SW3230608_Stormwater Report_20231014

Stormwater Management Plan
Stormwater Report
for
Stoneglen Subdivision
W. Peeler Street
Rowan County, NC
Prepared for:
PresPro
6549 Morehead Rd,
Harrisburg, NC 28075
Prepared by:
Gavel & Dorn Engineering, PLLC
6730 Freedom Drive
Charlotte, NC 28214
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Table of Contents
• Narrative
• USGS maps
• Precipitation Data
• Soils Data
o Watershed Soil Data
• Pre-Development Hydrologic Data(Map, Tc, and CN)
o Built Upon Area Summary
• Post-Development Hydrologic Data
o Maps, Tc and CN
o Built Upon Area Summary
o 1-Inch Storm Simple Method Calculations
o Water Quality Storage Table
• Storm Drain and SCM Construction Plans
• HydroCad Hydrology Results
• Storm Drainage System Design
o Storm Drain Pipe Capacity Calculations
o Inlet Spread Calculations
o Rip Rap Apron Calculations
o Buoyancy Calculation
• Seasonal High Water Table Information
o Calculation Narrative
o Graphic

Narrative

Stormwater Narrative
Stoneglen is a proposed 31-lot single family subdivision located on a 12.4-acre parcel off W.
Peeler St. in Granite Quarry,NC. The project is a high-density project and the storm water
runoff that is generated by the development will be treated as required by NCDEQ including
treating the runoff from the first one inch of rainfall for 85% TSS removal. The project will be
required to comply with Town of Granite Quarry requirements to detain the post-development
1-year and 10-year storm event runoff rates to less than pre-development runoff rates. In
addition, the SCM will be designed to have minimum 6 inches of freeboard during the 50-year
storm event. The piped storm drainage system has been designed to convey the runoff from
the 10 yr. storm event while ensuring that the hydraulic grade line is minimum 6"below the
top of storm structures while accounting for the tailwater of the proposed sand filter SCM.
Stormwater improvements include a piped stormwater collection system and an on-site
detention and water quality SCM consisting of a combination dry pond and sand filter.
Sizing of the SCM has been completed per the NCDEQ Stormwater Design Manual.
The predevelopment conditions for the site included on-site and off-site drainage that drain in
a westerly direction across the site. The pre-development drainage area for this site is 23.32
acres including 10.92 acres of off-site drainage.
Post development, 11.52 acres of runoff will be captured in two clear water diversion ditches
and routed around the site and bypass the SCM. Of the remaining 11.8 acres, 11.52 acres that
includes all new impervious will be routed to the proposed SCM. A 0.28-acre basin of on-site
drainage comprised of the pond embankment and nearby grassed areas, which has no
impervious, will surface drain off-site.
The post-development discharge point for all stormwater runoff is the same as the predevelopment
discharge point.
Drainage Basins
Pre-Development
The predevelopment conditions for the site included on-site and off-site drainage that drain in
a westerly direction across the site. The pre-development drainage area for this site is 23.32
acres including 12.92 acres of off-site drainage. The point of analysis for this project is
located at the southwest side of the parcel.
The pre-development model consists of three drainage basins, one for the on-site drainage and
two off-site drainage basins. These drainage basins are bound by topography onsite and the
site boundary. The pre-development cover condition for the subject parcel will be modeled as
100%wooded. There is no existing built upon area(BUA) located within the project
boundary. This will ensure a conservative pre-development flow rate, and volume. The off-
site drainage areas consist of 1-acre residential parcels. Note that the off-site drainage is
partially diverted around the site by existing clean water ditches. Time of Concentration
("Tc") for each basin has been calculated. Tc path for off-site flow ends at the property line of

the parcel.
Post-Development
The post-development model consists of four drainage basins. 11.52 acres of on-site drainage,
which includes all impervious, will be directed to the new SCM. A 0.28-acre basin of on-site
drainage comprised of the pond embankment and nearby grassed areas, which has no
impervious, will surface drain to the point of analysis. The two off-site basins will be directed
around the site via existing clean water ditches and additional piped storm drainage systems.
The same point of analysis is used for pre-development and post-development. Tc path for
off-site flow is unchanged from pre-development. All on-site "Tc"paths for on-site flow are
assumed to be 5 minutes in the post-development. Cover conditions for the entire on-site
parcel were modeled as 1/4-acre residential districts as per Soil Conservation Service TR-55
method.
The at-grade sand filter SCM has been sized to treat the runoff volume from the 1-inch storm.
Runoff volume has been determined using the Simple Method. Size and storage volume for
the sand filter has been designed as per the NC DEQ Stormwater Design Manual.
Built upon areas for the project include:
1) BUA as detailed in the construction plans including road, sidewalk, curb & gutter, etc.
2) In addition, allowances for built upon areas for each parcel (Houses, driveways, hardscape
etc.) were calculated as detailed in the report. Maximum built upon area for each parcel
was calculated as 3,600 SF. No BUA will be allowed on the SCM lot, Lot 5.
Calculation Methodology and Assumptions
• Rainfall Data is taken from NOAA Atlas 14.
• HydroCAD 10.00-22, is used to produce the pre-development and post-development
runoff hydrographs.
• Soil Data is from the NRCS web soil survey. Soil types for each subbasin are calculated
and composite curve number created from this data. The site is completely composed
of"HSG C" soils.
• A composite SCS curve number was calculated for the pre-development condition and
the proposed post-development drainage area based on cover conditions and existing
soils.
• Time of Concentration is calculated based on the SCS (NRCS) TR-55 methodology. In
the pre-development all overland flow occurs in 100'.In the post-development condition
all developed areas are assumed to have times of concentration of 5 minutes.
• Storm drainage pipe capacity calculations have been completed utilizing Hydraflow
Hydrographs Extension for Autodeck Civil 3D (2021). The calculated tailwater for the
10-year storm(as per HydroCAD model)has been utilized as the tailwater condition for
pipes draining to the SCM.
• Inlet gutter spread calculations have been completed utilizing Hydraulic Toolbox 5.2.

Results Summary
Predevelopment Peak Flow Storm Event
100-
1-Year 10-Year Year
Drainage Areas (cfs) (cfs) (cfs)
Off-Site (Subbasin 1) 2.92 8.25 13.62
Off-Site (Subbasin 2) 5.06 13.31 21.3
On-Site (Subbasin 3) 4.92 17.9 32.02
Total Peak Runoff 12.84 39.09 66.44
Post-Development Peak Flow Storm Event
100-
1-Year 10-Year Year
Drainage Areas (cfs) (cfs) (cfs)
Off-Site (Subbasin 1) 3.04 10.06 14.09
Off-Site (Subbasin 2) 5.5 15.81 22.93
On-Site 2 (Bypass) 0.3 0.86 1.37
On-Site 1 (Subbasin 7)
Unattenuated Flow 15.4 35.11 52.07
Attenutated Flow 3.83 15.79 29.48
Total Runoff 10.87 37.78 65.73
Post Development Increase(cfs) -1.97 -1.31 -0.71
The proposed stormwater management plan for the Stoneglen Subdivision meets the design
criteria as required by the Town of Granite Quarry and the NC DEQ.
As required by the Town of Granite Quarry, the post-construction runoff is less than the pre-
construction runoff for the 1-year and 10-year storm event. In addition, minimum 6-inches of
freeboard is maintained during the 50-year storm event. (Freeboard=0.88')
As per NC DEQ requirements the sand filter is sized to store and treat the water quality runoff
volume for the 1-inch rain event.
If the development is built as proposed within this report, all applicable design criteria will be
met. However, modifications to the proposed development that change assumptions made in
this report will invalidate this report.

USGS Maps

NC Surface Water Classifications
;46gt
MP 4.41
r RP
and Rd a
ale es
efp
NIB
Discharge Point of —\
Property
April 25, 2023 1:4,852
0 0.05 0.1 0.2 mu
0 0.07 0.15 0.3 km
Rowan County, State of North Carolina DOT. Ean,
HERE. Garman. INCREMENT P. USGS. METINASA.
EPA.USDA,NCDENR•Division of Water Resources

( Lege^d )( Layers )( Prnt
00
00
Surface Water Classifications:
Stream Index: 12-115-{2)
Stream Name: Crane Creek
Description: From Dam at Happys Lake to
High Rock Lake,Yadkin River
Classification: C
Date of Class.: August 31, 1974
What does this Class. mean? View
>
River Basin: Yadkin Pee-Dee

Precipitation Data

4/18/2018 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
0P Location name: Granite Quarry, North Carolina,
•
Vc - USA* none
Latitude:35.6079°, Longitude: -80.4552°
Elevation:780.84 ft**
1.^"t.0c source:ESRI Maps 'N.• *,sr
**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 2 5 10 25 50 100 200 500 1000
4.66 5.51 6.42 7.06 7.76 8.23 8.65 9.00 9.36 9.60
5-min (4.28-5.05) (5.08-5.99) (5.90-6.98) (6.47-7.64) (7.09-8.40) (7.49-8.92) (7.81-9.36) (8.09-9.76) (8.34-10.2) (8.48-10.5)
3.72 4.40 5.14 5.64 6.18 6.55 6.87 7.13 7.40 7.56
10-min (3.43-4.04) (4.06-4.79) (4.73-5.59) (5.18-6.11) (5.65-6.70) (5.96-7.10) (6.21-7.44) (6.41-7.73) (6.60-8.05) (6.68-8.24)
15-min 3.10 3.69 4.34 4.76 5.22 5.53 5.79 6.00 6.22 6.32
(2.86-3.36) (3.40-4.01) (3.99-4.71) (4.36-5.16) (4.77-5.66) (5.03-5.99) (5.23-6.27) (5.39-6.51) (5.54-6.76) (5.59-6.89)
-
2.12 2.55 3.08 3.45 3.87 4.17 4.43 4.67 4.94 5.12
30-min (1.96-2.30) (2.35-2.77) (2.83-3.35) (3.16-3.74) (3.54-4.19) (3.79-4.51) (4.01-4.80) (4.20-5.07) (4.41-5.38) (4.53-5.58)
60-min 1.32 1.60 1.97 2.24 2.58 2.82 3.05 3.27 3.55 3.74
(1.22-1.44) (1.48-1.74) (1.82-2.15) (2.06-2.43) (2.35-2.79) (2.57-3.06) (2.76-3.31) (2.94-3.55) (3.16-3.86) (3.31-4.07)
2-hr 0.764 0.925 1.15 1.32 1.53 1.69 1.85 2.00 2.20 2.34
(0.702-0.833) (0.850-1.01) (1.05-1.25) (1.20-1.43) (1.39-1.67) (1.53-1.84) (1.66-2.01) (1.78-2.18) (1.94-2.40) (2.04-2.56)
3-hr 0.542 0.654 0.818 0.940 1.10 1.23 1.35 1 1.47 1.64 1.76
(0.498-0.592) (0.602-0.715) (0.750-0.892) (0.859-1.02) (1.00-1.20) (1.11-1.33) (1.21-1.46) 1 (1.31-1.60) (1.44-1.78) (1.53-1.92)
6-hr 0.329 0.396 0.495 0.571 0.673 0.753 0.832 0.913 1.02 1.11
(0.303-0.360) (0.365-0.434) (0.455-0.541) (0.523-0.622) (0.611-0.731) (0.679-0.816) (0.746-0.903) (0.810-0.990) (0.894-1.11) (0.954-1.20)
12-hr 0.193 0.232 0.291 0.338 0.401 0.452 0.503 0.557 0.630 0.686
(0.178-0.210) (0.214-0.254) (0.268-0.318) (0.310-0.368) (0.365-0.436) (0.407-0.489) (0.450-0.544) (0.492-0.601) (0.547-0.679) (0.587-0.740)
24-hr 0.115 0.139 0.175 0.203 0.240 0.270 0.301 0.332 0.375 0.409
(0.108-0.124) (0.130-0.150) (0.163-0.188) (0.189-0.217) (0.223-0.258) (0.251-0.290) (0.278-0.323) (0.306-0.357) (0.344-0.403) (0.374-0.440)
2-day 0.067 0.081 0.100 0.116 0.137 0.153 0.170 0.187 0.211 I 0.229
(0.063-0.072) (0.076-0.086) (0.094-0.108) (0.108-0.124) (0.127-0.146) (0.142-0.164) (0.158-0.182) (0.173-0.200) (0.194-0.225)1(0.210-0.245)
3-day 0.048 0.057 0.071 0.081 0.096 0.108 0.119 0.131 0.147 0.160
(0.045-0.051) (0.054-0.061) (0.066-0.076) (0.076-0.087) (0.089-0.102) (0.100-0.115) (0.110-0.127) (0.121-0.140) (0.136-0.158) (0.147-0.172)
4-day 0.038 0.045 0.056 0.064 r 0.076 l 0.085 r 0.094 0.103 0.116 I 0.126
(0.036-0.040) (0.043-0.048) (0.052-0.060) (0.060-0.068)i(0.070-0.081) (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
(0.024-0.026) (0.028-0.032) (0.034-0.038) (0.039-0.044) (0.045-0.051) (0.050-0.057) (0.055-0.063) (0.061-0.069) (0.068-0.078) (0.073-0.085)
10-day 0.020 0.024 0.028 0.032 ' 0.037 0.041 0.045 0.049 0.054 0.059
(0.019-0.021) (0.022-0.025) (0.027-0.030) (0.030-0.034)1(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 I 0.026 I 0.029 0.031 0.034 0.037
(0.013-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.0252i(0.025-0.028)1(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) (0.016-0.017) (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.
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hops://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6079&Ion=-80.4552&data=intensity&units=english&series=pds 1/4

4/18/2018 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
0P Location name: Granite Quarry, North Carolina,
•
Vc - USA* none
Latitude:35.6079°, Longitude: -80.4552°
Elevation:780.84 ft** 110
1.^"t.0c source:ESRI Maps 'N.• *,ee
**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
0.388 0.459 0.535 0.588 0.647 0.686 0.721 0.750 0.780 0.800
5-min (0.357-0.421) (0.423-0.499) (0.492-0.582) (0.539-0.637) (0.591-0.700) (0.624-0.743) (0.651-0.780) (0.674-0.813) (0.695-0.848) (0.707-0.872)
0.620 0.733 0.857 0.940 1.03 1.09 1.15 1.19 1.23 1.26
10-min (0.571-0.673) (0.677-0.798) (0.788-0.931) (0.863-1.02) (0.942-1.12) (0.993-1.18) (1.03-1.24) (1.07-1.29) (1.10-1.34) (1.11-1.37)
15-min 0.775 0.922 1.08 1.19 1.31 1.38 1.45 1.50 1.55 1.58
(0.714-0.841) (0.851-1.00) (0.997-1.18) (1.09-1.29) (1.19-1.42) (1.26-1.50) (1.31-1.57) (1.35-1.63) (1.38-1.69) (1.40-1.72)
- 1.06 1.27 1.54 1.72 1.94 2.08 2.22 2.33 2.47 2.56
30-min (0.978-1.15) (1.18-1.39) (1.42-1.67) (1.58-1.87) (1.77-2.10) (1.89-2.26) (2.00-2.40) (2.10-2.53) I (2.20-2.69) (2.26-2.79)
60-min 1.32 1.60 1.97 2.24 2.58 2.82 3.05 3.27 3.55 3.74
(1.22-1.44) (1.48-1.74) (1.82-2.15) (2.06-2.43) (2.35-2.79) (2.57-3.06) (2.76-3.31) (2.94-3.55) (3.16-3.86) (3.31-4.07)
2-hr 1.53 1.85 2.30 1 2.63 3.06 r 3.38 3.70 4.00 4.39 4.68
(1.41-1.67) (1.70-2.02) (2.11-2.51) (2.41-2.87) (2.79-3.33) I (3.06-3.68) (3.32-4.02) (3.57-4.36) (3.87-4.79) (4.09-5.11)
3-hr 1.63 1.97 2.46 2.82 3.31 3.69 4.05 4.42 4.91 5.28
(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) (3.94-4.80) (4.31-5.34) (4.59-5.75)
1.97 2.37 2.96 3.42 4.03 4.51 4.99 5.47 6.12 6.61
6-hr (1.81-2.15) (2.19-2.60) (2.72-3.24) (3.13-3.73) (3.66-4.38) (4.07-4.89) (4.47-5.41) (4.85-5.93) (5.35-6.64) (5.71-7.19)
12-hr 2.33 2.80 3.51 4.07 4.84 5.44 6.07 6.71 7.59 8.27
(2.14-2.54) (2.58-3.07) (3.23-3.83) (3.73-4.44) (4.39-5.25) (4.90-5.89) (5.42-6.56) (5.92-7.24) (6.59-8.18) (7.08-8.92)
24-hr 2.77 3.34 4.19 4.86 5.77 6.49 7.22 7.98 9.00 9.81
(2.58-2.97) (3.12-3.59) (3.92-4.51) (4.53-5.22) (5.36-6.19) (6.02-6.96) (6.68-7.74) (7.35-8.56) (8.26-9.67) (8.97-10.5)
2-day 3.22 3.88 4.82 5.57 6.57 7.36 8.17 8.99 10.1 11.0
(3.01-3.44) (3.63-4.15) (4.51-5.16) (5.19-5.95) (6.11-7.02) (6.84-7.87) (7.56-8.72) (8.30-9.62) (9.29-10.8) (10.1-11.8)
3-day 3.42 4.11 5.09 5.87 6.91 7.74 8.58 9.44 10.6 11.5
(3.21-3.66) (3.86-4.40) (4.77-5.44) (5.48-6.26) (6.44-7.38) (7.19-8.26) (7.95-9.17) (8.72-10.1) (9.77-11.4) (10.6-12.4)
4-day 3.63 4.35 5.37 6.17 7.26 8.12 9.00 9.90 11.1 12.1
(3.41-3.87) (4.09-4.64) (5.03-5.72) (5.77-6.57) (6.76-7.74) (7.55-8.66) (8.34-9.61) (9.15-10.6) (10.2-11.9) (11.1-12.9)
7-day 4.18 4.99 6.07 6.93 8.10 9.03 9.97 10.9 12.3 13.3
(3.95-4.45) (4.71-5.31) (5.72-6.45) (6.52-7.36) (7.60-8.60) (8.45-9.59) (9.31-10.6) (10.2-11.6) (11.3-13.1) (12.3-14.2)
10-day 4.77 5.68 6.82 7.71 8.91 9.85 10.8 11.8 13.1 14.1
(4.53-5.05) (5.38-6.01) (6.45-7.21) (7.29-8.15) (8.40-9.42) (9.27-10.4) (10.1-11.4) (11.0-12.5) (12.2-13.8) (13.1-14.9)
20-day 6.42 7.58 8.95 10.0 11.5 12.6 13.8 14.9 16.5 17.7
(6.11-6.74) (7.21-7.96) (8.50-9.39) (9.52-10.5) (10.9-12.0) (11.9-13.3) (13.0-14.5) (14.0-15.7) (15.4-17.4) (16.5-18.7)
30-day 7.94 9.34 10.8 12.0 13.5 14.7 15.9 17.0 18.6 19.7
(7.58-8.31) (8.91-9.76) (10.3-11.3) (11.4-12.6) (12.9-14.2) (14.0-15.4) (15.0-16.6) (16.1-17.9) (17.5-19.5) (18.5-20.8)
45-day 9.99 11.7 13.4 14.6 16.3 17.5 18.8 19.9 21.5 22.7
(9.59-10.4) (11.2-12.2) (12.8-13.9) (14.0-15.2) (15.6-17.0) (16.7-18.3) (17.9-19.6) (19.0-20.8) (20.4-22.5) (21.4-23.7)
60-day 11.9 13.9 15.7 17.0 18.8 20.1 21.4 22.6 24.2 25.4
(11.5-12.4) (13.4-14.4) (15.1-16.3) (16.4-17.7) (18.0-19.5) (19.3-20.9) (20.5-22.3) (21.6-23.6) (23.1-25.3) (24.2-26.6)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
hops://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6079&Ion=-80.4552&data=depth&units=english&series=pds 1/4

