SW3220601_Stormwater Report_20221117

WILLOUGHBY SUBSTATION
STORMWATER MANAGEMENT REPORT
SITE LOCATION:
3405 Watkins Rd.
Monroe, NC 28110
Union County PIN No. 09345033A
PREPARED BY:
P
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ENGINEERING
Pike Engineering
123 North White St
Ft Mill, SC 29715
Phone: [phone]
PREPARED FOR
Union Power Cooperative
1525 N. Rocky River Rd.
Monroe, NC 28115
Phone: [phone]
DATE: March 25, 2022
REV May 17, 2022
July 13, 2022
August 16, 2022
September 26, 2022
Nov 16, 2022

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Page 2

Table of Contents
PROJECT SUMMARY......................................................................................................................................4
DRAINAGE SYSTEM SUMMARY.....................................................................................................................4
Pre -Developed Condition..........................................................................................................................4
Post -Development Condition....................................................................................................................4
Hydrology.................................................................................................................................................. 5
HYDROLOGIC ANALYSIS................................................................................................................................5
Pre -Development Runoff Summary..........................................................................................................6
PostDevelopment Runoff Summary......................................................................................................... 6
WATER QUALITY CONTROL...........................................................................................................................6
TemporaryWater Quality.........................................................................................................................6
PermanentWater Quality.........................................................................................................................6
Spill Prevention, Control and Countermeasure (SPCC) Plan.....................................................................7
HYDRAULICS.................................................................................................................................................. 7
SwaleFlow Summary................................................................................................................................8
Permanent Pipe Discharge Runoff Summary............................................................................................8
CONSTRUCTION AND POST CONSTRUCTION MAINTENANCE ACTIVITIES....................................................8
CONCLUSION................................................................................................................................................. 9
APPENDICES................................................................................................................................................10
AppendixA: Site Exhibits........................................................................................................................10
Al: Location Map...............................................................................................................................10
A2: FEMA FIRM Flood Map................................................................................................................10
A3: NRCS Soil Survey..........................................................................................................................10
A4: PreDevelopment Drainage Map Exhibit......................................................................................10
A5: Postdevelopment Drainage Map Exhibit.....................................................................................10
A6: Permanent Swale Drainage Map Exhibit.....................................................................................10
Appendix B: Stormwater Calculations....................................................................................................10
B1: Predevelopment Analysis Results................................................................................................10
132: Postdevelopment Analysis Results..............................................................................................10
133: Sediment Basin Analysis Results (Basins 1 and 2)........................................................................10
134: Swale Calculations (Swales 1-8)...................................................................................................10
135: Stormwater Pipe Calculations......................................................................................................10

136: Outlet Protection Calculations.....................................................................................................10
137: Geotechnical Report....................................................................................................................10

PROJECT SUMMARY
This project proposes to construct a new electrical substation to increase capacity and reliability of the
electrical power grid in Union County, NC. Union Power Cooperative (Union Power) proposes to
construct a 100/12.5 kV Substation on a parcel of land located in unincorporated Union County. The
project is located at 3405 Watkins Rd., Monroe, NC
The project will be located on a parcel identified as PIN # 093-45-033A in the Union County GIS
database. The property is 11.84 acres and includes a small pond on the southwest side of the property.
The property is located in the Bearskin Creek watershed.
Construction of the substation includes the installation of the new substation, access road and driveway
access to Watkins Rd. It also includes the construction of a new Group Operated Air Break (GOAB)
disconnect switch tied directly to the existing transmission main located on the eastern edge of the
property. The GOAB is located approximately 200 ft from the main substation and requires a separate
access road. A new transmission tower will be placed by Duke Energy along the existing transmission
line corridor to accommodate the new substation construction. The development also includes the
construction of a new grassed swale that collects runoff from the site and routes it to the existing pond.
The new substation will have no habitable buildings but will include a small equipment locker (25' x 10')
to house unmanned operational equipment. The site will not be paved and will consist of a gravel
surface course placed directly on the graded subbase. Vertical construction will consist of poles,
transformers and associated appurtenances. Landscaping will be provided at the perimeter of the
property in accordance with the development approvals obtained from Union County. Total disturbed
area for the project is 4.80 ac.
The site is currently located in flood zone "X" with no base flood elevation according to FEMA flood
insurance rate map 3710541500J, dated October 16, 2008.
DRAINAGE SYSTEM SUMMARY
Pre -Developed Condition
The existing property drains overland from east to west where runoff is collected in the existing pond.
The property is currently a grassed field with trees located along the south and west sides of the
proposed substation development. A 30 ft undisturbed buffer is shown along the eastern edge of the
pond. A small portion of the northeast corner of the site drains towards Watkins Rd. and is collected in
a roadside ditch and conveyed to the existing pond.
This property is located in the Yadkin Peedee River Basin and is in the Bearskin Creek Watershed. Soils
on the site consist of Cid Channery Loams (CmB) and Tarrus Gravelly Silt Clay (TbB2). These soils are
classified as Hydrologic Soil Group (HSG) "D" and B", respectively.
Post -Development Condition
The new substation will disturb approximately 4.80 acres of the site and will not impact existing treed
areas on site. The new substation will be constructed using a gravel surface course that meets the
criteria set forth in Section A-4 "Built Upon Area" for pervious surfaces. That is, the surface course will
consist of #57 washed stone not mixed with other aggregates and will not include any "base" material.

The stone will not be compacted. Based on this criteria, the site does not have a significant amount of
built upon area and therefore post -construction stormwater controls will not be required.
Traffic to the site will be limited to approximately 2 times per month and consist of large dual axle
pickup trucks only. Therefore, with the exception of the the equipment locker and the concrete apron
placed at the driveway entrance, the entire project site will be considered pervious. Any areas outside
the limits of the substation will be left in a natural vegetative state or landscaped as required.
Internal to the substation, a piped storm drain system will be used to collect runoff from inside the
fenceline. The runoff will be discharged to directly to the existing pond located on the west side of the
substation. In addition to the runoff generated from the substation, runoff from upstream areas to the
east will also be collected in the swale and be discharged into the pond, maintaining existing drainage
patterns on the site.
Hydrology
The hydrologic analysis of the site was performed in conformance with the practices and
procedures outlined in the NCDEQ NCStormwaterRegulations. Listed below are the hydrologic
parameters utilized for the analysis:
• The SCS Unit Hydrograph method was selected for the analysis, with a 5 minute (0.08-
hour) time increment
• Based on the SCS Rainfall Distribution maps, a 24 hr, Type II rainfall distribution, Shape
Factor 484 is utilized.
• From NOAA rainfall data for Monroe, NC, rainfall intensities for each of the 24 hr storm
events is tabulated as:
STORM
EVENT
RAINFALL
INTENSITY
(in/24hr)
1 yr
3.01
2 yr
3.63
10yr
5.32
25yr
6.35
Minimum Tc for any of the basins shown in the attached maps is 6 min. (see drainage
map in the appendix)
• Site Soils were analyzed as a mixture of Hydrologic Soil Group (HSG) "B" and "D" soils
based on information obtained from the online USDA NRCS Web Soil Survey (refer to
Appendix). A composite curve number for each of the basins was utilized incorporating
the different surface types. Calculations are included in the appendix
HYDROLOGIC ANALYSIS
Given the existing topography of the project area, the analysis point for runoff calculations was
chosen at the northwest corner of the development (see drainage maps).
This peak runoff data is summarized below:

Pre -Development Runoff Summary
Storm Event
1yr
3.25
2yr
5.60
10yr
13.6
25yr
19.0
PostDevelopment Runoff Summary
Storm Event
Q (cfs)
1yr
5.74
2yr
7.92
10yr
15.2
25yr
20.1
Since this development qualifies as a low density development, control of runoff to
predevelopment levels is not required. See appendix for calculations including Tc, Cn and
hydrology.
WATER QUALITY CONTROL
Temporary Water Quality
During construction, water quality will be achieved by using silt fence on the perimeter and two
skimmer sediment basins located on the northwest and southwest corners of the development.
Temporary inlet filters within the substation footprint will also be used for each of the
proposed inlets.
During construction, a temporary outfall pipe will be placed on the discharge end of the
proposed storm water piping system. The runoff collected in the internal drainage system will
be routed through this pipe to be collected within the temporary sediment basin located on the
southwest corner of the development. Once the construction is complete, the temporary
discharge pipe will be removed and the permanent discharge will be routed towards the
existing pond.
Additional temporary BMPs including sediment tubes and silt fencing have been proposed for
the road widening. Each of the proposed permanent swales will be matted using temporary
slope matting.
Permanent Water Quality
Permanent water quality will be achieved using overland flow and through vegetated swales
before discharge to the existing pond on site. Upstream areas currently draining towards the
substation will be routed around the station through grassed swales. These swales will meet
the criteria described in Section E-1, NCDEQ Stormwater Design Manual, for vegetated swales
in low density development. Runoff collected from the substation will be piped towards the

existing pond and after discharge, flows overland approximately 100 ft through a heavily
vegetated area prior to discharge to the pond.
Spill Prevention, Control and Countermeasure (SPCC) Plan
Transformers to be placed in the substation contain mineral oils which must be contained on
site in the event of a catastrophic failure of the transformer. Environmental Protection Agency
(EPA) regulations require that an SPCC plan be prepared for the site that details control
mechanisms used to ensure oil does not reach a water body.
For this development, the spill prevention consists of containing the oil within the storm
drainage system until such time as maintenance crews can have it removed. In order to
accomplish this, storm drain pipe is installed at zero (0%) slope and the outlet control structure
includes an invert out that is higher than the invert in. In accordance with SPCC requirements,
the volume of oil to be contained must be equal to or greater than the largest oil container
(transformer) on site. In this case, the largest transformer will contain 4,760 gallons of oil. See
the Outlet Control Structure detail for additional information.
HYDRAULICS
Per Section E-1, "Low Density Projects", of the NCDEQ Stormwater Manual, since this project
qualifies as low density (Built Upon Area (BUA) <= 24%), vegetated swales are used for
conveyance of the runoff from the site. Further, the regulation stipulates that the swales must
be sized to convey the calculated 10yr storm event runoff without eroding.
Each of the eight (8) swales proposed for this development have been sized in accordance with
this criteria. Calculations for each of the swales are included in the appendix and summarized
below.
The hydraulic analysis of the site was performed in conformance with the practices and
procedures outlined in the NCDEQ NCStormwater Regulations. Listed below are the hydraulic
parameters utilized for the analysis:
• The Rational method was used to check capacity and velocity in each of the eight swales
for the analysis.
• Rainfall data for Monroe, NC, was used in the analysis. An IN curve for the area was
created using NOAA data for the Monroe, NC precipitation station. The IN curve is
included in the Appendix with the Swale calculations.
• Minimum Tc for any of the basins shown in the attached maps is 6 min. (see Swale
drainage map in the appendix)
The flow rate, velocities and need for temporary liner for each Swale is tabulated here for the
10yr storm event. Likewise, the flow rates for each of the discharges for Pipes #6, #7 and # 8
have been included here . Calculations for each of the swales and discharge pipes is included in
the appendix

Swale Flow Summary
SWALE NO
Mannings
(n)
DEPTH (ft)
Q (cfs)
V(CFS)
1
0.069
1.23
13.4
1.34
2
0.036
0.56
10.2
3.29
3
0.036
0.35
3.72
1.83
4
0.036
0.13
1.48
2.26
5
0.036
0.13
1.52
2.47
6
0.036
0.73
11.8
2.00
7
0.036
0.06
0.48
1.25
8
0.036
0.22
2.54
2.56
Permanent Pipe Discharge Runoff Summary
PIPE
Q (cfs)
V (fps)
#1 (outfall)
7.71
4.94
#7
5.2
5.88
#8
12.7
6.70
See drainage maps, hydrologic and hydraulic calculations and profile sheets for details on
analysis of the conveyance systems. Discharge from the storm drain collection system is
calculated in the hydraulic calculations shown in the appendix. Note that while Swale #1 does
not require a liner but rip rap was provided due to the size of the combined contributing
drainage basin.
Minimum size outlet protection is required.
CONSTRUCTION AND POST CONSTRUCTION MAINTENANCE ACTIVITIES
Maintenance activities shall be performed during construction to ensure BMP's remain in good
working condition and perform as intended. Typically, the following activities should be
performed during construction.
1. Daily inspection of all BMP's (not to include days where no work is performed such
as weekends and holidays.
2. Repair silt fence as necessary.
3. Inspect daily and clean temporary construction exit as needed, replacing stone as
necessary.
4. Inspect outlet control structure and skimmer device.
5. Clean out sediment collected in pond.
6. Clean out sediment collected behind baffles.
7. Clean out sediment collected behind silt fence once accumulation has reached one

third of the fence height.
8. Inspect inlet BMP's and clean out as necessary.
9. Empty Silt Sack as necessary.
Maintenance activities shall be performed after completion of construction to ensure BMP's
continue to function as designed. Since this site drains to a shared detention system, certain
post -construction maintenance activities should be performed in conjunction with the adjacent
property owner. Responsibility for specific activities are described in the cross maintenance
agreement prepared for the site. Typically, the following activities should be performed during
construction.
1. Drainage pipes and inlet structures shall be inspected twice annually.
2. Clean out and remove debris from drainage pipes and inlet structures as necessary.
3. All debris must be disposed of in accordance with applicable federal, state and local
regulations.
4. Regular mowing of all grassed areas.
5. Remove any underbrush or trees growing in the pond area.
6. Inspect orifice and trash rack and clean out as necessary.
7. Regrade pond bottom as necessary to maintain proposed slopes.
8. Any erosion to the pond banks must be addressed by re -shaping and re -stabilization.
CONCLUSION
The stormwater controls for this development are demonstrated here to be in compliance with
the requirements of the NCDEQ Stormwater Design Manual. Since the project is considered
low density based on Section A-4. of the Erosion Control Manual, post -construction stormwater
controls are not required.

APPENDICES
Appendix A: Site Exhibits
Al:
Location Map
A2:
FEMA FIRM Flood Map
A3:
NRCS Soil Survey
A4:
PreDevelopment Drainage Map Exhibit
AS:
Postdevelopment Drainage Map Exhibit
A6:
Permanent Swale Drainage Map Exhibit
Appendix B: Stormwater Calculations
131:
Predevelopment Analysis Results
132:
Postdevelopment Analysis Results
133:
Sediment Basin Analysis Results (Basins 1 and 2)
134:
Swale Calculations (Swales 1-8)
BS:
Stormwater Pipe Calculations
136:
Outlet Protection Calculations
137:
Geotechnical Report

APPENDIX A
SITE EXHIBITS

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FEMA FIRM FLOOD MAP

National Flood Hazard Layer FI RMette *FEMA
Legend
8096'48"W 35o07"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
I.V,VVV
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD Wit
hBFE orDepthZoneAE,AD,AH,Ve,Aa
HAZARD AREAS Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
4 '- Chance Flood Hazard Zonex
"Area with Reduced Flood Risk due to
Levee. See Notes. Zonex
" Area with Flood Risk due to Leveezone D
NOSCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a - - - Coastal Transect
—sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
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OTHER
_ Profile Baseline
FEATURES
Hydrographic Feature
Digital Data Available AN
El No Digital Data Available
MAP PANELS
El Unmapped
QThe
pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 2/3/2022 at 1:51 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

0aaI10191FICTM
NRCS SOIL SURVEY

Hydrologic Soil Group —Union County, North Carolina
535000 535200
535400 535600 535800 536DOO
35o 0' 16" N
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535000 535200
535400 535600 535800 536000
Map Scale: 1:10,400 if printed
on A portrait (8.5" x 11") sheet.
$
Meters
N 0 150
300 E00 900
Feet
0 500
1000 2000 3000
Map projection: Web Mercator
Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
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Natural Resources
Web Soil Survey
Conservation Service
National Cooperative Soil Survey
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12/3/2021
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 21, Sep 15, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 12/3/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaC
Badin channery silt
C
3.6
0.8%
loam, 8 to 15 percent
slopes
BdB2
Badin channery silty
C
64.3
14.5%
clay loam, 2 to 8
percent slopes,
moderately eroded
BdC2
Badin channery silty
C
15.8
3.6%
clay loam, 8 to 15
percent slopes,
moderately eroded
CmB
Cid channery silt loam, 1
D
130.2
29.3%
to 5 percent slopes
GsB
Goldston-Badin
D
19.7
4.4%
complex, 2 to 8
percent slopes
TbB2
Tarrus gravelly silty clay
B
178.1
40.1 %
loam, 2 to 8 percent
slopes, moderately
eroded
TuB
Tarrus-Urban land
B
30.2
6.8%
complex, 2 to 8
percent slopes
W
Water
2.2
0.5%
Totals for Area of Interest
444.2
100.0%
USDA Natural Resources Web Soil Survey 12/3/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

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PREDEVELOPMENT ANALYSIS RESULTS

Watershed Model Schematic HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O.4
1 2 3 4
calo) CD
Project: Pre Tc.gpw Wednesday, 07 / 13 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.828
2
740
5,224
------
------
------
PRE A3
2
SCS Runoff
1.146
2
742
6,907
------
------
------
PRE A2
3
SCS Runoff
0.815
2
730
3,472
------
------
------
PRE Al
4
SCS Runoff
0.669
2
744
5,348
------
------
------
PRE WATKINS ROAD
5
Combine
3.253
2
740
20,952
1, 2, 3,
------
------
ANALYSIS POINT
4
Pre Tc.gpw
Return Period: 1 Year
Wednesday, 07 / 13 / 2022

