SW3171201_Stormwater Report_20230810

BOHLER /
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
PREPARED BY:
BOHLER ENGINEERING,NC,PLLC
1927 S.TYRON ST.SUITE 310
CHARLOTTE,NC 28203
[phone]
\`\`,,III,,„,
\�� CARO,,"/;
if S
S AL
046878 _
J Z.
o V
EN°°tAc ,
''r�,,,,,,,,'''' 8/4/23
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
I . ,
. , • 35°36'3Cf'N,
4
i4.04v 4iiiltriii401161Witil4k,APIP'w.
—7-171 r..._ I . ":If.'• : • ,/l'
..i.
1 /
all
_,r, / / , _• .. NO" ill, ...- ' , , ;44,014n 1
• td,
41„1-t,..,, . , . 1 , •
1 / / . . .- • ce
-...*? VnB2 VnB2. u- ': • .... • •
. •
_ •• „
, ••••.4' ' ' / .' -' . . _
/
4 A 1
'A1 t , )
an!
WE1A.
ii 7 1
... -ii.
1 .• ,
- ..
...44
r
milfainr,
Nqiik.--.........t.
, ) • -
• . ,.... Wii
••
....,., o
i I
g--- ,- ., ,.,.
o illillit:
I -.— ii111114_ _ 1 e. .
.. . . ... I
Soil Map may not beovalid at his-scligan' .
.kalk-_ , .111110iminmel,i .......- 1_,..r ,. a I ;
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
.
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
OPORTO' 7.7
nd,, el
S_
5
i
Granite
—.-Wuarry
85 I
Rd
•F ai th
•
el
3km
2mi
Lar a scale terrain
p
•
t• Bristol
v
ty• 0
Ci ,^ Winston-Salem
• • Durham
Greensboro •
itches Raleic
•
•Asheville i....
NC>RTHIC .ARC>LINA
•Char Otte Fayetteville•
•Greenville
10t.
,_.--. 60mi 4111L1/4.)LINA Wilmi
Large scale map
43wt Brisfol
0 Johnson City .
inston-S lem Q reensboro D fiam
Relei9
Asheville © North
ICarolina
...\s" ,
arlotte
!' — + ill
Greenvale
100km
60mi
Large scale aerial
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
• Winston-Salem
Greensboro Durham
Ratei_
Asheville
• North
Carolina
Charlotte
Greenville l
•
III
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=depth&units=english&series=pds 4/4

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
+PORT Ci'.7.7.4�
nd,,61vd S_
5
i
Granite
—.-Wuarry
85 I
Rd
•F ai th
el
3km
2mi
Lar a scale terrain
p
• •
t Bristol
v
ty• 0
Ci ,^ Winston-Salem
• • Durham
Greensboro •
614k:hell R a l ei c
•
•Asheville wom'�
NC>RTHIC .ARC>LINA
Charlotte Fayetteville•
•Greenville
10i
..,..— 60mi 4111LOLINA W ilmi
Large scale map
43wt Brisfol
0 Johnson City .
inston-S lem Q reensboro D fiam
Ralei9
i Asheville © . North
...\s" ,
I Carolina
!' — + ill
Greenvale
100km
60mi
Large scale aerial
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
•
III
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

�.,-
N/F
P/N 5667-06-49-363 \ aK
PO 404 002
'�/'V 5667 4p480p2 ALAN IV BEGS/E -
SHgN?06-.3g,g _ OB 1289-319 \ c7 9c
Oa r Rq'�ONFS 57v I I�"-- ZONED RL a
lo
ZONjNC,oU,9 2"121 a Z w w
,,l l ar c7 w
� % ;�/N'Sss�0�B9r_,__ - �� __ _ -- __ - CD Di
c
lire:;
l l E'OREY -1.9gg-_- 'r - SC— iD --_�am1NE__ - - .. W Z >z O w m s� >REE1i+ / I REA,/0 ,( ll � f� _- _� —�-1 �Wupi�SQZ¢ `i
l l a6 3s NE _:- _
U
O p a � e�o
'��l+�m � " � � �/ i�1 ZgoN�EN �so
// .�� ,� _ / ® f: , 589.52'59 E 69.7. 69.00' \R. I �pp ,I LAJ - a ap
/ e � N89°52'S9'1N \ I _15a. i -,5 W J N a €o
,
I
LLI w
/
N F •., I' sp17 N ff
7411111111A
dy/Y�'" ;: ;< �' 1009 'j� NA - �; l,' - I I y iier / (KA* �I so
P/N 5667-06-39-847 / /' I \ II mER
l / / "`' N MARCUS DIXON,,/� ,, -N �'- 1 - I N/F I
' ;'� OB 1359-B1d j l' /� : ■ ��I P/0 404 140 \ 7 (I
' -" ZON/NG PUD: / ,/A / 1 P/N 5667-06-49-4396 '/� // 1 8'
`� // Nam`. _ I ROBERT✓DAMRON 4- // ,1 ° ' 7 V P
.MIIIw OB 1045-835 I ( ''I REVISIONS
�A ='�' w ZONED RL !� I�
�sFo ti� \.' ,�/\ / / I A
�'\�,''/ / ^ I , - I A-32 II REV DATE COMMENT
O'''C� O�o \\ �u/'�;� / / I ■ I 11 / SW/BM
G�6' 09 \� '``� _ • ), I / 1 12/30/22 NCDEQ COMMENTS
�O�i� `?9 �y<' fry,,,,,, I / RAM
/J` a I I Q I I o ' I/ 2 04/25/23 TOWN OF GRANITE PAB
QUARRY COMMENTS
0.34ACRES Q s�l MM
% I / , ATER SOM
- 4 00234.
/ 9 _ __Raf
LJI
I_ g QO ��d26 / 042ACRES 042ACRES ®� — — — — - — — — — ��...
pri,......a I g9 s�Ao j� j__ ✓=" �ma1l ��■�WI;t i,, l ;�. II, I
ohs os o / // ■•, ��■mivii
_� J �
�o iP `�.9' ;'' / / �1 I `f I I \ \ j76i- f0'370R D 1 /
�Gc 9���0 ;" j// -; h A .,�I i
�� e I- -'� I PRE. N \ DRAIN 8 MAINTENANCE E-N�EMENi I �- Iii
' /�
�� • ,�7/ftfr., /// -' \ ® — Mai him Iit �ll��� �� q � �s Fror �'\ ���� ``VI
sy� /-- ® 0� I� ��■ A-31 II I'. `.� �/ K�owwn.lgbelDW.
so�Pr'6� �',� �� // IYI �9���1�1 ( f ::,/, € Call9eroreyoumg.
06, j, ,� ( i imm�� III_ �IY ■ �� I ALWAYS CALL 811
•� // �W� di
I - -; 1,‘,/
it's fast It's free.It's the law.
111
pi
' �� =� ���� �o f �� co k��a ISSUED FOR PERMIT
o ,ti a a AND APPROVAL CONSTRUCTION
406839¢7054 - h� �; ,/ / � �, 11,- Iy $ ( ,HsowDOCUMENT�H.E�INDICATED OTHERAVANG IS INTENDED FOR MUNICIPAL AN0/013 WISE
29"SOE �✓ ,_ 111 �� �' e Kt � : PROJECT No: NCC202055
BIES NC LLC ('iJ� �' �. --�� ;l --- I Q I ��/297-258117'Z'f, } .-ALLEY -r - „� �� I DRAWN BY: Rsw
V ALI / I• K $ CHECKED BY: RAM
ONG RID I- - - -- r Y ,„..I. DATE: 04/26/23
1 SKr 'S9'E 54.00' 889.52'59.E 111.00' �N89.52'S9.'W'111.00' I r I N89.52'591W 1 A-11 / NI
i/ '� (Q I Q J CAD I.D.: IDAM-0
,I iE. � ',d�iiJt•���_�_ ��ii�f��.�_ ii�i♦fi , rp {=
N F N F N F I ''" a v. U� II ll F 1� I v �,2 gl ' g PROJECT:
/ , �o �- I■■■■■ ', i�I �' WIC �Ii �'� "�1 _
IUD 4048003 I P/O 4048002 P/D 4048001 i�f���� �� �� ion ri 0.41 ACRES �, 1 r '11::
II ; �
lP/N 5667-06-39-8024 4N 5667-06-39-8094�P 5667-06-39-906$ ICI '� \ �.
LG/HOMES NC LLC♦ LG/HOMES NC LL LG/HOMES NC LLC iii
/ , - CONSTRUCTION
pe 1297 25a DB 1297 25a DB 1297 25a o j I /r '- DOCUMENTS
ZON/NG PLO ZONING PUD I ZONING PUO 25 25 27 25 29 o �-
y //j i¢
C .4IxW�A' -,I _ ✓I FOR
1 J■ g :;.
C/p- GN�X Ls`�� C\ IN CI_ _ - - .. �_I I,� �� -F� fID ¢0 \ ICI I I e POE
wils-
-���me ma. - �� _ p LGIHOME NC.
;�� - _L/MST
O/V ��
HOMES,
� ETER�C.E—s I I I I I I I K� I I I I 13 '-11 \ w 8 VILLAGE AT GRANITE
I
on vgR/AB[E WO/Pu9ucR I r-sue-s s- J ®Ig f ,III - TOWNHOMES
Aso _ I I 0.19 ACRES ,l
_lye BOOK s99$PACE ED I I I I r'S rt° I I I 0.20 ACRES EX4 I I 310 LIMESTONE TERRACE
_ C N�rJraNavNEB I ,-'ICI ICI ICI 131 I4I I A '-
�5N� -- ___ I I (I � I I I )'I / ROWAN COUNTY
,a I_ _ __
•_� -22� III I _
�L�s o II F GRANITE QUARRY,NC 2814
, �' /`, s oR��i __ "ice i=wqa- r .1 �. 1 — ICI i t i�i
I
�1
o I�■� `��� OS ACRES II 0.06 ACRES PARCELS 404 144,404-145,
.IB' P" 2 STORM _ _ .- - 0. — •, d I 404-142 AND 404-143
\Ir,O rwV1w�11A�A-22.11 5�' ,� --. - �R � ��� _"" - .—goo—_ 0.02ACRES
_.'i NUMB P-1132
620ACRES igois��_ ®' — _` � BOH LER//
N/F N/F III _ -_ -- -______ 4‘70 f 1 _� Iii
JI� BOHLER ENGINEERING NC,PLLC
0.04 ACRES _ X ��II 19< P/O 404B087 P/O 404B086 y A-2� E'`� I •�'- 1927 S.TRYON STREET,SUITE 310
, mv ' PYN 5667-06-38-9816 iP/N 5667-06 38-988.• 1 - I ��__
a h LG/HOMES NC LLC LG/HOMES NC LLC ill
- CHARLOTTE,NC 28203
a a 8 d OB 1297-258 OB 1297-25B / m - •� •� II
-" l Phone: [phone]g I: _�o s 0.33ACRES Fax 980)27z-gaolh ZONING PUD ZONING PUO I 0.10ACRES t g8 ■iI IA-23 I -- 1 NC((�ohlerEng.com
= z v i°'- s:117 �. i ���I � EX6
o _ I ssa°15 I Ipp7� I A-21 I�I — - CR
- I 2d ——cacn� �— - 0IN - _..��:,r°�!�Imo- . ��I .,.,P0 29 ACRES q
A7/IglE90HNOFNNOCE
_ T — 0.04 ACRES I 1, L.(� �DOTP /��SWJI�t
� �' - - - -_ _=_ ,—� I
EX8
,
I 046878
r ` J .Fyc Ec ,
2164,��
i !Aar - _. �,Ink,JwCe O: >zsGu. i ------_--- ------ - CfNI NMG���091023
I I , •
j A t
���� 6 ACRES
yl P/D 4048088 _, - �� -- - - -- ---
/ - __ - —p" �]____ SHEET TITLE:
�' INLET
;IRO 5667-06-38-9724 / '--- L — — — — — ASPH.QL TPA�ED'- =1 - �- P�
ELYZABETH McKENZ/E A l
KIRK McKENZ/E f--� -- _ ACCESS SROA1� — —
,' -XJN/NG R-10 I __ 4....... E, - fr guar io kruNv - _I Q ��__ w DRAINAGE
—= I
AREA MA
�h�/I VI- P/O 404 004 :
P/D 404B089 P/N 5667-06-48-2665 SHEET NUMBER:
/ �'?%1I/,5667-06-38-9628 CURT/5 R KESLER&
I FODAY DYER SR �I AMANOA KESLER
SE/0/KENNEH I '•‘,I DB 1243-552 �' 3
/ OB 1353-455 I ZONED RI 40 20 10 0 40
_- / ZONING R-10 1 Il
0�- i "�- 1``, __ _ L.,_ 1•=40'
Q J REVISION 4-09/04/2023

I I • 700 /V'- P/N 5667 0 -49-3631
----
p ALAN K BEGB/E
//,4N]pA6-39,95� '-01-BY'8 OB 1289-319
' 20 13802 3gS 7 �� ZONED RL
,
N/NG pU0 1o'wr _ \ O o
,
z
/; l ,� -- -- "c_ saros�.1•E s72a4• w
v C1a
ego _ _ ! e- a z w
l N
BeELN TREEL/NE BR %FELINE_Igl - O / — JJJ` l/ l ( ))
hen
EA'L" UO \ l \ _ _
\ .j
•
� AREA UNDEFAINED IN APPROVED PLANS FOR � Z�O:f Q�N �
NXfL
LLI wa I-
/ my ah7atBs' 11 ;a. 'it / \\ �z 6-7 /IO , i1 i l ,M ^ A Z_ o Z c¢i y a a�
'mil 5 AO 4�'AS-BIA[IsJ �_„__ - \ 1 / 9"I killf'N'
= Z g O O
y Ri OAF71175• I \ / L9 re
z m a z
q�, �j�7a NNM7457/ N/F f ><,_ .'� �. - --7 I I '� Z a g 'R
//� ;(BRrf22 RI'AS DRAINS TOIX.BMP 3A009 l , I I so O W ~ 5
G, `E' l 24`C4IK h / N I Ce U 1
�s PiN sss�os 3s 8 1/ �Rl V 1,1
k J � I� w_
//�,.'�' � MARCUS D/XON;,�� :..♦ / l — --/s6-- 7Bo=_'I
— as 1359-81/% I I k R/0 404 1; 1yh
/ �ZON/NG PUD, �� �� V I \ P/N 5667-06, /' �� li
U PI
8
/ \ �, TA9Y R \ ► BYP" I I ROBERT✓ AREA DRAINS TO BMP S IN APPROVED PLANS FORM, m
/ /I �� \ is/ I /I :` 1) _' f I EVA "/ VILLAGE AT GRANITE QUARRY PHASE (SW3771201),
?aa/ uEn9 / ,/ \ \\ \\ I'I DB I, BASED ON SITE TOPOGRAPHY,AREA DRAINS AWAY
/ ,2 \� / ,� \ IT .D /� FROM SITE \
��6,�23 s ,%(\,j•I/ 1.86ACRES )
6
- �o�� ���oo P01-3 /. / A I ��� REVISIONS 0.14 s.
S 9 '/
j0'1%'590 Oy�a y`\y�,. �'lX,$SNA,S7NB , I I I / / ^ REV DATE COMMENT CHEM.,'
Gp %IXfWT Nt7 24Ji j ,.��j/J/:/ \ '�/I / 1 '' , 12/30/22 NCDEQ COMMENTS SRAM
TOWN OF GRANITE PAB
4OM
56,O \ 1f'HCP/M; ���" ✓ 4/� ��' N/F '�-,y,1 / 1759 2 04/25/23 QUARRY COMMENTS SM/RAM
-� _ PID 404 144
� 06�00 A NT •
,ry/ —/ PIN 5667-06-49-1233 �_ I I /N/ I I'' I 3 05/12/2023 SUB2 COMMENTS SRAM
ti B ORAIAIAk ` 56- I LGI HOMES NC LLC I / 8
��ti s-. ,„��� ���' _156� DEEDED ACRES 4.42 1 _ `� _ � h ,,-= a oeroa/2D23 REVIs oNsoRMwATER soM
� ; �� DB 1297,PG 258 % I _ s oe SETBACK �..� ������..�������.�
__
�py4. ..0 2\ O /� %/ , fi / / - 1 ZONED --_ IRE¢LNE a, —_-
s x y I
G 58 / NED PUD 9995,PG 89 _ u9rwT -__ 7 /—i\ m
��o ,� 0� 7 - 6 -'/ - 3 h1 N
_ MB
'� '� /, / ,. 1 16 \, 6 I / oP�1BrNTo4m= €
sz
S�G / 62
\ \
�o�'��' �'� .)(//,'; ' :/ /,� j58 / � E1 I / 1� ��% _ jell/^ '�I Igo BC REoE�iKEoI B
�a ig < � / S P ;,, �
N
%� J / I - _ :_- / �I ,a;ROLE(APF6a,Y`) 1
j 1.95ACRES - I8�' �j�' .;y // ��1 I �s� Il
�- PER APPROVED PERMIT algi171201J ','� /Z\ /'; ` ,,,„ ,
'7' s� / / �� / I I ORNN4CEAREA TO BMP 6=6 ACRES / 7I 'j' , � �' ��%
,� / I CN 73 I I Know what's below.
/ / N� V'./ I I TC5MN ;I A ' g� // ; ! $ Call before you dig.
yA' f h
' / / / _ I t N/F / ;��'I ,, 1/ 6 ^0 I ALWAYS CALL 811
1' '�1 ! '° PID 404 145 I I f'-, Y f"� €
�ti��y,,'/ _ / I I / ; ° / a $ h It's fast It's free.It's the law.
��\-4. Jr- % aslo sv I I PIN 5667-06-49d162/� / I I I,e� /// o�
b� LGI HOMES NC LLC ) , � ! g
j 9
— T g
T, — _ — _ - _ DEEDED ACRES 1.78 / h 4 g
�V' " --_ --------. x9'i1•W 140.00' �� PLAT PAGE 7805 I I '° IItil/ Q° ISSUED FOR PERMIT
04B004 / 3,�2n
�uRI Z577o�, _ 8 Q o%I
06-39-7056-Ir' tsvJo-�. _ � o& 'tip _ I y I ZONED PUD I I�I'� I I'���7� /�� P0�-V ��V� I I:S NC LLC _ =�„6 -L�a�'1IsaEi _ '1 /I ;1
Id"HfP,ft1'L9F 41'- 161 _'_C': �
c7PUo { r _ e�1 gyp, I I II �� �;w ' Il� g; _ B� I g DOCUMENT UNLESS ess rvo�,Eoo.xeawse.COAVANG IS INTENDED FOR MUNICIPAL AN0/013 NSTRUCTION
\( arvo�PRo� corvs,R
p.-7,-('-
_ ^ �"o, 1. � �.„s rvo.�rvrervoeo asA
,AI 1 I W WJ PROJECT No.: NCC202065
kJ DRAWN BY: RSW
h N F N F N/F H- // ' y ( 1' �� 4-'ii- =�/X/T/7</E`I DATE: 04/26/23
CHECKED BY: RAM
0 4048003 I P/0 4048002 I P/0 404B001 I ,L.''' R \ I •
I I y 1' —'J I1/1/ h 1,"`1I CAD LD.: IDAM-0
P/N 5667-06-39-8054'FI/N 5667-06-39-6094i P/N 5667-06-39-90g I I'°�� \ / A ■ _p // �;�;�I -',� sue__ 154
LG/IHOMES NC LLe LC/HOMES NC LL' ILO/HOMES NC LLCo \ I I III'"'"" '%' �'" "'�A PROJECT:
:X BM /;o;
4B 1297-258 , OS 1297-258 DB 1297-258, A \/' I 1 h i, ,'I(I /:;? -1--i '',... 1'r
rv, ZONING PUD ZONING PUD ZONING PUD \ — J I 75� A /=�F / X B P B ^g
-765 l �i _ Y f+ CONSTRUCTION
�uB a�as �l =__---.7a5— I I 4.4ACRES q;L—. i% y o5/�
63 __ DOCUMENTS
c/D = e -1 _s FRorvr SETBACK _---_ _ _ B'�`a OFF OW goo - �, I 0.04 ACRES
-_ 7s/-eoo7s/ --- POI-BY - 7sa-- I', wA — _ I Z�"aaE �h l
wM 1 t
_ 9.28' �I wN ;"f0 _ , �€ FOR
1 I R
/ 5r—s=s�5—( 759 //IP//1'EASfNfi,� 11 W 16f80'iTIIFgLJU'V, 7EJ l- -75. (T-1-- -89°7/'S9'W 200819 TIAL7 _ 8A . o,y_-'Mi, a0\—N88�71•W 177./9'-ao -n___ a�• /'; I�` �52 \`,iI LGI HOMES, INC.
1 (TBA 37' BA II
.at; .,., s�' • • 6o'ATER I �� ' d on
/ - -- ,.
L„-9EST0/�ETER' I I ;I I, I I '+7s2/p l as�ENr(rBA/ �, I I I "�,o/a ma As \ ea7sso2 IA
_ AY l 14 IT-,_ spa _ I :a1'Nrnmv7
N1SO16F V v I� uARueLE xlOrN Rueuc R gvado7 I /' •I 1 41"-.I Ci,Bv7614 I I A
�-714'dY/I749f4' —'760 BOaK 9995 PAGE BBB9 FW/ %ZD ■ 51 tsgl� L -PROP.SA CUT LINE(TYP) L SOF T61/ I 1 II 1,1J',xP/,N'AI'75809"1� Id"FOP NY 15 CB Fm'SB1B' P`^'9fSSE��7/FB/1A/
� NNTr,W!/NTAINFO :/ I '/ &NT511 ■X BIYI • 1) I SS4H-7 •� 1o%P/N✓NJ 754$' q8 FOP M^✓10" 5� 1X4,,OW/
/aarm dV�as eNxrs/ / ncaFgiNq>ELctaTaN cr — I / i j V I caR810?J S I o667ar:y' I 1 II '., acP 1175s 1_`; Jr AN Xff75asa' ,ay 1. VILLAGE AT GRANITE
7so _ 1 I I - aB adpNT7 a�72 n!ur/na47n'raca as Lev ;E i,- ,,,,5 I I u I A
, "_, .-11881911•3814i3z'...,e,1- I---- _ 18 4vArER UTErzA[( ,aw 7sf .-75B TOWNHOMES
��o � SEu� "- -"'`o "•_ _ c 1 I I I 1N7sa� 1 1 ;ii- f"eRiv � 7sa.� _..1,T-, , �i
£� ,76',(p7f4�" —1723 9.18 -N8g 19"W 260.id' N' 'I,I Mgr
N(1/ 5Y GBRN7519T;
10 /S"mrzv7se'71763 �T r 15'FRONT ssi9ncK --•I--- 1 KeA— --55.03'-__a a7 s5 r 388°19.11 1A1-97 / �. 310 LIMESTONE TERRACE
e t
p ^ IB° P" Si0F1 i✓9NiK.-...,J 1'� �� - - FF�T /N/J I I Ira?,eWkV 7m07-I
tl�'� 0 79 ACRES -v:]:55 15 FCP al/J7d65/I E 17 ROWAN COUNTY\ . _ _ led 5 OeBeo-
:� 1B'4WOUT75B7B' ,, —— -__,_ dr- _ - _ - - _�' ' _ a /NI / GRANITE QUARRY,NC 28146
ao75s� \
e\ III. ��. / s., --- _---_ __ �/e
(e4E2 ones-says) .EATER any OFF UBRI Aso_ 75°^mr rrNa>
v • • ANO 0TERAL p54) x ttnxsnea l_ — s
m - ;I ,, / '�' N/ __ ��y-s> s/uee7y.7o — /5FRONT 404-142 AND 404-143
N/F / N/F' 81,,', e ��.-� .w'sAN/rARrsE!9ER -A64rNAse1/e1s/ .c�6,7"_J \ 06 \
ui F �� / FkSEMENF TH! -263 _ \
l `��W = P/D 404B087 ,' P/D 4048686;' n ;'�`o b = f --- ___ - A -�;
6<'
wN
•� PARCELS 404 144,404 145
IIll I, 6 �1', ,� _ �727E2IW OFF(TER) (p\� R
/ IlB P-1132
l oy n /mV 5667-06-38-9816,y'/N 5667-06H38798b� Y n 70� 1 3% 6A' IV 2� —\ -- __-________ ANo LATERAL(T&qJ \76�°NF ' '" \ • 1,� - "a'/ZSB.➢U' .+
mal I �La HOMES NC LLC LG/HOMES NC LC o g �- m ` 6,,. %1/ --------- - - -- - -.76J szNxrlN !\ 'mw4'7S7/70 BDNLER ENGINEERING
�; Boa 25B _ ,, �� OHELBER//
_ - ___ 310`
o h ZONING ROD ZONING^'HUD, 404 142 - ID 40?3 s
P
;- Q / m e eh R PIN 566-.. :-.821 -y-- -_�_ m P �s _--_-_ f WENT CHARLOTTE.NC 28203
T t PIN S8�7.c�18-1832 V '',1 Fax:ne (980)272-34001
LGI HOMES NC _ I
a ;
a.
/ DEEDED ACRES 5 768'
e N
- t4•'I DR 1297, '2 -- _ a O B! om
o ',I-BY' 10'PRNA/ES7QN o,4wlr X BYP s PL.,.•PAGE 7, 5 ------- - - q ---- --- --------
_ D PLAT PAGE 7805 1 I `�>J'
__ --I DB 1297,PG 258 a��
hl Eng.c
d
-asa• - _ �, 1, I,, -7551,rr PUM - - _ZONED PUD „C
o7
ZONED - -- -- - �I \
a
X B —
1 4 `/ 0.13 ACRES A 8 , 1, 6��
w
YP� R
h . ' -� Nam' • r J I� I \ = SEAL =
y
2 r -, 'kWN767Q7 - _ _ _ - 046878
I Na72>ge•w \Bavaap 044ACRES o�NaN - ENT — —
a
' P/O 4048088 rrs 3er-2B — - _ _
mixw�a..
y?y ,PIN 5667-06-38-972 /5'11'1112T0/ems ,� — — 2o'RSAx sm.e. _ _ ASPHAL TPA IILC �- 6� -7,,,,—:::::cLIH,_,,,,
\ 4 N M �r5 EL/ZABETH MCKENZ/E(O�'AS-'.31(�V�" _j \' �— -,D , �L_ 20 REAR9E K i m / OZB1354134 765 4821'— -7sa4-�'" '//K/RK McKENzrE Na0'3f3(• ,6> ss _ ACCESS ROAb/ y ` SHEET TITLEON/NG R-1D - - - - ,r.- RELAGEAT GTRANITE QUARRV PHASEI SW91]012,71 11, -,'� 64,Yf5•W 55211' Osq�=, / -_ - ---------�-- -j 4- 765----FW 000H 10 AfuNN _765 - -- - - \ PRE DEV.
�T, N F P/D 404 004
J \\ P/O 4046089 h, I 01-BY 5 w C/Mit. E DRAINAGE
/ / P/N 5667-06-48-2665
1 'Pl{V 5667-06-38-9628 CURT/S R KESLER& i p \ AREA MAP
�,' TODAY DYER SR AMANDA KESLER :X BMP,B /
SE/0/KENNEH OB 1243-552
- _ \_/ ZO/353 455 ', ZONED RL
SHEET NUMBER:
ZONING R-10 } �',
1 _- 1;•� 40 20 ,D S- 40
C-902
Q U 0
J I REVISION 4-08/04/2023