Soils Data
• Watershed Soil Data

3 Soil Map—Rowan County, North Carolina
(Stoneglen) F
NN NN
W W
549060 549120 549180 549240 549300 549360 549420 549480 549540 549600
35°36'34"N _ ` % - , 35°36'34"N
8 ' 1 , N.
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4 1 ' r
35°36'23"N 4' 35°36'23"N
549060 549120 549180 5a4240 549300 549360 549420 549480 549540 549300
to
3 3
N Map Scale:1:2,550 if printed on A landscape(11"x 8.5")sheet. N
Meters E3
m N 0 35 70 140 210
Feet
0 100 200 m 400 600
Map projection:Web Mercator Coer coordinates:WG584 Edge tics:UTM Zone 17N WG584
USDA Natural Resources Web Soil Survey 4/7/2023
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Rowan County, North Carolina
(Stoneglen)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
.�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
L.) Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Rowan County,North Carolina
O Miscellaneous Water Survey Area Data: Version 20,Sep 12,2022
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
Saline Spot Date(s)aerial images were photographed: Mar 13,2022—May
9,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
i\ Natural Resources Web Soil Survey 4/7/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Rowan County, North Carolina Stoneglen
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
EnB Enon fine sandy loam,2 to 8 4.7 45.8%
percent slopes
SeB Sedgefield fine sandy loam, 1 4.0 39.3%
to 6 percent slopes
VaB Vance sandy loam,2 to 8 1.5 15.0%
percent slopes
Totals for Area of Interest 10.2 100.0%
USDA Natural Resources Web Soil Survey 4/7/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

Pre-Development Hydrologic Data (Map,Tc,and CN)

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PRE DEVELOPMENT TC
20230425 Stoneglen Sand Filter test Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 9/18/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1: Off Site 1
Runoff = 2.92 cfs @ 12.41 hrs, Volume= 0.340 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C _
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1 540 0.0185 2.19 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
29.7 1,380 Total
Subcatchment 1: Off Site 1
Hydrograph
❑Runoff
3—
2.92 cfs
Y/ Granite auarry IDF 24-hr S1 1-yr
/ Rainfall=2.77"
Runoff Area=4.730 ac
/ Runoff Volume=0.340 af
2— / Runoff Depth=0.86"
w _ / Flow Length=1,380'
• _ / Tc=29.7 min
LL• - / CN=76
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

PRE DEVELOPMENT TC
20230425 Stoneglen Sand Filter test Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 9/18/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2: Off Site 2
Runoff = 5.06 cfs @ 12.37 hrs, Volume= 0.548 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C _
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.6 790 0.0310 2.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.2 1,890 Total
Subcatchment 2: Off Site 2
Hydrograph
/ ❑Runoff
5.06 cfs
5 ' Granite Quarry IDF 24-hr S1 1-yr
/ Rainfall=2.77"
/ Runoff Area=6.790 ac
4 / Runoff Volume=0.548 af
1/ Runoff Depth=0.97"
/ Flow Length=1,890'
/
3
1lc=27.2 min
LL / CN=78
2
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

PRE DEVELOPMENT
20230425 Stoneglen Sand Filter test Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 9/18/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 3: Existing - on Site
Runoff = 4.92 cfs @ 12.35 hrs, Volume= 0.580 af, Depth= 0.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
11.800 70 Woods, Good, HSG C
11.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.9 100 0.0400 0.10 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.4 915 0.0220 2.39 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
23.4 1,255 Total
Subcatchment 3: Existing - on Site
Hydrograph
0 Runoff
4.92 cfs
5 ' I Granite Quarry IDF 24-hr S1 1-yr
Ra'nfall .7T"
/ Runoff Area=1 t800-ac -
4 Runoff Volume=0.580 of
Runoff Sep h=0.5?"
3-i / low Lengt =1,255'
_ // lac=23.4 min
LT- - / CN=70 2
1-/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Post-Development Hydrologic Data
• Map,Tc and CN
• Built Upon Area Summary
• 1-inch Storm Simple Method Calculations
• Water Quality Storage Table

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/I I I I / DISCHARGE POINT \ \ ss\ \\ \ \ \ \ \\\ \\\ DISCHARGE ODAOFF SITE BVIPASS \\ \ \ I \ \\ \\ \\ \\ \ ___,/ a rVd
Q J / OF OFF SITE BVPASS
Q ON-SITE BYPASS
Date
tj Tc=SHIN. ,,, 9/15/2023
1 AREA=0.28AC. �N.iC �O</ Chkd.
CN=74 =0,,._F ESS/o•,,2
" 9 - SMM
SEAL
368 . Drwn:
M F%vcIN i','a KAW
�A bll'1. ii .'7 Scale: n
1 =60
10/11/2023
Project No.:
Sheet:
C-7

POST DEVELOPMENT TC
20230425 Stoneglen Sand Filter test Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 9/18/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 5: Off Site 1
Runoff = 3.04 cfs @ 12.38 hrs, Volume= 0.340 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77" NOTE: FOR HYDROFLOW STORM
Area (ac) CN Description SEWERS, TC SEGMENT 4 (PIPED FLOW)
* 4.730 76 1 acre lots, 20% imp, HSG C IS NOT APPLICABLE.
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0 628 0.0080 5.32 9.40 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
27.6 1,468 Total
Subcatchment 5: Off Site 1
Hydrograph
❑Runoff
3.04 cfs I� �Granite6uarry IDF 24-h�S1 14r
Rainfall=2.7r"
- / Runoff Area=4.730 ac
/ Runoff Volume=0.340 of
Runoff Dep h=Q.86"
2 / Flow Lengt�=1,468'
- Tc=27.6 min
LL _ / CN=76
I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

POST DEVELOPMENT TC
20230425 Stoneglen Sand Filter test Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 9/18/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 6: Off Site 2
Runoff = 5.50 cfs @ 12.30 hrs, Volume= 0.548 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77" NOTE: FOR HYDROFLOW STORM
Area (ac) CN Description SEWERS, TC SEGMENT 4 (PIPED FLOW)
* 6.790 78 1 acre lots, 20% imp, HSG C IS NOT APPLICABLE.
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 409 0.1830 25.43 44.94 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
22.9 1,509 Total
Subcatchment 6: Off Site 2
Hydrograph
■Runoff
5.50 cfs I I� 11 I L -
r/ Gr'anite aualrryl IDF 24-h�S'� 1-'r
6-/ I / I Rainfall=2.77"
/ Runoff Area=6.790 ac
/ Runoff VolumeA48-af -
4 // Runoff Dep h=Q.9T"
N / Flow Lengti=1,509'
31 / 7 I Tc=22.9 min
LT- _ / CN=78
I
// I I I
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

POST DEVELOPMENT TC
20230425 Stoneglen Sand Filter test Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 9/18/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 7: On Site
Runoff = 15.40 cfs @ 12.15 hrs, Volume= 1.152 af, Depth= 1.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 11.520 82
11.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.0400 0.16 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 134 0.0100 7.20 22.62 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
1.2 524 0.0188 7.22 8.86 Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
13.2 998 Total
Subcatchment 7: On Site
Hydrograph
17!— — 1— I —t t � H t � H ■Runoff
16VI_ 15.40 cfs � �
15 / 4GrnilteualrryT6� -h � r=
14_ Rnf =g ..
13/ Runoff Area=11.520ac_
12V / _2ur ofil/_dl urne ,.1152_afiiV
N10 ` fenth98 -
0 8/ -F / — / I-1 1 mpn
4 i 2
6/
5. 1 1 _L L1 _1 _
4V 3/r 17
TIC
2/ I —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42�� 44�� 416 48
Time (hours)

Maximum Built Upon Area Calculations
Calculations were completed to determine the maximum amount of built upon area(BUA)allowed
per lot. This maximum built upon area will be included as a deed restriction on each lot as required
by NC DEQ.
Methodology for completing the maximum built upon area calculation was as follows:
1. Determine the runoff curve number(CN) for the site per Soil Conservation Service TR-55
methodology. Cover conditions for the on-site parcel draining to the SCM were modeled
based on the calculated built upon areas of the residential development.Note that the HOA
will have deed restrictions on each parcel limiting the amount of allowed BUA. That
maximum BUA was utilized in the calculations.
2. The site is completely composed of "HSG C" soils. As per SCS TR-55, the CN for
impervious areas is 98. The CN for grassed areas is 74. A weighted average for impervious
areas (Roads,buildings, sidewalk, etc.) and grassed area was calculated to be 81.9.
3. The maximum allowed built upon area (BUA) for each of the 31 parcels is 3600 SF. This
BUA will include building footprints, driveways, hardscape etc.
4. The amount of `known' BUA for roads, sidewalks, curb and gutter as per the design
drawings is 1.25 acres.

Percent Built Upon Area Calculations
Project Area: 12.4 acres
Pre-Development
Pre-Development Built Upon Area: 0 SF
Pre-Development BUA%: 0%
Post Development
Known BUA (as per Construction plans i.e. Roads, sidewalks, C&G): 54333 SF
Allowable BUA (3600 SF allowed for each lot to include buildings, Driveways, hardscape, etc.
Does not include LOT 5 for the SCM) 111,600 SF
Total Post Development BUA: 165,933 SF
Post Development BUA for Project Area: 30.72%
SCM Drainage Area 11.52 acres (501,811 SF)
Total Post Development BUA: 165,963 SF
Post Development BUA for SCM Drainage Area: 33.07%
Note: All post development BUA drains to proposed SCM.

1-Inch Storm Simple Method Calculation

Stoneglen Subdivision
Water Quality Volume Calculation
Post Developed Basin Data
Drainage Area = 11.520 ac
Impervious% = 33.07 %
Impervious acres = 3.81 ac
Simple Method for Runoff Volume
Simple Method for Runoff Volume
Rv= 0.05+0.009(I) = 0.348
Design Storm Depth 1.000 inches
Design Volume 14536 CF
75% Design Volume 10902 CF

Water Quality Storage Table

Stoneglen Subdivision
Water Quality Storage Table
Sediment Chamber Area Sand Filter Volume Sediment Chamber Volume
Elevation Total Area (SF) Total Volume(CF) Sand Filter Area (SF) (SF) CF) (CF)
767.2 6302 0 4743 1559 0 0
768 10507 6724 4743 5764 3794 2930
768.42 11986 11876 4743 7243 5786 6090
769 14029 18992 4743 9286 8537 10455
770 16036 34024 4743 11293 13280 20744
771 18121 51103 4743 13378 18023 33080
772 20286 70306 4743 15543 22766 47540
772.25 20829 75445 4743 16086 23952 51493

Storm Drain and SCM
Construction Plans

___
___ _L___,.6s _.,
_...... ,
\,
I ..
• •
i/i
' \ / l ` \° \\C / 0 20 40 `1 0)
TOP OF PIPE(SS).768.41 I o ` \...,
/ LOT 23 \ ` { '�" LL 0 N
EX.SSMHikk4 \ \ \) \ / \ / /\ PAD ELEV.787.5/ \ '\ \ I 1 inch= 40 ft. Q co co O U
LOWER PROP.W.M.UNDER / PROP.MH 1A INSTALL PROP.18"STORM \ \ l I�
r > INSTALL PROP.15"STORM \ S I
DRAINAGE PIPE ABOVE PROP. r Fp I M w� DRAINAGE PIPE ABOVE PROP. `� CO U
PROP.S.D.-SEE WATER I �j PROP.SAN.SEWER Ep 8"SAN.SEWER PIPE \ \ ) -
8"SAN.SEWER PIPE N /E9 '^�
DISTRIBUTION PLAN y qq
���, 77$ BOTTOMOFPIPE(SD)=770.18 MANHOLE(TVA.)-SEE p / \ F / BOTTOM OF PIPE(SD)=]]9.73 `/\ / \\ \ \ \
' JB 101 TOP OF PIPE(SS)=769.07 15 SANITARY SEWER PLAN 't TOP OF PIPE(SS)=7]].00 \
�' I •^ .. MIN.18"SEPARATION WM UNDER STORM \
I S5 5$ 5$- E 775 PROP.MH 2A L`SEE WATER DISTRIBUTION PLAN _ PROIP.MH 3A I I \ \ \ L.
- SS- r 55 ,_:__SS_IL SS SS 55 1, SS�il I� 55 .u• 55 = 55-+- 55 ,�- 1 04
n I I LOT 22 l \ \ \ \
r -_ _ I I PAD ELEV.788.0 \ \ \ \ \ a
3 DCB S CBB �NEGLEN '•IVE C88 C87A PROP.SAN.SEWER / \ \ \ w
���= 775 `j > 91 PUBLIW/ jj N W� j8 \ j8\ j \ MAIN •(TYP.)-SEE r \ \ K
-- 1S- j6. 9 O A 3 $4 '18S \` SANITARY SEWER PLAN ' �\ D_
EX.6"PVC W.M. /,,
I ' S \ •
\
WIk�, \ 4 ��� �� / , PROP.WATER ��
I
/^ METER TYP. SO
/ �, 77 PROP.B"W.M.-SEE WATER ii / • - 6 SS \ \ \ \ '' \ \
. 775 �' / 6 \ rp +"q � \ \ c`'a. \ LOT 21 \ ` \
47
/' \ • ,P DISTRIBUTION PLAN A
I / I/ L00E
-_ \ NEW SWRLATUNDER SD \ `. `r W 'CB9-WATER LOTS I+I O rP0 BOTTOM 15"SD 4776.5 �,
DISTRIBUTION PLAN ` I PAD ELEV:]75.0' \ I 10_. \TOP SWR LAT 4774.0 \ \ s \ "1' PROP.MH 4A -405\ \ \ \
' , PROP.BUILDING LOT 9 \ LOT 15 �Po \ '� / L4 OT 13A \ \� DEFL=T PROP.W.M.U � R ( ) pAD ELEV.779.0
I p PAD TVA.� PROP.4' ,- PAD ELEV:783.0 ,n N /-. \� �4. .A. .__,'
\-� \ \ \
m 1 PAD ELEV.775.5' f7 PROP.24"STORM DRAING- j \ ,1 \ \ �`� I/,SpS' S° �,
PIPE ITH MIN.18"SEP•-•TIO LATERAL(TVA.) \
I I 1 ) GRD .773.5 -- jS \ \ \ / / \ I �81 \.- \ ' \ \
J BOTfO - °.''SD) Q �. "H )
Im TOP OF PIPE=767.6(W.M.) ` \ �j � \ \ 782 LOT 16 � 1 \ /�\ S� \ \8� \O\� \\ \ \
' -f--776 PROP.MH 16 ;, / SDE�_SDE- 11111
•1 L'L\R \ \\ \ PAD ELEV.786.0 / I 1 Y \ \ \
m DI 14A •I� \ I INSTALL W.M.OVER PROP.15" I 787 C LOT 20 • \ \ -
I I I l -• SDE SDE m • ., NEW SWR LAT UNDER SD \ 1A. STORM DRAINAGE PIPE WITH `, ItI g� J
r )) may, PAD ELEV.=787.5 `\ �S
BOTTOM 15"SD t]74.7 MIN.18"SEE.RATION / PROP.MH SA
�' S I I TOP SWR LAT 4773.7 I ' a��l 1 \\ •
\ O
n / '� 9 \ J ,}, L:76fi.0 / . `c
' ' - I ° �I I LOT 14 BOTTOM OF PIPE= 5(W.M.) �7$6 / / lI \
TOP OF PIPE=]800 SD 1 r, \ z Z
LOT 2 LOT 10 FJI:, 1- PAD ELEV.---781.0 f ( ) ``" DCB 13 \
' LOT 7 ^ PAD ELEV.779.0 W \ I I •
,� �' \
I m I PAD ELEV.776.SV it
I I e 1 PAD ELEV.=775.0 1II `tIdy \ \I� II dj4�5�� Y INSTALL PROP.8"SAN. I\ \ \\\ \ O"''' T \ S � SEWER PIPE ABOVE PROP.15" \ /\ _o ` JlLOT 17 ° / STORM DRAINAGE PIPE U JC` ' I I L I I \ y0 \ \PAD ELEV.787.5 'i BOTTOM OF PIPE(SS)_]82.65 \
_ \ 1 S \ TOP OF PIPE(SO)=760.52 \
/ COI PROP.20'STORM CB 10 G PROP.2"W.M.-SEE WATER \ 1 \ )
\ O /
776_ Any m III DRAINAGE EASEMENT 1- I '_11)
' DISTRIBUTION PLAN 11yy \ /\ \� \ \ \ H > W
i
2� PROP.2"W.M./•
-SEE WATER '" T�Iy I '.D / `\ ` / °�
/ JB 102A m ]\ DISTRIBUTION PLAN 1 I I I \�` \ \ NEW SWR LAT OVER SD I �' \ ` / \ \ ( PAD ELEVLOT,787.5 \ \ O/ ((�
�1 ' c' I LOT 6 I I\ \ - \ 1 �� / / nOITOP15"SDt7726 PAD ELEV.=775.0I BOTTOM SWR LAT f]]3.6J /�/ IV .J PAD ELOEV=778.0 11. ws `f' , LOT13 / LOT 18 / \ \ / / \ Ly z zfii J / \ PAD ELEV.=787.5 \ 305 \ \I LOT3 ' \ DEFLECT PROP.W.M.UNDER oNall INSTALL NEW SWR LAT OVE PAD ELEV 780.0 '.� / ( I �- �1 ) /�'PAD ELEV.7]5.5 tl PROP.15"STORM DRAINAGE '^ I ^ '\ PROP.MH 1C I' 4 TOP 24"STORM 4772.25 /\ 1' ' ` ` ` \ 787 u� L r. OT 200 \ V J
PIPE WITH MIN.18"SEPARATION i 1 I CB 11 \ O / \ w
J BOTTOM SWR LAT 3773.25 J.I j$j t 0 ��f
/ 1 ' /W GRD EL.773.5 SDE SDF r,,E SDE �. 79 /�/
f I m J O,11N BOTTOM OF PIPE=769.75(SD) 774_ DI 15A III I -°T-�� 780 J m" 7$S - �,. N. �95 L.I�
TOP OF PIPE=7685(W.M.) / , `�I \ Q� n / �F -� \ \ C�
m 775 /V �- 772 - �e ' T_oi11A \ ° §DE OT 11B ,/ / 3as �� \ STRUCTURE TABLE a Q UI C
I j _PROP.MH 2B FES 15 76 ' I \ gP > \ / sE \
c, _1
jS ' / j I dw IRp' _ - \ STRUCTURE NAME: RIM INV.IN(DIA.) INV.OUT Z
'�� '�^ DCB 17 ^^O 'w 4. 5 I '� 1� 5►J� �DE \ o\ O Et
\ J CB 6 775.42' 771.92'
m I '0 ^i •l ill'
\ LOT 12 80 3a C W �•
FES 12A
I '\^ L ! F \ \ _• }'P- I OCB 12 \ ^ PAD ELEV.781.0 - II I \ \ ( J /� �'/^1
FES 6 i y 5- F �•..1 \- \ i f SDE \ \ CB 7A 784.74' 779.88' 1$' 779.88' u J V J
\.:es �. '\ \ \ \ / ,, �FEB 201� / N.
_ - - \
/ / N. A15 Ah `G'' W _9" �r2 t ,� A 14 780 l I \ CB 8 781.40' 777.88'(15') 777.88' Z
',ISO 1 „ F ..-, \,r \ \ \
o I LOTa 773 ,� s ' " 770 _ 72 ____\ \,�s \ 8 \ �'8s N. \ _ \ CB 780.3T 776.91'(15') 776.91' N
'^ PAD ELEV.=775.0 ,�:,� (� 768 _ 7 \ \ \ yy \ \ �\ \ \ _ _ \\ \ II
I •- •� \ \ \ SITE THIS AREA TO DOFF \ CB 10 77S.S0 774.2 771.59
I v� 769�770 ��■ T � \ \ N. ›� Q AR DRAIN \ CB 11 778.40 769.62
\ \ \ \ \ \C.
4'(15") '
v, / � � \ \ \ \ 1 �cRADE \ \ 770.81'(15')
° FES 18 _ 0 \ \ \ \ \
.� \ c N. \ - \ \ 770.12'(24')
o I oT 1e 769 - 772 ���V A \\ \ �� \ \ \ V A \
(� ) ` \ \ \ DCB 2 774.67, 770.35'(181) 769.85'
I (\_74�W�\� _ 770_ JI'4�.,;F DSAND ETENTION SCMV \N.
\ \ \ \ �'S \ N. N N N \ \
)
i ,:_.-_ .1),. '''
._SDE r - SEE DETAIL SHEETS \ N. �j \\ \\ \ \ \\ N \ N \ PIPE TABLE 770.59' 15"
FES 103 SEE RIP TABLEP TH THISON SHEET \ \ \ o \ \ C.
C. N. 770.33'(15")
/ US STRUCTURE DS STRUCTURE DIAMETER LENGTH SLOPE MATERIAL DCB3 773.92' 769.58'
m JB 102 FOR DIMENSIONS \ \ \ \ \ \ \ \ \ \ \ \ N. \ \ 769.58'(24")
SDE SDE SDE / - - �s \\ N. N. \ N. DI 15A FES 15 24" 33.39' 0.51% CLASS III RCP(O-RING WATERTIGHT JOINT)
RIP RAP APRON(TYP.) S DCB 4 773.92' 769.46'(24") 769.46'
/ mSEE TABLE THIS SHEET \ \ \ \ N. N
1�° FOR DIMENSIONS \ \ \ \ \ \ \ \ \ N. \ DI 14 DI 15A 24" 133.53' 0.50% CLASS III RCP(O-RING WATERTIGHT JOINT)
^mg - _ \ \ \ \ DCB 12 776.37' 768.84'(24") 768.84'
/ \ T 1 \ \ \ \ N. N. \ DI 14A DI 14 24" 135.25' 0.50% CLASS III RCP(0-RING WATERTIGHT JOINT)
DCB 13 786.00' 778.65'(15") 778.40'
NOTES: STRUCTURE KEY DCB 4 DI 14A 24" 67.82' 0.50% CLASS III RCP(0-RING WATERTIGHT JOINT) DCB 17 773.05' 769.61'
Vl
DCB 3 DCB 4 24" 23.43' 0.50% CLASS III RCP(0-RING WATERTIGHT JOINT)
1. ALL WORK TO BE DONE IN ACCORDANCE CB CATCH BASIN DI1 774.10' 770.46'(15") 770.46' W
NOTES: AND LENGTH WIDTH AND DEPTH OF APRON - aMarEaRm.cno„ - WITH TOWN OF GRANITE QUARRY, DI DROP INLET (0-RING )
DI 3A DCB3 15" 18.83' 6.21% CLASS III RCP WATERTIGHT JOINT DI 3A 773.75' 771.50' M
1. CLASS
O BE OR MEDIAN THE ENN RIPRAP
SALISBURY-ROWAN UTILITIES, NCDEQ DCB DOUBLE CATCH BASIN o
DCB 2 DCB 3 24" 54.27' 0.50% CLASS III RCP(0-RING WATERTIGHT JOINT) 0
2. REFER TO off CHARLOTTE�ME�c oLSNBURc STORM WATER DESIGN MANUAL FOR I�I STANDARD SPECIFICATIONS AND PROJECT FES FLARED END SECTION DI 11A 777.50' 770.97'(18") 770.72' U
3. ROFPF HFE SHOULD
EXTEND RTPATBO E SIDES OFF oEr APRON AND AROUND Top END rZ;, SPECIFICATIONS. WHEN SPECIFICATIONS ARE OT OPEN THROAT CATCH BASIN DI 1 DCB 2 18" 20.43' 0.54% CLASS III RCP(O-RING WATERTIGHT JOINT)
DI 14 773.50' 768.44'(24") 768.44'
° 2:1 ANDERT A HEIGHT NOT LESS THAN Two THIRDS THE PIPE"DIAMETER OR IN CONFLICT, THE STRICTER SHALL BE HELD. <
HEIGHT. o tat :`16 OT lA DI 15" 103.82' 0.50% HDPE DI 14A 773.50' 769.12'(24") 769.12' I-
4. SURRACSHALL THE NO
OVERFLOW T"THEE"AREAFTO"HE APRONTOR THE 1 2. ALL RIM ELEVATIONS PROVIDED FOR CATCH
ci
SHALL BE DUNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE EO CB 6 DCB 2 15" 67.23' 1.98% CLASS III RCP LU
ME GRA E(PLUS„)wNH HE SURFACE of T„E RECEDNG Cx NNE(. Va _ • BASINS IN THE STRUCTURE TABLE ARE DI 15A 773.00' 767.77'(24") 767.37' d
c. APRON SHALL HAVE A CUTOFF OR TOE WALL Ar THE DOWNSTREAM END. •
11 - �,. GIVEN AT THE TOP OF CURB. DC817 FES 16 18" 26.83' 9.00% CLASS III RCP(O-RING WATERTIGHT101NT)
a s „E WIDTH of THERECEDING END of CTHEHANNEL APRON BE EQUAL To THE BOTTOM as S r I FES 12A 768.40'(24") to
WIDTH OF THE RECEDING CHANNEL MAXIMUM TAPER TO RECEDNG CHANNEL 5:1 - _ ;Are
•t L�l
6 N- v. ••�'�•' '%��' DCB 12 FE512A 24" 38.64' 1.14% CLASS III RCP(O-RING WATERTIGHT JOINT) \
ALL SUBORADE FOR STRUCTURE TO BE COMPACTED TO 95%OR GREATER. AA 1: :t♦mite 3. ALL RIM ELEVATIONS PROVIDED FOR OPEN
�1.r.:. FES 15 767.20'(24")
Ig 7. THE PLACING OF ALL ETHER LOOSEOR COMPACTED IN THE RECEDING THROAT CATCH BASINS IN THE STRUCTURE
o CHANNEL SHALL NOT BE ALLOWED. 1' ow of ma. CB 11 DCB 12 24" 78.29' 1.00% CLASS III RCP(O-RING WATERTIGHT JOINT)
a. THE HORIZONTAL ALIGNMENT OF THE PROD TABLE ARE GIVEN AT THE BOTTOM OF THE FES 16 767.20'(18")
NO
BE PERMITTED.ES JLAN OPENING. CB 10 CB 11 15" 56.65' 1.91% CLASS III RCP a
g 9. FILTER FABRICSHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO \ FES 18 E
'(18STurseARE4COON Erv0 of APRon ro RECIEVTNc cHArvNEL '(18ABIL
CB7A CB8 15" 15074' 133% CLASS III RCP '(24")
Date:
w Plpe Flow Length Worm Stone Thickness a '- (I�NEEDEoi101° - �M1M. DI 11A CB 11 24" 29.59' 2.03% CLASS III RCP(0-RING WATERTIGHT JOINT) JB 101 776.45' 770.9T(18") 770.9T 9/15/2023
ours et me r Ws) (fq (ft) Class D50 ELEVATION
° FES 1zA oaza°e 19sz 1s zO Class a^ 1S^ `,o 'I�AR' DCB 13 OT 11B 18" 145.91' 1.00% CLASS III RCP JB 102 776.98' 767.61'(18") 767.61' Chkd:
o
FES 15 a° 4.4 6 a° o� SJM
FES 16 15" 2.24 10 12 Class 4^ 106 NATRAL CROE c=OF°LF ESSiO ems';- OT 11B DI 11A 18" 192.58' 3.10% HDPE J8102A 775.60' 769.11'(18") 769.11'
d FES 18 15 3.55 10 12 Class 4' 10'
FES 103 18 899 lO 12 Class 8' 18" _ •• 9° _ Drwn:
FES 201 20 1365 16 18 Class 8^ 18'' �� �•-. SEAL �° = OT 13A DCB 13 15" 160.11' 0.78% CLASS III RCP OT lA 774.50' 770.98' K A W
w SCM 30 1535 16 19 Class 8" 18" • �\ &W.
368 • _ F\/'1VV
�1 ,z! '.. T°'"E.'' MM. - OT 100 JB 101 18" 110.10' 0.74% CLASS III RCP OT 7B 784.00' 780.50'
° 350(see fig 6.06 awe'NC SEDIMENT AND EROSION CONTROL MANUAL i FNGIN� / Scale: n_ 1
m /"�'^ ,R r!P' OT 7B CB 7A 15" 123.85' 0.50% CLASS III RCP OT 11B 783.50' 776.94'(18") 776.94' 1 =40
•r(m ejzi0 .��� USER PLS.FABRIC tik4
illo"�li�i
11,0 PPE w ER u"`A SECTION B-@ JB 102 FES 103 18" 148.32' 0.75% HDPE OT 13A 786.50' 779.91' Project No.:
10/11/2023
/ JB 101 JB 102A 18" 248.51' 0.75% CLASS III RCP OT 19 772.00' 769.27'
RIPRAP APRON DETAIL Know what's below.
OT 19 FES 18 18" 53.46' 0.51% HDPE OT 100 775.00' 771 78' Sheet:
/ Call before you dig C_3
OT 200 FES 201 24" 408.75' 1.10% HDPE OT 200 788.00' 785.00'

