- Stora— ,SU' Cf
13
12
V 10
1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 9
i
LL
� I
i I
--I-- — I -- I--I---I-- I -- I--I---I-- I -- I--I---I---I-- I
7-
6
-1--L--1---'----L-----'-- -- --L----J--1--L--1-----1--L--L--'--
5
-- - --------- --------- -- -- ---- -- --------- -- -- ----
4
- --------- --------- -- -- ---- --+--------- -- -- ----
3
---- --+-------+--+-------+--+--+----+--+--+-------+--+--+----
2
0.81 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 15
Summary for Pond 12P: Prop. BMP 2 (Sand Filter)
Inflow Area = 3.010 ac, 65.00% Impervious, Inflow Depth = 1.88" for 2-YR event
Inflow = 10.09 cfs @ 11.96 hrs, Volume= 0.471 of
Outflow = 0.35 cfs @ 13.79 hrs, Volume= 0.471 af, Atten= 96%, Lag= 110.1 min
Primary = 0.35 cfs @ 13.79 hrs, Volume= 0.471 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 754.42' @ 13.79 hrs Surf.Area= 6,232 sf Storage= 12,556 cf
Plug -Flow detention time= 1,334.3 min calculated for 0.471 of (100% of inflow)
Center -of -Mass det. time= 1,335.4 min (2,155.6 - 820.2 )
►1[.7 ..�� ��iGnFTI�•�i•7
Description
#1 752.00' 40,395 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
752.00 4,162 0 0
758.00 9,303 40,395 40,395
Device Routing
Invert
Outlet Devices
#1 Primary
749.50'
18.0" Round RCP -Round 18"
L= 25.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 749.50' / 749.00' S= 0.0200'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
752.00'
Exfiltration
Head (feet) 0.00 0.01 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.032 0.045 0.058 0.071 0.084 0.097
#3 Device 1
754.00'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 0.33 0.33
#4 Device 1
756.00'
16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Primary
756.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.35 cfs @ 13.79 hrs HW=754.42' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 18" (Passes 0.35 cfs of 21.71 cfs potential flow)
2=Exfiltration (Custom Controls 0.06 cfs)
3=Custom Weir/Orifice (Weir Controls 0.29 cfs @ 2.11 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 16
Pond 12P: Prop. BMP 2 (Sand Filter)
Hyd rog raph
----r-- T--r-------r--r--I ----r--T--r----r--r--r-------r--r--r-r--
�I ❑ Inflow
11 - 1o.osots �--r--�---�--�--r--�---�--�--�--�--�--�--+--�--�---�--�--r--�--�-- ❑ Prima rY
I'nflo'w'A' e' = '�0 0'�a_r-
10 - - - - - - - ---- -I -
�� I I I I I I I I I I I I I I I IROI I I I I �
9 - -I- - I I I I I I I I I I I I
8 --I-- ---r-------;--r-------;--t--T--Stora0e=12Y,556-d
7 ---- - --------- --------- -- -- ---- -- --------- -- -- ----
y I I I I I I I I I I I I I I I I I I I I I I
3 I I I I I I I I I I I I I I I I I I I I I I
LL 5 --I-- -r--r--r----r--r-------r--r--__r-r--r--r-------r--r--r--I--
4-
3-
2
I- rr--rI- rr--T I- rrrIrrr--I-I- rr--TI--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 17
Summary for Link 13L: Pre-Dev P0I-1
Inflow Area = 4.390 ac, 0.00% Impervious, Inflow Depth = 1.07" for 2-YR event
Inflow = 3.24 cfs @ 12.08 hrs, Volume= 0.392 of
Primary = 3.24 cfs @ 12.08 hrs, Volume= 0.392 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 13L: Pre-Dev P0I-1
Hyd rog raph
C Inflow
❑ Primary
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 18
Summary for Link 14L: Post-Dev P0I-1
Inflow Area = 5.110 ac, 65.00% Impervious, Inflow Depth > 1.80" for 2-YR event
Inflow = 0.81 cfs @ 13.18 hrs, Volume= 0.766 of
Primary = 0.81 cfs @ 13.18 hrs, Volume= 0.766 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 14L: Post-Dev P0I-1
Hyd rog raph
U.y
0.85
--I
0.81 cfs+__1-_+__+__1-
cfs
-1__+__1-_+__+--+--I--+--+--+--I--+--+--+_-1__
I�
f [Q 1 All-ei I5
I
1 � ar
0.81
I
- -
0.8
I
1 - - L - �
- -I
- --
1 YY
I V I
0.75
+ L J--1--L--
J
+
L
J--1--
----J--L--L--I--
------J--
0.7
0.65
0.6
,I
I
I
I
I I
I
I I
I
I
I
I
I I I I I I I
I I I I
0.55
,I
I
_
w 0.5
0.45
-
a 04
I
--
--
1-T--T--F--Ir-T--T--F-T--T--T--Ir-T--T--F----T--T--Ir-
-1--
0.3
�I
T--
1--I--
1--
T--
1-1--
T-- 1--I-- 1-- T-- 1--I--
1-- 1--I-- 1--
0.25
7--Y__r--I__7--t--r-7--Y_-r--I--7--t--r--I--�--r--I--7--
0.2
--+--r----y--+--r-y--t--r----y--t--r-------r----y--
0.15
I
I
I
I
I
I
I I I I I I
I I I I
0.1
0.05
0
0 5
10
15 20 25 30
35
40 45
50
55
60
65
70 75 80 85 90 95 100 105 110 115 120
Time
(hours)
C Inflow
❑ Primary

Granite Quarry Type/1 24-hr 2-YR Rainfall=3.34"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 19
Summary for Link 15L: Post-Dev P0I-2
Inflow Area = 3.560 ac, 65.00% Impervious, Inflow Depth = 1.88" for 2-YR event
Inflow = 1.89 cfs @ 11.96 hrs, Volume= 0.557 of
Primary = 1.89 cfs @ 11.96 hrs, Volume= 0.557 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 15L: Post-Dev P0I-2
Hyd rog raph
C Inflow
❑ Primary
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 1S: Pre-Dev P0I-1
Runoff = 22.82 cfs @ 11.96 hrs, Volume= 1.057 af, Depth= 2.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
4.390 73 On Site Pre Area
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Dev P0I-1
Hydrograph
25
--'---'---'--+--+--+--+--'---'---'--+--+--+--+--+--+----------+--+--+--+--
■Runoff
24
23
22
--� -�,-- --
22.82 cfs
----+--+--+--+--+-----+----+--+--+--+--+--+-1I
-- - -- r--
--
r--r
---
-
----
-r-- r-
------ - -, --
------ r-
--
- r--
------------------ ----------
`�-(,I--p+ + + -
r--+--r--r - - - -- Y- + I
21
20
_
--'-----�--T--
--,-_-I--r--r--r--r
--r--'---'---'--�--------+--r--�T--I-'--------'-
�
� � r--r--r--r-
-'-+--rn-c-r--
2- -I�-R Rciflnfalf�,7-67 -
19
18
--'---'--L--L--L--L--'---'-----J--L--L--+--L--L--'------'--
-- ---- T-
- T-
- T -
-T --
-------T-
- T-
--+--L--L--
- T - -TRun ff-Arett=4.390 ad -
17
--'-- -'--L--L--L--L--'---'---'--J--L--L--+--L--L--'--------L--+--L--L--
u15
14
---- --
--r----y--rt--+--r--r-------y--rt--rt--+==RM!!
