SW3240301_Stormwater Report_20240305

STORMWATER MANAGEMENT REPORT
PREPARED FOR:
LGI HOMES NC,LLC
3037 SHERMAN DRIVE
LANCASTER,SC 39720
BEPC #NCC202055
March 28,2022
Revised:December 30,2022
Revised:June 12,2023
Revised:August 4,2023
Revised: February 2,2024
PREPARED BY:
BOHLER ENGINEERING,NC,PLLC
1927 S.TYRON ST.SUITE 310
CHARLOTTE,NC 28203
[phone]
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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
General Project Description/Stormwater Management 3
Appendix 4
Rainfall Intensity Data
Soil Map
Design Spreadsheets
HydroCAD Output
Stormsewers Output
Riprap Calculations
Erosion Control Calculations
2

General Project Description/Stormwater Management
GENERAL PROJECT OVERVIEW AND EXISTING CONDITIONS
The subject site is located at 310 Limestone Terrace in Granite Quarry, NC. The project site
consists of approximately 9.79 acres of mostly open fields. The site generally drains
approximately equally to the east and west. Flow to the east drains toward an existing dry
pond to the eastern property line while flow to the west drains to a previously approved wet
pond (BMP3) associated with SW3171201. The project includes a modification to the existing
dry pond that discharges to the NCDOT Right-of-Way.
The site is majority grassland with type B/C soils, with average existing slopes of 2% to 8%.
STORM WATER 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.
The proposed project will include 53 single family townhome units and associated development.
For the western portion of the site, stormwater is directed to an existing inlet which ultimately
drains to an existing wet pond (BMP3). Impervious calculations are attached to this report
showing this townhome project stays below the previously permitted value for"future
development". Therefore, no additional BMP is proposed for this drainage area.
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 NCDOT stormwater network.
Stormwater will be conveyed through pipe systems and sheet flow discharge to the proposed
BMP and inlet 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
3

Appendix
4

3 Hydrologic Soil Group—Rowan County, North Carolina 3
to (Granite Quarry Soil Map)
§ §
548150 548190 548230 548270 548310 548350 548393 548430 548470 548510 548550
35°36'30"N _ I
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35°36'21"N 35°36'21"N
548150 548190 548220 548270 548310 548350 548390 548430 548470 548510 548550
Map Scale:1:1,970 if prinbad on A landscape(11"x 8.5")sheet. l-r.
Meters
N 0 25 50 100 150
Feet
A 0 50 100 200 300
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/23/2022
-101-1-1. Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Rowan County, North Carolina
(Granite Quarry Soil Map)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
, B/D of the version date(s)listed below.
• r C Soil Survey Area: Rowan County,North Carolina
Survey Area Data: Version 19,Jan 21,2022
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 6,2021—Apr 7,
Soil Rating Points 2021
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA 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 B 7.6 81.9%
to 8 percent slopes,
moderately eroded
VnB2 Vance sandy clay loam, C 1.7 18.1%
2 to 8 percent slopes,
moderately eroded
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 (ND, 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
so.�`c Location name:Salisbury, North Carolina, USA* ` , .„
Latitude:35.6067°,Longitude:-80.466° noon
Elevation:765.37 ft**
�� >+`� *source:ESRI Maps a
**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
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.388 0.458 0.535 0.588 0.647 0.686 0.721 I 0.750 0.782 0.802
(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)
10-min 0.619 0.733 0.856 0.940 1.03 1.09 1.15 1.19 1.24 1.26
(0.571-0.672) (0.677-0.798) (0.788-0.930) (0.862-1.02) (0.942-1.12) (0.993-1.18) (1.04-1.24) (1.07-1.29) (1.10-1.35) (1.12-1.38)
15-min 0.774 0.921 1.08 1.19 1.31 1.38 1.45 1.50 1.56 I 1.59
(0.714-0.839) (0.850-1.00) (0.996-1.18) (1.09-1.29) (1.19-1.42) (1.26-1.50) (1.31-1.57) (1.35-1.63) (1.39-1.69) (1.40-1.73)
130-min 1.06 1.27 1.54 1.72 1.94 2.08 2.22 2.34 2.48 2.57
(0.978-1.15) (1.18-1.39) (1.42-1.67) (1.58-1.87) (1.77-2.10) (1.89-2.26) (2.01-2.40) (2.10-2.54) (2.21-2.69) (2.27-2.80)
60-min 1.32 1.60 1.97 2.24 2.58 I 2.82 3.06 3.28 3.55 3.75
I (1.22-1.44) I (1.47-1.74) (1.82-2.14) (2.06-2.43) (2.35-2.79) I (2.57-3.06) I (2.76-3.31) 1 (2.95-3.56) (3.17-3.87) I (3.31-4.09)
2-hr 1.53 1.85 2.30 2.63 3.06 3.39 3.70 4.00 4.40 I 4.68
(1.40-1.67) (1.70-2.02) (2.11-2.51) (2.41-2.87) (2.79-3.33) (3.06-3.68) (3.33-4.03) (3.57-4.37) (3.88-4.80) (4.09-5.13)
3-hr 1.63 1.96 2.45 2.82 3.31 3.69 4.06 4.43 4.92 5.29
(1.50-1.78) (1.81-2.15) (2.25-2.68) (2.58-3.07) (3.01-3.60) (3.33-4.00) (3.64-4.40) (3.94-4.81) (4.32-5.35) (4.59-5.77)
6-hr 1.97 2.37 2.96 3.42 4.03 4.51 4.99 5.47 6.12 6.62
(1.81-2.15) (2.18-2.59) (2.72-3.24) (3.13-3.72) _j (3.66-4.37) (4.07-4.89) (4.47-5.41) I (4.85-5.93) (5.35-6.65) (5.72-7.20)
12-hr 2.32 2.80 3.51 4.07 4.83 5.44 6.06 6.70 7.58 8.26
(2.14-2.53) (2.58-3.06) (3.23-3.83) (3.73-4.43) (4.39-5.24) (4.90-5.89) (5.41-6.55) (5.92-7.23) (6.58-8.17) (7.07-8.91)
24-hr 2.77 3.34 4.19 4.86 5.76 6.48 7.21 7.97 8.99 9.80
(2.58-2.97) (3.12-3.59) (3.91-4.50) (4.52-5.21) (5.35-6.18) (6.01-6.95) (6.67-7.73) (7.34-8.55) (8.25-9.66) (8.96-10.5)
2-day 3.21 3.87 4.82 5.56 6.56 7.35 8.16 8.98 10.1 11.0
(3.00-3.44) (3.62-4.14) (4.50-5.15) (5.19-5.94) (6.11-7.01) (6.83-7.86) (7.55-8.71) I (8.29-9.60) (9.28-10.8) (10.1-11.8)
3-day 3.42 4.11 5.09 5.86 6.90 7.73 8.57 9.43 10.6 11.5
(3.20-3.65) (3.85-4.39) (4.76-5.43) (5.47-6.25) (6.43-7.37)_ (7.18-8.25) (7.94-9.15) (8.72-10.1) (9.76-11.3) (10.6-12.3)
4-day 3.63 4.35 5.36 6.16 7.25 8.11 8.98 9.88 11.1 12.1
(3.40-3.86) (4.08-4.64) (5.02-5.71) (5.76-6.56) (6.75-7.73) (7.54-8.65) (8.33-9.59) (9.14-10.6) (10.2-11.9) 1 (11.1-12.9)
7-day 4.18 4.99 6.07 6.92 8.09 9.02 9.96 10.9 12.2 13.3
(3.95-4.45) (4.71-5.30) (5.72-6.44) (6.51-7.35) (7.59-8.59) (8.44-9.58) (9.29-10.6) (10.2-11.6) (11.3-13.1) (12.3-14.2)
10-day 4.77 5.67 6.81 7.70 8.90 9.84 10.8 11.7 13.0 14.0
(4.52-5.05) (5.37-6.00) (6.45-7.20) (7.28-8.14) (8.39-9.41) (9.26-10.4) (10.1-11.4) (11.0-12.4) (12.2-13.8) (13.0-14.9)
20-day I 6.42 7.57 8.94 10.0 11.5 12.6 13.7 14.9 16.5 17.7
(6.11-6.73) (7.21-7.95) (8.49-9.38) (9.51-10.5) (10.9-12.0) (11.9-13.2) (13.0-14.4) (14.0-15.7) (15.4-17.4) r(16.5-18.7)
30-day 7.93 9.33 10.8 12.0 13.5 14.7 15.9 17.0 18.5 19.7
(7.57-8.30) (8.90-9.75) (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)
45-day 9.98 11.7 13.3 14.6 16.3 17.5 18.7 19.9 21.5 22.6
(9.58-10.4) (11.2-12.2) (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)
60-day 11.9 13.9 15.6 17.0 18.8 20.1 21.4 22.6 24.2 - 25.4
(11.5-12.4) (13.3-14.4) (15.0-16.2) (16.4-17.7) (18.0-19.5) (19.3-20.9) (20.5-22.2) (21.6-23.5) (23.1-25.2) I (24.1-26.5)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=depth&units=english&series=pds 1/4

3/23/22,3:01 PM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.6067°, Longitude: -80.4660°
30 1 1
Average recurrence
25 interval
(years)
c — 1
_c 20 •-• - 2
a
ai — 5
V
c 15 -•- — 10
— 25
a • • •• • — 50
'D 10 -- • . .. . - -- — 100
v
a — 200
5 - — 500
1
— 1000
0 mom
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c c c c c 6- t 6- 6- 6- >, >,>. >. >, >, >, >,>,
.F •- •- •-' •— -c -c -c -c -c r0 ro ro N r0 ro ro r0 r0
N r11 tb r V N A4 -D -0-D -0 -D -D -D -0-0
IA O -I rn lD r-1 f I� N O 0
I rfl UI ID
Duration
30 r 1
25 -
c
r 20 Duration
D>_
a) — 5-min — 2-day
c15 _ — 10-min — 3-day
.- 15-min — 4-day
a — 30-min — 7-day
10 — 60-min — 10-day
a — 2-hr — 20-day
— 3-hr — 30-day
— 6fir — 45-0ay
•
12-hr — 60-day
0 ' I— i - i 1 1 i i — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Mar 23 19:01:18 2022
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=depth&units=english&series=pds 2/4

3/23/22,3:01 PM Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=depth&units=english&series=pds 3/4

3/23/22,3:01 PM Precipitation Frequency Data Server
gsVort_.Bristol
• Johnson Ci
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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3/23/22,3:01 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
so.�`N, Location name:Salisbury, North Carolina, USA* I noonemi
Latitude:35.6067°,Longitude:-80.466°
e Elevation:765.37 ft** i �I
�s, .* *source:ESRI Maps �
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 I 2 5 10 25 50 100 200 500 1000
5-min 4.66 5.50 6.42 7.06 7.76 8.23 8.65 9.00 I 9.38 I 9.62
(4.28-5.04) (5.08-5.99) (5.90-6.97) (6.47-7.64) (7.09-8.40) (7.49-8.92) (7.82-9.37) (8.10-9.78) (8.35-10.2) (8.51-10.5)
10-min 3.71 4.40 5.14 5.64 6.18 6.56 6.88 7.14 7.42 7.58
(3.43-4.03) 1 (4.06-4.79) (4.73-5.58) (5.17-6.11) (5.65-6.70) (5.96-7.10) (6.22-7.45) (6.42-7.75) I (6.61-8.07) i (6.70-8.26) i
15-min 3.10 3.68 4.33 4.76 5.22 5.53 5.79 1 6.00 6.23 I 6.34
(2.86-3.36) (3.40-4.01) (3.98-4.71) (4.36-5.16) (4.77-5.66) (5.03-6.00) (5.24-6.28) (5.40-6.52) (5.54-6.77) (5.60-6.91)
130-min 2.12 2.55 3.08 3.45 3.87 4.17 4.44 4.67 4.95 5.13
(1.96-2.30) (2.35-2.77) (2.83-3.34) (3.16-3.74) (3.54-4.19) (3.79-4.52) (4.01-4.81) (4.20-5.07) (4.41-5.39) (4.54-5.60)
60-min 1.32 1.60 1.97 2.24 2.58 I 2.82 3.06 3.28 3.55 3.75
I (1.22-1.44) (1.47-1.74) (1.82-2.14) (2.06-2.43) (2.35-2.79) I (2.57-3.06) I (2.76-3.31) 1 (2.95-3.56) (3.17-3.87) I (3.31-4.09)
2-hr 0.764 0.924 1.15 1.32 1.53 1.69 1.85 1 2.00 2.20 I 2.34
(0.702-0.832) (0.849-1.01) (1.05-1.25) (1.20-1.43) (1.39-1.67) (1.53-1.84) (1.66-2.01) (1.79-2.18) (1.94-2.40) (2.05-2.56)
3-hr 0.541 0.654 0.817 0.939 1.10 1.23 1.35 1.47 1.64 1.76
(0.498-0.591) (0.602-0.715) (0.750-0.891) (0.859-1.02) (1.00-1.20) (1.11-1.33) (1.21-1.47) (1.31-1.60) (1.44-1.78) (1.53-1.92)
6-hr 0.329 0.396 0.495 0.571 0.673 ' 0.752 0.832 0.913 1.02 1.11
(0.303-0.359) (0.365-0.433) (0.454-0.540) (0.522-0.622) (0.611-0.730)1(0.679-0.816) (0.746-0.903)1(0.810-0.991) (0.894-1.11) (0.955-1.20)
12-hr 0.193 0.232 0.291 0.338 0.401 0.451 0.503 I 0.556 I 0.629 0.685
(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)
24-hr 0.115 0.139 0.175 0.202 0.240 0.270 0.301 0.332 0.375 0.408
(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)
2-day 0.067 0.081 0.100 0.116 0.137 0.153 0.170 0.187 0.210 0.228
(0.063-0.072) (0.075-0.086) (0.094-0.107) (0.108-0.124)1(0.127-0.146) (0.142-0.164)1(0.157-0.181)1(0.173-0.200)1(0.193-0.225) (0.209-0.245)
3-day 0.047 0.057 0.071 0.081 0.096 0.107 0.119 0.131 I 0.147 0.160
(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)
4-day 0.038 0.045 0.056 0.064 0.075 0.084 0.094 0.103 0.116 0.126
(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)
7-day 0.025 0.030 0.036 0.041 0.048 0.054 0.059 0.065 0.073 0.079
(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)1(0.067-0.078) (0.073-0.084)
10-day 0.020 0.024 0.028 0.032 0.037 0.041 0.045 0.049 0.054 0.058
(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)
20-day 0.013 0.016 0.019 0.021 0.024 0.026 0.029 0.031 0.034 0.037
(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))
30-day 0.011 0.013 0.015 0.017 0.019 0.020 0.022 0.024 0.026 0.027
(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)
45-day 0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.020 0.021
(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)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(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)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 1/4

3/23/22,3:01 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.6067°, Longitude: -80.4660°
10.000 , , I , 1
Average recurrence
interval
t \\`,` (years)
::::
. \ -
— 1
�` 2
c \ — 5
92
c -•-•-- \:-- _ — 10
c — 25
O `
— 50
ru
0.010 — 200
a 500
— 1000
0.001 —
c c c c c L- I- i- i- k- >, >,>, >. >, >, >, >,>.
'F •- •- .1= •- L L L L L 2 2 /0 N 40 2 2 r0 00
O -I I rn 0D r-1 fV N Ar- o o f+o'1 Cr o
ID
Duration
10.000 I I _I - I I I
•
L 1.000
Duration
'" — 5-min — 2-day
c
°J — 10-n1n — 3-day
::::
— 2-hr — 20-day
i — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Mar 23 19:01:48 2022
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 2/4

3/23/22,3:01 PM Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 3/4

3/23/22,3:01 PM Precipitation Frequency Data Server
gsRort_.Bristol
• Johnson Ci
• Winston-Salem
Greensboro Durham
Ratei_
Asheville
• North
Carolina
Charlotte
Greenville l
•
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100km
60mi •
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6067&Ion=-80.4660&data=intensity&units=english&series=pds 4/4

Pervous and Impervious Lot Table
Lot# Total Area (S.F.) IMP SW (S.F.) IMP DW (S.F.) IMP BLDG (S.F.) Pervious Area (S.F.) Total Impervious Area (S.F.)
1 1900 75 360 820 645 1255
2 3800 150 720 1640 1290 2510
3
4 3800 150 720 1640 1290 2510
5
6 1900 75 360 820 645 1255
7 1900 75 360 820 645 1255
8 3800 150 720 1640 1290 2510
9
10 3800 150 720 1640 1290 2510
11
12 1900 75 360 820 645 1255
13 1900 75 360 820 645 1255
14 3800 150 720 1640 1290 2510
15
16 3800 150 720 1640 1290 2510
17
18 _ 1900 _ 75 360 820 645 1255
19 1900 75 360 820 645 1255
20 3800 150 720 1640 1290 2510
21
22 3800 150 720 1640 1290 2510
23
24 1900 75 360 820 645 1255
25 1900 156.7 360 820 563.3 1336.7
26 3800 301.83 720 1640 1138.17 2661.83
27
28 3800 313.07 720 1640 1126.93 2673.07
29
30 1900 _ 170.49 360 820 549.51 1350.49
31 1900 167.5 360 820 552.5 1347.5
32 3800 327.85 720 1640 1112.15 2687.85
33
34 1900 170.2 360 1640 -270.2 2170.2
35 3800 314.4 720 1640 1125.6 2674.4
36
37 1900 174.73 360 820 545.27 1354.73
38 _ 1900 175.47 360 820 544.53 1355.47
39 3800 330.89 720 1640 1109.11 2690.89
40
41 3800 336.05 724.69 1640 1099.26 2700.74
42
43 1900 177.3 412.68 820 490.02 1409.98
44 1900 263.67 360 820 456.33 1443.67
45 3800 492.93 720 1640 947.07 2852.93
46
47 3800 465.04 720 1640 974.96 2825.04
48
49 1900 248.47 360 820 471.53 1428.47
50 1900 245.95 359.43 820 474.62 1425.38
51 3800 443.07 716.56 1640 1000.37 2799.63
52
53 1900 243.38 357.14 820 479.48 1420.52