DRY DETENTION POND CONSTRUCTION SPECIFICATIONS BERM SOIL AND COMPACTION SPECIFICATIONS
$. 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM
/ •o JB 702A r ��� BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER.THE FILL MATERIAL
y _ I GENERAL NOTES
o SHALL BE FREE FROM ROOTS,STUMPS,WOOD,STONES GREATER THAN 6",AND FROZEN OR
/O T/ \ 0 1."I�S I �' I w tel J I. PRIOR TO CONSTRUCTION,THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE OTHER OBJECTIONABLE MATERIAL.THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS
JO I I SUITABILITY OF THE PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANKMENT/ FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH:ML AND CL.
- / ilf II ' I x3•r� ; ill \ \ KEY TRENCH/IN-SITU SOIL$UITABLITY FOR EMBANKMENT. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8"LIFT.EACH LIFT SHALL BE CONTINUOUSaIlli.'
/ /( / PROP.CURB& I I I 2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIORFOR THE ENTIRE LENGTH OF EMBANKMENT.BEFORE PLACEMENT OF FILL FOR THE BERM a GUTTER(TYP.) / I J TO PLACEMENT OF ANV BACKFILL WITHIN THE KEV TRENCH.IF THE CONTRACTOR SECTION,ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLYIrk 4 ( CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION,THEN THE KEVSC 0)$ I LOT 14I ) I PREPARED FOR FILL PLACEMENT. ? O`\ Y ��#\/, LOT6� 1 TRENCH SHALL SE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 3. ALL FILL SOILS USED IN THE EMBANKMENT/KEY TRENCH CONSTRUCTION SHALL BE • QCNO co\ '/ q` / - ` PROP.20'DRAINAGE l \ GRAPHIC SCALES 3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING v N O
J / ws-PROP.SAND FILTER(4732 SF)PER / m EASEMENT(TVP.) ( COMPACTED TO AT LEAST 95%OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY G E O d
DETAIL THIS SHEET ELEV.=767.20 HORIZONTAL PLAN/SCHEDULE.PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED )ASTM-698).THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN-I TO '5p O U
�77$ \ \ QI /II111 CB 10 ON THE PROPOSED DAM EMBANKMENT. • G y Z OcT,Z
020 40 +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT.COMPACTION TESTS SHALL BEW N.J•
•
�\ I \ 4. THE CONTRACTOR SHALL SCHEDULE A FINAL AS-BUILT INSPECTION AND AS-BUILT SURVEY
$ / PERFORMED BY THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY
\ oy N LOT 11 I \ WITH THE ENGINEER.AN AS-BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED.THE FILL SHOULD BE �+ LL O
/ ^� - \ \ - 1 inch= 40 ft. DAYS BEFORE A PERMIT TO IMPOUND(OR A CERTIFICATE OF OCCUPANCY)IS REQUIRED.ANY COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR.IN ORDER TO PREVENT DAMAGE TO A M {p U
PUBLIC ROAD V \ COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE
THE PIPE NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS n
/I'/ / / RNJ \ CLEANOUT(TYP.) DI i5A"' 1/ / / SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. ESTABLISHED ALONG THE PIPE. O U
l�I / /I 1,/ 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM.THE TRENCH
Y y CONSTRUCTION PREPARATION SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 36"0
/ T/ "IQ5 -�y� \ DCB 17 �10 7® / 11 ' I ' LT13 1. PRIOR TO PLACEMENT OF THE NEW FILL,THE AREAS ON WHICH FILL IS TO BE PLACED SHALL OUTLET BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET.THE KEY TRENCH
-03
C.
/ Tgi • BE CLEARED AND STRIPPED OF TOPSOIL,TREES,ROOTS,VEGETATION,AND OTHER SIDESLOPES SHALL BE A MINIMUM OF 1:1(H:V).THE KEV TRENCH SHALL BE COMPACTED TO m/� , OBJECTIONABLE MATERIAL.THE AREAS ON WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE.DEPENDING UPON ON SITE SOIL
AIL
D111A o
2. ANV REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING(SEEDING)ON THE DAM CONDITIONS ENCOUNTERED DURING EXCAVATION THE ON SITE GEOTECHNICAL ENGINEER/ I/ CU
, - SOE EMBANKMENT ONCE FINAL GRADES(AS SHOWN ON THE GRADING PLAN)HAVE BEEN MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY.THE A
/ - \�1U - F (', AE _ I - TABLISHED WITH COMPACTED FILL
3. TSHE CONTRACTOR SHALL FURNISH,INSTALL,OPERATE,AND MAINTAIN ANV PUMPING UTUREON-SITEASEBUITH UICAL BMITTALS EER SHALL RETAIN DOCUMENTATION OFANY VARIATION FOR
/ _ '.i 1" ° J\ �. / EQUIPMENT,ETC.NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE DRY 5. UPON REQUEST,THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY
N
4
Jb� � \ DETENTION POND.IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE THAT THE DAM EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
�®} OT 1]A� / - \ FES 12A "OCe 12 EXCAVATION AREAS I.E.( -KEY TRENCH).DURING PLACEMENT OF FILL WITHIN THE KEY COMPACTION REPORTS WILL BE NEEDED DURING THE AS-BUILT CERTIFICATION PROCESS FOR
'^ "FE518- / 769 769 I \ ,17 ® TRENCH(OR OTHER AREAS AS NECESSARY),THE CONTRACTOR SHALL KEEP THE WATER LEVEL THIS STORMWATER FACILITY.THEREFORE,IT IS THE CONTRACTOR'S RESPONSIBILITY TO
o JB 102 I SOE /\ i , \ BELOW THE BOTTOM OF THE EXCAVATION.THE MANNER IN WHICH THE WATER IS REMOVED ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
�' _ Sp'E ° / / / „ TOP OF DAM=772.25' \ \ / SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE.
_ PROP.RIP RAP SPILLWAY PIPE SUBGRADE SUPPORT AND BEDDING SPECIFICATIONS
J I I I SOE ��FS 103� 770 APRON(TYP) 's OUTLET STRUCTURE MATERIAL SPECIFICATIONS FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD BE BROUGHT UP TO
J / / D�` �� +r r r 4' \ \ \ \ \ �� \ 1. THE RCP OUTLET BARREL SHALL BE CLASS III RCP,MODIFIED BELL AND SPIGOT,MEETING THE A POINT OF 2'TO 3'OR MORE ABOVE THE TOP OF CROWN ELEVATION OF THE PIPE IN
J ii,,
,N \ REQUIREMENTS OF ASTM C76-LATEST.THE PIPE SHALL HAVE CONFINED 0-RING RUBBER ADVANCE OF SPILLWAY CONSTRUCTION SO THAT THE SPILLWAY PIPE CAN BE INSTALLED IN A
/ //��� / / iINV.=7fi4.61 \ \ 1j0 \�\ \ \ GASKET JOINTS MEETING ASTM C-443-LATEST.THE PIPE JOINTS SHALL BE TYPE R-4. TRENCH CONDITION.ONCE THE FILL IS AT AN ELEVATION 2'-3'ABOVE THE TOP OF CROWN,
/ / % / / OUTLET
STROUCTURE \ N PROP RIP RAP EINE RO(TYPERT\ N . o\ \ 2. THE STRUCTURAL DESIGN FOR THE RISER BOX WITH EXTENDED BASE SHALL BE BY OTHERS. THE PIPE TRENCH SHOULD THEN BE EXCAVATED FOR INSTALLATION. Z
/ / / / / / TOP OF BOX=771.50 RIP RAP APRON \ FOREBAV BERM(TYPJ \ PRIOR TO ORDERING THE STRUCTURE,THE CONTRACTOR SHALL PROVIDE THE ENGINEER 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS,GROUNDWATER CONTROL/ / PROPERTY LINE I T65� 3fi'X18"WEIR ELEV.=766.45 18'LX19'W,CLASS B \ \ \ \ WITH SHOP DRAWINGS,SEALED BY AN P.E.REGISTERED IN NORTH CAROLINA,FOR REVIEW. WILL eE NECESSARY.THIS COULD INVOLVE PUMPING(OR STREAM DIVERSION,ETC.)
/ / / // // I // / / / / INV.OUT=]fi4.]5 \ STONE,SEE DTL \ \\ \ \ \ \\\\ \ \\ \ \ \ \ \ 3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16"ON CENTER.STEPS DEPENDING ON THE TOPOGRAPHY.SINCE IT IS NECESSARY TO WORK IN A"DRY"CONDITION, Q J
- SHEET C3 SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX.STEPS SHALL BE IN THIS SITUATION MAY REQUIRE USE OF LEAN CONCRETE BACKFILL,FLOWABLE FILL,ETC.TO 7 /L'1L
PROP.NCDOT PRE-CAST ACCORDANCE WITH NCDOT STD.840.66. ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL PLACEMENT. L_
28.6 LF OF 30" HEADWALL PER STD.838.80 4. THE ANTI-FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX 3. PRIOR TO INSTALLATION,SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPE SHOULD BE J Z
RCP @ 0.50% DURING FABRICATION.THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE
PRIMARY SAND FILTER/DRY DETENTION SCM DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW(SEE ITEM 2 ABOVE).IN BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL.SHOULD SOFT OR OTHERWISE 0z f)
SCALE:1"=40' LIEU OF A PRE-CAST BASE,THE CONTRACTOR MAY OPT TO CAST-IN-PLACE THE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENT,THESE MATERIALS Et
ANTI-FLOTATION BLOCK IN THE FIELD.HOWEVER,PRIOR TO CONSTRUCTING THE SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER.THE UNDERCUT 0 M
CAST-IN-PLACE BASE,THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL,LEAN W
FOR REVIEW DENOTING THE FOLLOWING: CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. /1 E5
A. MINIMUM TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT 4. FILL MATERIAL ADJACENT TO THE 0-RING OUTLET BARREL SHALL MEET THE SPECIFICATIONS (-J 7
B. THE CONNECTION MECHANISM TO JOIN THE ANTI-FLOTATION BLOCK WITH THE RISER LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION TITLED"BERM SOIL&COMPACTION I 5 O
SECTION SPECIFICATIONS."THE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION
5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478.THE JOINTS SHALL BE EFFORTS ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE
SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990.THE CONTRACTOR ARE FILLED WITH PROPERLY COMPACTED MATERIAL. n I-
0
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. L._ Z CO
6. IF THE ANTI-FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION,THE TESTING OF THE EMBANKMENT 0 11I
ENTIRE PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT SHOWN ON THE D
LLI
SHOP DRAWINGS.THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE CL Z CO I-
DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION.THEREFORE,
ALL UPSTREAM DRAINAGE AREAS MUST BE STRUCTURE WEIGHT.THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY CO ` " w
W rZ
STABILIZED PRIOR TO CONSTRUCTION OF ALL SUBMITTED TO THE ENGINEER FOR REVIEW.IF THE CONTRACTOR OPTS TO CAST-IN-PLACE LIFT OF FILL. Q
THE ANTI-FLOTATION BLOCK,THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE 2. TESTING WILL BE REQUIRED ALONG THE 0-RING OUTLET BARREL AT A FREQUENCY OF ONE
SAND FILTER FILTRATION CONTROLS AND FILTER W
RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL.
MEDIA. 3. TEST OF THE DEGREE(%)OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI(28 DAY)UNLESS OTHERWISE NOTED. Q
9. GEOTEXTILE FABRIC FOR THE OUTLET BARREL JOINTS SHALL BE MIRAFI 1 BON OR ENGINEER PERFORMED AS A PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE
APPROVED EQUAL(NON-WOVEN FABRIC) CONSTRUCTION OF THE DAM.TESTS SHALL BE CONDUCTED CONCURRENT WITH THE 0
INSTALLATION OF COMPACTED FILL AND THE CONTRACTOR SHALL COORDINATE THE
PROP.TOP OF DAM CONSTRUCTION OF THE DAM SO THAT TESTING CAN BE COMPLETED.SHOULD THE RESULTS 0 Z \
PROP.NCDOT PRE-CAST ELEV.772.25 TRASH RACK `J LLLJNILLL HEADWALL PER STD.838.80 OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN
OUTLET CONTROL STRUCTURE OBTAINED;THE PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED O W
TOP OF BOX=771.50 OR REBUILT.ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE LLI 1_
24"X18"WEIR ELEV=768.45 OF COMPACTION. .A J
10' INV.IN=764.80 V,
INV.OUT=764.75 CLEANOUT,CAPPED -
z 3I r TOP OF BERM 789.0 Z 1 1-
(// SOLID PIPE I..L
i= 3.1 / - TOP OF STONE AT
- - r SAND FILTER67.2 - r PROP.GRADES PER PLAN
p / ELEV. j// f 0
u
�--� 0 Z
u, 16' J 28.6 LF OF 30"RCP g0.50% ( '4. •
,l COMPACTED FILL
►,?UU6U,,v �INV=764.61 f� `\\C Cl)
7INV=764.75- `PERFORATED PIPE IN�765.6 AT ALL END
PROP.RIP RAP APRON SAND FILTER'MIN.1% CLEANOUTS
W/CLASS B RIP RAP BEGIN NON-PERFORATED EXISTING GRADE
30-INCH RCP PIPE WNJATERTIGHT PIPES'FROM OUTSIDE OF TRASH RACK SHALL BE
JOINTS PROP.6'PERFORATED PIPE H 1.0% RISER. HOT DIPPED GALVANIZED
INV=764.8 ELEV.764.85 1 L4X4a1 4
GROUTED WATERTIGHT
CONNECTION AT RISER
RIDGE-0 REBAR
PRIMARY SPILLWAY PROFILE
SCALE:1"=5' RACK-04 RERAN
TRASH RACK(SEES AI A ANTI-VORTEX PLATE CO
DETAILSHEE THITS MIN 20 GA Z
W
M
TOP OF OPEN STRUCTURE=ni.s0 I • M
O
PROP.18k36'WEIR UNDERDRAIN C-)
NOTES: COLLECTION POST-CONSTRUCTION
NS
1, twzogm,mtu.. SYSTEM CONTROLS THE TOP OF THE SAND FILTER MESA
EASEMENT MUST BE PROTECTED.INSTALL FILTER Q
L,c CLEAN°. f(PCCE) FABRIC WITH A 2"LAYER OF WASHED I-x RIP-RAP vcCE aE f2 STONE ON TOP.
MAINTENANCE ACCESS EASEMENT'EMT APRON
oPROP.3D"RCP BOTTOM OF LW OW WEIR ELEV 76845 Z wuNT xnu nN a AaR stt xy T T T F FlLTER FABRIC d
o PR FETOR ro nsT..MTon PRETREATMENT PLAN VIEW SECTION VIEW A-A N
- J. SEDIMENTATION O i
LL CHAMBER
\ (FOREBAY) O OUTFLOW 18"MIN. 12"MIN. NOTE
m FILTER UNDERDRAIN non A6rni inE `SURFACE F CLE4NE0 WASHED 2
"� •corvcRETE• L FULL WELD ALL SIDES OF ALL CONNECTIDNS 0
w PROP.17 SAND
INV.our �647s Ca„NEm6nE. `°PX6 RPE.MnT SOE P A 1 1�l 1 P«E SAND 2, CONNECT TRASH RACK TO CONCRETE BOX VITH -
rc WATER THHT SML MOST EE PROM6Eo
INC.N TMw COW NL R6 `J 'REDHEAD' TYPE CONCRETE BOLTS.
0 OVERFLOW
HD AS SPILLWAY
NEEDED
11 r \ y Apprvd.
12.5' ISMINIEll 6"PERFORATED TRASH RACK DETAIL
PIPE UNDERDRAIN
0filar',ANSMIIMMI INV.OUT=7fi3.25 PLAN VIEW ALL SYSTEM
EMBANKMENT TYPICAL SECTION
N SEE INSET SLOPES Dote:
E SIN.II.THICK CONCRETE BASE a PERFORATED FOR OPTION 3:1 MAX
W BELOW GM RCP. STANDPIPE RED PIPE ND FINAL PLANS-FOR PERMITTING PURPOSES 03 22 2023
RIP-RAP oRERFLOW NOTES: DO NOT USE FOR CONSTRUCTION
BERM EN ° 2, BERM SPND SPILLWAY I.1 CO ON DT MINIMUM SLOPE.
PERFORATED TUPSTREAMEUNEAR END WITH PVC CAP. �hkd:
WO,° r�i"wAsxm . py� FILTER NEEDED CETER.SAND POPATCLLLESTSHALLLBEELCRAZESS ESAN 2R THE VG 440(MIN). SMM
aOUTLET CONTROL STRUCTURE DETAIL _ -_ wov, ..i�.XI`1..►- ° BED 2 NSMETER. MM LOTT EDT°ED SHHALLP Ro DEE2A M OPEN Aeu OF 12 So, �//t�/t�SCALE:N.T.S /- _y� ` _ e _. fi:�i``i:`Si- TALL DRAINAGE AREAS TO A SAND FILTER FACIUTY ARE o BE ArAGLZER PRIOR TO NDTAUAERN of SOlO IN/LF.CONFIGURATIONPURPOSES ONLY.EXACT CONFIGURATION PER 111 Cq '<, DFWn: f\/1V V rc h INFLOW ` - < 0R0. ,� PERFORATED PIPE PER NOTES THIS SHEET S EXCEPT WHERE PLAN INSTALLED SLOTTED PIPE SHALL BE IS ALL FILTER ORAN ALLY CALL FOR SOLID _,O�°°°tSS16.716-,_ Scale:
ru
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Project No.:
a NOT TO SCALE , °`°'°°'v' lD/
SURFACE SAND FILTER SURFACE SAND FILTER SECTION ��®��;'�I�,°"����
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eJ J 10/11/2023 Call before you dig C_4