©rr� f *1Tfie} ¢A
ID}VEL_
3o 12
a11
--r- -i----T--T--T--T--li---li--
--------------------------------------------------
--T--T--T--T--T--Ir--li-
f► �r,,�
SST �i�_illJ��--
10
--i-----T--T--T--T--------i--
--
--
--+--T--+----------+-- + --
-74
8
7
,i
--+- +--+--+--+--+--+--+-+--+--+--+--+--+--+--+-+--+--+--+--+--+--
--F- I -- I --
--I--I-------------
--
-- --------------- -- -- -- --
6-
5
--I-- -------------
-I---I-----------I_--
-----------------I--
--I---1----I--
--
I --I---I---I---I--I--I--I--I
--I--- I---I---I--I--I-- -- --
2
--'---'--+--+--+--+--'---'---'--+--+--+--+--+--+--
-------- +--+--+--+--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: Pre-Dev P0I-2
Runoff = 10.16 cfs @ 11.96 hrs, Volume= 0.470 af, Depth= 2.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
2.000 61 >75% Grass cover, Good, HSG B
0.400 98 Paved roads w/curbs & sewers, HSG B
2.400 67 Weighted Average
2.000 83.33% Pervious Area
0.400 16.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Pre-Dev P0I-2
Hydrograph
11 I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
10.16 cfs
10 'Type 1( 24-1l'r
--r- -I--r--r--r--r--r--I---I--r--r--r--+--r--r--r--I---I--r--r--r--r--
91 25-YR Rainfall:;5.761'
--�---�--�--1--1--L--1---�---�--J--1--1--1--L--L--1---1---1--1--1--L--�--
Run off A're�ll=2.400 ac
7 RunOffl Vpl�m'1e=10.1 7 af
6 Runoff DepthT2.351'
3 _
LL 5 1 -I-- -- ------- -I-- -- -- -------cT5:;0 rni
4 "r 1 :6-
3V
--I--
---I -- I -- T -- I - - --------I -- I -- I -- T -- I -- I ----------I -- I -- I -- I - -
2
1 I I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: Pre-Dev POI-3
Runoff = 6.56 cfs @ 11.96 hrs, Volume= 0.308 af, Depth= 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
2.000 61 >75% Grass cover, Good, HSG B
2.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre-Dev POI-3
Hydrograph
- ■Runoff
6.56 cfs
6 25-YR RainfaillT5.761,
-- -- -- -- ----.--.----Run1fAreA=2.0i0-a1�-
5
Rgnpff''IVQILjm'le='10.$0$ elf
-- - -- -- -- -- -- -- ----------
-----------------------
4 Runoff Depth=0.'Lm8-51,
LL --I----T--T-Tc�5.10-,�„II
3
CAN=61
--I-- --I----+----------------+-------------+------I------I--
2
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: Pre-Dev POI-4
Runoff = 2.20 cfs @ 11.96 hrs, Volume= 0.103 af, Depth= 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.670 61 >75% Grass cover, Good, HSG B
0.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pre-Dev POI-4
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.20 cfs
-- -- --+-- -- -- --+-- --' -- -,--+TypP, If 24-hr_
2 25-YR RainfaillT5.761'
Rwnbff Area=0.670 ac
RL;npff'IVQIL;me='10.'10$ elf
R6noff Depth=0.851'
LL --I—--T--T— Tcz .&. -111M
1 II II II II II II II II II II II II II II II II II II II
CAN=61
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 5S: Post-Dev P0I-1
Runoff = 35.91 cfs @ 11.95 hrs, Volume= 1.736 af, Depth= 4.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
5.110 85 1/8 acre lots, 65% imp, HSG B
1.788 35.00% Pervious Area
3.322 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post-Dev P0I-1
Hydrograph
40
--�r-------+--+--+--r--r---------+--+--+--r--r--+----ti----+--r--r--
■Runoff
38
36
35.91cfs ---
--I-- ---,--
--r--r-
+__r--r-------7--rt--rt--t__t__r_-1---I---I—
---------
--
--
7__r__r__
--T--r--r-----IType-f1l24-Tr-
I
34
30
28
---- --- --
--
--
---
--- - - - - -I
I --
I -- I I I I
-RunWAIC@ CL 1Q ad- -
-
26
''
---- --- --
--
--
-----------'--
--
Q f' ¢1 a �.I
^ 24
u 22
�I
- -
-''----1--1--L----------J--1--i
i I I
--'-- -'----1--1--L--1--------J--L-L-L--Rtnofi�
I
I
I I
I I I
I
I I pI I I I^ I I Iw In I
ptli= �F.N811--
20
a18
---- -----1--1--L--1--------J--1--1--+--+--
---- --- --
--+--
----------
--'--'--+--+--L-------�iiT-7.0—MIH--
---------/►-1-CC-+--+-- --
16
---- --- --
--+--
---
- - - - - -- --
--
--+--+------------ -_��
14
,I
--+-+--+--+--+--+--+--+-+--+--+--+--+--+--+--+-+-----+--
+--+--
12
,I
--I-----+--+--+--r--------I--
--
--
-- +——r--+--------I----+--+--+--
10
'I
- -I- - -I 7 -
- + -
- + -
- Y - - -
- - - - - - - 7 -
- - -
- I - - + - - Y - - r - - - - - - - - - - I - - Y - - + - - r - -
8
' I
--r— —I--
+—
— + —
—-—
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6
' I
--F---T--
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r --r
--
-------T--T--T--T--r--F--I--------T--T--r--r--
4
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--I ----T--
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-r - - I
-------T--T-
-T--T--r--Ir--------I--T--T--r--r--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 6S: Post-Dev P0I-2
Runoff = 21.16 cfs @ 11.95 hrs, Volume= 1.023 af, Depth= 4.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
3.010 85 1/8 acre lots, 65% imp, HSG B
1.053 35.00% Pervious Area
1.957 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: Post-Dev P0I-2
Hydrograph
23
--r--I---I--r--r--r--r--r--I---I--r--r--r--t--r--r--r--I---I--r--r--r--r--
__I___I _I---- -- --I --
■Runoff
22
21
-- 21.16 cfs
,---r+---
r---
L-1
r---------'--
L--L--1----L——L——
rrrI_ppf� ,24 hr-
TZ-
20
19
,I
- - --
--I-- -I --
--
--
-
---25"--
18_-
1 7
'
'
- -- ---11-----IRg1f-
A--reA=3.-01Oa
16
15
;I --7I
--
rI --rI
---
--+--+--+--+--+--
----+A--+}-A-+-+--
f�lrI� ��YL '
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v 13
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-
oYI I OI W
D"a�I
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LL
10
i I
--'-- -'----1--1--L--1---1---1--J--1--1--1--L--
--r----r--r--r--r--r--r----r--r--r--r--r--r--------I-
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9
- ----?-------------------?-----
- - --
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8
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--
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--+-- ------------ -- -- -- --
7
r- I--r--r--r--r--r--r--I--r--r--r--r--r--r--I---I---I--r--
r--r--r--
6
--'------'---'
I I I
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I I I I I I I I I I I
5
4
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3
2
�I
