Lansing substation - 3-23-18 REV project manual

UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
LANSING 100-12.5kV SUBSTATION
PREPARED FOR:
BLUE RIDGE ELECTRIC MEMBERSHIP CORPORATION
1216 BLOWING ROCK BLVD. NE PO BOX 112
LENOIR, NC 28645
PHONE: [phone]
PROJECT REPORT
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
Blue Ridge Electric Membership Corporation (“Blue Ridge Energ y”)proposes to construct the
new Lansing 100-12.5kV Substation to increase the electrical capacity and reliability in central
Ashe County, North Carolina.The existing Warrensville and United Chemi-Con Substations are
currently serving the existing electrical load,but due to the age of the existing equipment, Blue
Ridge Energy has determined the existing facilities need to be decommissioned, removed,and a
replacement facility built.
When completed, the substation pad will be covered in 3 inches of uniformly-graded, #57
washed stone underlain by 6 inches of crusher run (ABC mix).The access drives will be covered
with approximately 8” of compacted crusher run gravel topped by 4 inches of washed #57
stone during construction. Upon completion of substation construction, the driveway will be
paved with asphalt from the edge of pavement on Hwy 194 to the edge of the substation pad,
as shown on the grading and erosion control drawings.Total built upon area will be
approximately 1.32 acres.
Property Description
The property consists of two parcels and is owned by Blue Ridge Energy. It is listed in the Ashe
County GIS system in Plat Book 00008, Page 901. The total acreage of the two parcels is 20.95
acres.The property is located within the North Fork of the New River Basin.
Currently the property is undeveloped and consists of mixed hardwood forest with small areas
of spicebush and flowering dogwoods.While no wetlands or state or federally listed
endangered species were found to be present by a third party environmental consultant, two
first-order perennial streams, determined to be Jurisdictional to the U.S. Army Corps of
Engineers (“USACE”),have been identified on site.
The eastern-most stream, identified as Stream 1, parallels the existing driveway to the property
and extends from a small seepage just below the roadbed, and flows down and into a small
catch basin which crosses under Highway 194 and into the New River.
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
The western-most stream, identified as Stream 2, originates approximately 200 f eet north of
the existing logging road (north of the proposed substation)and flows through a culvert under
the existing roadbed. The stream then passes through a small spring box before it exits the
property to the south/southwest.
Soils on site consist primarily of Braddock-Urban Land Complex (BuC),Colvard Fine Sandy Loam
(Co), and Evard Loam (EvF). Soils are primarily classified as Type A/B hydrologic soils.
Proposed Improvements
Both existing Warrensville and United Chemi -Con substations were constructed in the early
1950’s and are located on the banks of the New River. Annual dissolved gas analysis (“DGA”)
testing reports have recently shown internal insulation degradation of the transformers, which
will likely lead to transformer failure in the future. The current Spill Prevention, Control, and
Countermeasure (“SPCC”)plan identifies a concern that, in the event of an oil leak,
contaminants could quickly make their way into the river. Therefore, this project calls for the
construction of a new electrical substation to ensure electrical reliability standards are
maintained while providing maximum protection to environmental resources.
The substation will be scheduled and constructed in phases to ensure adequate sediment and
erosion control measures are maintained, and to aid in the creation of a working space to
perform the overall site construction.
Phase I will consist of the widening and construction of the first 250 linear feet of the existing
roadbed. The road shall be widened to 20 feet (with 2-foot shoulders). A cut-slope swale will be
installed along the east side of the access road to collect stormwater runoff. This swale will be
protected by rip-rap to help prevent erosive conditions and sediment runoff. An 18” cross-
under culvert will be installed near the entrance of the driveway to convey stormwater runoff
under the driveway to the existing culvert under Highway 194. A temporary construction
entrance will be constructed at the highway and entrance to the property for all construction
traffic. Additionally,a small mechanically stabilized earth (“MSE”)retaining wall will be installed
along the west side of the access drive, to minimize disturbance into the stream buffer. A ll
debris and spoils from the site will be promptly removed and properly disposed of in permitted
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
disposal sites, as directed by Blue Ridge Energy. This section of access road will rise at an
approximate 23% slope and therefore will be either graveled or seeded (for stabilization) prior
to moving to the next phase of construction.