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\ \ \ \ \\\\ ' \\ \ \ OM SIte DA-ib \ \ �806_
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\\ o \ \ \ \ \ \ , \ \ Tc25.6 MIN. \ ' 8aq I /
AREA=4.]]AC \\
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\ Average Lot Size 1-Acre \ 807� � , 1
/ \ \\ \ \\ \ \/ \ \\ \\ \ \ \ \\ ` \ �' ��EX.PERIMETER BERM \ \( I I I / / /
2 \ \\ \ \ \ \\\ \ \/ \\� I�� J9 9g'Tc PATH=22.6 MIN. Y / /
� \ \ \ \ \A \\\ ` \ 1 _ �� _ vJ 8, � �- \ \ oZ a
Tc PATH=25.8 MIN. 5
�� IX PERIMETER
BERM ENDS \\ \ �� \ I.I.J
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\ \- ' AREA-0.63 AC. 7OT 78 ' \ \ \ \ \ Et UJ2C=O.fi 68Tc=5MIN. I\\ JJ� ' ',1•� I J ' AREA=1.45AC. EX.PERIMETER ENDS\ \ 1 1 \ C\ 1 8j C=0.5 \ ^\ \ -\ O fi7 AC. o DCB 2 I� 86 \ OH-S%e DA-2 to \ L.L '^
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,� \ AREA 0.36 A I \\/\ ��//��
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\ Tm=5MIN. \_�n9 _'/ �_ -�'_- Tc=5 MIN /
AREA=0.25 AC. � �4�~ �� -� / / \ Z
C=0.6 / I DC64 �t � . AREA=0.32 AC / /
C=0.6 I..i�
Tc=5MIN 1111*-----.41011111,11-W,
/ / / / 1\ m / �• I AREA=0.28 AC. � CB]A
C=0.6Tc=5MIN. /\ \ �• / lliC I -` AREA=0.49 AC. /1 / N/CLEAt/ATER / r `J1 / Tc=S MIN ,� DI4110 /�$� '� C=0fi OT 13A 1 NEWCLE CLEAN WATER
\
6\ Tc-5 MIN 1 / BERMTOBE
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\ / 7 / , Tc5MIN -�a1ry�-- \ ARAC. / CONSTRUCTED TO1TAC=06AG . (/
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AREA=0.53 AC. ` A z5 Z$t"I� 69
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DETENTION/SAND = SEAL =
Ay J I // DSCHARGE POINT FILTER \\ DISCHARGE POINT \ \ \ \ \ - 368
/ / I /// / //I I I / OF DA 1)F SITE BYPASS \ \ \\ \ \ \ \ \ \\\ DA 2FF SITE BVPASS \\ \ 1 \\ \ ,
a 9/15/2023 Date
9/15/2023
o Chkd:
0
SMM
Drwn: '`^`A'
Scale: KA V V
1"=60'
Project No.:
Sheet:
C-5

HydroCad Hydrology Results

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Soflnvare Solutions LLC Page 6
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=0.86"
Flow Length=1,380' Tc=29.7 min CN=76 Runoff=2.92 cfs 0.340 af
Subcatchment2: Off Site 2 ipre-development ;.;s% Impervious Runoff Depth=0.97"
Flow Length=1,890' Tc=27.2 min , N=78 Runoff=5.06 cfs 0.548 af
Subcatchment3: Existing-on Site Runoff Area=11.800 ac 0.00% Imp- ious Runoff Depth=0.59"
Flow Length=1,255' Tc=23.4 min CN=70 -unoff=4.92 cfs 0.580 af
Reach 4: confluence Inflo 12.84 cfs 1.469 af
Outflow=12.84 cfs 1.469 af
Subcatchment5: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=0.86"
Flow Length=1,468' Tc=27.6 min CN=76 Runoff=3.04 cfs 0.340 af
Subcatchment6: Off Site 2 Runoff Area=6.790 ac 20.00% Impervious Runoff Depth=0.97"
Flow Length=1,509' Tc=22.9 min CN=78 Runoff=5.50 cfs 0.548 af
Subcatchment7: On Site +post-development 0.00% Impervious Runoff Depth=1.20"
Flow Length=998' Tc=13.2 min =82 Runoff=15.40 cfs 1.152 af
Pond 8: Sand Filter Peak Elev=769.25' Storage=22,68, f Inflow=15.40 cfs 1.152 af
Outflow=3.83 cfs 1.135 af
Reach 9: confluence In •w=10.87 cfs 2.041 af
Out . =10.87 cfs 2.041 af
Subcatchment 10: Onsite Bypass Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=0.77"
Tc=5.0 min CN=74 Runoff=0.30 cfs 0.018 af
Total Runoff Area = 46.640 ac Runoff Volume = 3.527 af Average Runoff Depth = 0.91"
90.12% Pervious = 42.032 ac 9.88% Impervious = 4.608 ac

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1: Off Site 1
Runoff = 2.92 cfs @ 12.41 hrs, Volume= 0.340 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1 540 0.0185 2.19 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
29.7 1,380 Total
Subcatchment 1: Off Site 1
` Hydrograph
/ 0 Runoff
2.92 cfs
3 Granite aualrry IDF 24-1-1V•Si 1-f r
Rainfall=2.77"
Runoff Area=4.730 ac
Runoff Volurie4.340 of
2 Runoff Eepth=0.86"
Flow Length=1,380'
1 c=29.7, m i n
LL 91=76
1-/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2: Off Site 2
Runoff = 5.06 cfs @ 12.37 hrs, Volume= 0.548 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.6 790 0.0310 2.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.2 1,890 Total
Subcatchment 2: Off Site 2
�1 Hydrograph
■Runoff
5.06 cfs � I L
6 / ' Granite-6uarry1 ID/
F 24-ht S� r
Rainfall=2.77"
/ RunoffArea=6.790 ac
4-i / I Runoff Volurie=0.548 af
Runoff [ep h=0.9T"
3 % Flow Length=1,890' -
/ 1 c= 7.2 min
u_ / i I 91=78
2 i/
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3: Existing - on Site
Runoff = 4.92 cfs @ 12.35 hrs, Volume= 0.580 af, Depth= 0.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
11.800 70 Woods, Good, HSG C
11.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.9 100 0.0400 0.10 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.4 915 0.0220 2.39 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
23.4 1,255 Total
Subcatchment 3: Existing - on Site
Hydrograph
0 Runoff
4.92 cfs
5 ' I Granite Quarry IDF 24-hr S1 1-yr
Ra'nfall .7T"
/ Runoff Area=1 t800-ac -
4 / I Runoff Volume=0.580 of
Runoff Sep h=0.5?"
• 3-i / low Lengt =1,255'
• _ // lac=23.4 min
LT- - H _ * CN=70 2-
1-/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Reach 4: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth = 0.76" for 1-yr event
Inflow = 12.84 cfs @ 12.37 hrs, Volume= 1.469 af
Outflow = 12.84 cfs @ 12.37 hrs, Volume= 1.469 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 4: confluence
Hydrograph
� I- + H -h
17 Rd rf 0 Inflow
14= I 12.84 cfs ..
13� _ ikfi iv
3-O _c ❑Outflow
111/ ' -
10Y '
9Y
8/
3 7J
6--
5 -zzZZ
_ /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 5: Off Site 1
Runoff = 3.04 cfs @ 12.38 hrs, Volume= 0.340 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0 628 0.0080 5.32 9.40 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
27.6 1,468 Total
Subcatchment 5: Off Site 1
Hydrograph
0 Runoff
3.04 cfs I� �
3Y Granite6uarry IDF 24I -hiL S1 14r
V RaInfell=2.7r"
jRunoff Area=4.730 ac
/ Runoff Volume=0.340 6f
Runoff Dep h=Q.8r
2 / Flow Length=1,468'
- Tc=27.6 min
LL _ / CN=76
I I
1-
0 f//ffrS/f(//ff//(f//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 6: Off Site 2
Runoff = 5.50 cfs @ 12.30 hrs, Volume= 0.548 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 409 0.1830 25.43 44.94 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
22.9 1,509 Total
Subcatchment 6: Off Site 2
Hydrograph
•Runoff
5.50 cfs I I� 11 I L -
Gr'anite aualrryl IDF 24-h�S'� 1-rr
6-/ I / I Rainfall=2.77"
/ Runoff Area=6.790 ac
/ Runoff VolumeA48-af
4- '1/ Runoff Dep h=Q.9T"
N / Flow Lengti=1,509'
3/ / 7 I Tc=22.9 min
LT- _ / CN=78
/
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 7: On Site
Runoff = 15.40 cfs @ 12.15 hrs, Volume= 1.152 af, Depth= 1.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
* 11.520 82
11.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.0400 0.16 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 134 0.0100 7.20 22.62 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
1.2 524 0.0188 7.22 8.86 Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
13.2 998 Total
Subcatchment 7: On Site
Hydrograph
17 ■Runoff
16 15.40 cfs
'
15_
Grniteualrry�T�F 1 -h '� r
14/I / I _ RaA nfa4=g.77"
13/ _ Runoff Area=11.520 ac 12/ P / i2urof'ILc�Iurne=,.115�p6f
.7/11° — // f en =I99r8'
/ -f — / 1c=1-3.2 m i n
0 8
' / CN2_
5= I ILII 1
I7 Y 1 717
2-'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Pond 8: Sand Filter
Inflow Area = 11.520 ac, 0.00% Impervious, Inflow Depth = 1.20" for 1-yr event
Inflow = 15.40 cfs @ 12.15 hrs, Volume= 1.152 of
Outflow = 3.83 cfs @ 12.69 hrs, Volume= 1.135 af, Atten= 75%, Lag= 32.5 min
Primary = 3.83 cfs @ 12.69 hrs, Volume= 1.135 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 769.25' @ 12.69 hrs Surf.Area= 14,511 sf Storage= 22,684 cf
Plug-Flow detention time= 314.1 min calculated for 1.134 of(98% of inflow)
Center-of-Mass det. time= 306.6 min ( 1,151.9 - 845.3 )
Volume Invert Avail.Storage Storage Description
#1 767.20' 75,114 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
767.20 6,302 0 0
768.00 10,507 6,724 6,724
769.00 14,029 12,268 18,992
770.00 15,987 15,008 34,000
771.00 18,001 16,994 50,994
772.00 20,072 19,037 70,030
772.25 20,599 5,084 75,114
Device Routing Invert Outlet Devices
#1 Primary 764.75' 30.0" Round Culvert
L= 30.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 764.75' / 764.60' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 768.45' 18.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3 Device 1 771.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 767.20' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.280 0.400 0.520 0.640 0.770 0.890
Primary OutFlow Max=3.82 cfs @ 12.69 hrs HW=769.25' (Free Discharge)
-1=Culvert (Passes 3.41 cfs of 42.58 cfs potential flow)
12=Orifice/Grate (Orifice Controls 3.41 cfs @ 2.86 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
-4=Sand Filter (Custom Controls 0.41 cfs)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 15
Pond 8: Sand Filter
Hydrograph
1 F1 I t I 1 - 1rt j1i fi 1 -1 T 1
17� 0 Inflow 15.40 cfs ❑Primary
16_ _ _ _ - H Iitfio v krle = 1 .520
15V
14� 7— 14 ]- I A H 4 Oe tc Eiev=769?251
13/ 7— I J 1- I � I t d agi= 684 c
127
111/ I I
1 / _ T
To- 10�
t' 9/ /— / T
8/ /— / _
LL 7_ 1 T I
5/ /— — 3.83 cfs I4T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Reach 9: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth > 1.05" for 1-yr event
Inflow = 10.87 cfs @ 12.38 hrs, Volume= 2.041 af
Outflow = 10.87 cfs @ 12.38 hrs, Volume= 2.041 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 9: confluence
Hydrograph
—L I— I —F L I t 1-1 —t h , L IH
0 Inflow
12Y i 11 f1 R7 rf ,l A ❑outflow
10.87 cfs - Inn AI"Pa=23 330--ac
11L i — —
8 / / I�
" /6 L iL_ LLILL
o -
3 6' /
'L _ ' i i ' I I ' I I '
5- / -
2 '/ 0
,,,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 10: Onsite Bypass
Runoff = 0.30 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 0.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 1-yr Rainfall=2.77"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C
0.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10: Onsite Bypass
Hydrograph
0.32 0.30 cfs JJ 0 Runoff
0.3 7 7 T rarl
17 4Le tivarry II 2 � 17-1-
0.28
0.26 1 - I I 1Ra f, '' i-
Run of-AreIa=0 28110 lac
0.24 - -Pill r10N V llurie0-O�181af
0.22
0.2 I L L L I I I 17ep 1
15 0.18 / ��C
c 0.16 1 01=1 "'Q
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 18
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1: Off Site 1 D ^^ff Area=4.730 ac 20.00% Impervious Runoff Depth=2.42"
pre-development p = 380' Tc=29.7 min CN=76 Runoff=8.25 cfs 0.954 af
Subcatchment2: Off Site 2 Runoff Area=6. '0 ac 20.00% Impervious Runoff Depth=2.59"
Flow Length=1,890' Tc= 2 min CN=78 Runoff=13.31 cfs 1.467 af
Subcatchment3: Existing-on Site Runoff Area=11.800 ac 0.64% Impervious Runoff Depth=1.93"
Flow Length=1,255' Tc=23.4 min =70 Runoff=17.90 cfs 1.901 af
Reach 4: confluence Inflow=39.09 cfs 4.322 af
Outflow=39.09 cfs 4.322 af
Subcatchment5: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=2.42"
Flow Length=1,468' Tc=27.6 min CN=76 Runoff=8.57 cfs 0.954 af
Subcatchment6: Off Site 2 Runoff Area=6.790 ac 20.00% Impervious Runoff Depth=2.59"
Flow Length=1,509' Tc=22.9 min CN=78 Runoff=14.39 cfs 1.467 af
Subcatchment7: On Site Run,post-development-�)% Impervious Runoff Depth=2.95"
Flow Ler _ ...... C -82 Runoff=35.11 cfs 2.836 af
Pond 8: Sand Filter Peak Elev=770.60' Storage=44,261 c Inflow=35.11 cfs 2.836 af
O low=15.79 cfs 2.816 af
Reach 9: confluence Inflo 37.78 cfs 5.290 af
Outflow=37.78 cfs 5.290 af
Subcatchment 10: Onsite Bypass Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=2.25"
Tc=5.0 min CN=74 Runoff=0.86 cfs 0.053 af
Total Runoff Area = 46.640 ac Runoff Volume = 9.632 af Average Runoff Depth = 2.48"
90.12% Pervious = 42.032 ac 9.88% Impervious = 4.608 ac