Impervious Drainage
Lot# BMP6 BMP3 BMP3
1 485 770 -
2 970 1540 -
3
4 970 1540 -
5
6 485 770 -
7 485 770 -
8 970 1540 -
9
10 970 1540 -
11
12 485 770 -
13 1255 - -
14 2510 - -
15
16 2510 - -
17
18 1255 - -
19 1255 - -
20 2510 - -
21
22 2510 - -
23
24 1255 - -
25 - 770 566.7
26 1540 1121.83
27
28 1540 1133.07
29
30 - 770 580.49
31 1347.5 - -
32 2687.85 - -
33
34 2170.2 - -
35
2674.4 - -
36
37 545.27 - -
38 770 - 585.47
39 1540 - 1150.89
40
41 1544.69 - 1156.05
42
43 822.68 - 587.3
44 1443.67 - -
45 2852.93 - -
46
47
2825.04 - -
48
49 1428.74 - -
50 1425.38 - -
51
2799.63
52
53 1420.52 - -
Total 49179 13860 6882

Impervious Drainage Roads and SW
ONSITE
Road BMP 6 BMP 3 BMP 3
Public Road A 8206.71 381.83 -
PVT. Alley A 9003.61 10494.62 -
PVT. Alley B 5298.67 4517.23 -
Public Road B 755.71 798.6 3385.8
PVT. Alley C 12205.4 - -
Asphalt Paved Access Road 10960.82 - -
Sidewalks (ONSITE) 5230 1620 2461.26
Parking Onsite 2400 2400
OFFSITE
BMP6 BMP3 BMP3
Limestone Terrace (OFFSITE) 14755.49 - 8859.71
BMP 6 (OFFSITE ) 7315.11 - -
SW (Offsite) 1199.82 1666.28
Basin Information
B6 B3
Receiving Stream Name Crane Creek Crane Creek
Stream Class C C
Total Drainage Area (sf) 264409 123274
On-Site Drainage Area (sf) 229138 112143
Off-site Drainage Area (sf) 35271 11131
Proposed Impervious Area (sf) 124110 52466
% Impervious Area (total) 46.9 42.6
Impervious Surface Area
On-Site Lots (sf) 49179 20742
On-Site Streets (sf) 44031 17178
On-Site Sidewalks (sf) 5230 1620
Off-Site (sf) 23270 10526
Existing BUA (sf) 23270 10526
On-Site Parking (sf) 2400 2400
Total (sf) 124110 52466
BMP 3
Allowable impervious area per SW3171201 calculations sheet 12 76,230 1.75
Note: Previously approved SW3171201 accounted for Limestone Terrace impervious area and gave an allowance for this"future
multifamily site"of 50%of 3.5ac(1.75 ac of impervious). The proposed condition has a smaller drainage area and impervious area than
allowed,therefore, no BMP is proposed with this development.
Storm Event
2-YR 10-YR
Previously Approved 6.36 cfs 15.29 cfs
Release Rates
Proposed Release Rate 0.54 cfs 4. 19 cfs

BMP 6 Granite Quarry
DESIGN: WATER QUALITY T•
GIVEN:
DRAINAGE AREA TO FACILITY= Ac.
LAND USE= Townhomes
ESTIMATED PERCENT IMPERVIOUS=
1)SA/DA RATIO
AVERAGE POOL DEPTH= FEET = Vpp/SA MDC2
PERCENT IMPERVIOUS= 55%
SA/DA= _64 %= 0.0164 MDC 1
SA REQUIRED= 6.07 Ac. X 0.0164
0.10 Ac.
= 4,336 SF
SA PROVIDED= 8,871 SF
2)TEMPORARY WATER QUALITY POOL REQU=NTS
PROVIDE VOLUME TO DETAIN THE 1"STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FOR THE 1"STORM EVENT CAN BE CALCULATED AS:
V�=(Design Rainfall)(Rv)(Drainage Area)
Design Rainfall= 1 Inch
Drainage Area= 6.07 Acres
Rv=0.05+0.9(1)
1=Percent Impervious= 55%
Rv= 0.55 in./in.
V�= 0.276 acre-feet= 12,009 ff'
3)Pond Drawdown Time
Pond Height above Orifice= 755.60 41Ifeet
Orifice Invert Elevation=m54.00 feet
Orifice Diameter(D)= inches= 0.13 feet
Orifice Area(a)= 0.0123 square feet
Gravitational Constant(g)= 32.2 ft/sec2
Head(H)= 1.60 feet
Driving Head(Ho)= 0.800 feet
Discharge Coefficient(CD)= 0.6
Drawdown rate(Q)= 0.053 cfs
Time(t)= 227,218 seconds= 2.63 days
63.1161112
Note:
The above calculation is based on the orifice equation where:
Q=CDA 2g1
12/30/2022 10:20 AM Page 1 of 1

Project Name: Granite Quarry Phase 111
Ballast Pad Design for Wet Pond
759 ft. Top of Basin
0 ft. Spillway Heigh
759 ft. Spillway Elev.
Box Width: 60.00 in •
Box Length 60.00 in
Barrel Size: 18.00 in • ,max 60 in.BOX
Top of Basin: 759.00 ft.
Inv.Out of Pipe 754.00 ft. 5.00 xe= 5 ft.
Spillway Height: 0.00 ft.
Top of Riser Elev. 759.00 ft.
754 ft. Bottom of Basin ffffffffffff�ffffffffff���/, v
Ballast Pad 18 in. RCP
Uplift @ Peak Elevation:
Peak Elevation=759 ft.
Peak Elevation= 5 ft.
Uplift Force=(62.4)(5 ft.)(5*5)
Uplift Force=7800 lbs
60 in.BOX
Volume of Concrete Required to Stabilize Riser:
7800 lbs X 1/125 Ibs/ft^3= 62.4 cubic feet
Ballast Pad
Ballast Pad Dimensions:
5 ft. —f 3 ft.
Try Volume of:5 ft.X 5 ft.X 3 ft.
5 ft.
75 cubic feet Ok
75 c.f.>or equal to 62.4 c.f. True
Ballast Pad Dimensions: 5 ft.X 5 ft. ft.

<14>
B P6
(22S)
Drainage Area to P01-3 16 17
Prop Modified BMP 6- BMP 6 PP
Wet Pond
<18>— D 19
BYP6 Post-D v POI-6
41ID 2OR
Faith Rd Drainage Area Faith Road Culvert
Subcat Reach on. Routing Diagram for Granite Quarry
Prepared by Bohler Engineers, Printed 2/22/2024
HydroCAD®10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC

Granite Quarry
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-YR Type II 24-hr Default 24.00 1 3.34 2
2 25-YR Type II 24-hr Default 24.00 1 5.76 2
3 100-YR Type II 24-hr Default 24.00 1 7.21 2
4 10-YR Type II 24-hr Default 24.00 1 4.86 2
5 1-YR Type II 24-hr Default 24.00 1 2.77 2

Granite Quarry
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.830 90 1/8 acre lots, 65% imp, HSG C (22S)
1.350 86 <50% Grass cover, Poor, HSG C (22S)
3.220 61 >75% Grass cover, Good, HSG B (14)
2.960 98 Impervious Areas, HSG B (14)
1.100 98 Paved roads w/curbs &sewers, HSG B (18, 21S)
9.460 83 TOTAL AREA

Granite Quarry
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
7.280 HSG B 14, 18, 21S
2.180 HSG C 22S
0.000 HSG D
0.000 Other
9.460 TOTAL AREA

Granite Quarry
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.830 0.000 0.000 0.830 1/8 acre lots, 65% imp 22S
0.000 0.000 1.350 0.000 0.000 1.350 <50% Grass cover, Poor 22S
0.000 3.220 0.000 0.000 0.000 3.220 >75% Grass cover, Good 14
0.000 2.960 0.000 0.000 0.000 2.960 Impervious Areas 14
0.000 1.100 0.000 0.000 0.000 1.100 Paved roads w/curbs &sewers 18,
21S
0.000 7.280 2.180 0.000 0.000 9.460 TOTAL AREA

Granite Quarry
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 20R 753.03 750.10 60.9 0.0481 0.013 0.0 24.0 0.0
2 16 754.00 753.37 27.2 0.0232 0.013 0.0 18.0 0.0

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 63
Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 14: BMP6 Runoff Area=6.180 ac 47.90% Impervious Runoff Depth=1.02"
Tc=5.0 min CN=79 Runoff=11.72 cfs 0.527 af
Subcatchment 18: BYP6 Runoff Area=0.200 ac 100.00% Impervious Runoff Depth=2.54"
Tc=5.0 min CN=98 Runoff=0.80 cfs 0.042 af
Subcatchment21S: Faith Rd Drainage Runoff Area=0.900 ac 100.00% Impervious Runoff Depth=2.54"
Tc=5.0 min CN=98 Runoff=3.62 cfs 0.190 af
Subcatchment22S: Drainage Area to P01-3 Runoff Area=2.180 ac 24.75% Impervious Runoff Depth=1.62"
Tc=5.0 min CN=88 Runoff=6.42 cfs 0.293 af
Reach 20R: Faith Road Culvert Avg. Flow Depth=0.41' Max Vet=9.79 fps Inflow=4.46 cfs 0.726 af
24.0" Round Pipe n=0.013 L=60.9' S=0.0481 '/' Capacity=49.62 cfs Outflow=4.46 cfs 0.726 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=755.66' Storage=18,251 cf Inflow=11.72 cfs 0.527 af
Outflow=0.15 cfs 0.494 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 19: Post-Dev P01-6 Inflow=0.85 cfs 0.536 af
Primary=0.85 cfs 0.536 af
Total Runoff Area = 9.460 ac Runoff Volume = 1.053 af Average Runoff Depth = 1.34"
51.38% Pervious = 4.860 ac 48.62% Impervious = 4.599 ac

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 14: BMP6
Runoff = 11.72 cfs @ 11.97 hrs, Volume= 0.527 af, Depth= 1.02"
Routed to Pond 16 : Prop Modified BMP 6 - Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-YR Rainfall=2.77"
Area (ac) CN Description
2.960 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.180 79 Weighted Average
3.220 52.10% Pervious Area
2.960 47.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
13y -
■Runoff
12 11.72 cfs -
Type III r -
10- / A 4 1=114-Rainfall=2.7' -
97 _/ — T 1ROkvff Area=6.180
$/ IRLnfff VQIime0. 27lz
�f
0 6 I 4 !�ncff D p�hr.p2"
Tc=5.0 m i n
5_ � —f L
Z
3'11/
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 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 18: BYP6
Runoff = 0.80 cfs @ 11.96 hrs, Volume= 0.042 af, Depth= 2.54"
Routed to Link 19 : Post-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-YR Rainfall=2.77"
Area (ac) CN Description
0.200 98 Paved roads w/curbs & sewers, HSG B
0.200 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
0.9V 1 1 1 1 1 1 1 1 1 1 ❑Runoff
0.85 0.80 cfs 0.81 , rt 12A h-r
0.75 i itRilir fa�Tl2:177 `
0.7�
0.651 4 —1 RtinofflAtea=0=200 a-
0.61/ �J o 0f
0.55� A _ynOff4Vcolym�e=0.Q4?
u 0.5
0.45 pI ° I r2 5 A
�0 .4: ,
u. c5.Om.in
0.35/ 1 _L V
0.3/
0.24/ / 1 7 1 7 7
0.2-
0.15/ / ICI 1 - 1 1— 1 1
co 1
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)

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 66
Summary for Subcatchment 21S: Faith Rd Drainage Area
Runoff = 3.62 cfs @ 11.96 hrs, Volume= 0.190 af, Depth= 2.54"
Routed to Reach 20R : Faith Road Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-YR Rainfall=2.77"
Area (ac) CN Description
0.900 98 Paved roads w/curbs & sewers, HSG B
0.900 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 21S: Faith Rd Drainage Area
Hydrograph
1
4
•Runoff
3.62 cfs
/ Type 11124-hr
3� ✓ 1 1 1-- R-Rainfall12.77'
IRtUnbff Area=0.900 at
Ri n9ff VpIume=0.199 of
Runoff Depth=2. �'
2 Tc=5.0 min
LL
6NL93
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 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 22S: Drainage Area to P01-3
Runoff = 6.42 cfs @ 11.96 hrs, Volume= 0.293 af, Depth= 1.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-YR Rainfall=2.77"
Area (ac) CN Description
0.830 90 1/8 acre lots, 65% imp, HSG C
1.350 86 <50% Grass cover, Poor, HSG C
2.180 88 Weighted Average
1.640 75.25% Pervious Area
0.540 24.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 22S: Drainage Area to P01-3
Hydrograph
7 ■Runoff
- 6.42 cfs
Type III2-h-r -
1-`�R Rainfall=2?77"
5 IRUnoff Arrea=2.1'80 ad
Rin9ff Vplumle=10.293 of
4- I !Runoff Depth71.�62"
Tc=5.0-min -
u. 3=/
6NL88
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 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 68
Summary for Reach 20R: Faith Road Culvert
[52] Hint: Inlet/Outlet conditions not evaluated
Inflow Area = 7.280 ac, 55.77% Impervious, Inflow Depth > 1.20" for 1-YR event
Inflow = 4.46 cfs @ 11.96 hrs, Volume= 0.726 af
Outflow = 4.46 cfs @ 11.96 hrs, Volume= 0.726 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Max. Velocity= 9.79 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 2.66 fps, Avg. Travel Time= 0.4 min
Peak Storage= 28 cf @ 11.96 hrs
Average Depth at Peak Storage= 0.41' , Surface Width= 1.61'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 49.62 cfs
24.0" Round Pipe
n= 0.013 Concrete pipe, bends & connections
Length= 60.9' Slope= 0.0481 '/'
Inlet Invert= 753.03', Outlet Invert= 750.10'
Reach 20R: Faith Road Culvert
Hydrograph
❑Inflow
d AR rf
D Outflow
4.46 cfs I Inflow Area=7.280 ac
Avg. Flow Depth=0.41'
4
Max Vet=9.79 fps
240"
3 Round Pipe
n=0.013
2 L=60.9'
S=0.0481 '/'
Capacity=49.62 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 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 69
Reach 20R: Faith Road Culvert
Stage-Discharge
2 Air
� ❑Primary
�1
0 /
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 70
Stage-Discharge for Reach 20R: Faith Road Culvert
Elevation Velocity Discharge Elevation Velocity Discharge
(feet) (ft/sec) (cfs) (feet) (ft/sec) (cfs)
753.03 0.00 0.00 754.09 16.18 27.35
753.05 1.41 0.01 754.11 16.30 28.21
753.07 2.22 0.03 754.13 16.42 29.06
753.09 2.90 0.08 754.15 16.53 29.92
753.11 3.51 0.15 754.17 16.64 30.78
753.13 4.06 0.24 754.19 16.74 31.63
753.15 4.57 0.35 754.21 16.84 32.49
753.17 5.05 0.49 754.23 16.94 33.34
753.19 5.50 0.65 754.25 17.03 34.19
753.21 5.93 0.83 754.27 17.12 35.03
753.23 6.34 1.04 754.29 17.21 35.87
753.25 6.73 1.27 754.31 17.29 36.71
753.27 7.11 1.52 754.33 17.36 37.53
753.29 7.47 1.79 754.35 17.44 38.35
753.31 7.82 2.09 754.37 17.50 39.17
753.33 8.16 2.41 754.39 17.57 39.97
753.35 8.49 2.76 754.41 17.63 40.76
753.37 8.81 3.12 754.43 17.69 41.54
753.39 9.12 3.51 754.45 17.74 42.31
753.41 9.42 3.92 754.47 17.79 43.07
753.43 9.71 4.35 754.49 17.83 43.81
753.45 10.00 4.80 754.51 17.87 44.54
753.47 10.28 5.27 754.53 17.90 45.25
753.49 10.55 5.76 754.55 17.93 45.94
753.51 10.81 6.27 754.57 17.96 46.61
753.53 11.07 6.80 754.59 17.98 47.27
753.55 11.32 7.35 754.61 17.99 47.90
753.57 11.56 7.91 754.63 18.00 48.50
753.59 11.80 8.50 754.65 18.01 49.09
753.61 12.03 9.10 754.67 18.01 49.64
753.63 12.26 9.72 754.69 18.00 50.17
753.65 12.48 10.35 754.71 17.98 50.67
753.67 12.70 11.00 754.73 17.97 51.13
753.69 12.91 11.67 754.75 17.94 51.56
753.71 13.11 12.35 754.77 17.91 51.96
753.73 13.31 13.05 754.79 17.87 52.31
753.75 13.51 13.76 754.81 17.82 52.62
753.77 13.70 14.48 754.83 17.76 52.89
753.79 13.89 15.22 754.85 17.69 53.10
753.81 14.07 15.96 754.87 17.61 53.26
753.83 14.25 16.72 754.89 17.52 53.35
753.85 14.42 17.49 754.91 17.42 53.38
753.87 14.59 18.27 754.93 17.30 53.32
753.89 14.76 19.06 754.95 17.15 53.16
753.91 14.92 19.86 754.97 16.98 52.88
753.93 15.07 20.67 754.99 16.77 52.43
753.95 15.23 21.48 755.01 16.49 51.70
753.97 15.37 22.31 755.03 15.79 49.62
753.99 15.52 23.14
754.01 15.66 23.97
754.03 15.79 24.81
754.05 15.93 25.65
754.07 16.05 26.50