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I I I
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I --
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 7S: Post-Dev P0I-2 Bypass
Runoff = 3.87 cfs @ 11.95 hrs, Volume= 0.187 af, Depth= 4.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.550 85 1/8 acre lots, 65% imp, HSG B
0.193 35.00% Pervious Area
0.358 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Post-Dev P0I-2 Bypass
Hydrograph
I I I ■Runoff
4 3.87 cfs
ITy; pe If 24-h'r
25-YR RainfaillT5.761'
-----1 T--r--T--r--I`RWnbffMee=0:v550 ae
3
Rtl nOff'IVQItjme='10.81 i4f
w I I I I I I I I I I I I I
--- -- -- -- -- -- -- -- Runo-f- ID = 8'1-1eth�4p1
0 2
-
cT5.';0 rnih
PN=85
-- ----;--;--------------I--;--;----------------;-----I-----------
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 8S: Post-Dev POI-3
Runoff = 1.18 cfs @ 11.96 hrs, Volume= 0.055 af, Depth= 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.360 61 >75% Grass cover, Good, HSG B
0.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: Post-Dev POI-3
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
1.18 cfs
Ty; pQ I( 24-h'r
1--L-- J--1--1--L- 2 -YR-Rainfafl=5-767-
1 I I I I I I I I I I I I I
Rwnbff Area=0.360 ac
RL;npff',VQIL;me=',0.05$ elf
R6noff Depth=0.857
TcT5.0 Mih
CAN=61
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 9S: Post-Dev POI-4
Runoff = 1.41 cfs @ 11.96 hrs, Volume= 0.066 af, Depth= 1.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.430 61 >75% Grass cover, Good, HSG B
0.430 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: Post-Dev POI-4
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
1.41 cfs
Ty; pQ I( 24-h'r
25-YR RainfaillT5.761'
Rwnbff A're�=0.430 ac
1 RL;npff',VQIL;m'e=0.060 elf
Runoff Depth=0.851'
TcT5.0 tnih
CAN=61
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 29
Summary for Pond 10P: PH1 BMP6 - Ex Dry Pond
Inflow Area = 4.390 ac, 0.00% Impervious, Inflow Depth = 2.89" for 25-YR event
Inflow = 22.82 cfs @ 11.96 hrs, Volume= 1.057 of
Outflow = 10.53 cfs @ 12.06 hrs, Volume= 1.057 af, Atten= 54%, Lag= 6.2 min
Primary = 10.53 cfs @ 12.06 hrs, Volume= 1.057 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 754.66' @ 12.06 hrs Surf.Area= 10,578 sf Storage= 12,729 cf
Plug -Flow detention time= 33.4 min calculated for 1.057 of (100% of inflow)
Center -of -Mass det. time= 34.4 min ( 863.4 - 829.0 )
Volume Invert
#1 753.00'
UM11.1ire
Description
65,286 cf Ex Volume - Design (Pyramidal)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(cubic -feet) (cubic -feet) (sq-ft)
753.00
3,100
0 0 3,100
754.00
9,600
6,052 6,052 9,607
756.00
12,700
22,228 28,280 12,820
758.00
16,100
28,733 57,012 16,352
758.50
17,000
8,274 65,286 17,288
Device Routing
Invert
Outlet Devices
#1 Primary
753.00'
24.0" Round RCP -Round 24"
L= 53.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 753.00' / 752.71' S= 0.0055'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary
754.00'
1.8" Vert. Orifice/Grate C= 0.600
#3 Primary
755.20'
13.3' long Sharp -Crested Rectangular Weir End Contraction(s)
Primary OutFlow Max=10.42 cfs @ 12.06 hrs HW=754.65' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 24" (Barrel Controls 10.35 cfs @ 5.07 fps)
2=Orifice/Grate (Orifice Controls 0.06 cfs @ 3.65 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type // 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 30
Pond 10P: PH1 BMP6 - Ex Dry Pond
Hyd rog raph
--+--+--+-------+--+-------+--+--+----+--+--+-------+--+--+--�-- ❑Inflow
zz.az ots ❑ Primary
24 --I---r--r--I---I--r--r--r--I--r--r r -r--r r--I---I- r r - -I- -
-lln Iolw� re,a� lar,
22 --,I --rI --rI -I -- ,I --rI --rI --'--,--,--r-----,--r--r--
eV
20 --IPkEl=54I1--
-
I
18 -
,II IIIIIIIIIIIIIIIIIIIII
16 �I --i-- - -------i-- -- --i --i-- -- --i-----i-- --i-----i-- -- --i --i--
y I_
�i 14
3 12 _I--
0 10.53 cfs
LL I I I I I I I I I I I I I I I I I I I I I
10 -
8 -- —L--L--1---1----L--'---'----L--L----J--L--L--1---1--L--L--L--'--
6 -- - --------- --------- -- -- ---- -- --------- -- -- ----
q ---+--+-------+--+-------+--+--+----+--+--+-------+--+--+--i--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 31
Summary for Pond 11 P: Prop Modified BMP 1 (Wet Pond)
Inflow Area = 5.110 ac, 65.00% Impervious, Inflow Depth = 4.08" for 25-YR event
Inflow = 35.91 cfs @ 11.95 hrs, Volume= 1.736 of
Outflow = 9.46 cfs @ 12.10 hrs, Volume= 1.701 af, Atten= 74%, Lag= 8.9 min
Primary = 9.46 cfs @ 12.10 hrs, Volume= 1.701 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 757.05' @ 12.10 hrs Surf.Area= 14,648 sf Storage= 37,116 cf
Plug -Flow detention time= 752.3 min calculated for 1.700 of (98% of inflow)
Center -of -Mass det. time= 741.9 min ( 1,540.0 - 798.1 )
Volume Invert Avail.Storaae Storaae Description
#1
754.00'
68,712 cf Volume (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
754.00
8,870
0
0
8,870
755.00
11,632
10,220
10,220
11,661
759.00
17,834
58,492
68,712
18,157
Device
Routing
Invert
Outlet Devices
#1
Primary
749.38'
24.0" Round RCP -Round 24"
L= 38.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 749.38' / 749.00' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2
Device 1
754.00'
1.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
755.60'
20.0" W x 27.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
757.85'
16.0' long Sharp -Crested Rectangular Weir End Contraction(s)
#5
Primary
758.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=9.45 cfs @ 12.10 hrs HW=757.05' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 24" (Passes 9.45 cfs of 47.94 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.32 fps)
3=Orifice/Grate (Orifice Controls 9.35 cfs @ 3.87 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type // 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 32
Pond 11 P: Prop Modified BMP 1 (Wet Pond)
Hyd rog raph
----+--+--r-------+--r-------+--+--+----+--+--+-------+--r--+--I--
----T--T--T-------T--T-------T--T--Ir----T--T--Ir-------T--T--Ir--II--
C Inflow
40
,'
- -
---
IIIIIIiIi_--------
I
I
IIIII-__---11+-35.