---- 1 1 NSIO 10B -- P/ LAN K 5E05 1
- ----- ,' ;�
N 56 363
'r/'AMTRg6 3-9,g7j ' '01-BY'8 05 1269-319
oa 73 `7<NES 11 ,- ZONED RL 5_.
ZONE 6�-g,J9 AREA UNOETAINEO IN APPROVED PLANS FOR
NC P(/� -'�.� VILLAGE AT GRANITE QUARRY PHASE (SW3171201) \ CD OG
., , / � Z 20
BY
w3
, /__ /, J w
fir ,6' r H�/ IX a z w �
% l / Ey gs_,3y ' -_ H.a .— . 0.33 AC -- -- - z w w> e
9 9¢6¢_ RES 3®_ Z wc�10- o=
6 -CAR
11 06, ONES. H;; :`l �G— I '' -- -_- --- W CD z w a= w Z II=
�E
/ /
UO
_ 35
/ \ ( / / y r / J� , 389°52'59'E 69.0 N69.52'S9"W 89.00'• ,� I c O p d K p
.-� o _ R. _ - W G
/ / ® /.:bq� _ _ __ L.6J?2\ -___�._r / Z U Z y y d Hg�
- C9 O o w
/ O ; �, / T� 1AM
Aiiilk _-! �2sx25'SIGHT DISTANCE \ f \f/ -I a ,,i
r/ // , : N F / / __ _ ' � TRIANGLE(TVP.) 1 1If W go
p� :l •009 '' if Ay' // _ � 11 i 0 6
P/N 5667-06-59 641 D L/ -1' _ I I w
`< MARCUS D/XON,';�� '. � n. .� 1 N/1 —,1 I y -El
' PB 1359 a1a• , IIIgal 3 C]1 �� Pioal t' / / ' . D ZON/NG PUP // / l' / - --- ME •.= I P/N 56; /�,' II O Bo
p CO 1
-1 / �� \ l p / ' /' \ � I I I ROB/ ARLA 40 3 GEAT DRAINS QUARRY 6 IN PHASE 1ROV31 PLANS FOR
—'7�'Sd/✓/T'A'fY l� VILLAGE AT GRANITE QUARRY PHASE SW31]1201
sEurR raseurur Ball 'IN 14 I I. ESA ' I I.
`� / / ' �I■ 1 OB BASED ON SITE TOPOGRAPHY,AREA DRAINS AWAY '
� / X 1 MI 4 I l§ ,FROM SITE
o���� - �,/ // .'• �■�f I® 15 ®i>I! I jl �1 "D I il
1 REVISIONS
_' P013 ®i E�� �y o $I� D��Na.
S 9
I> I a_ev
O� �Q '/ I _�� �� 16 ��Q jdI all I / REV DATE COMMENT
NM,/1T OF WAY $ 1 12/30/22 NCDEO COMMENTS SW/SM
W Ca✓/k OR TO KA/FYF _ I I TOWN OF GRANITE PAB
� ss O �� j/ J _ M� �� 1] .I- l SdN/LARY!//�£/N MD/
T�96j p� N. ,'4' 1 7-7
' ■1 - I. I I 1`'q TO LW✓SIALe7NAV A. ,/I/,,l l $� - ' 2 04/25/23
3 Ofi/11J2023 SUB2 COMMENTS TS
• O�CT 06, /Q,. '� O SM/RAM
• _E q p _� I. ^.[tF l_____. LGObW��/ \ I SOM
IO��ti�98 ';6, /..;%� �' a �_�9�i E�: Y._ �! ��� 18 I I ___ - $ NCDEp STORMWATER SOM
GP �, / ' �,�,� u �A 4 OS/04/2023 REVISIONS
��2 2 - , II, p``� I ^-�162 6'61DE 6ETBACK _
c o i �.� l� RAM
� 1np w,:� I
�� / ��5I I - I 7 -
oo� `soOO ,� & / �i�� f118 19 3 �� .� I / II $
i
2 6 «, /: .. e i' ,/, - W • mini 1�V ,� P. \ RM:RgI�ygGE& 59' I / •
c, 9e`>q0 ;2, /, /0'R'J- ® - ,�� mom 20 - R•. /V \ ` /" /, _.„jt EG„�ESMENT'\ I Ili
I
J O , r' kfr' 7DRAINAGE AREA TO BE En I oe,- -•P-awwWLv _ii66 I' i,EXPOLE(APPROX'`� ; // 77TREATED BY EXISTING MASTER �� z1 1 FMFNr� j� �„�-- TS',1V�,� 1/ LO�noNJ-
'6 000 % 7r DEVELOPMENT BMP 3 ®��I�i�°t ��I I 'I / p
y��T66 `', �/ yy
® gi�Im >��i I I p, 7 1 N,,' l/ Ir Io�i., , �— �n� I KooWWNoi§bBIDW.i // N� � 7 j5 Nat za 1 / • O $ Call Defare YOu tlig.
� / �" IYF' I r. I I '/ O
`/ Na I-��,_- I I 1 I ALWAYS CALL 811
- - - — Mi - 24 I yL�� I � I awl- eti IPs fast It's free.It's the law.
�` ,/,�. "/ -/ ��_\. _-- _- - �`��K BMPV PROP.PERMAN TB FI ./ / :52::''1,,
0� ' _., :"T- 6_SIOESETBACK_ I,/ - /� III __ F
yv _;-„ - — q v 1 i.�•R.P. TPON� I / l ( ISSUED FOR PERMIT
1 "I !
�l
dEs NC LLC _ —— _.� ® _ P01-6� !II 1 a�Ew �oTo,
297 258 —— P��IT.f LLfY$ — I• 1 —— — '-VTAL-LE1`B-� I F j ' 1 $ ,Hsow°DOCUMENT N E66INDICATEDo.xEaaoE �o.
/NO PUO I 589 2'S9"E 54.00' S89'S2'S9"E 111.00' ler N99°52'59•W'111.00' I I N89°52'59"W 110.00• y1' \ J PROJECT No:uE Asn NCC202055
�: DRAWN BY: RSW
1 N F N F I N F n - v I �.� e�l i .��. - �� I S;r I , JI
A I J $ CHECKED BY: RAM
- i'I] - , I. ( DATE: 04/26/23
TO 4045003 P/O 4045002 P/0 404800 R rill �s11.25xzs SIGHT DISTANC ?•:,i CAD I.D.: IDAM-o
/i° P/N 5¢67 06 39-8024'F1/N 5667 06-39-8�94,P 5667 06 39 �1 — .1�®N� � TRANGLE(Tl'P.) ® � ®�� - - �i� -
LG/HOMES NC LL/ LG/HOMES NC LL' �LG/HOMES NC, I J „., / PROJECT
45 1297-258 I OB 1297-25B OB 1297-25°
�ZON/NG PL/D ZON/NG PUD 1 ZON/NG PUL' 32 33 34 35 36 37 ��'J BYP6 II III CONSTRUCTION
■E■■�1 - 11 $ DOCUMENTS
L�0 . . _ - _- 15''MONT SETBACK ■,m e.m I„ ® Ii (! _ 15._0NT6ElBACK ].- /,e L 0-BY PROP.SIDEWALK EA3E'EN'� S X3 SIGHTDIST C .I�� f004 A�RE5 / ,\I FOR
1 BEIIINO 3IDENALK TVP ER- Ifir:I y •__i, a _ _ LGI
f_• PROP.FENC` I
/ ' L_%MESTONET I-- T i i i i i
%''- vARias/EwrorHaueucR/N' I I DRAINAGE AREA TO BE I I j j l I I j 1 aoI I WIC II. . o
\ $ HOMES, INC.I
CAUNTY J!4/NTGE 88 _- I ii— Q , •, �``,
\. —14-_ 800/I 9995,PAGE 8889 BMP3 14)-F 1 1 1 1 1 I I ---- TN GFH7ESSfO C(/FB I/
_ — LT--
-Il TREATED BY EXISTING MASTER I ION/� 0/ VILLAGE Ar cRAN E
APPMZIZMA1r gamy A I I I I p I I 1 1 0 $ T
almr rkeau/Reaas .,� w _. _ EVE __� I__._ I _ I I I 'II ` I I I I I I I I — � TOWNHOMES
/ BM
�'
v , 065ACRES -... —DEVELOPMENT P Z — �� g j 11 11 11 I 310 LIMESTONE TERRACE
OPME 3
s
1 k ',18 ," i-- - F rm - 'ho i0—_to-_ _ ROWAN COUNTY
/ \--:! -' ------ T W. 16 FRoursETBAcrc - s �. P� GRANITE QUARRY,NC 28146
o-
o,
1 • - �� /s1x[crald2u/ PARCELS 404 144,404-145,
1 I� "• �.��PnoESMT. �.��! -
6 FROMSElB.4CK J
� ' 404 142 AND 404 143
N/A- N/A- �� _S ���� ����� ®1.--L.—_-0,114 SM. �� � �, V �� �� ;1k 61111
-9 w x rn/vim/cr
I-
kW P/D 404B087 P/D 404B086 z �• � '}.
a W a PIN 5667-06-38-9BJ6 P/N 5667-06-38-9886 x �■■ -- ` -__�ja' I LG/HOMES NC LCC I LG/HOMES NC LLC 44 I �� �������••Ro°j, OB MES N 5B OB 1297-258 Till
■■ I I" 46 4] 48 I / BOHLER ENGINEERING NC.PLLC
� :I NCBE66 P 1132
o 1 - 50 51
i (�o w1 52 --1 / 1927 S.TRYON STREET,SUITE 310
h o ZON/NG PUD ZON/NG PUD PROP.'SIDEWALK I I _-1$
o \ 0 ¢III - ' EASEMENT(TYP.) I I S
4 O - J!, CHARLOTTE,NC 28203
N s-,! II n Iii A I I� Phone: [phone]
! �' 1�1 j�1 a - Fax: [phone]
I� �II
599°19'1"E 94.98' RTg I I'
i ` — ° I � �I I NC(�ohlerEng.com
6 ——-- 6 G PVT. -.. -] ° q S- IF>�!®III1 I_ - C
s '01 BY' BYP1 79.00'7^ r _ N cARo;,;;
�i�G o�
013 ACRES & I Z
1 --==_.-:t'LL__Lil j /1_,K,-' ''' AVF 4"iiiidAMMILAC_- - ----- BYP5 Wtsm
z P/0 404B088 — - = _ _ 023
%
�N 5667-06-38-9724 — — : 69A K _ ASPHALTPALIED�; -- - —
to �FN M�� �
--___,„_
PIEL ZABETH McKENZ/E — — _ _ 'Y" I
PR SMACK
' K/RK McKENZ/E rht,
`� ACRES — ACCESS ROAD — — —
0 30 i
m OB 1354-134 29921'-- T _ - AREA DRAINS TO BMP 6 IN APPROVED PLANS FOR SHEET TITLE:
'' -20(1//NG R-10 N // - =, _--- -- 252.90'— - - -- VILLAGE AT GRANITE QUARRY PHASE 1(SW3771201)
_ I POST DEV
w IN N F ''01-BY'S PO 4�04 004 —— — ��� / w E DRAINAGE
�/ P/D 404B089 P/N RT/S R KESCER 665
/I \ �,P/{V,566706-389628 CURT/S R KESCER&
FODAY DYER SR AMANDA KESCER BMP6 !Il AREA MAP
SE/D/KENNEH OB 1243-552 '3
l OB 1353-455 ZONED RL
/ DB 135-455 �i.� S0 sNEFr NunnBER. QQ
� - t t0.38ACRES -J�3
N = 40 20 10 0 40
e O i', 4 1,40'
a g i REVISION 4-08/04/2023

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.

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: 48.00 in •
Box Length 48.00 in
Barrel Size: 18.00 in • Kyyvyvyx.x48 in.BOX
Top of Basin: 759.00 ft. WAN<
Inv.Out of Pipe 754.00 ft. 5.00 x 5 ft.
Spillway Height: 0.00 ft.
Top of Riser Elev. 759.00 ft.
754 ft. Bottom of Basin v KKAAAW,n7
1J1J1J1J1J1J1J1J1J:
J1J1J1J1J1J1J1J1J1J1J
•1.1.1.1.1••1.1.1.1•
Ballast Pad 18 in. RCP
Uplift @ Peak Elevation:
Peak Elevation=759 ft.
Peak Elevation= 5 ft.
Uplift Force=(62.4)(5 ft.)(4*4)
Uplift Force=4992 lbs
48 in.BOX
Volume of Concrete Required to Stabilize Riser:
4992 lbs X 1/150 Ibs/ft^3= 33.28 cubic feet
Ballast Pad
Ballast Pad Dimensions:
5ft. —f1.5ft.
Try Volume of:5 ft.X 5 ft.X 1.5 ft.
5 ft.
37.5 cubic feet Ok
37.5 c.f.>or equal to 33.28 c.f. True
Ballast Pad Dimensions: 5 ft.X 5 ft.X 1.5 ft.

5 <14>
EX MP6 B P6
�7 16 17
EX BMP6 Dry Pond Prop Modified BMP 6- BMP 6 PP
Wet Pond
8 9----N__ (18 19
EX BYP6 Pre-Dev P01-6 BYP6 Post-Dev P01-6
Subcat Reach 'on• Link Routing Diagram for Granite Quarry
Prepared by Bohler Engineers, Printed 8/4/2023
HydroCAD®10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC

Granite Quarry
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
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

Granite Quarry
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
3.300 61 >75% Grass cover, Good, HSG B (8, 14, 18)
2.850 98 Impervious Areas, HSG B (14)
6.000 73 PER APPROVED PLANS (5)
12.150 76 TOTAL AREA

Granite Quarry
Prepared by Bohler Engineers Printed 8/4/2023
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
6.150 HSG B 8, 14, 18
0.000 HSG C
0.000 HSG D
6.000 Other 5
12.150 TOTAL AREA

Granite Quarry
Prepared by Bohler Engineers Printed 8/4/2023
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 3.300 0.000 0.000 0.000 3.300 >75% Grass cover, Good 8, 14, 18
0.000 2.850 0.000 0.000 0.000 2.850 Impervious Areas 14
0.000 0.000 0.000 0.000 6.000 6.000 PER APPROVED PLANS 5
0.000 6.150 0.000 0.000 6.000 12.150 TOTAL AREA

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 6
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 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
Subcatchment5: EX BMP6 Runoff Area=6.000 ac 0.00% Impervious Runoff Depth=1.07"
Tc=5.0 min CN=73 Runoff=11.44 cfs 0.537 af
Subcatchment8: EX BYP6 Runoff Area=0.040 ac 0.00% Impervious Runoff Depth=0.50"
Tc=5.0 min CN=61 Runoff=0.03 cfs 0.002 af
Subcatchment 14: BMP6 Runoff Area=6.070 ac 46.95% Impervious Runoff Depth=1.38"
Tc=5.0 min CN=78 Runoff=15.06 cfs 0.696 af
Subcatchment 18: BYP6 Runoff Area=0.040 ac 0.00% Impervious Runoff Depth=0.50"
Tc=5.0 min CN=61 Runoff=0.03 cfs 0.002 af
Pond 7: EX BMP6- Dry Pond Peak Elev=754.03' Storage=6,307 cf Inflow=11.44 cfs 0.537 af
Outflow=4.32 cfs 0.536 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=755.78' Storage=19,668 cf Inflow=15.06 cfs 0.696 af
Outflow=0.43 cfs 0.662 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 9: Pre-Dev P01-6 Inflow=4.33 cfs 0.538 af
Primary=4.33 cfs 0.538 af
Link 19: Post-Dev P01-6 Inflow=0.43 cfs 0.664 af
Primary=0.43 cfs 0.664 af
Total Runoff Area = 12.150 ac Runoff Volume = 1.237 af Average Runoff Depth = 1.22"
76.54% Pervious = 9.300 ac 23.46% Impervious = 2.850 ac

