Orchard Tie Substaion - 17757514-CR001-002_NC State Stormwater Permit_Rev_B

Stormwater Management Plan
Duke Energy
Document # 17757514-CR001-002
November 13, 2018
Contact Information
10604 Murdock Drive
Knoxville, TN 37932
Tel: [phone]
Fax: [phone]
www.mesainc.com
William Deichert
Mesa Civil Engineer
865.671.5459
[e-mail]
Ruth Neely
Duke Project Mananger
[phone]
[e-mail]
Orchard Tie
Substation
Engineers and Consultants
November 13, 2018
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Document Number 177575148-CR001-002 Rev. B
Revision Log
REV.DATE PAGE DESCRIPTION APPROVAL
A 07/27/2018 ALL Issued for Review PCC
B 11/13/2018 ALL Issued for Review PCC
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Document Number 177575148-CR001-002 Rev. B
Table of Contents
1 PROJECT DESCRIPTION...................................................................................................................3
2 SITE DESCRIPTION............................................................................................................................3
3 ADJACENT PROPERTY.....................................................................................................................4
4 SOILS ..................................................................................................................................................4
5 STORMWATER MANAGEMENT........................................................................................................4
6 STORMWATER CALCULATIONS......................................................................................................5
Appendix A – USGS Vicinity Map and NRCS Soil Map
Appendix B – Stormwater Calculations
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1 PROJECT DESCRIPTION
The purpose of the project is to construct a new 230-100 kV substation in Catawba
County, North Carolina. The project is located north and south of Elbow Road and west
of US Highway 321. The project is situated on property being purchased by Duke Energy
and totals approximately 134.79 acres. The substation yard will be approximately 13.48
acres in size and approximately 24 acres will be disturbed during construction of the
substation.
Additionally, approximately 19.48 acres will be cleared of vegetation for the installation of
electrical transmission lines and associated towers. Minimal grading will occur only in the
vicinity of line support structures and access to those structures. Clearing techniques will
vary along transmission right-of-way corridors depending upon terrain features and
vegetation types. Normally, topsoil shall not be graded, removed, or redistributed on
rights-of-way, nor shall contours be altered (except around structure foundations and to
construct diversions and roads). Root systems shall be left intact as much as possible.
Where transmission right-of-way corridors cross open land (pastures, fields, etc.), no land
disturbance will occur except as required for access roads and diversions. Where
feasible, required cut and fill slopes required on rights-of-way shall be no steeper than
2:1, stabilized the same day, and permanently seeded within 7 working days.
As part of a lease agreement between Duke Energy and the previous land owner, select
portions of the remaining property will be cleared to turn the wooded land into pasture.
After construction of the substation yard is completed, access drives and the fenced yard
will be surfaced with stone. The yard area will not receive vehicular traffic and the access
drive around the perimeter of the yard and the middle of the yard (east to west) will only
receive minimal traffic. Therefore, the yard area with the exception of the access drives
will be considered as pervious; however, for the purpose of the calculations the yard is
concerned impervious.
2 SITE DESCRIPTION
The site is currently undeveloped and consists wooded areas, both deciduous and
evergreen and grassy areas. A hill is located near the center of the property and has an
approximate elevation of 898.0. The hill slopes away in all directions. The site is located
in a watershed that drains to the South Fork Catawba River. The South Fork Catawba
River is not listed on the North Carolina impaired waters (303d) list.
The substation yard area will be graded to final elevations of approximately 877.0’ to
880.63’, requiring cuts of approximately 25 feet and fills of approximately 40 feet. The
yard area will have a high point near the center of the yard and extending north and south
the length of the yard and will have a stone surfacing. An access drive approximately 750
feet long will provide access to the station from Elbow Road. Existing trees and vegetation
will be protected as much as possible and will only be cleared within the limits of grading
and where necessary for the transmission lines and towers.
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3 ADJACENT PROPERTY
Land use in the vicinity of the project site consists of undeveloped land covered by woods
or grasses for agricultural uses. There are some residential structures located along
Elbow Road southeast and southwest of the property.
4 SOILS
The NRCS Soils Survey map for the project area identified seven different soil types
summarized in the table below.
Map Unit Symbol Map Unit Name Hydrologic Soil Group
CoA Congaree loam, 0 to 2 percent slopes, frequently
flooded
C
LcB Lloyd loam 2 to 6 percent slopes B
LcE Lloyd loam 15 to 25 percent slopes B
LdB2 Lloyd loam 2 to 6 percent slopes, moderately
eroded
B
LdC2 Lloyd loam 6 to 10 percent slopes, moderately
eroded
B
MkF4 Madison-Udorthents complex, 25 to 45 percent
slopes, gullied
B
PaE3 Pacolet clay loam, 10 to 25 percent slopes,
severely eroded
B
5 STORMWATER MANAGEMENT
The proposed substation development will be considered high density development. The
total proposed site area is approximately 134.79 acres and much of this will remain
undeveloped. The substation yard and associated access drives will consist of
approximately 13.48 acres. During construction and rough grading of the project site
sediment basins will be installed on the east and west side of the substation. The
substation yard will be graded with a high point or ridge running generally north to south
and dividing the substation yard in half. The substation yard will have approximately a 1%
cross slope.