3
Hydrograph Report
PRE A3
Hyd. No. 1 -- 1 Year
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 1
PRE A3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.828 cfs
Storm frequency
= 1 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 5,224 cuft
Drainage area
= 2.440 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.20 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.660 x 61) + (0.780 x 80)] / 2.440
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
PRE A3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 1.70
0.00
0.00
Travel Time (min)
= 34.43 +
0.00 +
0.00 =
34.43
Shallow Concentrated Flow
Flow length (ft)
= 540.00
0.00
0.00
Watercourse slope (%)
= 1.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.98
0.00
0.00
Travel Time (min)
= 4.55 +
0.00 +
0.00 =
4.55
Channel Flow
X sectional flow area (sqft)
= 5.00
0.00
0.00
Wetted perimeter (ft)
= 8.30
0.00
0.00
Channel slope (%)
= 1.10
0.00
0.00
Manning's n-value
= 0.045
0.015
0.015
Velocity (ft/s)
=2.47
0.00
0.00
Flow length (ft)
({0})185.0
0.0
0.0
Travel Time (min)
= 1.25 +
0.00 +
0.00 =
1.25
Total Travel Time, Tc..............................................................................
40.20 min

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
PRE A2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 2.460 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.01 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(1.190 x 61) + (1.200 x 81) + (0.070 x 79)] / 2.460
Q (cfs)
2.00
1.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE A2
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Wednesday, 07 / 13 / 2022
= 1.146 cfs
= 742 min
= 6,907 cuft
= 71*
= 0 ft
= 41.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

A
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
PRE A2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 1.70
0.00
0.00
Travel Time (min)
= 34.43 +
0.00 +
0.00 =
34.43
Shallow Concentrated Flow
Flow length (ft)
= 640.00
0.00
0.00
Watercourse slope (%)
= 1.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.84
0.00
0.00
Travel Time (min)
= 5.80 +
0.00 +
0.00 =
5.80
Channel Flow
X sectional flow area (sqft)
= 5.00
0.00
0.00
Wetted perimeter (ft)
= 8.30
0.00
0.00
Channel slope (%)
= 1.10
0.00
0.00
Manning's n-value
= 0.045
0.015
0.015
Velocity (ft/s)
=2.47
0.00
0.00
Flow length (ft)
({0})130.0
0.0
0.0
Travel Time (min)
= 0.88 +
0.00 +
0.00 =
0.88
Total Travel Time, Tc..............................................................................
41.10 min

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 3
PRE Al
Hydrograph type
= SCS Runoff
Peak discharge
= 0.815 cfs
Storm frequency
= 1 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 3,472 cuft
Drainage area
= 1.350 ac
Curve number
= 70*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.670 x 61) + (0.260 x 80) + (0.420 x 79)] / 1.350
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PRE Al
Hyd. No. 3 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
PRE Al
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 225.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 25.63 +
0.00 +
0.00 =
25.63
Shallow Concentrated Flow
Flow length (ft)
= 111.00
0.00
0.00
Watercourse slope (%)
= 2.20
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.39
0.00
0.00
Travel Time (min)
= 0.77 +
0.00 +
0.00 =
0.77
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
26.40 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 4
PRE WATKINS ROAD
Hydrograph type
= SCS Runoff
Peak discharge
= 0.669 cfs
Storm frequency
= 1 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 5,348 cuft
Drainage area
= 3.340 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.60 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.170 x 98) + (3.170 x 61)] / 3.340
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PRE WATKINS ROAD
Hyd. No. 4 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777
���� 1 1
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

10
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 4
PRE WATKINS ROAD
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 1.33
0.00
0.00
Travel Time (min)
= 37.99 +
0.00 +
0.00 =
37.99
Shallow Concentrated Flow
Flow length (ft)
= 400.00
0.00
0.00
Watercourse slope (%)
= 2.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.55
0.00
0.00
Travel Time (min)
= 2.61 +
0.00 +
0.00 =
2.61
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
40.60 min

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 3.253 cfs
Storm frequency
= 1 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 20,952 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 9.590 ac
ANALYSIS POINT
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph Summary Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.452
2
738
8,185
------
------
------
PRE A3
2
SCS Runoff
1.844
2
740
10,344
------
------
------
PRE A2
3
SCS Runoff
1.324
2
730
5,255
------
------
------
PRE Al
4
SCS Runoff
1.325
2
742
8,861
------
------
------
PRE WATKINS ROAD
5
Combine
5.600
2
738
32,644
1, 2, 3,
------
------
ANALYSIS POINT
4
Pre Tc.gpw
Return Period: 2 Year
Wednesday, 07 / 13 / 2022

Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
PRE A3
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 2.440 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(1.660 x 61) + (0.780 x 80)] / 2.440
Q (cfs)
2.00
1.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE A3
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Wednesday, 07 / 13 / 2022
= 1.452 cfs
= 738 min
= 8,185 cuft
= 67*
= 0 ft
= 40.20 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
PRE A2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 2.460 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(1.190 x 61) + (1.200 x 81) + (0.070 x 79)] / 2.460
Q (cfs)
2.00
1.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE A2
Hyd. No. 2 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Wednesday, 07 / 13 / 2022
= 1.844 cfs
= 740 min
= 10,344 cuft
= 71*
= 0 ft
= 41.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
PRE Al
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.350 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.670 x 61) + (0.260 x 80) + (0.420 x 79)] / 1.350
Q (cfs)
2.00
1.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE Al
Hyd. No. 3 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Wednesday, 07 / 13 / 2022
= 1.324 cfs
= 730 min
= 5,255 cuft
= 70*
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 4
PRE WATKINS ROAD
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 3.340 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.170 x 98) + (3.170 x 61)] / 3.340
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE WATKINS ROAD
Hyd. No. 4 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Wednesday, 07 / 13 / 2022
= 1.325 cfs
= 742 min
= 8,861 cuft
= 63*
= 0 ft
= 40.60 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 5.600 cfs
Storm frequency
= 2 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 32,644 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 9.590 ac
Q (cfs)
6.00
5.00
4.00
3.00
r M
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph Summary Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.563
2
738
17,974
------
------
------
PRE A3
2
SCS Runoff
4.049
2
740
21,289
------
------
------
PRE A2
3
SCS Runoff
2.933
2
730
10,982
------
------
------
PRE Al
4
SCS Runoff
3.762
2
740
20,996
------
------
------
PRE WATKINS ROAD
5
Combine
13.55
2
738
71,241
1, 2, 3,
------
------
ANALYSIS POINT
4
Pre Tc.gpw
Return Period: 10 Year
Wednesday, 07 / 13 / 2022

Hydrograph
Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 1
PRE A3
Hydrograph type
= SCS Runoff
Peak discharge
= 3.563 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 17,974 cuft
Drainage area
= 2.440 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.20 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.660 x 61) + (0.780 x 80)] / 2.440
PRE A3
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 2
PRE A2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.049 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 21,289 cuft
Drainage area
= 2.460 ac
Curve number
= 71 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 41.10 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.190 x 61) + (1.200 x 81) + (0.070 x 79)] / 2.460
Q (cfs)
5.00
4.00
3.00
1.00
PRE A2
Hyd. No. 2 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 3
PRE Al
Hydrograph type
= SCS Runoff
Peak discharge
= 2.933 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 10,982 cuft
Drainage area
= 1.350 ac
Curve number
= 70*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.670 x 61) + (0.260 x 80) + (0.420 x 79)] / 1.350
PRE Al
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 4
PRE WATKINS ROAD
Hydrograph type
= SCS Runoff
Peak discharge
= 3.762 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 20,996 cuft
Drainage area
= 3.340 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.60 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.170 x 98) + (3.170 x 61)] / 3.340
PRE WATKINS ROAD
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 13.55 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 71,241 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 9.590 ac
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
ANALYSIS POINT
Hyd. No. 5 -- 10 Year
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
1 1 It
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph Summary Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.015
2
738
24,774
------
------
------
PRE A3
2
SCS Runoff
5.524
2
740
28,699
------
------
------
PRE A2
3
SCS Runoff
4.026
2
728
14,884
------
------
------
PRE Al
4
SCS Runoff
5.518
2
740
29,675
------
------
------
PRE WATKINS ROAD
5
Combine
19.04
2
738
98,032
1, 2, 3,
------
------
ANALYSIS POINT
4
Pre Tc.gpw
Return Period: 25 Year
Wednesday, 07 / 13 / 2022

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 1
PRE A3
Hydrograph type
= SCS Runoff
Peak discharge
= 5.015 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 24,774 cuft
Drainage area
= 2.440 ac
Curve number
= 67*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.20 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.660 x 61) + (0.780 x 80)] / 2.440
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
PRE A3
Hyd. No. 1 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 '1 1 1 -1 — ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 2
PRE A2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.524 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 28,699 cuft
Drainage area
= 2.460 ac
Curve number
= 71 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 41.10 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.190 x 61) + (1.200 x 81) + (0.070 x 79)] / 2.460
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
PRE A2
Hyd. No. 2 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 '1 1 1 ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 3
PRE Al
Hydrograph type
= SCS Runoff
Peak discharge
= 4.026 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 14,884 cuft
Drainage area
= 1.350 ac
Curve number
= 70*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.670 x 61) + (0.260 x 80) + (0.420 x 79)] / 1.350
Q (cfs)
5.00
4.00
3.00
1.00
PRE Al
Hyd. No. 3 -- 25 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 4
PRE WATKINS ROAD
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 3.340 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.35 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.170 x 98) + (3.170 x 61)] / 3.340
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE WATKINS ROAD
Hyd. No. 4 -- 25 Year
Wednesday, 07 / 13 / 2022
= 5.518 cfs
= 740 min
= 29,675 cuft
= 63*
= 0 ft
= 40.60 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 11J ' ' ' ' ' ' ' I-*, ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 19.04 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 98,032 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 9.590 ac
Q (cfs)
21.00
18.00
15.00
12.00
3.00
ANALYSIS POINT
Hyd. No. 5 -- 25 Year
I
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

IMA
POSTDEVELOPMENT ANALYSIS RESULTS

Watershed Model Schematic HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O.4
8 1 5 7
CD ED CD CD
9
2 3 4
CXXD
Project: Post Tc.gpw
Wednesday, 07 / 13 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.870
2
732
3,524
------
------
------
POST A3
2
SCS Runoff
3.937
2
716
8,140
------
------
------
POSTA2
3
SCS Runoff
0.584
2
734
3,383
------
------
------
POST Al
4
SCS Runoff
0.414
2
740
3,060
------
------
------
POST A4
5
SCS Runoff
0.827
2
722
2,165
------
------
------
POSTA5
6
Combine
4.087
2
716
14,584
2, 3, 4,
------
------
COMBINE AT SWALE
7
SCS Runoff
0.587
2
744
4,691
------
------
------
POST WATKINS ROAD
8
SCS Runoff
0.336
2
716
682
------
------
------
POST A6
9
Combine
5.740
2
718
25,647
1, 5, 6,
------
------
ANALYSIS POINT
7,8
Post Tc.gpw
Return Period: 1 Year
Wednesday, 07 / 13 / 2022

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 1
POST A3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.870 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 3,524 cuft
Drainage area
= 0.700 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.10 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.130 x 91) + (0.570 x 80)] / 0.700
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST A3
Hyd. No. 1 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 0.10
0.00 �- �'=���i�� 1 11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
POST A3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 220.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 1.70
0.00
0.00
Travel Time (min)
= 26.87 +
0.00 +
0.00 =
26.87
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 5.00
0.00
0.00
Wetted perimeter (ft)
= 8.30
0.00
0.00
Channel slope (%)
= 1.10
0.00
0.00
Manning's n-value
= 0.045
0.015
0.015
Velocity (ft/s)
=2.47
0.00
0.00
Flow length (ft)
({0})185.0
0.0
0.0
Travel Time (min)
= 1.25 +
0.00 +
0.00 =
1.25
Total Travel Time, Tc..............................................................................
28.10 min

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 2
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.937 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 8,140 cuft
Drainage area
= 1.200 ac
Curve number
= 90*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.150 x 85) + (1.050 x 91)] / 1.200
Q (cfs)
4.00
3.00
rM
1.00
0.00
0 120 240
— Hyd No. 2
POST A2
Hyd. No. 2 -- 1 Year
360 480 600 720 840 960
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320
Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Peak discharge
= 0.584 cfs
Storm frequency
= 1 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 3,383 cuft
Drainage area
= 1.970 ac
Curve number
= 64*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.10 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 85) + (1.670 x 61) + (0.200 x 80)] / 1.970
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST Al
Hyd. No. 3 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777
���� �������� 0.10
���� I�� �����
1 11 �� ��������� 0.00
0 120 240 360 480 600 720 840 •.1 1080 1200 1320 1440 1560

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
POST Al
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 225.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 1.70
0.00
0.00
Travel Time (min)
= 27.35 +
0.00 +
0.00 =
27.35
Shallow Concentrated Flow
Flow length (ft)
= 120.00
0.00
0.00
Watercourse slope (%)
= 2.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.55
0.00
0.00
Travel Time (min)
= 0.78 +
0.00 +
0.00 =
0.78
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
28.10 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 4
POST A4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.414 cfs
Storm frequency
= 1 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 3,060 cuft
Drainage area
= 2.120 ac
Curve number
= 62*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.80 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.020 x 91) + (0.030 x 85) + (0.040 x 80) + (2.030 x 61)] / 2.120
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
POST A4
Hyd. No. 4 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 777 0.05
0 120 240 360 480 600 720 840 •.1 1080 1200 1320 1440 1560

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 4
POST A4
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 32.27 +
0.00 +
0.00 =
32.27
Shallow Concentrated Flow
Flow length (ft)
= 145.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.61
0.00
0.00
Travel Time (min)
= 1.50 +
0.00 +
0.00 =
1.50
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
33.80 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
POST A5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.827 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 2,165 cuft
Drainage area
= 0.460 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.80 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.460 x 80)] / 0.460
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST A5
Hyd. No. 5 -- 1 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
POST A5
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.150
0.011
Flow length (ft)
= 50.0
80.0
0.0
Two-year 24-hr precip. (in)
= 3.63
3.63
0.00
Land slope (%)
= 15.00
1.20
0.00
Travel Time (min)
= 2.36 +
9.44 +
0.00 =
11.80
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
11.80 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Wednesday, 07 / 13 / 2022
Hyd. No. 6
COMBINE AT SWALE
Hydrograph type = Combine Peak discharge = 4.087 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 14,584 cuft
Inflow hyds. = 2, 3, 4 Contrib. drain. area = 5.290 ac
COMBINE AT SWALE
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 2 Hyd No. 3 Hyd No. 4

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 7
POST WATKINS ROAD
Hydrograph type
= SCS Runoff
Peak discharge
= 0.587 cfs
Storm frequency
= 1 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 4,691 cuft
Drainage area
= 2.930 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.60 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.170 x 98) + (2.760 x 61)] / 2.930
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST WATKINS ROAD
Hyd. No. 7 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

14
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
POST WATKINS ROAD
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.63
0.00
0.00
Land slope (%)
= 1.33
0.00
0.00
Travel Time (min)
= 37.99 +
0.00 +
0.00 =
37.99
Shallow Concentrated Flow
Flow length (ft)
= 400.00
0.00
0.00
Watercourse slope (%)
= 2.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.55
0.00
0.00
Travel Time (min)
= 2.61 +
0.00 +
0.00 =
2.61
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
40.60 min

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 8
POST A6
Hydrograph type
= SCS Runoff
Peak discharge
= 0.336 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 682 cuft
Drainage area
= 0.120 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(0.080 x 98) + (0.040 x 61)] / 0.120
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 9
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 5.740 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 25,647 cuft
Inflow hyds.
= 1, 5, 6, 7, 8
Contrib. drain. area
= 4.210 ac
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
ANALYSIS POINT
Hyd. No. 9 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 - Hyd No. 1 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

Hydrograph Summary Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.197
2
730
4,804
------
------
------
POST A3
2
SCS Runoff
5.012
2
716
10,495
------
------
------
POST A2
3
SCS Runoff
1.118
2
732
5,519
------
------
------
POST Al
4
SCS Runoff
0.857
2
738
5,153
------
------
------
POSTA4
5
SCS Runoff
1.153
2
720
2,996
------
------
------
POST A5
6
Combine
5.488
2
718
21,168
2,3,4,
------
------
COMBINE ATSWALE
7
SCS Runoff
1.162
2
742
7,773
------
------
------
POST WATKINS ROAD
8
SCS Runoff
0.442
2
716
904
------
------
------
POST A6
9
Combine
7.922
2
718
37,645
1, 5, 6,
------
------
ANALYSIS POINT
7,8
Post Tc.gpw
Return Period: 2 Year
Wednesday, 07 / 13 / 2022