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 5: EX BMP6
Runoff = 11.44 cfs @ 11.96 hrs, Volume= 0.537 af, Depth= 1.07"
Routed to Pond 7 : EX BMP6 - Dry Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
* 6.000 73 PER APPROVED PLANS
6.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5: EX BMP6
Hydrograph
I — •Runoff
12/ 11.44 cfs �1 LlJ
11 1 I �Yp I I'Z4-h'r
10iz t 2 RtRlai1fa�II1M"
9 -/1 I I IRUnoffl AII-ea=6.000 at
81 _1_17Znctf _
0 6�' I / � n�ff lD p�h ' -
P�
LL - Tc5.Q min _
4 /1 I , 11 I L L I J
—
31
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 5: EX BMP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.09 0.00 0.00
5.00 0.21 0.00 0.00
7.50 0.36 0.00 0.00
10.00 0.60 0.00 0.00
12.50 2.45 0.54 1.12
15.00 2.85 0.77 0.37
17.50 3.05 0.89 0.24
20.00 3.18 0.97 0.17
22.50 3.28 1.04 0.15
25.00 3.34 1.07 0.00
27.50 3.34 1.07 0.00
30.00 3.34 1.07 0.00
32.50 3.34 1.07 0.00
35.00 3.34 1.07 0.00
37.50 3.34 1.07 0.00
40.00 3.34 1.07 0.00
42.50 3.34 1.07 0.00
45.00 3.34 1.07 0.00
47.50 3.34 1.07 0.00
50.00 3.34 1.07 0.00
52.50 3.34 1.07 0.00
55.00 3.34 1.07 0.00
57.50 3.34 1.07 0.00
60.00 3.34 1.07 0.00
62.50 3.34 1.07 0.00
65.00 3.34 1.07 0.00
67.50 3.34 1.07 0.00
70.00 3.34 1.07 0.00
72.50 3.34 1.07 0.00
75.00 3.34 1.07 0.00
77.50 3.34 1.07 0.00
80.00 3.34 1.07 0.00
82.50 3.34 1.07 0.00
85.00 3.34 1.07 0.00
87.50 3.34 1.07 0.00
90.00 3.34 1.07 0.00
92.50 3.34 1.07 0.00
95.00 3.34 1.07 0.00
97.50 3.34 1.07 0.00
100.00 3.34 1.07 0.00
102.50 3.34 1.07 0.00
105.00 3.34 1.07 0.00
107.50 3.34 1.07 0.00
110.00 3.34 1.07 0.00
112.50 3.34 1.07 0.00
115.00 3.34 1.07 0.00
117.50 3.34 1.07 0.00
120.00 3.34 1.07 0.00

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8: EX BYP6
Runoff = 0.03 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 0.50"
Routed to Link 9 : Pre-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.040 61 >75% Grass cover, Good, HSG B
0.040 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8: EX BYP6
Hydrograph
0.0321/ 0.03 cfs ❑Runoff
0.03� T T T ype--I24-hr
0.028V0.026� r R I��ir fa1T�3 i4
0.024/ 1 H 1 1 4 ndff IAtet @.A401-at-
0.022
0.02V L i L H JFIPTYPIUrriP=P9G?
c 0.016V fi t rt 1 1 rt r 1 - °I P rr�° °i
2 =5.O-min-
LL 0.014/ H H H 1 + 1 4 I H H + 1 61
0.012 N- �
0.01V— 0- 1 _ H I_ I 1_ 1i L 1 H 1 H 1_
0.008V
0.004
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 8: EX BYP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.09 0.00 0.00
5.00 0.21 0.00 0.00
7.50 0.36 0.00 0.00
10.00 0.60 0.00 0.00
12.50 2.45 0.18 0.00
15.00 2.85 0.31 0.00
17.50 3.05 0.38 0.00
20.00 3.18 0.44 0.00
22.50 3.28 0.48 0.00
25.00 3.34 0.50 0.00
27.50 3.34 0.50 0.00
30.00 3.34 0.50 0.00
32.50 3.34 0.50 0.00
35.00 3.34 0.50 0.00
37.50 3.34 0.50 0.00
40.00 3.34 0.50 0.00
42.50 3.34 0.50 0.00
45.00 3.34 0.50 0.00
47.50 3.34 0.50 0.00
50.00 3.34 0.50 0.00
52.50 3.34 0.50 0.00
55.00 3.34 0.50 0.00
57.50 3.34 0.50 0.00
60.00 3.34 0.50 0.00
62.50 3.34 0.50 0.00
65.00 3.34 0.50 0.00
67.50 3.34 0.50 0.00
70.00 3.34 0.50 0.00
72.50 3.34 0.50 0.00
75.00 3.34 0.50 0.00
77.50 3.34 0.50 0.00
80.00 3.34 0.50 0.00
82.50 3.34 0.50 0.00
85.00 3.34 0.50 0.00
87.50 3.34 0.50 0.00
90.00 3.34 0.50 0.00
92.50 3.34 0.50 0.00
95.00 3.34 0.50 0.00
97.50 3.34 0.50 0.00
100.00 3.34 0.50 0.00
102.50 3.34 0.50 0.00
105.00 3.34 0.50 0.00
107.50 3.34 0.50 0.00
110.00 3.34 0.50 0.00
112.50 3.34 0.50 0.00
115.00 3.34 0.50 0.00
117.50 3.34 0.50 0.00
120.00 3.34 0.50 0.00

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 14: BMP6
Runoff = 15.06 cfs @ 11.96 hrs, Volume= 0.696 af, Depth= 1.38"
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= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
* 2.850 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.070 78 Weighted Average
3.220 53.05% Pervious Area
2.850 46.95% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
/( — _ 1 11 1_ 1 _ ■Runoff
16/. 15.06 cfs
15� I r rt 1 �_Yp�e II -�h- r
14� H 2='iR-R1ai4 13.
13/
12/b -H -H RRUn-bfLAhea 6.O7Q a( -
104/1 1 1 1 1 ilrni? V 1 rne .�9¢ f
c-5$ in
1/ m
'/ H 1 4 I— 1 1 1 GVNL78 -
64
5V —
4/
—� T
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 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 14: BMP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.09 0.00 0.00
5.00 0.21 0.00 0.00
7.50 0.36 0.00 0.00
10.00 0.60 0.00 0.02
12.50 2.45 0.76 1.36
15.00 2.85 1.02 0.43
17.50 3.05 1.16 0.28
20.00 3.18 1.26 0.20
22.50 3.28 1.33 0.18
25.00 3.34 1.38 0.00
27.50 3.34 1.38 0.00
30.00 3.34 1.38 0.00
32.50 3.34 1.38 0.00
35.00 3.34 1.38 0.00
37.50 3.34 1.38 0.00
40.00 3.34 1.38 0.00
42.50 3.34 1.38 0.00
45.00 3.34 1.38 0.00
47.50 3.34 1.38 0.00
50.00 3.34 1.38 0.00
52.50 3.34 1.38 0.00
55.00 3.34 1.38 0.00
57.50 3.34 1.38 0.00
60.00 3.34 1.38 0.00
62.50 3.34 1.38 0.00
65.00 3.34 1.38 0.00
67.50 3.34 1.38 0.00
70.00 3.34 1.38 0.00
72.50 3.34 1.38 0.00
75.00 3.34 1.38 0.00
77.50 3.34 1.38 0.00
80.00 3.34 1.38 0.00
82.50 3.34 1.38 0.00
85.00 3.34 1.38 0.00
87.50 3.34 1.38 0.00
90.00 3.34 1.38 0.00
92.50 3.34 1.38 0.00
95.00 3.34 1.38 0.00
97.50 3.34 1.38 0.00
100.00 3.34 1.38 0.00
102.50 3.34 1.38 0.00
105.00 3.34 1.38 0.00
107.50 3.34 1.38 0.00
110.00 3.34 1.38 0.00
112.50 3.34 1.38 0.00
115.00 3.34 1.38 0.00
117.50 3.34 1.38 0.00
120.00 3.34 1.38 0.00

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 18: BYP6
Runoff = 0.03 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 0.50"
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= 0.05 hrs
Type II 24-hr 2-YR Rainfall=3.34"
Area (ac) CN Description
0.040 61 >75% Grass cover, Good, HSG B
0.040 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
0.0321/ 0.03 cfs ❑Runoff
0.03� T T T ype--I24-hr
0.028V0.026� r R I��ir fa1T�3 i4
0.024/ 1 H 1 1 4 ndff IAtet @.A401-at-
0.022
0.02V L i L H JFIPTYPIUrriP=P9G?
c 0.016V fi t rt 1 1 rt r 1 - °I P rr�° °i
2 =5.O-min-
LL 0.014/ H H H 1 + 1 4 I H H + 1 61
0.012 N- �
0.01V— 0- 1 _ H I_ I 1_ 1i L 1 H 1 H 1_
0.008V
0.004
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 18: BYP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.09 0.00 0.00
5.00 0.21 0.00 0.00
7.50 0.36 0.00 0.00
10.00 0.60 0.00 0.00
12.50 2.45 0.18 0.00
15.00 2.85 0.31 0.00
17.50 3.05 0.38 0.00
20.00 3.18 0.44 0.00
22.50 3.28 0.48 0.00
25.00 3.34 0.50 0.00
27.50 3.34 0.50 0.00
30.00 3.34 0.50 0.00
32.50 3.34 0.50 0.00
35.00 3.34 0.50 0.00
37.50 3.34 0.50 0.00
40.00 3.34 0.50 0.00
42.50 3.34 0.50 0.00
45.00 3.34 0.50 0.00
47.50 3.34 0.50 0.00
50.00 3.34 0.50 0.00
52.50 3.34 0.50 0.00
55.00 3.34 0.50 0.00
57.50 3.34 0.50 0.00
60.00 3.34 0.50 0.00
62.50 3.34 0.50 0.00
65.00 3.34 0.50 0.00
67.50 3.34 0.50 0.00
70.00 3.34 0.50 0.00
72.50 3.34 0.50 0.00
75.00 3.34 0.50 0.00
77.50 3.34 0.50 0.00
80.00 3.34 0.50 0.00
82.50 3.34 0.50 0.00
85.00 3.34 0.50 0.00
87.50 3.34 0.50 0.00
90.00 3.34 0.50 0.00
92.50 3.34 0.50 0.00
95.00 3.34 0.50 0.00
97.50 3.34 0.50 0.00
100.00 3.34 0.50 0.00
102.50 3.34 0.50 0.00
105.00 3.34 0.50 0.00
107.50 3.34 0.50 0.00
110.00 3.34 0.50 0.00
112.50 3.34 0.50 0.00
115.00 3.34 0.50 0.00
117.50 3.34 0.50 0.00
120.00 3.34 0.50 0.00

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Pond 7: EX BMP6 - Dry Pond
Inflow Area = 6.000 ac, 0.00% Impervious, Inflow Depth = 1.07" for 2-YR event
Inflow = 11.44 cfs @ 11.96 hrs, Volume= 0.537 af
Outflow = 4.32 cfs @ 12.08 hrs, Volume= 0.536 af, Atten= 62%, Lag= 6.8 min
Primary = 4.32 cfs @ 12.08 hrs, Volume= 0.536 af
Routed to Link 9 : Pre-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 754.03' @ 12.08 hrs Surf.Area= 9,638 sf Storage= 6,307 cf
Plug-Flow detention time= 43.8 min calculated for 0.536 of(100% of inflow)
Center-of-Mass det. time= 45.0 min ( 903.4 - 858.3 )
Volume Invert Avail.Storage Storage Description _
#1 753.00' 65,286 cf Ex Volume - Design (Pyramidal)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
_ (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
753.00 3,100 0 0 3,100
754.00 9,600 6,052 6,052 9,607
756.00 12,700 22,228 28,280 12,820
758.00 16,100 28,733 57,012 16,352
758.50 17,000 8,274 65,286 17,288
Device Routing Invert Outlet Devices
#1 Primary 753.00' 24.0" Round RCP_Round 24"
L= 53.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 753.00' / 752.71' S= 0.0055 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary 754.00' 1.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary 755.20' 13.3' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
lrimary OutFlow Max=4.29 cfs @ 12.08 hrs HW=754.02' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 24" (Barrel Controls 4.29 cfs @ 3.87 fps)
-2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.51 fps)
-3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 16
Pond 7: EX BMP6 - Dry Pond
Hydrograph
❑ Inflow
111.44 cfs I I ❑Primary
11 / ± + InflowjAi-ela=[6.060 ad
10 I 1 H 17 Piak El�el.;=i54.b31,
9 1t‘re4171 c
8 • 1— H — H —1 H — I H HI —[ H —1 ± 1
IIIIIII II II II II
c 6 i
LL 5 4.32 cfs -H 4 4 - 1
3 // fi H t H
2 jd 1 I 1
`/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 17
Hydrograph for Pond 7: EX BMP6 - Dry Pond
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 753.00 0.00
2.50 0.00 0 753.00 0.00
5.00 0.00 0 753.00 0.00
7.50 0.00 0 753.00 0.00
10.00 0.00 0 753.00 0.00
12.50 1.12 3,870 753.75 2.43
15.00 0.37 1,144 753.30 0.41
17.50 0.24 873 753.24 0.26
20.00 0.17 726 753.20 0.19
22.50 0.15 662 753.19 0.16
25.00 0.00 356 753.11 0.05
27.50 0.00 160 753.05 0.01
30.00 0.00 104 753.03 0.00
32.50 0.00 78 753.02 0.00
35.00 0.00 63 753.02 0.00
37.50 0.00 53 753.02 0.00
40.00 0.00 46 753.01 0.00
42.50 0.00 40 753.01 0.00
45.00 0.00 36 753.01 0.00
47.50 0.00 33 753.01 0.00
50.00 0.00 30 753.01 0.00
52.50 0.00 28 753.01 0.00
55.00 0.00 26 753.01 0.00
57.50 0.00 24 753.01 0.00
60.00 0.00 23 753.01 0.00
62.50 0.00 21 753.01 0.00
65.00 0.00 20 753.01 0.00
67.50 0.00 19 753.01 0.00
70.00 0.00 18 753.01 0.00
72.50 0.00 17 753.01 0.00
75.00 0.00 17 753.01 0.00
77.50 0.00 16 753.01 0.00
80.00 0.00 15 753.00 0.00
82.50 0.00 15 753.00 0.00
85.00 0.00 14 753.00 0.00
87.50 0.00 14 753.00 0.00
90.00 0.00 13 753.00 0.00
92.50 0.00 13 753.00 0.00
95.00 0.00 13 753.00 0.00
97.50 0.00 12 753.00 0.00
100.00 0.00 12 753.00 0.00
102.50 0.00 12 753.00 0.00
105.00 0.00 11 753.00 0.00
107.50 0.00 11 753.00 0.00
110.00 0.00 11 753.00 0.00
112.50 0.00 10 753.00 0.00
115.00 0.00 10 753.00 0.00
117.50 0.00 10 753.00 0.00
120.00 0.00 10 753.00 0.00

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 18
Stage-Area-Storage for Pond 7: EX BMP6 - Dry Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
753.00 3,100 0 758.30 16,637 61,923
753.10 3,589 334 758.40 16,818 63,596
753.20 4,114 719 758.50 17,000 65,286
753.30 4,674 1,158
753.40 5,271 1,655
753.50 5,903 2,213
753.60 6,571 2,837
753.70 7,274 3,529
753.80 8,014 4,293
753.90 8,789 5,133
754.00 9,600 6,052
754.10 9,745 7,019
754.20 9,891 8,001
754.30 10,037 8,997
754.40 10,185 10,008
754.50 10,334 11,034
754.60 10,485 12,075
754.70 10,636 13,131
754.80 10,788 14,202
754.90 10,941 15,289
755.00 11,096 16,391
755.10 11,251 17,508
755.20 11,408 18,641
755.30 11,566 19,790
755.40 11,725 20,954
755.50 11,884 22,135
755.60 12,045 23,331
755.70 12,207 24,544
755.80 12,371 25,773
755.90 12,535 27,018
756.00 12,700 28,280
756.10 12,860 29,558
756.20 13,022 30,852
756.30 13,184 32,162
756.40 13,348 33,489
756.50 13,512 34,832
756.60 13,678 36,191
756.70 13,844 37,567
756.80 14,012 38,960
756.90 14,180 40,370
757.00 14,350 41,796
757.10 14,520 43,239
757.20 14,692 44,700
757.30 14,864 46,178
757.40 15,038 47,673
757.50 15,212 49,185
757.60 15,388 50,715
757.70 15,564 52,263
757.80 15,742 53,828
757.90 15,920 55,411
758.00 16,100 57,012
758.10 16,278 58,631
758.20 16,457 60,268

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 19
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
Inflow Area = 6.070 ac, 46.95% Impervious, Inflow Depth = 1.38" for 2-YR event
Inflow = 15.06 cfs @ 11.96 hrs, Volume= 0.696 af
Outflow = 0.43 cfs @ 15.01 hrs, Volume= 0.662 af, Atten= 97%, Lag= 183.0 min
Primary = 0.43 cfs @ 15.01 hrs, Volume= 0.662 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 755.78' @ 15.01 hrs Surf.Area= 12,732 sf Storage= 19,668 cf
Plug-Flow detention time= 1,810.8 min calculated for 0.662 af(95% of inflow)
Center-of-Mass det. time= 1,785.2 min ( 2,627.8 - 842.6 )
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' / 753.68' S= 0.0118 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 755.60' 18.0" W x 27.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 757.85' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.43 cfs @ 15.01 hrs HW=755.78' TW=0.00' (Dynamic Tailwater)
4-1=RCP_Round 18" (Passes 0.43 cfs of 8.46 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.30 fps)
-3=Orifice/Grate (Orifice Controls 0.36 cfs @ 1.35 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 20
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
L I I 1 T 1e Inflow
j 15.06 cfs D Primary
16 1 I 1 I 1141 —A i 6.1O O—a —
15= / p ,,� , C
14V T IPI�T E` � I8'
13V z
12V — 1StO a64= 1 9I V Ci
1
� 100V — — T — I 4 T I - T I I T I
9- / 1 _1 _L 1-1 T - 1 1 _L T 1 _L T 1 -1 T I
gi 8/
" 71/ I ITTI 1T IT IT IT 1 I
6/
5/ / TT fit I T T 17 IT
4V -H 1-1 T 1 - T
// i
1 0.43 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 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 21
Hydrograph for Pond 16: Prop Modified BMP 6 -Wet Pond
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 754.00 0.00
2.50 0.00 0 754.00 0.00
5.00 0.00 0 754.00 0.00
7.50 0.00 0 754.00 0.00
10.00 0.02 7 754.00 0.00
12.50 1.36 16,180 755.50 0.07
15.00 0.43 19,668 755.78 0.43
17.50 0.28 19,237 755.74 0.33
20.00 0.20 18,806 755.71 0.25
22.50 0.18 18,532 755.69 0.20
25.00 0.00 17,964 755.64 0.11
27.50 0.00 17,219 755.58 0.07
30.00 0.00 16,569 755.53 0.07
32.50 0.00 15,931 755.48 0.07
35.00 0.00 15,304 755.43 0.07
37.50 0.00 14,689 755.38 0.07
40.00 0.00 14,085 755.33 0.07
42.50 0.00 13,493 755.28 0.07
45.00 0.00 12,913 755.23 0.06
47.50 0.00 12,345 755.18 0.06
50.00 0.00 11,789 755.13 0.06
52.50 0.00 11,244 755.09 0.06
55.00 0.00 10,712 755.04 0.06
57.50 0.00 10,191 755.00 0.06
60.00 0.00 9,683 754.95 0.06
62.50 0.00 9,187 754.91 0.05
65.00 0.00 8,704 754.87 0.05
67.50 0.00 8,233 754.83 0.05
70.00 0.00 7,775 754.78 0.05
72.50 0.00 7,330 754.74 0.05
75.00 0.00 6,898 754.70 0.05
77.50 0.00 6,478 754.66 0.05
80.00 0.00 6,073 754.63 0.04
82.50 0.00 5,680 754.59 0.04
85.00 0.00 5,301 754.55 0.04
87.50 0.00 4,936 754.52 0.04
90.00 0.00 4,584 754.48 0.04
92.50 0.00 4,247 754.45 0.04
95.00 0.00 3,923 754.42 0.04
97.50 0.00 3,614 754.39 0.03
100.00 0.00 3,319 754.36 0.03
102.50 0.00 3,038 754.33 0.03
105.00 0.00 2,772 754.30 0.03
107.50 0.00 2,521 754.27 0.03
110.00 0.00 2,284 754.25 0.03
112.50 0.00 2,062 754.23 0.02
115.00 0.00 1,855 754.20 0.02
117.50 0.00 1,663 754.18 0.02
120.00 0.00 1,487 754.16 0.02