Phase II will consist of the widening and construction of the next 250 linear feet of access road
up to the substation perimeter. This section will begin as a standard 20 -foot (with 2-foot wide
shoulders), gravel paved access drive, as per Phase I above. However, the Phase II section will
increase in width as the drive reaches the substation. As in Phase I of construction, the access
drive will incorporate a rip-rapped, cut-slope swale along the north/west side, and two 18”
reinforced concrete pipe (“RCP”)cross culverts for drainage. The cut-slope swales will be lined
with geotextile fabric and rip-rapped, with all graded and disturbed surfaces graveled and/or
grassed as soon as possible. This phase of construction will rise at an approximate 16% slope
until it nears the substation perimeter, where the slope will then decrease to approximately 3%
slope into the substation. As with Phase I construction, all graded and disturbed surfaces will be
either graveled or seeded (for stabilization) prior to proceeding to the next phase of
construction.
Phase III will consist of grading and construction of the substation pad. This work will involve
the construction of approximately 650 feet of MSE retaining wall around the perimeter of the
substation pad. All excavated material for construction of the retaining walls are proposed to
be stockpiled near the center of the substation pad (in the vicinity of the existing knoll).
Appropriate erosion control measures will be installed around all stockpiled and exposed soils.
Along with the construction of the retaining walls, the grade of the substation pad will rise
accordingly. As in previous construction phases, all disturbed areas will be seeded (for
stabilization) as soon as possible, and following completion of construction in the area. With
the completion of construction of the substation pad, an underground drainage system will be
installed. Appropriate erosion control measures will be installed for all catch basins and all
associated outlets will be promptly armored for stabilization.
Calculations for the proposed drainage system and for swale stability are included in the
appendix.Since this is a low density development (7.9 % built upon area), post construction
storm water controls for the site are not required.
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
Phase IV will consist of the grading and construction of the remaining secondary access drive to
connect to the existing logging road system. As in all other phases of construction, appropriate
erosion control measures will be installed during construction, and all graded and disturbed
areas will be seeded (for stabilization) as soon as possible upon completion of construction in
the area.
It should also be noted that a 100 kV transmission line will be built to coincide with this new
substation. However, the line alignment is yet to be finalized and will be submitted separately.
The substation site and access road is expected to generate an excess of material during
grading operations. This material will be stored on site in an area designated on the plans.
Sediment and Erosion Control
During construction, minimizing sediment loss is the priority. All disturbed slopes, 2:1 or
greater, will be covered in erosion control matting upon completion of land disturbing
activities.Temporary and permanent ground cover stabilization will be performed in
accordance with the requirements of the construction general permit and the North Carolina
Department of Environmental Quality (NCDEQ)Erosion and Sediment Control Manual.
Sediment and erosion control will be accomplished with the installation of skimmer basins
placed throughout the disturbed area. In addition, diversion berms will be used to bypass
runoff water from undisturbed areas. Perimeter controls consist of silt fences and rock outlets.
Energy dissipaters will be placed at the discharge of each culvert to control erosion at the
discharge of the culvert pipes,
The sediment basins will be used to contain sediment-laden water until the exposed soils can
be stabilized.In areas of possible concentrated flow, the plan shows the installation of rock
outlets in the silt fence. The outlets will serve as a “relief point” and will allow for stormwater
to pass through as the sediment filters out.
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
Additionally, rip-rap lined channels will be utilized to control erosion in the channels. The use of
rip-rap will minimize erosive conditions and therefore reduce the amount of sediment travel
until site stabilization.