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 71
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
[92] Warning: Device #5 is above defined storage
Inflow Area = 6.180 ac, 47.90% Impervious, Inflow Depth = 1.02" for 1-YR event
Inflow = 11.72 cfs @ 11.97 hrs, Volume= 0.527 af
Outflow = 0.15 cfs @ 20.19 hrs, Volume= 0.494 af, Atten= 99%, Lag= 493.4 min
Primary = 0.15 cfs @ 20.19 hrs, Volume= 0.494 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 755.66' @ 20.19 hrs Surf.Area= 12,570 sf Storage= 18,251 cf
Plug-Flow detention time= 2,349.4 min calculated for 0.494 af(94% of inflow)
Center-of-Mass det. time= 2,315.1 min ( 3,164.7 - 849.7 )
Volume Invert Avail.Storage Storage Description
#1 754.00' 68,712 cf Temporary Pool (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 754.00' 18.0" Round RCP_Round 18"
L= 27.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 754.00' / 753.37' S= 0.0232 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 755.60' Rectangular Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 2.25
Width (feet) 1.50 1.50
#4 Device 1 757.85' 16.0' long Top of Box 0 End Contraction(s)
#5 Primary 759.00' 20.0' long x 10.0' breadth Spillway
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=0.15 cfs @ 20.19 hrs HW=755.66' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 18" (Passes 0.15 cfs of 8.13 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.07 cfs @ 6.09 fps)
3=Rectangular Weir (Weir Controls 0.08 cfs @ 0.83 fps)
4=Top of Box ( Controls 0.00 cfs)
-5=Spillway ( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 72
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
1 ❑ Inflow `
137/ 11.72 cfs 0 Primary I
12/ , I — _ _ In Io�vlArea=6.160 acL—
11z / H- I H I H I I dk E tel-i=7-5- 61r
10/
9 -/ 1 I 1 1 Sio a66= 8 .12 1�f_
8/ , — — 4 — 4 I -H —I -H
0 6
5/ , li _1 _I_ I _[ L1
4 -/ r t t 1 -[ 1
3 / /
21/
-
17 d 0.15 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)
Pond 16: Prop Modified BMP 6 - Wet Pond
�t Stage-Discharge
759- Spillway
0 Primary
758:-/ Top of Box
d 757y
R
756 w -
///������
- Rectangular Weir
755 % I
RCP Round 18"+Water Quality Orifice /
754
0 2 4 6 8 10 12 14 16
Discharge (cfs)

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 73
Stage-Discharge for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
754.00 0.00 756.65 5.38
754.05 0.00 756.70 5.76
754.10 0.01 756.75 6.16
754.15 0.02 756.80 6.56
754.20 0.02 756.85 6.96
754.25 0.03 756.90 7.38
754.30 0.03 756.95 7.81
754.35 0.03 757.00 8.24
754.40 0.03 757.05 8.68
754.45 0.04 757.10 9.13
754.50 0.04 757.15 9.58
754.55 0.04 757.20 10.05
754.60 0.04 757.25 10.52
754.65 0.05 757.30 11.00
754.70 0.05 757.35 11.48
754.75 0.05 757.40 11.97
754.80 0.05 757.45 12.47
754.85 0.05 757.50 12.98
754.90 0.05 757.55 13.49
754.95 0.06 757.60 14.01
755.00 0.06 757.65 14.49
755.05 0.06 757.70 14.61
755.10 0.06 757.75 14.74
755.15 0.06 757.80 14.86
755.20 0.06 757.85 14.98
755.25 0.06 757.90 15.10
755.30 0.07 757.95 15.22
755.35 0.07 758.00 15.34
755.40 0.07 758.05 15.46
755.45 0.07 758.10 15.57
755.50 0.07 758.15 15.69
755.55 0.07 758.20 15.80
755.60 0.07 758.25 15.92
755.65 0.13 758.30 16.03
755.70 0.23 758.35 16.14
755.75 0.36 758.40 16.26
755.80 0.52 758.45 16.37
755.85 0.69 758.50 16.48
755.90 0.89 758.55 16.59
755.95 1.10 758.60 16.70
756.00 1.33 758.65 16.80
756.05 1.57 758.70 16.91
756.10 1.82 758.75 17.02
756.15 2.09 758.80 17.12
756.20 2.37 758.85 17.23
756.25 2.66 758.90 17.33
756.30 2.97 758.95 17.44
756.35 3.28 759.00 17.54
756.40 3.61
756.45 3.94
756.50 4.29
756.55 4.64
756.60 5.01

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 74
Summary for Pond 17: BMP 6 PP
[43] Hint: Has no inflow (Outflow=Zero)
Volume Invert Avail.Storage Storage Description
#1 748.00' 24,668 cf Permanent Pool (Prismatic)Listed below (Recalc)
#2 752.00' 3,859 cf Forebay (Prismatic)Listed below (Recalc)
28,527 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
748.00 2,152 0 0
749.00 2,734 2,443 2,443
754.00 6,156 22,225 24,668
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 1,145 0 0
754.00 2,714 3,859 3,859
Pond 17: BMP 6 PP
/ Stage-Discharge
754J Total
753-
752_
m
0 751_
m
w
4
750_
749-
748-
0
Discharge (cfs)

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 75
Stage-Discharge for Pond 17: BMP 6 PP
Elevation Discharge Elevation Discharge Elevation Discharge
(feet) (cfs) (feet) (cfs) (feet) (cfs)
748.00 0.00 750.65 0.00 753.30 0.00
748.05 0.00 750.70 0.00 753.35 0.00
748.10 0.00 750.75 0.00 753.40 0.00
748.15 0.00 750.80 0.00 753.45 0.00
748.20 0.00 750.85 0.00 753.50 0.00
748.25 0.00 750.90 0.00 753.55 0.00
748.30 0.00 750.95 0.00 753.60 0.00
748.35 0.00 751.00 0.00 753.65 0.00
748.40 0.00 751.05 0.00 753.70 0.00
748.45 0.00 751.10 0.00 753.75 0.00
748.50 0.00 751.15 0.00 753.80 0.00
748.55 0.00 751.20 0.00 753.85 0.00
748.60 0.00 751.25 0.00 753.90 0.00
748.65 0.00 751.30 0.00 753.95 0.00
748.70 0.00 751.35 0.00 754.00 0.00
748.75 0.00 751.40 0.00
748.80 0.00 751.45 0.00
748.85 0.00 751.50 0.00
748.90 0.00 751.55 0.00
748.95 0.00 751.60 0.00
749.00 0.00 751.65 0.00
749.05 0.00 751.70 0.00
749.10 0.00 751.75 0.00
749.15 0.00 751.80 0.00
749.20 0.00 751.85 0.00
749.25 0.00 751.90 0.00
749.30 0.00 751.95 0.00
749.35 0.00 752.00 0.00
749.40 0.00 752.05 0.00
749.45 0.00 752.10 0.00
749.50 0.00 752.15 0.00
749.55 0.00 752.20 0.00
749.60 0.00 752.25 0.00
749.65 0.00 752.30 0.00
749.70 0.00 752.35 0.00
749.75 0.00 752.40 0.00
749.80 0.00 752.45 0.00
749.85 0.00 752.50 0.00
749.90 0.00 752.55 0.00
749.95 0.00 752.60 0.00
750.00 0.00 752.65 0.00
750.05 0.00 752.70 0.00
750.10 0.00 752.75 0.00
750.15 0.00 752.80 0.00
750.20 0.00 752.85 0.00
750.25 0.00 752.90 0.00
750.30 0.00 752.95 0.00
750.35 0.00 753.00 0.00
750.40 0.00 753.05 0.00
750.45 0.00 753.10 0.00
750.50 0.00 753.15 0.00
750.55 0.00 753.20 0.00
750.60 0.00 753.25 0.00

Granite Quarry Type 1124-hr 1-YR Rainfall=2.77"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 76
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.380 ac, 49.53% Impervious, Inflow Depth > 1.01" for 1-YR event
Inflow = 0.85 cfs @ 11.96 hrs, Volume= 0.536 af
Primary = 0.85 cfs @ 11.96 hrs, Volume= 0.536 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 20R : Faith Road Culvert
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 19: Post-Dev P01-6
Hydrograph
—1 ■Inflow
n AR rf 1� � J,, — .Primary
0.9 0.85 cfs L L _L L 1 _I Li f1T o iv HfL @_�a=1�3io a —
0.85- /
0.754/
0.7j / I- _LI_ I _L I _11 1 _H1 1 _H 1
0.65= /
0.6V / 1/ _L 1 1 _[ 1 _1 1 1I _H1 1 _H 1
0.55= I15
0.5-1/ / I— —L 1— I —I I - -H - -H I I -H I
0.45
c �
LL 0.44/ z / I— —L 1— I —I -H I —I - -H I -H I I -H I -
0.35/
0.3= 4 I— 4 ]- 1 - 1 - 1 I I VI.. . I
I -
0.15;/ /
0.14/ z-
0.05 V
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 II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 7
Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 14: BMP6 Runoff Area=6.180 ac 47.90% Impervious Runoff Depth=1.44"
Tc=5.0 min CN=79 Runoff=16.56 cfs 0.743 af
Subcatchment 18: BYP6 Runoff Area=0.200 ac 100.00% Impervious Runoff Depth=3.11"
Tc=5.0 min CN=98 Runoff=0.97 cfs 0.052 af
Subcatchment21S: Faith Rd Drainage Runoff Area=0.900 ac 100.00% Impervious Runoff Depth=3.11"
Tc=5.0 min CN=98 Runoff=4.38 cfs 0.233 af
Subcatchment22S: Drainage Area to P01-3 Runoff Area=2.180 ac 24.75% Impervious Runoff Depth=2.12"
Tc=5.0 min CN=88 Runoff=8.34 cfs 0.386 af
Reach 20R: Faith Road Culvert Avg. Flow Depth=0.45' Max Vet=10.35 fps Inflow=5.41 cfs 0.994 af
24.0" Round Pipe n=0.013 L=60.9' S=0.0481 '/' Capacity=49.62 cfs Outflow=5.41 cfs 0.994 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=755.81' Storage=20,067 cf Inflow=16.56 cfs 0.743 af
Outflow=0.54 cfs 0.709 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 19: Post-Dev P01-6 Inflow=1.03 cfs 0.761 af
Primary=1.03 cfs 0.761 af
Total Runoff Area = 9.460 ac Runoff Volume = 1.414 af Average Runoff Depth = 1.79"
51.38% Pervious = 4.860 ac 48.62% Impervious = 4.599 ac

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 14: BMP6
Runoff = 16.56 cfs @ 11.96 hrs, Volume= 0.743 af, Depth= 1.44"
Routed to Pond 16 : Prop Modified BMP 6 - Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
* 2.960 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.180 79 Weighted Average
3.220 52.10% Pervious Area
2.960 47.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
/ HH I4 I 4 ]— I
/18 _ - ■Runoff
17]/ 16.56 cfs
—I 4 H H H i- pi II 4-lair
15/ I / 2=�1(R� MI i -
14
13/ H H H H H 1�Un �f� .'u8O �c -
1st -/
" $ T Tn ��
/ 5
_ min
L7
GAIN�9
61
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 II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 18: BYP6
Runoff = 0.97 cfs @ 11.96 hrs, Volume= 0.052 af, Depth= 3.11"
Routed to Link 19 : Post-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.200 98 Paved roads w/curbs & sewers, HSG B
0.200 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
/ ❑Runoff
1 0.97 cfs
I I
Type II124-hr
Rainfall13.34"
IRUnbff Area=0.200 at
1 1 RLn9ff VpIume=0.95? �f
!Runoff Depth=3.11"
LL
Tc=5.0 min
6NL93
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 II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 21S: Faith Rd Drainage Area
Runoff = 4.38 cfs @ 11.96 hrs, Volume= 0.233 af, Depth= 3.11"
Routed to Reach 20R : Faith Road Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.900 98 Paved roads w/curbs & sewers, HSG B
0.900 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 21S: Faith Rd Drainage Area
Hydrograph
■Runoff
- 4.38 cfs
,- Type iII2 hr _
4- ✓ I 1-`ffR Rainfall13. 4 '
IRUnoff Area=0.900 ad
3-/ / RLn9ff V9Iume=0.?33 of
- I Runoff Depth=3.11"
-
Tc=5.�0-min
2—- -
6NL93
1 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 II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 22S: Drainage Area to P01-3
Runoff = 8.34 cfs @ 11.96 hrs, Volume= 0.386 af, Depth= 2.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.830 90 1/8 acre lots, 65% imp, HSG C
1.350 86 <50% Grass cover, Poor, HSG C
2.180 88 Weighted Average
1.640 75.25% Pervious Area
0.540 24.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 22S: Drainage Area to P01-3
Hydrograph
/ A
9 •Runoff
8,34 cfs_
8Y TypeII124--hr
7Y H 1 R� RiainfaII= .�3 '
IRUnoff Art-ea=2.1180 at
6Y R ff V ume=0 f
� � n�} � � I 386mo • � � -
5. Runr Depth72.12"
LL 4� Tc .0-min -
3� - 6-N]=8i
2- i
0' �Ze/
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 II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 12
Summary for Reach 20R: Faith Road Culvert
[52] Hint: Inlet/Outlet conditions not evaluated
Inflow Area = 7.280 ac, 55.77% Impervious, Inflow Depth > 1.64" for 2-YR event
Inflow = 5.41 cfs @ 11.96 hrs, Volume= 0.994 af
Outflow = 5.41 cfs @ 11.96 hrs, Volume= 0.994 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Max. Velocity= 10.35 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 2.78 fps, Avg. Travel Time= 0.4 min
Peak Storage= 32 cf @ 11.96 hrs
Average Depth at Peak Storage= 0.45' , Surface Width= 1.66'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 49.62 cfs
24.0" Round Pipe
n= 0.013 Concrete pipe, bends & connections
Length= 60.9' Slope= 0.0481 '/'
Inlet Invert= 753.03', Outlet Invert= 750.10'
Reach 20R: Faith Road Culvert
Hydrograph
❑Inflow
d1 rf
5.41 cfs � ❑Outflow�
cf Inflow Area=7.280 ac
5- Avg. Flow Depth=0.45'
Max VeI=10.35 fps
4_ // 24.0"
= Round Pipe
3- // n=0.013
L=60.9'
2 7/7
S=0.0481 '/'
Capacity=49.62 cfs
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 II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 13
Reach 20R: Faith Road Culvert
Stage-Discharge
2 Air
� ❑Primary
�1
0 /
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 14
Stage-Discharge for Reach 20R: Faith Road Culvert
Elevation Velocity Discharge Elevation Velocity Discharge
(feet) (ft/sec) (cfs) (feet) (ft/sec) (cfs)
753.03 0.00 0.00 754.09 16.18 27.35
753.05 1.41 0.01 754.11 16.30 28.21
753.07 2.22 0.03 754.13 16.42 29.06
753.09 2.90 0.08 754.15 16.53 29.92
753.11 3.51 0.15 754.17 16.64 30.78
753.13 4.06 0.24 754.19 16.74 31.63
753.15 4.57 0.35 754.21 16.84 32.49
753.17 5.05 0.49 754.23 16.94 33.34
753.19 5.50 0.65 754.25 17.03 34.19
753.21 5.93 0.83 754.27 17.12 35.03
753.23 6.34 1.04 754.29 17.21 35.87
753.25 6.73 1.27 754.31 17.29 36.71
753.27 7.11 1.52 754.33 17.36 37.53
753.29 7.47 1.79 754.35 17.44 38.35
753.31 7.82 2.09 754.37 17.50 39.17
753.33 8.16 2.41 754.39 17.57 39.97
753.35 8.49 2.76 754.41 17.63 40.76
753.37 8.81 3.12 754.43 17.69 41.54
753.39 9.12 3.51 754.45 17.74 42.31
753.41 9.42 3.92 754.47 17.79 43.07
753.43 9.71 4.35 754.49 17.83 43.81
753.45 10.00 4.80 754.51 17.87 44.54
753.47 10.28 5.27 754.53 17.90 45.25
753.49 10.55 5.76 754.55 17.93 45.94
753.51 10.81 6.27 754.57 17.96 46.61
753.53 11.07 6.80 754.59 17.98 47.27
753.55 11.32 7.35 754.61 17.99 47.90
753.57 11.56 7.91 754.63 18.00 48.50
753.59 11.80 8.50 754.65 18.01 49.09
753.61 12.03 9.10 754.67 18.01 49.64
753.63 12.26 9.72 754.69 18.00 50.17
753.65 12.48 10.35 754.71 17.98 50.67
753.67 12.70 11.00 754.73 17.97 51.13
753.69 12.91 11.67 754.75 17.94 51.56
753.71 13.11 12.35 754.77 17.91 51.96
753.73 13.31 13.05 754.79 17.87 52.31
753.75 13.51 13.76 754.81 17.82 52.62
753.77 13.70 14.48 754.83 17.76 52.89
753.79 13.89 15.22 754.85 17.69 53.10
753.81 14.07 15.96 754.87 17.61 53.26
753.83 14.25 16.72 754.89 17.52 53.35
753.85 14.42 17.49 754.91 17.42 53.38
753.87 14.59 18.27 754.93 17.30 53.32
753.89 14.76 19.06 754.95 17.15 53.16
753.91 14.92 19.86 754.97 16.98 52.88
753.93 15.07 20.67 754.99 16.77 52.43
753.95 15.23 21.48 755.01 16.49 51.70
753.97 15.37 22.31 755.03 15.79 49.62
753.99 15.52 23.14
754.01 15.66 23.97
754.03 15.79 24.81
754.05 15.93 25.65
754.07 16.05 26.50

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
[92] Warning: Device #5 is above defined storage
Inflow Area = 6.180 ac, 47.90% Impervious, Inflow Depth = 1.44" for 2-YR event
Inflow = 16.56 cfs @ 11.96 hrs, Volume= 0.743 af
Outflow = 0.54 cfs @ 14.09 hrs, Volume= 0.709 af, Atten= 97%, Lag= 127.5 min
Primary = 0.54 cfs @ 14.09 hrs, Volume= 0.709 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 755.81' @ 14.09 hrs Surf.Area= 12,777 sf Storage= 20,067 cf
Plug-Flow detention time= 1,701.3 min calculated for 0.709 af(95% of inflow)
Center-of-Mass det. time= 1,675.4 min ( 2,514.9 - 839.5 )
Volume Invert Avail.Storage Storage Description
#1 754.00' 68,712 cf Temporary Pool (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 754.00' 18.0" Round RCP_Round 18"
L= 27.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 754.00' / 753.37' S= 0.0232 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 755.60' Rectangular Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 2.25
Width (feet) 1.50 1.50
#4 Device 1 757.85' 16.0' long Top of Box 0 End Contraction(s)
#5 Primary 759.00' 20.0' long x 10.0' breadth Spillway
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=0.54 cfs @ 14.09 hrs HW=755.81' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 18" (Passes 0.54 cfs of 8.75 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.08 cfs @ 6.36 fps)
3=Rectangular Weir (Weir Controls 0.46 cfs @ 1.49 fps)
4=Top of Box ( Controls 0.00 cfs)
-5=Spillway ( Controls 0.00 cfs)