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 22
Stage-Area-Storage for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
754.00 8,870 0 756.65 14,030 31,360
754.05 8,999 447 756.70 14,107 32,064
754.10 9,129 900 756.75 14,183 32,771
754.15 9,260 1,360 756.80 14,260 33,482
754.20 9,392 1,826 756.85 14,336 34,197
754.25 9,525 2,299 756.90 14,413 34,916
754.30 9,659 2,779 756.95 14,491 35,638
754.35 9,794 3,265 757.00 14,568 36,365
754.40 9,930 3,758 757.05 14,646 37,095
754.45 10,067 4,258 757.10 14,723 37,829
754.50 10,204 4,765 757.15 14,801 38,568
754.55 10,343 5,278 757.20 14,880 39,310
754.60 10,482 5,799 757.25 14,958 40,055
754.65 10,623 6,327 757.30 15,037 40,805
754.70 10,764 6,861 757.35 15,116 41,559
754.75 10,906 7,403 757.40 15,195 42,317
754.80 11,050 7,952 757.45 15,274 43,079
754.85 11,194 8,508 757.50 15,354 43,844
754.90 11,339 9,071 757.55 15,433 44,614
754.95 11,485 9,642 757.60 15,513 45,388
755.00 11,632 10,220 757.65 15,593 46,165
755.05 11,701 10,803 757.70 15,674 46,947
755.10 11,771 11,390 757.75 15,754 47,733
755.15 11,841 11,980 757.80 15,835 48,522
755.20 11,911 12,574 757.85 15,916 49,316
755.25 11,981 13,171 757.90 15,997 50,114
755.30 12,051 13,772 757.95 16,078 50,916
755.35 12,122 14,377 758.00 16,160 51,722
755.40 12,193 14,984 758.05 16,241 52,532
755.45 12,264 15,596 758.10 16,323 53,346
755.50 12,335 16,211 758.15 16,406 54,164
755.55 12,406 16,829 758.20 16,488 54,987
755.60 12,478 17,451 758.25 16,571 55,813
755.65 12,550 18,077 758.30 16,653 56,644
755.70 12,622 18,706 758.35 16,736 57,478
755.75 12,694 19,339 758.40 16,820 58,317
755.80 12,767 19,976 758.45 16,903 59,160
755.85 12,839 20,616 758.50 16,987 60,008
755.90 12,912 21,260 758.55 17,070 60,859
755.95 12,985 21,907 758.60 17,154 61,715
756.00 13,059 22,558 758.65 17,239 62,574
756.05 13,132 23,213 758.70 17,323 63,438
756.10 13,206 23,872 758.75 17,408 64,307
756.15 13,280 24,534 758.80 17,493 65,179
756.20 13,354 25,200 758.85 17,578 66,056
756.25 13,428 25,869 758.90 17,663 66,937
756.30 13,503 26,542 758.95 17,748 67,822
756.35 13,578 27,219 759.00 17,834 68,712
756.40 13,653 27,900
756.45 13,728 28,585
756.50 13,803 29,273
756.55 13,879 29,965
756.60 13,954 30,661

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 23
Summary for Pond 17: BMP 6 PP
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

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 24
Stage-Area-Storage for Pond 17: BMP 6 PP
Elevation Storage Elevation Storage Elevation Storage
(feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet)
748.00 0 750.65 7,886 753.30 22,678
748.05 108 750.70 8,080 753.35 23,072
748.10 218 750.75 8,275 753.40 23,469
748.15 329 750.80 8,473 753.45 23,871
748.20 442 750.85 8,672 753.50 24,276
748.25 556 750.90 8,873 753.55 24,684
748.30 672 750.95 9,076 753.60 25,097
748.35 789 751.00 9,280 753.65 25,512
748.40 907 751.05 9,486 753.70 25,932
748.45 1,027 751.10 9,694 753.75 26,355
748.50 1,149 751.15 9,903 753.80 26,782
748.55 1,272 751.20 10,114 753.85 27,213
748.60 1,396 751.25 10,327 753.90 27,647
748.65 1,522 751.30 10,541 753.95 28,085
748.70 1,649 751.35 10,758 754.00 28,527
748.75 1,778 751.40 10,976
748.80 1,908 751.45 11,195
748.85 2,039 751.50 11,417
748.90 2,173 751.55 11,640
748.95 2,307 751.60 11,865
749.00 2,443 751.65 12,091
749.05 2,581 751.70 12,319
749.10 2,720 751.75 12,549
749.15 2,861 751.80 12,781
749.20 3,003 751.85 13,014
749.25 3,148 751.90 13,250
749.30 3,294 751.95 13,486
749.35 3,442 752.00 13,725
749.40 3,591 752.05 14,023
749.45 3,743 752.10 14,325
749.50 3,896 752.15 14,631
749.55 4,050 752.20 14,941
749.60 4,207 752.25 15,254
749.65 4,365 752.30 15,571
749.70 4,524 752.35 15,891
749.75 4,686 752.40 16,215
749.80 4,849 752.45 16,543
749.85 5,014 752.50 16,875
749.90 5,181 752.55 17,210
749.95 5,349 752.60 17,549
750.00 5,519 752.65 17,891
750.05 5,691 752.70 18,237
750.10 5,864 752.75 18,587
750.15 6,040 752.80 18,941
750.20 6,217 752.85 19,298
750.25 6,395 752.90 19,659
750.30 6,576 752.95 20,023
750.35 6,758 753.00 20,391
750.40 6,941 753.05 20,763
750.45 7,127 753.10 21,139
750.50 7,314 753.15 21,518
750.55 7,503 753.20 21,901
750.60 7,693 753.25 22,288

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Link 9: Pre-Dev P01-6
Inflow Area = 6.040 ac, 0.00% Impervious, Inflow Depth = 1.07" for 2-YR event
Inflow = 4.33 cfs @ 12.08 hrs, Volume= 0.538 af
Primary = 4.33 cfs @ 12.08 hrs, Volume= 0.538 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9: Pre-Dev P01-6
Hydrograph
7 1 I
d rf ❑Inflow `
❑Primary
4.33 cfs Inflow Area=6.040 ac
4 /
3 1 I I
N
o
LL 2 I I
1 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)

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 26
Hydrograph for Link 9: Pre-Dev P01-6
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 2.43 0.00 2.43
15.00 0.41 0.00 0.41
17.50 0.26 0.00 0.26
20.00 0.19 0.00 0.19
22.50 0.16 0.00 0.16
25.00 0.05 0.00 0.05
27.50 0.01 0.00 0.01
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

Granite Quarry Type II 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 27
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.110 ac, 46.64% Impervious, Inflow Depth > 1.30" for 2-YR event
Inflow = 0.43 cfs @ 15.01 hrs, Volume= 0.664 af
Primary = 0.43 cfs @ 15.01 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 19: Post-Dev P01-6
Hydrograph
0.48/ n dA rf — 0 Inflow `
- -
0 Primary I
0.46Y/ / 0.43 cfs 4 ]— —[ I 1 - li'1oi %ok1" —6'I �C
0.44
°0 4 % I I I
0.34�
0.324 / I
0.33
o 0.26
/
/
Linimilismil
L0.24� i
0.22 ,
" 0.2V -HIH IH —H I + ±
0.18
0.16 T
01 i 4
0.081/
o.oz=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 11 24-hr 2-YR Rainfall=3.34"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 28
Hydrograph for Link 19: Post-Dev P01-6
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 0.07 0.00 0.07
15.00 0.43 0.00 0.43
17.50 0.34 0.00 0.34
20.00 0.25 0.00 0.25
22.50 0.20 0.00 0.20
25.00 0.11 0.00 0.11
27.50 0.07 0.00 0.07
30.00 0.07 0.00 0.07
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.07 0.00 0.07
40.00 0.07 0.00 0.07
42.50 0.07 0.00 0.07
45.00 0.06 0.00 0.06
47.50 0.06 0.00 0.06
50.00 0.06 0.00 0.06
52.50 0.06 0.00 0.06
55.00 0.06 0.00 0.06
57.50 0.06 0.00 0.06
60.00 0.06 0.00 0.06
62.50 0.05 0.00 0.05
65.00 0.05 0.00 0.05
67.50 0.05 0.00 0.05
70.00 0.05 0.00 0.05
72.50 0.05 0.00 0.05
75.00 0.05 0.00 0.05
77.50 0.05 0.00 0.05
80.00 0.04 0.00 0.04
82.50 0.04 0.00 0.04
85.00 0.04 0.00 0.04
87.50 0.04 0.00 0.04
90.00 0.04 0.00 0.04
92.50 0.04 0.00 0.04
95.00 0.04 0.00 0.04
97.50 0.03 0.00 0.03
100.00 0.03 0.00 0.03
102.50 0.03 0.00 0.03
105.00 0.03 0.00 0.03
107.50 0.03 0.00 0.03
110.00 0.03 0.00 0.03
112.50 0.02 0.00 0.02
115.00 0.02 0.00 0.02
117.50 0.02 0.00 0.02
120.00 0.02 0.00 0.02

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 29
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 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
Subcatchment5: EX BMP6 Runoff Area=6.000 ac 0.00% Impervious Runoff Depth=2.89"
Tc=5.0 min CN=73 Runoff=31.18 cfs 1.445 af
Subcatchment8: EX BYP6 Runoff Area=0.040 ac 0.00% Impervious Runoff Depth=1.85"
Tc=5.0 min CN=61 Runoff=0.13 cfs 0.006 af
Subcatchment 14: BMP6 Runoff Area=6.070 ac 46.95% Impervious Runoff Depth=3.37"
Tc=5.0 min CN=78 Runoff=36.35 cfs 1.704 af
Subcatchment 18: BYP6 Runoff Area=0.040 ac 0.00% Impervious Runoff Depth=1.85"
Tc=5.0 min CN=61 Runoff=0.13 cfs 0.006 af
Pond 7: EX BMP6- Dry Pond Peak Elev=755.11' Storage=17,586 cf Inflow=31.18 cfs 1.445 af
Outflow=13.71 cfs 1.445 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=756.91' Storage=35,076 cf Inflow=36.35 cfs 1.704 af
Outflow=7.33 cfs 1.668 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 9: Pre-Dev POI-6 Inflow=13.77 cfs 1.451 af
Primary=13.77 cfs 1.451 af
Link 19: Post-Dev POI-6 Inflow=7.35 cfs 1.674 af
Primary=7.35 cfs 1.674 af
Total Runoff Area = 12.150 ac Runoff Volume = 3.161 af Average Runoff Depth = 3.12"
76.54% Pervious = 9.300 ac 23.46% Impervious = 2.850 ac

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 5: EX BMP6
Runoff = 31.18 cfs @ 11.96 hrs, Volume= 1.445 af, Depth= 2.89"
Routed to Pond 7 : EX BMP6 - Dry Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
* 6.000 73 PER APPROVED PLANS
6.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5: EX BMP6
�1 Hydrograph
34�J ~ + H t— H + 4 # 14 •Runoff
3230;/ 1.18 cfs 1 4 1— 1 4 L
_yp�e IIt24-�ir
30
284/1_ L L L 1-215414-Rla+ilfc411-5.F7 " -
26/ �p.I.�� q /� ry�
24V I 7 7 IRW � ) �I Ales 6.O O AIv
20/ L L 7 L V14m1e -1.144W -
18< 4-1 4 _ ncr IrjT p '1
8-17
0 16/ �/ c=5-O- rnm -
LL14 / L L L LI L 1 1 64L -
12V
101_ I ILL L 1_ IL L 1 1 L 1_ 4
8V /
6/T / _ 17 4 7 T T 1 —1
4_
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 31
Hydrograph for Subcatchment 5: EX BMP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.16 0.00 0.00
5.00 0.36 0.00 0.00
7.50 0.63 0.00 0.00
10.00 1.04 0.02 0.19
12.50 4.23 1.70 2.67
15.00 4.92 2.21 0.83
17.50 5.25 2.48 0.54
20.00 5.48 2.67 0.37
22.50 5.66 2.81 0.34
25.00 5.76 2.89 0.00
27.50 5.76 2.89 0.00
30.00 5.76 2.89 0.00
32.50 5.76 2.89 0.00
35.00 5.76 2.89 0.00
37.50 5.76 2.89 0.00
40.00 5.76 2.89 0.00
42.50 5.76 2.89 0.00
45.00 5.76 2.89 0.00
47.50 5.76 2.89 0.00
50.00 5.76 2.89 0.00
52.50 5.76 2.89 0.00
55.00 5.76 2.89 0.00
57.50 5.76 2.89 0.00
60.00 5.76 2.89 0.00
62.50 5.76 2.89 0.00
65.00 5.76 2.89 0.00
67.50 5.76 2.89 0.00
70.00 5.76 2.89 0.00
72.50 5.76 2.89 0.00
75.00 5.76 2.89 0.00
77.50 5.76 2.89 0.00
80.00 5.76 2.89 0.00
82.50 5.76 2.89 0.00
85.00 5.76 2.89 0.00
87.50 5.76 2.89 0.00
90.00 5.76 2.89 0.00
92.50 5.76 2.89 0.00
95.00 5.76 2.89 0.00
97.50 5.76 2.89 0.00
100.00 5.76 2.89 0.00
102.50 5.76 2.89 0.00
105.00 5.76 2.89 0.00
107.50 5.76 2.89 0.00
110.00 5.76 2.89 0.00
112.50 5.76 2.89 0.00
115.00 5.76 2.89 0.00
117.50 5.76 2.89 0.00
120.00 5.76 2.89 0.00

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 8: EX BYP6
Runoff = 0.13 cfs @ 11.96 hrs, Volume= 0.006 af, Depth= 1.85"
Routed to Link 9 : Pre-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.040 61 >75% Grass cover, Good, HSG B
0.040 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8: EX BYP6
Hydrograph
0 Runoff
0.14 j 0.13 cfs V'0.13 — ypIil24-hr
CL12iZ0.11 /L
0.1i/ RUnOffQAte =0A14-06aaf
0.09 �J-1ncpff_LV T I- mI #•T 0
0.08. -R ��f I�thr1`I"57
1 � — �C� Own�
o.os
0.05i/
0.04/
0.03� I/ -
0.02:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 33
Hydrograph for Subcatchment 8: EX BYP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.16 0.00 0.00
5.00 0.36 0.00 0.00
7.50 0.63 0.00 0.00
10.00 1.04 0.00 0.00
12.50 4.23 0.93 0.01
15.00 4.92 1.32 0.00
17.50 5.25 1.52 0.00
20.00 5.48 1.67 0.00
22.50 5.66 1.78 0.00
25.00 5.76 1.85 0.00
27.50 5.76 1.85 0.00
30.00 5.76 1.85 0.00
32.50 5.76 1.85 0.00
35.00 5.76 1.85 0.00
37.50 5.76 1.85 0.00
40.00 5.76 1.85 0.00
42.50 5.76 1.85 0.00
45.00 5.76 1.85 0.00
47.50 5.76 1.85 0.00
50.00 5.76 1.85 0.00
52.50 5.76 1.85 0.00
55.00 5.76 1.85 0.00
57.50 5.76 1.85 0.00
60.00 5.76 1.85 0.00
62.50 5.76 1.85 0.00
65.00 5.76 1.85 0.00
67.50 5.76 1.85 0.00
70.00 5.76 1.85 0.00
72.50 5.76 1.85 0.00
75.00 5.76 1.85 0.00
77.50 5.76 1.85 0.00
80.00 5.76 1.85 0.00
82.50 5.76 1.85 0.00
85.00 5.76 1.85 0.00
87.50 5.76 1.85 0.00
90.00 5.76 1.85 0.00
92.50 5.76 1.85 0.00
95.00 5.76 1.85 0.00
97.50 5.76 1.85 0.00
100.00 5.76 1.85 0.00
102.50 5.76 1.85 0.00
105.00 5.76 1.85 0.00
107.50 5.76 1.85 0.00
110.00 5.76 1.85 0.00
112.50 5.76 1.85 0.00
115.00 5.76 1.85 0.00
117.50 5.76 1.85 0.00
120.00 5.76 1.85 0.00

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 14: BMP6
Runoff = 36.35 cfs @ 11.96 hrs, Volume= 1.704 af, Depth= 3.37"
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= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
2.850 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.070 78 Weighted Average
3.220 53.05% Pervious Area
2.850 46.95% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
40/ f- t t l t - .Runoff
38V 36.35 cfs
34 I � I � -r 11 1 -r -r � -rpe 1 1 Mr
32 -r 1- 1 1 t —Irt 1-215=1n RI1f 11 .F141"
30
28 _ LRU nlftAI ei I6.O1O �c I
=
26 /
_ lume f —
° 18=� ! nrFrhV' ZI nun —
LL16 1 � —L 61 5.Q L
12V I4 1- I - I I4 ]- I -
10
6V
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 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 14: BMP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.16 0.00 0.00
5.00 0.36 0.00 0.00
7.50 0.63 0.00 0.03
10.00 1.04 0.07 0.36
12.50 4.23 2.07 2.98
15.00 4.92 2.64 0.91
17.50 5.25 2.93 0.59
20.00 5.48 3.13 0.40
22.50 5.66 3.28 0.36
25.00 5.76 3.37 0.00
27.50 5.76 3.37 0.00
30.00 5.76 3.37 0.00
32.50 5.76 3.37 0.00
35.00 5.76 3.37 0.00
37.50 5.76 3.37 0.00
40.00 5.76 3.37 0.00
42.50 5.76 3.37 0.00
45.00 5.76 3.37 0.00
47.50 5.76 3.37 0.00
50.00 5.76 3.37 0.00
52.50 5.76 3.37 0.00
55.00 5.76 3.37 0.00
57.50 5.76 3.37 0.00
60.00 5.76 3.37 0.00
62.50 5.76 3.37 0.00
65.00 5.76 3.37 0.00
67.50 5.76 3.37 0.00
70.00 5.76 3.37 0.00
72.50 5.76 3.37 0.00
75.00 5.76 3.37 0.00
77.50 5.76 3.37 0.00
80.00 5.76 3.37 0.00
82.50 5.76 3.37 0.00
85.00 5.76 3.37 0.00
87.50 5.76 3.37 0.00
90.00 5.76 3.37 0.00
92.50 5.76 3.37 0.00
95.00 5.76 3.37 0.00
97.50 5.76 3.37 0.00
100.00 5.76 3.37 0.00
102.50 5.76 3.37 0.00
105.00 5.76 3.37 0.00
107.50 5.76 3.37 0.00
110.00 5.76 3.37 0.00
112.50 5.76 3.37 0.00
115.00 5.76 3.37 0.00
117.50 5.76 3.37 0.00
120.00 5.76 3.37 0.00

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 18: BYP6
Runoff = 0.13 cfs @ 11.96 hrs, Volume= 0.006 af, Depth= 1.85"
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= 0.05 hrs
Type II 24-hr 25-YR Rainfall=5.76"
Area (ac) CN Description
0.040 61 >75% Grass cover, Good, HSG B
0.040 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
Hydrograph
0 Runoff
0.14 j 0.13 cfs V'0.13 — ypIil24-hr
CL12iZ0.11 /L
0.1i/ Ft nOffQAte =0A14-06aaf
0.09 �J-1ncpff_LV T I- mI #•T 0
0.08. -R ��f I�thr1`I"57
1 � — �C� Own�
o.os
0.05i/
0.04/
0.03� I/ -
0.02:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment 18: BYP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.16 0.00 0.00
5.00 0.36 0.00 0.00
7.50 0.63 0.00 0.00
10.00 1.04 0.00 0.00
12.50 4.23 0.93 0.01
15.00 4.92 1.32 0.00
17.50 5.25 1.52 0.00
20.00 5.48 1.67 0.00
22.50 5.66 1.78 0.00
25.00 5.76 1.85 0.00
27.50 5.76 1.85 0.00
30.00 5.76 1.85 0.00
32.50 5.76 1.85 0.00
35.00 5.76 1.85 0.00
37.50 5.76 1.85 0.00
40.00 5.76 1.85 0.00
42.50 5.76 1.85 0.00
45.00 5.76 1.85 0.00
47.50 5.76 1.85 0.00
50.00 5.76 1.85 0.00
52.50 5.76 1.85 0.00
55.00 5.76 1.85 0.00
57.50 5.76 1.85 0.00
60.00 5.76 1.85 0.00
62.50 5.76 1.85 0.00
65.00 5.76 1.85 0.00
67.50 5.76 1.85 0.00
70.00 5.76 1.85 0.00
72.50 5.76 1.85 0.00
75.00 5.76 1.85 0.00
77.50 5.76 1.85 0.00
80.00 5.76 1.85 0.00
82.50 5.76 1.85 0.00
85.00 5.76 1.85 0.00
87.50 5.76 1.85 0.00
90.00 5.76 1.85 0.00
92.50 5.76 1.85 0.00
95.00 5.76 1.85 0.00
97.50 5.76 1.85 0.00
100.00 5.76 1.85 0.00
102.50 5.76 1.85 0.00
105.00 5.76 1.85 0.00
107.50 5.76 1.85 0.00
110.00 5.76 1.85 0.00
112.50 5.76 1.85 0.00
115.00 5.76 1.85 0.00
117.50 5.76 1.85 0.00
120.00 5.76 1.85 0.00