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
POST A3
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.700 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.130 x 91) + (0.570 x 80)] / 0.700
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST A3
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Wednesday, 07 / 13 / 2022
= 1.197 cfs
= 730 min
= 4,804 cuft
= 82*
= 0 ft
= 28.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 2
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.012 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 10,495 cuft
Drainage area
= 1.200 ac
Curve number
= 90*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 3.63 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.150 x 85) + (1.050 x 91)] / 1.200
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
POST A2
Hyd. No. 2 -- 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.970 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.100 x 85) + (1.670 x 61) + (0.200 x 80)] / 1.970
Q (cfs)
2.00
1.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST Al
Hyd. No. 3 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Wednesday, 07 / 13 / 2022
= 1.118 cfs
= 732 min
= 5,519 cuft
= 64*
= 0 ft
= 28.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 4
POST A4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.857 cfs
Storm frequency
= 2 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 5,153 cuft
Drainage area
= 2.120 ac
Curve number
= 62*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.80 min
Total precip.
= 3.63 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.020 x 91) + (0.030 x 85) + (0.040 x 80) + (2.030 x 61)] / 2.120
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST A4
Hyd. No. 4 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
POST A5
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.460 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.460 x 80)] / 0.460
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST A5
Hyd. No. 5 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 5
Wednesday, 07 / 13 / 2022
= 1.153 cfs
= 720 min
= 2,996 cuft
= 80*
= 0 ft
= 11.80 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 6
COMBINE AT SWALE
Hydrograph type
= Combine
Peak discharge
= 5.488 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 21,168 cuft
Inflow hyds.
= 2, 3, 4
Contrib. drain. area
= 5.290 ac
Q (cfs)
6.00
5.00
4.00
3.00
r M
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 2 Hyd No. 3 Hyd No. 4

Hydrograph Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
POST WATKINS ROAD
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 2.930 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.63 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.170 x 98) + (2.760 x 61)] / 2.930
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST WATKINS ROAD
Hyd. No. 7 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 7
Wednesday, 07 / 13 / 2022
= 1.162 cfs
= 742 min
= 7,773 cuft
= 63*
= 0 ft
= 40.60 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 8
POST A6
Hydrograph type
= SCS Runoff
Peak discharge
= 0.442 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 904 cuft
Drainage area
= 0.120 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 3.63 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.080 x 98) + (0.040 x 61)] / 0.120
POST A6
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

Hydrograph
Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 9
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 7.922 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 37,645 cuft
Inflow hyds.
= 1, 5, 6, 7, 8
Contrib. drain. area
= 4.210 ac
Q (cfs)
8.00
M
4.00
I'm
0.00
0 120 240
— Hyd No. 9
ANALYSIS POINT
Hyd. No. 9 -- 2 Year
360 480 600 720
- Hyd No. 1
Hyd No. 7
Q (cfs)
8.00
. ��
4.00
r M�
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 8

Hydrograph Summary Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.139
2
730
8,555
------
------
------
POST A3
2
SCS Runoff
7.928
2
716
17,093
------
------
------
POST A2
3
SCS Runoff
3.028
2
732
12,815
------
------
------
POST Al
4
SCS Runoff
2.533
2
736
12,475
------
------
------
POST A4
5
SCS Runoff
2.102
2
720
5,465
------
------
------
POST A5
6
Combine
10.11
2
718
42,382
2, 3, 4,
------
------
COMBINE AT SWALE
7
SCS Runoff
3.300
2
740
18,419
------
------
------
POST WATKINS ROAD
8
SCS Runoff
0.735
2
716
1,538
------
------
------
POST A6
9
Combine
15.17
2
718
76,360
1, 5, 6,
------
------
ANALYSIS POINT
7,8
Post Tc.gpw
Return Period: 10 Year
Wednesday, 07 / 13 / 2022

Hydrograph
Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 1
POST A3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.139 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 8,555 cuft
Drainage area
= 0.700 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.10 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.130 x 91) + (0.570 x 80)] / 0.700
POST A3
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

29
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13
/ 2022
Hyd. No. 2
POST A2
Hydrograph type
= SCS Runoff Peak
discharge
= 7.928 cfs
Storm frequency
= 10 yrs Time
to peak
= 716 min
Time interval
= 2 min Hyd. volume
= 17,093 cuft
Drainage area
= 1.200 ac Curve number
= 90*
Basin Slope
= 0.0 % Hydraulic length
= 0 ft
Tc method
= User Time
of conc. (Tc)
= 6.00 min
Total precip.
= 5.32 in Distribution
= Type II
Storm duration
= 24 hrs Shape
factor
= 484
Composite (Area/CN) _ [(0.150
x 85) + (1.050 x 91)] / 1.200
POST A2
Q (cfs)
Hyd. No. 2 -- 10 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120
240 360 480 600 720 840 960 1080 1200
— Hyd No.
2
Time
(min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Peak discharge
= 3.028 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 12,815 cuft
Drainage area
= 1.970 ac
Curve number
= 64*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.10 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.100 x 85) + (1.670 x 61) + (0.200 x 80)] / 1.970
POST Al
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 4
POST A4
Hydrograph type
= SCS Runoff
Peak discharge
= 2.533 cfs
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 12,475 cuft
Drainage area
= 2.120 ac
Curve number
= 62*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.80 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.020 x 91) + (0.030 x 85) + (0.040 x 80) + (2.030 x 61)] / 2.120
POST A4
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph
Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
POST A5
Hydrograph type
= SCS Runoff
Peak discharge
= 2.102 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 5,465 cuft
Drainage area
= 0.460 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.80 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.460 x 80)] / 0.460
POST A5
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 6
COMBINE AT SWALE
Hydrograph type
= Combine
Peak discharge
= 10.11 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 42,382 cuft
Inflow hyds.
= 2, 3, 4
Contrib. drain. area
= 5.290 ac
Q (cfs)
12.00
10.00
M
M
4.00
r M�
COMBINE AT SWALE
Hyd. No. 6 -- 10 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 2 Hyd No. 3 Hyd No. 4 Time (min)

Hydrograph
Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 7
POST WATKINS ROAD
Hydrograph type
= SCS Runoff
Peak discharge
= 3.300 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 18,419 cuft
Drainage area
= 2.930 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 40.60 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.170 x 98) + (2.760 x 61)] / 2.930
POST WATKINS ROAD
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 8
POST A6
Hydrograph type
= SCS Runoff
Peak discharge
= 0.735 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,538 cuft
Drainage area
= 0.120 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.080 x 98) + (0.040 x 61)] / 0.120
POST A6
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 9
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 15.17 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 76,360 cuft
Inflow hyds.
= 1, 5, 6, 7, 8
Contrib. drain. area
= 4.210 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
ANALYSIS POINT
Hyd. No. 9 -- 10 Year
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
1 1 It
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 1 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

Hydrograph Summary Report
37
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.727
2
730
10,952
------
------
------
POST A3
2
SCS Runoff
9.690
2
716
21,183
------
------
------
POST A2
3
SCS Runoff
4.370
2
732
17,994
------
------
------
POST Al
4
SCS Runoff
3.747
2
736
17,752
------
------
------
POST A4
5
SCS Runoff
2.698
2
720
7,058
------
------
------
POST A5
6
Combine
13.22
2
718
56,929
2, 3, 4,
------
------
COMBINE AT SWALE
7
SCS Runoff
4.840
2
740
26,033
------
------
------
POST WATKINS ROAD
8
SCS Runoff
0.913
2
716
1,937
------
------
------
POST A6
9
Combine
20.08
2
718
102,908
1, 5, 6,
------
------
ANALYSIS POINT
7,8
Post Tc.gpw
Return Period: 25 Year
Wednesday, 07 / 13 / 2022

Hydrograph
Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 1
POST A3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.727 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 10,952 cuft
Drainage area
= 0.700 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.10 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.130 x 91) + (0.570 x 80)] / 0.700
POST A3
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 2
POST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 9.690 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 21,183 cuft
Drainage area
= 1.200 ac
Curve number
= 90*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.150 x 85) + (1.050 x 91)] / 1.200
Q (cfs)
10.00
4.00
e
120 240
Hyd No. 2
POST A2
Hyd. No. 2 -- 25 Year
360 480 600
Q (cfs)
10.00
Me
4.00
2.00
0.00
720 840 960 1080 1200
Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 3
POST Al
Hydrograph type
= SCS Runoff
Peak discharge
= 4.370 cfs
Storm frequency
= 25 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 17,994 cuft
Drainage area
= 1.970 ac
Curve number
= 64*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.10 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 85) + (1.670 x 61) + (0.200 x 80)] / 1.970
Q (cfs)
5.00
4.00
3.00
1.00
POST Al
Hyd. No. 3 -- 25 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
41
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 4
POST A4
Hydrograph type
= SCS Runoff
Peak discharge
= 3.747 cfs
Storm frequency
= 25 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 17,752 cuft
Drainage area
= 2.120 ac
Curve number
= 62*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.80 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.020 x 91) + (0.030 x 85) + (0.040 x 80) + (2.030 x 61)] / 2.120
POST A4
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph
Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 5
POST A5
Hydrograph type
= SCS Runoff
Peak discharge
= 2.698 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 7,058 cuft
Drainage area
= 0.460 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.80 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.460 x 80)] / 0.460
POST A5
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 6
COMBINE AT SWALE
Hydrograph type
= Combine
Peak discharge
= 13.22 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 56,929 cuft
Inflow hyds.
= 2, 3, 4
Contrib. drain. area
= 5.290 ac
Q (cfs)
14.00
12.00
10.00
01
M
4.00
ItX
COMBINE AT SWALE
Hyd. No. 6 -- 25 Year
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 2 Hyd No. 3 Hyd No. 4 Time (min)

Hydrograph Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
POST WATKINS ROAD
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 2.930 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.35 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.170 x 98) + (2.760 x 61)] / 2.930
Q (cfs)
5.00
4.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST WATKINS ROAD
Hyd. No. 7 -- 25 Year
Wednesday, 07 / 13 / 2022
= 4.840 cfs
= 740 min
= 26,033 cuft
= 63*
= 0 ft
= 40.60 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 8
POST A6
Hydrograph type
= SCS Runoff
Peak discharge
= 0.913 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,937 cuft
Drainage area
= 0.120 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 6.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.080 x 98) + (0.040 x 61)] / 0.120
POST A6
Hyd. No. 8 -- 25 Year
0 120
— Hyd No. 8
Q (cfs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 07 / 13 / 2022
Hyd. No. 9
ANALYSIS POINT
Hydrograph type
= Combine
Peak discharge
= 20.08 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 102,908 cuft
Inflow hyds.
= 1, 5, 6, 7, 8
Contrib. drain. area
= 4.210 ac
Q (cfs)
21.00
18.00
15.00
12.00
3.00
ANALYSIS POINT
Hyd. No. 9 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 5 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 8

SEDIMENT BASIN ANALYSIS RESULTS (BASINS 1 AND 2)
(SEE EROSION CONTROL DETAIL SHEET 9 FOR VOLUME CALCULATIONS)

Watershed Model Schematic HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O.4
1 2 3
^5 6 77r-
4 % k
8
10w
Project: sediment trap volume.gpw Wednesday, 08 / 17 / 2022

Hydrograph Return Period Re CPyPral.,, Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2-yr
3-yr
6 -yr
10-yr
26-yr
60-yr
100-yr
1
SCS Runoff
------
-------
-------
-------
-------
3.028
-------
-------
-------
CONSTAl
2
SCS Runoff
------
-------
-------
-------
-------
7.928
-------
-------
-------
CONSTA2
3
SCS Runoff
------
-------
-------
-------
-------
2.557
-------
-------
-------
CONSTA4
4
Combine
1,2,3
-------
-------
-------
-------
10.12
-------
-------
-------
COMBINED S B 1
5
SCS Runoff
------
-------
-------
-------
-------
3.300
-------
-------
-------
POST WATKINS RD
6
SCS Runoff
------
-------
-------
-------
-------
2.139
-------
-------
-------
POSTA3
7
SCS Runoff
------
-------
-------
-------
-------
2.102
-------
-------
-------
POSTA5
8
Combine
5,6,7
-------
-------
-------
-------
5.691
-------
-------
-------
COMBINED SB2
9
Reservoir
4
-------
-------
-------
-------
6.313
-------
-------
-------
SEDIMENT BASIN 1
10
Reservoir
8
-------
-------
-------
-------
5.345
-------
-------
-------
SEDIMENT BASIN 2
Proj. file: sediment trap volume.gpw
Wednesday, 08 / 17 / 2022

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Hyd. No. 1
CONST Al
Hydrograph type
= SCS Runoff
Peak discharge
= 3.028 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 12,815 cuft
Drainage area
= 1.970 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 28.10 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 1
CONST Al
Hyd. No. 1 -- 10 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
16 18 20 22 24 26
Time (hrs)

4
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17
/ 2022
Hyd. No. 2
CONST A2
Hydrograph type
= SCS Runoff
Peak discharge
= 7.928 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 17,093 cuft
Drainage area
= 1.200 ac
Curve number
= 90
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
CONST A2
Q (cfs)
Hyd. No. 2 -- 10 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0 10.0
12.0 14.0 16.0
18.0 20.0
— Hyd No.
2
Time
(hrs)

5
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 /
17 / 2022
Hyd. No. 3
CONST A4
Hydrograph type
= SCS Runoff
Peak discharge
= 2.557 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 12,592 cuft
Drainage area
= 2.140 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 33.80 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
CONST A4
Q (cfs)
Hyd. No. 3 -- 10 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 3
Time (hrs)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Hyd. No. 4
COMBINED SB1
Hydrograph type
= Combine
Peak discharge
= 10.12 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 42,500 cuft
Inflow hyds.
= 1, 2, 3
Contrib. drain. area
= 5.310 ac
COMBINED SB1
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Hyd. No. 5
POST WATKINS RD
Hydrograph type
= SCS Runoff
Peak discharge
= 3.300 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 18,419 cuft
Drainage area
= 2.930 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 40.60 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 5
POST WATKINS RD
Hyd. No. 5 -- 10 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
' ' ' ' ' I- ' 0.00
16 18 20 22 24 26
Time (hrs)

8
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 /
17 / 2022
Hyd. No. 6
POST A3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.139 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 8,555 cuft
Drainage area
= 0.700 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 28.10 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST A3
Q (cfs)
Hyd. No. 6 -- 10 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 6
Time (hrs)

Hydrograph
Report
9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
POST A5
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 0.460 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.32 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 08 / 17 / 2022
= 2.102 cfs
= 12.00 hrs
= 5,465 cuft
= 80
= 0 ft
= 11.80 min
= Type II
= 484
Q (cfs)
POST A5
Hyd. No. 7 -- 10 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
Hyd No. 7
16 18 20 22
24 26
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Hyd. No. 8
COMBINED SB2
Hydrograph type
= Combine
Peak discharge
= 5.691 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 32,439 cuft
Inflow hyds.
= 5, 6, 7
Contrib. drain. area
= 4.090 ac
COMBINED SB2
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Hyd. No. 9
SEDIMENT BASIN 1
Hydrograph type
= Reservoir
Peak discharge
= 6.313 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 33,008 cuft
Inflow hyd. No.
= 4 -COMBINED SB1
Max. Elevation
= 641.99 ft
Reservoir name
= BASIN 1
Max. Storage
= 11,355 cuft
Storage Indication method used.
SEDIMENT BASIN 1
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 Hyd No. 4 Total storage used = 11,355 cult

Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Pond No. 1 - BASIN 1
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 639.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 639.50
300
0
0
0.50 640.00
3,195
746
746
1.50 641.00
5,550
4,318
5,064
2.50 642.00
7,134
6,325
11,389
3.00 643.00
9,790
4,213
15,602
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00 20.00
0.00 0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00 641.75
0.00 0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type
= --- Broad
--- ---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage
= No No
No No
Slope (%) = 0.00
0.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C PrfRsr Wr A Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs cfs cfs cfs cfs
cfs cfs cfs cfs
0.00
0
639.50
---
--- --- --- --- 0.00 ---
--- --- --- 0.000
0.50
746
640.00
---
--- --- --- --- 0.00 ---
--- --- --- 0.000
1.50
5,064
641.00
---
--- --- --- --- 0.00 ---
--- --- --- 0.000
2.50
11,389
642.00
---
--- --- --- --- 6.50 ---
--- --- --- 6.500
3.00
15,602
643.00
---
--- --- --- --- 72.67 ---
--- --- --- 72.67

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Hyd. No. 10
SEDIMENT BASIN 2
Hydrograph type
= Reservoir
Peak discharge
= 5.345 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 25,071 cuft
Inflow hyd. No.
= 8 -COMBINED SB2
Max. Elevation
= 639.62 ft
Reservoir name
= BASIN 2
Max. Storage
= 8,340 cuft
Storage Indication method used.
SEDIMENT BASIN 2
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 10 — Hyd No. 8 Total storage used = 8,340 cult

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Wednesday, 08 / 17 / 2022
Pond No. 2 - BASIN 2
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 637.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 637.00
1,100
0
0
1.00 638.00
3,056
1,996
1,996
2.00 639.00
4,150
3,589
5,585
3.00 640.00
4,775
4,458
10,043
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00 20.00
0.00 0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00 639.40
0.00 0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type
= --- Broad
--- ---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage
= No No
No No
Slope (%) = 0.00
0.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C PrfRsr Wr A Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs cfs cfs cfs cfs
cfs cfs cfs cfs
0.00
0
637.00
---
--- --- --- --- 0.00 ---
--- --- --- 0.000
1.00
1,996
638.00
---
--- --- --- --- 0.00 ---
--- --- --- 0.000
2.00
5,585
639.00
---
--- --- --- --- 0.00 ---
--- --- --- 0.000
3.00
10,043
640.00
---
--- --- --- --- 24.17 ---
--- --- --- 24.17