-_�----
-L-+-_--_---
-_-----
---_----__---
-_-_---
IIIIIIiF---------
-_-----
-_----
❑ Primary
38
,II
I
-- -------------
-_-------- -_--------
-_-------- -_--------IIIIIIIiIi -_---------_--------
-_--------
-----_----
- nwIC_
536
�IIr-__--
,,'
----_----
----_----
-
-__---
34
IIIIIII---------
-
32
-00-E1i"7-`57-
30
28
{ttgq1r�
+L+I__------
---r--
r--r-
-I ---�--r -r - -
26
-
-
- -
- - -
-
22
L-++
---------
---------
---------
L-T+T_---------_--------IIr_------- _--------
_--------
_--------
L-+----_----
L-T+T-----_----
L-T+-----_----
IIIi_------
L-++----_----
_--------
_-------IIIrI
J-+III _-_---
_-_---
_-_---
__---
_-----
20
-
a 18
-
16
T -
14
Tri
--Ii--
--T--Ir-------T--T--Ir
12
10
I
'
I
-----
9.46 cfs I
I - -
-I-
I I
- -
I
-I-------I-
-
I I
-
I
I
I
-I-------I-
- -
I I I
- -
I
I
I I I I
- - - - - -
-I- ------- -I- ------- -I- -I--
I I I I I I I I I I I
- - - - -
8-
6
--
-----I--
--
-----I--
--
-- --I-- -- -- -----I-- -- -- --I--
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 33
Summary for Pond 12P: Prop. BMP 2 (Sand Filter)
Inflow Area = 3.010 ac, 65.00% Impervious, Inflow Depth = 4.08" for 25-YR event
Inflow = 21.16 cfs @ 11.95 hrs, Volume= 1.023 of
Outflow = 2.36 cfs @ 12.30 hrs, Volume= 1.023 af, Atten= 89%, Lag= 20.9 min
Primary = 2.36 cfs @ 12.30 hrs, Volume= 1.023 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 756.03' @ 12.30 hrs Surf.Area= 7,615 sf Storage= 23,734 cf
Plug -Flow detention time= 694.5 min calculated for 1.022 of (100% of inflow)
Center -of -Mass det. time= 695.9 min ( 1,494.0 - 798.1 )
►1[.7 ..�� ��iGnFTI�•�i•7
Description
#1 752.00' 40,395 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
752.00 4,162 0 0
758.00 9,303 40,395 40,395
Device Routing
Invert
Outlet Devices
#1 Primary
749.50'
18.0" Round RCP -Round 18"
L= 25.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 749.50' / 749.00' S= 0.0200'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
752.00'
Exfiltration
Head (feet) 0.00 0.01 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.032 0.045 0.058 0.071 0.084 0.097
#3 Device 1
754.00'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 0.33 0.33
#4 Device 1
756.00'
16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Primary
756.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.36 cfs @ 12.30 hrs HW=756.03' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 18" (Passes 2.36 cfs of 25.57 cfs potential flow)
2=Exfiltration (Custom Controls 0.08 cfs)
3=Custom Weir/Orifice (Orifice Controls 2.00 cfs @ 6.05 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 0.28 cfs @ 0.57 fps)
= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type // 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 34
Pond 12P: Prop. BMP 2 (Sand Filter)
Hyd rog raph
--I -- r
---- -'---'
-- Y --
--'---'----------------------------'---'
r-- --
—I-- r --
r-- —
--I-- r --
r
--r -- I -- r —— Y -- r--I — — —I-- Y -- r --r --I--
--------'- - -'--------'--
D Inflow
23
— 6c
fs
----il------l----
----- yr-----+Tr+------Ir++-------lIiI
❑Primary
T22- �y 1
n1hm00-
21
20
'i
7`56-Q-319 -
Rp4k-f --------
18
-- r-
- r
- -#o/yd --
ra
----
+--+--+- ----
15
-- ----
14
--
-
y
u 13
12
I
----I-2-1--.1
-- +rt------
rr
--
rr--rI---l-----lIlI
-
-
rrIr------�--------`----llI
+rt7------ rrr------
- - - -- - - - - --- -- - ---
L--1-----1-+--'--
11
'L 109
----lo i----
--rt-----r-----li------li----
-----r-----Ir-----li----
-----r-----Ir-----li----
-----T-----Ir-----li------li----rt-----r-----Ir-----li---
-
--I--
-+--r-----I--
--r-------1--+--+--I--
--+--+-------+--r--+--I--
8
----
----
--------
---
--------
---
---
------------------------------
7
----
- --
-------
--
-------
--
-- ---- --+--------- -- -- ----
6
----
-T--T-------
--T--
---- --T--
---- --T--------- T- -T -- ----
5
II
4
3
--II--
2.36 cfs
—T--T—
! --
—— —
-----'--
— -- --T-------,--T--Ir----1--T--Ir-------T--T--Ir--II--
--
-----'----
--------'----------'-- -------'--
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 35
Summary for Link 13L: Pre-Dev P0I-1
Inflow Area = 4.390 ac, 0.00% Impervious, Inflow Depth = 2.89" for 25-YR event
Inflow = 10.53 cfs @ 12.06 hrs, Volume= 1.057 of
Primary = 10.53 cfs @ 12.06 hrs, Volume= 1.057 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 13L: Pre-Dev P0I-1
Hyd rog raph
--'----L--L--'
— —
—'----
L--'
— — —'----1--L--1--J--1--L--1-----L--L--L--'--
C Inflow
10.53 cfs
I���A,
��q(
❑ Primary
11
0.53 cfs —
l-------
--li
--li
--i-- j— 1
I���
5
Inflow =4�13
10
-
-----I--
--I--
-----I-------I-- --I--
9
I
---T--r-------
I I
I I
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 36
Summary for Link 14L: Post-Dev P0I-1
Inflow Area = 5.110 ac, 65.00% Impervious, Inflow Depth > 3.99" for 25-YR event
Inflow = 9.46 cfs @ 12.10 hrs, Volume= 1.701 of
Primary = 9.46 cfs @ 12.10 hrs, Volume= 1.701 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 14L: Post-Dev P0I-1
Hyd rog raph
,�
--�r---7--r--�r------r---------r--�r--�r-7--7--�r--�r----7--r--�r--�i--
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9.46
ofs
❑ Primary
10
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9.46 ofs
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1
0
0 5
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 25-YR Rainfall=5.76"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 37
Summary for Link 15L: Post-Dev P0I-2
Inflow Area = 3.560 ac, 65.00% Impervious, Inflow Depth = 4.08" for 25-YR event
Inflow = 5.25 cfs @ 11.97 hrs, Volume= 1.209 of
Primary = 5.25 cfs @ 11.97 hrs, Volume= 1.209 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 15L: Post-Dev P0I-2
Hyd rog raph
C Inflow
525 cfs I I I ❑ Primary
5cfs — -- — — -- -- — — -- -- 1'Intow-Ae'Iva=foO-lay -
—+-- ---I— —+ —— --I T——r--I-- T----I — —+— +--
60 65 70 75 :0 85 90 95 100

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 1S: Pre-Dev P0I-1
Runoff = 32.21 cfs @ 11.96 hrs, Volume= 1.506 af, Depth= 4.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
4.390 73 On Site Pre Area