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 38
Summary for Pond 7: EX BMP6 - Dry Pond
Inflow Area = 6.000 ac, 0.00% Impervious, Inflow Depth = 2.89" for 25-YR event
Inflow = 31.18 cfs @ 11.96 hrs, Volume= 1.445 af
Outflow = 13.71 cfs @ 12.06 hrs, Volume= 1.445 af, Atten= 56%, Lag= 6.4 min
Primary = 13.71 cfs @ 12.06 hrs, Volume= 1.445 af
Routed to Link 9 : Pre-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 755.11' @ 12.06 hrs Surf.Area= 11,262 sf Storage= 17,586 cf
Plug-Flow detention time= 32.8 min calculated for 1.445 af(100% of inflow)
Center-of-Mass det. time= 32.3 min ( 861.3 - 829.0 )
Volume Invert Avail.Storage Storage Description _
#1 753.00' 65,286 cf Ex Volume - Design (Pyramidal)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
_ (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
753.00 3,100 0 0 3,100
754.00 9,600 6,052 6,052 9,607
756.00 12,700 22,228 28,280 12,820
758.00 16,100 28,733 57,012 16,352
758.50 17,000 8,274 65,286 17,288
Device Routing Invert Outlet Devices
#1 Primary 753.00' 24.0" Round RCP Round 24"
L= 53.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 753.00' / 752.71' S= 0.0055 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary 754.00' 1.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary 755.20' 13.3' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
primary OutFlow Max=13.56 cfs @ 12.06 hrs HW=755.09' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 24" (Barrel Controls 13.48 cfs @ 5.10 fps)
-2=Orifice/Grate (Orifice Controls 0.09 cfs @ 4.85 fps)
-3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 39
Pond 7: EX BMP6 - Dry Pond
Hydrograph
4 1 -[ -H 1 0 Inflow
343/ '31.18 cfsl } ❑Primary l
32� Inikil r66=46.VVO ad
28V �z-
28� 1 -H — -H — -L — I P-aic E =i7SI5. 111—
26 / L _1 L 11 1 IStOia6- =i-7115t6HCjf-
247- /
22 / / 1 1 1 1 1 1
201/ ) _
� 18 _ IT IT IJ I �
I- lz
14 13.71cfs
LL - t 1 1 t t 1 —[ 11 1
12V /
10V '_ fi I ± 1 1 '7 I - I —I ± I
6V jp 1-1 + ' - 1 4 i 1 - - 1
o may/ !.,. //(. <�/ <�// /
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 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 40
Hydrograph for Pond 7: EX BMP6 - Dry Pond
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 753.00 0.00
2.50 0.00 0 753.00 0.00
5.00 0.00 0 753.00 0.00
7.50 0.00 0 753.00 0.00
10.00 0.19 381 753.11 0.06
12.50 2.67 9,002 754.30 6.53
15.00 0.83 1,896 753.44 0.91
17.50 0.54 1,396 753.35 0.57
20.00 0.37 1,130 753.29 0.40
22.50 0.34 1,024 753.27 0.34
25.00 0.00 452 753.13 0.08
27.50 0.00 177 753.05 0.01
30.00 0.00 111 753.03 0.00
32.50 0.00 82 753.03 0.00
35.00 0.00 65 753.02 0.00
37.50 0.00 54 753.02 0.00
40.00 0.00 47 753.01 0.00
42.50 0.00 41 753.01 0.00
45.00 0.00 37 753.01 0.00
47.50 0.00 33 753.01 0.00
50.00 0.00 30 753.01 0.00
52.50 0.00 28 753.01 0.00
55.00 0.00 26 753.01 0.00
57.50 0.00 24 753.01 0.00
60.00 0.00 23 753.01 0.00
62.50 0.00 22 753.01 0.00
65.00 0.00 20 753.01 0.00
67.50 0.00 19 753.01 0.00
70.00 0.00 18 753.01 0.00
72.50 0.00 18 753.01 0.00
75.00 0.00 17 753.01 0.00
77.50 0.00 16 753.01 0.00
80.00 0.00 16 753.00 0.00
82.50 0.00 15 753.00 0.00
85.00 0.00 14 753.00 0.00
87.50 0.00 14 753.00 0.00
90.00 0.00 13 753.00 0.00
92.50 0.00 13 753.00 0.00
95.00 0.00 13 753.00 0.00
97.50 0.00 12 753.00 0.00
100.00 0.00 12 753.00 0.00
102.50 0.00 12 753.00 0.00
105.00 0.00 11 753.00 0.00
107.50 0.00 11 753.00 0.00
110.00 0.00 11 753.00 0.00
112.50 0.00 10 753.00 0.00
115.00 0.00 10 753.00 0.00
117.50 0.00 10 753.00 0.00
120.00 0.00 10 753.00 0.00

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 41
Stage-Area-Storage for Pond 7: EX BMP6 - Dry Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
753.00 3,100 0 758.30 16,637 61,923
753.10 3,589 334 758.40 16,818 63,596
753.20 4,114 719 758.50 17,000 65,286
753.30 4,674 1,158
753.40 5,271 1,655
753.50 5,903 2,213
753.60 6,571 2,837
753.70 7,274 3,529
753.80 8,014 4,293
753.90 8,789 5,133
754.00 9,600 6,052
754.10 9,745 7,019
754.20 9,891 8,001
754.30 10,037 8,997
754.40 10,185 10,008
754.50 10,334 11,034
754.60 10,485 12,075
754.70 10,636 13,131
754.80 10,788 14,202
754.90 10,941 15,289
755.00 11,096 16,391
755.10 11,251 17,508
755.20 11,408 18,641
755.30 11,566 19,790
755.40 11,725 20,954
755.50 11,884 22,135
755.60 12,045 23,331
755.70 12,207 24,544
755.80 12,371 25,773
755.90 12,535 27,018
756.00 12,700 28,280
756.10 12,860 29,558
756.20 13,022 30,852
756.30 13,184 32,162
756.40 13,348 33,489
756.50 13,512 34,832
756.60 13,678 36,191
756.70 13,844 37,567
756.80 14,012 38,960
756.90 14,180 40,370
757.00 14,350 41,796
757.10 14,520 43,239
757.20 14,692 44,700
757.30 14,864 46,178
757.40 15,038 47,673
757.50 15,212 49,185
757.60 15,388 50,715
757.70 15,564 52,263
757.80 15,742 53,828
757.90 15,920 55,411
758.00 16,100 57,012
758.10 16,278 58,631
758.20 16,457 60,268

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 42
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
Inflow Area = 6.070 ac, 46.95% Impervious, Inflow Depth = 3.37" for 25-YR event
Inflow = 36.35 cfs @ 11.96 hrs, Volume= 1.704 af
Outflow = 7.33 cfs @ 12.12 hrs, Volume= 1.668 af, Atten= 80%, Lag= 10.0 min
Primary = 7.33 cfs @ 12.12 hrs, Volume= 1.668 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 756.91' @ 12.12 hrs Surf.Area= 14,430 sf Storage= 35,076 cf
Plug-Flow detention time= 768.9 min calculated for 1.668 af(98% of inflow)
Center-of-Mass det. time= 756.3 min ( 1,573.1 - 816.9 )
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' / 753.68' S= 0.0118 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 755.60' 18.0" W x 27.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 757.85' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=7.25 cfs @ 12.12 hrs HW=756.90' TW=0.00' (Dynamic Tailwater)
4-1=RCP_Round 18" (Passes 7.25 cfs of 12.48 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.11 fps)
-3=Orifice/Grate (Orifice Controls 7.15 cfs @ 3.66 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 43
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph
I I I T T T 40- II Inflow 36.35 cfs _ /� ElPrimary
36" ' I I _ t _ t I-�I ��L . ���+++.IV//_�V -
34V z
11: ai El-56. 111
32v
30V 1 1 1 4 — I V toi-a i=-5!0- 61-C
28_„
26V z 1— I - I I + 4 4 -[
24v
F 22 /
c201/ z I— I —[ fi 1 �t ± fi
" 16V z I— t 1 I t 4 - —[
14V /
_ _ _
12 — — — —
10-V 7.33 cfs
8Y l TI —[ -H - 4 - —[ 1
6I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 44
Hydrograph for Pond 16: Prop Modified BMP 6 -Wet Pond
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 754.00 0.00
2.50 0.00 0 754.00 0.00
5.00 0.00 0 754.00 0.00
7.50 0.03 24 754.00 0.00
10.00 0.36 1,382 754.15 0.02
12.50 2.98 31,989 756.69 5.61
15.00 0.91 22,330 755.98 1.22
17.50 0.59 20,643 755.85 0.69
20.00 0.40 19,880 755.79 0.48
22.50 0.36 19,478 755.76 0.39
25.00 0.00 18,486 755.68 0.19
27.50 0.00 17,479 755.60 0.07
30.00 0.00 16,825 755.55 0.07
32.50 0.00 16,182 755.50 0.07
35.00 0.00 15,551 755.45 0.07
37.50 0.00 14,931 755.40 0.07
40.00 0.00 14,323 755.35 0.07
42.50 0.00 13,726 755.30 0.07
45.00 0.00 13,141 755.25 0.06
47.50 0.00 12,568 755.20 0.06
50.00 0.00 12,007 755.15 0.06
52.50 0.00 11,458 755.11 0.06
55.00 0.00 10,921 755.06 0.06
57.50 0.00 10,396 755.02 0.06
60.00 0.00 9,883 754.97 0.06
62.50 0.00 9,382 754.93 0.05
65.00 0.00 8,894 754.88 0.05
67.50 0.00 8,418 754.84 0.05
70.00 0.00 7,955 754.80 0.05
72.50 0.00 7,505 754.76 0.05
75.00 0.00 7,067 754.72 0.05
77.50 0.00 6,643 754.68 0.05
80.00 0.00 6,232 754.64 0.04
82.50 0.00 5,834 754.60 0.04
85.00 0.00 5,449 754.57 0.04
87.50 0.00 5,079 754.53 0.04
90.00 0.00 4,722 754.50 0.04
92.50 0.00 4,379 754.46 0.04
95.00 0.00 4,050 754.43 0.04
97.50 0.00 3,735 754.40 0.03
100.00 0.00 3,434 754.37 0.03
102.50 0.00 3,148 754.34 0.03
105.00 0.00 2,876 754.31 0.03
107.50 0.00 2,618 754.28 0.03
110.00 0.00 2,376 754.26 0.03
112.50 0.00 2,148 754.23 0.02
115.00 0.00 1,935 754.21 0.02
117.50 0.00 1,737 754.19 0.02
120.00 0.00 1,555 754.17 0.02

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 45
Stage-Area-Storage for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
754.00 8,870 0 756.65 14,030 31,360
754.05 8,999 447 756.70 14,107 32,064
754.10 9,129 900 756.75 14,183 32,771
754.15 9,260 1,360 756.80 14,260 33,482
754.20 9,392 1,826 756.85 14,336 34,197
754.25 9,525 2,299 756.90 14,413 34,916
754.30 9,659 2,779 756.95 14,491 35,638
754.35 9,794 3,265 757.00 14,568 36,365
754.40 9,930 3,758 757.05 14,646 37,095
754.45 10,067 4,258 757.10 14,723 37,829
754.50 10,204 4,765 757.15 14,801 38,568
754.55 10,343 5,278 757.20 14,880 39,310
754.60 10,482 5,799 757.25 14,958 40,055
754.65 10,623 6,327 757.30 15,037 40,805
754.70 10,764 6,861 757.35 15,116 41,559
754.75 10,906 7,403 757.40 15,195 42,317
754.80 11,050 7,952 757.45 15,274 43,079
754.85 11,194 8,508 757.50 15,354 43,844
754.90 11,339 9,071 757.55 15,433 44,614
754.95 11,485 9,642 757.60 15,513 45,388
755.00 11,632 10,220 757.65 15,593 46,165
755.05 11,701 10,803 757.70 15,674 46,947
755.10 11,771 11,390 757.75 15,754 47,733
755.15 11,841 11,980 757.80 15,835 48,522
755.20 11,911 12,574 757.85 15,916 49,316
755.25 11,981 13,171 757.90 15,997 50,114
755.30 12,051 13,772 757.95 16,078 50,916
755.35 12,122 14,377 758.00 16,160 51,722
755.40 12,193 14,984 758.05 16,241 52,532
755.45 12,264 15,596 758.10 16,323 53,346
755.50 12,335 16,211 758.15 16,406 54,164
755.55 12,406 16,829 758.20 16,488 54,987
755.60 12,478 17,451 758.25 16,571 55,813
755.65 12,550 18,077 758.30 16,653 56,644
755.70 12,622 18,706 758.35 16,736 57,478
755.75 12,694 19,339 758.40 16,820 58,317
755.80 12,767 19,976 758.45 16,903 59,160
755.85 12,839 20,616 758.50 16,987 60,008
755.90 12,912 21,260 758.55 17,070 60,859
755.95 12,985 21,907 758.60 17,154 61,715
756.00 13,059 22,558 758.65 17,239 62,574
756.05 13,132 23,213 758.70 17,323 63,438
756.10 13,206 23,872 758.75 17,408 64,307
756.15 13,280 24,534 758.80 17,493 65,179
756.20 13,354 25,200 758.85 17,578 66,056
756.25 13,428 25,869 758.90 17,663 66,937
756.30 13,503 26,542 758.95 17,748 67,822
756.35 13,578 27,219 759.00 17,834 68,712
756.40 13,653 27,900
756.45 13,728 28,585
756.50 13,803 29,273
756.55 13,879 29,965
756.60 13,954 30,661

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 46
Summary for Pond 17: BMP 6 PP
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

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 47
Stage-Area-Storage for Pond 17: BMP 6 PP
Elevation Storage Elevation Storage Elevation Storage
(feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet)
748.00 0 750.65 7,886 753.30 22,678
748.05 108 750.70 8,080 753.35 23,072
748.10 218 750.75 8,275 753.40 23,469
748.15 329 750.80 8,473 753.45 23,871
748.20 442 750.85 8,672 753.50 24,276
748.25 556 750.90 8,873 753.55 24,684
748.30 672 750.95 9,076 753.60 25,097
748.35 789 751.00 9,280 753.65 25,512
748.40 907 751.05 9,486 753.70 25,932
748.45 1,027 751.10 9,694 753.75 26,355
748.50 1,149 751.15 9,903 753.80 26,782
748.55 1,272 751.20 10,114 753.85 27,213
748.60 1,396 751.25 10,327 753.90 27,647
748.65 1,522 751.30 10,541 753.95 28,085
748.70 1,649 751.35 10,758 754.00 28,527
748.75 1,778 751.40 10,976
748.80 1,908 751.45 11,195
748.85 2,039 751.50 11,417
748.90 2,173 751.55 11,640
748.95 2,307 751.60 11,865
749.00 2,443 751.65 12,091
749.05 2,581 751.70 12,319
749.10 2,720 751.75 12,549
749.15 2,861 751.80 12,781
749.20 3,003 751.85 13,014
749.25 3,148 751.90 13,250
749.30 3,294 751.95 13,486
749.35 3,442 752.00 13,725
749.40 3,591 752.05 14,023
749.45 3,743 752.10 14,325
749.50 3,896 752.15 14,631
749.55 4,050 752.20 14,941
749.60 4,207 752.25 15,254
749.65 4,365 752.30 15,571
749.70 4,524 752.35 15,891
749.75 4,686 752.40 16,215
749.80 4,849 752.45 16,543
749.85 5,014 752.50 16,875
749.90 5,181 752.55 17,210
749.95 5,349 752.60 17,549
750.00 5,519 752.65 17,891
750.05 5,691 752.70 18,237
750.10 5,864 752.75 18,587
750.15 6,040 752.80 18,941
750.20 6,217 752.85 19,298
750.25 6,395 752.90 19,659
750.30 6,576 752.95 20,023
750.35 6,758 753.00 20,391
750.40 6,941 753.05 20,763
750.45 7,127 753.10 21,139
750.50 7,314 753.15 21,518
750.55 7,503 753.20 21,901
750.60 7,693 753.25 22,288

Granite Quarry Type II 24-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 48
Summary for Link 9: Pre-Dev P01-6
Inflow Area = 6.040 ac, 0.00% Impervious, Inflow Depth = 2.88" for 25-YR event
Inflow = 13.77 cfs @ 12.06 hrs, Volume= 1.451 af
Primary = 13.77 cfs @ 12.06 hrs, Volume= 1.451 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9: Pre-Dev P01-6
Hydrographl
—I T I —[ -H I —I + ❑ Inflow
11'A 77 rfri
1a� 13.77 cfs � �ov�i4 - a .1O4O-Lac ❑Primary
12/
11V I-1 —I 4 — 14 I - I —I C I
10Y '
9V - _I
$ / r I I rt
7 / '
5/ I I
3/
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 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 49
Hydrograph for Link 9: Pre-Dev P01-6
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.06 0.00 0.06
12.50 6.55 0.00 6.55
15.00 0.92 0.00 0.92
17.50 0.57 0.00 0.57
20.00 0.40 0.00 0.40
22.50 0.34 0.00 0.34
25.00 0.08 0.00 0.08
27.50 0.01 0.00 0.01
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 50
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.110 ac, 46.64% Impervious, Inflow Depth > 3.29" for 25-YR event
Inflow = 7.35 cfs @ 12.12 hrs, Volume= 1.674 af
Primary = 7.35 cfs @ 12.12 hrs, Volume= 1.674 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 19: Post-Dev P01-6
Hydrograph
ti 7 'lq rf ❑Inflow
7.35 cfs �— ❑Primary
Inflow Area=6.110 ac
5-
0 4-
LL = I I
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)

Granite Quarry Type 1124-hr 25-YR Rainfall=5.76"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 51
Hydrograph for Link 19: Post-Dev P01-6
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.02 0.00 0.02
12.50 5.62 0.00 5.62
15.00 1.22 0.00 1.22
17.50 0.69 0.00 0.69
20.00 0.49 0.00 0.49
22.50 0.39 0.00 0.39
25.00 0.19 0.00 0.19
27.50 0.07 0.00 0.07
30.00 0.07 0.00 0.07
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.07 0.00 0.07
40.00 0.07 0.00 0.07
42.50 0.07 0.00 0.07
45.00 0.06 0.00 0.06
47.50 0.06 0.00 0.06
50.00 0.06 0.00 0.06
52.50 0.06 0.00 0.06
55.00 0.06 0.00 0.06
57.50 0.06 0.00 0.06
60.00 0.06 0.00 0.06
62.50 0.05 0.00 0.05
65.00 0.05 0.00 0.05
67.50 0.05 0.00 0.05
70.00 0.05 0.00 0.05
72.50 0.05 0.00 0.05
75.00 0.05 0.00 0.05
77.50 0.05 0.00 0.05
80.00 0.04 0.00 0.04
82.50 0.04 0.00 0.04
85.00 0.04 0.00 0.04
87.50 0.04 0.00 0.04
90.00 0.04 0.00 0.04
92.50 0.04 0.00 0.04
95.00 0.04 0.00 0.04
97.50 0.03 0.00 0.03
100.00 0.03 0.00 0.03
102.50 0.03 0.00 0.03
105.00 0.03 0.00 0.03
107.50 0.03 0.00 0.03
110.00 0.03 0.00 0.03
112.50 0.02 0.00 0.02
115.00 0.02 0.00 0.02
117.50 0.02 0.00 0.02
120.00 0.02 0.00 0.02

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 52
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 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
Subcatchment5: EX BMP6 Runoff Area=6.000 ac 0.00% Impervious Runoff Depth=4.12"
Tc=5.0 min CN=73 Runoff=44.03 cfs 2.058 af
Subcatchment8: EX BYP6 Runoff Area=0.040 ac 0.00% Impervious Runoff Depth=2.85"
Tc=5.0 min CN=61 Runoff=0.21 cfs 0.010 af
Subcatchment 14: BMP6 Runoff Area=6.070 ac 46.95% Impervious Runoff Depth=4.67"
Tc=5.0 min CN=78 Runoff=49.69 cfs 2.360 af
Subcatchment 18: BYP6 Runoff Area=0.040 ac 0.00% Impervious Runoff Depth=2.85"
Tc=5.0 min CN=61 Runoff=0.21 cfs 0.010 af
Pond 7: EX BMP6- Dry Pond Peak Elev=755.58' Storage=23,109 cf Inflow=44.03 cfs 2.058 af
Outflow=27.07 cfs 2.058 af
Pond 16: Prop Modified BMP 6 -Wet Pond Peak Elev=757.68' Storage=46,696 cf Inflow=49.69 cfs 2.360 af
Outflow=14.58 cfs 2.324 af
Pond 17: BMP 6 PP Peak Elev=0.00' Storage=0 cf
Link 9: Pre-Dev P0I-6 Inflow=27.18 cfs 2.068 af
Primary=27.18 cfs 2.068 af
Link 19: Post-Dev P01-6 Inflow=14.64 cfs 2.333 af
Primary=14.64 cfs 2.333 af
Total Runoff Area = 12.150 ac Runoff Volume = 4.438 af Average Runoff Depth = 4.38"
76.54% Pervious = 9.300 ac 23.46% Impervious = 2.850 ac