Determining the Skimmer Size
and the Required Orifice
for the
Faircloth Skimme'S u rface D ra i n
November 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to our skimmers. It will give the wrong size orifice
and not specify which size skimmer is required. Please use the
information below to choose the size skimmer required for the basin
volume provided and determine the orifice size required for the drawdown
time, typically 4-7 days in Pennsylvania and 3 days in North Carolina.
The size of a Faircloth Skimmer°, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 sizes offered can be reduced to adjust the flow rate
by cutting a hole or orifice in a plug using an adjustable cutter (both supplied).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 39,000 cubic feet and it must be drained in 3 days. The 3"
© J. W. Faircloth & Son, Inc 2007

2
skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
to be reduced using step 2 to adjust the flow rate for the basin's volume. (It needs a 3.2"
diameter orifice.)
1'/2" skimmer:
with a 1 %2" head
2" skimmer:
with a 2" head
SED BASINS 1 & 2
2'/2" skimmer:
with a 2.5" head
3" skimmer:
with a 3" head
4" skimmer:
with a 4" head
5" skimmer:
with a 4" head
1,728
cubic feet in 24 hours
3,456
cubic feet in 2 days
5,184
cubic feet in 3 days
3,283
cubic feet in 24 hours
6,566
cubic feet in 2 days
9,849
cubic feet in 3 days
6,234 cubic feet in 24 hours
12,468 cubic feet in 2 days
18,702 cubic feet in 3 days
9,774
cubic feet in 24 hours
19,547
cubic feet in 2 days
29,322
cubic feet in 3 days
20,109
cubic feet in 24 hours
40,218
cubic feet in 2 days
60,327
cubic feet in 3 days
32,832 cubic feet in 24 hours
65,664 cubic feet in 2 days
98,496 cubic feet in 3 days
6" skimmer: 51,840 cubic feet in 24 hours
with a 5" head 103,680 cubic feet in 2 days
155,520 cubic feet in 3 days
8" skimmer: 97,978 cubic feet in 24 hours
with a 6" head 195,956 cubic feet in 2 days
293,934 cubic feet in 3 days
Determining the Orifice
6,912 cubic feet in 4 days
12,096 cubic feet in 7 days
13,132 cubic feet in 4 days
22,982 cubic feet in 7 days
24,936 cubic feet in 4 days
43,638 cubic feet in 7 days
39,096 cubic feet in 4 days
68,415 cubic feet in 7 days
80,436 cubic feet in 4 days
140,763 cubic feet in 7 days
131,328 cubic feet in 4 days
229,824 cubic feet in 7 days
207,360 cubic feet in 4 days
362,880 cubic feet in 7 days
391,912 cubic feet in 4 days
685,846 cubic feet in 7 days
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume _ factor (from the chart
below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= rr r2 and solving for r, r = (Areaa14) .The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
C J. W. Faircloth & Son, Inc 2007

3
Example: A 4" skimmer is the smallest skimmer that will drain 39,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast (in 1.9 days) To determine the orifice required use the factor
of 4,803 from the chart below for a 4" skimmer and a drawdown time of 3 days. 39,000 cubic
feet _ 4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area = 7r
r2 and solving for r, r = (8.12 / 3.14) and r = 1.61 ". As a practical matter 1.6" is about as close
as the cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
1'/2" skimmer: 960 to drain in 24 hours
1,920 to drain in 2 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours
2,246 to drain in 2 days
3,369 to drain in 3 days
2'/2" skimmer: 1,270 to drain in 24 hours
Revised 11-6-07 2,540 to drain in 2 days
3,810 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours
2,765 to drain in 2 days
4,146 to drain in 3 days
4" skimmer:
Revised 11-6-07
5" skimmer:
1,601 to drain in 24 hours
3,202 to drain in 2 days
4,803 to drain in 3 days
1,642 to drain in 24 hours
3,283 to drain in 2 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours
3,628 to drain in 2 days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours
3,974 to drain in 2 days
5,961 to drain in 3 days
3,840 to drain in 4 days
6,720 to drain in 7 days
4,492 to drain in 4 days
7,861 to drain in 7 days
5,080 to drain in 4 days
8,890 to drain in 7 days
5,528 to drain in 4 days
9,677 to drain in 7 days
6,404 to drain in 4 days
11,207 to drain in 7 days
6,568 to drain in 4 days
11,491 to drain in 7 days
7,256 to drain in 4 days
12,701 to drain in 7 days
7,948 to drain in 4 days
13,909 to drain in 7 days
J. W. Faircloth & Son, Inc.
Post Office Box 789
Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com
© J. W. Faircloth & Son, Inc 2007

1:111211
SWALE CALCULATIONS (SWALES 1-8)

Watershed Model Schematic HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v202O.4
1 3 4 6 7 8 2
9
IrrAhrrAh
10
Project: NCDEQ Hydro.gpw Monday, 09 / 26 / 2022

Hydrograph Return Period Re CPyPral.w Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2-yr
3-yr
6 -yr
10-yr
26-yr
60-yr
100-yr
1
Rational
------
-------
-------
-------
-------
10.19
-------
-------
-------
POST WATKINS ROAD -Swale 2
2
Rational
------
-------
-------
-------
-------
4.628
-------
-------
-------
POST SW 6
3
Rational
------
-------
-------
-------
-------
2.537
-------
-------
-------
POST A3-Swale 8
4
Rational
------
-------
-------
-------
-------
0.621
-------
-------
-------
POSTA6
5
Combine
1,3,4
-------
-------
-------
-------
13.35
-------
-------
-------
Swale 1
6
Rational
------
-------
-------
-------
-------
3.720
-------
-------
-------
POST SW3-Swale 3
7
Rational
------
-------
-------
-------
-------
1.480
-------
-------
-------
POST SW4-Swale 4
8
Rational
------
-------
-------
-------
-------
1.518
-------
-------
-------
POST SW5-Swale 5
9
Rational
------
-------
-------
-------
-------
0.481
-------
-------
-------
POST SW 7 - Swale 7
10
Combine
2,6,7,
-------
-------
-------
-------
11.83
-------
-------
-------
Swale 6
8,9
Proj. file: NCDEQ Hydro.gpw
Monday, 09 26 / 2022

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 1
POST WATKINS ROAD -Swale 2
Hydrograph type = Rational
Peak discharge
= 10.19 cfs
Storm frequency = 10 yrs
Time to peak
= 6 min
Time interval = 1 min
Hyd. volume
= 3,667 cuft
Drainage area = 2.930 ac
Runoff coeff.
= 0.47*
Intensity = 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve = Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.170 x 0.95) + (0.190 x 0.25) + (2.570 x 0.45)] / 2.930
Q (cfs)
12.00
10.00
91011111
.M
4.00
rM
POST WATKINS ROAD -Swale 2
Hyd. No. 1 -- 10 Year
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00 V 1 1 1 1 1 1 1 1 1 1 1 N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
— Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 2
POST SW 6
Hydrograph type
= Rational
Peak discharge
= 4.628 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 1,666 cuft
Drainage area
= 1.360 ac
Runoff coeff.
= 0.46*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.040 x 0.75) + (1.320 x 0.45)] / 1.360
Q (cfs)
5.00
4.00
3.00
1.00
POST SW 6
Hyd. No. 2 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 V 1 1 1 1 1 1 1 1 1 1 1 N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
— Hyd No. 2 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 3
POST A3-Swale 8
Hydrograph type
= Rational
Peak discharge
= 2.537 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 913 cuft
Drainage area
= 0.700 ac
Runoff coeff.
= 0.49*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.050 x 0.95) + (0.650 x 0.45)] / 0.700
Q (cfs)
3.00
rM
1.00
0.00 !'
0 1 2
— Hyd No. 3
POST A3-Swale 8
Hyd. No. 3 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
3.00
2.00
1.00
N 0.00
10 11 12
Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 4
POST A6
Hydrograph type
= Rational
Peak discharge
= 0.621 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 224 cuft
Drainage area
= 0.120 ac
Runoff coeff.
= 0.7*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
OF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(0.060 x 0.95) + (0.060 x 0.45)] / 0.120
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
POST A6
Hyd. No. 4 -- 10 Year
0 1 2 3 4 5 6 7 8 9 10 11
Hyd No. 4
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
12
Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 5
Swale 1
Hydrograph type
= Combine
Peak discharge
= 13.35 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 4,805 cuft
Inflow hyds.
= 1, 3, 4
Contrib. drain. area
= 3.750 ac
Q (cfs)
14.00
12.00
10.00
.M
4.00
0.00
0 1 2
— Hyd No. 5
Swale 1
Hyd. No. 5 -- 10 Year
3 4 5
Hyd No. 1
6 7 8
Hyd No. 3
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00
9 10 11 12
Time (min)
Hyd No. 4

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 6
POST SW3-Swale 3
Hydrograph type
= Rational
Peak discharge
= 3.720 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 1,339 cuft
Drainage area
= 1.070 ac
Runoff coeff.
= 0.47*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.990 x 0.45) + (0.080 x 0.75)] / 1.070
Q (cfs)
4.00
3.00
rM
1.00
0.00 -V
0
POST SW3-Swale 3
Hyd. No. 6 -- 10 Year
1 2 3 4 5 6 7 8
Hyd No. 6
Q (cfs)
4.00
3.00
2.00
1.00
N 0.00
9 10 11 12
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 7
POST SW4-Swale 4
Hydrograph type
= Rational
Peak discharge
= 1.480 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 533 cuft
Drainage area
= 0.400 ac
Runoff coeff.
= 0.5*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(0.070 x 0.75) + (0.330 x 0.45)] / 0.400
Q (cfs)
2.00
1.00
0.00 W
0 1 2
— Hyd No. 7
POST SW4-Swale 4
Hyd. No. 7 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
N 0.00
10 11 12
Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 8
POST SW5-Swale 5
Hydrograph type
= Rational
Peak discharge
= 1.518 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 546 cuft
Drainage area
= 0.380 ac
Runoff coeff.
= 0.54*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.110 x 0.75) + (0.270 x 0.45)] / 0.380
Q (cfs)
2.00
1.00
0.00 '1
0 1 2
— Hyd No. 8
POST SW5-Swale 5
Hyd. No. 8 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
N 0.00
10 11 12
Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 10
Swale 6
Hydrograph type
= Combine
Peak discharge
= 11.83 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 4,258 cuft
Inflow hyds.
= 2, 6, 7, 8, 9
Contrib. drain. area
= 3.340 ac
Q (cfs)
12.00
10.00
91011111
.M
4.00
rM
0.00 -A
0
1 2
Hyd No. 10
Swale 6
Hyd. No. 10 -- 10 Year
3 4 5
Hyd No. 2
- Hyd No. 8
6 7 8
Hyd No. 6
Hyd No. 9
9 10 11
Hyd No. 7
Q (cfs)
12.00
10.00
M
M
4.00
2.00
r"W- 0.00
12
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Monday, 09 / 26 / 2022
Hyd. No. 9
POST SW 7 - Swale 7
Hydrograph type
= Rational
Peak discharge
= 0.481 cfs
Storm frequency
= 10 yrs
Time to peak
= 6 min
Time interval
= 1 min
Hyd. volume
= 173 cuft
Drainage area
= 0.130 ac
Runoff coeff.
= 0.5*
Intensity
= 7.398 in/hr
Tc by User
= 6.00 min
IDF Curve
= Monroe IDF.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(0.020 x 0.75) + (0.110 x 0.45)] / 0.130
0 1 2
— Hyd No. 9
POST SW 7 - Swale 7
Hyd. No. 9 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
3 4 5 6 7 8 9 10 11 12
Time (min)

Hydraflow Rainfall Report
13
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2020.4
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
64.7103
12.6000
0.8848
--------
2
72.9123
12.5000
0.8694
--------
3
0.0000
0.0000
0.0000
--------
5
84.0005
13.4000
0.8521
--------
10
75.9957
12.3000
0.8014
--------
25
66.1151
11.0000
0.7384
--------
50
59.0578
9.9000
0.6924
--------
100
53.7882
9.0000
0.6528
--------
File name: Monroe IDF.IDF
Intensity = B / (Tc + D)^E
Monday, 09 / 26 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
5.12
4.10
3.44
2.97
2.61
2.34
2.12
1.94
1.79
1.66
1.56
1.46
2
6.06
4.87
4.09
3.54
3.12
2.80
2.54
2.33
2.15
2.00
1.87
1.76
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
7.02
5.72
4.85
4.23
3.75
3.38
3.08
2.83
2.62
2.45
2.29
2.16
10
7.74
6.31
5.37
4.69
4.18
3.78
3.46
3.19
2.96
2.77
2.61
2.46
25
8.53
6.98
5.96
5.24
4.69
4.26
3.91
3.63
3.38
3.18
3.00
2.84
50
9.10
7.45
6.38
5.62
5.05
4.60
4.24
3.94
3.69
3.47
3.28
3.12
100
9.60
7.87
6.75
5.97
5.38
4.92
4.55
4.24
3.98
3.75
3.56
3.39
Tc = time in minutes. Values may exceed 60.
e name: R:\FPS\PROJECTS\Dominion Enerav\Okatie 230kV\16 CALCULATIONS\01 HYDRO\JASPER COUNTY.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.93
4.20
0.00
0.00
6.40
7.80
9.00
10.20
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
<Name>
Trapezoidal
Bottom Width (ft)
= 4.50
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 633.88
Slope (%)
= 0.50
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 13.40
Elev (ft) Section
636.00
635.50
635.00
634.50
634.00
633.50
633.00
2 4 6
Wednesday, Nov 16 2022
Highlighted
Depth (ft)
= 0.89
Q (cfs)
= 13.40
Area (sqft)
= 6.38
Velocity (ft/s)
= 2.10
Wetted Perim (ft)
= 10.13
Crit Depth, Yc (ft)
= 0.57
Top Width (ft)
= 9.84
EGL (ft)
= 0.96
8 10 12 14 16 18
Reach (ft)
Depth (ft)
2.12
1.62
1.12
0.12
-0.38
WMAZI

NOTE: This procedure is for uniform Bust in channels and is roof to be
used for design of deenergizing detices and may not be s-ahil for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY REV 10/04/2022
Project No.: REV 11/16/2022
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 1
Step I. Select a bner material sustable for site conditions and applicanon-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. If computed shear is greater than permissible shear, adjust channel
dimensions to teduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 13.4 DRAINAGE AREA = POST WATKINS RD +
Unit weight of water, y
(Ib/ft) 62.4 +POST A6 + POST A3 = 13.4 cfs
Channel slope, s (ft/ft) 0.005
Permissible shear stress,
Taud (Ib/ft2) 1.45
N
~
L
>
O m
o
Es 0
rn o
B E
u
EtF
m
m
rn :
6 o
a
0Trapezoidal 0 >
>
L`qo
C)C') 0co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
UI�
3 4.5 0.56
7.86
3.46
8.04
0.43 0.036 1.67
}
> O
>
5.8 Of w 0.17 0

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 2 Depth
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 639.30
Slope (%)
= 2.00
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.20
Elev (ft) Section
641.00
640.50
640.00
639.50
639.00
638.50
2 4 6
Monday, Oct 10 2022
Highlighted
Depth (ft)
= 0.56
Q (cfs)
= 10.20
Area (sqft)
= 3.18
Velocity (ft/s)
= 3.21
Wetted Perim (ft)
= 7.54
Crit Depth, Yc (ft)
= 0.52
Top Width (ft)
= 7.36
EGL (ft)
= 0.72
8 10 12 14 16 18
Reach (ft)
Depth (ft)
1.70
1.20
0.70
0.20
-0.30
WMA21

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-alid for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY REV 10/04/2022
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 2
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 10.2 DRAINAGE AREA = POST WATKINS RD (SEE ATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4 = 10.2 cfs
Channel slope, s (ft/ft) 0.02
Permissible shear stress,
Taud (Ib/ft2) 1.45
N
~
L
>
O m m
o
Es
x
rn oa
�a
u
m
`Ym
mo"
m
rn :
60
a
0Trapezoidal 0 >
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
1-01�
UI�
0' o
w C7
3 4.0 0.56
7.36
3.18
7.54
0.42 0.036 3.29
� Ir
10.5 0 0.70 Y0

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 3 Depth
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 641.20
Slope (%)
= 1.00
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.72
Elev (ft) Section
644.00
643.50
643.00
642.50
642.00
641.50
641.00
640.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 10 2022
= 0.35
= 3.720
= 2.12
= 1.76
= 7.21
= 0.25
= 7.10
= 0.40
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.80
2.30
1.80
1.30
0.30
-0.20
R2iLaI