4.390 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre-Dev P0I-1
Hydrograph
36
---------+--+--+--+----------+--+--+--+--+--+----------+--+--+--+--
-----------------
--------------
■Runoff
34
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-- 3221cfs
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4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 2S: Pre-Dev P0I-2
Runoff = 15.02 cfs @ 11.96 hrs, Volume= 0.695 af, Depth= 3.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
2.000 61 >75% Grass cover, Good, HSG B
0.400 98 Paved roads w/curbs & sewers, HSG B
2.400 67 Weighted Average
2.000 83.33% Pervious Area
0.400 16.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Pre-Dev P0I-2
Hydrograph
1 1
16 1
■Runoff
15.02 cfs_1--+--+--+--+--1---1---1--+--+--+--+__+__+--1---1---1--+__+__+__+__
/ 1 _ _ � _1 _L _L 1 1 1 _J _1 _1 _1 _L _1L _1
15 _ 1- T" „e-11-1 11117 -
14 1 1 1 1 1
-- T-- T--T --T --T -- -- -- T-- T--"1011 --YR Ralli all#T.21�r-
13
--r- -1--+--+--+--r---------- +--+--+--+--r--rw--r--1-----+--+--+--r--
12 ' 1 -1----1--1--L--1---1---1--J---,---,--,Runc)ff A1KeA=2AOOac--
11 --11---11---- 1--11---11---11---11---11---11--1-- I1Of
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10
w --r- -1--r--r--r--r--r--1---1--r--r--r--+--r--r--r--1---1--r--r--r--r--
1 1 _Runoff 1lDepth;3 481'--
1 1 1
8 ---1--_1--_1 _1--+ _1 __1___1 _1_ _
iL
--I —---7--7--T__7__I-------7--7--7--T__T--7P
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67 6 1 --I---11--�--�--�--�--11---11---11--�--�--�--+--�--1�--11---11---11--�-- �--,--
s
4
---- ---
3
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 3S: Pre-Dev P0I-3
Runoff = 10.28 cfs @ 11.96 hrs, Volume= 0.476 af, Depth= 2.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
2.000 61 >75% Grass cover, Good, HSG B
2.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pre-Dev P0I-3
Hydrograph
11 I I I I I I I I I I I I I I I I I I I I I I I-- � Runoff
10.28 cfs
----—I--r--r--r--r--r--I---I--r--r--r--r--r--r--r--I---I--r--r-- r--
10 Type II'12 -1�r
9 100-YR Rainfall:;7.211'
8 Rwnbff A'Ire�ll=2.000 ac
-- - -- --+-- -- ----'R+n' fV'-1 m'e=0.47 f-
7 'I tA Q Q �
w--'I-- -'I-- -- ---------------'I-- -- -- --- �-
—� 6 -- Run-©f�IDepth--T2.8511
- -I--T-- T- -T - -I----'I-- ----T--r-- ---'I- T
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4 1Y=
3
--r- -I--r--r--r--r--r--I---I--r--r--r--t--r--r--r--I---I--r--t--r--r--
2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 4S: Pre-Dev POI-4
Runoff = 3.44 cfs @ 11.96 hrs, Volume= 0.159 af, Depth= 2.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.670 61 >75% Grass cover, Good, HSG B
0.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pre-Dev POI-4
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ❑Runoff
3.44 cfs
ITy; pQ I( 24-h'r
3 100-YR-Rainfc &I-.217-
�Rwnbff Area=0.670 ad
RLjnpff'IVQILIme='10.'150 elf
wI I I I I I I I I I I I I I I I
2
-I-- -- --------------I-- ---------Ri-4— DepfhT2-857-
3 I I I I I I I I I I I I I I I I I I I
Tc"5.0 to i h
LL I I I I I I I I I I I I I I I I I I I
CAN=61
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 5S: Post-Dev P0I-1
Runoff = 47.21 cfs @ 11.95 hrs, Volume= 2.322 af, Depth= 5.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
5.110 85 1/8 acre lots, 65% imp, HSG B
1.788 35.00% Pervious Area
3.322 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post-Dev P0I-1
Hydrograph
52
--r-----+--+--+--+
I
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■Runoff
50
48
,i
— —
— —'---'--L--L--L--L--'---'---'--J--L--L--L--L--L--1---1---1--L--L--L--L--
47.21 cfs
-- -----L--L--L--'---'---'--J--L--L--L--L--L-----'��MY-[
1 1 1
24-lr--
44�
42
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r--r--r--r--�---�--r--r--r--T--r--r--I---I---�--r--r--r--r--
Raift11.2V'--
40
38
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R�nVll Area= .410 at
34
32
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3 26
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8
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6
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 6S: Post-Dev P0I-2
Runoff = 27.81 cfs @ 11.95 hrs, Volume= 1.368 af, Depth= 5.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
3.010 85 1/8 acre lots, 65% imp, HSG B
1.053 35.00% Pervious Area
1.957 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: Post-Dev P0I-2
Hydrograph
30 ■Runoff
27.81 cfs
z8 - - - - - - - - - - - - - - Ty, p� [it-[ r
26 1 I I I I
24 -,----;--,,--,, --,,-----,---, 40 -YR Ra_in all.;T.21TMr-
22 Runoff A''rei�=3.010 ac
20 -'-- -- -- ----------'-- -- --
R-"npff, V-p1 vne =1 •$60 Af -
- 18
w - - - - - Run©ff DepthT5.451r-
16
a 14 Tc�5.�0 Min
12 i5
10
8
--'-- -'-- -- -- ----------'-- -- -- --+-- ----------'----+--------
6
---- --- -- -- --------------- -- -- --------------- -- --r--F
4
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 7S: Post-Dev P0I-2 Bypass
Runoff = 5.08 cfs @ 11.95 hrs, Volume= 0.250 af, Depth= 5.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.550 85 1/8 acre lots, 65% imp, HSG B
0.193 35.00% Pervious Area
0.358 65.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Post-Dev P0I-2 Bypass
Hydrograph
I I II II II II II II II II II II II II II II II II II II II II II ■Runoff
--�---�---�---�--
___________________________
5 'Type k 24-h r
100-YR RainfaillT7.21
--�----�--�--1--L--I---1---1--J--1--1--L--L--I---I--J--1--L--L--�---�---�--
4 Runbff A'Irei�=0.550 ac
ROOOVQIt06=1'10.�50 Of
y --I-----__+----------------+--___------�--+------I---I ---
I--
3 Rulnoff DepthT5.;451'
LL TcT5.';0 tnid
2
---- -- ------------ -- -- -- --------- -- -- ------------
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 8S: Post-Dev POI-3
Runoff = 1.85 cfs @ 11.96 hrs, Volume= 0.086 af, Depth= 2.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.360 61 >75% Grass cover, Good, HSG B
0.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: Post-Dev POI-3
Hydrograph
2 ❑Runoff
1.85 cfs