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 5: EX BMP6
Runoff = 44.03 cfs @ 11.96 hrs, Volume= 2.058 af, Depth= 4.12"
Routed to Pond 7 : EX BMP6 - Dry Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
* 6.000 73 PER APPROVED PLANS
6.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5: EX BMP6
Hydrograph
48 ■Runoff
46=/. 44.03 cfs
44 � IIp
r
42 I
38 � /
/ H 1H- H -HH- 1 iOI YFRai�fll7. ��
34 IRua ffAI a I6.QIIQ is -
32
30W I ± V$I Ie • � �f =
w 28V
:/ !1-L!nr11:7Ph7&17'
3 24i , n
LL 22 — — c�5$ min —
20 fi H fi t641j=113
14 � � 1 4 I— I - I 4 � I - —
�14= � �
12 "
4 (�
20
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 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 54
Hydrograph for Subcatchment 5: EX BMP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.20 0.00 0.00
5.00 0.45 0.00 0.00
7.50 0.79 0.00 0.02
10.00 1.31 0.07 0.41
12.50 5.30 2.52 3.64
15.00 6.15 3.22 1.11
17.50 6.57 3.57 0.72
20.00 6.86 3.82 0.49
22.50 7.09 4.01 0.44
25.00 7.21 4.12 0.00
27.50 7.21 4.12 0.00
30.00 7.21 4.12 0.00
32.50 7.21 4.12 0.00
35.00 7.21 4.12 0.00
37.50 7.21 4.12 0.00
40.00 7.21 4.12 0.00
42.50 7.21 4.12 0.00
45.00 7.21 4.12 0.00
47.50 7.21 4.12 0.00
50.00 7.21 4.12 0.00
52.50 7.21 4.12 0.00
55.00 7.21 4.12 0.00
57.50 7.21 4.12 0.00
60.00 7.21 4.12 0.00
62.50 7.21 4.12 0.00
65.00 7.21 4.12 0.00
67.50 7.21 4.12 0.00
70.00 7.21 4.12 0.00
72.50 7.21 4.12 0.00
75.00 7.21 4.12 0.00
77.50 7.21 4.12 0.00
80.00 7.21 4.12 0.00
82.50 7.21 4.12 0.00
85.00 7.21 4.12 0.00
87.50 7.21 4.12 0.00
90.00 7.21 4.12 0.00
92.50 7.21 4.12 0.00
95.00 7.21 4.12 0.00
97.50 7.21 4.12 0.00
100.00 7.21 4.12 0.00
102.50 7.21 4.12 0.00
105.00 7.21 4.12 0.00
107.50 7.21 4.12 0.00
110.00 7.21 4.12 0.00
112.50 7.21 4.12 0.00
115.00 7.21 4.12 0.00
117.50 7.21 4.12 0.00
120.00 7.21 4.12 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 8: EX BYP6
Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.010 af, Depth= 2.85"
Routed to Link 9 : Pre-Dev P01-6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.040 61 >75% Grass cover, Good, HSG B
0.040 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8: EX BYP6
/ Hydrograph
o.23J 0 Runoff
0.225v 0.21 cfs
0.21L I4I4114 �
pe��I24-hr
0:;$Y/C fi l rt rt '7 11 fi i-ab 4RItbmfall�7 .0
0.17 — —
0.16K- — 1 1 -J Rtinoff-Ate =0- 01401 arc
0.14 —
0.14� H IRLI •9
w 0.13
0.12 — lAuprID-;Pth=p7
LL o09 — in
- -1 H I—I 4 — 1 -4 CLn
0.07 — fiI
o.os
0.05 -r
0.04 V
0.02 I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 56
Hydrograph for Subcatchment 8: EX BYP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.20 0.00 0.00
5.00 0.45 0.00 0.00
7.50 0.79 0.00 0.00
10.00 1.31 0.00 0.00
12.50 5.30 1.55 0.02
15.00 6.15 2.11 0.01
17.50 6.57 2.40 0.00
20.00 6.86 2.60 0.00
22.50 7.09 2.76 0.00
25.00 7.21 2.85 0.00
27.50 7.21 2.85 0.00
30.00 7.21 2.85 0.00
32.50 7.21 2.85 0.00
35.00 7.21 2.85 0.00
37.50 7.21 2.85 0.00
40.00 7.21 2.85 0.00
42.50 7.21 2.85 0.00
45.00 7.21 2.85 0.00
47.50 7.21 2.85 0.00
50.00 7.21 2.85 0.00
52.50 7.21 2.85 0.00
55.00 7.21 2.85 0.00
57.50 7.21 2.85 0.00
60.00 7.21 2.85 0.00
62.50 7.21 2.85 0.00
65.00 7.21 2.85 0.00
67.50 7.21 2.85 0.00
70.00 7.21 2.85 0.00
72.50 7.21 2.85 0.00
75.00 7.21 2.85 0.00
77.50 7.21 2.85 0.00
80.00 7.21 2.85 0.00
82.50 7.21 2.85 0.00
85.00 7.21 2.85 0.00
87.50 7.21 2.85 0.00
90.00 7.21 2.85 0.00
92.50 7.21 2.85 0.00
95.00 7.21 2.85 0.00
97.50 7.21 2.85 0.00
100.00 7.21 2.85 0.00
102.50 7.21 2.85 0.00
105.00 7.21 2.85 0.00
107.50 7.21 2.85 0.00
110.00 7.21 2.85 0.00
112.50 7.21 2.85 0.00
115.00 7.21 2.85 0.00
117.50 7.21 2.85 0.00
120.00 7.21 2.85 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 14: BMP6
Runoff = 49.69 cfs @ 11.95 hrs, Volume= 2.360 af, Depth= 4.67"
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= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
* 2.850 98 Impervious Areas, HSG B
3.220 61 >75% Grass cover, Good, HSG B
6.070 78 Weighted Average
3.220 53.05% Pervious Area
2.850 46.95% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14: BMP6
Hydrograph
55�/ fi Irt 1 rt 1— 11 •Runoff
5017 49.69 cfs T T 1 T T T
�Typ�e II 24-hr I
Y I 11010-'(I Rai�f�ll�7.�11"
40 -/ IRUnbffl Area=6.070 ad
351/ L L j_Rigurvfl Nf lume2. 60f
30 / 1 4 i_ ! nr11) p h '167' -
3
LL 251/ , c=5.0 m i n
201 T T GIN 7s
151/ 1- 11 fi rt SIT 1- 1 Irt ]— i
10-- ✓ T T T T F1 T 1
5-L/ I
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 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 58
Hydrograph for Subcatchment 14: BMP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.20 0.00 0.00
5.00 0.45 0.00 0.00
7.50 0.79 0.02 0.12
10.00 1.31 0.15 0.62
12.50 5.30 2.97 3.96
15.00 6.15 3.72 1.20
17.50 6.57 4.09 0.77
20.00 6.86 4.35 0.53
22.50 7.09 4.55 0.47
25.00 7.21 4.67 0.00
27.50 7.21 4.67 0.00
30.00 7.21 4.67 0.00
32.50 7.21 4.67 0.00
35.00 7.21 4.67 0.00
37.50 7.21 4.67 0.00
40.00 7.21 4.67 0.00
42.50 7.21 4.67 0.00
45.00 7.21 4.67 0.00
47.50 7.21 4.67 0.00
50.00 7.21 4.67 0.00
52.50 7.21 4.67 0.00
55.00 7.21 4.67 0.00
57.50 7.21 4.67 0.00
60.00 7.21 4.67 0.00
62.50 7.21 4.67 0.00
65.00 7.21 4.67 0.00
67.50 7.21 4.67 0.00
70.00 7.21 4.67 0.00
72.50 7.21 4.67 0.00
75.00 7.21 4.67 0.00
77.50 7.21 4.67 0.00
80.00 7.21 4.67 0.00
82.50 7.21 4.67 0.00
85.00 7.21 4.67 0.00
87.50 7.21 4.67 0.00
90.00 7.21 4.67 0.00
92.50 7.21 4.67 0.00
95.00 7.21 4.67 0.00
97.50 7.21 4.67 0.00
100.00 7.21 4.67 0.00
102.50 7.21 4.67 0.00
105.00 7.21 4.67 0.00
107.50 7.21 4.67 0.00
110.00 7.21 4.67 0.00
112.50 7.21 4.67 0.00
115.00 7.21 4.67 0.00
117.50 7.21 4.67 0.00
120.00 7.21 4.67 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment 18: BYP6
Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.010 af, Depth= 2.85"
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= 0.05 hrs
Type II 24-hr 100-YR Rainfall=7.21"
Area (ac) CN Description
0.040 61 >75% Grass cover, Good, HSG B
0.040 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18: BYP6
/ Hydrograph
o.23J 0 Runoff
0.225v 0.21 cfs
0.21L I4I4114 �
pe24-hr
0:;$Y/C fi l rt rt '7 11 fi i-ab 4RItbmfall�7 .0
0.17 — —
0.16K- — 1 1 -J Rtinoff-Ate =0- 01401 arc
0.14 —
0.14� H IRLI •9
w 0.13
0.12 — lAuprID-;Pth=p7
LL o09 — in
- -1 H I—I 4 — 1 -4 CLn
0.07 — fiI
o.os
0.05 -r
0.04 V
0.02 I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 60
Hydrograph for Subcatchment 18: BYP6
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.20 0.00 0.00
5.00 0.45 0.00 0.00
7.50 0.79 0.00 0.00
10.00 1.31 0.00 0.00
12.50 5.30 1.55 0.02
15.00 6.15 2.11 0.01
17.50 6.57 2.40 0.00
20.00 6.86 2.60 0.00
22.50 7.09 2.76 0.00
25.00 7.21 2.85 0.00
27.50 7.21 2.85 0.00
30.00 7.21 2.85 0.00
32.50 7.21 2.85 0.00
35.00 7.21 2.85 0.00
37.50 7.21 2.85 0.00
40.00 7.21 2.85 0.00
42.50 7.21 2.85 0.00
45.00 7.21 2.85 0.00
47.50 7.21 2.85 0.00
50.00 7.21 2.85 0.00
52.50 7.21 2.85 0.00
55.00 7.21 2.85 0.00
57.50 7.21 2.85 0.00
60.00 7.21 2.85 0.00
62.50 7.21 2.85 0.00
65.00 7.21 2.85 0.00
67.50 7.21 2.85 0.00
70.00 7.21 2.85 0.00
72.50 7.21 2.85 0.00
75.00 7.21 2.85 0.00
77.50 7.21 2.85 0.00
80.00 7.21 2.85 0.00
82.50 7.21 2.85 0.00
85.00 7.21 2.85 0.00
87.50 7.21 2.85 0.00
90.00 7.21 2.85 0.00
92.50 7.21 2.85 0.00
95.00 7.21 2.85 0.00
97.50 7.21 2.85 0.00
100.00 7.21 2.85 0.00
102.50 7.21 2.85 0.00
105.00 7.21 2.85 0.00
107.50 7.21 2.85 0.00
110.00 7.21 2.85 0.00
112.50 7.21 2.85 0.00
115.00 7.21 2.85 0.00
117.50 7.21 2.85 0.00
120.00 7.21 2.85 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 61
Summary for Pond 7: EX BMP6 - Dry Pond
Inflow Area = 6.000 ac, 0.00% Impervious, Inflow Depth = 4.12" for 100-YR event
Inflow = 44.03 cfs @ 11.96 hrs, Volume= 2.058 af
Outflow = 27.07 cfs @ 12.04 hrs, Volume= 2.058 af, Atten= 39%, Lag= 5.0 min
Primary = 27.07 cfs @ 12.04 hrs, Volume= 2.058 af
Routed to Link 9 : Pre-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 755.58' @ 12.04 hrs Surf.Area= 12,016 sf Storage= 23,109 cf
Plug-Flow detention time= 28.0 min calculated for 2.057 af(100% of inflow)
Center-of-Mass det. time= 28.8 min ( 847.6 - 818.9 )
Volume Invert Avail.Storage Storage Description _
#1 753.00' 65,286 cf Ex Volume - Design (Pyramidal)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
_ (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
753.00 3,100 0 0 3,100
754.00 9,600 6,052 6,052 9,607
756.00 12,700 22,228 28,280 12,820
758.00 16,100 28,733 57,012 16,352
758.50 17,000 8,274 65,286 17,288
Device Routing Invert Outlet Devices
#1 Primary 753.00' 24.0" Round RCP Round 24"
L= 53.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 753.00' / 752.71' S= 0.0055 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary 754.00' 1.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary 755.20' 13.3' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
primary OutFlow Max=26.45 cfs @ 12.04 hrs HW=755.57' TW=0.00' (Dynamic Tailwater)
-1=RCP_Round 24" (Barrel Controls 16.74 cfs @ 5.39 fps)
-2=Orifice/Grate (Orifice Controls 0.10 cfs @ 5.88 fps)
-3=Sharp-Crested Rectangular Weir(Weir Controls 9.61 cfs @ 1.98 fps)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 62
Pond 7: EX BMP6 - Dry Pond
Hydrograph
— 1 4 1 e Inflow
484v 1 44.03 cfs 1 D Primary
44 �r�f10- v ►�-e .00a
42� , Pa tFe ��5. 8
�40 / FI
38 _
36 F 1 F F 1-1 + — 4 Sioi-age= 3,lib cJL
�/ �
34=
/-
3227
30 27.07 cfs F I F I - 1 1
r 28 -
24V
�—°° 22'_ /
20
18= /
1 / 1
14 /
.
12 10 f 1 —h 1 1_
8� +
6
4=
2=
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 63
Hydrograph for Pond 7: EX BMP6 - Dry Pond
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 753.00 0.00
2.50 0.00 0 753.00 0.00
5.00 0.00 0 753.00 0.00
7.50 0.02 8 753.00 0.00
10.00 0.41 876 753.24 0.26
12.50 3.64 11,261 754.52 8.47
15.00 1.11 2,313 753.52 1.22
17.50 0.72 1,675 753.40 0.76
20.00 0.49 1,340 753.34 0.53
22.50 0.44 1,212 753.31 0.45
25.00 0.00 493 753.14 0.09
27.50 0.00 182 753.06 0.01
30.00 0.00 113 753.04 0.00
32.50 0.00 83 753.03 0.00
35.00 0.00 66 753.02 0.00
37.50 0.00 55 753.02 0.00
40.00 0.00 47 753.01 0.00
42.50 0.00 41 753.01 0.00
45.00 0.00 37 753.01 0.00
47.50 0.00 33 753.01 0.00
50.00 0.00 31 753.01 0.00
52.50 0.00 28 753.01 0.00
55.00 0.00 26 753.01 0.00
57.50 0.00 24 753.01 0.00
60.00 0.00 23 753.01 0.00
62.50 0.00 22 753.01 0.00
65.00 0.00 20 753.01 0.00
67.50 0.00 19 753.01 0.00
70.00 0.00 19 753.01 0.00
72.50 0.00 18 753.01 0.00
75.00 0.00 17 753.01 0.00
77.50 0.00 16 753.01 0.00
80.00 0.00 16 753.01 0.00
82.50 0.00 15 753.00 0.00
85.00 0.00 14 753.00 0.00
87.50 0.00 14 753.00 0.00
90.00 0.00 13 753.00 0.00
92.50 0.00 13 753.00 0.00
95.00 0.00 13 753.00 0.00
97.50 0.00 12 753.00 0.00
100.00 0.00 12 753.00 0.00
102.50 0.00 12 753.00 0.00
105.00 0.00 11 753.00 0.00
107.50 0.00 11 753.00 0.00
110.00 0.00 11 753.00 0.00
112.50 0.00 10 753.00 0.00
115.00 0.00 10 753.00 0.00
117.50 0.00 10 753.00 0.00
120.00 0.00 10 753.00 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 64
Stage-Area-Storage for Pond 7: EX BMP6 - Dry Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
753.00 3,100 0 758.30 16,637 61,923
753.10 3,589 334 758.40 16,818 63,596
753.20 4,114 719 758.50 17,000 65,286
753.30 4,674 1,158
753.40 5,271 1,655
753.50 5,903 2,213
753.60 6,571 2,837
753.70 7,274 3,529
753.80 8,014 4,293
753.90 8,789 5,133
754.00 9,600 6,052
754.10 9,745 7,019
754.20 9,891 8,001
754.30 10,037 8,997
754.40 10,185 10,008
754.50 10,334 11,034
754.60 10,485 12,075
754.70 10,636 13,131
754.80 10,788 14,202
754.90 10,941 15,289
755.00 11,096 16,391
755.10 11,251 17,508
755.20 11,408 18,641
755.30 11,566 19,790
755.40 11,725 20,954
755.50 11,884 22,135
755.60 12,045 23,331
755.70 12,207 24,544
755.80 12,371 25,773
755.90 12,535 27,018
756.00 12,700 28,280
756.10 12,860 29,558
756.20 13,022 30,852
756.30 13,184 32,162
756.40 13,348 33,489
756.50 13,512 34,832
756.60 13,678 36,191
756.70 13,844 37,567
756.80 14,012 38,960
756.90 14,180 40,370
757.00 14,350 41,796
757.10 14,520 43,239
757.20 14,692 44,700
757.30 14,864 46,178
757.40 15,038 47,673
757.50 15,212 49,185
757.60 15,388 50,715
757.70 15,564 52,263
757.80 15,742 53,828
757.90 15,920 55,411
758.00 16,100 57,012
758.10 16,278 58,631
758.20 16,457 60,268

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 65
Summary for Pond 16: Prop Modified BMP 6 - Wet Pond
Inflow Area = 6.070 ac, 46.95% Impervious, Inflow Depth = 4.67" for 100-YR event
Inflow = 49.69 cfs @ 11.95 hrs, Volume= 2.360 af
Outflow = 14.58 cfs @ 12.09 hrs, Volume= 2.324 af, Atten= 71%, Lag= 8.3 min
Primary = 14.58 cfs @ 12.09 hrs, Volume= 2.324 af
Routed to Link 19 : Post-Dev P01-6
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 757.68' @ 12.09 hrs Surf.Area= 15,648 sf Storage= 46,696 cf
Plug-Flow detention time= 569.1 min calculated for 2.324 af(98% of inflow)
Center-of-Mass det. time= 559.7 min ( 1,367.3 - 807.6 )
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' / 753.68' S= 0.0118 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 754.00' 1.5" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 755.60' 18.0" W x 27.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 757.85' 16.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=14.54 cfs @ 12.09 hrs HW=757.68' TW=0.00' (Dynamic Tailwater)
4-1=RCP_Round 18" (Passes 14.54 cfs of 14.56 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.11 cfs @ 9.16 fps)
-3=Orifice/Grate (Orifice Controls 14.43 cfs @ 4.63 fps)
-4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 66
Pond 16: Prop Modified BMP 6 - Wet Pond
Hydrograph +
❑ Inflow
55� 49.69 cfs - _❑Primary
50L/ 1 InlIovAi-e 16.0O0�d
451/ , I I I _ I _ 1 Ptak E-I = '&7- 8'
40 j 1S oka6e=46,696-c
351/ - 1- 4 I - I
o 30� 1— —F fi fi fi 1 7 1
° 25�
LL
20/
14.58 cfs ' 1 1 1 I
15-r i /
101 I I I J
51/
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 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 67
Hydrograph for Pond 16: Prop Modified BMP 6 - Wet Pond
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 754.00 0.00
2.50 0.00 0 754.00 0.00
5.00 0.00 0 754.00 0.00
7.50 0.12 325 754.04 0.00
10.00 0.62 3,079 754.33 0.03
12.50 3.96 38,285 757.13 9.22
15.00 1.20 23,312 756.06 1.57
17.50 0.77 21,308 755.90 0.89
20.00 0.53 20,410 755.83 0.62
22.50 0.47 19,947 755.80 0.50
25.00 0.00 18,716 755.70 0.23
27.50 0.00 17,562 755.61 0.08
30.00 0.00 16,904 755.56 0.07
32.50 0.00 16,260 755.50 0.07
35.00 0.00 15,627 755.45 0.07
37.50 0.00 15,006 755.40 0.07
40.00 0.00 14,396 755.35 0.07
42.50 0.00 13,799 755.30 0.07
45.00 0.00 13,212 755.25 0.06
47.50 0.00 12,638 755.21 0.06
50.00 0.00 12,075 755.16 0.06
52.50 0.00 11,525 755.11 0.06
55.00 0.00 10,986 755.07 0.06
57.50 0.00 10,459 755.02 0.06
60.00 0.00 9,945 754.98 0.06
62.50 0.00 9,443 754.93 0.06
65.00 0.00 8,953 754.89 0.05
67.50 0.00 8,476 754.85 0.05
70.00 0.00 8,011 754.81 0.05
72.50 0.00 7,559 754.76 0.05
75.00 0.00 7,120 754.72 0.05
77.50 0.00 6,694 754.68 0.05
80.00 0.00 6,281 754.65 0.05
82.50 0.00 5,882 754.61 0.04
85.00 0.00 5,496 754.57 0.04
87.50 0.00 5,123 754.53 0.04
90.00 0.00 4,765 754.50 0.04
92.50 0.00 4,420 754.47 0.04
95.00 0.00 4,089 754.43 0.04
97.50 0.00 3,772 754.40 0.03
100.00 0.00 3,470 754.37 0.03
102.50 0.00 3,182 754.34 0.03
105.00 0.00 2,908 754.31 0.03
107.50 0.00 2,649 754.29 0.03
110.00 0.00 2,405 754.26 0.03
112.50 0.00 2,175 754.24 0.02
115.00 0.00 1,960 754.21 0.02
117.50 0.00 1,761 754.19 0.02
120.00 0.00 1,576 754.17 0.02

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 68
Stage-Area-Storage for Pond 16: Prop Modified BMP 6 -Wet Pond
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
754.00 8,870 0 756.65 14,030 31,360
754.05 8,999 447 756.70 14,107 32,064
754.10 9,129 900 756.75 14,183 32,771
754.15 9,260 1,360 756.80 14,260 33,482
754.20 9,392 1,826 756.85 14,336 34,197
754.25 9,525 2,299 756.90 14,413 34,916
754.30 9,659 2,779 756.95 14,491 35,638
754.35 9,794 3,265 757.00 14,568 36,365
754.40 9,930 3,758 757.05 14,646 37,095
754.45 10,067 4,258 757.10 14,723 37,829
754.50 10,204 4,765 757.15 14,801 38,568
754.55 10,343 5,278 757.20 14,880 39,310
754.60 10,482 5,799 757.25 14,958 40,055
754.65 10,623 6,327 757.30 15,037 40,805
754.70 10,764 6,861 757.35 15,116 41,559
754.75 10,906 7,403 757.40 15,195 42,317
754.80 11,050 7,952 757.45 15,274 43,079
754.85 11,194 8,508 757.50 15,354 43,844
754.90 11,339 9,071 757.55 15,433 44,614
754.95 11,485 9,642 757.60 15,513 45,388
755.00 11,632 10,220 757.65 15,593 46,165
755.05 11,701 10,803 757.70 15,674 46,947
755.10 11,771 11,390 757.75 15,754 47,733
755.15 11,841 11,980 757.80 15,835 48,522
755.20 11,911 12,574 757.85 15,916 49,316
755.25 11,981 13,171 757.90 15,997 50,114
755.30 12,051 13,772 757.95 16,078 50,916
755.35 12,122 14,377 758.00 16,160 51,722
755.40 12,193 14,984 758.05 16,241 52,532
755.45 12,264 15,596 758.10 16,323 53,346
755.50 12,335 16,211 758.15 16,406 54,164
755.55 12,406 16,829 758.20 16,488 54,987
755.60 12,478 17,451 758.25 16,571 55,813
755.65 12,550 18,077 758.30 16,653 56,644
755.70 12,622 18,706 758.35 16,736 57,478
755.75 12,694 19,339 758.40 16,820 58,317
755.80 12,767 19,976 758.45 16,903 59,160
755.85 12,839 20,616 758.50 16,987 60,008
755.90 12,912 21,260 758.55 17,070 60,859
755.95 12,985 21,907 758.60 17,154 61,715
756.00 13,059 22,558 758.65 17,239 62,574
756.05 13,132 23,213 758.70 17,323 63,438
756.10 13,206 23,872 758.75 17,408 64,307
756.15 13,280 24,534 758.80 17,493 65,179
756.20 13,354 25,200 758.85 17,578 66,056
756.25 13,428 25,869 758.90 17,663 66,937
756.30 13,503 26,542 758.95 17,748 67,822
756.35 13,578 27,219 759.00 17,834 68,712
756.40 13,653 27,900
756.45 13,728 28,585
756.50 13,803 29,273
756.55 13,879 29,965
756.60 13,954 30,661

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 69
Summary for Pond 17: BMP 6 PP
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