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-ahil for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY REV 10/04/2022
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 3
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 3.72 DRAINAGE AREA = POST SW3 (SEE ATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4
Channel slope, s (ft/ft) 0.01
Permissible shear stress,
Taud (lb/ft2) 1.45 Table 8.05cl
N
~
L
>
O m m
o
Es
x
rn oa
�a
u
m
`Ym
mo"
m
rn :
60
a
0Trapezoidal 0 >
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
1-01�
UI�
3 5.0 0.35
7.10
2.12
7.21
0.29 0.036 1.83
}
> p
3.9 YO 0.22 YO

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 4 Depth
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 641.20
Slope (%)
= 5.00
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.48
Elev (ft) Section
644.00
643.50
643.00
642.50
642.00
641.50
641.00
640.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 10 2022
= 0.13
= 1.480
= 0.70
= 2.11
= 5.82
= 0.14
= 5.78
= 0.20
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.80
2.30
1.80
1.30
0.30
-0.20
R2iLaI

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-ahil for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 4
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 1.48 DRAINAGE AREA = POST SW4 (SEE ATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4
Channel slope, s (ft/ft) 0.05
Permissible shear stress,
Taud (lb/ft2) 1.45 Table 8.05cl
N
~
L
>
O m m
o
Es
x
rn oa
�a
u
m
`Ym
mo"
m
rn :
60
a
0Trapezoidal 0 >
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
1-01�
UI�
0' o
w C7
3 5.0 0.13
5.78
0.70
5.82
0.12 0.036 2.26
� Ir
1.6 0 0.41 Y0

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 5 Depth
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 640.50
Slope (%)
= 6.00
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.52
Elev (ft) Section
643.00
642.50
642.00
641.50
641.00
640.50
640.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Oct 4 2022
= 0.13
= 1.520
= 0.70
= 2.17
= 5.82
= 0.14
= 5.78
= 0.20
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.50
2.00
1.50
1.00
0.50
wixffel

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-ahil for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY REV 10/04/2022
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 5
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 1.52 DRAINAGE AREA = POST SW5 (SEE ATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4
Channel slope, s (ft/ft) 0.06
Permissible shear stress,
Taud (lb/ft2) 1.45 Table 8.05cl
N
~
L
>
O m m
o
Es
x
rn oa
�a
u
m
`Ym
mo"
m
rn :
60
a
0Trapezoidal 0 >
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
1-01�
UI�
0' o
w C7
3 5.0 0.13
5.78
0.70
5.82
0.12 0.036 2.47
� Ir
1.7 0 0.49 Y0

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 6 Depth
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 4.50
Invert Elev (ft)
= 638.64
Slope (%)
= 0.50
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.80
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Oct 4 2022
= 0.73
= 11.80
= 5.98
= 1.97
= 10.62
= 0.46
= 10.38
= 0.79
Elev (ft) Section Depth (ft)
644.00 5.36
643.00
4.36
642.00
3.36
641.00
2.36
640.00
1.36
639.00
638.00
0.36
R'17 nn
-0.64
-1 64
5 10 15 20 25
Reach (ft)
30 35
40 45

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-ahil for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 6
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q(cfs) 11.83 DRAINAGEAREA = POST SW6 + POSTSW3 (SEEATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4 + POST SW4 + POST SW5 + POST SW7
Channel slope, s (ft/ft) 0.005
Permissible shear stress,
Taud (lb/ft2) 1.45 Table 8.05cl
N
~
0
>
O m m
o
Es
x
rn oa
u
�am
`Ym
mo"
m
rn :
60
0Trapezoidal
a 0
>
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft) (ft)
(fus)
((CCfs) (Ib/ft2)
1-01�
UI�
}
YO
3 6.0 0.73
10.38
5.98
10.62 0.56 0.036
2.00
> O
11.9 O 0.23
PROPOSED SWALE HAS MAX DEPTH OF 4.5 FEET - CAP CHECK OK

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 7 Depth
Trapezoidal
Bottom Width (ft)
= 8.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 638.80
Slope (%)
= 3.80
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.48
Elev (ft)
642.00
641.00
640.00
639.00
638.00
637.00
Section
Monday, Oct 10 2022
Highlighted
Depth (ft)
= 0.06
Q (cfs)
= 0.480
Area (sqft)
= 0.49
Velocity (ft/s)
= 0.98
Wetted Perim (ft)
= 8.38
Crit Depth, Yc (ft)
= 0.05
Top Width (ft)
= 8.36
EGL (ft)
= 0.07
Depth (ft)
3.20
2.20
1.20
0.20
■ WAII
0 5 10 15 20 25 30 35 40 vv
Reach (ft)

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-ahil for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 7
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 0.48 DRAINAGE AREA = POST SW7 (SEE ATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4
Channel slope, s (ft/ft) 0.04
Permissible shear stress,
Taud (lb/ft2) 1.45 Table 8.05cl
N
~
L
>
O m m
o
Es
x
rn oa
�a
u
m
`Ym
mo"
m
rn :
60
a
0Trapezoidal 0 >
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
1-01�
UI�
}
YO
3 8.0 0.06
8.36
0.49
8.38
0.06 0.036 1.25
> O
0.6 O 0.15
TOTAL CHANNEL DEPTH = 2.

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale 8 Depth
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 638.90
Slope (%)
= 3.50
N-Value
= 0.036
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.54
Elev (ft) Section
641.00
640.50
640.00
639.50
639.00
638.50
638.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 10 2022
= 0.22
= 2.540
= 1.03
= 2.48
= 5.39
= 0.22
= 5.32
= 0.32
Depth (ft)
2.10
1.60
1.10
0.10
-0.40
■ IWOU
0 2 4 6 8 10 12 14 16 18 20 vvv
Reach (ft)

NOTE: This procedure is for uniform floss in channels and is roof to be
used for design of deenergizing desices and may not be s-alid for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JEE Date: 7/8/2022
Checked By: JEE Date: 7/8/2022
Company: PIKE REV 9/26/2022
Project Name: WILLOUGHBY REV 10/05/2022
Project No.:
Site Location (City/Town) MONROE
Channel/Waterway Id. SWALE 8
Step I. Select a bner material suitable for site conditions and applicanoa-
Determine, roughness coefficient from manufactmex's specifications or Table
8,05e, page 9.05.10.
Liner material SYNTH MAT
Roughness coefficient, n 0.036 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal flow depth using hlamiag's equation (Figure
8.05d). Check to see that depth is consistent with that assumed fm selection of
mivaiag s a in Figure 8,05d, page 8.05.1 t For smaller runoffs Figure 8.05d
is not as clearly drfined- Recommended solutions can be determined by using
the \fanning equation_
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress fur
the Baer.
Step S. if computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a mare resistant lining and repeat steps
1 through 4.
Design storm 10-yr
Required Flow, Q (cfs) 2.54 DRAINAGE AREA = POSTA3 (SEE ATTACHED HYDROLOGY)
Unit weight of water, y
(Ib/ft) 62.4
Channel slope, s (ft/ft) 0.035
Permissible shear stress,
Taud (lb/ft2) 1.45 Table 8.05cl
N
~
L
>
O m m
o
Es
x
rn oa
�a
u
m
`Ym
mo"
m
rn :
60
a
0Trapezoidal 0 >
>
C)� 0� �co
Figure 8.05b (ft) (ft)
(ft)
(fc)
(ft)
(ft) (fus)
((cfs) (Ib/ft2)
1-01�
UI�
0' o
w C7
3 4.0 0.22
5.32
1.03
5.39
0.19 0.036 2.56
� Ir
2.6 0 0.48 Y0

1*-W
STORMWATER PIPE CALCULATIONS

\\\ II
, I
, I
I
OO�
F,
PIPE 8 INFLOW
HYDROGRAPH = 12.7 CFS = /
10YR POST WATKINS RD +
POST A3 (SEE HYDROLOGY \
REPORT) J
X - X
CB-6
A = 0.34 AC
CN = 90
c = 0.95
ETIC =6MIN
LI
CB-5
A = 0.17 AC
CN = 90
c = 0.95
TIC =6MIN
Iron Fou
r-- \ \ \
Transmiss,
\ Tower
CB-1 Doi
A=0.27AC
CN = 90 \
sCB-2
c=0.95 A=0.18AC
TIC =6MIN CN=90
ce /2 c = 0.95
/
TIC =6MIN
/
= A
A = 0.21 AC
PIPE 7 INFLOW
HYDROGRAPH = 5.20 CFS =
10YR POST SW3 + POST SW4
(SEE HYDROLOGY REPORT)
/ °f
/ CB3
/ A = 0.'
CN=f
TIC =6MIN
CN-90
/IC=6T,
� C6MIN �
JJp
/ U
15
�r
s
r
--------------
I ,
I /
0 20 40 60 160
SCALE
c O
F�
p i. I' � ' �
�� YZA
DOry
OCDt _�9
V �0
z
z
O
z Q
U)
D Z ~
U)D w
} O a
m U O
= z J
0 W
O Z F o
J � F
J_ U)
o
aO
oa
POST

2021 1214 WILLOUGHBY
7
Outfall PIPE 8
-0
:6 8
M
140 Outfall
CB6 CB1
3 16
CB5 CB2
Outfall
2 5
4 CB3
CB4
Project File: 2022 0325—OSLOPE EQ PIPE.stm Number of lines: 8 Date: 7/15/2022
Storm Sewers v202O.40

To
Line Line
Line
Length
Incr.
Area
Total
Area
Runoff
Coeff.
Incr
C x A
Total
C x A
Inlet
Time
Time
Conc
Rnfal
Int
Total
Runoff
AdnI
Flow
Total
Flow
Capac
Full
Veloc
Pipe
Size
Pipe
Slope
Inv Elev
Dn
Inv Elev
Up
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/ hr)
(cfs)
(cfs)
(cfs)
(cfs)
(ft/ s)
(in)
(%)
(ft)
(ft)
1
2
3
4
5
6
7
8
Outfall
1
1
2
4
5
Outfall
Outfall
106.000
66.000
66.000
158.000
66.000
66.000
45.000
33.000
0.17
0.21
0.34
0.18
0.18
0.27
0.00
0.00
1.35
0.84
0.34
0.63
0.45
0.27
0.00
0.00
0.90
0.90
0.90
0.90
0.90
0.90
0.00
0.00
0.15
0.19
0.31
0.16
0.16
0.24
1.22
0.76
0.31
0.57
0.41
0.24
6.0
6.0
6.0
6.0
6.0
6.0
9.9
9.5
6.0
8.5
7.9
6.0
0.0
0.0
6.3
7.71
0.00
7.71
4.86
2.26
3.78
2.77
1.80
12.70
5.20
15.53
0.00
0.00
0.00
0.00
0.00
10.50
10.50
4.94
1.55
0.72
1.20
0.88
0.57
7.41
5.38
24
0.47
0.00
0.00
0.00
0.00
0.00
1.00
1.00
639.75 640.25
638.95 638.95
638.95 638.95
638.95 638.95
638.95 638.95
638.95 638.95
638.88�39.33
640.42 640.75
6.4
4.86
2.26
3.78
1 2.77
1.80
0.00
0.00
0.00
0.00
0.00
24
24
24
24
24
18
18
7.4
6.7
6.8
7.4
0.00 0.00
0.0
0.0
0.0
0.00
12.70
0.00 0.00
0.0
0.00
5.20
Hydraflow DOT Report

Line
HGL
Dn
HGL
Up
Gmd/ Rim
Dn
Gmd/ Rim
Up
Line ID
(ft)
(ft)
(ft)
(ft)
1
640.75
641.24
641.75
643.25
(6)
643.25
2 642.10 642.13 643.25
3
642.10
642.11
643.25
643.25
4
642.19
642.23
643.25
643.25
5
642.27
642.28
643.25
643.25
6
642.28
642.29 643.25
643.25
641.00
PIPE 8
7 640.22 640.94640.00
8
641.17
641.63
645.00
644.00
PIPE 7
Hydraflow DOT Report 2

User Input Data
Calculated Value
Reference Data
10YR FLOW = C131 - C136 (SEE INLET MAP)
Designed By: jee Date: 3/25/2022
Checked By: jee Date: 3/25/2022
Company: pike 7/13/2022
Project Name: willoughby 9/26/2022
Project No.:
Site Location (City/Town) monroe
Culvert Id. PIPE 6
Total Drainage Area (acres) 1.35
Step 1. Determine the taiht-ater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classified munimiLun tail-, ater condition_
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 12
Minimum/Maximum tailwater? Max TW (Fig. 8.06b)
Discharge (cfs) 7.7 DATA FROM HYDRAULIC CALCS
Velocity (ft./s) 4.9 DATA FROM HYDRAULIC CALCS
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b, and determine d5o riprap size and minimum apron length
(L). The d5o size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 6
Apron shape
Apron width at outlet end (ft.) 6
Step 4. Deternne the maximum stone dimieter:

Max Stone Diameter, dmax (ft.)
Step Deternune the apron thickness:
Minimum TW Maximum TW
0 0.75
Apron thickness = 1.5 x dr,a,
Minimum TW Maximum TW
Apron Thickness(ft.) 0 1.125
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L., from Figure 8.06a or Figure 8.06b_ Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the $ow- of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight_
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

Calculate Circular Pipe
Input Areas are in Gray
Calculated boxes are in Yellow
Pipe Characteristics
Flow Depth and Flow Velocity
PIPE 7 FLOWRATE = 10YR FLOW FOR BASIN POST SW3
+ POST SW4 = 5.20 CFS
Flow
cfs
Pipe Diameter
inches
Invert
In
Invert
Out
Length
ft
Mannings
n
Slope
ft/ft
5.2
1 s
640.75
640.42
34.0
0.013
0.010
Solve for Veloci
Trial* Right Hand Left Hand
Theta (rad) 3.14500 3.152 1 3.159
*Run trials with different theta values until the right hand number matches left hand number
( 0 <= Theta <= 6.28)
Velocity= 1 5.88 ft/sec
Solve For Flow Depth
Theta= 1 3.14500
Depth (ft)=
Flow Check= 1 5.2 cfs
un trial with different depth until the right hand number matched the left hand
Depth (ft)= 1 0.75
Trial Depth (ft) Right Hand Left Hand
Depth (ft)= I 1 0.00 1 344529.63
Depth (in)
9.00
Depth (in)
0.00

User Input Data
Calculated Value
Reference Data
PIPE 7 10YR FLOW = POST SW3 + POST SW4
(SEE INLET MAP)
Designed By: jee Date: 3/25/2022
Checked By: jee Date: 3/25/2022
Company: pike 7/13/2022
Project Name: willoughby 9/26/2022
Project No.:
Site Location (City/Town) monroe
Culvert Id. PIPE 7
Total Drainage Area (acres) 1.47
Step 1. Determine the taiht-ater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classified munimiLun tail-, ater condition_
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
6.2
Min TW (Fig. 8.06a)
5.2
5.88
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b, and determine d5o riprap size and minimum apron length
(L). The d5o size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.) 6
Apron shape
Apron width at outlet end (ft.) 6
Step 4. Determine the maximum stone di'unneter:
0.5
10

Max Stone Diameter, dmax (ft.)
Step Deternune the apron thickness:
Minimum TW Maximum TW
0 0.75
Apron thickness = 1.5 x dr,a,
Minimum TW Maximum TW
Apron Thickness(ft.) 0 1.125
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L., from Figure 8.06a or Figure 8.06b_ Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the $ow- of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight_
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

Calculate Circular Pipe
Input Areas are in Gray
Calculated boxes are in Yellow
Pipe Characteristics
Flow Depth and Flow Velocity
FLOWRATE = 10YR FLOW FOR BASIN POST A3
+ POST WATKINS RD = 12.7 CFS
Flow
cfs
Pipe Diameter
inches
Invert
In
Invert
Out
Length
ft
Mannings
n
Slope
ft/ft
12.7
639.33
638.88
45.0
0.013
0.010
Solve for Veloci
Trial* Right Hand Left Hand
Theta (rad) 5.00950 7.104 1 7.601
*Run trials with different theta values until the right hand number matches left hand number
( 0 <= Theta <= 6.28)
Velocity= 1 6.70 ft/sec
Solve For Flow Depth
Theta= 1 5.00950
Depth (ft)=
Flow Check= 1 11.2 cfs
un trial with different depth until the right hand number matched the left hand
Depth (ft)= 1 0.75
Trial Depth (ft) Right Hand Left Hand
Depth (ft)= 1.35 1 0.56 1 0.55
Depth (in)
9.00
Depth (in)
16.20

User Input Data
Calculated Value
Reference Data
10YR FLOW = BASINS POST WATKINS RD +
+ POST A3 = 12.7 CFS
Designed By:
jee Date:
3/25/2022
Checked By:
jee Date:
3/25/2022
Company:
pike
7/13/2022
Project Name:
willoughby
8/18/2022
Project No.:
9/27/2022
Site Location (City/Town) monroe
Culvert Id. PIPE 8
Total Drainage Area (acres) 3.63
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classified munimiLun tail-, ater condition_
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a miniinum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
15.9
Max TW (Fig. 8.06b)
12.7
6.6
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b, and determine d5o riprap size and minimum apron length
(L). The d5o size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.)
Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 4.5
Apron shape
Apron width at outlet end (ft.) 5.5
Step 4. Deternne the maximum stone di'unneter:
0.5
10