A gravel access drive will be constructed from Elbow Road (SR 2114) to the substation.
The access drive will continue inside the substation around the perimeter of the substation
fence. Two access drives will run generally east and west across the center of the
substation yard. The access drives will be constructed of crushed stone with a crown
along the centerline. The substation yard area will have a stone surface. Since the
substation is unmanned there will be minimal vehicular traffic on the access roads and
the majority of the yard area will rarely see vehicular traffic after construction is complete.
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As discussed above, the substation will be graded with a high point running generally
north to south and dividing the substation in half east to west. Stormwater runoff will sheet
flow across the yard area towards the east and west sides. The access drive along the
east and west sides will create a high point for the stormwater runoff that sheet flows
across the yard and the stormwater will be collected in a series of catch basins and drain
pipes inside the access drive along the east and west sides to collect stormwater runoff
that may collect along the access drives. The stormwater drains will convey stormwater
to the wet ponds on the east and west side. Two oil water separators (40,000 gallons
each) will be installed and tied to the storm drain system. The oil water separators will
collect runoff and/or any spills or leaks from electrical equipment containing oil.
After construction is complete and the site is stabilized the the sediment basins will be
converted to wet ponds, the sediment basin skimmers will be removed and the outfall
structures will be modified or replaced to serve as a permanent outlet structure, and
maintain post-construction peak flows below pre-construction peak flows.
6 STORMWATER CALCULATIONS
Stormwater calculations are included in Appendix B. These calculations include pre-
construction runoff calculations, post construction runoff calculations, calculations for
sediment basins, calculations for culverts, and selection of energy dissipaters.
HydroCAD version 10.0 was used to develop the stormwater runoff peak flows.
As discussed previously the project will construct a new approximately 13.48 acre
substation. The NCDEQ Stormwater Design Manual was used as guidance for the design
of the wet ponds. The Simple Method for Runoff Volume was used with a 1-inch storm to
determine the design volume. The Hydraulic Retention Time (HRT) Method was used to
size the main pool of the wet ponds. The forebay of the wet pond was sized to have 15%
of the volume of the main pool. The outlet structures are equipped with low flow orifices
sized to drawdown the temporary pool in a time period of 2 to 5 days. The outfall
structures in each wet pond will attenuate stormwater runoff peak flows so the substation
post development peak flows will be less than the predevelopment runoff peak flows. The
stormwater basins and outfall structures were designed conservatively considering the
yard surface as impervious.
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Summary Table
Pre-Construction Peak Discharge (cfs)
Drainage
Area
1-yr, 24-hr 2-yr, 24-hr 10-yr, 24-hr 25-yr, 24-hr 100-yr, 24-hr
Area 1 12.38 20.28 47.46 60.62 83.89
Area 2 6.73 11.47 28.72 37.32 52.78
Area 3 10.17 18.14 47.02 61.35 87.04
Area 4 30.81 50.41 119.14 152.4 211.28
Area 5 1.40 2.29 5.38 6.89 9.55
Post-Construction Peak Discharge (cfs)
Drainage
Area
1-yr, 24-hr 2-yr, 24-hr 10-yr, 24-hr 25-yr, 24-hr 100-yr, 24-hr
Area 1 5.72 10.84 36.0 51.26 80.12
Area 2 5.41 9.75 26.55 35.12 50.54
Area 3 5.55 9.33 25.93 37.23 56.10
Area 4 23.79 42.26 110.47 144.95 206.51
Area 5 1.11 1.90 4.81 6.25 8.81
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Appendix A
USGS Vicinity Map & NRCS Soils
Map
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Project Vicinity Map
Source: USGS Reepsville, NC Quadrangle 2016
PROJECT SITE
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Appendix C
Stormwater Calculations
Design Volume, HRT Method Pond Sizing, Pre-construction Stormwater
Runoff Calculations, Post-construction Stormwater Runoff Calculations,
Yard Drain System, and Access Drive Culverts
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Design Volume and HRT Method Pond Sizing Calculations:
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Pre-construction Stormwater Runoff Calculations:
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Pre-construction Stormwater Runoff Calculations: 1-year, 24-hour event
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Pre-construction Stormwater Runoff Calculations: 2-year, 24-hour event
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Pre-construction Stormwater Runoff Calculations: 10-year, 24-hour event
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Pre-construction Stormwater Runoff Calculations: 25-year, 24-hour event
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Pre-construction Stormwater Runoff Calculations: 100-year, 24-hour event
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Post-construction Stormwater Runoff Calculations:
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Post-construction Stormwater Runoff Calculations: 1-year, 24-hour event
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Post-construction Stormwater Runoff Calculations: 2-year, 24-hour event
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Post-construction Stormwater Runoff Calculations: 10-year, 24-hour event
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Post-construction Stormwater Runoff Calculations: 25-year, 24-hour event
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Post-construction Stormwater Runoff Calculations: 100-year, 24-hour event
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Yard Drain System – West Side Drainage System:
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Yard Drain System – East Side Yard Drain System:
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Access Drive Culverts:
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