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 16
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
_ 4 _ _ ❑ Inflow
18' 16.56 cfs — 0 Primary
17 -� 1 4 In-iIov4i- 1760iac
15 1P- C tee 515.-61'
1V
13� —I 4 -94/
o
LI 8 - -1 -1 4 - 4 1 I
7:
5V I I
4V I I I I
3 /
I-
0.54 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)
Pond 16: Prop Modified BMP 6 - Wet Pond
�t Stage-Discharge
759- Spillway
0 Primary
758i/ Top of Box
757y
756-(
- Rectangular Weir
755
RCP Round 18"+Water Quality Orifice /
754
0 2 4 6 8 10 12 14 16
Discharge (cfs)

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 17
Stage-Discharge for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
754.00 0.00 756.65 5.38
754.05 0.00 756.70 5.76
754.10 0.01 756.75 6.16
754.15 0.02 756.80 6.56
754.20 0.02 756.85 6.96
754.25 0.03 756.90 7.38
754.30 0.03 756.95 7.81
754.35 0.03 757.00 8.24
754.40 0.03 757.05 8.68
754.45 0.04 757.10 9.13
754.50 0.04 757.15 9.58
754.55 0.04 757.20 10.05
754.60 0.04 757.25 10.52
754.65 0.05 757.30 11.00
754.70 0.05 757.35 11.48
754.75 0.05 757.40 11.97
754.80 0.05 757.45 12.47
754.85 0.05 757.50 12.98
754.90 0.05 757.55 13.49
754.95 0.06 757.60 14.01
755.00 0.06 757.65 14.49
755.05 0.06 757.70 14.61
755.10 0.06 757.75 14.74
755.15 0.06 757.80 14.86
755.20 0.06 757.85 14.98
755.25 0.06 757.90 15.10
755.30 0.07 757.95 15.22
755.35 0.07 758.00 15.34
755.40 0.07 758.05 15.46
755.45 0.07 758.10 15.57
755.50 0.07 758.15 15.69
755.55 0.07 758.20 15.80
755.60 0.07 758.25 15.92
755.65 0.13 758.30 16.03
755.70 0.23 758.35 16.14
755.75 0.36 758.40 16.26
755.80 0.52 758.45 16.37
755.85 0.69 758.50 16.48
755.90 0.89 758.55 16.59
755.95 1.10 758.60 16.70
756.00 1.33 758.65 16.80
756.05 1.57 758.70 16.91
756.10 1.82 758.75 17.02
756.15 2.09 758.80 17.12
756.20 2.37 758.85 17.23
756.25 2.66 758.90 17.33
756.30 2.97 758.95 17.44
756.35 3.28 759.00 17.54
756.40 3.61
756.45 3.94
756.50 4.29
756.55 4.64
756.60 5.01

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 18
Summary for Pond 17: BMP 6 PP
[43] Hint: Has no inflow (Outflow=Zero)
Volume Invert Avail.Storage Storage Description
#1 748.00' 24,668 cf Permanent Pool (Prismatic)Listed below (Recalc)
#2 752.00' 3,859 cf Forebay (Prismatic)Listed below (Recalc)
28,527 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
748.00 2,152 0 0
749.00 2,734 2,443 2,443
754.00 6,156 22,225 24,668
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 1,145 0 0
754.00 2,714 3,859 3,859
Pond 17: BMP 6 PP
/ Stage-Discharge
754J ❑Total
753-
752_
o
0 751_
m
w
4
750_
749-
748-
0
Discharge (cfs)

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 19
Stage-Discharge for Pond 17: BMP 6 PP
Elevation Discharge Elevation Discharge Elevation Discharge
(feet) (cfs) (feet) (cfs) (feet) (cfs)
748.00 0.00 750.65 0.00 753.30 0.00
748.05 0.00 750.70 0.00 753.35 0.00
748.10 0.00 750.75 0.00 753.40 0.00
748.15 0.00 750.80 0.00 753.45 0.00
748.20 0.00 750.85 0.00 753.50 0.00
748.25 0.00 750.90 0.00 753.55 0.00
748.30 0.00 750.95 0.00 753.60 0.00
748.35 0.00 751.00 0.00 753.65 0.00
748.40 0.00 751.05 0.00 753.70 0.00
748.45 0.00 751.10 0.00 753.75 0.00
748.50 0.00 751.15 0.00 753.80 0.00
748.55 0.00 751.20 0.00 753.85 0.00
748.60 0.00 751.25 0.00 753.90 0.00
748.65 0.00 751.30 0.00 753.95 0.00
748.70 0.00 751.35 0.00 754.00 0.00
748.75 0.00 751.40 0.00
748.80 0.00 751.45 0.00
748.85 0.00 751.50 0.00
748.90 0.00 751.55 0.00
748.95 0.00 751.60 0.00
749.00 0.00 751.65 0.00
749.05 0.00 751.70 0.00
749.10 0.00 751.75 0.00
749.15 0.00 751.80 0.00
749.20 0.00 751.85 0.00
749.25 0.00 751.90 0.00
749.30 0.00 751.95 0.00
749.35 0.00 752.00 0.00
749.40 0.00 752.05 0.00
749.45 0.00 752.10 0.00
749.50 0.00 752.15 0.00
749.55 0.00 752.20 0.00
749.60 0.00 752.25 0.00
749.65 0.00 752.30 0.00
749.70 0.00 752.35 0.00
749.75 0.00 752.40 0.00
749.80 0.00 752.45 0.00
749.85 0.00 752.50 0.00
749.90 0.00 752.55 0.00
749.95 0.00 752.60 0.00
750.00 0.00 752.65 0.00
750.05 0.00 752.70 0.00
750.10 0.00 752.75 0.00
750.15 0.00 752.80 0.00
750.20 0.00 752.85 0.00
750.25 0.00 752.90 0.00
750.30 0.00 752.95 0.00
750.35 0.00 753.00 0.00
750.40 0.00 753.05 0.00
750.45 0.00 753.10 0.00
750.50 0.00 753.15 0.00
750.55 0.00 753.20 0.00
750.60 0.00 753.25 0.00

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 20
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.380 ac, 49.53% Impervious, Inflow Depth > 1.43" for 2-YR event
Inflow = 1.03 cfs @ 11.96 hrs, Volume= 0.761 af
Primary = 1.03 cfs @ 11.96 hrs, Volume= 0.761 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 20R : Faith Road Culvert
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 19: Post-Dev P01-6
Hydrograph
rf ❑Inflow
1.03 cfs ❑Primary
Inflow Area-6.380 ac
1
w /
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 II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 49
Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 14: BMP6 Runoff Area=6.180 ac 47.90% Impervious Runoff Depth=2.68"
Tc=5.0 min CN=79 Runoff=30.40 cfs 1.381 af
Subcatchment 18: BYP6 Runoff Area=0.200 ac 100.00% Impervious Runoff Depth=4.62"
Tc=5.0 min CN=98 Runoff=1.42 cfs 0.077 af
Subcatchment21S: Faith Rd Drainage Runoff Area=0.900 ac 100.00% Impervious Runoff Depth=4.62"
Tc=5.0 min CN=98 Runoff=6.41 cfs 0.347 af
Subcatchment22S: Drainage Area to P01-3 Runoff Area=2.180 ac 24.75% Impervious Runoff Depth=3.54"
Tc=5.0 min CN=88 Runoff=13.49 cfs 0.642 af
Reach 20R: Faith Road Culvert Avg. Flow Depth=0.57' Max Vet=11.92 fps Inflow=8.81 cfs 1.770 af
24.0" Round Pipe n=0.013 L=60.9' S=0.0481 '/' Capacity=49.62 cfs Outflow=8.81 cfs 1.770 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=756.49' Storage=29,079 cf Inflow=30.40 cfs 1.381 af
Outflow=4.19 cfs 1.346 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 19: Post-Dev P0I-6 Inflow=4.37 cfs 1.423 af
Primary=4.37 cfs 1.423 af
Total Runoff Area = 9.460 ac Runoff Volume = 2.447 af Average Runoff Depth = 3.10"
51.38% Pervious = 4.860 ac 48.62% Impervious = 4.599 ac

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 14: BMP6
Runoff = 30.40 cfs @ 11.96 hrs, Volume= 1.381 af, Depth= 2.68"
Routed to Pond 16 : Prop Modified BMP 6 - Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-YR Rainfall=4.86"
Area (ac) CN Description
2.960 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.180 79 Weighted Average
3.220 52.10% Pervious Area
2.960 47.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
34J ■Runoff
32_ 30.40 cfs fi -
30_ p II-2iaar -
28 -k I— I - - —I 4 H0='11�R�Rai�f
26='
24 -H H A 13O nibfEAtea 6.'I18O _
22_
20_ z 1Rtirnspff Volume=1. 81 f
18 t t !inrDp4h2. 8"
0 16= te=�
- I — 5 min =
12/
76
a=
4
T H F
••
•
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 II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 18: BYP6
Runoff = 1.42 cfs @ 11.96 hrs, Volume= 0.077 af, Depth= 4.62"
Routed to Link 19 : Post-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-YR Rainfall=4.86"
Area (ac) CN Description
0.200 98 Paved roads w/curbs & sewers, HSG B
0.200 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
/ ❑Runoff
1.42 cfs
j Type II124-hr
Rainfall14.13&
IRUnoff Area=0.200 ad
1 RLn9ff V9lume=0.977 �f
!Runoff Depth=4. 2"
3 � �
LL
Tc=5.0 min
/ 6 rsi=9 3
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 II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 21S: Faith Rd Drainage Area
Runoff = 6.41 cfs @ 11.96 hrs, Volume= 0.347 af, Depth= 4.62"
Routed to Reach 20R : Faith Road Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-YR Rainfall=4.86"
Area (ac) CN Description
0.900 98 Paved roads w/curbs & sewers, HSG B
0.900 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 21S: Faith Rd Drainage Area
Hydrograph
/)
7 ■Runoff
6.41 cfs
6 / Type-II L-hr -
1b-`�R Rainfall4.136 '
5 IRUnbff Area=0.900 ad
Riff V�I�meO. {7f
4- Runoff Depth=4. 2"
u. 3-
/ Tc=5.'0-m n
/ 6N-93
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 II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 22S: Drainage Area to P01-3
Runoff = 13.49 cfs @ 11.96 hrs, Volume= 0.642 af, Depth= 3.54"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-YR Rainfall=4.86"
Area (ac) CN Description
0.830 90 1/8 acre lots, 65% imp, HSG C
1.350 86 <50% Grass cover, Poor, HSG C
2.180 88 Weighted Average
1.640 75.25% Pervious Area
0.540 24.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 22S: Drainage Area to P01-3
Hydrograph
15-/ ■Runoff
141/ 13.49 cfs
13 — I H �Yp I I -lair
12 / T H T10414-1RIa41f I I,� -at
11 4 tRUn-bff-Aired=�2. I180 -
10
9 nPifVIXIime7 . P ? f
8i/ H FZn _ff113,pl_hr.ps1.7 -
° 7 c5.L nun -
LL 6i L L L ILL L I L 614.L8i8
5/
I I I I I I I I -:t:/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 II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 54
Summary for Reach 20R: Faith Road Culvert
[52] Hint: Inlet/Outlet conditions not evaluated
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
Inflow Area = 7.280 ac, 55.77% Impervious, Inflow Depth > 2.92" for 10-YR event
Inflow = 8.81 cfs @ 11.98 hrs, Volume= 1.770 af
Outflow = 8.81 cfs @ 11.98 hrs, Volume= 1.770 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Max. Velocity= 11.92 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 2.95 fps, Avg. Travel Time= 0.3 min
Peak Storage= 45 cf @ 11.98 hrs
Average Depth at Peak Storage= 0.57' , Surface Width= 1.81'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 49.62 cfs
24.0" Round Pipe
n= 0.013 Concrete pipe, bends & connections
Length= 60.9' Slope= 0.0481 '/'
Inlet Invert= 753.03', Outlet Invert= 750.10'

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 55
Reach 20R: Faith Road Culvert
Hydrograph
❑Inflow
R R1 rf ❑Outflow
9 8.81 cfs 1 1 I41 Are =j1. 8d at
8 1 Av§. Flow Dleplth 0151'
,
7/ 1 1I I I RfIa10(e17111.02 iFp�
61I 1 1 1 Round . e-
3 5- I Ir�0A1i—
o
4_-
] L L 1 L I L L1 L L 6t1.9
3--/ L —I L L L L I L §_9 48_1 if
2- 1 L —H —LC pla ty=4/9 2 cfs
1/ 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)
Reach 20R: Faith Road Culvert
Stage-Discharge
2 /Pr ❑ Primary`
rZ
0
I 1
0 < , . < , . , , , , , , , , , /
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 56
Stage-Discharge for Reach 20R: Faith Road Culvert
Elevation Velocity Discharge Elevation Velocity Discharge
(feet) (ft/sec) (cfs) (feet) (ft/sec) (cfs)
753.03 0.00 0.00 754.09 16.18 27.35
753.05 1.41 0.01 754.11 16.30 28.21
753.07 2.22 0.03 754.13 16.42 29.06
753.09 2.90 0.08 754.15 16.53 29.92
753.11 3.51 0.15 754.17 16.64 30.78
753.13 4.06 0.24 754.19 16.74 31.63
753.15 4.57 0.35 754.21 16.84 32.49
753.17 5.05 0.49 754.23 16.94 33.34
753.19 5.50 0.65 754.25 17.03 34.19
753.21 5.93 0.83 754.27 17.12 35.03
753.23 6.34 1.04 754.29 17.21 35.87
753.25 6.73 1.27 754.31 17.29 36.71
753.27 7.11 1.52 754.33 17.36 37.53
753.29 7.47 1.79 754.35 17.44 38.35
753.31 7.82 2.09 754.37 17.50 39.17
753.33 8.16 2.41 754.39 17.57 39.97
753.35 8.49 2.76 754.41 17.63 40.76
753.37 8.81 3.12 754.43 17.69 41.54
753.39 9.12 3.51 754.45 17.74 42.31
753.41 9.42 3.92 754.47 17.79 43.07
753.43 9.71 4.35 754.49 17.83 43.81
753.45 10.00 4.80 754.51 17.87 44.54
753.47 10.28 5.27 754.53 17.90 45.25
753.49 10.55 5.76 754.55 17.93 45.94
753.51 10.81 6.27 754.57 17.96 46.61
753.53 11.07 6.80 754.59 17.98 47.27
753.55 11.32 7.35 754.61 17.99 47.90
753.57 11.56 7.91 754.63 18.00 48.50
753.59 11.80 8.50 754.65 18.01 49.09
753.61 12.03 9.10 754.67 18.01 49.64
753.63 12.26 9.72 754.69 18.00 50.17
753.65 12.48 10.35 754.71 17.98 50.67
753.67 12.70 11.00 754.73 17.97 51.13
753.69 12.91 11.67 754.75 17.94 51.56
753.71 13.11 12.35 754.77 17.91 51.96
753.73 13.31 13.05 754.79 17.87 52.31
753.75 13.51 13.76 754.81 17.82 52.62
753.77 13.70 14.48 754.83 17.76 52.89
753.79 13.89 15.22 754.85 17.69 53.10
753.81 14.07 15.96 754.87 17.61 53.26
753.83 14.25 16.72 754.89 17.52 53.35
753.85 14.42 17.49 754.91 17.42 53.38
753.87 14.59 18.27 754.93 17.30 53.32
753.89 14.76 19.06 754.95 17.15 53.16
753.91 14.92 19.86 754.97 16.98 52.88
753.93 15.07 20.67 754.99 16.77 52.43
753.95 15.23 21.48 755.01 16.49 51.70
753.97 15.37 22.31 755.03 15.79 49.62
753.99 15.52 23.14
754.01 15.66 23.97
754.03 15.79 24.81
754.05 15.93 25.65
754.07 16.05 26.50

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 57
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
[92] Warning: Device #5 is above defined storage
Inflow Area = 6.180 ac, 47.90% Impervious, Inflow Depth = 2.68" for 10-YR event
Inflow = 30.40 cfs @ 11.96 hrs, Volume= 1.381 af
Outflow = 4.19 cfs @ 12.19 hrs, Volume= 1.346 af, Atten= 86%, Lag= 13.7 min
Primary = 4.19 cfs @ 12.19 hrs, Volume= 1.346 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 756.49' @ 12.19 hrs Surf.Area= 13,782 sf Storage= 29,079 cf
Plug-Flow detention time= 936.0 min calculated for 1.346 af(97% of inflow)
Center-of-Mass det. time= 920.8 min ( 1,742.5 - 821.7 )
Volume Invert Avail.Storage Storage Description
#1 754.00' 68,712 cf Temporary Pool (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 754.00' 18.0" Round RCP_Round 18"
L= 27.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 754.00' / 753.37' S= 0.0232 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 755.60' Rectangular Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 2.25
Width (feet) 1.50 1.50
#4 Device 1 757.85' 16.0' long Top of Box 0 End Contraction(s)
#5 Primary 759.00' 20.0' long x 10.0' breadth Spillway
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=4.19 cfs @ 12.19 hrs HW=756.49' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 18" (Passes 4.19 cfs of 11.21 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.09 cfs © 7.50 fps)
3=Rectangular Weir (Weir Controls 4.10 cfs @ 3.08 fps)
4=Top of Box ( Controls 0.00 cfs)
-5=Spillway ( Controls 0.00 cfs)

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 58
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
0 Inflow
34_ 30.40 cfs ❑Primary
32� fiIII 14
301/
2817 1 Peak Elegy rs6.491.
24/2417 � S'ioiabd=$9,OWcf
� T T
22V H T T I1 1 I I
18.
c 161
LT.
14 F7T7T777177177171I17
12/
10 T - II T
8 /
6/ 14.19 cfs 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)
Pond 16: Prop Modified BMP 6 - Wet Pond
�t Stage-Discharge
759- Spillway
0 Primary
758:7 Top of Box
AdOr
d 757:7• -
756-(
- Rectangular Weir
755 % I
RCP Round 18"+Water Quality Orifice /
754
0 2 4 6 8 10 12 14 16
Discharge (cfs)