Max Stone Diameter, dmax (ft.)
Step Deternune the apron thickness:
Minimum TW Maximum TW
0 0.75
Apron thickness = 1.5 x dr,a,
Minimum TW Maximum TW
Apron Thickness(ft.) 0 1.125
Step 6. Fit the nprap apron to the site by making it level for the minimum
length, L., from Figure 8.06a or Figure 8.06b_ Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the $ow- of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight_
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

GEOTECHNICAL REPORT

Geotechnical Engineering Report
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Prepared for:
UC Synergetic
123 North White Street
Fort Mill, South Carolina 29715
Prepared by:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
February 11, 2016

February 11, 2016
UC Synergetic
123 North White Street
Fort Mill, South Carolina 29715
Attention: Mr. Nathan V. Bass, PLA
Reference: Geotechnical Engineering Report
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
NC PE Firm License No. F-0176
Dear Mr. Bass:
S&ME, Inc. is pleased to submit this Geotechnical Engineering Report for the proposed Watkins
Substation in Monroe, North Carolina. This exploration was performed in general accordance with our
Proposal No. 13-1500670 dated December 21, 2015.
The purpose of this geotechnical study was to determine the general subsurface conditions at the site and
to evaluate those conditions with regard to the design and construction of the project. This report
presents our findings together with our conclusions and recommendations for foundation design and
associated earthwork.
S&ME, Inc. appreciates the opportunity to assist you during this phase of the project. If you should have
any questions concerning this report or if we may be of further assistance, please contact us.
Sincerely,
,ill
CAR����,,f
+�1 •
.;�
S&ME, Inc.
- FAL r
32125
Stacie E. Mitchell P.
Project Engineer
N.C. Registration No.
32125
Senior Reviewed By: Kristen H. Hill, P.E., P.G.
Luis A. Ca s, P.E.
Project gineer
S&ME, Inc. 19751 Southern Pine Boulevard I Charlotte, NC 28273 1 p 704.523.4726 1 f 704.525.3953 1 www.smeinc.com

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Table of Contents
1.0 Introduction............................................................................................................1
1.1 Project Background..........................................................................................................1
1.2 Purpose and Scope...........................................................................................................1
2.0 Exploration Procedures........................................................................................2
2.1 Field Testing......................................................................................................................2
2.2 Laboratory Testing...........................................................................................................2
3.0 Area Geology and Subsurface Conditions.......................................................2
3.1 Physiography and Area Geology................................................................................... 2
3.2 Subsurface Conditions.....................................................................................................4
3.3 Laboratory Summary....................................................................................................... 5
4.0 Conclusions and Recommendations.................................................................5
4.1
General...............................................................................................................................
5
4.2
Earthwork..........................................................................................................................
6
4.2.1
Site Preparation...................................................................................................................
6
4.2.2
Excavations.........................................................................................................................
6
4.2.3
Expansive Soils....................................................................................................................7
4.2.4
Groundcuater.......................................................................................................................7
4.2.5
Subgrade Repair after Exposure..........................................................................................7
4.2.6
Proofrolling and Subgrade Evaluation................................................................................8
4.2.7
Fill Material and Placement................................................................................................8
4.2.8
Cut and Fill Slopes..............................................................................................................9
4.3
Seismic Design Parameters.............................................................................................9
4.4
Shallow Foundations (Transformers/Equipment Pads)..............................................9
4.5
Drilled Shafts...................................................................................................................10
4.5.1
Design Recommendations.................................................................................................10
4.5.2
Construction Recommendations.......................................................................................11
5.0 Limitations of Report..........................................................................................12
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
List of Figures
Figure 3-1: Physiographic Provinces of North Carolina.......................................................................3
Figure 3-2: Typical Piedmont Weathering Profiles............................................................................... 4
List of Tables
Table 3-1: Results of Indexing Laboratory Tests....................................................................................5
Table 4-1: Design Parameters for Drilled Shaft Vertical Capacity....................................................11
Table 4-2: Design Values for Shafts Under Horizontal Loading.......................................................11
Appendix
Site Vicinity Map, Figure 1
Boring Location Plan, Figure 2
Generalized Subsurface Profiles, Figures 3 - 5
Legend to Soil Classification and Symbols
Boring Logs
Laboratory Test Results
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
1.0 Introduction
1.1 Project Background
Project information is based on e-mail correspondence between Nathan Bass of UC Synergetic and Luis
Campos of S&ME on December 15, 2015. The e-mail correspondence included an aerial map showing the
general project area and requested boring locations.
We understand that UC Synergetic is providing design services for a proposed substation to be
constructed near the intersection of North Rock River Road and Watkins Road in Monroe, North Carolina.
The approximate site location is shown on the Site Vicinity Map (Figure 1). The proposed substation will
be located in the field between the existing pond and existing transmission lines. The exact location of
the structures are not known at this time. We anticipate that the substation equipment/structures will be
supported by relatively shallow drilled shafts and/or shallow spread footings/mat foundations. A site
plan, design grades and structural loads for the substation have not been provided.
Based on our site reconnaissance and available topographic information, the site slopes down gently from
approximately elevation 648 downward from the east to approximate elevation of 642 near the pond
located to the southwest of the site. The site is currently grass covered. At the time of our site visit
standing water was observed near the existing tree line on the southern side of the site.
In developing the conclusions and recommendations outlined in this report, we have assumed that
excavations on the order of 3 to 5 feet may be anticipated for the substation.
1.2 Purpose and Scope
The purpose of this geotechnical study was to explore the subsurface conditions at the site and develop
geotechnical recommendations for the design and construction of the project. S&ME has completed the
following scope of geotechnical services for this project:
Visited the site to observe conditions and mark boring locations.
Contacted North Carolina 811 to have them mark the locations of existing underground utilities in
the exploration area.
Mobilized an ATV -mounted power drilling rig and crew to the site.
Drilled twelve (12) soil test borings.
Temporarily installed standpipe in one boring.
Attempted groundwater level measurements, removed standpipe and backfilled all the boreholes
with soil cuttings to the ground surface.
Performed laboratory testing consisting of grain -size distribution, Atterberg limits, and moisture
content on a representative soil sample.
Performed geotechnical analysis and prepared this report.
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
2.0 Exploration Procedures
2.1 Field Testing
In order to explore the general subsurface conditions at the project site, twelve soil test borings (Borings
B-1 through B-12) were drilled to depths ranging from 8.5 to 19.4 feet below existing grades on January
13 and 14, 2016. The borings were advanced at the approximate locations shown on the Boring Location
Plan (Figure 2) in the Appendix. The boring locations were selected and located in the field by S&ME
personnel using a handheld GPS unit.
A CME 550X drill rig mounted on an all -terrain vehicle was used to advance the soil test borings using
hollow -stem, continuous flight augers. Standard Penetration Test (SPT) split spoon sampling was
performed at designated intervals in the soil test borings in general accordance with ASTM D1586 to
provide an index for estimating soil strength and relative density or consistency. SPT tests were
performed with a hydraulic automatic hammer. In conjunction with the SPT testing, samples are obtained
for soil classification purposes. Representative portions of each soil sample were placed in glassjars and
taken to our laboratory.
Water level measurements were attempted in the borings at the termination of drilling activities and after
a waiting period of several days. All borings were backfilled with soil cuttings to the ground surface on or
before January 15, 2016.
2.2 Laboratory Testing
Once the split -spoon samples from the soil test borings were received in our laboratory, a geotechnical
engineer visually examined each sample to estimate the distribution of grain sizes, plasticity, organic
content, moisture condition, color, presence of lenses and seams and apparent geological origin. The
soils were classified in general accordance with the Unified Soil Classification System (USCS). The results
of the classifications, as well as the field test results, are presented on the individual boring logs included
in the Appendix. Similar soils were grouped into strata on the logs. The strata contact lines represent
approximate boundaries between the soil types; the actual transition between the soil types in the field
may be gradual in both the horizontal and vertical directions.
A representative soil sample was selected for laboratory testing to confirm visual -manual soil
classifications and to evaluate the engineering properties of the tested soils. The laboratory testing
included moisture content, grain -size distribution, and Atterberg limits. Results of the laboratory testing
are presented in the Appendix.
3.0 Area Geology and Subsurface Conditions
3.1 Physiography and Area Geology
The site is located in Union County, which falls within the Carolina Slate Belt of the Piedmont
Physiographic Province of North Carolina as shown in Figure 3-1. The Carolina Slate Belt is a rock
formation which extends from Georgia to North Carolina and parts of Virginia. Over geologic time, the
volcanic and sedimentary rocks which originally covered the Belt area were subjected to metamorphism,
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
heat, and pressure. The metamorphic process gave rise to the primary rock types seen today in this
region which are referred to as metavolcanics. These metavolcanics include dacitic, rhyolitic, and andesitic
flows along with tuffs and breccias. The metasediments found in the region include argillite and slate, the
latter for which the belt is named. According to the 1985 Geologic Map of North Carolina, the bedrock
under the site belongs to the Carolina Slate Belt and consists of meta-mudstone and meta-argillite.
Triassic Basin
Milton Belt
Murphy Kings Mtn
Belt Belt
Triassic
APPROXIMATE Basins
SITE LOCATION
Figure 3-1: Physiographic Provinces of North Carolina
The topography and relief of the Piedmont Province have developed from differential weathering of the
igneous and metamorphic rock. Because of the continued chemical and physical weathering, the rocks in
the Piedmont Province are now generally covered with a mantle of soil that has weathered in place from
the parent bedrock. These soils have variable thicknesses and are referred to as residuum or residual soils.
The residuum is typically finer grained and has higher clay content near the surface because of the
advanced weathering. Similarly, the soils typically become coarser grained with increasing depth because
of decreased weathering. As the degree of weathering decreases, the residual soils generally retain the
overall appearance, texture, gradation and foliations of the parent rock.
The boundary between soil and rock in the Piedmont is not sharply defined. A transitional zone termed
"partially weathered rock" is normally found overlying the parent bedrock. Partially weathered rock (PWR) is
defined for engineering purposes as residual material with Standard Penetration Resistances (N-values)
exceeding 100 blows per foot. The transition between hard/dense residual soils and partially weathered rock
occurs at irregular depths due to variations in degree of weathering. A depiction of typical weathering
profiles in the Piedmont Province is presented in the Figure 3-2.
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
-�1_v,,,_.�_.!
RESIDUUM - - - r . • r-
SAPROr_ITE
(Residuum
Wrrh Relic
S1ruclure)
PARTIALLY
WEATHERED
ROCK _
RELATIVELY
SOUND
ROCK ZONES
GNEISS TO SCHIST
%-�,t +ir
era +
r
+l+�,"+k..'i1Jar.-
n 5 Jrni � � �� '�� !•
GRANITE TO GA13BRO
Figure 3-2: Typical Piedmont Weathering Profiles
Groundwater is typically present in the residual soils and within fractures in the PWR or underlying bedrock in
the Piedmont. On upland ridges in the Piedmont, groundwater may or may not be present in the residual
soils above the PWR and bedrock. Alluvial soils, which have been transported and deposited by water, are
typically found in floodplains and are generally saturated to within a few feet of the ground surface.
Fluctuations in groundwater levels are typical in residual soils and partially weathered rock in the Piedmont,
depending on variations in precipitation, evaporation, and surface water runoff. Seasonal high groundwater
levels are expected to occur during orjust after the typically wetter months of the year (November through
April).
3.2 Subsurface Conditions
The soil test borings generally encountered surficial topsoil underlain by residual soils, PWR, and auger
refusal material. The generalized subsurface conditions at the site are described below and shown on the
attached subsurface profiles. For more detailed soil descriptions and stratifications at a particular boring
location, the respective boring log should be reviewed.
Surface Materials: The borings encountered topsoil ranging from approximately 3 to 8 inches thick.
Residual Soils: Underlying the surficial materials, residual soils were encountered. The residual soils
generally consisted of firm to very hard silty clay (CH), clayey silt (MH) and sandy silt (ML) with rock
fragments. SPT N-values in the residual soils ranged from 5 to 53 blows per foot (bpf). The soil's
moisture content varied from dry to wet.
Partially Weathered Rock: Partially Weathered Rock (PWR) was encountered in each of the borings at
depths ranging from approximately 3 to 8 feet below the existing ground surface. When sampled, the
February 11, 2016 4

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
PWR encountered generally breaks down into sandy silt. The partially weathered rock also contained
plastic clay seams and rock fragments.
Auger Refusal Material: Each of the borings were terminated upon encountering auger refusal material
prior to reaching the proposed termination depths. Auger refusal, which is a relative term used to define
material that could not be penetrated with the drilling equipment used, was encountered at depths
ranging from approximately 8.5 to 19.4 feet below the ground surface. Refusal material may result due to
the presence of boulders, rock ledges, lenses or seams, or the top of parent bedrock. Based on the
borings performed, we interpret refusal material to be the top of parent bedrock; however, rock coring
would be required to confirm the continuity/character of refusal materials which was beyond our scope of
services.
Groundwater: Water was not observed in any of the borings at the termination of drilling activities.
Groundwater was encountered at a depths ranging from 1 to 4 feet after a waiting period of several days,
however, this was after recent rain and shallow caved depths. These shallow groundwater measurements
likely indicate surface water run-in. The caved depths ranged from 2 to 10.5 feet at this later time. Water
levels tend to fluctuate with seasonal and climatic variations, as well as with some types of construction
operations. Therefore, water may be encountered during construction operations at depths or elevations
different than indicated in this study.
3.3 Laboratory Summary
Laboratory classification tests (moisture content, grain -size distribution, and Atterberg limits) were
performed on selected samples of residual soils. The results are summarized in the following table and in
the Appendix:
Table 3-1: Results of Indexing Laboratory Tests
4.0 Conclusions and Recommendations
4.1 General
Our conclusions and recommendations are based on the project information outlined previously and on
the data obtained from the field-testing program. If conditions are encountered during construction that
differ from those encountered by the soil test borings, S&ME requests the opportunity to review our
recommendations based on the new information and make any necessary changes.
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
4.2 Earthwork
4.2.1 Site Preparation
The entire structural areas should be stripped of topsoil, trash, debris, and other organic materials to a
minimum of 10 feet outside the structural limits. The borings indicate that topsoil thicknesses range from
3 to 8 inches. All other debris from stripping operations should be properly disposed of off -site.
Alternatively, topsoil may be used in landscaped areas with slopes of 4H:1V (horizontal to vertical) or
flatter.
Any existing underground utilities that will be affected by construction should be properly excavated,
removed, abandoned, or re-routed to facilitate the proposed construction. The resulting excavations
should be properly backfilled as described later in this report. For any utilities that are not removed, care
should be taken as to not damage the utility lines during construction.
4.2.2 Excavations
Based on the results of the soil test borings and assumed grading activities, we anticipate that the
majority of general excavations, along with excavations for footings and utilities at the site, will be in
residual soils and Partially Weathered Rock (PWR). Generally, the residual soils, along with any newly
placed fill soils, can typically be excavated using traditional earth -moving equipment (e.g., dozers,
trackhoes, front-end loaders, etc.). PWR was encountered in each of the borings at depths ranging from 3
to 8 feet below existing grade. Areas requiring excavation into these materials will require additional
excavation efforts, such as ripping, jackhammering, or other rock removal techniques for the installation
of footings and utilities. Our experience in this geological area indicates that the upper 2 to 3 feet of
PWR, and lenses of PWR, can generally be excavated using pans and scrapers by first loosening with a
single tooth ripper attached to a suitable sized dozer, such as a Caterpillar D-8 or D-9, or suitable sized
trackhoe such as a Caterpillar C320 equipped with a rock bucket.
Jackhammering should be anticipated for excavation of the majority of the PWR, rock, and, if present,
boulders during open site excavation (i.e., excavations more than 10 feet wide and 30 feet long). In
confined excavations (footings, utility trenches, etc.), these materials will probably require the use of
pneumatic hammers, hydraulic hammers, or blasting to excavate. Also, it may be cost effective during
mass grading to over -excavate the PWR/rock areas encountered and backfill with compacted structural fill
to allow easier excavation of footings/shallow mat foundations and utilities.
Auger refusal material was encountered in the borings at depths ranging from 8.5 to 19.4 feet below the
ground surface. We anticipate that site development may be planned around the refusal materials to
avoid the difficult excavation associated with these materials. Excavations into these materials may
require the use of pneumatic hammers, hydraulic hammers, or blasting to excavate.
It should be noted that rock in a weathered, boulder, and massive form can vary dramatically in short
distances and between boring locations, particularly in the Piedmont Geologic Province. Therefore, PWR,
boulders, or bedrock may be encountered during general excavation or depths between boring locations
not encountered during this exploration.
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Temporary excavations required during construction should be shored and braced or the slopes flattened
(laying back) to obtain a safe working environment. Excavations should be sloped or shored in
accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926) excavation trench
safety standards. The contractor is solely responsible for site safety; this information is provided only as a
service and under no circumstances should we be assumed responsible for construction site safety.
4.2.3 Expansive Soils
Based on the visual observations of the split -spoon samples recovered and laboratory testing, the residual
soils contained moderately to highly -plastic silts (MH) and clays (CH). These plastic soils are moderately
to highly susceptible to shrink/swell with changes in moisture and can cause future structural distress.
These soils are not considered suitable for shallow structural or pavement support.
If these soils are encountered, we recommend a minimum of 3 feet of separation material consisting of
clean, low -plasticity soils be provided between stable moderate to high plasticity clay soils (CH) and
shallow structural subgrades. Less separation (1 foot) could be considered for stable residual clayey silts
(MH) as these materials have less potential for volume change in an undisturbed state. Areas with highly -
plastic soils at the ground surface that require less than 3 feet of fill or are in shallow cut areas will require
undercutting. We recommend these materials be carefully evaluated by the geotechnical engineer during
the site grading operations to reduce the potential for these materials from underlying shallow
foundations, slabs, and pavements.
4.2.4 Groundwater
Based on the groundwater measured in the borings, we anticipate that there is the potential for shallow
perched water. Based on the anticipated minimal site grading, we do not anticipate that excavations will
extend into groundwater. However, perched ground water may be encountered trapped over the clayey
soils and PWR. The contractor should be prepared to promptly remove perched water, if encountered.
Perched groundwater can be managed through the use of temporary dewatering techniques. Temporary
dewatering can be accomplished with temporary excavations and sump pumps. Pumping from the sumps
should be maintained until fill placement is a minimum of 3 feet above the water level. At no time should
pumping be performed directly beneath the exposed foundation bearing elevation, since this could result
in disturbance of the bearing materials and a loss of soil strength and increased settlement. Other means
of improving drainage at the site may be accomplished with ditches located at select areas.
4.2.5 Subgrade Repair after Exposure
The near -surface on -site clayey and silty soils, and some of the silty sand soils are moisture sensitive and
can degrade quickly if exposed to water. Because of this, the exposed subgrade may deteriorate when
exposed to construction activity and environmental changes such as freezing, erosion, softening from
ponded rainwater, and rutting from construction traffic.
We recommend that exposed subgrade surfaces in the building and pavement areas that have
deteriorated be properly repaired by scarifying and re -compacting immediately prior to additional
construction. It should be noted that the level of difficulty and cost of developing a stable subgrade will
depend upon the weather conditions before and during construction as well as the time available to
February 11, 2016