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 1: Off Site 1
Runoff = 8.25 cfs @ 12.39 hrs, Volume= 0.954 af, Depth= 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1 540 0.0185 2.19 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
29.7 1,380 Total
Subcatchment 1: Off Site 1
Hydrograph
g ■Runoff
8.25 cfs — -
$�� ' rani army IDF 241hr 51 '10,r- Rainfall=4.86"
Runoff Area=4.730 ac
H- off Vdlur e 954-af -
6J, -RurRLfno f 90h=F.T
Flow Lengt =1,380'
3 _ I I I L H _L I _ Tc= 9./ min
LL a1 91=76
11/
z1 i
0411r//��//��// ���ll�/1 /���7
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 2: Off Site 2
Runoff = 13.31 cfs @ 12.35 hrs, Volume= 1.467 af, Depth= 2.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.6 790 0.0310 2.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.2 1,890 Total
Subcatchment 2: Off Site 2
Hydrograph
■Runoff
14" 13.31 cfs -
13 ' j ' r nit�iar�ry I1DF 241hrb1
12= Ranfall=14.86"
11_ Runoff Area=6.790 ac
10= I —i2uriofliVdlurie=T4167 af
9./ 1121.fno f ep h=2 ��
Flow Lengt�=1,890'-
8_
/ c=$7.2 min -
5/
4 -/
3-/
2-/
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 3: Existing - on Site
Runoff = 17.90 cfs @ 12.30 hrs, Volume= 1.901 af, Depth= 1.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
11.800 70 Woods, Good, HSG C
11.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.9 100 0.0400 0.10 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.4 915 0.0220 2.39 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
23.4 1,255 Total
Subcatchment 3: Existing - on Site
/� Hydrograph
20- - •Runoff
19 17.90 cfs
18/1 I I � 6rarrit Qiar'ry IbF12 hr 110-rr
15=, Runoff Area=11.800 ac
14 /17 I / L L -L L emu+ of'-Vdlue t010-1-laf-
/12 /1
TRu-norf 9ep1tr=i1.9 "
11=✓ _ Flow Lengt1,255'_
3 10 —[ I I 1 1c=3•4 m n-
o 9LT- � — — — — 0
6V1- 1 L I— — - I � ' ' —
4�� 1 � � I — � � �
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Reach 4: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth = 2.22" for 10-yr event
Inflow = 39.09 cfs @ 12.33 hrs, Volume= 4.322 af
Outflow = 39.09 cfs @ 12.33 hrs, Volume= 4.322 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 4: confluence
/' Hydrograph
/ 1— 1 1 1 -k 1 1 4 I- 1 4 1- 1 -F ❑Inflow
/ —I 'lA f1Q rf ll I ❑Outflow
42 - 39.09 cfs i iio XI"e= I Ti c
40
3W / I I
364 — -
32 — —
34�
30
� ,r d
�
28V / —
26=� -
- 24i l
-2-
22=/ Z
20: z'
LL 18- /I- I 1 -
16- i—
14� +
12 // — — —
107 ' 7 — T
8
0 2 4 6 8 10 12 14 16 18 20 0- '"4"/"."1.'"''"".: 1 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 5: Off Site 1
Runoff = 8.57 cfs @ 12.36 hrs, Volume= 0.954 af, Depth= 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0 628 0.0080 5.32 9.40 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
27.6 1,468 Total
Subcatchment 5: Off Site 1
Hydrograph
- - ■Runoff
9- 8.57 cfs --I __ --
ra�ni#� QUarty I�I]F 24.hr 5� '10r
8- Ranyl=j4.T
1 — — Runoff Area=4i730 ac
Runoff Volurie0.9154 6f _
6- I Runoff pep h1.4�"
' —Flow Length1,468' -
6_ Tc= 7.$ min
LL 4� / �,1=76
2_
1-
0/1 , , , �� ,,,,;,,,,,,,,,,,,,2 ,,.2 .2(:
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 6: Off Site 2
Runoff = 14.39 cfs @ 12.28 hrs, Volume= 1.467 af, Depth= 2.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 409 0.1830 25.43 44.94 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
22.9 1,509 Total
Subcatchment 6: Off Site 2
Hydrograph
16
■Runoff
15_ 14.39 cfs 1� -
14/ artery Ibf 2� '1r 51 r
13 — / Rarfa= 6"
12/ / Runoff Area=6.790 ac
Vcjlur�ne=1.4i67 of
10� / RLfnor-f_ep h-�2 "
s�_ _ ✓ Flow Lengt=1,509'
81/ L J i — j lac= •9 rrOn
LL 7--z" CNV=78
6y fi
4_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 7: On Site
Runoff = 35.11 cfs @ 12.14 hrs, Volume= 2.836 af, Depth= 2.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
* 11.520 82
11.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.0400 0.16 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 134 0.0100 7.20 22.62 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
1.2 524 0.0188 7.22 8.86 Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
13.2 998 Total
Subcatchment 7: On Site
Hydrograph
38� — — 1— ■Runoff
35.11 cfs -
34 — — I —6r nit c,�wJ aa�ry IDF 24hrL 51 '1a yr
32V — r R of =f4A "
30,ZR-unof -Area=1t520-ac-
28 -2u-nofi lurie 8136 of
26= — R no epTi= : "
22 — — / {{-f�1owlength 98'
20V 4 I I I =�3.2 min -
0
LL 184/ ✓
16_ I
12 /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD software Solutions LLC Page 26
Summary for Pond 8: Sand Filter
Inflow Area = 11.520 ac, 0.00% Impervious, Inflow Depth = 2.95" for 10-yr event
Inflow = 35.11 cfs @ 12.14 hrs, Volume= 2.836 af
Outflow = 15.79 cfs @ 12.47 hrs, Volume= 2.816 af, Atten= 55%, Lag= 19.6 min
Primary = 15.79 cfs @ 12.47 hrs, Volume= 2.816 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 770.60' @ 12.47 hrs Surf.Area= 17,203 sf Storage= 44,261 cf
Plug-Flow detention time= 163.8 min calculated for 2.816 af(99% of inflow)
Center-of-Mass det. time= 159.5 min ( 983.3 - 823.8 )
Volume Invert Avail.Storage Storage Description
#1 767.20' 75,114 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
767.20 6,302 0 0
768.00 10,507 6,724 6,724
769.00 14,029 12,268 18,992
770.00 15,987 15,008 34,000
771.00 18,001 16,994 50,994
772.00 20,072 19,037 70,030
772.25 20,599 5,084 75,114
Device Routing Invert Outlet Devices
#1 Primary 764.75' 30.0" Round Culvert
L= 30.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 764.75' / 764.60' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 768.45' 18.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3 Device 1 771.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 767.20' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.280 0.400 0.520 0.640 0.770 0.890
Primary OutFlow Max=15.77 cfs @ 12.47 hrs HW=770.60' (Free Discharge)
-1=Culvert (Passes 15.20 cfs of 50.70 cfs potential flow)
12=Orifice/Grate (Orifice Controls 15.20 cfs @ 4.71 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
-4=Sand Filter (Custom Controls 0.57 cfs)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 27
Pond 8: Sand Filter
Hydrograph
1 H H I-1 H - I4 i41 - - 1
_ ��� . 0 Inflow
361 - 1 4 1— 3 1 1 CfS I 1 + 4 i ffi 4 i e— .1 .5 � Primary
34
32i/ ' 1 H 1— 1 —F 1 1 H H Oeitkl E1ev 770I01r
284/ z— 1 I— 1 —i 1 1 fi H ttodg i441 61tci
26V
24V r11 1 1 T rt Irt 1 fi l 1 rt 1
N 22=
i
16- 20V / IJ Fri 1 I H 4 IJ I -r 1 1 1
0 184 15.79 cfs 1 1 1
LL 16V /
14V
12= 1j i 1 _ I4 IJ I _[
10v
8v ,� 1 j _14 _ 14 ]_ 14 _I - 1
6=/
4LFAF'2
0 ,;,,.�,.,(,,,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 28
Summary for Reach 9: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth > 2.72" for 10-yr event
Inflow = 37.78 cfs @ 12.34 hrs, Volume= 5.290 af
Outflow = 37.78 cfs @ 12.34 hrs, Volume= 5.290 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 9: confluence
Hydrograph
0 Inflow
40 37 78 cfs f + ❑Outflow l
38 / / ' ► IIW1 � .JLCi
34=/
32
30= z— I —h I— I fi t
/—
281- I I I I 1 J 1 1-
w 24V
5 22 , 1 1 -k 1 1 4 I- 1 4 � 1 -F -k 1
W
0 20
12 � —
184/ z— I_ 1
61 r � �III/
44/
0- or -
rr/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 10: Onsite Bypass
Runoff = 0.86 cfs @ 12.03 hrs, Volume= 0.053 af, Depth= 2.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 10-yr Rainfall=4.86"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C
0.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10: Onsite Bypass
Hydrograph
0.95 0 Runoff
0.9 0.86 cfs I 1 J
o.s5=� % 1 Graniteau�rry Ili 24 hr S1110iyr
0.8- t I R f 11= gam"
0.75�— Rand#A00e
0.65-i/ RqC1of' Iu O t!53 of
—Runoff Dept ih--2.2-5"
a 0.55±1 t t fft 'c�5.b m n
5� ` t —i t 1 1 t CN 4
c 0.4.45�_
LL 5� I I / H H l I H
0.3
0.3-V_ 1— —I
0.2 —1 -H 1 1 1
0.15=
0.1/1
0.05=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Paae 30
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=3.81"
Flow Length=1,380' Tc=29.7 min CN=76 Runoff=12.06 cfs 1.500 af
Subcatchment2: Off Site 2 Runoff Area=6.790 ac 20.00% Impervious Runoff Depth=4.01"
Flow Length=1,890' Tc=27.2 min CN=78 Runoff=19.01 cfs 2.272 af
Subcatchment3: Existing-on Site Runoff Area=11.800 ac 0.00% Impervious Runoff Depth=3.20"
Flow Length=1,255' Tc=23.4 min CN=70 Runoff=27.87 cfs 3.146 af
Reach 4: confluence Inflow=58.50 cfs 6.918 af
Outflow=58.50 cfs 6.918 af
Subcatchment5: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=3.81"
Flow Length=1,468' Tc=27.6 min CN=76 Runoff=12.50 cfs 1.500 of
Subcatchment6: Off Site 2 Runoff Area=6.790 ac 20.00% Impervious Runoff Depth=4.01"
Flow Length=1,509' Tc=22.9 min CN=78 Runoff=20.48 cfs 2.272 af
Subcatchment7: On Site Runoff Area=11.520 ac 0.00% Impervious Runoff Depth=4.44"
Flow Length=998' Tc=13.2 min CN=82 Runoff=47.37 cfs 4.263 af
Pond 8: Sand Filter Peak Elev=771.37' ftorage=58ols cf Inflow=47.37 cfs 4.263 af
Outflow=24.67 cfs 4.242 af
Reach 9: confluence Inflow=57.09 cfs 8.098 af
Outflow=57.09 cfs 8.098 af
Subcatchment 10: Onsite Bypass Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=3.60"
Tc=5.0 min CN=74 Runoff=1.23 cfs 0.084 af
Total Runoff Area = 46.640 ac Runoff Volume = 15.037 af Average Runoff Depth = 3.87"
90.12% Pervious = 42.032 ac 9.88% Impervious = 4.608 ac

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 1: Off Site 1
Runoff = 12.06 cfs @ 12.38 hrs, Volume= 1.500 af, Depth= 3.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1 540 0.0185 2.19 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
29.7 1,380 Total
Subcatchment 1: Off Site 1
Hydrograph
■Runoff
137
12.06 cfs II--
127 % I r nit carry I1DF 24.hrb1 '5 fr
11 / I I Rainfall=p.4p"
Runoff Area=4.730 ac
9Y
1 1— —I2uriofli�tdr i lue -.510D-af
I —12n p "-
—Flow Leal gt 1,3S0'-
_4
LL 6- CN=76
57/
47 I I I
I I
121416 18 2 l(
0 2 4 6 8 10 0 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 2: Off Site 2
Runoff = 19.01 cfs @ 12.34 hrs, Volume= 2.272 af, Depth= 4.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.6 790 0.0310 2.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.2 1,890 Total
Subcatchment 2: Off Site 2
Hydrograph
21, ■Runoff
20 V 19.01 cfs — I--
19VC 1 7 7 ra-ite Quarry 119E 24rtt hr 51 64r-
18V
I nfLitopA ..
17=
161 - Runoff Area=6J90ac_
151 -2uinofi l urne 2173--oaf-
14V
13V I RLno _ep =4.01"
121 -Flow Lengt 1,890'-
11� fi fi I I 1c_ • min
7_ //
6V I _1 _H L 1 LI 1 1
3_
2=
12/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 3: Existing - on Site
Runoff = 27.87 cfs @ 12.30 hrs, Volume= 3.146 af, Depth= 3.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
11.800 70 Woods, Good, HSG C
11.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.9 100 0.0400 0.10 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.4 915 0.0220 2.39 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
23.4 1,255 Total
Subcatchment 3: Existing - on Site
�t Hydrograph
/ I - Runoff
30- 27.87 cfs
28/ _Granit�S,l!darry IDF 24Jhr 51
26/1Ra!nf =p.0"
24: Runoff Area=1t800_ac_
22 —Runoff Volume=3.1466of
20/ unlf f Dep 3 "
18= _Flow Lengt =1,255'-
p
3 16 / A 1$c=23.4 min -
LL 14- - CN=70-
12/
10
8/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 34
Summary for Reach 4: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth = 3.56" for 50-yr event
Inflow = 58.50 cfs @ 12.32 hrs, Volume= 6.918 af
Outflow = 58.50 cfs @ 12.32 hrs, Volume= 6.918 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 4: confluence
Hydrograph
/ 1 r
fi t I rt 1 11 rr I ❑Inflow
65- / I c cn rf ❑Outflow
so� 58.50 cfs I_I i
i ifio iv iiJe— 313_toLaC
55;-/ , I - / 1 + I-I I— I 1— I H 4 —1
50 -'
45;-/ / -
40:/ 4— I-I 4 I- 14 # I - 4 I-1
0 35_ T I 14 1 14 14 I
0 30-
LL
25- 0
20- 7 / I
15 "Iiir
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 5: Off Site 1
Runoff = 12.50 cfs @ 12.35 hrs, Volume= 1.500 af, Depth= 3.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0 628 0.0080 5.32 9.40 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
27.6 1,468 Total
Subcatchment 5: Off Site 1
/ Hydrograph
14J ■Runoff
137 12.50 cfs 12--/ —[ 6ralnite aarry l6F 24-1hr�'1 5 r
RaCnfatl= -p.._
Runoff Area=4730-ac-
10- / t J 12unof'alolume l.510D-raf-
9-/ Runoff Dep =�3.811"
w 8: Flow Length 1,468
/ lac= 7.$ min
LL 6 C,N-76
4-/
= ice '
1-'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 6: Off Site 2
Runoff = 20.48 cfs @ 12.28 hrs, Volume= 2.272 af, Depth= 4.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 409 0.1830 25.43 44.94 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
22.9 1,509 Total
Subcatchment 6: Off Site 2
Hydrograph
22= — ■Runoff
20.48 cfs I � - II--
21 rt
20� _6rniteS iaar'ry IIQF 2 r 51 '5 r-
-
19
18VC -i 1f!"=P 4T-
17-/- - _ Runoff Area=6.790 ac_
16 V- -2utnofi I w e 2173--af-
15
14� — - Runor-f ep iL i"
w 13 — —Flow Lengt 1,509'-
12
11= Tc=Z2.9 min
LL 10_ — �i
5 —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 7: On Site
Runoff = 47.37 cfs @ 12.14 hrs, Volume= 4.263 af, Depth= 4.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
* 11.520 82
11.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.0400 0.16 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 134 0.0100 7.20 22.62 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
1.2 524 0.0188 7.22 8.86 Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
13.2 998 Total
Subcatchment 7: On Site
Hydrograph
-/ — ■Runoff
50_ 47.37 cfs
-6rair to arty 83F 2 r 50-f r
45= / - Ranfa4=8.49"
40-" / Runoff Area=11.520 ac
-Runoff#olume2163 of
35
/ R not _ep =�L.4�4"
1 30� / low Length=998'
0 25_ / Tc=13.2 min-
LL
20--/ F C12—
15-
10Y
5--/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 38
Summary for Pond 8: Sand Filter
Inflow Area = 11.520 ac, 0.00% Impervious, Inflow Depth = 4.44" for 50-yr event
Inflow = 47.37 cfs @ 12.14 hrs, Volume= 4.263 af
Outflow = 24.67 cfs @ 12.41 hrs, Volume= 4.242 af, Atten= 48%, Lag= 16.3 min
Primary = 24.67 cfs @ 12.41 hrs, Volume= 4.242 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 771.37' @ 12.41 hrs Surf.Area= 18,765 sf Storage= 58,015 cf
Plug-Flow detention time= 126.0 min calculated for 4.237 af(99% of inflow)
Center-of-Mass det. time= 124.2 min ( 940.3 - 816.1 )
Volume Invert Avail.Storage Storage Description
#1 767.20' 75,114 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
767.20 6,302 0 0
768.00 10,507 6,724 6,724
769.00 14,029 12,268 18,992
770.00 15,987 15,008 34,000
771.00 18,001 16,994 50,994
772.00 20,072 19,037 70,030
772.25 20,599 5,084 75,114
Device Routing Invert Outlet Devices
#1 Primary 764.75' 30.0" Round Culvert
L= 30.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 764.75' / 764.60' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean FInv\ Area= 4.91 sf
#2 Device 1 768.45' 18.0" W x 36.0" H Ve Freeboard during IO
#3 Device 1 771.50' 48.0" x 48.0" Horiz. rif 50-year storm =
Limited to weir flow at Io j0 88'
#4 Primary 767.20' Sand Filter
Head (feet) 0.00 1. 0 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0 280 0.400 0.520 0.640 0.770 0.890
Primate OutFlow Max=24.65 cfs @ 12.41 hrs HW=771.37' (Free Discharge) I
-1=Culvert (I-asses L3. 39 cts of b4./5 cts potential tlow)
12=Orifice/Grate (Orifice Controls 23.99 cfs @ 5.48 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
-4=Sand Filter (Custom Controls 0.66 cfs)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 39
Pond 8: Sand Filter
Hydrograph
I 1 1 1 1 1 1 1 0 Inflow
47.37 cfs ❑Primary
50_ / 4- I Mr li flow 1 e- - I5i0 &
45� , 4 ]— I / ' fieicl Eie1:,371~
40 1 ttc4age=58,015—c1
35 2 /
/
a 301/
o - 1 24.67 cfs
0 251 i
20-
15-" / 1 1 I
10- 1 1 1
51-/
/ /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 40
Summary for Reach 9: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth > 4.17" for 50-yr event
Inflow = 57.09 cfs @ 12.32 hrs, Volume= 8.098 af
Outflow = 57.09 cfs @ 12.32 hrs, Volume= 8.098 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 9: confluence
Hydrograph
�,7 f1Q rf ❑Inflow
El Outflow
60- ,— 7 - 57.09 cfs — 4 Ifio4w ►r�e�a
557 — I r — I 7 7
45�
40-'
o 35
a 30-
25-
20-
15_
/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 10: Onsite Bypass
Runoff = 1.23 cfs @ 12.03 hrs, Volume= 0.084 af, Depth= 3.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 50-yr Rainfall=6.49"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C
0.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10: Onsite Bypass
Hydrograph
0 Runoff
1.23 cfs
Granite Quarry IDF 24-hr S1 50-yr
Rainfall=6.49"
Runoff Area=0.280 ac
1-
Runoff Volume=0.084 af
Runoff Depth=3.60"
- - Tc=5.0 min
CN=74
o ✓
0
it
0/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD - - - - •- --
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=4.45"
Flow Length=1,380' Tc=29.7 min CN=76 Runoff=13.62 cfs 1.756 af
Subcatchment2: Off Site 2 Runoff Area=6.790 ac 20.00% Impervious Runoff Depth=4.67"
Flow Length=1,890' Tc=27.2 min CN=78 Runoff=21.30 cfs 2.645 af
Subcatchment3: Existing-on Site Runoff Area=11.800 ac 0.00% Impervious Runoff Depth=3.80"
Flow Length=1.255' Tc=23.4 min CN=70 Runoff=32.02 cfs 3.739 af
Reach 4: confluence Inflow=66.44 cfs 8.139 af
Outflow=66.44 cfs 8.139 af
Subcatchment5: Off Site 1 Runoff Area=4.730 ac 20.00% Impervious Runoff Depth=4.45"
Flow Length=1,468' Tc=27.6 min CN=76 Runoff=14.09 cfs 1.756 af
Subcatchment6: Off Site 2 Runoff Area=6.790 ac 20.00% Impervious Runoff Depth=4.67"
Flow Length=1,509' Tc=22.9 min CN=78 Runoff=22.93 cfs 2.645 af
Subcatchment7: On Site Runoff Area=11.520 ac 0.00% Impervious Runoff Depth=5.12"
Flow Length=998' Tc=13.2 min CN=82 Runoff=52.07 cfs 4.918 af
Pond 8: Sand Filter Peak Elev=771.61' Storage=62,652 cf Inflow=52.07 cfs 4.918 af
Outflow=29.48 cfs 4.897 af
Reach 9: confluence Inflow=65.73 cfs 9.396 af
Outflow=65.73 cfs 9.396 af
Subcatchment 10: Onsite Bypass Runoff Area=0.280 ac 0.00% Impervious Runoff Depth=4.23"
Tc=5.0 min CN=74 Runoff=1.37 cfs 0.099 af
Total Runoff Area = 46.640 ac Runoff Volume = 17.557 af Average Runoff Depth = 4.52"
90.12% Pervious = 42.032 ac 9.88% Impervious = 4.608 ac