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 59
Stage-Discharge for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
754.00 0.00 756.65 5.38
754.05 0.00 756.70 5.76
754.10 0.01 756.75 6.16
754.15 0.02 756.80 6.56
754.20 0.02 756.85 6.96
754.25 0.03 756.90 7.38
754.30 0.03 756.95 7.81
754.35 0.03 757.00 8.24
754.40 0.03 757.05 8.68
754.45 0.04 757.10 9.13
754.50 0.04 757.15 9.58
754.55 0.04 757.20 10.05
754.60 0.04 757.25 10.52
754.65 0.05 757.30 11.00
754.70 0.05 757.35 11.48
754.75 0.05 757.40 11.97
754.80 0.05 757.45 12.47
754.85 0.05 757.50 12.98
754.90 0.05 757.55 13.49
754.95 0.06 757.60 14.01
755.00 0.06 757.65 14.49
755.05 0.06 757.70 14.61
755.10 0.06 757.75 14.74
755.15 0.06 757.80 14.86
755.20 0.06 757.85 14.98
755.25 0.06 757.90 15.10
755.30 0.07 757.95 15.22
755.35 0.07 758.00 15.34
755.40 0.07 758.05 15.46
755.45 0.07 758.10 15.57
755.50 0.07 758.15 15.69
755.55 0.07 758.20 15.80
755.60 0.07 758.25 15.92
755.65 0.13 758.30 16.03
755.70 0.23 758.35 16.14
755.75 0.36 758.40 16.26
755.80 0.52 758.45 16.37
755.85 0.69 758.50 16.48
755.90 0.89 758.55 16.59
755.95 1.10 758.60 16.70
756.00 1.33 758.65 16.80
756.05 1.57 758.70 16.91
756.10 1.82 758.75 17.02
756.15 2.09 758.80 17.12
756.20 2.37 758.85 17.23
756.25 2.66 758.90 17.33
756.30 2.97 758.95 17.44
756.35 3.28 759.00 17.54
756.40 3.61
756.45 3.94
756.50 4.29
756.55 4.64
756.60 5.01

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 60
Summary for Pond 17: BMP 6 PP
[43] Hint: Has no inflow (Outflow=Zero)
Volume Invert Avail.Storage Storage Description
#1 748.00' 24,668 cf Permanent Pool (Prismatic)Listed below (Recalc)
#2 752.00' 3,859 cf Forebay (Prismatic)Listed below (Recalc)
28,527 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
748.00 2,152 0 0
749.00 2,734 2,443 2,443
754.00 6,156 22,225 24,668
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 1,145 0 0
754.00 2,714 3,859 3,859
Pond 17: BMP 6 PP
/ Stage-Discharge
754J Total
753-
752_
m
0 751_
m
w
4
750_
749-
748-
0
Discharge (cfs)

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 61
Stage-Discharge for Pond 17: BMP 6 PP
Elevation Discharge Elevation Discharge Elevation Discharge
(feet) (cfs) (feet) (cfs) (feet) (cfs)
748.00 0.00 750.65 0.00 753.30 0.00
748.05 0.00 750.70 0.00 753.35 0.00
748.10 0.00 750.75 0.00 753.40 0.00
748.15 0.00 750.80 0.00 753.45 0.00
748.20 0.00 750.85 0.00 753.50 0.00
748.25 0.00 750.90 0.00 753.55 0.00
748.30 0.00 750.95 0.00 753.60 0.00
748.35 0.00 751.00 0.00 753.65 0.00
748.40 0.00 751.05 0.00 753.70 0.00
748.45 0.00 751.10 0.00 753.75 0.00
748.50 0.00 751.15 0.00 753.80 0.00
748.55 0.00 751.20 0.00 753.85 0.00
748.60 0.00 751.25 0.00 753.90 0.00
748.65 0.00 751.30 0.00 753.95 0.00
748.70 0.00 751.35 0.00 754.00 0.00
748.75 0.00 751.40 0.00
748.80 0.00 751.45 0.00
748.85 0.00 751.50 0.00
748.90 0.00 751.55 0.00
748.95 0.00 751.60 0.00
749.00 0.00 751.65 0.00
749.05 0.00 751.70 0.00
749.10 0.00 751.75 0.00
749.15 0.00 751.80 0.00
749.20 0.00 751.85 0.00
749.25 0.00 751.90 0.00
749.30 0.00 751.95 0.00
749.35 0.00 752.00 0.00
749.40 0.00 752.05 0.00
749.45 0.00 752.10 0.00
749.50 0.00 752.15 0.00
749.55 0.00 752.20 0.00
749.60 0.00 752.25 0.00
749.65 0.00 752.30 0.00
749.70 0.00 752.35 0.00
749.75 0.00 752.40 0.00
749.80 0.00 752.45 0.00
749.85 0.00 752.50 0.00
749.90 0.00 752.55 0.00
749.95 0.00 752.60 0.00
750.00 0.00 752.65 0.00
750.05 0.00 752.70 0.00
750.10 0.00 752.75 0.00
750.15 0.00 752.80 0.00
750.20 0.00 752.85 0.00
750.25 0.00 752.90 0.00
750.30 0.00 752.95 0.00
750.35 0.00 753.00 0.00
750.40 0.00 753.05 0.00
750.45 0.00 753.10 0.00
750.50 0.00 753.15 0.00
750.55 0.00 753.20 0.00
750.60 0.00 753.25 0.00

Granite Quarry Type II 24-hr 10-YR Rainfall=4.86"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 62
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.380 ac, 49.53% Impervious, Inflow Depth > 2.68" for 10-YR event
Inflow = 4.37 cfs @ 12.16 hrs, Volume= 1.423 af
Primary = 4.37 cfs @ 12.16 hrs, Volume= 1.423 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 20R : Faith Road Culvert
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 19: Post-Dev P01-6
Hydrograph
/I d '17 rf ❑Inflow
$ 0 Primary
4.37fs I Inflow Area-_6.380_ac
4— �
3—
0 2 #%
LL OO
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 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 21
Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 14: BMP6 Runoff Area=6.180 ac 47.90% Impervious Runoff Depth=3.47"
Tc=5.0 min CN=79 Runoff=38.91 cfs 1.785 af
Subcatchment 18: BYP6 Runoff Area=0.200 ac 100.00% Impervious Runoff Depth=5.52"
Tc=5.0 min CN=98 Runoff=1.69 cfs 0.092 af
Subcatchment21S: Faith Rd Drainage Runoff Area=0.900 ac 100.00% Impervious Runoff Depth=5.52"
Tc=5.0 min CN=98 Runoff=7.61 cfs 0.414 af
Subcatchment22S: Drainage Area to P01-3 Runoff Area=2.180 ac 24.75% Impervious Runoff Depth=4.40"
Tc=5.0 min CN=88 Runoff=16.53 cfs 0.798 af
Reach 20R: Faith Road Culvert Avg. Flow Depth=0.72' Max Vet=13.51 fps Inflow=13.79 cfs 2.256 af
24.0" Round Pipe n=0.013 L=60.9' S=0.0481 '/' Capacity=49.62 cfs Outflow=13.79 cfs 2.256 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak EIev=757.02' Storage=36,618 cf Inflow=38.91 cfs 1.785 af
Outflow=8.39 cfs 1.749 af
Pond 17: BMP 6 PP Peak EIev=0.00' Storage=0 cf
Link 19: Post-Dev P0I-6 Inflow=8.78 cfs 1.841 af
Primary=8.78 cfs 1.841 af
Total Runoff Area = 9.460 ac Runoff Volume = 3.090 af Average Runoff Depth = 3.92"
51.38% Pervious = 4.860 ac 48.62% Impervious = 4.599 ac

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 14: BMP6
Runoff = 38.91 cfs @ 11.96 hrs, Volume= 1.785 af, Depth= 3.47"
Routed to Pond 16 : Prop Modified BMP 6 - Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
* 2.960 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.180 79 Weighted Average
3.220 52.10% Pervious Area
2.960 47.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
42V ■Runoff
40V 38.91 cfs 38 1 4 I- -
�— ' �/
34=� fi
32 V
30= — I IBUbffAI._ I6.1f8O
28V— -
26V— - - -1 -k I- I I IFIMPtV%IIme '1•M f
4- 24_— - -
22 -/ H- H- 1 H- -141— !RnrF711-11-T—Tr
-
0 20 _ 17ti-n
,
16 I I t I t I -t 1- H t I -L $ L7
12:
8 I IH- H 141— - � 1 -- -
6
o l//llllllll
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 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 18: BYP6
Runoff = 1.69 cfs @ 11.96 hrs, Volume= 0.092 af, Depth= 5.52"
Routed to Link 19 : Post-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.200 98 Paved roads w/curbs & sewers, HSG B
0.200 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
1.69 cfs ❑Runoff
j Type II124-hr
Rainfall106"
IRUnbff Area=0.200 at
/ 1 1 RLn9ff Vplume=0.Q9? �f
!Runoff Depth=5.52"
LL
Tc=5.0 min
/ 6NL93
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 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 21S: Faith Rd Drainage Area
Runoff = 7.61 cfs @ 11.96 hrs, Volume= 0.414 af, Depth= 5.52"
Routed to Reach 20R : Faith Road Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.900 98 Paved roads w/curbs & sewers, HSG B
0.900 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 21S: Faith Rd Drainage Area
Hydrograph
■Runoff
8-v 7.61 cfs
7�_ I I _ Type_III2 hr _
Rainfall5J76 '
6- IRUnbff Arl-et1=0.900 ad
51/1i Ry-ncoffrVpiume=0.�#11 f
3 - !Runoff D pth-75.52"
4
Tc=5.0 min
" 3Y aRL9i
11/1
o
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 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 22S: Drainage Area to P01-3
Runoff = 16.53 cfs @ 11.96 hrs, Volume= 0.798 af, Depth= 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.830 90 1/8 acre lots, 65% imp, HSG C
1.350 86 <50% Grass cover, Poor, HSG C
2.180 88 Weighted Average
1.640 75.25% Pervious Area
0.540 24.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 22S: Drainage Area to P01-3
Hydrograph
18 I H ■Runoff
171/ 16.53 cfs
16� 72
—1 4 p II2 �r _
15 -/ —1 4 �25�1(R� Rarl�lf ll�5. � —
14�_
13/ F- Runbff-Air =_2.18Q arc
E aR .P� IimeO•P� f
1o. An
9/_ / _ T T1T T 1 T TFltirirDIP -h7477.. _
c= . m i n
LL ;1/ I T T ITTTTI T57NL
vv
5/ / I l rt 1 1 T I rt r l T 1 rt
41/
2 / H H H- 1— H
o
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 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 26
Summary for Reach 20R: Faith Road Culvert
[52] Hint: Inlet/Outlet conditions not evaluated
Inflow Area = 7.280 ac, 55.77% Impervious, Inflow Depth > 3.72" for 25-YR event
Inflow = 13.79 cfs @ 11.99 hrs, Volume= 2.256 of
Outflow = 13.79 cfs @ 11.99 hrs, Volume= 2.256 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Max. Velocity= 13.51 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.02 fps, Avg. Travel Time= 0.3 min
Peak Storage= 62 cf @ 11.99 hrs
Average Depth at Peak Storage= 0.72' , Surface Width= 1.92'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 49.62 cfs
24.0" Round Pipe
n= 0.013 Concrete pipe, bends & connections
Length= 60.9' Slope= 0.0481 '/'
Inlet Invert= 753.03', Outlet Invert= 750.10'
Reach 20R: Faith Road Culvert
Hydrograph
H t - 1 4 1- 1 -F H- I-I + I-
[ Inflow
: 3.7cfs
111 7A rf i L ._L fl __1 -I__e �, „[8�a — ❑Outflow
13� j i—Avg.1FlbWii DDeplth OE72T
12 11 / Fr — 4 I— 1 4 Ala e1713.514p-
�
19� � 1 _L h 1 � 1_12 .OI,
/ Round Pi e
$ / 2 � i l rt1— Irt � I � � In_1O�1�
0 7_ • i
I 1 I I L I I I I 4 14 'i
I I rt 1 C psitY-74i”2cf 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 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 27
Reach 20R: Faith Road Culvert
Stage-Discharge
2 Air
� ❑Primary
�1
0 /
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 28
Stage-Discharge for Reach 20R: Faith Road Culvert
Elevation Velocity Discharge Elevation Velocity Discharge
(feet) (ft/sec) (cfs) (feet) (ft/sec) (cfs)
753.03 0.00 0.00 754.09 16.18 27.35
753.05 1.41 0.01 754.11 16.30 28.21
753.07 2.22 0.03 754.13 16.42 29.06
753.09 2.90 0.08 754.15 16.53 29.92
753.11 3.51 0.15 754.17 16.64 30.78
753.13 4.06 0.24 754.19 16.74 31.63
753.15 4.57 0.35 754.21 16.84 32.49
753.17 5.05 0.49 754.23 16.94 33.34
753.19 5.50 0.65 754.25 17.03 34.19
753.21 5.93 0.83 754.27 17.12 35.03
753.23 6.34 1.04 754.29 17.21 35.87
753.25 6.73 1.27 754.31 17.29 36.71
753.27 7.11 1.52 754.33 17.36 37.53
753.29 7.47 1.79 754.35 17.44 38.35
753.31 7.82 2.09 754.37 17.50 39.17
753.33 8.16 2.41 754.39 17.57 39.97
753.35 8.49 2.76 754.41 17.63 40.76
753.37 8.81 3.12 754.43 17.69 41.54
753.39 9.12 3.51 754.45 17.74 42.31
753.41 9.42 3.92 754.47 17.79 43.07
753.43 9.71 4.35 754.49 17.83 43.81
753.45 10.00 4.80 754.51 17.87 44.54
753.47 10.28 5.27 754.53 17.90 45.25
753.49 10.55 5.76 754.55 17.93 45.94
753.51 10.81 6.27 754.57 17.96 46.61
753.53 11.07 6.80 754.59 17.98 47.27
753.55 11.32 7.35 754.61 17.99 47.90
753.57 11.56 7.91 754.63 18.00 48.50
753.59 11.80 8.50 754.65 18.01 49.09
753.61 12.03 9.10 754.67 18.01 49.64
753.63 12.26 9.72 754.69 18.00 50.17
753.65 12.48 10.35 754.71 17.98 50.67
753.67 12.70 11.00 754.73 17.97 51.13
753.69 12.91 11.67 754.75 17.94 51.56
753.71 13.11 12.35 754.77 17.91 51.96
753.73 13.31 13.05 754.79 17.87 52.31
753.75 13.51 13.76 754.81 17.82 52.62
753.77 13.70 14.48 754.83 17.76 52.89
753.79 13.89 15.22 754.85 17.69 53.10
753.81 14.07 15.96 754.87 17.61 53.26
753.83 14.25 16.72 754.89 17.52 53.35
753.85 14.42 17.49 754.91 17.42 53.38
753.87 14.59 18.27 754.93 17.30 53.32
753.89 14.76 19.06 754.95 17.15 53.16
753.91 14.92 19.86 754.97 16.98 52.88
753.93 15.07 20.67 754.99 16.77 52.43
753.95 15.23 21.48 755.01 16.49 51.70
753.97 15.37 22.31 755.03 15.79 49.62
753.99 15.52 23.14
754.01 15.66 23.97
754.03 15.79 24.81
754.05 15.93 25.65
754.07 16.05 26.50

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 29
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
[92] Warning: Device #5 is above defined storage
Inflow Area = 6.180 ac, 47.90% Impervious, Inflow Depth = 3.47" for 25-YR event
Inflow = 38.91 cfs @ 11.96 hrs, Volume= 1.785 af
Outflow = 8.39 cfs @ 12.10 hrs, Volume= 1.749 af, Atten= 78%, Lag= 8.6 min
Primary = 8.39 cfs @ 12.10 hrs, Volume= 1.749 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 757.02' @ 12.10 hrs Surf.Area= 14,595 sf Storage= 36,618 cf
Plug-Flow detention time= 735.1 min calculated for 1.749 af(98% of inflow)
Center-of-Mass det. time= 723.0 min ( 1,537.4 - 814.4 )
Volume Invert Avail.Storage Storage Description
#1 754.00' 68,712 cf Temporary Pool (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 754.00' 18.0" Round RCP_Round 18"
L= 27.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 754.00' / 753.37' S= 0.0232 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 755.60' Rectangular Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 2.25
Width (feet) 1.50 1.50
#4 Device 1 757.85' 16.0' long Top of Box 0 End Contraction(s)
#5 Primary 759.00' 20.0' long x 10.0' breadth Spillway
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=8.39 cfs @ 12.10 hrs HW=757.02' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 18" (Passes 8.39 cfs of 12.81 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.10 cfs © 8.28 fps)
3=Rectangular Weir (Weir Controls 8.28 cfs @ 3.90 fps)
4=Top of Box ( Controls 0.00 cfs)
-5=Spillway ( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 30
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
4 4 - — 4 - 1 4 - - - ❑ Inflow
38.91 cfs — — — �— ❑Primary
42
40
36 36 — Pa e -72'
/—
34 sio 6d--6,61 8 cf
32 � —I � —I � — I
30
28 -
26 f—
1.1 24 ,- I
3 22
o 20
18 - -
16
14 4 4 4
12 8.39 cfs _
8 C
4
2 //////////////// /
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)
Pond 16: Prop Modified BMP 6 - Wet Pond
�t Stage-Discharge
759- Spillway
0 Primary
758:-/ Top of Box
757/
• 756-( ,/
- Rectangular Weir
755 % I
RCP Round 18"+Water Quality Orifice /
754
0 2 4 6 8 10 12 14 16
Discharge (cfs)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 31
Stage-Discharge for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
754.00 0.00 756.65 5.38
754.05 0.00 756.70 5.76
754.10 0.01 756.75 6.16
754.15 0.02 756.80 6.56
754.20 0.02 756.85 6.96
754.25 0.03 756.90 7.38
754.30 0.03 756.95 7.81
754.35 0.03 757.00 8.24
754.40 0.03 757.05 8.68
754.45 0.04 757.10 9.13
754.50 0.04 757.15 9.58
754.55 0.04 757.20 10.05
754.60 0.04 757.25 10.52
754.65 0.05 757.30 11.00
754.70 0.05 757.35 11.48
754.75 0.05 757.40 11.97
754.80 0.05 757.45 12.47
754.85 0.05 757.50 12.98
754.90 0.05 757.55 13.49
754.95 0.06 757.60 14.01
755.00 0.06 757.65 14.49
755.05 0.06 757.70 14.61
755.10 0.06 757.75 14.74
755.15 0.06 757.80 14.86
755.20 0.06 757.85 14.98
755.25 0.06 757.90 15.10
755.30 0.07 757.95 15.22
755.35 0.07 758.00 15.34
755.40 0.07 758.05 15.46
755.45 0.07 758.10 15.57
755.50 0.07 758.15 15.69
755.55 0.07 758.20 15.80
755.60 0.07 758.25 15.92
755.65 0.13 758.30 16.03
755.70 0.23 758.35 16.14
755.75 0.36 758.40 16.26
755.80 0.52 758.45 16.37
755.85 0.69 758.50 16.48
755.90 0.89 758.55 16.59
755.95 1.10 758.60 16.70
756.00 1.33 758.65 16.80
756.05 1.57 758.70 16.91
756.10 1.82 758.75 17.02
756.15 2.09 758.80 17.12
756.20 2.37 758.85 17.23
756.25 2.66 758.90 17.33
756.30 2.97 758.95 17.44
756.35 3.28 759.00 17.54
756.40 3.61
756.45 3.94
756.50 4.29
756.55 4.64
756.60 5.01