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
stabilize the subgrade. If operations must be performed during wet weather conditions, undercutting the
deteriorated soil and replacing it with compacted crushed stone, rather than soil fill, may be preferable.
We recommend that the grading subcontractor smooth -roll exposed subgrades at the end of each work
day, limit construction traffic to defined areas, and protect exposed subgrade soils during construction.
This is essential for construction during the typically wetter, cooler months of November through April. If
subgrades are rough -graded and not immediately covered by floor slab bearing or pavement base course
materials, the grading subcontractor should cover the exposed subgrades with a sacrificial layer of
crushed stone, leave the subgrades approximately 6 to 12 inches high, or be prepared to repair/stabilize
the subgrades at a later date.
4.2.6 Proofrolling and Subgrade Evaluation
Upon completion of the stripping activities (and undercutting of plastic soils, if encountered), we
recommend that areas to provide support for the foundations, floor slabs, structural fill, and any
pavement areas be proofrolled with a loaded dump truck or similar pneumatic tired vehicle (minimum
loaded weight of 20 tons) under the observation of a staff professional or a senior soil technician. After
excavation of the site has been completed, the exposed subgrade in cut areas should also be proofrolled.
The proofrolling procedures should consist of four complete passes of the exposed areas, with two of the
passes being in a direction perpendicular to the preceding ones. Any areas which deflect, rut or pump
excessively during proofrolling or fail to "tighten up" after successive passes should be undercut to
suitable soils and replaced with compacted fill.
After the Subgrade/proofroll evaluation has been completed and stable subgrades have been achieved,
final site grading should proceed immediately. If construction progresses during wet weather, the
proofrolling operation shall be repeated with at least one pass in each direction immediately prior to
placing aggregate base course in the parking areas or pouring of foundations. If unstable conditions are
exposed during this operation, additional undercutting or scarifying may be required.
4.2.7 Fill Material and Placement
All fill used for site grading operations should consist of a clean (free of organics and debris), low plasticity
soil (Liquid Limit less than 50, Plasticity Index less than 25). The proposed fill should have a maximum dry
density of at least 90 pounds per cubic foot as determined by a Standard Proctor compaction test, ASTM
D 698. All fill should be placed in loose lifts not exceeding 8 inches in thickness and at moisture contents
within 3 percent of the optimum moisture content of the material as determined by ASTM D 698
(standard Proctor). Each lift of fill in structural areas should be uniformly compacted to a minimum of 95
percent of its standard Proctor maximum dry density, with the final 18 inches below subgrade compacted
to at least 98 percent. Additionally, the maximum particle size should not exceed 3 inches in diameter.
The geotechnical engineer's representative should perform in -place field density tests to evaluate the
compaction of the structural fill and backfill placed at the site. We recommend that at least one density
test be performed per lift per 5,000 square feet of fill area within structural areas and one test per lift per
100 linear feet in utility trenches.
Based on the results of the soil test borings performed at the site and our experience with similar type
materials, the low plasticity residual soils and existing clean fill soils can typically be re -used as structural
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
fill. Depending on the time of year construction proceeds, some "drying back" of the soils may be
required prior to reuse as structural fill. Due to the limited earthwork anticipated, we recommend that
plastic soils (MH and CH materials) be removed from the site or placed in landscaped areas.
4.2.8 Cut and Fill Slopes
Final project slopes should be designed at 3 horizontal to 1 vertical or flatter. The tops and bases of all
slopes should be located a minimum of 10 feet from structural limits and a minimum of 5 feet from
pavement limits. The fill slopes should be adequately compacted, as outlined in this report, and all slopes
should be seeded and maintained after construction.
4.3 Seismic Design Parameters
The proposed structures should be designed to resist possible earthquake effects as determined in
accordance with the 2012 North Carolina Building Code. Based on Section 1613 of the Building Code, the
data indicate weighted average N-values in the upper 100 feet to be greater than 50 bpf and thus
consistent with a Seismic Site Class C.
The five percent damped design spectral response acceleration at short periods, SDs, and at 1 second, SD1,
were determined to be 0.286g and 0.128g, respectively. For Occupancy Category I, II, or III structures, this
would correspond to a Seismic Design Category B.
4.4 Shallow Foundations (Transformers/Equipment Pads)
Conventional spread footings or equipment pads bearing on properly evaluated and approved fill and
residual soils may be used for support of the structures not planned to be supported with shallow drilled
shafts. Foundations may be designed using an allowable bearing pressure of up to 3,000 pounds per
square foot (psf), provided that the previous recommendations related to earthwork are followed.
Shallow foundations should be designed to bear at least 12 inches below finished grades for frost
protection and protective embedment.
As there is a potential for near-subgrade PWR at some locations, two potentially detrimental conditions
could exist. The first condition could exist where adjacent footings bear on significantly dissimilar
materials - for example, where the bearing soils transition from PWR to residual soil or structural fill
between footings. The second condition could exist where abrupt changes in the stiffness of the bearing
material within an individual footing excavation occurs. The following recommendations will help reduce
the effects of these conditions on long-term structural performance.
If adjacent footings bear on significantly dissimilar materials, an increased magnitude of
differential settlement could occur. To reduce the magnitude of differential settlement, the PWR
should be undercut at least 12 inches below the bearing elevation and replaced with compacted
structural fill. This process should be monitored and evaluated by the geotechnical engineer on a
case -by -case basis if encountered during foundation construction.
If difficult PWR excavation or a significant change in material consistency/ relative density occurs
at the bearing level of an individual footing, the result could be a non -uniform bearing surface
and a subsequent point loading condition on the foundations. If significantly non -uniform
bearing conditions occur in foundation excavations, we recommend that they be evaluated on a
February 11, 2016

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
case -by -case basis by the geotechnical engineer. To provide a uniform bearing surface and
reduce the potential for a point loading condition, additional undercutting below the bearing
elevation and replacement with compacted structural fill, washed stone, or lean concrete may be
required.
Based on the general stratigraphy in the planned structure area, our experience with similar projects, and
the anticipated magnitude of the loads, the total and differential settlement potentials for the lightly -
loaded structures should be less than 1 inch and 1/2 inch, respectively. The majority of this settlement
should occur shortly after building construction. This conclusion is contingent upon compliance with the
site preparation and fill placement recommendations outlined in this report.
Equipment slabs and the access drive pavements can also be supported on properly evaluated and
approved residual soils and newly placed fill. Slabs supporting point loads bay be designed using a
Standard Modulus of Subgrade Reaction of 100 pounds per cubic inch. The Standard Modulus of
Subgrade Reaction represents the value correlated for a 30-inch diameter Plate Bearing Test.
All footing excavations should be observed by the geotechnical engineer's representative to verify that
suitable soils are present at and below the proposed bearing elevation and to confirm their consistency
with the conditions upon which our recommendations are based. If evaluation with DCP testing
encounters very soft to soft or other unsuitable materials in the footing excavations, they should be
corrected per the recommendations of the project geotechnical engineer.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during inclement
weather. Saturation of the footing subgrade can cause a loss of strength and increased compressibility. If
foundation excavations must remain open overnight or if rainfall becomes imminent while the bearing
soils are exposed, we recommend that a 2 to 4-inch thick "mud -mat" of lean (2,000 psi) concrete be
placed on the bearing soils before placement of reinforcing steel to help protect the bearing soils from
further disturbance. Also, concrete should not be placed on frozen subgrades.
4.5 Drilled Shafts
4.5.1 Design Recommendations
We understand that shallow drilled shafts may be used for support of the substation equipment. In
addition to resisting compression and uplift loads associated with the equipment, the drilled shafts can be
used to limit lateral deflections associated with loads/moments on the foundations. Based on our
experience, we anticipate lateral loads may control design of the shafts. Visual -manual classification of
the samples obtained as well as results of the soil test borings performed were used to estimate design
parameters for drilled shafts. These design parameters are detailed in the following tables. Please note
that these values and depths are based on existing grades. While we anticipate that some of the existing
materials will remain in place, unsuitable materials, as previously discussed, should be removed/ replaced
prior to additional earthwork.
February 11, 2016 10

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Table 4-1: Design Parameters for Drilled Shaft Vertical Capacity
Notes for Table 4-1:
1. The upper 5 feet of any drilled shaft excavation is assumed not to contribute to the development
of skin friction for the purposes of shaft capacity, because the necessary relative displacements
between that shaft and the soil do not tend to occur in this region.
No factor of safety has been applied to the skin friction values. We recommend a factor of safety
of 2.0 be applied to ultimate values in computation of download and uplift capacity.
3. Ultimate end bearing capacity has no safety factor applied. We recommend a safety factor of 2.0 be
applied to ultimate values in computation of capacity.
Table 4-2: Design Values for Shafts Under Horizontal Loading
Notes for Table 4-3:
1. Modulus of Horizontal Subgrade Reaction refers to the modulus (k) used in LPILE computer code.
Modulus of Horizontal Subgrade Reaction assumes "static" loading as described by the LPILE user
manual.
E50 corresponds to axial strain at 50% of the maximum principal stress difference, used in LPILE.
4.5.2 Construction Recommendations
Our experience indicates that a conventional drilled shaft rig (Hughes Tool LDH or equivalent) equipped
with an earth auger can typically penetrate existing fill and residual soils. As previously discussed,
groundwater was not encountered in any of the borings performed. The following are general procedures
recommended in constructing the drilled shafts using the "dry" method.
February 11, 2016 11

Geotechnical Engineering Report
S&ME Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
Drilling equipment should have cutting teeth to result in a hole with little or no soil smeared or
caked on the sides; a spiral like corrugated side should be produced. The shaft diameter should
be at least equal to the design diameter for the full depth.
The drilled shaft should be drilled to satisfy a plumb tolerance of 1.5 to 2 percent of the length
and an eccentricity tolerance of 2 to 3 inches from plan location.
If groundwater is encountered, water should be removed by pumping, leaving no more than 2 to
3 inches in the bottom of the shaft excavation during inspection and prior to shaft concreting.
A removable steel casing should be installed in the shaft for the entire depth to prevent caving of
the excavation sides and excessive groundwater intrusion. Loose soils or drilling cuttings in the
bottom of the shaft should be removed.
The drilled shaft should be concreted as soon as practical after excavation to reduce the
deterioration of the supporting soils due to soil caving and potential groundwater intrusion.
The slump of the concrete is very important for the development of side shear resistance and to
help prevent the formation of voids or inclusions in the concrete mass. We recommend that a
concrete mix having a slump of 6 to 8 inches be used with the minimum compressive strength
specified by the structural engineer. A mix design incorporating fluidifying admixtures may be
required to achieve enhanced placement characteristics depending on reinforcement
requirements in the shaft.
The concrete may be allowed to fall freely through the open area in the reinforcing steel cage,
provided that it is not allowed to strike the rebar or the casing prior to reaching the bottom of the
shaft excavation. A tremie pipe should be used to place the concrete in wet shaft conditions or if
free -falling techniques cannot be properly performed.
The protective steel casing should be extracted as concrete is placed. A positive head of concrete
(5 feet minimum) should be maintained above the bottom of the casing to prevent soil and water
intrusion into the concrete below the casing.
After the proposed bearing level is reached and the bearing surface cleaned, conditions should be
evaluated by the geotechnical engineer to verify that the conditions encountered during construction are
similar to those upon which the design recommendations are based. The shaft diameter, depth,
plumbness and type of bearing material should be documented. Significant deviation from the specified
or anticipated soil conditions should be reported to the owner's representative and the foundation
designer.
5.0 Limitations of Report
This report has been prepared in accordance with generally accepted geotechnical engineering practice
for specific application to this project. The conclusions and recommendations contained in this report are
based upon applicable standards of our practice in this geographic area at the time this report was
prepared. No other warranty, expressed or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained from the
subsurface exploration. The nature and extent of variations between the borings will not become evident
until construction. If variations appear evident, then we will re-evaluate the recommendations of this
report. In the event that any changes in the nature, design, or location of the building are planned, the
conclusions and recommendations contained in this report will not be considered valid unless the
changes are reviewed and conclusions modified or verified in writing.
February 11, 2016 12

Geotechnical Engineering Report
S&ME
Proposed Watkins Substation
Monroe, North Carolina
S&ME Project No. 1335-16-001
We recommend that S&ME be provided the opportunity to review the final design plans and
specifications in order that earthwork and foundation recommendations are properly interpreted and
implemented.
February 11, 2016 13

Appendix

ejTa+l Iqd W NORTI� ings Lake Park
Indian Trail
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y
.a ti
H
C J s
� Rr
` % J
' ,40
Approximate
Site Location
wesky Chapel
F 11
74
Monroe
A , W Fra'min 5t
75
uw: sunn imuiu y Mph" uns -2139
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an�u. u+� me �rz pwmar �" erxwu nru i
-
me
wr[x
-n
SCALE: AS SHOWN
FIGURE NO.
S&ME
SITE VICINITY MAP
PROPOSED WATKINS SUBSTATION
DRAWN BY: SEM
- -
MONROE, NORTH CAROLINA
CHECKED BY:
KHH
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
DATE: 2/11/2016
PROJECT NO.: 1335-16-001

x ,
ZE
IV
3m
r\ �\
l
ME
1 \
r
`Y r
I :Ar
L I +*

446
444
442
440
J
w 438
z
O
i= 436
Q
W
J
W 434
432
430
428
HC
B- 7
B-1 B- 4 N
N N -----------------
-----
HC
12
25 SILT / CLAY 13 SILT / CLAY
15
50/.3------- ----------------
50/.3
PWR 50/.3
50/.3 50/.3 — _
------- AR@ 10'
-- ------------------------------
AR @ 11.9' ROCK AR @ 11.5' ROCK
0 20
■ Topsoil
® ML, Low Plasticity Silt
50/.1
50/.3
PWR
40 60 80 100 120 140 160
APPROXIMATE DISTANCE ALONG PROFILE (feet)
® MH, High Plasticity Silt R Partially Weathered Rock
180 200
® CH, High Plasticity Clay
N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations
JOB NO: 1335-16-001 9751 SOUTHERN PINE BOULEVARD Diagram: Generalized Subsurface Profhe - North Figure
_ CHARLOTTE, NORTH CAROLINA
Project: Watkins Substation
S&ME
P: [phone] 3
DATE: 2/10/2016 F: [phone] Location: Monroe, North Carolina

446
444
442
440
438
N
w 436
w
p 434
Q
w 432
J
W
430
428
426
424
422
B-10
B- 8
N
B-5
N
—--————— — —
— — —-
B-2
N
——————— — —
— — —-
------
—
--
'
/
SILT CLAY
SILT / CLAY
44
--�
SILT / CLAY
33
45
_
—
----------------
29
�--
---
HC
50/.3
���
��
HC
50/.3
50/.3
\
38
50/.2
— —
— — -
— —
50/A
HC
50/.3
PWR
50/.3
50/.4
He
50/.4
PWR
PWR
���
AR@ 13'
AR@12'
50/.1
AR @ 15.5'
ROCK
50/.1
AR@ 19.4'
ROCK
ROCK
0 50 100 150 200
APPROXIMATE DISTANCE ALONG PROFILE (feet)
■ Topsoil ® MH, High Plasticity Silt R Partially Weathered Rock
250 300
® ML, Low Plasticity Silt
N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations
JOB NO: 1335-16-001 9751 SOUTHERN PINE BOULEVARD Diagram: Generalized Subsurface Profile - Central Figure
_ CHARLOTTE, NORTH CAROLINA
Project: Watkins Substation
S&ME
P: [phone] 4
DATE: 2/10/2016 F: [phone] Location: Monroe, North Carolina