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 1: Off Site 1
Runoff = 13.62 cfs @ 12.37 hrs, Volume= 1.756 af, Depth= 4.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1 540 0.0185 2.19 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
29.7 1,380 Total
Subcatchment 1: Off Site 1
Hydrograph
15 ■Runoff
14
13.62 cfs
G i u DF 24-hr yr-
13= / I - - Rainf if 7 "-
12- / Runoff Area 4.730_ac-
11 Runoff_Volurne 1.756_ef_
Runoff Depth=4.45"
9/ I // I lover Ling =�,3�E 0'
8_
Tc=29. min
C�N46
o
4-
3- I
1-'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 2: Off Site 2
Runoff = 21.30 cfs @ 12.34 hrs, Volume= 2.645 af, Depth= 4.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.6 790 0.0310 2.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
27.2 1,890 Total
Subcatchment 2: Off Site 2
Hydrograph
23_. ■Runoff
2= J JJ JJ
I 21.3jcfs
221 �Gr�iteua�ry IDf 2 r i 10iyr-
20_ mf 117.2p"
18= /
19_�I Runoff A ea=6.790 ac_
-
17 -- RU-nof-VoIutne=2.645-af-
16= Runoff Depth=4:67"
13�14= /
TC=27 -rnin
12v1
511� I � � � N18_
LL 10 I I
9�
8V
74/1
o-mil i /i.........
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30��/ 32// 34��/ 36l�/ 38�/ 40// 42��/ 44 4'6 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 3: Existing - on Site
Runoff = 32.02 cfs @ 12.29 hrs, Volume= 3.739 af, Depth= 3.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
11.800 70 Woods, Good, HSG C
11.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.9 100 0.0400 0.10 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.4 915 0.0220 2.39 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
23.4 1,255 Total
Subcatchment 3: Existing - on Site
Hydrograph
=/ t Runoff
34= 32.02 cfs JJ l J
32/ I r/ - Granite ua y IDF 24 hr S110DJyr_
30= _ _
..
I Resin 7
28/ / H unoff Area= 1. 09 c-
26 - ✓ - T -F Runof-Voiiirne=3.p9Haf-
24- / Runoff Depth=3:80"
N 22/ / — H- H 1 4 I— 1 —I l#Io L�,gih=i65'—
21s/1 / T —L �c=23.4-rrin
—
LL 16/ // 0=
14/ — I I � 11 1
12/
10/r — 1 T 71 T T IT T 1 -
6 / I
4/1 L
2=
0ti�44f�����������1/,,,;,,,,;, ,, ,, , , , �
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Reach 4: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth = 4.19" for 100-yr event
Inflow = 66.44 cfs @ 12.32 hrs, Volume= 8.139 af
Outflow = 66.44 cfs @ 12.32 hrs, Volume= 8.139 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 4: confluence
Hydrograph
❑Inflow
IRA dd rf I ❑Outflow
70V 66.44 cfs �T l� Iano_w /AI" =z3310 c
65V I I I _L 1_ I _1
601/
55v r /
50/ i
45V
a
� 40�
c 35V
307"
25V ,r ALIAL
20?�
15 2 I fi l I
10- A�/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 5: Off Site 1
Runoff = 14.09 cfs @ 12.35 hrs, Volume= 1.756 af, Depth= 4.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
* 4.730 76 1 acre lots, 20% imp, HSG C
3.784 80.00% Pervious Area
0.946 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.0 100 0.0200 0.08 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.34"
1.3 260 0.0460 3.45 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 480 0.0230 2.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0 628 0.0080 5.32 9.40 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
27.6 1,468 Total
Subcatchment 5: Off Site 1
Hydrograph
/ 1 ■Runoff
15= 14.09 cfs IJ JJ
14/ Gr ite ua ry IDF 24-hr S1 100iyr
13/ _ / R inf II 7.2�2"
12= / Runoff Area=4.730 ac
11/ I I / ROno ff Vlolurne=1.756 af
10/ v��n pth=4�5"-
/ gam= 8'
8/ �� Lin
/
LL 7J
5Y � I- � I
3/
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 6: Off Site 2
Runoff = 22.93 cfs @ 12.27 hrs, Volume= 2.645 af, Depth= 4.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
* 6.790 78 1 acre lots, 20% imp, HSG C
5.432 80.00% Pervious Area
1.358 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
14.0 100 0.0200 0.12 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
2.5 410 0.0290 2.74 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.1 590 0.0100 1.61 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 409 0.1830 25.43 44.94 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
22.9 1,509 Total
Subcatchment 6: Off Site 2
Hydrograph
25 l J- _ ■Runoff
224 2 22.9 cfs
23 - Granite @ua>�ry DF 24hr 51 • I:K yr
21 20 t -4 - ;9 C
_ —Runoff Area=fi.790 ac
18 -4 1= I/ — 1 -4 Wolff Vlolurne 2.1H.S of
17 _ _ Runoff-Depth=&67"
16
15 0I I-4ngr�- ,sd9'
13 — I
/ fi —Tc=22. min
012 0 $
LL11 I/ I 4 I - I I I— I
10 I—
o ///
,,;
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 7: On Site
Runoff = 52.07 cfs @ 12.14 hrs, Volume= 4.918 af, Depth= 5.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
* 11.520 82
11.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.0400 0.16 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.34"
1.1 240 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.3 134 0.0100 7.20 22.62 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
1.2 524 0.0188 7.22 8.86 Pipe Channel,
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.013
13.2 998 Total
Subcatchment 7: On Site
Hydrograph
-/ — — — — ■Runoff
55- 52.07 cfs ite�uatry �DF 24hr 5fi • 00-yr-
50--/
45 Runoff Area=11.620 ac
40--/ / 7 ROinoff Volurne4.118]af-
Runoff Depth=5.12"_
35" Flow Lenlgth968'
w _
30: 1 Tc3. __--mLLin
N=82-
LL 25Y
203
15_�
10-
5-0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 50
Summary for Pond 8: Sand Filter
Inflow Area = 11.520 ac, 0.00% Impervious, Inflow Depth = 5.12" for 100-yr event
Inflow = 52.07 cfs @ 12.14 hrs, Volume= 4.918 af
Outflow = 29.48 cfs @ 12.38 hrs, Volume= 4.897 af, Atten= 43%, Lag= 14.4 min
Primary = 29.48 cfs @ 12.38 hrs, Volume= 4.897 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 771.61' @ 12.38 hrs Surf.Area= 19,269 sf Storage= 62,652 cf
Plug-Flow detention time= 116.1 min calculated for 4.891 af(99% of inflow)
Center-of-Mass det. time= 114.7 min ( 928.1 - 813.4 )
Volume Invert Avail.Storage Storage Description
#1 767.20' 75,114 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
767.20 6,302 0 0
768.00 10,507 6,724 6,724
769.00 14,029 12,268 18,992
770.00 15,987 15,008 34,000
771.00 18,001 16,994 50,994
772.00 20,072 19,037 70,030
772.25 20,599 5,084 75,114
Device Routing Invert Outlet Devices
#1 Primary 764.75' 30.0" Round Culvert
L= 30.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 764.75' / 764.60' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
#2 Device 1 768.45' 18.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
#3 Device 1 771.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 767.20' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Disch. (cfs) 0.000 0.280 0.400 0.520 0.640 0.770 0.890
< .Freeboard during
p
Primary OutFlow Max=29.32 cfs @ 12.38 hr HW=771.61' ((Free Disch
1=Culvert (Passes 28.63 cfs of 55.98 cfs LCIILIdI HOW) 100-yr = 0.64'
12=Orifice/Grate (Orifice Controls 26.73 cfs @ 5.94 fps)
3=Orifice/Grate (Weir Controls 1.89 cfs @ 1.08 fps)
-4=Sand Filter (Custom Controls 0.69 cfs)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 51
Pond 8: Sand Filter
Hydrograph
/ — I _ 0 Inflow
�/ 152.07 cfs I ❑Primary
55 A 4 I i ioiN itrle�a ='I 115iCi a6
501/ / I— fi fi Oe I E1efi 7711 11'
45:-/ zStdr &=62,61521 cif
40-/ i
351/ , 1 1 1 1 1 1 1 1 1
3 301/ , I 29.4s cfs I I 4 4 41 4 1 1 4 1
o LL 25� T rt 4 I —[ I I I
JIl
/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 52
Summary for Reach 9: confluence
Inflow Area = 23.320 ac, 9.88% Impervious, Inflow Depth > 4.84" for 100-yr event
Inflow = 65.73 cfs @ 12.34 hrs, Volume= 9.396 af
Outflow = 65.73 cfs @ 12.34 hrs, Volume= 9.396 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Reach 9: confluence
Hydrograph
L I _1 H I-I I ❑Inflow
I RR 7'1 rf r,l I ❑Outflow
65.73 cfs
654 V
604 1 4 1 - 1 1
55/ /
50/
45 -/ + I-I 4 I- I 1 H
46 40�
c 35-
30V z-- fi l I � 1 —L t1 —F
25/ f /
20/ // 1—I H 1— I H H H
154 � � I I —L
10
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

20231011 Stoneglen Sand Filter REV Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Prepared by HP Inc. Printed 10/12/2023
HydroCAD® 10.00-26 s/n 10469 ©2020 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 10: Onsite Bypass
Runoff = 1.37 cfs @ 12.03 hrs, Volume= 0.099 af, Depth= 4.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Granite Quarry IDF 24-hr S1 100-yr Rainfall=7.22"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C
0.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10: Onsite Bypass
Hydrograph
/
0 Runoff
1.37 cfs
Granite Quarry IDF 24-hr S1 100-yr
Rainfall=7.22"
Runoff Area=0.280 ac
Runoff Volume=0.099 of
1- / Runoff Depth=4.23"
Tc=5.0 min
/ CN=74
o
y_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Storm Drainage System Design
• Storm Drain Pipe Capacity Calculations
• Inlet Spread Calculations
• Rip Rap Apron Calculations
• Buoyancy Calculation

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
OT 100
Note: 'Rim' elevations noted in Hydraflow are as
27 follows:
JB 101
OT 1A Catch basin - Back of Curb El.
26 19 Open Throat Catch Basin - Throat El.
18 ��� Drop inlet: Top of Grate
25 JB 102A DI 3A 27 0 21
g 1®CB
JB 102 DCB 5 CB 6
DI 14A
24 \4
OT 19 DCB 17
28 22I D114
Outfall •
/tt58tfall 13
5 CB 8
12
Outfall DI 15A CB 9 OT 7B
4 6
Outfall
1 2 3 CB 10
DCB 12 8 CB 11 CB 7A
DI 11A
9
Outfall
OT 1 10 DCB 13
11
OT 13A
23
OT 200
Project File: Stoneglen HydroFlow w off site.stm Number of lines:28 Date: 9/18/2023
Storm Sewers v2021 00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) 1(ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 38.640 52.138 Comb 0.00 I 0.61 0.60 5.0 768.40 1.14 768.84 24 Cir 0.013 1.18 776.37 FES 12A-DCB12
2 1 78.000 -48.485 Comb 0.00 0.11 0.60 5.0 768.84 1.00 769.62 24 Cir 0.013 1.50 778.40 DCB 12-CB11
3 2 56.650 -38.432 Comb 0.00 0.36 0.60 5.0 770.81 1.91 771.89 15 Cir 0.013 0.50 778.80 CB 11-CB 10
4 3 133.339 0.000 Comb 0.00 0.21 0.60 5.0 774.24 2.00 776.91 15 Cir 0.013 0.50 780.37 CB 10-CB 9
5 4 58.732 8.905 Comb 0.00 0.32 0.60 5.0 776.91 1.65 777.88 15 Cir 0.013 1.49 781.40 CB 9-CB 8
6 5 150.740 81.756 Comb 0.00 0.49 0.60 5.0 777.88 1.33 779.88 15 Cir 0.013 1.50 784.74 CB 8-CB 7A
7 6 123.850 -90.143 DrCrb 0.00 1.45 0.50 11.7 779.88 0.50 780.50 15 Cir 0.013 1.00 784.00 CB 7A -OT 7B
8 2 29.590 88.909 DrGrt 0.00 0.73 0.60 5.0 770.12 2.03 770.72 18 Cir 0.013 0.98 777.50 CB 11-DI 11A
9 8 192.580 -36.931 DrCrb 0.00 0.91 0.60 5.0 770.97 3.10 776.94 15 Cir 0.013 1.15 783.50 DI 11A-OT 11B
10 9 145.946 -46.323 Comb 0.00 0.73 0.60 5.0 776.94 1.00 778.40 15 Cir 0.013 0.50 786.00 OT 11B-DCB13
11 10 160.110 14.616 DrCrb 0.00 0.31 0.60 5.0 778.65 0.79 779.91 15 Cir 0.013 1.00 786.50 DCB 13-01 13A
12 End 33.386 -32.996 DrGrt 0.00 0.33 0.60 5.0 767.20 0.51 767.37 24 Cir 0.013 0.50 773.00 FES 15-DI 15A
13 12 134.000 -0.088 DrGrt 0.00 0.47 0.60 5.0 767.77 0.50 768.44 24 Cir 0.013 1.50 773.50 DI 15A-DI 14
14 13 135.000 -89.881 DrGrt 0.00 0.16 0.60 5.0 768.44 0.50 769.12 24 Cir 0.013 1.50 773.50 0114-0114A
15 14 67.820 87.903 Comb 0.00 0.28 0.60 5.0 769.12 0.50 769.46 24 Cir 0.013 1.50 773.92 DI 14A-DCB 4
16 15 23.430 -86.423 Comb 0.00 0.28 0.60 5.0 769.46 0.51 769.58 24 Cir 0.013 2.10 773.92 DCB 4-DCB 3
17 16 54.000 80.396 Comb 0.00 0.38 0.60 5.0 769.58 0.50 769.85 24 Cir 0.013 1.50 774.67 DCB 3-DCB 2
18 17 20.430 -14.385 DrGrt 0.00 0.27 0.60 5.0 770.35 0.54 770.46 18 Cir 0.013 0.78 774.10 DCB 2-DI 1
19 18 103.820 27.642 DrCrb 0.00 0.63 0.60 5.0 770.46 0.50 770.98 15 Cir 0.013 1.00 774.50 DI 1-OT 1A
20 16 18.830 8.724 DrGrt 0.00 0.25 0.60 5.0 770.33 6.21 771.50 15 Cir 0.013 1.00 773.75 DCB 3-DI 3A
21 17 67.248 98.775 Comb 0.00 0.36 0.60 5.0 770.59 1.98 771.92 15 Cir 0.013 1.00 775.42 DCB 2-CB 6
22 End 26.830 -85.288 Comb 0.00 0.84 0.60 5.0 767.20 8.76 769.55 15 Cir 0.013 1.00 773.05 FES 16-DCB 17
23 End 409.000 46.039 DrCrb 0.00 6.78 0.50 22.6 780.50 1.10 785.00 24 Cir 0.013 1.00 788.00 FES 201 - OT 200
Project File: Stoneglen HydroFlow w off site.stm Number of lines 28 Date: 9/18/2023
Storm Sewers v2021 00

Storm Sewer Inventory Report Page2
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
24 End 148.320 -121.340 MH 0.00 0.00 0.00 0.0 766.50 0.75 767.61 18 Cir 0.013 1.00 776.98 FES 103-JB 102
25 24 200.050 98.828 MH 0.00 0.00 0.00 0.0 767.61 0.75 769.11 18 Cir 0.013 0.15 775.60 JB 102-JB 102A
26 25 248.510 1.099 MH 0.00 0.00 0.00 0.0 769.11 0.75 770.97 18 Cir 0.013 0.46 775.45 JB 102A-JB 101
27 26 110.100 -23.861 DrCrb 0.00 4.77 0.50 25.6 770.97 0.74 771.78 18 Cir 0.013 1.00 775.00 JB 101 -OT100
28 End 53.500 -135.490 DrCrb 0.00 0.53 0.60 5.0 769.00 0.50 769.27 15 Cir 0.013 1.00 772.00 FES18-OT 19
Project File: Stoneglen HydroFlow w off site.stm Number of lines 28 Date: 9/18/2023
Storm Sewers v2021.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 FES 12A-DCB12 19.52 24 Cir 38.640 768.40 768.84 1.139 770.56 770.84 n/a 771.71 i End Combination
2 DCB 12-CB11 17.53 24 Cir 78.000 768.84 769.62 1.000 771.71* 772.17* n/a 772.19 i 1 Combination
3 CB 11-CB 10 8.44 15 Cir 56.650 770.81 771.89 1.906 772.19 773.14 n/a 774.60 i 2 Combination
4 CB 10-CB 9 7.26 15 Cir 133.339 774.24 776.91 2.002 775.08 777.99 n/a 779.13 i 3 Combination
5 CB 9-CB 8 6.58 15 Cir 58.732 776.91 777.88 1.652 779.13* 779.74* n/a 779.85 i 4 Combination
6 CB 8-CB 7A 5.54 15 Cir 150.740 777.88 779.88 1.327 779.85 780.87 n/a 781.52 i 5 Combination
7 CB 7A -OT 7B 3.94 15 Cir 123.850 779.88 780.50 0.501 781.52* 781.98* 0.16 782.14 6 DropCurb
8 CB 11-DI 11A 11.34 18 Cir 29.590 770.12 770.72 2.028 772.19* 772.54* n/a 773.35 i 2 DropGrate
9 DMA-OT 11B 8.25 15 Cir 192.580 770.97 776.94 3.100 773.35 778.07 n/a 779.56 i 8 DropCurb
10 OT 11B-DCB13 4.40 15 Cir 145.946 776.94 778.40 1.000 779.56* 780.23* 0.10 780.33 9 Combination
11 DCB 13-01 13A 1.31 15 Cir 160.110 778.65 779.91 0.787 780.33 780.48 n/a 780.54 i 10 DropCurb
12 FES 15-DI 15A 14.43 24 Cir 33.386 767.20 767.37 0.509 770.56* 770.70* 0.16 770.86 End DropGrate
13 DI 15A-DI 14 13.03 24 Cir 134.000 767.77 768.44 0.500 770.86* 771.30* 0.40 771.71 12 DropGrate
14 0114-0114A 11.04 24 Cir 135.000 768.44 769.12 0.504 771.71* 772.03* 0.29 772.32 13 DropGrate
15 DI 14A-DCB 4 10.36 24 Cir 67.820 769.12 769.46 0.501 772.32* 772.46* 0.25 772.71 14 Combination
16 DCB 4-DCB 3 9.18 24 Cir 23.430 769.46 769.58 0.512 772.71* 772.75* 0.28 773.03 15 Combination
17 DCB 3-DCB 2 6.94 24 Cir 54.000 769.58 769.85 0.500 773.03* 773.08* 0.11 773.19 16 Combination
18 DCB 2-DI 1 3.81 18 Cir 20.430 770.35 770.46 0.539 773.19* 773.22* 0.06 773.28 17 DropGrate
19 DI 1-OT 1A 2.67 15 Cir 103.820 770.46 770.98 0.501 773.28* 773.45* 0.07 773.53 18 DropCurb
20 DCB 3-DI 3A 1.06 15 Cir 18.830 770.33 771.50 6.213 773.03* 773.03* 0.01 773.05 16 DropGrate
21 DCB 2-CB 6 1.52 15 Cir 67.248 770.59 771.92 1.978 773.19* 773.23* 0.02 773.26 17 Combination
22 FES 16-DCB 17 3.55 15 Cir 26.830 767.20 769.55 8.759 770.56 770.61 n/a 770.69 i End Combination
23 FES 201 - OT 200 13.65 24 Cir 409.000 780.50 785.00 1.100 781.83 786.33 n/a 787.12 i End DropCurb
24 FES 103-JB 102 8.99 18 Cir 148.320 766.50 767.61 0.748 767.66 768.87 n/a 769.64 i End Manhole
Project File: Stoneglen HydroFlow w off site.stm Number of lines:28 Run Date: 9/18/2023
NOTES: Return period= 10 Yrs. ; *Surcharged(HGL above crown). ; i-Inlet control.
Storm Sewers v2021.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 JB 102-JB 102A 8.99 18 Cir 200.050 767.61 769.11 0.750 769.64* 771.10* n/a 771.14 i 24 Manhole
26 JB 102A-JB 101 8.99 18 Cir 248.510 769.11 770.97 0.748 771.14* 772.96* n/a 773.00 i 25 Manhole
27 JB 101 -OT100 8.99 18 Cir 110.100 770.97 771.78 0.736 773.00* 773.81* n/a 773.81 i 26 DropCurb
28 FES18-OT 19 2.24 15 Cir 53.500 769.00 769.27 0.505 770.56* 770.62* 0.05 770.68 End DropCurb
Project File: Stoneglen HydroFlow w off site.stm Number of lines:28 Run Date: 9/18/2023
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ; i-Inlet control.
Storm Sewers v2021.00