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 70
Stage-Area-Storage for Pond 17: BMP 6 PP
Elevation Storage Elevation Storage Elevation Storage
(feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet)
748.00 0 750.65 7,886 753.30 22,678
748.05 108 750.70 8,080 753.35 23,072
748.10 218 750.75 8,275 753.40 23,469
748.15 329 750.80 8,473 753.45 23,871
748.20 442 750.85 8,672 753.50 24,276
748.25 556 750.90 8,873 753.55 24,684
748.30 672 750.95 9,076 753.60 25,097
748.35 789 751.00 9,280 753.65 25,512
748.40 907 751.05 9,486 753.70 25,932
748.45 1,027 751.10 9,694 753.75 26,355
748.50 1,149 751.15 9,903 753.80 26,782
748.55 1,272 751.20 10,114 753.85 27,213
748.60 1,396 751.25 10,327 753.90 27,647
748.65 1,522 751.30 10,541 753.95 28,085
748.70 1,649 751.35 10,758 754.00 28,527
748.75 1,778 751.40 10,976
748.80 1,908 751.45 11,195
748.85 2,039 751.50 11,417
748.90 2,173 751.55 11,640
748.95 2,307 751.60 11,865
749.00 2,443 751.65 12,091
749.05 2,581 751.70 12,319
749.10 2,720 751.75 12,549
749.15 2,861 751.80 12,781
749.20 3,003 751.85 13,014
749.25 3,148 751.90 13,250
749.30 3,294 751.95 13,486
749.35 3,442 752.00 13,725
749.40 3,591 752.05 14,023
749.45 3,743 752.10 14,325
749.50 3,896 752.15 14,631
749.55 4,050 752.20 14,941
749.60 4,207 752.25 15,254
749.65 4,365 752.30 15,571
749.70 4,524 752.35 15,891
749.75 4,686 752.40 16,215
749.80 4,849 752.45 16,543
749.85 5,014 752.50 16,875
749.90 5,181 752.55 17,210
749.95 5,349 752.60 17,549
750.00 5,519 752.65 17,891
750.05 5,691 752.70 18,237
750.10 5,864 752.75 18,587
750.15 6,040 752.80 18,941
750.20 6,217 752.85 19,298
750.25 6,395 752.90 19,659
750.30 6,576 752.95 20,023
750.35 6,758 753.00 20,391
750.40 6,941 753.05 20,763
750.45 7,127 753.10 21,139
750.50 7,314 753.15 21,518
750.55 7,503 753.20 21,901
750.60 7,693 753.25 22,288

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 71
Summary for Link 9: Pre-Dev P01-6
Inflow Area = 6.040 ac, 0.00% Impervious, Inflow Depth = 4.11" for 100-YR event
Inflow = 27.18 cfs @ 12.04 hrs, Volume= 2.068 af
Primary = 27.18 cfs @ 12.04 hrs, Volume= 2.068 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 9: Pre-Dev P01-6
Hydrograph
177 1 R rf ❑Inflow
30 27.18 cfs r ❑Primary
28= Inflow Area=6.040 ac
26=
24=
22-
20
18' —[ - I
rn /
0 14
LL 12-
10- I
8=
4 2-/ /
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 72
Hydrograph for Link 9: Pre-Dev P01-6
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.26 0.00 0.26
12.50 8.49 0.00 8.49
15.00 1.23 0.00 1.23
17.50 0.76 0.00 0.76
20.00 0.54 0.00 0.54
22.50 0.45 0.00 0.45
25.00 0.09 0.00 0.09
27.50 0.01 0.00 0.01
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

Granite Quarry Type 1124-hr 100-YR Rainfall=7.21"
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 73
Summary for Link 19: Post-Dev P01-6
Inflow Area = 6.110 ac, 46.64% Impervious, Inflow Depth > 4.58" for 100-YR event
Inflow = 14.64 cfs @ 12.09 hrs, Volume= 2.333 af
Primary = 14.64 cfs @ 12.09 hrs, Volume= 2.333 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 19: Post-Dev P01-6
Hydrograph
1 d Rd rf ❑Inflow
16= D Primary
15_ 14.64 cfs IInflow Area=6.110 ac
14 1 L I I I I LIL L I — L 1
13=
12= I -r I T I -r I �
11=
10- ]- 1 -[ fi 11 fi t i71 -
71/ FA L II L I L L LIL L II L 1
-z
5= r I TTI IT IT ITT1T71 ITT
4-
3 —[ t1 I ± t
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 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC Page 74
Hydrograph for Link 19: Post-Dev P01-6
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.03 0.00 0.03
12.50 9.24 0.00 9.24
15.00 1.58 0.00 1.58
17.50 0.89 0.00 0.89
20.00 0.63 0.00 0.63
22.50 0.50 0.00 0.50
25.00 0.23 0.00 0.23
27.50 0.08 0.00 0.08
30.00 0.07 0.00 0.07
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.07 0.00 0.07
40.00 0.07 0.00 0.07
42.50 0.07 0.00 0.07
45.00 0.06 0.00 0.06
47.50 0.06 0.00 0.06
50.00 0.06 0.00 0.06
52.50 0.06 0.00 0.06
55.00 0.06 0.00 0.06
57.50 0.06 0.00 0.06
60.00 0.06 0.00 0.06
62.50 0.06 0.00 0.06
65.00 0.05 0.00 0.05
67.50 0.05 0.00 0.05
70.00 0.05 0.00 0.05
72.50 0.05 0.00 0.05
75.00 0.05 0.00 0.05
77.50 0.05 0.00 0.05
80.00 0.05 0.00 0.05
82.50 0.04 0.00 0.04
85.00 0.04 0.00 0.04
87.50 0.04 0.00 0.04
90.00 0.04 0.00 0.04
92.50 0.04 0.00 0.04
95.00 0.04 0.00 0.04
97.50 0.03 0.00 0.03
100.00 0.03 0.00 0.03
102.50 0.03 0.00 0.03
105.00 0.03 0.00 0.03
107.50 0.03 0.00 0.03
110.00 0.03 0.00 0.03
112.50 0.02 0.00 0.02
115.00 0.02 0.00 0.02
117.50 0.02 0.00 0.02
120.00 0.02 0.00 0.02

Granite Quarry Table of Contents
Prepared by Bohler Engineers Printed 8/4/2023
HydroCAD® 10.20-2g s/n 03478 ©2022 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
2-YR Event
6 Node Listing
7 Subcat 5: EX BMP6
9 Subcat 8: EX BYP6
11 Subcat 14: BMP6
13 Subcat 18: BYP6
15 Pond 7: EX BMP6 - Dry Pond
19 Pond 16: Prop Modified BMP 6 - Wet Pond
23 Pond 17: BMP 6 PP
25 Link 9: Pre-Dev P01-6
27 Link 19: Post-Dev P01-6
25-YR Event
29 Node Listing
30 Subcat 5: EX BMP6
32 Subcat 8: EX BYP6
34 Subcat 14: BMP6
36 Subcat 18: BYP6
38 Pond 7: EX BMP6 - Dry Pond
42 Pond 16: Prop Modified BMP 6 - Wet Pond
46 Pond 17: BMP 6 PP
48 Link 9: Pre-Dev P01-6
50 Link 19: Post-Dev P01-6
100-YR Event
52 Node Listing
53 Subcat 5: EX BMP6
55 Subcat 8: EX BYP6
57 Subcat 14: BMP6
59 Subcat 18: BYP6
61 Pond 7: EX BMP6 - Dry Pond
65 Pond 16: Prop Modified BMP 6 - Wet Pond
69 Pond 17: BMP 6 PP
71 Link 9: Pre-Dev P01-6
73 Link 19: Post-Dev P01-6

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
18
1• 16
15
Outfall
19
Outfall
Outfall
1
• 2 8 ■
3 11
13
�� 4 14
12
9
5
7
6
Project File: 230611_Granite Quarry.stm Number of lines: 19 Date:6/12/2023
Storm Sewers v2022.00

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 53.500 0.20 2.98 0.90 0.18 2.68 5.0 5.0 4.0 10.73 24.20 2.52 36 0.11 753.94 754.00 755.70 755.73 756.94 759.02 SD-EX1
2 1 66.100 0.20 1.37 0.90 0.18 1.23 5.0 5.0 4.0 4.93 11.80 4.62 15 2.84 754.08 755.96 755.95 756.86 759.02 761.32 SD-EX2
3 2 51.900 0.20 1.17 0.90 0.18 1.05 5.0 5.0 4.0 4.21 6.51 5.09 15 0.87 756.09 756.54 756.86 757.37 761.32 761.54 SD-EX3
4 3 31.820 0.10 0.97 0.90 0.09 0.87 5.0 5.0 4.0 3.49 11.53 6.37 15 1.89 757.00 757.60 757.47 758.35 761.54 763.04 SD-A 20
5 4 78.000 0.50 0.87 0.90 0.45 0.78 5.0 5.0 4.0 3.13 5.94 4.20 15 0.50 757.60 757.99 758.35 758.70 763.04 763.08 SD-A21
6 5 166.327 0.00 0.37 0.00 0.00 0.33 5.0 5.0 4.0 1.33 5.97 2.57 15 0.51 757.99 758.83 758.70 759.29 763.08 764.67 SD-A22
7 6 106.000 0.28 0.28 0.90 0.25 0.25 5.0 5.0 4.0 1.01 5.94 2.76 15 0.50 758.83 759.36 759.29 759.75 764.67 763.66 SD-A23
8 1 50.000 0.06 1.41 0.90 0.05 1.27 5.0 5.0 4.0 5.08 0.00 1.62 24 -0.24 754.69 754.57 756.69 756.71 759.02 758.28 SD-EX4
9 6 89.000 0.04 0.09 0.90 0.04 0.08 5.0 5.0 4.0 0.32 4.92 2.24 15 0.49 759.20 759.64 759.42 759.86 764.67 763.50 SD-A22.1
10 9 21.660 0.05 0.05 0.90 0.05 0.05 5.0 5.0 4.0 0.18 4.98 1.91 15 0.51 759.74 759.85 759.90 760.01 763.50 763.55 SD-A22.2
11 8 55.000 0.33 1.35 0.90 0.30 1.22 5.0 5.0 4.0 4.86 30.82 1.58 24 1.58 754.10 754.97 756.77 756.79 758.28 758.50 SD-EX5
12 11 55.000 0.04 0.04 0.90 0.04 0.04 5.0 5.0 4.0 0.14 5.81 0.12 15 0.69 754.90 755.28 756.85 756.85 758.50 759.53 SD-EX6
13 11 15.000 0.02 0.98 0.90 0.02 0.88 5.0 5.0 4.0 3.53 8.81 2.00 18 0.60 754.98 755.07 756.85 756.86 758.50 757.97 SD-EX7
14 13 40.000 0.96 0.96 0.90 0.86 0.86 5.0 5.0 4.0 3.46 0.00 1.96 18 -3.93 755.07 753.50 756.94 756.98 757.97 758.50 SD-EX8
15 End 158.000 0.18 1.36 0.90 0.16 1.22 5.0 5.0 4.0 4.90 9.65 2.86 18 0.50 753.75 754.54 755.70 755.88 755.06 761.19 SD-A31
16 15 113.399 0.42 0.84 0.90 0.38 0.76 5.0 5.0 4.0 3.02 7.38 2.18 18 0.49 754.65 755.21 756.07 756.14 761.19 759.77 SD-A33
17 16 21.000 0.42 0.42 0.90 0.38 0.38 5.0 5.0 4.0 1.51 7.94 3.37 18 0.57 756.78 756.90 757.22 757.36 759.77 759.77 SD-A34
18 15 119.263 0.34 0.34 0.90 0.31 0.31 5.0 5.0 4.0 1.22 4.58 3.16 15 0.50 755.79 756.39 756.23 756.83 761.19 759.32 SD-A32
19 End 49.799 0.40 0.40 0.90 0.36 0.36 5.0 5.0 4.0 1.44 9.67 2.51 18 0.50 755.00 755.25 755.70 755.70 756.56 760.66 SD-All
Project File: 230611_Granite Quarry.stm Number of lines: 19 Run Date: 6/13/2023
NOTES:Intensity=4.04/(Inlet time+5.50)^0.00; Return period=Yrs. 1 ; Pipe travel time suppressed. ; c=cir e=ellip b=box
Storm Sewers v2022 00

Inlet Report Pagel
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 EX1 0.72 0.22 0.94 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.015 0.020 0.000 0.06 3.38 0.22 3.38 2.0 Off
2 EX2 0.72 0.00 0.62 0.10 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.031 0.020 0.013 0.11 4.43 0.22 1.73 2.0 1
3 EX3 0.72 0.00 0.60 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.025 0.020 0.013 0.10 4.64 0.22 2.17 2.0 1
4 A-20 0.36 0.00 0.36 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.180 0.180 0.000 0.05 0.26 0.05 0.26 0.0 Off
5 A-21 1.80 0.00 1.80 0.00 DrGrt 0.0 0.00 7.32 6.00 2.00 Sag 2.00 0.020 0.020 0.000 0.11 13.19 0.11 13.19 0.0 Off
6 A-22 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
7 A-23 1.01 0.00 1.01 0.00 DrGrt 0.0 0.00 3.66 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.10 12.40 0.10 12.40 0.0 Off
8 EX4 0.22 0.00 0.22 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.015 0.020 0.000 -0.04 1.33 0.13 1.33 2.0 Off
9 A-22.1 0.14 0.00 0.14 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.011 0.020 0.000 -0.06 1.10 0.10 1.10 2.0 Off
10 A-22.2 0.18 0.00 0.18 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.011 0.020 0.000 -0.05 1.24 0.12 1.24 2.0 Off
11 EX5 1.19 0.00 1.19 0.00 Comb 6.0 2.00 2.00 2.00 2.00 Sag 2.00 0.030 0.020 0.000 0.11 4.50 0.28 4.50 2.0 Off
12 EX6 0.14 0.00 0.14 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.210 0.020 0.000 -0.02 0.49 0.14 0.49 2.0 Off
13 EX7 0.07 0.00 0.07 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.046 0.020 0.000 -0.08 0.67 0.09 0.67 2.0 Off
14 EX8 3.46 0.00 3.46 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.070 0.020 0.000 0.26 8.14 0.43 8.14 2.0 Off
15 A-31 0.65 0.00 0.65 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.023 0.023 0.000 0.07 2.98 0.07 2.98 0.0 Off
16 A-33 1.51 0.00 1.51 0.00 Comb 6.0 6.00 7.32 6.00 2.00 Sag 2.00 0.014 0.020 0.000 0.07 3.96 0.23 3.96 2.0 Off
17 A-34 1.51 0.00 1.51 0.00 Comb 6.0 6.00 7.32 6.00 2.00 Sag 2.00 0.014 0.020 0.000 0.07 3.96 0.23 3.96 2.0 Off
18 A-32 1.22 0.00 1.22 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.330 0.330 0.000 0.10 0.32 0.10 0.32 0.0 Off
19 A-11 1.44 0.00 1.44 0.00 DrGrt 0.0 0.00 3.66 3.00 2.00 Sag 2.00 0.030 0.030 0.000 0.13 10.80 0.13 10.80 0.0 Off
Project File: 230611_Granite Quarry.stm Number of lines: 19 Run Date: 6/13/2023
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period= 1 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022 00

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 53.500 0.20 2.98 0.90 0.18 2.68 5.0 5.0 7.1 18.92 24.20 2.86 36 0.11 753.94 754.00 756.61 756.64 756.94 759.02 SD-EX1
2 1 66.100 0.20 1.37 0.90 0.18 1.23 5.0 5.0 7.1 8.70 11.80 7.09 15 2.84 754.08 755.96 756.93 757.95 759.02 761.32 SD-EX2
3 2 51.900 0.20 1.17 0.90 0.18 1.05 5.0 5.0 7.1 7.43 6.51 6.06 15 0.87 756.09 756.54 759.12 759.71 761.32 761.54 SD-EX3
4 3 31.820 0.10 0.97 0.90 0.09 0.87 5.0 5.0 7.1 6.16 11.53 5.02 15 1.89 757.00 757.60 759.99 760.17 761.54 763.04 SD-A 20
5 4 78.000 0.50 0.87 0.90 0.45 0.78 5.0 5.0 7.1 5.52 5.94 4.50 15 0.50 757.60 757.99 760.36 760.70 763.04 763.08 SD-A21
6 5 166.327 0.00 0.37 0.00 0.00 0.33 5.0 5.0 7.1 2.35 5.97 1.91 15 0.51 757.99 758.83 761.17 761.30 763.08 764.67 SD-A22
7 6 106.000 0.28 0.28 0.90 0.25 0.25 5.0 5.0 7.1 1.78 5.94 1.45 15 0.50 758.83 759.36 761.36 761.41 764.67 763.66 SD-A23
8 1 50.000 0.06 1.41 0.90 0.05 1.27 5.0 5.0 7.1 8.95 0.00 2.85 24 -0.24 754.69 754.57 756.93 757.00 759.02 758.28 SD-EX4
9 6 89.000 0.04 0.09 0.90 0.04 0.08 5.0 5.0 7.1 0.57 4.92 0.47 15 0.49 759.20 759.64 761.36 761.37 764.67 763.50 SD-A22.1
10 9 21.660 0.05 0.05 0.90 0.05 0.05 5.0 5.0 7.1 0.32 4.98 0.26 15 0.51 759.74 759.85 761.37 761.37 763.50 763.55 SD-A22.2
11 8 55.000 0.33 1.35 0.90 0.30 1.22 5.0 5.0 7.1 8.57 30.82 2.73 24 1.58 754.10 754.97 757.19 757.25 758.28 758.50 SD-EX5
12 11 55.000 0.04 0.04 0.90 0.04 0.04 5.0 5.0 7.1 0.25 5.81 0.21 15 0.69 754.90 755.28 757.43 757.43 758.50 759.53 SD-EX6
13 11 15.000 0.02 0.98 0.90 0.02 0.88 5.0 5.0 7.1 6.22 8.81 3.52 18 0.60 754.98 755.07 757.43 757.47 758.50 757.97 SD-EX7
14 13 40.000 0.96 0.96 0.90 0.86 0.86 5.0 5.0 7.1 6.10 0.00 3.45 18 -3.93 755.07 753.50 757.70 757.82 757.97 758.50 SD-EX8
15 End 158.000 0.18 1.36 0.90 0.16 1.22 5.0 5.0 7.1 8.64 9.65 4.89 18 0.50 753.75 754.54 756.61 757.24 755.06 761.19 SD-A31
16 15 113.399 0.42 0.84 0.90 0.38 0.76 5.0 5.0 7.1 5.33 7.38 3.02 18 0.49 754.65 755.21 757.77 758.06 761.19 759.77 SD-A33
17 16 21.000 0.42 0.42 0.90 0.38 0.38 5.0 5.0 7.1 2.67 7.94 2.73 18 0.57 756.78 756.90 758.13 757.52 759.77 759.77 SD-A34
18 15 119.263 0.34 0.34 0.90 0.31 0.31 5.0 5.0 7.1 2.16 4.58 1.76 15 0.50 755.79 756.39 757.77 757.90 761.19 759.32 SD-A32
19 End 49.799 0.40 0.40 0.90 0.36 0.36 5.0 5.0 7.1 2.54 9.67 1.47 18 0.50 755.00 755.25 756.61 756.62 756.56 760.66 SD-All
Project File: 230611_Granite Quarry.stm Number of lines: 19 Run Date: 6/12/2023
NOTES:Intensity=105.57/(Inlet time+ 18.00)A 0.86; Return period=Yrs. 10 ; Pipe travel time suppressed. ; c=cir e=ellip b=box
Storm Sewers v2022 00

Inlet Report Pagel
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 EX1 1.27 0.63 1.90 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.015 0.020 0.000 0.13 7.16 0.30 7.16 2.0 Off
2 EX2 1.27 0.00 0.97 0.30 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.031 0.020 0.013 0.13 5.64 0.25 2.94 2.0 1
3 EX3 1.27 0.00 0.94 0.33 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.025 0.020 0.013 0.13 5.81 0.24 3.39 2.0 1
4 A-20 0.64 0.00 0.64 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.180 0.180 0.000 0.07 0.38 0.07 0.38 0.0 Off
5 A-21 3.18 0.00 3.18 0.00 DrGrt 0.0 0.00 7.32 6.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.34 0.16 18.34 0.0 Off
6 A-22 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
7 A-23 1.78 0.00 1.78 0.00 DrGrt 0.0 0.00 3.66 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.15 17.19 0.15 17.19 0.0 Off
8 EX4 0.38 0.00 0.38 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.015 0.020 0.000 0.01 1.81 0.18 1.81 2.0 Off
9 A-22.1 0.25 0.00 0.25 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.011 0.020 0.000 -0.03 1.50 0.14 1.50 2.0 Off
10 A-22.2 0.32 0.00 0.32 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.011 0.020 0.000 -0.01 1.69 0.16 1.69 2.0 Off
11 EX5 2.10 0.00 2.10 0.00 Comb 6.0 2.00 2.00 2.00 2.00 Sag 2.00 0.030 0.020 0.000 0.19 8.26 0.35 8.26 2.0 Off
12 EX6 0.25 0.00 0.25 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.210 0.020 0.000 0.03 0.68 0.20 0.68 2.0 Off
13 EX7 0.13 0.00 0.13 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.046 0.020 0.000 -0.05 0.92 0.12 0.92 2.0 Off
14 EX8 6.10 0.00 6.10 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.070 0.020 0.000 0.37 13.53 0.54 13.53 2.0 Off
15 A-31 1.14 0.00 1.14 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.023 0.023 0.000 0.10 4.35 0.10 4.35 0.0 Off
16 A-33 2.67 0.00 2.67 0.00 Comb 6.0 6.00 7.32 6.00 2.00 Sag 2.00 0.014 0.020 0.000 0.13 7.09 0.30 7.09 2.0 Off
17 A-34 2.67 0.00 2.67 0.00 Comb 6.0 6.00 7.32 6.00 2.00 Sag 2.00 0.014 0.020 0.000 0.13 7.09 0.30 7.09 2.0 Off
18 A-32 2.16 0.00 2.16 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.330 0.330 0.000 0.15 0.46 0.15 0.46 0.0 Off
19 A-11 2.54 0.00 2.54 0.00 DrGrt 0.0 0.00 3.66 3.00 2.00 Sag 2.00 0.030 0.030 0.000 0.19 14.84 0.19 14.84 0.0 Off
Project File: 230611_Granite Quarry.stm Number of lines: 19 Run Date: 6/12/2023
NOTES: Inlet N-Values=0.016;Intensity=105.57/(Inlet time+18.00)^0.86; Return period= 10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022 00