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 32
Summary for Pond 17: BMP 6 PP
[43] Hint: Has no inflow (Outflow=Zero)
Volume Invert Avail.Storage Storage Description
#1 748.00' 24,668 cf Permanent Pool (Prismatic)Listed below (Recalc)
#2 752.00' 3,859 cf Forebay (Prismatic)Listed below (Recalc)
28,527 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
748.00 2,152 0 0
749.00 2,734 2,443 2,443
754.00 6,156 22,225 24,668
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 1,145 0 0
754.00 2,714 3,859 3,859
Pond 17: BMP 6 PP
/ Stage-Discharge
754J Total
753-
752_
m
0 751_
m
w
4
750_
749-
748-
0
Discharge (cfs)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 33
Stage-Discharge for Pond 17: BMP 6 PP
Elevation Discharge Elevation Discharge Elevation Discharge
(feet) (cfs) (feet) (cfs) (feet) (cfs)
748.00 0.00 750.65 0.00 753.30 0.00
748.05 0.00 750.70 0.00 753.35 0.00
748.10 0.00 750.75 0.00 753.40 0.00
748.15 0.00 750.80 0.00 753.45 0.00
748.20 0.00 750.85 0.00 753.50 0.00
748.25 0.00 750.90 0.00 753.55 0.00
748.30 0.00 750.95 0.00 753.60 0.00
748.35 0.00 751.00 0.00 753.65 0.00
748.40 0.00 751.05 0.00 753.70 0.00
748.45 0.00 751.10 0.00 753.75 0.00
748.50 0.00 751.15 0.00 753.80 0.00
748.55 0.00 751.20 0.00 753.85 0.00
748.60 0.00 751.25 0.00 753.90 0.00
748.65 0.00 751.30 0.00 753.95 0.00
748.70 0.00 751.35 0.00 754.00 0.00
748.75 0.00 751.40 0.00
748.80 0.00 751.45 0.00
748.85 0.00 751.50 0.00
748.90 0.00 751.55 0.00
748.95 0.00 751.60 0.00
749.00 0.00 751.65 0.00
749.05 0.00 751.70 0.00
749.10 0.00 751.75 0.00
749.15 0.00 751.80 0.00
749.20 0.00 751.85 0.00
749.25 0.00 751.90 0.00
749.30 0.00 751.95 0.00
749.35 0.00 752.00 0.00
749.40 0.00 752.05 0.00
749.45 0.00 752.10 0.00
749.50 0.00 752.15 0.00
749.55 0.00 752.20 0.00
749.60 0.00 752.25 0.00
749.65 0.00 752.30 0.00
749.70 0.00 752.35 0.00
749.75 0.00 752.40 0.00
749.80 0.00 752.45 0.00
749.85 0.00 752.50 0.00
749.90 0.00 752.55 0.00
749.95 0.00 752.60 0.00
750.00 0.00 752.65 0.00
750.05 0.00 752.70 0.00
750.10 0.00 752.75 0.00
750.15 0.00 752.80 0.00
750.20 0.00 752.85 0.00
750.25 0.00 752.90 0.00
750.30 0.00 752.95 0.00
750.35 0.00 753.00 0.00
750.40 0.00 753.05 0.00
750.45 0.00 753.10 0.00
750.50 0.00 753.15 0.00
750.55 0.00 753.20 0.00
750.60 0.00 753.25 0.00

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 34
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.380 ac, 49.53% Impervious, Inflow Depth > 3.46" for 25-YR event
Inflow = 8.78 cfs @ 12.08 hrs, Volume= 1.841 af
Primary = 8.78 cfs @ 12.08 hrs, Volume= 1.841 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 20R : Faith Road Culvert
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 19: Post-Dev P01-6
Hydrograph
❑Inflow
R 7R rf
s 0 Primary
9 8.78 Cfs I Inflow Area-6.38O ac
8
7
6
3 0%
5
0
u 4_
3-
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 II 24-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 35
Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 14: BMP6 Runoff Area=6.180 ac 47.90% Impervious Runoff Depth=4.78"
Tc=5.0 min CN=79 Runoff=52.79 cfs 2.460 af
Subcatchment 18: BYP6 Runoff Area=0.200 ac 100.00% Impervious Runoff Depth=6.97"
Tc=5.0 min CN=98 Runoff=2.12 cfs 0.116 af
Subcatchment21S: Faith Rd Drainage Runoff Area=0.900 ac 100.00% Impervious Runoff Depth=6.97"
Tc=5.0 min CN=98 Runoff=9.54 cfs 0.523 af
Subcatchment22S: Drainage Area to P01-3 Runoff Area=2.180 ac 24.75% Impervious Runoff Depth=5.80"
Tc=5.0 min CN=88 Runoff=21.40 cfs 1.053 af
Reach 20R: Faith Road Culvert Avg. Flow Depth=0.97' Max Vet=15.55 fps Inflow=23.35 cfs 3.063 af
24.0" Round Pipe n=0.013 L=60.9' S=0.0481 '/' Capacity=49.62 cfs Outflow=23.35 cfs 3.063 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=757.82' Storage=48,859 cf Inflow=52.79 cfs 2.460 af
Outflow=14.91 cfs 2.424 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 19: Post-Dev P01-6 Inflow=16.04 cfs 2.540 af
Primary=16.04 cfs 2.540 af
Total Runoff Area = 9.460 ac Runoff Volume = 4.152 af Average Runoff Depth = 5.27"
51.38% Pervious = 4.860 ac 48.62% Impervious = 4.599 ac

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 14: BMP6
Runoff = 52.79 cfs @ 11.96 hrs, Volume= 2.460 af, Depth= 4.78"
Routed to Pond 16 : Prop Modified BMP 6 - Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
* 2.960 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.180 79 Weighted Average
3.220 52.10% Pervious Area
2.960 47.90% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
_ — ■Runoff
55/ 52.79 cfs
50_/ 1 / 1 Type 111144ir
45=% / j7 1 - 4 i00 R-Rainfall=7.1"
40--/ I h 1 —[ —L tROn bffi-Atea=6.160 a
35_/
1 1 1 I�rncff Vc li me=2.46Q-f
!1)-1!ric-ff Bepth .7-8"
= / Tc=5$ min
,_ 25-
20 / A A G�`NL79
15
10 /
5 i 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 Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 18: BYP6
Runoff = 2.12 cfs @ 11.96 hrs, Volume= 0.116 af, Depth= 6.97"
Routed to Link 19 : Post-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.200 98 Paved roads w/curbs & sewers, HSG B
0.200 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
❑Runoff
2.12 cfs
2 Type-11'2- fir
110I04k Rainfall17. 1"
IRtUnbff Area=0.200 at
RL n9ff VpIume=0.11¢ �f
Runoff Depth=6.97"
LL 1
Tc=5.0-min
6NL9 3
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 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 21S: Faith Rd Drainage Area
Runoff = 9.54 cfs @ 11.96 hrs, Volume= 0.523 af, Depth= 6.97"
Routed to Reach 20R : Faith Road Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.900 98 Paved roads w/curbs & sewers, HSG B
0.900 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 21S: Faith Rd Drainage Area
Hydrograph
10� 9.54 cfs ■Runoff
I� trr
9 / - -L 11-0041t-14aiiif�11 .11I" -
81
71/ 14 Un-bff-At•ea=0.900 arc —
6 / —/ — +- I HR I 9 V 1 e f
0
5 / fi I —h !Rn?_ffl� pI� 7 _
h ' 7
LL _ 1c=5.0 m i n
N9
)13
_ -
3 / / T ' 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 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 22S: Drainage Area to P01-3
Runoff = 21.40 cfs @ 11.96 hrs, Volume= 1.053 af, Depth= 5.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.830 90 1/8 acre lots, 65% imp, HSG C
1.350 86 <50% Grass cover, Poor, HSG C
2.180 88 Weighted Average
1.640 75.25% Pervious Area
0.540 24.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 22S: Drainage Area to P01-3
Hydrograph
23 1z ■Runoff
2221 21.4`cfs - f— - H H t— H H 1)p
I I 4-Fir _
18 , —
17 H H- H unbff-A a-2.11-50 arc
16�
15
144 L ILme 1• $ f -1 —1 4 1— ! �
nr1 ' ' .. -
3 12�
2 11 , c=5 i11tn
10 -
s�
7 � IH H 1 4 I- - 1 4 � 1 -
64—
24— I / - —[ 4 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 Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 40
Summary for Reach 20R: Faith Road Culvert
[52] Hint: Inlet/Outlet conditions not evaluated
Inflow Area = 7.280 ac, 55.77% Impervious, Inflow Depth > 5.05" for 100-YR event
Inflow = 23.35 cfs @ 11.99 hrs, Volume= 3.063 af
Outflow = 23.35 cfs @ 12.00 hrs, Volume= 3.063 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Max. Velocity= 15.55 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.11 fps, Avg. Travel Time= 0.3 min
Peak Storage= 91 cf @ 12.00 hrs
Average Depth at Peak Storage= 0.97' , Surface Width= 2.00'
Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 49.62 cfs
24.0" Round Pipe
n= 0.013 Concrete pipe, bends & connections
Length= 60.9' Slope= 0.0481 '/'
Inlet Invert= 753.03', Outlet Invert= 750.10'
Reach 20R: Faith Road Culvert
Hydrograph
[ Inflow
26 1 9'1 'ri rf _ ❑Outflow
241/ 23.35 cfs i L }�fIOW AIreJa=jL 1. 8d-a -
22� Av[g. lbvi Deplt T aL-9
20 - a�C eI15:55 fps
0
2 i
161 / Round ipe
u :1/
-1 7 In10i1i
— i LIJ LI _1 J L 6b.9
18- / % -t ± � -4�1481 'c
g� /
6Az om 2-cf. % C 't �f r
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 Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 41
Reach 20R: Faith Road Culvert
Stage-Discharge
2 Air
� ❑Primary
�1
0 /
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Granite Quarry Type II 24-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 42
Stage-Discharge for Reach 20R: Faith Road Culvert
Elevation Velocity Discharge Elevation Velocity Discharge
(feet) (ft/sec) (cfs) (feet) (ft/sec) (cfs)
753.03 0.00 0.00 754.09 16.18 27.35
753.05 1.41 0.01 754.11 16.30 28.21
753.07 2.22 0.03 754.13 16.42 29.06
753.09 2.90 0.08 754.15 16.53 29.92
753.11 3.51 0.15 754.17 16.64 30.78
753.13 4.06 0.24 754.19 16.74 31.63
753.15 4.57 0.35 754.21 16.84 32.49
753.17 5.05 0.49 754.23 16.94 33.34
753.19 5.50 0.65 754.25 17.03 34.19
753.21 5.93 0.83 754.27 17.12 35.03
753.23 6.34 1.04 754.29 17.21 35.87
753.25 6.73 1.27 754.31 17.29 36.71
753.27 7.11 1.52 754.33 17.36 37.53
753.29 7.47 1.79 754.35 17.44 38.35
753.31 7.82 2.09 754.37 17.50 39.17
753.33 8.16 2.41 754.39 17.57 39.97
753.35 8.49 2.76 754.41 17.63 40.76
753.37 8.81 3.12 754.43 17.69 41.54
753.39 9.12 3.51 754.45 17.74 42.31
753.41 9.42 3.92 754.47 17.79 43.07
753.43 9.71 4.35 754.49 17.83 43.81
753.45 10.00 4.80 754.51 17.87 44.54
753.47 10.28 5.27 754.53 17.90 45.25
753.49 10.55 5.76 754.55 17.93 45.94
753.51 10.81 6.27 754.57 17.96 46.61
753.53 11.07 6.80 754.59 17.98 47.27
753.55 11.32 7.35 754.61 17.99 47.90
753.57 11.56 7.91 754.63 18.00 48.50
753.59 11.80 8.50 754.65 18.01 49.09
753.61 12.03 9.10 754.67 18.01 49.64
753.63 12.26 9.72 754.69 18.00 50.17
753.65 12.48 10.35 754.71 17.98 50.67
753.67 12.70 11.00 754.73 17.97 51.13
753.69 12.91 11.67 754.75 17.94 51.56
753.71 13.11 12.35 754.77 17.91 51.96
753.73 13.31 13.05 754.79 17.87 52.31
753.75 13.51 13.76 754.81 17.82 52.62
753.77 13.70 14.48 754.83 17.76 52.89
753.79 13.89 15.22 754.85 17.69 53.10
753.81 14.07 15.96 754.87 17.61 53.26
753.83 14.25 16.72 754.89 17.52 53.35
753.85 14.42 17.49 754.91 17.42 53.38
753.87 14.59 18.27 754.93 17.30 53.32
753.89 14.76 19.06 754.95 17.15 53.16
753.91 14.92 19.86 754.97 16.98 52.88
753.93 15.07 20.67 754.99 16.77 52.43
753.95 15.23 21.48 755.01 16.49 51.70
753.97 15.37 22.31 755.03 15.79 49.62
753.99 15.52 23.14
754.01 15.66 23.97
754.03 15.79 24.81
754.05 15.93 25.65
754.07 16.05 26.50

Granite Quarry Type II 24-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 43
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
[92] Warning: Device #5 is above defined storage
Inflow Area = 6.180 ac, 47.90% Impervious, Inflow Depth = 4.78" for 100-YR event
Inflow = 52.79 cfs @ 11.96 hrs, Volume= 2.460 af
Outflow = 14.91 cfs @ 12.08 hrs, Volume= 2.424 af, Atten= 72%, Lag= 7.3 min
Primary = 14.91 cfs @ 12.08 hrs, Volume= 2.424 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 757.82' @ 12.08 hrs Surf.Area= 15,869 sf Storage= 48,859 cf
Plug-Flow detention time= 547.6 min calculated for 2.424 af(99% of inflow)
Center-of-Mass det. time= 538.5 min ( 1,343.7 - 805.2 )
Volume Invert Avail.Storage Storage Description
#1 754.00' 68,712 cf Temporary Pool (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 754.00' 18.0" Round RCP_Round 18"
L= 27.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet/Outlet Invert= 754.00' / 753.37' S= 0.0232 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 755.60' Rectangular Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 2.25
Width (feet) 1.50 1.50
#4 Device 1 757.85' 16.0' long Top of Box 0 End Contraction(s)
#5 Primary 759.00' 20.0' long x 10.0' breadth Spillway
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=14.91 cfs @ 12.08 hrs HW=757.82' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 18" (Inlet Controls 14.91 cfs @ 8.44 fps)
2=Water Quality Orifice (Passes < 0.11 cfs potential flow)
3=Rectangular Weir (Passes < 16.26 cfs potential flow)
4=Top of Box ( Controls 0.00 cfs)
-5=Spillway ( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 44
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
❑ Inflow
/ 52.79 cfs ❑Primary
55 -/ i I 1 I l y�,�low4ti.e-a—V.I ar,
50� —[ F T T P aHk �Ite I J I . 21
45 F T T —I T — T — ISIoFa 4e=481 89Tcf
40� f
35 ,
3 30� T T T
o
LL257-' F F fi T T I IF FI -1 fi T
201/
14.91 cfs I I
15-" i
10- i
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)
Pond 16: Prop Modified BMP 6 - Wet Pond
�t Stage-Discharge
759- Spillway
0 Primary
758:-/ Top of Box
AdOir
757/
w 756-(z ///������
- Rectangular Weir
755 %
RCP Round 18"+Water Quality Orifice /
754
0 2 4 6 8 10 12 14 16
Discharge (cfs)

Granite Quarry Type II 24-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 45
Stage-Discharge for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs)
754.00 0.00 756.65 5.38
754.05 0.00 756.70 5.76
754.10 0.01 756.75 6.16
754.15 0.02 756.80 6.56
754.20 0.02 756.85 6.96
754.25 0.03 756.90 7.38
754.30 0.03 756.95 7.81
754.35 0.03 757.00 8.24
754.40 0.03 757.05 8.68
754.45 0.04 757.10 9.13
754.50 0.04 757.15 9.58
754.55 0.04 757.20 10.05
754.60 0.04 757.25 10.52
754.65 0.05 757.30 11.00
754.70 0.05 757.35 11.48
754.75 0.05 757.40 11.97
754.80 0.05 757.45 12.47
754.85 0.05 757.50 12.98
754.90 0.05 757.55 13.49
754.95 0.06 757.60 14.01
755.00 0.06 757.65 14.49
755.05 0.06 757.70 14.61
755.10 0.06 757.75 14.74
755.15 0.06 757.80 14.86
755.20 0.06 757.85 14.98
755.25 0.06 757.90 15.10
755.30 0.07 757.95 15.22
755.35 0.07 758.00 15.34
755.40 0.07 758.05 15.46
755.45 0.07 758.10 15.57
755.50 0.07 758.15 15.69
755.55 0.07 758.20 15.80
755.60 0.07 758.25 15.92
755.65 0.13 758.30 16.03
755.70 0.23 758.35 16.14
755.75 0.36 758.40 16.26
755.80 0.52 758.45 16.37
755.85 0.69 758.50 16.48
755.90 0.89 758.55 16.59
755.95 1.10 758.60 16.70
756.00 1.33 758.65 16.80
756.05 1.57 758.70 16.91
756.10 1.82 758.75 17.02
756.15 2.09 758.80 17.12
756.20 2.37 758.85 17.23
756.25 2.66 758.90 17.33
756.30 2.97 758.95 17.44
756.35 3.28 759.00 17.54
756.40 3.61
756.45 3.94
756.50 4.29
756.55 4.64
756.60 5.01