,Type I( 24-h'r
100-YR RainfaillT7.�21
Rwnbff Area=0.860 ad
ROnOff',VQIL;me=0.080 elf
w I I I I I I I I I I I I I I I � '��
----,--7--r----------------T--r----Rurto7Dffep#hT2.85--
0 1
LL TcT5.0 tnih
CAN=61
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 9S: Post-Dev POI-4
Runoff = 2.21 cfs @ 11.96 hrs, Volume= 0.102 af, Depth= 2.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.430 61 >75% Grass cover, Good, HSG B
0.430 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: Post-Dev POI-4
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.21 cfs
-- -- --' -- -- -- --' -- -,--,TypP, If 24-hr_
2 100-YR RainfaillT7.�21
Rwnbff Area=0.430 ac
RL;npff'IVQIL;me='10. O1 elf
R6noff DepthT2.851'
LL----7--Y--Y--_-------7-----t--Y--r--I_----7--Y- c�S•10- J*
1 N=61
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 47
Summary for Pond 10P: PH1 BMP6 - Ex Dry Pond
Inflow Area = 4.390 ac, 0.00% Impervious, Inflow Depth = 4.12" for 100-YR event
Inflow = 32.21 cfs @ 11.96 hrs, Volume= 1.506 of
Outflow = 15.10 cfs @ 12.06 hrs, Volume= 1.506 af, Atten= 53%, Lag= 6.1 min
Primary = 15.10 cfs @ 12.06 hrs, Volume= 1.506 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 755.13' @ 12.06 hrs Surf.Area= 11,304 sf Storage= 17,886 cf
Plug -Flow detention time= 30.1 min calculated for 1.505 of (100% of inflow)
Center -of -Mass det. time= 31.0 min ( 849.9 - 818.9 )
Volume Invert
#1 753.00'
UM11.1ire
Description
65,286 cf Ex Volume - Design (Pyramidal)-isted below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(cubic -feet) (cubic -feet) (sq-ft)
753.00
3,100
0 0 3,100
754.00
9,600
6,052 6,052 9,607
756.00
12,700
22,228 28,280 12,820
758.00
16,100
28,733 57,012 16,352
758.50
17,000
8,274 65,286 17,288
Device Routing
Invert
Outlet Devices
#1 Primary
753.00'
24.0" Round RCP -Round 24"
L= 53.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 753.00' / 752.71' S= 0.0055'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary
754.00'
1.8" Vert. Orifice/Grate C= 0.600
#3 Primary
755.20'
13.3' long Sharp -Crested Rectangular Weir End Contraction(s)
Primary OutFlow Max=14.99 cfs @ 12.06 hrs HW=755.12' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 24" (Barrel Controls 14.90 cfs @ 5.56 fps)
2=Orifice/Grate (Orifice Controls 0.09 cfs @ 4.93 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 48
Pond 10P: PH1 BMP6 - Ex Dry Pond
Hyd rog raph
----r--r--r--r----r--r-------r--r--r--r-r--r--r-------r--r--r--I--
36
------rt--r--li---li----r--Ir--li----r--Ir--li----7--Ir--li---li--rt--r--Ir--li
C Inflow
,"
32.21cfs rt--r-------
--r--�r----y--+--Ir----
--+--/-�r-pp------rt--r--�r--�i---
❑Primary
In
32
'
30
,'I
POO_IEt _765.1-3' -
28
.I
24
H 20
o 16
15.10 cfs
T
12
10
8
�I
-- -r--r--r--I--r--r--r--I--r--r--r-7-r--r--r--I---I--r--r--r-7-
-- -r--r-------r--r--r----r--t--r----r--r--r-------r--r--r--I--
6
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 49
Summary for Pond 11 P: Prop Modified BMP 1 (Wet Pond)
Inflow Area = 5.110 ac, 65.00% Impervious, Inflow Depth = 5.45" for 100-YR event
Inflow = 47.21 cfs @ 11.95 hrs, Volume= 2.322 of
Outflow = 16.64 cfs @ 12.07 hrs, Volume= 2.287 af, Atten= 65%, Lag= 7.3 min
Primary = 16.64 cfs @ 12.07 hrs, Volume= 2.287 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 757.72' @ 12.07 hrs Surf.Area= 15,708 sf Storage= 47,282 cf
Plug -Flow detention time= 576.3 min calculated for 2.286 of (98% of inflow)
Center -of -Mass det. time= 568.8 min ( 1,358.7 - 789.9 )
Volume Invert Avail.Storaae Storaae Description
#1
754.00'
68,712 cf Volume (Pyramidal)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
754.00
8,870
0
0
8,870
755.00
11,632
10,220
10,220
11,661
759.00
17,834
58,492
68,712
18,157
Device
Routing
Invert
Outlet Devices
#1
Primary
749.38'
24.0" Round RCP -Round 24"
L= 38.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 749.38' / 749.00' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2
Device 1
754.00'
1.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
755.60'
20.0" W x 27.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
757.85'
16.0' long Sharp -Crested Rectangular Weir End Contraction(s)
#5
Primary
758.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.38 cfs @ 12.07 hrs HW=757.70' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 24" (Passes 16.38 cfs of 50.44 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.11 cfs @ 9.18 fps)
3=Orifice/Grate (Orifice Controls 16.26 cfs @ 4.65 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 50
Pond 11 P: Prop Modified BMP 1 (Wet Pond)
Hyd rog raph
I--�--�--r--r--I--�--r--I---I--�--r--r--r-�--7--r--I---I--�--r--r--I--
❑ Inflow
a�. I cfs ❑ Primary
50 ,�i --�-- ------------------------Jnft*'A're;05:140�ac
45 --�i---7--1--�r----I--r--�r------r--�r--�i 7-7 ----- - f-
ROO �'Ellev�=7'5',7 -n
40 --,-- -;--,I --,---,-- --,I --,I --,-- --,I --,I--�ISfoe=aae=--47282� cf-
35 ---- - --------- --------- -- -- ---- -- --------- -- -- ----
I � r I I � r I I � r r I � 7 r I I �
I I I I I I I I I I I I I I I I I I I I I I I
w 30 --'-- -'--'-------'--'-------'--'--------------------'--'-----'--
� I I I I I I I I I I I I I I I I I I I I I I
3 '
p 25 --I-- -+--r--I---I--+--r--r--I--+--r--r--I--+--+--r--I---I--+--r--r--I--
LL
20 - --------- --------- ---------------------- ---------
16.64 cfs
i
i
15 --I -+--r-------+--r--r----+--+--r----+--+--r-------+--r--r--I--
,' I I I I I I I I I I I I I I I I I I I I I I I
10 -- - --------- --------- ---------------------- ---------
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 51
Summary for Pond 12P: Prop. BMP 2 (Sand Filter)
Inflow Area = 3.010 ac, 65.00% Impervious, Inflow Depth = 5.45" for 100-YR event
Inflow = 27.81 cfs @ 11.95 hrs, Volume= 1.368 of
Outflow = 17.28 cfs @ 12.04 hrs, Volume= 1.368 af, Atten= 38%, Lag= 5.3 min
Primary = 17.28 cfs @ 12.04 hrs, Volume= 1.368 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 756.43' @ 12.04 hrs Surf.Area= 7,961 sf Storage= 26,877 cf