Storm Sewer Tabulation Pagel
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 38.640 0.61 6.23 0.60 0.37 3.59 5.0 11.7 5.4 19.52 24.14 6.21 24 1.14 768.40 768.84 770.56 770.84 769.20 776.37 FES 12A-DCB12
2 1 78.000 0.11 5.62 0.60 0.07 3.23 5.0 11.7 5.4 17.53 22.62 5.58 24 1.00 768.84 769.62 771.71 772.17 776.37 778.40 DCB 12-CB11
3 2 56.650 0.36 2.83 0.60 0.22 1.55 5.0 11.7 5.4 8.44 8.92 6.88 15 1.91 770.81 771.89 772.19 773.14 778.40 778.80 CB 11-CB 10
4 3 133.339 0.21 2.47 0.60 0.13 1.34 5.0 11.7 5.4 7.26 9.14 7.36 15 2.00 774.24 776.91 775.08 777.99 778.80 780.37 CB 10-CB 9
5 4 58.732 0.32 2.26 0.60 0.19 1.21 5.0 11.7 5.4 6.58 8.30 5.36 15 1.65 776.91 777.88 779.13 779.74 780.37 781.40 CB 9-CB 8
6 5 150.740 0.49 1.94 0.60 0.29 1.02 5.0 11.7 5.4 5.54 7.44 4.90 15 1.33 777.88 779.88 779.85 780.87 781.40 784.74 CB 8-CB 7A
7 6 123.850 1.45 1.45 0.50 0.73 0.73 11.7 11.7 5.4 3.94 4.57 3.21 15 0.50 779.88 780.50 781.52 781.98 784.74 784.00 CB 7A -OT 7B
8 2 29.590 0.73 2.68 0.60 0.44 1.61 5.0 5.0 7.1 11.34 14.95 6.42 18 2.03 770.12 770.72 772.19 772.54 778.40 777.50 CB 11-DI 11A
9 8 192.580 0.91 1.95 0.60 0.55 1.17 5.0 5.0 7.1 8.25 11.37 6.91 15 3.10 770.97 776.94 773.35 778.07 777.50 783.50 DI 11A-OT 11B
10 9 145.946 0.73 1.04 0.60 0.44 0.62 5.0 5.0 7.1 4.40 6.46 3.59 15 1.00 776.94 778.40 779.56 780.23 783.50 786.00 OT 11B-DCB13
11 10 160.110 0.31 0.31 0.60 0.19 0.19 5.0 5.0 7.1 1.31 5.73 1.74 15 0.79 778.65 779.91 780.33 780.48 786.00 786.50 DCB 13-01 13A
12 End 33.386 0.33 3.41 0.60 0.20 2.05 5.0 5.0 7.1 14.43 16.14 4.59 24 0.51 767.20 767.37 770.56 770.70 767.60 773.00 FES 15-DI 15A
13 12 134.000 0.47 3.08 0.60 0.28 1.85 5.0 5.0 7.1 13.03 15.99 4.15 24 0.50 767.77 768.44 770.86 771.30 773.00 773.50 DI 15A-DI 14
14 13 135.000 0.16 2.61 0.60 0.10 1.57 5.0 5.0 7.1 11.04 16.05 3.51 24 0.50 768.44 769.12 771.71 772.03 773.50 773.50 DI 14-01 14A
15 14 67.820 0.28 2.45 0.60 0.17 1.47 5.0 5.0 7.1 10.36 16.02 3.30 24 0.50 769.12 769.46 772.32 772.46 773.50 773.92 DI 14A-DCB 4
16 15 23.430 0.28 2.17 0.60 0.17 1.30 5.0 5.0 7.1 9.18 16.19 2.92 24 0.51 769.46 769.58 772.71 772.75 773.92 773.92 DCB 4-DCB 3
17 16 54.000 0.38 1.64 0.60 0.23 0.98 5.0 5.0 7.1 6.94 15.99 2.21 24 0.50 769.58 769.85 773.03 773.08 773.92 774.67 DCB 3-DCB 2
18 17 20.430 0.27 0.90 0.60 0.16 0.54 5.0 5.0 7.1 3.81 7.71 2.15 18 0.54 770.35 770.46 773.19 773.22 774.67 774.10 DCB 2-DI 1
19 18 103.820 0.63 0.63 0.60 0.38 0.38 5.0 5.0 7.1 2.67 4.57 2.17 15 0.50 770.46 770.98 773.28 773.45 774.10 774.50 DI 1-0T 1 A
20 16 18.830 0.25 0.25 0.60 0.15 0.15 5.0 5.0 7.1 1.06 16.10 0.86 15 6.21 770.33 771.50 773.03 773.03 773.92 773.75 DCB 3-DI 3A
21 17 67.248 0.36 0.36 0.60 0.22 0.22 5.0 5.0 7.1 1.52 9.08 1.24 15 1.98 770.59 771.92 773.19 773.23 774.67 775.42 DCB 2-CB 6
22 End 26.830 0.84 0.84 0.60 0.50 0.50 5.0 5.0 7.1 3.55 19.11 3.05 15 8.76 767.20 769.55 770.56 770.61 768.62 773.05 FES 16-DCB 17
Project File: Stoneglen HydroFlow w off site.stm Number of lines:28 Run Date: 9/18/2023
NOTES:Intensity=72.63/(Inlet time+12.70)"0.81; Return period=Yrs. 10 ; Pipe travel time suppressed. ; c=cir e=ellip b=box
Storm Sewers v2021.00

Storm Sewer Tabulation Page 2
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)
23 End 409.000 6.78 6.78 0.50 3.39 3.39 22.6 22.6 4.0 13.65 23.72 6.15 24 1.10 780.50 785.00 781.83 786.33 780.50 788.00 FES 201 - OT 20
24 End 148.320 0.00 4.77 0.00 0.00 2.39 0.0 25.6 3.8 8.99 9.08 5.89 18 0.75 766.50 767.61 767.66 768.87 768.90 776.98 FES 103-JB 102
25 24 200.050 0.00 4.77 0.00 0.00 2.39 0.0 25.6 3.8 8.99 9.09 5.09 18 0.75 767.61 769.11 769.64 771.10 776.98 775.60 JB 102-JB 102A
26 25 248.510 0.00 4.77 0.00 0.00 2.39 0.0 25.6 3.8 8.99 9.08 5.09 18 0.75 769.11 770.97 771.14 772.96 775.60 775.45 JB 102A-JB 101
27 26 110.100 4.77 4.77 0.50 2.39 2.39 25.6 25.6 3.8 8.99 9.01 5.09 18 0.74 770.97 771.78 773.00 773.81 775.45 775.00 JB 101 -OT100
28 End 53.500 0.53 0.53 0.60 0.32 0.32 5.0 5.0 7.1 2.24 4.59 1.83 15 0.50 769.00 769.27 770.56 770.62 0.00 772.00 FES18-OT 19
Project File: Stoneglen HydroFlow w off site.stm Number of lines:28 Run Date: 9/18/2023
NOTES:Intensity=72.63/(Inlet time+12.70)"0.81; Return period=Yrs. 10 ; Pipe travel time suppressed. ; c=cir e=ellip b=box
Storm Sewers v2021.00

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
as
N co
7 7 7 C 7 C 7 C 7 E 7
E E C E C E C J C J C • C J
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798.00 798.00
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784.00 - - 784.00
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38,640Lf-24"@ 1.44%
763.00 763.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
0
5
O c J O c J Q E J Q E J 0
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800.00 800.00
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786.00 —786.00
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772.00 1�2 5�� 772.00
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20.590Lf-18"@ 2.03%
765.00 765.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL
Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
N co v U) CO N. eo rn
—03
5 c 5 c 5 c 5 c 5 c 5 c 5 c 5 c
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772.00 — 772.00
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768.00 0.50 Y, 135. — 70 43(v f-1 R"Q 0 5 t% 768.00
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33.386Lf-24"C 0.51%
764.00 764.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
N
7 7
OE . 0
N co M LO O
a) LC)co
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•
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783.00 783.00
780.00 ' 780.00
777.00 777.00
774.00 774.00
771.00 1 „ @ 6.21% 771.00
18 g30Ii
768.00 768.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
N
7 C 7
o E J 0
rLr)O ' N N
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783.00 783.00
780.00 . 780.00
777.00 777.00
/
774.00 — —774.00
771.00 5 (-15"@ 1 92% •
• 771.00
768.00 768.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
cia N
N
O N o
o ' oLo
o o -• oc• jai
Elev. (ft) g w N r`
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784.00 784.00
780.00 780.00
776.00 776.00
772.00 772.00
768.00 ap i-�6" — •
G�"�s" 768.00
764.00 764.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
fa co
N
5'
aw E O p
O
O � �• O 0 .
O O O co
Elev. (ft) g w 00 o r`
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797.00 797.00
792.00 792.00
•
787.00 —787.00
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782.00 782.00
777.00 I 777.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
LU co
cc
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773.00 - - 773.00
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14�320Lf- _ 110.100Lf-18"@ 0.74/o
763.00 763.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Stoneglen HydroFlow w off site.stm
co
co N
p Lcq E J O
r
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779.00 - • 779.00
776.00 776.00
773.00 773.00
770.00 770.00
53.500Lt-lb"(co u.5u% • '
767.00 767.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL
Reach (ft)
Storm Sewers

Inlet Spread Calculations

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Double Curb in Sag DCB2
Gutter - — Inlet
Longitudinal Slope of Road: 0.010 (ft/ft) Inlet Location
(Inlet in sag
Cross-slope of Pavement: 0.020 (ft/ft)
Percent Clogging: 50.000 (%)
Ri Define Cross-slope of Gutter f 0.040 (ft/ft)
Inlet Types
Manning's Roughness: 0.015 I Equal-length combo
2 000 ( Grate Types
Gutter Width: ft) I P - 1.7/8
Enter one of the following-
Design Flow: 1.120 (cfs) Grate Width: f 2.000 (ft)
r Width of Spread: 16.884 Grate Length: 6.000 (ft)
' (ftJ
Compute unknown] Length of Inlet: 6.000 (ft)
Curb Opening Height:(6.000 (in)
Gutter Depression 0.480 (in)
Local Depression: 11.5O0 (n)
Area of Flow: 0.514 (ft"2)
Eo(Gutter Flow to Total Flow): 0.663
Depth at Curb: 2.132 (in)
Compute Inlet Data
Parameter Value Lire:
Perimeter 10.000 ft
Effective Perimeter 5.000 ft
Area 14.550 ft"2
Effective Area 7.275 ft"2
Depth at center of grate 0177 ft
Computed Width of Spread at Sag 8.866 ft
Flow type Weir Flow
Efficiency 1 000

ALIA
Double Curb in Sag DCB3 X
Gutter- Inlet
Longitudinal Slope of Road 0.010 (ft/ft) Inlet Location
IInlet in sag
Cross-slope of Pavement: 0.020 (ftlft)
Percent Clogging: 50.000 (�)
Define Cross-slope of Gutter 0.040 (fttft)
Inlet Types
M anning's Roughness: 0.015 I Equal-length combo
r2,000 ( ) Grate Types
Gutter Width: ft
(P- 1-7/8
Enter one of the following:
Design Flow: 0.670 Grate width: 2.000 (ft)
ids)
Width of Spread: 5.498 (ft) Grate Length: 6.000 (ft)
Compute unknown I
Length of Inlet: 6.000 (ft)
Curb Opening Height: 6.000 (in)
Gutter Depression: 0.480 (in) 1 500
Local Depression: (in)
Area of Flow: 0.342 (f(2)
Eo(Gutter Flow to Total Flow): 0.769
Depth at Curb: 11.800 (in)
Compute Inlet Data 1
Parameter Value Unit
Perimeter 10.000 ft
Effective Perimeter 5.000 ft
Area 14.550 ft"2
Effective Area 7.275 1(2
Depth at center of grate 0.126 ft
Computed Width of Spread at Sag 6.294 ft
Flow type Weir Flow
Efficiency 1.000

Double Curb in Sag DCB4 X
- Gutter -Inlet
Longitudinal Slope of Road 0.010 (ft/ft) Inlet Location
I Inlet in sag Lvi
Cross-slope of Pavement: 0.020 (ft/ft)
Percent Clogging: 50.000 (z)
T Define Cross-slope of Gutter 0.040 (ft/ft)
Inlet Types
Manning's Roughness: 0.015 [Equal-length combo
Grate Types
Gutter Width: 2.000 (ft)
I P• 1.7/8
Enter one of the following:
Design Flow: 0.670 (cmGrate Width: 2.000 (ft)
Width of Spread: 5.498 Grate Length: I6.0O0 (it)
Compute unknown I Length of Inlet: 6.000 (ft)
Curb Opening Height:I6.0O0 (in)
Gutter Depression 0.480 (in)
Local Depression: I1.5O0 (in)
Area of Flow: 0.342 (ft-2)
Eo(Gutter Flow to Total Flow): 0.769
Depth at Curb: 11.800 (in)
Compute Inlet Data 1
Parameter Value I I nit
Perimeter 10.000 ft
Effective Perimeter 5.000 ft
Area 14.550 ft"2
Effective Area 7.275 ft"2
Depth at center of grate 0.126 ft
Computed Width of Spread at Sag 6.294 ft
Flow type Weir Flow
Efficiency 1 000

Curb 'net slope CB6 X
Gutter Inlet
Longitudinal Slope of Road: (ft/ft) Inlet Location
0.021
Inlet on grade
Cross-slope of Pavement 0.021 (ft/ft)
Percent,_io gg,ng. 0.000 I I
Define Cross-slope of Gutter 0.040 (ft/ft)
Inlet Types
Manning's Roughness: 0.015 Equal-length combo -�
2.000 ( ) Grate Types
Gutter Width: ft
P 1-7/8
Enter one of the following-
Design Flow: 1.060 (ca) Grate Width: 2.000 (It)
!" Width of Spread: 5.600 (h) Grate Length. 3.000 (ft)
Compute unknown) Length of Inlet: 3.000 (ft)
Curb Opening l-I- 1 1.00C ,1i1
Gutter Depression: 0.461 (in)
Local Depression: 1.500 (n)
Area of Flow: 0.365 (f(2)
Eo(Gutter Flow to Total Flowk 0.756
Depth at Curb: 1.859 (in)
Compute Inlet Data
Parameter Value Units
Eo' 0.756
Intercepted Flow 0.854 cfs
Bypass Flow 0.206 cfs
Approach Velocity 2.908 fps
Splash-over Velocity 9.970 fps
Efficiency 0.806

Curb Inlet at 2,1' slope CB7A X
Gutter Inlet
Longitudinal Slope of Road 0.021 (ft/ft) Inlet Location
!Inlet on grade
Cross-slope of Pavement: 0.021 (ft/ft)
Percent Liogging: 0.000
Define Cross-slope of Gutter 0.040 (ft/ft]
Inlet Types
Manning's Roughness: 0.015 IEqual-length combo
Grate Types
Gutter Width: 2.00i (I))
I P.1.7/8
Enter one of the following:
r Design Flow: 1.180 (its) Grate Width: 2,000 (ft)
�' Width of Spread: 5.871 Grate Length: 3.000 (ft)
Compute unknown I Length of Inlet: 3.0 (ft)
,rb l i� ;i rng Hero' 0 000 Irnl
Gutter Depression: 0.461 (in)
Local Depression: 1.500 (in)
Area of Flow: 0.397 (f(2)
Eo(Gutter Flow to Total Flow): 0.734
Depth at Curb: 1.926 (in)
Compute Inlet Data J
Parameter Value Unit:.
Eo' 0.734
Intercepted Flow 0.928 cfs
Bypass Flow 0.252 cfs
Approach Velocity 2.974 fps
Splash-over Velocity 9.970 fps
Efficiency 0.786

Curb Inlet at 2.13 slope CB8 •
--Gutter - Inlet
Longitudinal Slope of Road 0.021 ( ) Inlet Location
IInlet on grade
Cross-slope of Pavement: 0.021 (ft/ft)
PercentCloggria 0.000
I Define Cross-slope of Gutter 0.040 (Rlft) Inlet Types
Manning's Roughness: 0.015 IEqual-length combo
2 000 ( ) Grate Types
Gutter Width: ft
I P 1.7/8
Enter one of the following-
Design Flow: 1.020 ids)
Grate Width: 2.0 ((ft)
Width of Spread:�' 5.505 Grate Length: 3.000 (ft)
( )ft
Length of Inlet: 3.000 (ft)
Compute unknown I
r .rk,Opernng Height 0.000
Gutter Depression: 0.461 (n)
Local Depression: 1.500 (n)
Area of Flow: 0.354 (It 2)
Eo(Gutter Flow to Total Flowk 0.764
Depth at Curb: 1.835 (in)
Compute Inlet Data I
Parariieter alu• I_Irot
Eo' 0.764
Intercepted Flow 0.829 cfs
Bypass Flow 0.191 cfs
Approach Velocity 2.::5 fps
Splash-over Velocity 9.970 'fps
Efficiency 0.812

Curb Inlet at 1.0 slope CB9 X
- Gutter Inlet
Longitudinal Slope of Road: 0.010 O r Inlet Location
'Inlet on grade A
Cross-slope of Pavement 0.020 (ft/ft)
Percent Uogging. 0.080 I%=1
(i Define Cross-slope of Gutter 0.040 (ft/ft) Inlet Types
Manning's Roughness: 0.015 IEqual-length combo
Gutter Width: 2•000 (ft) Grate Types
I P-1.7/8 jj
Enter one of the following:
r Design Flow: 0.500 (cfs) Grate Width: 2.000 (It)
Grate Length. 3.000 (ft)
r Width of Spread: 4.803 (ft)
Compute unknown I Length of Inlet 3.000 (It)
Curb Opening Height 0.000 ;,,,;
Gutter Depression: 0.480 (in)
Local Depression: 1.500 (n)
Area of Flow: 0.271 (k"2)
Eo(Gutter Flow to Total Flow): 0.829
Depth at Curb: 1.633 [n)
Compute Inlet Data I
Eo' 0.829
Intercepted Flow 0.445 cfs
Bypass Flow 0.055 cfs
Approach Velocity 1.847 fps
Splash-over Velocity 9.970 fps
Efficiency 0.890

Curb Inlet at 1,0 slope CB10 •
Gutter Inlet
Longitudinal Slope of Road: 0.010 (ft/ft) Inlet Location
Inlet on grade
Cross-slope of Pavement: 0.020 (ft/ft)
0.000 I'•I
Define Cross-slope of Gutter 0.040 (ft/ft)
Inlet Types
Manning's Roughness: 0.015 'Equal-length combo
2 000 Grate Types
Gutter Width: (ft)
'P 1.7/8
Enter one of the following:
Design Flow: 0.920 Grate Width: 2.000 (ft)
(cfsJ
Width of Spread: 6.326 (it) Grate Length: I3.000 (h)
Compute unknown I Length of Inlet: 3.0 (ft)
Gutter Depression 10.480 (in)
Local Depression: 11.500 (in)
Area of Flow: 0.440 (ft"2)
Eo(Gutter Flow to Total Flow): 0.703
Depth at Curb: 1.998 (in)
Compute Inlet Data J
Parameter Value Units.
Eo' 0.703
Intercepted Flow 0.731 cfs
Bypass Flow 0.189 cfs
Approach Velocity 2.090 fps
Splash-over Velocity 9.970 fps
Efficiency 0.794

fur, net at 1.0 slope CB11 X
Gutter Inlet
Longitudinal Slope of Road 0.010 (ft/ft) Inlet Location
(Inlet on grade
Cross-slope of Pavement: 0.020 (ft/ft)
Percent Clogging: 0.000 (t)
Define Cross-slope of Gutter 0.040 (Rift)
Inlet Types
Manning's Roughness: 0.015 IEqual-length combo
r 2 000 Grate Types
Gutter Width: I — (ft)
I-1.7/8
Enter one of the following
Design Flow: 0.450 (cfs)
Grate Width: 2000 (ft)
Grate Length: 3.000 (ft)
C Width of Spread: 4.567 (It)
Compute unknown I Length of Inlet: 3.000 (ft)
Curb Opening Height 0.000 Iir
Gutter Depression: 0.480 (n)
Local Depression: 1.500 (n)
Area of Flow: 0.249 (ft-2)
Eo(Gutter Flow to Total Flow): 0.849
Depth at Curb: 1.576 (in)
Compute Inlet Data l
Parameter Value IJnit:
Eo' 0.849
Intercepted Flow 0.407 cfs
Bypass Flow 0.043 cfs
Approach Velocity 1.810 fps
Splash-over Velocity 9.970 fps
Efficiency 0.904