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 53.500 0.20 2.98 0.90 0.18 2.68 5.0 5.0 8.2 22.11 24.20 3.13 36 0.11 753.94 754.00 757.14 757.19 756.94 759.02 SD-EX1
2 1 66.100 0.20 1.37 0.90 0.18 1.23 5.0 5.0 8.2 10.17 11.80 8.29 15 2.84 754.08 755.96 757.53 758.93 759.02 761.32 SD-EX2
3 2 51.900 0.20 1.17 0.90 0.18 1.05 5.0 5.0 8.2 8.68 6.51 7.08 15 0.87 756.09 756.54 760.53 761.33 761.32 761.54 SD-EX3
4 3 31.820 0.10 0.97 0.90 0.09 0.87 5.0 5.0 8.2 7.20 11.53 5.87 15 1.89 757.00 757.60 761.72 761.95 761.54 763.04 SD-A 20
5 4 78.000 0.50 0.87 0.90 0.45 0.78 5.0 5.0 8.2 6.46 5.94 5.26 15 0.50 757.60 757.99 762.22 762.68 763.04 763.08 SD-A21
6 5 166.327 0.00 0.37 0.00 0.00 0.33 5.0 5.0 8.2 2.75 5.97 2.24 15 0.51 757.99 758.83 763.33 763.51 763.08 764.67 SD-A22
7 6 106.000 0.28 0.28 0.90 0.25 0.25 5.0 5.0 8.2 2.08 5.94 1.69 15 0.50 758.83 759.36 763.58 763.65 764.67 763.66 SD-A23
8 1 50.000 0.06 1.41 0.90 0.05 1.27 5.0 5.0 8.2 10.46 0.00 3.33 24 -0.24 754.69 754.57 757.53 757.62 759.02 758.28 SD-EX4
9 6 89.000 0.04 0.09 0.90 0.04 0.08 5.0 5.0 8.2 0.67 4.92 0.54 15 0.49 759.20 759.64 763.58 763.59 764.67 763.50 SD-A22.1
10 9 21.660 0.05 0.05 0.90 0.05 0.05 5.0 5.0 8.2 0.37 4.98 0.30 15 0.51 759.74 759.85 763.60 763.60 763.50 763.55 SD-A22.2
11 8 55.000 0.33 1.35 0.90 0.30 1.22 5.0 5.0 8.2 10.02 30.82 3.19 24 1.58 754.10 754.97 757.88 757.97 758.28 758.50 SD-EX5
12 11 55.000 0.04 0.04 0.90 0.04 0.04 5.0 5.0 8.2 0.30 5.81 0.24 15 0.69 754.90 755.28 758.21 758.21 758.50 759.53 SD-EX6
13 11 15.000 0.02 0.98 0.90 0.02 0.88 5.0 5.0 8.2 7.27 8.81 4.12 18 0.60 754.98 755.07 758.21 758.27 758.50 757.97 SD-EX7
14 13 40.000 0.96 0.96 0.90 0.86 0.86 5.0 5.0 8.2 7.12 0.00 4.03 18 -3.93 755.07 753.50 758.59 758.75 757.97 758.50 SD-EX8
15 End 158.000 0.18 1.36 0.90 0.16 1.22 5.0 5.0 8.2 10.09 9.65 5.71 18 0.50 753.75 754.54 757.14 758.00 755.06 761.19 SD-A31
16 15 113.399 0.42 0.84 0.90 0.38 0.76 5.0 5.0 8.2 6.23 7.38 3.53 18 0.49 754.65 755.21 758.72 759.12 761.19 759.77 SD-A33
17 16 21.000 0.42 0.42 0.90 0.38 0.38 5.0 5.0 8.2 3.12 7.94 1.76 18 0.57 756.78 756.90 759.22 759.24 759.77 759.77 SD-A34
18 15 119.263 0.34 0.34 0.90 0.31 0.31 5.0 5.0 8.2 2.52 4.58 2.06 15 0.50 755.79 756.39 758.72 758.91 761.19 759.32 SD-A32
19 End 49.799 0.40 0.40 0.90 0.36 0.36 5.0 5.0 8.2 2.97 9.67 1.68 18 0.50 755.00 755.25 757.14 757.16 756.56 760.66 SD-All
Project File: 230611_Granite Quarry.stm Number of lines: 19 Run Date: 6/12/2023
NOTES:Intensity=103.30/(Inlet time+ 16.60)^0.82; Return period=Yrs.25 ; Pipe travel time suppressed. ; c=cir e=ellip b=box
Storm Sewers v2022 00

Inlet Report Pagel
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 EX1 1.48 0.82 2.30 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.015 0.020 0.000 0.16 8.54 0.33 8.54 2.0 Off
2 EX2 1.48 0.00 1.09 0.39 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.031 0.020 0.013 0.14 6.01 0.26 3.36 2.0 1
3 EX3 1.48 0.00 1.06 0.43 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.025 0.020 0.013 0.13 6.17 0.25 3.76 2.0 1
4 A-20 0.74 0.00 0.74 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.180 0.180 0.000 0.08 0.42 0.08 0.42 0.0 Off
5 A-21 3.71 0.00 3.71 0.00 DrGrt 0.0 0.00 7.32 6.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 20.13 0.18 20.13 0.0 Off
6 A-22 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
7 A-23 2.08 0.00 2.08 0.00 DrGrt 0.0 0.00 3.66 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.17 18.85 0.17 18.85 0.0 Off
8 EX4 0.45 0.00 0.45 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.015 0.020 0.000 0.03 1.96 0.19 1.96 2.0 Off
9 A-22.1 0.30 0.00 0.30 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.011 0.020 0.000 -0.01 1.63 0.15 1.63 2.0 Off
10 A-22.2 0.37 0.00 0.37 0.00 Comb 6.0 3.00 3.66 3.00 2.00 Sag 2.00 0.011 0.020 0.000 0.01 1.84 0.17 1.84 2.0 Off
11 EX5 2.45 0.00 2.45 0.00 Comb 6.0 2.00 2.00 2.00 2.00 Sag 2.00 0.030 0.020 0.000 0.21 9.56 0.38 9.56 2.0 Off
12 EX6 0.30 0.00 0.30 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.210 0.020 0.000 0.05 0.74 0.22 0.74 2.0 Off
13 EX7 0.15 0.00 0.15 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.046 0.020 0.000 -0.04 1.00 0.13 1.00 2.0 Off
14 EX8 7.12 0.00 7.12 0.00 Comb 6.0 4.00 2.00 2.00 2.00 Sag 2.00 0.070 0.020 0.000 0.41 15.40 0.57 15.40 2.0 Off
15 A-31 1.34 0.00 1.34 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.023 0.023 0.000 0.11 4.83 0.11 4.83 0.0 Off
16 A-33 3.12 0.00 3.12 0.00 Comb 6.0 6.00 7.32 6.00 2.00 Sag 2.00 0.014 0.020 0.000 0.15 8.18 0.32 8.18 2.0 Off
17 A-34 3.12 0.00 3.12 0.00 Comb 6.0 6.00 7.32 6.00 2.00 Sag 2.00 0.014 0.020 0.000 0.15 8.18 0.32 8.18 2.0 Off
18 A-32 2.52 0.00 2.52 0.00 DrCrb 6.0 12.00 0.00 0.00 0.00 Sag 0.00 0.330 0.330 0.000 0.17 0.51 0.17 0.51 0.0 Off
19 A-11 2.97 0.00 2.97 0.00 DrGrt 0.0 0.00 3.66 3.00 2.00 Sag 2.00 0.030 0.030 0.000 0.21 16.25 0.21 16.25 0.0 Off
Project File: 230611_Granite Quarry.stm Number of lines: 19 Run Date: 6/12/2023
NOTES: Inlet N-Values=0.016;Intensity=103.30/(Inlet time+16.60)A 0.82; Return period=25 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022 00

Storm Sewer Profile EX OUTFALL - A23 Proj. file: 230611_Granite Quarry.stm
co N CO 7 u--)
O• a C J O C J Q C J O c J Q c J O C J Q C J Q
O N 61 O 000 O Mm0cLo O .LAO N O(o(o N OQ)O) V CD coop V mop
O r._ Co O V Ni (0 �)(0 LU (O N- o M N r co M r--N- (0 V co W (0 M o)
o w c6 nor` 6 rV2� ti nor` o Ir�� Nr` - v -. , N
+O -a W O W W W v- W W W ,- W W W N W WW N W W W . W W W u) W W
as E > co E » m E » m E » m E » co E » co E 5 5 co E >
(/) 0 E c.0 a .E (i) EEE cn EE E v) E E E u) E E E c -CZ c c S E E
775.00 - • - 775.00
770.00 770.00
765.00 - 765.00
.
760.00 ( ti__— —--- � —760.00
755.00 — 78.000Lf-'5"(a)0.50% 755.00
31R2fllf-1$i"©1RA% — ins 0001f-1fi"Q0.0%
51.000Lf 16"@ 0.87%,
— 60.100Lf- 13"@ 2.847o
b1.bUOLt-36"e 0.11%
750.00 750.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL - EGL Reach (ft)
Storm Sewers

Storm Sewer Profile A-22 - A22.2 Proj. file: 230611_Granite Quarry.stm
0
0 E J 0E -1 0E J 0
00 c) O)0r)) r (o co Ncs, Lc) N- U�
p CO M �co� M co
0) a co Ma)
p W W W W W W co Lo
N W W W N W W
yo E > > c E >; >: yq E > ; c0 E >
E E c co E E E co ii.E E Cl) E E
775.00 - - 775.00
771.00 771.00
767.00 767.00
/ ----------- ------ _ �L
763.00 - • 763.00
7
759.00 9• �9A6f 16"@ C�19%
— • 759.00
1GG.32'Lf 15"C051%
21.660Lf 16"@ 0.51%
755.00 755.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL - EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Al 0 - Al 1 Proj. file: 230611_Granite Quarry.stm
cn
G m J 0
O O• m cr) ON
Elev. (ft) o it
o -o w o w ul
co E > co E
768.00 — 768.00
765.00 - 765.00
762.00 • 762.00
759.00 • 759.00
756.00 756.00
49.799Lt-lb"(cU u bU%
753.00 753.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile A30-A34 Proj. file: 230611_Granite Quarry.stm
as r
O 8 D C . O E J O C J Q
rn ' n . r--
O ,—
Co •N- O Co CO ma' r N- 0,0) N-
O N. co O of co• a'cn c0 M �c0
Elev. (ft) g w r N co 17 N- ( �r
C pW WWW N WWW N L.T.
CO E > c0 Ej j as Ej j ca Ej
u c co ricc co iEcc co Ec
771.00 771.00
767.00 767.00
763.00 763.00
759.00 759.00
i
—
755.00 — ` 755.00
— MI 113.300Lf 18"Ei n acr%
158.000L -18"L 0.50%
— 21.000Lf-18"@ 0.57%
751.00 751.00
0 25 50 75 100 125 150 175 200 225 250 275 300
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile A31 -A32 Proj. file: 230611_Granite Quarry.stm
co
of J 0
a) d-m M M NM
O (7' 2 N (D
Elev. (ft) a -. teV'r- a) N.'
o W w w Ww
mE > ; ca E >:
768.00 768.00
765.00 - 765.00
762.00 / 762.00
759.cu 759.00
r
756.00 — �� I ' 756.00
119.215"@ u.b0%
753.00 753.00
0 10 20 30 40 50 60 70 80 90 100 110 120
- HGL - EGL Reach (ft)
Storm Sewers

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,':
Outlet W = Do + La 90 'm fill 1 I•II II •
I, IIII 11111 I
pipeIIIIIIIIIIII �, 4
diameter (Do) ' � 1liiii ILI I % 1;,,
La _� nnuunn
80I I- . - uulum �r!o*
I _ 11111111111 rf,!d!11
T ilwa_ < 0.5Do ,..- _ -_- - I .. ' 1uuu1 i.lrrnlr P
i--- ---- - --- i- mum '�trioiri'.
��1 1 III ,, d Pir'li!111'
\� IlEll1 IS111d1 Ir
• a ! _ I___ d7goi I/I' '
p(\ _ 411111i►,11� .a rIII,
'<1\\' 60 1� — I ._ i or IP;r:il; ''I OHM
111117
—1 //,III!iP111 1 III
gar _ 1�I1 r _ - h. 'nlrlra •. . , uuu
Ven - - =-bill _ -- - y ri:lrn ,, iimm
ut<` 5 -I 1 11�■ • ■ 6 •�1 it muumuu'
u
\� I_ ��%���' III�I111111111111111111�
`n `h —_ iIIIh111111111111111111■
\v` I - 3 r • 111111111■IIIIII:1111111•ll
1 11111111111111 IU!:,1 4
40 • + 1 '"ate ,�4�;�1� 111111 l 0 ,,mnl
�!■, I�IIIIIIII ilPJIII1■F . - of I�Iuuuu AMA MI
I 4 � � �■ Ilrluulnl IfinU,iludw
��nn .% I 1 . 11�1111111111111111JV.111it
_9. 1 - 1-_` r ' 1 AN■gi IIr1111111 Imp:warp
I _ +--_-- -I a} - iU - 4■■■ III ICI 4.•nJIII III!d
t 1 _, I 1 ■■ 1 1 i111JIP':iIp
I �� }d '--,-. il__I ■■ .!Illlllp'r rt1111,1114
20 �111
� I m� s 1.5 /; .�r..1III� I 1 ■■ ICI hIIIII111Oli�ill, 111JI11/ 3
���ll _ , -/� I I- ■ 1 I�IIIIIl dl 11 I,'
�■ri ' :i- ° T 11111111
I-- 'Paa'li'siim . ��,�'
Mil
■ a7. �-v nlili ..1 --'� I an d11;111i1Vi��� rt ■ / i 1�illlll!i111/11:Ilill�i' ' N0 ��� l_ �lr_► III;IIIII,IIIilitif. •�O 2
I —�� /,- r/ IIIIIiI/vIGV�IIIi
_I LL ,,' � 1111Iv:";A:11:11!:]IIIII�I
E■l � — I �� I: r=��'�41iii;i•l!11G11111 iiimi
V. IRi/I:dII S 114111111111I11110 IZ
— -} v= I'' rp i�►I' 1�/illl:dlllllllllllllllllll■
.I III_ In, ,O.j/ '-II; •JiiIr;v i�lunnulnuumuuu oC
11E,
.—,__ -- - V=V ```a Ar ,; ,I4digir !Du immunium111i11111 ui
1/' ._ 1 nmluuul unuuuu 18
�/l��"• +, �1 1 IDOIIi1OIOiHOP"
I 11 1
t v o 15 /t'� -t- I
5 I I1.
• 1 , I I • . I III .I. ! ; i ii_: • I.. !ll •Ill;i 0
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

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
80 uu111111 l • or,r I
L —+1 no m r;!dsii
La I I T mom ,f�!irnM►I
T ilwater < 0.5Do I-_ '-- min Nfrrn'1r
i-------- - --- �- 1111111 'aaii°11i11r, I
�� _ — rilllll�►.11! .a II
't Ppt 60 _. _ . -�_ I• iiril1111II1 iiir ?:r :YI -
O /.i111!in rl 4,l • II■
egg - r_ y 4 argil i 11111■
�� ,i MI nm1■
J� 1 Mil -- - 6 •//i� r rnil�auuum■
• \(� 54 -+ I ,, ',� IIIIi1111111I111111
�� _ . -I--` '_% Ld' I!rl�l�IIIIIIIIIIIIIIIIIIC
- —h" - I yliedAia W dun,un■ ul uuu■ .
IIIIIIIIIIIIIlIIllIm111Ri
111111111111111 IU!;/ 4
40 + 1 1 I iisr—rs�uuuullu DA.,,lulr
uualu , el,uurl
I .1 V. ` i uuuull iiius nu4 •
k_ - � :�■ I 1
111111111 I f 11111',1111Pnl l
�n I -- , ,%'i /1� �■■ IIIIII IIIIII lllt'iIP'i I
�.11 MI I_ --- ' 1- ,� Sri mmll 16 Irnnam�IIIE 74 .•
III ■I �- - 1� .��'' 'd ill WIUrr is
IIIIIII ■:I �� }d .,.�/ il_ rl!II.0/111rauI:111,■
20 IIIIIII mum ■.I �� s 15 /-:/ 1 mu 1 pliilllrOr'illlr IIId1I,
IIIIIII r�llltt■■"111� - , �,/�' I •-- — IIIIIII'l 11! $.4i 3
mini rr ■ 2 / ' %W5,,1111' ° e''1
IIIIIII■■� ■ r �/_�" l� I-I
-- - �1111111M id � � _ — / Ij;l�ll�''ItiJ ,Dli,��
10 IIIIIII N�•Snr!.i ► r ^
IIIIII.�■� co1r _ I '.. %�'/i';�r�' IIIrOr'.n: I '.'
�S,iitllll �� I'. %�•'�II?III! P.
mem IIIIIII ��' Mil = -_ i% ii!:;, II;IIIi1Vd
IIIIIII��� _ / i r lllll!111r/11:I1',11, , N
0 �11111111�M�� 1■ 1-- �! IIII;rlllrllri1�511! 2
immi IIIIIII a = _�, -4� I�� IV;IIIII:II:IRIV, r.
Nom IIIIIII mini.
OM --- 1 /111111;,Iriri;,iI.�11■
MEM IIIIIII um _ _ / •r� iiiii5lin: /1!:a11111■ a
ME IIIIIII�0 i �' �P lII'drit!IIIIIIIII III■ CZ
r IIIIIIIEll i // /_� I; I• I
IIIIIII 1 �1 T _ 25,— �" ��II dl.Ilillllllllll III■ Q
} V= %iI /'rlIl:,IIII1111III1111I111■
E 111111 - .f I11 jjir< �/ J.ilr�i irinunuunuunnum■ ii
�■mill v— . .r
_ III . - - 'c ik,... +. ni l I 1 1 11111 IIII■ 1 a
r c1.15 - �i'� III 1 1 IIII II II■
lv=u ai/i � /
0
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

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
I. 1111111111 1
pipe
mull, !
nmlllll� 11
diameter (Do) 80 1 i. iiiiiiiii`i=1i I :n%itil,l
La —s1 1 1- . -- ,. nuuuut �r!dsin1
I _ uunuull �f,!�rn�lll�l
T ilwa__ < 0.5D0 - -,..- - ---
--. _. 1 ' 111111111 Ni1rPlril r�1
1_ I 1111111 'I:11Ar7i
11
a\` - I1111 IAPIsn ffur a
;al ilra!dI , .a 11
plot — -_� _ - - -, '5ii:111tIdr'. !III
111
P osk 60 I — '. _ _ 1 •r:vsnn r.oi '1 •v1111,
mum
eng ; _- r- y r i;ua1 s um�1
� ',1 roi, • nnu�11
51 6 •Ai Aril aiiimu l
\\(�J - -- _- _11111M1
+ ', I Illtlllllllllllllll II�� , I '% Ld' I!li i'11111111111111t111111—�-- - -- I Q a M e1UIru1111t11111IIt111■Ir
- _I 74i 11111111111111t111:111111.n,
f / 111111111111111 1r!i11/
40 ` _+— - 1 - A i=►�.��r/I�mmullu or.,,U11ra 4
F uumu ', el,uurul
4 ..��' mmilu J A:Uenu7lr
111111111 11111115111111/111
��nn '�% 1 �� 111111111111r1111Nr!,d�1/
3Y. 'I - L AlliIi 11111111 1r11r'e11I11l111P
�� ill 1 1r"irr�Ir,
I - _ il_ lli/111!M u1111,1■rA
III•■•• -I }di:id l :� 1 1,1i111ua��,nlr Iue1r,11 20---- 11
— �r�' • .7. .!�� _ ��IIIIIII,I,11�"b�Y 13
Mill
li
10 11■�UI... .� — — _
i-- / ,r"'d11S1Uilr1 AI a)
0 -111111•111:1111111111111111 _ -1---- ''',[ MI 4'r-Oraro- • ,ev.aellE * I!, —
��� r / • .rllirilln1911i11.i • 11 2 N
��� I �! IIII;IIIII,IIIiI!ll! 11
/.i11111,1Ir/i.;;.] IIImI
IMI
MO —=EN -'--- _I - A.....- �tllur:,^,;A.11.11.: IIIIAt11
i %rllVidr�t!IIIIIIIII IIIr11
' P7 : 1V1111i1ri1111111111�IIIm11
I .} Vai
= Xiirfir �—il /'d1ISd11111111111111IIIIm11 -
- — —_-- `` 111_ i�'. ��r1r—� �Iimnnulnumuuuum
}-- L.
• �� 1111111IIIIIIIIIIIIIIIIIIIIII cc
'-` - ------- V_V , /I j•0 l 11111111111111111111111111■II O
� IIIIIIIIIIIIII Iluuuumll �
1�./ �.1i %� Inul 11 1 ul1u ■II 1
— I- j V o�15 - Joe III 1 111111111111111101II�II
v = 5sll�� 11 -II 1,
.'�l1II- 0
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