Plug -Flow detention time= 539.5 min calculated for 1.367 of (100% of inflow)
Center -of -Mass det. time= 540.9 min ( 1,330.9 - 789.9 )
►1[.7 ..�� ��iGnFTI�•�i•7
Description
#1 752.00' 40,395 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
752.00 4,162 0 0
758.00 9,303 40,395 40,395
Device Routing
Invert
Outlet Devices
#1 Primary
749.50'
18.0" Round RCP -Round 18"
L= 25.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 749.50' / 749.00' S= 0.0200'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
752.00'
Exfiltration
Head (feet) 0.00 0.01 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.032 0.045 0.058 0.071 0.084 0.097
#3 Device 1
754.00'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 0.33 0.33
#4 Device 1
756.00'
16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Primary
756.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.66 cfs @ 12.04 hrs HW=756.42' TW=0.00' (Dynamic Tailwater)
1=RCP_Round 18" (Passes 16.66 cfs of 26.42 cfs potential flow)
2=Exfiltration (Custom Controls 0.09 cfs)
3=Custom Weir/Orifice (Orifice Controls 2.24 cfs @ 6.79 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 14.32 cfs @ 2.12 fps)
= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 52
Pond 12P: Prop. BMP 2 (Sand Filter)
Hyd rog raph
C Inflow
30
2-7-.-1---- L'----1------��---- L---- _LI----i�1-----�1---- �---- _1I----��L----��1-----J�---- �1----�L----1------�1---- 1---L--��L--�--
❑ Primary
--rt--r-- =28 ,],nI Wrea1e40,ac-
y
26
,
I fs --I P----pI - --I ---El-I -t-lI e--v-I =--7-I -5--1I -F-4II ---3-I
Cfs
1
22 -StOraq��2&,8T7Cf
20 172I8c18 -
-- r--r-----r--r r----r--t r --r--r--r-------r--r--r--I--
16
LL
12 'I
,
,
10
I I I I I I I I I I I I I I I I I I I I I I I
$ -- -r--r--r----r--r--r----r--r--r--r-
r
--r--r-------r--r--r--I-
-
--1---1----1--
6 I I I
I
4I / "in
---r---------i --
i------i --r---------r---------r --r --i--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 53
Summary for Link 13L: Pre-Dev P0I-1
Inflow Area = 4.390 ac, 0.00% Impervious, Inflow Depth = 4.12" for 100-YR event
Inflow = 15.10 cfs @ 12.06 hrs, Volume= 1.506 of
Primary = 15.10 cfs @ 12.06 hrs, Volume= 1.506 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 13L: Pre-Dev P0I-1
Hyd rog raph
--1----T--T--Ir--li--
--T--T--li--
--T--T--Ir-T--T--T--Ir--li--T--T--T--li--
C Inflow
- 15.10 cfs+--r--1---1--+--+--1---i--+--+--+--�///I���+�+��-�-/+{w�-+-Q-i�-�-i--+--r/F-�4-+--i--
❑ Prima
Primary
16
- -- --
-]i
14F
15
,1ViYY /lrG til 1 ar
13
T-
T
12
��
---
1
-T-----i-
---T-
-T----T- -T--
-
---T- -T---------T- --- --i--
-- -4--I---------+-------F--+------F--+--F-------F--I----I--
1
L
'-1
L
1 1
1-- 1 L1 L
10
- --
--' - -
-- --
-----'--
--
--L --'--
-- -----'-- -- --L --'--
0 8--r--r--T--r--T
--1---1--
T --T--1---1-- T --T --T
LL
7
T--r----r--r--r-------r--r--r--I--
6
,1
1
1--L-----'--
--
--L-----'--
--1--L--1--J--1--L-------1--L--L--'--
3
---T--r--T--r--T
--1---1------r--T
2
1
1 1
1
1 1
1
1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 54
Summary for Link 14L: Post-Dev P0I-1
Inflow Area = 5.110 ac, 65.00% Impervious, Inflow Depth > 5.37" for 100-YR event
Inflow = 16.64 cfs @ 12.07 hrs, Volume= 2.287 of
Primary = 16.64 cfs @ 12.07 hrs, Volume= 2.287 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 14L: Post-Dev P0I-1
Hyd rog raph
�4----+--+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+--I--
C Inflow
18
16.64 cfs
❑ Primary
17
16.64 cfs
—+--+--+----+--+--+----+--+
l+�^+--+ +--i-- + +--i--
110
16
15
I
I
I
I I
I I
I
I I I
I
I I I I I I I I I I I
14
I
I
I
I I
I I
I
I I I
I
I I I I I I I I I I I
13
+
— — + — — + — + — — + — — + — —I— — —I— — + — — + — — + — —I— —
12
I
I
I
I I
I I
I
I I I
I
I I I I I I I I I I I
+--+--+-+--+--+--+-+--+--+--+----+--+--+----+--+--+--+--I--
.... 10
I
'
I
I
+----+------+--I---I--+--+--+--I--+--+---------+------I--
I I
I I
I
I I I
I
I I I I I I I I I I I
3 9
o
--
+--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+--I--
LL 8
4--I—_I---I--+--+--I---I--+--+--+--I--+--+__+--I---I--+__I--+--I--
7
6
I
I
— —
I
+ —
I I
— + — — + —
I I
—I— — + —
I
— + —
I I I
— + — —I— — + —
I
— +
I I I I I I I I I I I
— — + — — + — + — — + — — + — —I— — —I— — + — — + — —5-
4
I
3
+ I
I I
I I
I
I I I
I
I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by {enter your company name here} Printed 4/26/2022
HydroCAD® 10.00-24 s/n 03478 © 2018 HydroCAD Software Solutions LLC Page 55
Summary for Link 15L: Post-Dev P0I-2
Inflow Area = 3.560 ac, 65.00% Impervious, Inflow Depth = 5.45" for 100-YR event
Inflow = 20.10 cfs @ 12.03 hrs, Volume= 1.618 of
Primary = 20.10 cfs @ 12.03 hrs, Volume= 1.618 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 15L: Post-Dev P0I-2
Hyd rog raph
--'----L--L-----'--
--L-----'--
--
--L----J--L--L-------L--L-- L - -'--
C Inflow
22
- 20.10Cfs +--r-------
--r-------
--+--r----
--+--+-------+--r--+----
❑Primary
21
20.10 cfs -?--------,--
--------I--
----1nf](MlAm'
13.1-OOL
20
---L--L-------L--L-------L--L--L
-'- J--L-- -'--L- -L _
19
--li-rt--r--li---li--
--r--Ir--li--1--r--Ir--II--
--+--Ir——li---li--I--r--Ir--li--
18
-
-- - - - I --
17
-- -+--
-----'--
--+-----'--
--+--
--'-- --+---------+-- -- --'--
16
--li-rt--r--li---li--
--r--Ir--li--
--r--Ir--li--
--+--Ir--li---li--rt--r--Ir--li--
15
-- -
14
13
-- -1--L--1---1--L--L--'---'--L--L--L----L--+--L-------+--L--L--'--
N
12
-- —T--T---------T-------,--T--Ir----1--+--Ir-------T--T--Ir--II--
-- -----
--
----------------------
------------------------------
10
-- -
--r-------
--r-------,--r--r----
--+--r---------r--r----
�—°°
9
- -
-
- -
- -
- - - - - -
8-
7-
-- — T
-- T—----II—
— T
-- T
--II -- -- T -- T
--Ir- -1-- T -- IF ------- T -- T --Ir --II--
6
-
-
- -
- -
- - - - - - -
5
-- +--+--+-+--+--+--+-+--+--+--+--+-+--+--+----+--+--+--+-+--
4
-- T--r-------
--r--
----T--T
--L----T--T--L-------T--r--Ir---
-
3
2
1
0
0 5
10 15 20
25 30
35 40
45
50 55 60 65
70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
0
Project File: 220328_Granite Quarry.stm
4
10
3
Number of lines: 10
Outfall
r.