Granite Quarry Type II 24-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 46
Summary for Pond 17: BMP 6 PP
[43] Hint: Has no inflow (Outflow=Zero)
Volume Invert Avail.Storage Storage Description
#1 748.00' 24,668 cf Permanent Pool (Prismatic)Listed below (Recalc)
#2 752.00' 3,859 cf Forebay (Prismatic)Listed below (Recalc)
28,527 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
748.00 2,152 0 0
749.00 2,734 2,443 2,443
754.00 6,156 22,225 24,668
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
752.00 1,145 0 0
754.00 2,714 3,859 3,859
Pond 17: BMP 6 PP
/ Stage-Discharge
754J Total
753-
752_
m
0 751_
m
w
4
750_
749-
748-
0
Discharge (cfs)

Granite Quarry Type II 24-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 47
Stage-Discharge for Pond 17: BMP 6 PP
Elevation Discharge Elevation Discharge Elevation Discharge
(feet) (cfs) (feet) (cfs) (feet) (cfs)
748.00 0.00 750.65 0.00 753.30 0.00
748.05 0.00 750.70 0.00 753.35 0.00
748.10 0.00 750.75 0.00 753.40 0.00
748.15 0.00 750.80 0.00 753.45 0.00
748.20 0.00 750.85 0.00 753.50 0.00
748.25 0.00 750.90 0.00 753.55 0.00
748.30 0.00 750.95 0.00 753.60 0.00
748.35 0.00 751.00 0.00 753.65 0.00
748.40 0.00 751.05 0.00 753.70 0.00
748.45 0.00 751.10 0.00 753.75 0.00
748.50 0.00 751.15 0.00 753.80 0.00
748.55 0.00 751.20 0.00 753.85 0.00
748.60 0.00 751.25 0.00 753.90 0.00
748.65 0.00 751.30 0.00 753.95 0.00
748.70 0.00 751.35 0.00 754.00 0.00
748.75 0.00 751.40 0.00
748.80 0.00 751.45 0.00
748.85 0.00 751.50 0.00
748.90 0.00 751.55 0.00
748.95 0.00 751.60 0.00
749.00 0.00 751.65 0.00
749.05 0.00 751.70 0.00
749.10 0.00 751.75 0.00
749.15 0.00 751.80 0.00
749.20 0.00 751.85 0.00
749.25 0.00 751.90 0.00
749.30 0.00 751.95 0.00
749.35 0.00 752.00 0.00
749.40 0.00 752.05 0.00
749.45 0.00 752.10 0.00
749.50 0.00 752.15 0.00
749.55 0.00 752.20 0.00
749.60 0.00 752.25 0.00
749.65 0.00 752.30 0.00
749.70 0.00 752.35 0.00
749.75 0.00 752.40 0.00
749.80 0.00 752.45 0.00
749.85 0.00 752.50 0.00
749.90 0.00 752.55 0.00
749.95 0.00 752.60 0.00
750.00 0.00 752.65 0.00
750.05 0.00 752.70 0.00
750.10 0.00 752.75 0.00
750.15 0.00 752.80 0.00
750.20 0.00 752.85 0.00
750.25 0.00 752.90 0.00
750.30 0.00 752.95 0.00
750.35 0.00 753.00 0.00
750.40 0.00 753.05 0.00
750.45 0.00 753.10 0.00
750.50 0.00 753.15 0.00
750.55 0.00 753.20 0.00
750.60 0.00 753.25 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 2/22/2024
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 48
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.380 ac, 49.53% Impervious, Inflow Depth > 4.78" for 100-YR event
Inflow = 16.04 cfs @ 12.03 hrs, Volume= 2.540 of
Primary = 16.04 cfs @ 12.03 hrs, Volume= 2.540 af, Atten= 0%, Lag= 0.0 min
Routed to Reach 20R : Faith Road Culvert
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 19: Post-Dev P01-6
Hydrograph
- - Inflow
A ❑Primary
17_ 16.04 cfs , I InnI w-A 6.380 ac
15/ T
14/
13 V I�/ H
12V I
Zi 10-
o 9 '%� —{ t 1 I I 1
_
0 81/ I%/
" sue % - H- H H- H H- H
ØØH- HH- H4 %jI —[ -H I—I
3V at - -
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)

A-a2
A A-312 31
A34 ' '■A)
EXB-
/ � J
L
Z...gZ E%A�-._ . -3 -
-- a �E ExA-5
s;.s-1 F 1
.-20 -
exA�-...• pi
A.A-Ct
ii
A-23 A-21
apt;•
IXA-7
Bentley Systems,Inc. Haestad Methods Solution StormCAD
Granite Quarry-Storm Network.stsw Center [10.03.04.53]
2/2/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1
06787 USA [phone]

41N/HOUR ,
STORM

FlexTable: Catch Basin Table
Label Elevation Inlet Inlet Flow Flow(Known) Flow(Additional Capture Hydraulic Spread/Top Depth Longitudinal Local Grate Curb Manning' Road
(Ground) Location (Captured) (cfs) Subsurface) Efficienc Grade Line Width (Gutter) Slope(Inlet) Intensit Length Opening s n Cross
(ft) (cfs) (cfs) y (In) (ft) (in) (%) y (ft) Length (Inlet) Slope
(Calculat (ft) (in/h) (ft) (%)
ed)
(%)
A-11 760.45 NCDOT 840.02 On Grade 0.98 0.00 0.00 66.0 755.62 7.7 1.9 1.00 4.000 3.0 3.0 0.013 2.00
A-18 761.18 NCDOT 840.02 On Grade 0.54 0.00 0.00 79.8 756.74 5.1 1.2 2.00 4.000 3.0 3.0 0.013 2.00
A-19 761.37 NCDOT 840.02 On Grade 0.56 0.00 0.00 79.0 757.24 5.2 1.2 2.00 4.000 3.0 3.0 0.013 2.00
A-20 764.00 NCDOT 840.02 On Grade 0.37 0.00 0.00 97.3 757.50 2.7 0.7 17.00 4.000 3.0 3.0 0.013 2.00
A-21 763.10 Double NCDOT In Sag 1.49 0.00 0.00 100.0 758.63 8.3 2.0 4.000 6.0 2.00
840.14
A-22.1 764.34 NCDOT 840.02 On Grade 0.15 0.00 0.00 97.2 759.87 2.9 0.7 2.00 4.000 3.0 3.0 0.013 2.00
A-22.2 764.41 NCDOT 840.02 On Grade 0.17 0.00 0.00 96.0 760.01 3.1 0.7 2.00 4.000 3.0 3.0 0.013 2.00
A-23 763.33 NCDOT 840.14 In Sag 1.02 0.00 0.00 100.0 760.08 7.7 1.9 4.000 3.3 2.00
A-31.2 760.37 NCDOT 840.14 In Sag 0.07 0.00 0.00 100.0 755.56 2.5 0.6 4.000 3.3 2.00
A-32 758.18 NCDOT 840.14 In Sag 1.44 0.00 0.00 100.0 755.78 9.4 2.2 4.000 3.3 2.00
A-33 760.24 Double NCDOT On Grade 1.20 0.00 0.00 81.2 755.80 7.1 1.7 1.50 4.000 6.0 6.0 0.013 2.00
840.02
A-34 760.19 Double NCDOT On Grade 1.22 0.00 0.00 80.9 757.10 7.2 1.7 1.50 4.000 6.0 6.0 0.013 2.00
840.02
A-OCS 758.92 OUTLET CONTROL STRUCTURE On Grade 0.00 0.00 4.19 100.0 754.01 0.0 0.0 2.00 4.000 0.013 2.00
EXA-1 756.42 NCDOT 840.02 On Grade 1.03 0.00 0.00 66.5 753.77 6.9 1.7 2.00 4.000 3.0 3.0 0.013 2.00
EXA-4 758.86 NCDOT 840.02 On Grade 0.57 0.00 0.00 78.9 755.27 5.2 1.2 2.00 4.000 3.0 3.0 0.013 2.00
EXA-5 758.11 NCDOT 840.02 On Grade 0.20 0.00 0.00 94.8 755.37 3.2 0.8 2.00 4.000 3.0 3.0 0.013 2.00
EXA-6 758.32 Double NCDOT On Grade 0.98 0.00 0.00 83.1 755.53 6.2 1.5 2.00 4.000 6.0 6.0 0.013 2.00
840.02
EXA 757.92 NCDOT 840.02 On Grade 1.00 0.00 0.00 67.2 755.50 6.8 1.6 2.00 4.000 3.0 3.0 0.013 2.00
6.1
EXA-7 758.60 NCDOT 840.05 In Sag 2.32 0.00 0.00 100.0 755.85 6.6 3.6 4.000 16.0 2.00
EXB-1 758.90 NCDOT 840.02 On Grade 1.07 0.00 0.00 65.8 757.01 7.0 1.7 2.00 4.000 3.0 3.0 0.013 2.00
EXB-2 759.89 NCDOT 840.02 On Grade 1.21 0.00 0.00 63.2 757.17 7.5 1.8 2.00 4.000 3.0 3.0 0.013 2.00
EXB-3 761.07 NCDOT 840.02 On Grade 0.64 0.00 0.00 76.5 758.51 5.5 1.3 2.00 4.000 3.0 3.0 0.013 2.00
EXC-1 752.82 NCDOT 840.02 On Grade 0.00 0.43 25.54 100.0 741.61 0.0 0.0 2.00 4.000 3.0 3.0 0.013 2.00
EXC-2 749.75 NCDOT 840.02 On Grade 0.00 2.13 0.00 100.0 746.24 0.0 0.0 2.00 4.000 3.0 3.0 0.013 2.00
EXC-3 752.39 NCDOT 840.05 In Sag 6.24 0.00 0.00 100.0 748.58 12.8 5.1 4.000 16.0 2.00
StormCAD
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FlexTable: Catchment Table
Label Outflow Element Runoff Time of Use Scaled Flow(Total Out) Scaled Area Area (User
Coefficient Concentration Area? (cfs) (acres) Defined)
(Rational) (min) (acres)
A-11 A-11 0.900 5.000 True 1.48 0.409
A-18 A-18 0.900 5.000 True 0.68 0.186
A-19 A-19 0.900 5.000 True 0.71 0.196
A-20 A-20 0.900 5.000 True 0.38 0.105
A-21 A-21 0.900 5.000 False 1.49 0.509 0.410
A-22.1 A-22.1 0.900 5.000 True 0.15 0.042
A-23 A-23 0.900 5.000 False 1.02 0.342 0.280
A-32 A-32 0.900 5.000 True 1.44 0.397
A-33 A-33 0.900 5.000 True 1.47 0.406
A-34 A-34 0.900 5.000 True 1.51 0.416
A22.2 A-22.2 0.900 5.000 True 0.18 0.050
A31.2 A-31.2 0.900 5.000 True 0.07 0.019
EXA-1 EXA-1 0.900 5.000 True 1.55 0.428
EXA-4 EXA-4 0.900 5.000 True 0.72 0.197
EXA-5 EXA-5 0.900 5.000 True 0.21 0.057
EXA-6 EXA-6 0.900 5.000 True 1.18 0.325
EXA-6.1 EXA-6.1 0.900 5.000 True 0.06 0.015
EXA-6.1 EXA-6.1 0.900 5.000 True 1.43 0.394
EXA-7 EXA-7 0.900 5.000 False 2.32 0.609 0.640
EXB-1 EXB-1 0.900 5.000 True 1.62 0.447
EXB-2 EXB-2 0.900 5.000 True 1.91 0.526
EXB-3 EXB-3 0.900 5.000 True 0.84 0.230
EXC-3 EXC-3 0.600 5.000 True 6.24 2.578
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FlexTable: Conduit Table
Start Node Invert Stop Invert Length(User Slope Diameter Manning's n Velocity Flow Capacity(Full Flow/ Hydraulic Hydraulic
(Start) Node (Stop) Defined) (Calculated (in) (ft/s) (cfs) Flow) Capacity Grade Line Grade Line
(ft) (ft) (ft) ) (cfs) (Design) (Out) (In)
(%) (%) (ft) (ft)
A-18 755.95 EXA-4 754.44 132.9 1.14 18.0 0.013 5.92 4.30 11.20 38.4 755.27 756.74
EXB-3 758.20 EXB-1 756.73 103.5 1.42 15.0 0.013 3.80 0.64 7.70 8.3 756.97 758.51
EXB-2 756.74 EXB-1 756.53 34.4 0.61 15.0 0.013 3.38 1.21 5.05 23.9 757.01 757.17
EXB-1 756.28 EXB-OUT 755.76 103.7 0.50 15.0 0.013 3.94 2.91 4.57 63.7 756.45 757.01
EXA-4 754.30 EXA-OUT 754.00 43.4 0.69 36.0 0.013 5.84 9.36 55.46 16.9 754.84 755.27
EXA-5 754.39 EXA-4 754.33 48.8 0.12 24.0 0.013 2.60 4.50 7.93 56.7 755.27 755.37
EXA-7 755.24 EXA-6 754.81 54.7 0.79 15.0 0.013 4.42 2.32 5.73 40.5 755.53 755.85
EXA-6 754.80 EXA-5 754.40 56.4 0.71 24.0 0.013 4.91 4.30 19.08 22.5 755.37 755.53
EXA-1 752.96 EX-OUT 750.10 60.9 4.70 24.0 0.013 10.17 5.22 49.03 750.54 753.77
EXC-1 738.50 EXC-OUT 738.00 229.5 0.22 30.0 0.013 6.56 32.21 19.15 168.2 739.93 741.61
EXC-3 747.69 EXC-2 745.71 149.5 1.32 24.0 0.013 6.81 6.24 26.04 .► 746.38 748.58
EXC-2 745.21 EXC-1 745.06 24.5 0.61 24.0 0.013 5.55 8.37 17.70 47.3 746.03 746.24
A-22.2 759.85 A-22.1 759.74 20.0 0.55 15.0 0.013 1.85 0.17 4.79 3.6 759.90 760.01
A-22.1 759.64 A-22 759.20 88.1 0.50 15.0 0.013 2.15 0.32 4.57 7.0 759.56 759.87
A-20 756.82 A-19 756.50 1.01 18.0 0.013 5.24 3.20 10.56 30.3 757.24 757.50
A-23 759.68 A-22 759.20 96.3 0.50 15.0 0.013 2.99 1.02 4.56 22.3 759.60 760.08
A-21 757.99 A-20 757.02 76.3 1.27 18.0 0.013 5.50 2.83 11.85 23.9 757.52 758.63
A-11 755.25 A-10 755.00 36.9 0.68 18.0 0.013 3.24 0.98 8.63 11.3 755.34 755.62
A-31.2 754.96 A-31 754.64 63.4 0.50 18.0 0.013 3.79 2.49 7.45 33.4 755.32 755.56
A-33 755.21 A-31.2 754.96 50.5 0.50 18.0 0.013 3.75 2.42 7.41 32.7 755.56 755.80
A-34 756.68 A-33 756.57 20.5 0.54 18.0 0.013 3.18 1.22 7.69 15.9 756.98 757.10
A-32 755.31 A-31 754.64 127.4 0.52 15.0 0.013 3.36 1.44 4.67 30.8 755.32 755.78
A-19 756.50 A-18 756.06 53.0 0.83 18.0 0.013 5.09 3.76 9.57 39.2 756.71 757.24
A-OCS 753.17 EXA-1 753.09 37.8 0.21 24.0 0.013 3.13 4.19 10.41 40.2 753.81 754.01
A-31 754.54 A-30 753.75 157.6 0.50 18.0 0.013 4.27 3.93 7.44 52.8 754.51 755.32
A-22 759.10 A-21 758.09 176.5 0.57 15.0 0.013 3.39 1.34 4.89 27.4 758.63 759.56
EXA-6.1 755.01 EXA-6 754.83 12.1 1.49 15.0 0.013 4.40 1.00 7.89 12.7 755.53 755.50
NOTE: PIPE CAPACITY IS
OVER 100%IN DPR DESIGN
DUE TO LOW SLOPE TO
CREATE NON EROSIVE
DISCHARGE HOWEVER HGL StormCAD
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FlexTable: Manhole Table
Label Diameter Elevation Elevation (Rim) Flow(Total Out) Hydraulic Grade
(in) (Ground) (ft) (cfs) Line(Out)
(ft) (ft)
A-22 48.0 764.76 764.76 1.34 759.56
A-31 48.0 761.24 761.24 3.93 755.32
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FlexTable: Outfall Table
Label Elevation Boundary Condition Type Hydraulic Grade Flow(Total Out)
(Invert) (ft) (cfs)
(ft)
A-10 755.00 Free Outfall 755.34 0.98
A-30 753.75 Free Outfall 754.51 3.93
EX-OUT 750.10 Free Outfall 750.54 5.22
EXA-OUT 753.92 Free Outfall 754.84 9.36
EXB-OUT 755.76 Free Outfall 756.45 2.91
EXC-OUT 738.00 Free Outfall 739.93 32.21
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1 0-YEAR
STORM