Double Curb in Sag DCB12 X I
- Gutter Inlet
Longitudinal Slope of Road 0.010 (hit) Inlet Location
Inlet in sag
Cross-slope of Pavement: 0.020 (ft/ft)
Percent Clogging: I50.000 (%)
I Define Cross-slope of Gutter 0.040 milt)
Inlet Types
Manning's Roughness: 0.015 (Equal-length combo
Gutter Width:
2 000 (h) Grate Types
IP-1.7/8 �l
Enter one of the following:
r Design Flow: 1.510 (cfs) Grate Width: 2.000 (ft)
C Width of Spread: 7.803 (It) Grate Length: I6.000 (ft)
Length of Inlet: I6.000 (ft)
Compute unknown I
Curb Opening Height:16.000 (in)
Gutter Depression 0.480
(in) Local Depression: 11.500 (n)
Area of Flow: 0.649 (ft"2)
Eo(Gutter Flow to Total Flow): 0.604
Depth at Curb: 2.353 (in)
Compute Inlet Data
Parameter 'dab.re Units
Perimeter 10.000 ft
Effective Perimeter 5.000 ft
Area 14.550 ft"2
Effective Area 7.275 ft"2
Depth at center of grate 0.216 ft
Computed Width of Spread at Sag 10.820 ft
Flow type Weir Flow
Efficiency 1 000

Double Curb in Sag DCB1 ,
Gutter 1 --Inlet
Longitudinal Slope of Road 0.010 (ft/ft) Inlet Location
IInlet in sag •
Cross-slope of Pavement: 0.020 (ft/ft)
Petcent Cbgging 50.000 (i)
R Define Cross-slope of Gutter 0 040 (Rim
Inlet Types
Marrings Roughness_ 0.015 (Equal-length combo
Gutter Width 2.000 ((t) Grate Types
IP • 1.7/8 J
Enter one of the following
a Design Flow: 1.750 (cfs) Grate Width: 2.000 (ft)
(- Width of Spread 8.292 (it) Grate Length. 6.000 (ft)
Compute unknown 1 Length of Inlet: 6.000 (ft)
Curb Opening Height. 6.000 (n)
Gutty Depression 0.480 (n)
Local Depression: 1.500 (n)
Area of Flow: 0.728 (ft"2)
Eo(Gutter Flow to Total Flow) 0.576
Depth at Curb: 2.470 (in)
Compute Inlet Data l
Parar-letr_• Value I_Irut•
Perimeter 10.000 ft
Effective Perimeter 5.000 ft
Area 14,550 ft"-2
Effective Area 7 275 1(2
Depth at center of grate 0 239 ft
Computed Width of Spread at Sag 11.938 It
Flow type Weir Flow
Efficiency 1 000

Double Curb in Sag DCB17 X
Gutter — — - Inlet
Longitudinal Slope of Road 0.010 (fit) Inlet Location
Cross-slope of Pavement 0.020 (ft/ft)
I Inlet in sag J
I Percent Clogging: 50.000 (%)
1-47 Define Cross-slope of Gutter 0.040 ( )
I Inlet Types
Manning's Roughness 0.015 I Equal-length combo
2 000 ( Grate Types
�)
Gutter Width I P-1.7I8 J
Enter one of the following:
aDesign Flow: 2 020 (�s) Grate Width: 2•000 (ft)
C' Width of Spread 8.793 (ft)
Grate Length: 6.000 (ft)
Compute unknown I Length of Inlet 6.Ooo (ft)
t Curb Opening Height 6.000 (n)
Gutter Depression 0.480 fin)
Local Depression: 1.500 (n)
Area of Flow: 0.813 (ItA2)
Eo(Gutter Flow to Total Flowk 0.550
Depth at Curb: 2.590 (in)
l
Compute Inlet Data I
F ararserer ,'alue I_Int--
Perimeter 10.000 ft
Effective Perimeter 5.000 ft
Area 14.550 ft"2
Effective Area 7.275 ft"2
Depth at center of grate 0.263 ft
Computed Width of Spread at Sag 13.136 ft
Flow type Weir Flow

Rip Rap Apron Calculations

Rip Rap Apron Summary
Pipe Stone Thickness
Outlet Diameter Flow (cfs) Length (ft) Width (ft) Class D50
FES 12A 24" 19.52 18 20 Class B 8" 18"
FES 15 24" 14.43 15 17 Class A 8" 18"
FES 16 15" 3.55 10 12 Class A 4" 9"
FES 18 15" 2.24 10 12 Class A 4" 9"
FES 103 18" 8.99 10 12 Class A 8" 18"
FES 201 24" 13.65 16 18 Class B 8" 18"
SCM 30" 15.35 16 19 Class B 8" 18"

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
FES 12A
Circular Highlighted
Diameter (ft) = 2.00 Depth (ft) = 1.37
Q (cfs) = 19.52
Area (sqft) = 2.29
Invert Elev (ft) = 768.40 Velocity (ft/s) = 8.51
Slope (%) = 1.14 Wetted Perim (ft) = 3.90
N-Value = 0.013 Crit Depth, Yc (ft) = 1.59
Top Width (ft) = 1.86
Calculations EGL (ft) = 2.50
Compute by: Known Q
Known Q (cfs) = 19.52
Elev (ft) Section Depth (ft)
771.00 2.60
770.50 2.10
770.00 1.60
769.50 1.10
769.00 0.60
768.50 0.10
768.00 -0.40
767.50 -0.90
0 1 2 3 4
Reach (ft)

Appendices
FES 12A
Discharge (10-yr) = 19.52 cfs
d = 16.44"
Design
d50 = 0.6' (Class B Rip Rap)
La = 18'
W= 20'
3 o lit i l,:
,Y. I lj' I -11..
Outlet W = Do + La 90. l'iii imH I '' 111
I, • mum 1
pipe ;11111uu111
diameter (Do) 1 iiiiiiri�i= I . ly
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rums
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V = 5 .ram I- 1 •I {I 1 1P„1 II.
I I I ,I !1 III: 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

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
FES 15
Circular Highlighted
Diameter (ft) = 2.00 Depth (ft) = 1.47
Q (cfs) = 14.43
Area (sqft) = 2.48
Invert Elev (ft) = 767.20 Velocity (ft/s) = 5.81
Slope (%) = 0.51 Wetted Perim (ft) = 4.13
N-Value = 0.013 Crit Depth, Yc (ft) = 1.37
Top Width (ft) = 1.76
Calculations EGL (ft) = 2.00
Compute by: Known Q
Known Q (cfs) = 14.43
Elev (ft) Section Depth (ft)
770.00 2.80
769.50 2.30
769.00 1.80
768.50 1.30
768.00 0.80
767.50 0.30
767.00 -0.20
766.50 -0.70
0 1 2 3 4
Reach (ft)

Appendices
FES 15
Discharge (10-yr) = 14.43 cfs
d = 17.64"
Design
d50 (min.) = 0.5' (Class B Rip Rap)
La (min.)= 15'
W(min.) = 17'
3 . ,:. I it I 1,':
Outlet W = Do + La g0 •. on iin 1 I• ���
i, oumulu 1
pipe jinn�uul'1
miniu 1 i'• If 1
diameter (Do) 80 1. uuuln�t= I . lyi '
IIIIIll111111 • A„Itil'I
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uunlluu df,!arn�ul'
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1 1 i iii�l rii 1 z3
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iJ -110"111P"--
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

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
FES 16
Circular Highlighted
Diameter (ft) = 1.25 Depth (ft) = 0.35
Q (cfs) = 3.550
Area (sqft) = 0.28
Invert Elev (ft) = 767.20 Velocity (ft/s) = 12.49
Slope (%) = 10.44 Wetted Perim (ft) = 1.40
N-Value = 0.013 Crit Depth, Yc (ft) = 0.76
Top Width (ft) = 1.13
Calculations EGL (ft) = 2.77
Compute by: Known Q
Known Q (cfs) = 3.55
Elev (ft) Section
769.00
768.50
768.00
767.50
767.00
766.50
0 1 2 3
Reach (ft)

Appendices
FES 16
Discharge (10-yr) = 3.55 cfs
d =4.2"
Design
d50 (min.) = 0.34' (Class A Rip
Rap)
La (min.) = 10'
3 o W (min.) = 12' I II I i,!:
1 l " 1 :II'.
Outlet W = Do + La 90� `m m I III
I. IIIII IIIII 1
pipe
, ' - , j1I111111111�1 ., r
nlulm 1� i', 11
diameter (Do) 80 I. iiiiii:I:,:Iii I :n%itii,
La —'i I f_ ,. 11111111111 ,, !P!IliLlr
1 _ uun111111 4f,!i1WY,/
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r J . 'IU.
,.,. , 1 . , • 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

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
FES 18
Circular Highlighted
Diameter (ft) = 1.25 Depth (ft) = 0.62
Q (cfs) = 2.240
Area (sqft) = 0.61
Invert Elev (ft) = 769.00 Velocity (ft/s) = 3.68
Slope (%) = 0.50 Wetted Perim (ft) = 1.96
N-Value = 0.013 Crit Depth, Yc (ft) = 0.60
Top Width (ft) = 1.25
Calculations EGL (ft) = 0.83
Compute by: Known Q
Known Q (cfs) = 2.24
Elev (ft) Section
771.00
770.50
770.00
769.50
769.00
768.50
0 1 2 3
Reach (ft)

Appendices
FES 18
Discharge (10-yr) = 2.24 cfs
d = 7.4"
Design
d50 (min.) = 0.34' (Class A Rip
Rap)
La (min.) = 10'
3 o W (min.) = 12' . ,:. i II I i'
Outlet W = Do + La 90. 'iiimum I •
Al
pipe I. IIIII1
1
' i mien.1
iiiiiirill
i
, 1111 IA„OIi'diameter (Do) La —�
T ilwa___ < 0.5Do - -;.._ _ -_-_-`_ -. -_ -- Iuuu1 NPrPn'Ir
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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

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
FES103
Circular Highlighted
Diameter (ft) = 1.50 Depth (ft) = 1.22
Q (cfs) = 8.990
Area (sqft) = 1.54
Invert Elev (ft) = 766.50 Velocity (ft/s) = 5.84
Slope (%) = 0.75 Wetted Perim (ft) = 3.38
N-Value = 0.013 Crit Depth, Yc (ft) = 1.16
Top Width (ft) = 1.17
Calculations EGL (ft) = 1.75
Compute by: Known Q
Known Q (cfs) = 8.99
Elev (ft) Section
769.00 2.
768.50 2.
768.00 1.
767.50 1.
767.00 O.
766.50 O.
766.00 -0
0 1 2 3 4
Reach (ft)

Appendices
FES 103
Discharge (10-yr) = 8.99 cfs
d = 14.64"
Design
d50 (min.) = 0.40' (Class A Rip
Rap)
La (min.) = 10'
3 o W(min.) = 12' IIIr.
I I,.:
Outlet W = Do + La 90 • `on iin 1 I III
:I."
umuw I
pipe I - , - ;IIlinium 1 0 1
diameter (Do) 1 iiiiiiiri�i=� I 1
80 • umuum •.n„I1U I
L —1d 11111111111 P!Ir;L/
La 1 -l -I - , - n1111111111 rf!!d!11M►1
T ilwa___ < 0.5Do ,..- - --- I-_ '-- 111111111 �.frrnn'
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�� _ I • i71i I�I'
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I I .
1 1
1 ®1N I1.
I i I l 1 : 11: 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

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
FES 201
Circular Highlighted
Diameter (ft) = 2.00 Depth (ft) = 1.09
Q (cfs) = 13.65
Area (sqft) = 1.76
Invert Elev (ft) = 780.50 Velocity (ft/s) = 7.76
Slope (%) = 1.10 Wetted Perim (ft) = 3.33
N-Value = 0.013 Crit Depth, Yc (ft) = 1.33
Top Width (ft) = 1.99
Calculations EGL (ft) = 2.03
Compute by: Known Q
Known Q (cfs) = 13.65
Elev (ft) Section
783.00 2.
782.50 2.
782.00 1.
v �
781.50 - 1.
781.00 O.
780.50 O.
780.00 -0
0 1 2 3 4
Reach (ft)

Appendices
FES 201
Discharge (10-yr) = 13.65 cfs
d = 13.08"
Design
d50 = 0.6' (Class B Rip Rap)
La = 16'
W = 18'
3 . ,:. I it I I,':
I l 1 i Ill
Outlet W = Do + La 'mini 1 '•
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Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Sep 11 2023
SCM
Circular Highlighted
Diameter (ft) = 2.50 Depth (ft) = 1.30
Q (cfs) = 15.35
Area (sqft) = 2.59
Invert Elev (ft) = 764.50 Velocity (ft/s) = 5.92
Slope (%) = 0.50 Wetted Perim (ft) = 4.04
N-Value = 0.013 Crit Depth, Yc (ft) = 1.32
Top Width (ft) = 2.50
Calculations EGL (ft) = 1.85
Compute by: Known Q
Known Q (cfs) = 15.35
Elev (ft) Section Depth (ft)
768.00 3.50
767.00 - 2.50
766.00 1.50
765.00 0.50
764.00 -0.50
763.00 -1.50
0 1 2 3 4 5
Reach (ft)

Appendices
SCM Apron
Discharge (10-yr) = 15.35 cfs
d = 15.6"
Design
d50 = 0.67' (Class B Rip Rap)
La = 16'
W= 19'
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3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Buoyancy Calculation

Riser Structure Buoyancy Calculations
Project Name: Stoneglen Subdivision
Project#: -
Area of riser(outside) = 25 sq.ft.
Max. elevation of water when riser is empty= 771.50 Elevation of weirs
Bottom elevation of riser= 764.75
Max. height of groundwater= 6.75 ft.
Volume of water displaced = 168.75 cu.ft.
Weight of water= 62.4 lbs/cu.ft.
Weight of water displaced = 10,530.00 lbs.
Area of Concrete:
Area of sides= 9 sq.ft. (8"Thick Assumed)
Height= 6.75 ft.
Volume of concrete= 60.75 cu.ft.
Subtract weir opening= 2.25 cu.ft. (4 weirs)
Subtract 30" pipe opening= 2.45 cu.ft.
Total Volume of concrete in sides= 56.05 cu.ft.
Bottom slab area = 25 sq.ft.
Bottom slab thickness= 1.25 ft
Volume of concrete= 31.25 cu.ft.
Top slab area = 0 sq.ft. (subtract openings)
Top slab thickness= 0 ft(Assumed)
Volume of concrete= 0 cu.ft.
Total volume of concrete = 87.3 cu.ft.
Weight of reinforced concrete= 155 lbs/cu.ft.
Total weight of concrete= 13,531.50 lbs
Area of soil over concrete base = 0.00 sq.ft.
Height of soil = 7.50 ft
Total volume of soil = - cu.ft.
Weight of rammed soil = 100 lbs/cu.ft.
Total weight of soil = - lbs
Total weight of concrete and soil = 13,531.50
Factor of Safety= 1.29

Seasonal High Water Table Information
• Calculation Narrative
• Graphic

Seasonal High Water Table Summary
The seasonal high-water table is required to be provided at the proposed SCM. As per the
geotechnical report provided by Prespro, Test Hole 20 is located at the approximate location of
the proposed riser structure.
Per the geotechnical report, Test Hole 20 was excavated at this location. When completing the
geotechnical exploration, test hole locations were horizontally located during the geotechnical
exploration but not vertically located. Therefore, the elevation of Test Hole 20 is not known.
In order to utilize the TH 20 results to approximate the SHWT, the existing grade elevation at
the time of excavation of the test hole is required. As noted per TH 20 results,past development
had placed approximately 9' of fill on top of existing grade. That fill material has now been
removed. To determine the elevations of the soil layers noted in the report, G&D completed the
following steps:
• Approximated the pre-development existing ground surface, prior to 9' of fill
placement. This was done using utilizing historical GIS data to determine the slope of
the land prior to fill placement and then calculating the elevation at TH2O back from a
known undisturbed survey point. Elevation at TH 20 assumed to be 765.55.
• Converted the soil depths and ranges noted in the TH 20 results into elevations utilizing
the calculated elevation from Step 1 (765.55). The existing ground surface,pre-
development, was assumed to be at 108" depth noted as Residuum.
• Assumed the depth of the water seepage (140" or 762.8') to be the SHWT. Note that
soil information within the report was inconclusive as to SHWT.
• As per the completed calculations,the SHWT was noted to be 1.95' below the 6-inch
pipe invert at the riser. To comply with the 2' separation rule, 5 if of 6-inch pipe outside
of the riser will be required to be solid. The 6-inch pipe will be at 1% slope. Therefore,
all portions of the system that could drain the SHWT will be minimum 2' above the
SHWT.

APPROX LOCATION -
TH-20
GRADE AT TIME OF TEST
HOLE EXCAVATION.(FROM
Z PRIOR DEVELOPMENT)
J
>-
TEST HOLE 20 DATA
H
CC
w DEPTH=0" 774.55
CL
0
DEPTH=2" 774.38
CC
a
PROP.TOP OF DAM
X _
w DEPTH=28" 772.21
LOCATION OF SURVEY APPROX GRADE PRIOR / \
SHOT OF UNDISTURBED TO ANY DEVELOPMENT / / \ \
GRADE PRIOR TO ANY DISTURBANCE / ,---
DEVELOPMENT \ \
44'@ 3.4% / \
DISTURBANCE 3'j \ TOP OF STONE AT
/ \
/ \ SAND FILTER
\ ELEV.767.2
/ ASSUMED DEPTH OF \
/ PRE-CONSTRUCTION GRADES _� •_
/ DEPTH=108" 765.55 - -
•
/ INVERT OF PERFORATED UNDERDRAIN 764.85
NATURAL GRADE -
764.05 �/ lS �/ L� �� �/ l� ��
)C�/� O� O�/�S6 \-INV=764.61
DEPTH=140"V 762.8 DEPTH OF GROUNDWATER 762.8
DEPTH=150" 762.0 INV=764.75
\-- BEGIN NON-PERFORATED
PROP.6"PERFORATED PIPE @ 1.0% PIPE 5'FROM OUTSIDE OF
RISER.
INV=764.8 ELEV.764.85
GROUTED WATERTIGHT
DEPTH=zoo" 757.88 CONNECTION AT RISER
TEST HOLE 20 PROFILE INFORMATION
SCALE: 1"=5'

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1�47 ---�" Q Test Pit Location
TEST PIT LOCATION PLAN DATE: 9-2-2021
CEST (with Conceptual Overlay) DRAWN BY: TKG
PROJECT#:210583.000
45 Spring Street SW STONEGLEN SUBDIVISION DEVELOPMENT
PO Box 268 NTS
Concord,North Carolina,28026-0268 SCALE:
Phone: [phone] Granite Quarry, North Carolina DRAWING NO.: 2
Fax:.corr,]Licens4
www.cesicgs.com License C-0263

CEST RECORD OF TEST PIT EXCAVATION
PROJECT: Stoneglen Subdivision EXCAVATOR: Sany SY215C
CLIENT: Prespro DATE: 8/31/21
CESI REPRESENTATIVE: T Gray CESI JOB NO: 210583.000
TEST PIT DEPTH (in.) DESCRIPTION
NO. From To
TP-19 0 3 Leaf litter, organic debris, topsoil, rootlets
3 43 FILL: Red, light brown, and yellowish-brown clayey SILT (ML)with little fine SAND (SM)
43 87 RESIDUUM: Pale brown, gray, and black fine sandy SILT (ML with little medium to coarse SAND
(SM), large pocket of pale brown and gray silty ET elli
87 172 Slightly moist pale brown, gray, and black fine to medium sandy slightly elastic SILT (ML)
Terminated at 172"
TP-20 0 2 Grass, leaf litter, organic debris, topsoil, rootlets
2 28 FILL: yellowish-red, light brown, and red clayey SILT (ML)
28 108 FILL: Moist brown, gray, and light brown billy FAT CL ith pockets of OLD TOPSOIL with
organic smell and organic fragments
108 150 RESIDUUM: Light brown, bluish-gray, and yellowish-brown silty
150 200 Damp to moist red, light brown, and yellow moderately plastic clayey SILT (ML) with pockets of wet
gray IAT CLAY (CH)
Terminated at 200", water seeping in on all sides 140" and below