1
Date: 3/28/2022
7
Outfall
Storm Sewers v2020.00

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
A-20
0.34
0.00
0.34
0.00
DrGrt
0.0
0.00
3.66
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.05
7.04
0.05
7.04
0.0
Off
2
A-30
1.84
0.00
1.84
0.00
DrGrt
0.0
0.00
3.66
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.16
17.52
0.16
17.52
0.0
Off
3
A-40
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
4
A-50
1.05
0.00
1.05
0.00
DrGrt
0.0
0.00
3.66
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.11
12.72
0.11
12.72
0.0
Off
5
B-21
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
6
B-22
0.80
0.00
0.52
0.28
DrGrt
0.0
0.00
0.00
3.00
2.00
1010
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
Off
7
A-11
1.16
0.00
0.67
0.49
DrGrt
0.0
0.00
0.00
3.00
2.00
1010
2.00
0.020
0.020
0.013
0.10
12.10
0.10
12.10
0.0
Off
8
B-11
1.47
0.00
0.80
0.67
DrGrt
0.0
0.00
0.00
3.00
2.00
0.010
2.00
0.020
0.020
0.013
0.11
13.10
0.11
13.10
0.0
Off
9
B-12
1.67
0.00
1.67
0.00
Comb
6.0
3.00
3.66
3.00
2.00
Sag
2.00
0.050
0.020
0.000
0.23
8.74
0.23
8.74
0.0
Off
10
B-13
1.67
0.00
1.67
0.00
Comb
6.0
3.00
3.66
3.00
2.00
Sag
2.00
0.050
0.020
0.000
0.23
8.74
0.23
8.74
0.0
Off
Project File: 220328_Granite Quarry.stm TNumber
of lines: 10
Run Date: 3/28/2022
NOTES: Inlet N-Values = 0.016; Intensity = 4.04 / (Inlet time + 5.50) ^ 0.00; Return period = 1 Yrs. ; ' Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
31.816
0.10
0.95
0.85
0.09
0.81
5.0
6.6
6.6
5.30
9.17
6.32
15
1.19
757.00
757.38
757.72
758.31
761.54
763.07
SD -Al
2
1
78.000
0.54
0.85
0.85
0.46
0.72
5.0
6.4
6.6
4.79
6.52
5.33
15
0.60
757.48
757.95
758.31
758.84
763.07
763.08
SD-A2
3
2
166.327
0.00
0.31
0.00
0.00
0.26
0.0
5.4
6.9
1.82
6.50
2.93
15
0.60
758.05
759.05
758.84
759.59
763.08
764.67
SD-A4
4
3
106.428
0.31
0.31
0.85
0.26
0.26
5.0
5.0
7.1
1.86
6.51
4.11
15
0.60
759.14
759.78
759.60
760.32
764.67
763.66
SD-A5
5
End
22.570
0.00
0.25
0.00
0.00
0.20
0.0
5.3
6.9
1.39
8.13
3.31
18
0.60
751.00
751.14
751.42
751.58
752.63
758.75
SD - (140)
6
5
102.810
0.25
0.25
0.80
0.20
0.20
5.0
5.0
7.1
1.41
21.22
5.01
18
4.09
753.00
757.20
753.26
757.64
758.75
762.00
SD - (140) (1)
7
End
50.651
0.34
0.34
0.85
0.29
0.29
5.0
5.0
7.1
2.04
8.08
3.69
18
0.59
753.00
753.30
753.51
753.84
759.83
761.01
SD-DFES
8
End
57.461
0.46
1.44
0.80
0.37
1.20
5.0
5.7
6.8
8.21
8.20
5.51
18
0.61
751.00
751.35
752.11
752.61
753.25
759.68
SD-C1
9
8
128.176
0.49
0.98
0.85
0.42
0.83
5.0
5.1
7.0
5.84
10.58
3.83
18
0.60
751.35
752.12
753.03
753.18
759.68
759.92
SD - (120)
10
9
24.000
0.49
0.49
0.85
0.42
0.42
5.0
5.0
7.1
2.94
10.43
2.96
18
0.58
752.12
752.26
753.33
752.91
759.92
759.92
SD - (130)
Project File: 220328_Granite Quarry.stm
Number of lines: 10
Run Date: 3/28/2022
NOTES:Intensity = 72.63 / (Inlet time + 12.70) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2020.00

Phase I - Sediment Basin A
4.400 Disturbed Area (Acres)
10.6921 Peak Flow from 10-year Storm (cfs)
7920
Required Volume ft3
4651
Required Surface Area ft2
48.2
Suggested Width ft
96.4
Suggested Length ft
42300 Actual Volume ft3I I Okay
14610 Actual Surface Area ft2I Okay
30 Trial Weir Length ft
1 Trial Depth of Flow ft
90.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
0.167 Head on Skimmer (feet)
1.25 Orifice Size (1/4 inch increments)
2.68 Dewatering Time (days)
Suggest about 3 days
! aq SbwaQe Virne Tabb
Cora= Bay.-. CoMoLw mm - Yrsemetd Lk0 h W
MEW
4,273.53
WA
7%.000
953010
4w
7%.L19D
U77.40
TWO
-PA.DOD
10,557.N
am
757.M
11,$4.$1
1.
75E.000
13.174.37
1.000
75930D
10,614.53
LUDO
An. End Arse itime wIJ Val. {Qu. nj
WA
M
520.6b
DAD
11207.0
M1915
13M.45
Avg. End Am 0m dWw W. $w-it)
&OD
A04
5M.65
5MIS
1&493.(6
29447 71
4M.15
Cux heemerial 1h1. �eu.fll Cons Ohre 1+01. I��h
WJA
0.00
0.00
0.00
4475.45
4675.45
OM
f87S.45
11241.31
15576 77
Im n
2638155
13M26
412M7.81

Phase I - Sediment Basin B
2.400 Disturbed Area (Acres)
5.8321 Peak Flow from 10-year Storm (cfs)
4320
Required Volume ft3
2537
Required Surface Area ft2
35.6
Suggested Width ft
71.2
Suggested Length ft
38609 Actual Volume ft3I I Okay
7580 Actual Surface Area ft2I Okay
30 Trial Weir Length ft
1 Trial Depth of Flow ft
90.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
0.167 Head on Skimmer (feet)
1 Orifice Size (1/4 inch increments)
2.29 Dewatering Time (days)
Suggest about 3 days
mega MuarrvMwM lame
CanarDiv CwL"rrm... Y�naead bepm Oil
751 bw
3Z7.52
WA
752A00
k149.71
1bx
75 bw
5,a5 M
1 bm
7%bw
6,=75
1 M
7%bw
7A+ IM
1 bm
75+5A00
8,111M
Ibw
757bw
13m721
I bm
757)W
3,252.95
Cbm
Avg. W Area Fu7ftDfttS VM. ice,. fll
WA
3723A
4U 2.59
563 AO
fi531.19
nm.3D
18730.10
O.M
Avg. W Area Cum ahrrt 1W . fau. to
4.-M
3723.11
83MA9
1 MU.19
2aMA7
27975.77
99759.97
39755.97
WA
3714.93
AM5.10
5531.59
652432
7571%
IMM90
D.08
M
371499
8310 w
138 41.67
2M.19
27W.10
vM.48
vM.60

Phase I - Sediment Basin C
2.000 Disturbed Area (Acres)
4.8601 Peak Flow from 10-year Storm (cfs)
3600
Required Volume ft3
2114
Required Surface Area ft2
32.5
Suggested Width ft
65.0
Suggested Length ft
4667 Actual Volume ft3I I Okay
2413 Actual Surface Area ft2I Okay
20 Trial Weir Length ft
1 Trial Depth of Flow ft
60.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
0.167 Head on Skimmer (feet)
1 Orifice Size (1/4 inch increments)
1.91 Dewatering Time (days)
Suggest about 3 days
image Storage Volume Table
CarRour Bev...
Contour Area...
hcremelal Depth ffly
Avg. End Area Incremental Val _ (cu. ft)
Avg. End Area C mulative V& (cu. ft)
Corr- hcrmwtal Vol- (cu.ft)
Cory- CrmuLa ive Vol. (cu. ft)
754.500
825.00
N/A
NIA
0.00
NIA
0.00
755.000
1 A44.00
0.500
467.25
467.25
466.18
466.19
756.000
1.532.57
1.000
1283-28
1755.53
1280.49
1746.67
757.000
2.079-54
1.000
1805.55
3561.09
1798.63
3545.30
757.500
2.413.03
0.500
1122.89
4683.98
1121.85
4667.16
757.500
4.748.16
0.000
0.00
4683.99
0.00
4667.16