FlexTable: Catch Basin Table
Label Elevation Inlet Inlet Flow Flow(Known) Flow(Additional Capture Hydraulic Spread/Top Depth Longitudinal Local Grate Curb Manning' Road
(Ground) Location (Captured) (cfs) Subsurface) Efficienc Grade Line Width (Gutter) Slope(Inlet) Intensit Length Opening s n Cross
(ft) (cfs) (cfs) y (In) (ft) (in) (%) y (ft) Length (Inlet) Slope
(Calculat (ft) (in/h) (ft) (%)
ed)
(%)
A-11 760.45 NCDOT 840.02 On Grade 1.50 0.00 0.00 57.2 755.71 9.6 2.3 1.00 7.100 3.0 3.0 0.013 2.00
A-18 761.18 NCDOT 840.02 On Grade 0.85 0.00 0.00 70.7 756.95 6.3 1.5 2.00 7.100 3.0 3.0 0.013 2.00
A-19 761.37 NCDOT 840.02 On Grade 0.88 0.00 0.00 69.9 757.44 6.4 1.5 2.00 7.100 3.0 3.0 0.013 2.00
A-20 764.00 NCDOT 840.02 On Grade 0.62 0.00 0.00 91.4 757.70 3.4 0.8 17.00 7.100 3.0 3.0 0.013 2.00
A-21 763.10 Double NCDOT In Sag 2.64 0.00 0.00 100.0 758.82 11.3 2.7 7.100 6.0 2.00
840.14
A-22.1 764.34 NCDOT 840.02 On Grade 0.25 0.00 0.00 92.1 759.93 3.6 0.9 2.00 7.100 3.0 3.0 0.013 2.00
A-22.2 764.41 NCDOT 840.02 On Grade 0.29 0.00 0.00 90.2 760.06 3.8 0.9 2.00 7.100 3.0 3.0 0.013 2.00
A-23 763.33 NCDOT 840.14 In Sag 1.80 0.00 0.00 100.0 760.23 10.6 2.5 7.100 3.3 2.00
A-31.2 760.37 NCDOT 840.14 In Sag 0.12 0.00 0.00 100.0 755.74 3.0 0.7 7.100 3.3 2.00
A-32 758.18 NCDOT 840.14 In Sag 2.56 0.00 0.00 100.0 755.97 13.0 3.1 7.100 3.3 2.00
A-33 760.24 Double NCDOT On Grade 1.93 0.00 0.00 74.0 755.98 8.9 2.1 1.50 7.100 6.0 6.0 0.013 2.00
840.02
A-34 760.19 Double NCDOT On Grade 1.97 0.00 0.00 73.6 757.21 8.9 2.1 1.50 7.100 6.0 6.0 0.013 2.00
840.02
A-OCS 758.92 OUTLET CONTROL On Grade 0.00 0.00 4.19 100.0 754.01 0.0 0.0 2.00 7.100 0.013 2.00
STRCTURE
EXA-1 756.42 NCDOT 840.02 On Grade 1.58 0.00 0.00 57.4 753.81 8.6 2.1 2.00 7.100 3.0 3.0 0.013 2.00
EXA-4 758.86 NCDOT 840.02 On Grade 0.89 0.00 0.00 69.7 755.50 6.4 1.5 2.00 7.100 3.0 3.0 0.013 2.00
EXA-5 758.11 NCDOT 840.02 On Grade 0.32 0.00 0.00 88.4 755.65 4.0 1.0 2.00 7.100 3.0 3.0 0.013 2.00
EXA-6 758.32 Double NCDOT On Grade 1.59 0.00 0.00 75.8 755.75 7.7 1.9 2.00 7.100 6.0 6.0 0.013 2.00
840.02
EXA 757.92 NCDOT 840.02 On Grade 1.53 0.00 0.00 58.0 755.74 8.4 2.0 2.00 7.100 3.0 3.0 0.013 2.00
6.1
EXA-7 758.60 NCDOT 840.05 In Sag 4.12 0.00 0.00 100.0 756.06 9.7 4.3 7.100 16.0 2.00
EXB-1 758.90 NCDOT 840.02 On Grade 1.63 0.00 0.00 56.7 757.26 8.7 2.1 2.00 7.100 3.0 3.0 0.013 2.00
EXB-2 759.89 NCDOT 840.02 On Grade 1.84 0.00 0.00 54.2 757.28 9.3 2.2 2.00 7.100 3.0 3.0 0.013 2.00
EXB-3 761.07 NCDOT 840.02 On Grade 1.00 0.00 0.00 67.2 758.59 6.8 1.6 2.00 7.100 3.0 3.0 0.013 2.00
EXC-1 752.82 NCDOT 840.02 On Grade 0.00 0.43 25.54 100.0 742.13 0.0 0.0 2.00 7.100 3.0 3.0 0.013 2.00
EXC-2 749.75 NCDOT 840.02 On Grade 0.00 2.13 0.00 100.0 746.51 0.0 0.0 2.00 7.100 3.0 3.0 0.013 2.00
EXC-3 752.39 NCDOT 840.05 In Sag 11.07 0.00 0.00 100.0 748.88 18.8 6.5 7.100 16.0 2.00
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FlexTable: Catchment Table
Label Outflow Element Runoff Time of Use Scaled Flow(Total Out) Scaled Area Area (User
Coefficient Concentration Area? (cfs) (acres) Defined)
(Rational) (min) (acres)
A-11 A-11 0.900 5.000 True 2.63 0.409
A-18 A-18 0.900 5.000 True 1.20 0.186
A-19 A-19 0.900 5.000 True 1.26 0.196
A-20 A-20 0.900 5.000 True 0.67 0.105
A-21 A-21 0.900 5.000 False 2.64 0.509 0.410
A-22.1 A-22.1 0.900 5.000 True 0.27 0.042
A-23 A-23 0.900 5.000 False 1.80 0.342 0.280
A-32 A-32 0.900 5.000 True 2.56 0.397
A-33 A-33 0.900 5.000 True 2.62 0.406
A-34 A-34 0.900 5.000 True 2.68 0.416
A22.2 A-22.2 0.900 5.000 True 0.32 0.050
A31.2 A-31.2 0.900 5.000 True 0.12 0.019
EXA-1 EXA-1 0.900 5.000 True 2.75 0.428
EXA-4 EXA-4 0.900 5.000 True 1.27 0.197
EXA-5 EXA-5 0.900 5.000 True 0.37 0.057
EXA-6 EXA-6 0.900 5.000 True 2.09 0.325
EXA-6.1 EXA-6.1 0.900 5.000 True 0.10 0.015
EXA-6.1 EXA-6.1 0.900 5.000 True 2.54 0.394
EXA-7 EXA-7 0.900 5.000 False 4.12 0.609 0.640
EXB-1 EXB-1 0.900 5.000 True 2.88 0.447
EXB-2 EXB-2 0.900 5.000 True 3.39 0.526
EXB-3 EXB-3 0.900 5.000 True 1.48 0.230
EXC-3 EXC-3 0.600 5.000 True 11.07 2.578
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FlexTable: Conduit Table
Start Node Invert Stop Invert Length(User Slope Diameter Manning's n Velocity Flow Capacity(Full Flow/ Hydraulic Hydraulic
(Start) Node (Stop) Defined) (Calculated (in) (ft/s) (cfs) Flow) Capacity Grade Line Grade Line
(ft) (ft) (ft) ) (cfs) (Design) (Out) (In)
(%) (%) (ft) (ft)
A-18 755.95 EXA-4 754.44 132.9 1.14 18.0 0.013 6.62 6.71 11.20 60.0 755.50 756.95
EXB-3 758.20 EXB-1 756.73 103.5 1.42 15.0 0.013 4.32 1.00 7.70 12.9 757.26 758.59
EXB-2 756.74 EXB-1 756.53 34.4 0.61 15.0 0.013 3.79 1.84 5.05 36.4 757.26 757.28
EXB-1 756.28 EXB-OUT 755.76 103.7 0.50 15.0 0.013 4.24 4.38 4.57 95.8 756.61 757.26
EXA-4 754.30 EXA-OUT 754.00 43.4 0.69 36.0 0.013 6.58 14.28 55.46 25.8 755.05 755.50
EXA-5 754.39 EXA-4 754.33 48.8 0.12 24.0 0.013 2.87 7.44 7.93 93.7 755.50 755.65
EXA-7 755.24 EXA-6 754.81 54.7 0.79 15.0 0.013 5.08 4.12 5.73 72.0 755.75 756.06
EXA-6 754.80 EXA-5 754.40 56.4 0.71 24.0 0.013 5.64 7.18 19.08 37.6 755.65 755.75
EXA-1 752.96 EX-OUT 750.10 60.9 4.70 24.0 0.013 10.46 5.77 49.03 11.8 750.57 753.81
EXC-1 738.50 EXC-OUT 738.00 229.5 0.22 30.0 0.013 7.50 36.83 19.15 192.4 740.06 742.13
EXC-3 747.69 EXC-2 745.71 149.5 1.32 24.0 0.013 7.95 11.07 26.04 42.5 746.62 748.88
EXC-2 745.21 EXC-1 745.06 24.5 0.61 24.0 0.013 6.16 13.03 17.70 73.6 746.34 746.51
A-22.2 759.85 A-22.1 759.74 20.0 0.55 15.0 0.013 2.15 0.29 4.79 6.0 759.95 760.06
A-22.1 759.64 A-22 759.20 88.1 0.50 15.0 0.013 2.49 0.53 4.57 11.7 759.70 759.93
A-20 756.82 A-19 756.50 1.01 18.0 0.013 5.95 5.18 10.56 49.1 757.44 757.70
A-23 759.68 A-22 759.20 96.3 0.50 15.0 0.013 3.50 1.80 4.56 39.6 759.74 760.23
A-21 757.99 A-20 757.02 76.3 1.27 18.0 0.013 6.30 4.65 11.85 39.2 757.67 758.82
A-11 755.25 A-10 755.00 36.9 0.68 18.0 0.013 3.67 1.50 8.63 17.4 755.43 755.71
A-31.2 754.96 A-31 754.64 63.4 0.50 18.0 0.013 4.28 3.97 7.45 53.3 755.62 755.74
A-33 755.21 A-31.2 754.96 50.5 0.50 18.0 0.013 4.24 3.89 7.41 52.5 755.74 755.98
A-34 756.68 A-33 756.57 20.5 0.54 18.0 0.013 3.65 1.97 7.69 25.7 757.09 757.21
A-32 755.31 A-31 754.64 127.4 0.52 15.0 0.013 3.89 2.56 4.67 54.7 755.62 755.97
A-19 756.50 A-18 756.06 53.0 0.83 18.0 0.013 5.71 5.97 9.57 62.4 756.92 757.44
A-OCS 753.17 EXA-1 753.09 37.8 0.21 24.0 0.013 3.13 4.19 10.41 40.2 753.81 754.01
A-31 754.54 A-30 753.75 157.6 0.50 18.0 0.013 4.73 6.41 7.44 86.2 754.73 755.62
A-22 759.10 A-21 758.09 176.5 0.57 15.0 0.013 3.90 2.26 4.89 46.2 758.82 759.70
EXA-6.1 755.01 EXA-6 754.83 12.1 1.49 15.0 0.013 4.98 1.53 7.89 19.4 755.75 755.74
StormCAD
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FlexTable: Manhole Table
Label Diameter Elevation Elevation (Rim) Flow(Total Out) Hydraulic Grade
(in) (Ground) (ft) (cfs) Line(Out)
(ft) (ft)
A-22 48.0 764.76 764.76 2.26 759.70
A-31 48.0 761.24 761.24 6.41 755.62
StormCAD
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FlexTable: Outfall Table
Label Elevation Boundary Condition Type Hydraulic Grade Flow(Total Out)
(Invert) (ft) (cfs)
(ft)
A-10 755.00 Free Outfall 755.43 1.49
A-30 753.75 Free Outfall 754.73 6.24
EX-OUT 750.10 Free Outfall 750.57 5.76
EXA-OUT 753.92 Free Outfall 755.05 14.22
EXB-OUT 755.76 Free Outfall 756.61 4.29
EXC-OUT 738.00 Free Outfall 740.06 36.56
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Profile Report
Profile: A-10 TO A-11
A-10 TO A-11 - 10 Year
760-600000000001
760-400000000001
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Station (ft)
StormCAD
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Profile Report
Profile: A-22 TO A-22.2
A-22 TO A-22 . 2 - 10 Year
764.800000000001
764.600000000001
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Station (ft)
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Profile Report
Profile: A-30 TO A-34
A- 30 TO - 1 0 Yea r
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Station (ft)
StormCAD
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Profile Report
Profile: A-31 TO A-32
A-31 TO A-32 - 10 Year
761.400000000002
761.200000000002
761.000000000002
760.800000000002
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Station (ft)
StormCAD
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Profile Report
Profile: EXA-6 TO EXA-6.1
EXA-6 TO EXA-6.1 - 10 Year
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Station (ft)
StormCAD
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Profile Report
Profile: EXA-OUT TO A-23
EXA- OUT T - 0 year
785
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764
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Station(ft)
StormCAD
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Profile Report
Profile: EXA-OUT TO A-OCS
EXA-OUT TO A-OCS - Charlotte 10 Year
759.000000000002
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Station (ft)
StormCAD
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755-1666

Profile Report
Profile: EXA-OUT TO EXA-7
EXA- OUT TO EXA- 7 - 10 Year
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Station(ft)
StormCAD
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Profile Report
Profile: EXB-OUT TO EXB-2
EXB -OUT TO EXB -2 - 10 Year
759.90000000000
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Station (ft)
StormCAD
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Profile Report
Profile: EXB-OUT TO EXB-3
EXB — OUT TO EXB — 3 — 1 0 Yea r
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Station (ft)
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Profile Report
Profile: EXC-OUT TO EXC3
EXC - OUT TO EXC3 - 10 Year
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Station (ft)
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Profile Report
Profile: EX-OUT TO A-OCS
EX-OUT TO A-OCS - 10 Year
759.000000000002
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-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105
Station (ft)
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Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday, Feb 23 2024
<Name>
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.39
Total Depth (ft) = 0.50 Q (cfs) = 0.800
Area (sqft) = 0.46
Invert Elev (ft) = 765.00 Velocity (ft/s) = 1.75
Slope (%) = 1.30 Wetted Perim (ft) = 2.47
N-Value = 0.030 Crit Depth, Yc (ft) = 0.34
Top Width (ft) = 2.34
Calculations EGL (ft) = 0.44
Compute by: Known Q
Known Q (cfs) = 0.80
Q=CIA
C = 0.30
I = 4IN/HR
A =0.64 AC
Elev (ft) Section Depth (ft)
766.00 1.00
765.75 0.75
765.50 0.50
765.25 0.25
765.00 0.00
764.75 -0.25
0 .5 1 1.5 2 2.5 3 3.5 4
Reach (ft)

A-10 Appendices
Q = 2.54 CFS 12'
D50 = 0.5
DMAX = 0.75 4.5' 12'
THICKNESS = 1.0
3 o It 1 1,':
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

A-30
Appendices
Q = 8.41 CFS 10'
D50 = 0.4
DMAX = 0.6 4.5' 12'
THCKNESS = 1.0
3o . , . I11 l I,!:
1 l I .1I.
Outlet W = Do + La 90 `im iin I I III
i,pipe ;uulluul'1
diameter (Do) I. . " iliil1iri111I 1 I
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

EX-FES
Appendices
Q = 16.73 CFS 20'
D50 = 0.6
DMAX = 0.9 9' 23'
THCKNESS = 1.5
3 o . , I I it I 1,':
I l 1 .�I.
Outlet W = Do + La 90� `iiil m I ' III
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pipe
mull, !
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diameter (Do) 80 1 i. iiiiiiiii`i=1i I :n%itil,l
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3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Phase I - Sediment Basin A
4.400 Disturbed Area (Acres)
10.692 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 ft3 Okay
14610 Actual Surface Area ft2 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
Stage Storage Yoe-me Table
Cortege Bev Contour Ana... Ynaemetal OWN w) Avg.bid A±w haemeAal Vol (alit) Avg End Asa CumAilve Vol.bu_R) Corte ksemaaal Vol.OLIO Corte Qamiabve Vol.b a.R)
755 000 427153 N/A N/A 0 00 WA 0.00
755 000 9.301.90 0-000 0 00 0 00 000 0 CO
756 000 1277.40 1.000 5289 65 5289 65 4675,45 4675 45
756 000 10.567.86 0_000 0 00 5289 65 0.00 4675.45
757 000 11.846.94 1000 1120740 16497 05 11201.31 15876 77
758 CO3 13.174,37 1.000 12510 65 29007 71 12504.78 2838155
759.000 14.610.53 1000 13892 45 4290015 13886.26 42267 81

Phase I - Sediment Basin B 1
2.400 Disturbed Area (Acres)
5.832 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 ft3 Okay
7580 Actual Surface Area ft2 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
stage storage Mc-.rt x,
Costa,Bev Cmfar hea. Inavndd Dew ft l Avg End kea fwemerfd Vol la+.ft) Avg End lima Cunleeve Vol lou ft) Conc h+aemertal Vol lou ft) Cars Cunletne Vol.leu.*)
751 000 3297 52 WA WA 0 00 WA 0 00
752 000 4.148 71 1 000 372311 372311 3714 98 3714 98
753 000 5.056 45 1000 4602 58 8325 69 459510 8310 08
754 000 6.020 75 1 000 5538 60 13864 29 5531 59 1384167
755 000 7,04160 1000 6531 18 20395 47 6524 52 2036619
756 000 8,11900 1000 7580 30 27975 77 7573 91 2744010
757 000 13,44121 1 000 1078010 38755.87 10668 90 38609 00
757 000 9252.95 0 000 0 CO 38755 87 0 CO 38609 00

Phase I - Sediment Basin C
2.000 Disturbed Area (Acres)
4.860 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 ft3 Okay
2413 Actual Surface Area ft2 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
Stage Storage Volume Table
Contour Elev... Contour Area... hcremetal Depth fft) Avg.End Area Incremental Vol.(cu.ft) Avg.End Area Cumulative Vol.(cu.ft) Conic Incremental Vol.(cu.ft) Conic Cumulative Vol.(cu.ft)
754.500 825.00 N/A N/A 0.00 N/A 0.00
755.000 1.044.00 0.500 467.25 467.25 466.18 466.18
756.000 1.532.57 1.000 1288.28 1755.53 1280.49 1746.67
757.000 2.078.54 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 4683.98 0.00 4667.16