448
446
444
442
3 440
rn
w 438
p 436
i=
a
w 434
J
W
432
430
428
426
424
B-12
N
B-11
___
-----
7
HC
5 SILT / CLAY
N
16 SILT CLAY
—
10
----
SILT / CLAY
SILT / CLAY
— — —
HC
— — —
10—
50/.3
53
—
so/.3
He
50/.3
50/.3
50/.4
50/.2
PWR
PWR
so/.3
50/.3
PWR
50/.3
_---
��,
HC
AR@8.5'
PWR
50/.2
50/.2 �'
_
50/0
i
---'
AR@ 13.8'
—
_--''
AR@ 12'
ROCK
AR@ 13.9' ROCK
50/0
AR @ 13.5'
ROCK
0 50
■ Topsoil
ElCL, Low Plasticity Clay
100 150 200 250 300
APPROXIMATE DISTANCE ALONG PROFILE (feet)
® ML, Low Plasticity Silt R Partially Weathered Rock
350 400
® MH, High Plasticity Silt
N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations
JOB NO: 1335-16-001 9751 SOUTHERN PINE BOULEVARD Diagram: Generalized Subsurface Profile - South Figure
_ CHARLOTTE, NORTH CAROLINA
Project: Watkins Substation
S&ME
P: [phone] 5
DATE: 2/10/2016 F: [phone] Location: Monroe, North Carolina

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log)
Fill
Asphalt
4
Concrete
■
Topsoil
®
Partially Weathered Rock
®
Cored Rock
•'�
\^ WELL -GRADED GRAVELS,
GW GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
o Q°
POORLY -GRADED GRAVELS,
GP GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
o °
GM SILTY GRAVELS, GRAVEL -
SAND - SILT MIXTURES
GC SAND - GRAVELS,GRAVEL-
SAND -CLAY MIXTURES
SW WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
POORLY -GRADED SANDS,
SP GRAVELLY SANDS, LITTLE OR NO
FINES
SM MILTYSANDS,SAND-SILT
MIXTURES
SC CLAYEY SANDS, SAND -CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
®
MILCLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS LOW TO
®
M MEDIUPLASTICITY,Y, GRAVELLY
CL CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
ORGANIC SILTS AND ORGANIC
OIL CLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS
®
MH OR DIATOMACEOUS FINE SAND
OR SILTY SOILS, ELASTIC SILTS
®
CH INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLAYS
®
ORGANIC SILTS AND ORGANIC
OH CLAYS OF MEDIUM TO HIGH
PLASTICITY
WATER LEVELS
(Shown in Water Level Column)
_V = Water Level At Termination of Boring
1 = Water Level Taken After 24 Hours
--a = Loss of Drilling Water
HC = Hole Cave
CONSISTENCY OF COHESIVE SOILS
STD. PENETRATION
RESISTANCE
CONSISTENCY
BLOWS/FOOT
Very Soft
0 to 2
Soft
3 to 4
Firm
5 to 8
Stiff
9 to 15
Very Stiff
16 to 30
Hard
31 to 50
Very Hard
Over 50
RELATIVE DENSITY OF COHESIONLESS SOILS
RELATIVE DENSITY
Very Loose
Loose
Medium Dense
Dense
Very Dense
STD. PENETRATION
RESISTANCE
BLOWS/FOOT
0to4
5 to 10
11 to 30
31 to 50
Over 50
SAMPLER TYPES
(Shown in Samples Column)
Shelby Tube
m
Split Spoon
I
Rock Core
No Recovery
TERMS
Standard - The Number of Blows of 140 lb. Hammer Falling
Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
Resistance Sampler 1 Foot. As Specified in ASTM D 1586.
REC - Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core
Run Times 100%.
RQD - Total Length of Sound Rock Segments
Recovered that are Longer Than or Equal to 4"
(mechanical breaks excluded) Divided by the
Total Length of the Core Run Times 100%.
ME
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 1
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 11.9 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457434
EASTING: 1517799
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
w W
aJ
o =
w
w =
a- If a
STANDARD PENETRATION TEST DATA
>
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (8 Inches)
RESIDUUM: CLAYEY SILT (MH) - very stiff,
SS-1
3
5
20
5
25
tan, with rock fragments, moist
PARTIALLY WEATHERED ROCK: SANDY
38
0/.
P
SILT (ML) - tan, with rock fragments, fine, dry
SS-2
0/.3
5
HC
438.0
SS-3
16
0/.
050/.3
0/.
P
SS-4 x
0/.3
10
433.0
Refusal at 11.9 feet
Boring terminated at 11.9 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 2
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 15.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457346
EASTING: 1517845
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
a- w W
aJ
>
o =
w
w =
If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
�
co co co
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: CLAYEY SILT (MH) - hard, tan,
SS-1
6
9
36
5
45
with rock fragments, moist
PARTIALLY WEATHERED ROCK: SANDY
19
41
0/.
P
SILT (ML) - tan, with rock fragments, fine, dry
SS-2
0/.3
5
438.0
HC
SS-3
39
0/.
�0/.3
50/A
1
050/.4
SS-4 x
10
433.0
SS-5
29
40
0/.1
050/.1
15
428.0
Refusal at 15.5 feet
Boring terminated at 15.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 3
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457257
EASTING: 1517891
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
a- w W
aJ
>
o =
w
w =
If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
3:
co co co
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: SANDY SILT (ML) - very hard,
SS-1
13
29
24
3
53
tan, with plastic clay seams, and rock
fragments, fine, dry
SS-2
3
0/.
5 0/.4
PARTIALLY WEATHERED ROCK: SANDY
5
SILT (ML) - tan, with plastic clay seams, and
438.0
rock fragments, fine, dry
SS-3
0/.
1 050/.3
PARTIALLY WEATHERED ROCK: SANDY
HC
SILT (ML) - tan, with rock fragments, fine, dry
050/.2
SS-4
0/'
1
10
433.0
SS-5
50/0
1
b0/0
Refusal at 13.5 feet
Boring terminated at 13.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 4
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 443.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 11.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457480
EASTING: 1517888
DRILLING METHOD: 31/4" H.S.A
w
- w
BLOW COUNT
U
�
Oz
Z 5 a -/CORE
DATA
w
= c7
� "-'
w Cj ~
z
REMARKS
a
o
MATERIAL DESCRIPTION
0-
¢
� w
w `�
J
o =
w
w =
a- If a
STANDARD PENETRATION TEST DATA
>
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (5 Inches)
RESIDUUM: SILTY CLAY (CH) - stiff, tan,
SS-1
2
4
9
3
13
moist
SS-2
5
6
7
3
13
5
HC
438.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
SS-3
28
50/.3
100/.3
50/.3
11P
SS-4 Ex
0/.3
10
433.0
Refusal at 11.5 feet
Boring terminated at 11.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 5
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 444.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 12.0 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457392
EASTING: 1517934
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
w W
w aJ
>
o =
w
w =
a- If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (4 Inches)
RESIDUUM: SANDY SILT (ML) - hard, tan,
SS-1
7
11
33
4
44
with plastic clay seams, and rock fragments,
fine, moist
HC
SS-2
27
0/.
050/.3
PARTIALLY WEATHERED ROCK: SANDY
5
SILT (ML) - tan, with clay pockets, and rock
439.0
fragments, fine, dry
31
0.
/
1
0
SS-3
50/.2
50/.3
1
050/.3
SS-4 x
10
434.0
Refusal at 12 feet
Boring terminated at 12 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 6
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 444.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 12.0 ft
DRILLER: C. Odom
WATER LEVEL: 4 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457303
EASTING: 1517980
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z
REMARKS
a
a- o
MATERIAL DESCRIPTION
0,¢
w W
w aw
J
>
o=
w=
a- If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
3:
co co co
c
10 20 30 6080
Topsoil/Rootmat (4 Inches)
RESIDUUM: CLAYEY SILT (MH) - firm, gray
SS-1
3
3
5
8
8
and tan, moist
SANDY CLAY (CL) - stiff, gray, wet
SS-2
7
5
5
0
10
5
HC
439.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
24
41
0/.
P
SS-3
0/.3
SS-4
21
40
50/.2
1 050/.2
10
434.0
Refusal at 12 feet
Boring terminated at 12 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 7
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 444.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 10.0 ft
DRILLER: C. Odom
WATER LEVEL: 1.5 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457527
EASTING: 1517976
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z
REMARKS
a
a- o
MATERIAL DESCRIPTION
0,¢
w W
w aw
J
>
o=
w=
a- If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: CLAYEY SILT (MH) - stiff, tan,
ILC
SS-1
3
5
7
2
12
moist
SANDY SILT (ML) - stiff, tan, with plastic clay
seams, and rock fragments, dry
SS-2
3
8
5
15
5
439.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with plastic clay seams, and
SS-3
38
0/.1
P 0/.1
rock fragments, fine, dry
50/.3
111P
SS-4 x
0/.3
10
434.0
Refusal at 10 feet
Boring terminated at 10 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 8
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 445.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 19.4ft
DRILLER: C. Odom
WATER LEVEL: 10 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457438
EASTING: 1518023
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
J
a
a- o
MATERIAL DESCRIPTION
0,¢
a- w W
aw
>
o=
w=
If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (5 Inches)
RESIDUUM: CLAYEY SILT (MH) - firm, gray
SS-1
2
3
4
7
7
tan, moist
SANDY SILT (ML) - very stiff, tan, fine, dry
SS-2
6
14
15
9
29
5
440.0
SANDY SILT (ML) - hard, tan, with rock
fragments, fine, dry
17
13
25
8
SS-3
38
20
0/.
050/.4
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) -tan to gray, with rock fragments,
SS-4
_
10
fine, moist to dry
HC
435.0
SS-5
0/.1
1
P 0/.1
15
430.0
SS-6
0/.1
050/A
Refusal at 19.4 feet
Boring terminated at 19.4 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B- 9
S&ME Project No. 1335-16-001
NOTES: Auger Refusal at 5.5 feet. Offset 5 feet
DATE DRILLED: 1/13/16
ELEVATION: 445.0 ft
east.
DRILL RIG: CME 550X
BORING DEPTH: 8.5ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457349
EASTING: 1518069
DRILLING METHOD: 31/," H.S.A.
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
w W
a
aJ
>
o =
w
w =
a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
3:
co co co
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: CLAYEY SILT (MH) - very stiff,
SS-1
3
8
8
6 16
tan, with rock fragments, moist
PARTIALLY WEATHERED ROCK: SANDY
He
23
0/.
P0/.3
SILT (ML) - tan, with rock fragments, fine, dry
SS-2
5
440.0
0/.
SS-3
0/.2
SS-4
50/0
1 050/0
Refusal at 8.5 feet
Boring terminated at 8.5 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B-10
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/14/16
ELEVATION: 446.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.0 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457484
EASTING: 1518111
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
a- w W
aJ
>
o =
w
w =
If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (5 Inches)
RESIDUUM: CLAYEY SILT (MH) - stiff, tan,
SS-1
4
4
5
9
9
moist
SANDY SILT (ML) - hard, tan, fine, moist
SS-2
5
10
23
3
33
5
441.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
SS-3
16
0/.
0/.3
HC
0/.
1
050/.4
SS-4
10
436.0
Refusal at 13 feet
Boring terminated at 13 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B-11
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 446.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.9 ft
DRILLER: C. Odom
WATER LEVEL: 1 Ft on 2/1/2016
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457395
EASTING: 1518157
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z w
REMARKS
J
a
a- o
MATERIAL DESCRIPTION
0,¢
a- w W
aw
>
o=
w=
If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (3 Inches)
RESIDUUM: CLAYEY SILT (MH) - firm to stiff,
SS-1
NOF
2
3
5
5
tan, wet
H�
SS-2
3
4
6
0
10
5
441.0
PARTIALLY WEATHERED ROCK: SANDY
SILT (ML) - tan, with rock fragments, fine, dry
19
30
0/.
P
SS-3
0/.3
50/.3
111P
SS-4 x
0/.3
10
436.0
SS-5
50/0
50/0
Refusal at 13.9 feet
Boring terminated at 13.9 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Watkins Substation
Monroe, North Carolina
BORING LOG B-12
S&ME Project No. 1335-16-001
NOTES:
DATE DRILLED: 1/13/16
ELEVATION: 448.0 ft
DRILL RIG: CME 550X
BORING DEPTH: 13.8 ft
DRILLER: C. Odom
WATER LEVEL: Not Encountered
HAMMER TYPE: Automatic
LOGGED BY: S. Mitchell
SAMPLING METHOD: Split -spoon
NORTHING: 457441
EASTING: 1518246
DRILLING METHOD: 31/," H.S.A
w
- w
BLOW COUNT
U
�
Oz
z 5 }
/ CORE DATA
w
= c7
_j
� "-'
w Cj ~
z
REMARKS
a
a- o
MATERIAL DESCRIPTION
rt
¢
w W
w aJ
>
o =
w
w =
a- If a
STANDARD PENETRATION TEST DATA
C7
w
¢ a
(blows/ft)
z
(n co (n
c
10 20 30 6080
Topsoil/Rootmat (6 Inches)
RESIDUUM: SANDY SILT (ML) - firm, tan,
SS-1
2
2
3
5
5
fine, wet
CLAYEY SILT (MH) - stiff, tan, moist
SS-2
3
5
5
0
10
5
443.0
PARTIALLY WEATHERED ROCK: SANDY
1 0
0/.
SILT (ML) - tan, with rock fragments, fine, dry
SS-3
0/.3
HC
0/.
SS-4 x
0/.3
10
438.0
SS-5
50/0
50/0
Refusal at 13.8 feet
Boring terminated at 13.8 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OFA REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
r
Page 1 of 1

Form No: TR D422-WH-1 Ga
Revision No. 0 #S&ME
Revision Date: 07114108 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME, Inc. — 9751 Southern Pine Boulevard —Charlotte, NC 28273
Project #: 1335-16-001 (01) Report Date: 2/8/16
Project Name: Watkins Substation Test Date(s): 2/16-2/8/16
-­,.T------ TTr r- - --
Client Address: Fort Mill, SC
Sample ID: B-4 Type: Split Spoon Sample Date: 1/14/16
Location: Borehole Sample: SS-1 Elevation: 1-2.5'
Sample Description: Gray Tan Clay (CH)
Cobbles
< 300 mm (12") and > 75 mm (311)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
410
Coarse Sand 0.6%
Fine Sand
1.4%
Gravel
0.0%
Medium Sand 0.8%
Silt & Clay
97.2%
Liquid Limit
55
Plastic Limit 27
Plastic Index
28
Specific Gravity
ND
Moisture Content
27.4%
Coarse Sand
0.6%
Medium Sand 0.8%
Fine Sand
1.4%
Description of Sand & Gravel Particles:
Rounded
❑ Angular 0
Hard & Durable
❑x
Soft ❑
Weathered & Friable ❑
Notes /Deviations /References:
Technician Name: Date:
Stacie Mitchell Project Engineer
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1335-16-001 (01) B-4 SS-1 (1-2.5) Wash.xls
Raleigh, NC. 27616 Page I of I

Form No: TR D422-WH-1 Ga
Revision No. 0 #S&ME
Revision Date: 07114108 Sieve Analysis of Soils
ASTMD 422 Quality Assurance
S&ME, Inc. — 9751 Southern Pine Boulevard —Charlotte, NC 28273
Project #: 1335-16-001 (01) Report Date: 2/8/16
Project Name: Watkins Substation Test Date(s): 2/16-2/8/16
-­,.T------ TTr r- - --
Client Address: Fort Mill, SC
Sample ID: B-6 Type: Split Spoon Sample Date: 1/14/16
Location: Borehole Sample: SS-2 Elevation: 3.5-5'
Sample Description: Tan Gray Silty Clay (CL)
� � 11�■■■rr�lliC���� �N■■■■I�M�■11�■■■���
Cobbles
< 300 mm (12") and > 75 mm (311)
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 mm and > 4.75 mm (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm (#10)
Clay
< 0.005 mm
Medium Sand
< 2.00 mm and > 0.425 mm (#40)
Colloids
< 0.001 mm
Maximum Particle Size
44
Coarse Sand 1.0%
Fine Sand
1.2%
Gravel
3.2%
Medium Sand 0.6%
Silt & Clay
94.0%
Liquid Limit
40
Plastic Limit 20
Plastic Index
20
Specific Gravity
ND
Moisture Content
25.6%
Coarse Sand
1.0%
Medium Sand 0.6%
Fine Sand
1.2%
Description of Sand & Gravel Particles:
Rounded
❑ Angular 0
Hard & Durable
❑x
Soft ❑
Weathered & Friable ❑
Notes /Deviations /References:
Technician Name: Date:
Stacie Mitchell Project Engineer
Technical Responsibility Signature Position Date
This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.
S&ME, Inc. - Corporate 3201 Spring Forest Road 1335-16-001 (01) B-6 SS-2 (3.5-5 ) Wash.xls
Raleigh, NC. 27616 Page I of I