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
CALCULATIONS
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:01/19/2018 Revision:
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
STORM DRAIN
CALCULATIONS
2S
Swale 2 Watershed
3S
Swale 3 Watershed
5S
CB #5 Watershed
6S
CB #6 Watershed
9S
CB #8 Watershed
13S
CB #9 Watershed 2R
Swale 2
3RA
Swale 3 A
3RB
Swale 3 B
13R
(new Reach)
14R
(new Reach)
1PCB
CULVERT 1
5PCB
CB #5
6PCB
CB #6
9PCB
CB #9
10PCB
CB #8
Drainage Diagram for Lansing Substation Part 2
Prepared by {enter your company name here}, Printed 1/31/2018
HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 2HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line#Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Diam/Width
(inches)
Height
(inches)
1 13R 2,752.88 2,744.33 33.0 0.2591 0.013 18.0 0.0
2 14R 2,752.50 2,749.47 85.0 0.0356 0.013 18.0 0.0
3 1P 2,756.69 2,756.00 33.0 0.0209 0.013 18.0 0.0
4 5P 2,753.50 2,752.50 88.0 0.0114 0.013 18.0 0.0
5 6P 2,752.50 2,749.47 78.0 0.0388 0.013 18.0 0.0
6 9P 2,745.25 2,743.42 28.0 0.0654 0.013 18.0 0.0
7 10P 2,753.50 2,752.88 88.0 0.0070 0.012 18.0 0.0
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 3HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Time span=5.00-30.00 hrs, dt=0.01 hrs, 2501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Runoff Area=0.730 ac 0.00% Impervious Runoff Depth=1.95"Subcatchment2S:Swale 2 Watershed
Flow Length=535' Tc=6.0 min CN=65 Runoff=2.55 cfs 0.119 af
Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=2.54"Subcatchment3S:Swale 3 Watershed
Flow Length=204' Slope=0.1600 '/' Tc=0.2 min CN=72 Runoff=1.22 cfs 0.047 af
Runoff Area=0.190 ac 0.00% Impervious Runoff Depth>3.88"Subcatchment5S:CB #5 Watershed
Flow Length=40' Slope=0.0124 '/' Tc=0.6 min CN=86 Runoff=1.50 cfs 0.061 af
Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>3.88"Subcatchment6S:CB #6 Watershed
Flow Length=25' Slope=0.0200 '/' Tc=0.3 min CN=86 Runoff=1.26 cfs 0.052 af
Runoff Area=0.190 ac 0.00% Impervious Runoff Depth>3.88"Subcatchment9S:CB #8 Watershed
Flow Length=54' Slope=0.0090 '/' Tc=0.9 min CN=86 Runoff=1.48 cfs 0.061 af
Runoff Area=0.220 ac 0.00% Impervious Runoff Depth>3.88"Subcatchment13S:CB #9 Watershed
Flow Length=50' Slope=0.0100 '/' Tc=0.8 min CN=86 Runoff=1.73 cfs 0.071 af
Avg. Depth=0.12' Max Vel=6.48 fps Inflow=2.55 cfs 0.119 afReach2R:Swale 2
n=0.022 L=169.0' S=0.1733 '/' Capacity=107.56 cfs Outflow=2.54 cfs 0.119 af
Avg. Depth=0.07' Max Vel=5.34 fps Inflow=1.22 cfs 0.047 afReach3RA:Swale 3 A
n=0.022 L=107.0' S=0.2243 '/' Capacity=122.37 cfs Outflow=1.21 cfs 0.047 af
Avg. Depth=0.17' Max Vel=5.50 fps Inflow=3.13 cfs 0.165 afReach3RB:Swale 3 B
n=0.022 L=97.0' S=0.0825 '/' Capacity=74.20 cfs Outflow=3.13 cfs 0.165 af
Avg. Depth=0.25' Max Vel=16.65 fps Inflow=3.31 cfs 0.133 afReach13R:(new Reach)
18.0" Round Pipe n=0.013 L=33.0' S=0.2591 '/' Capacity=53.47 cfs Outflow=3.21 cfs 0.133 af
Avg. Depth=0.38' Max Vel=7.88 fps Inflow=2.75 cfs 0.113 afReach14R:(new Reach)
18.0" Round Pipe n=0.013 L=85.0' S=0.0356 '/' Capacity=19.83 cfs Outflow=2.75 cfs 0.113 af
Peak Elev=2,757.43' Inflow=2.54 cfs 0.119 afPond1P:CULVERT 1
18.0" Round Culvert n=0.013 L=33.0' S=0.0209 '/' Outflow=2.54 cfs 0.119 af
Peak Elev=2,754.11' Inflow=1.50 cfs 0.061 afPond5P:CB #5
18.0" Round Culvert n=0.013 L=88.0' S=0.0114 '/' Outflow=1.50 cfs 0.061 af
Peak Elev=2,753.43' Inflow=2.75 cfs 0.113 afPond6P:CB #6
18.0" Round Culvert n=0.013 L=78.0' S=0.0388 '/' Outflow=2.75 cfs 0.113 af
Peak Elev=2,753.28' Inflow=3.21 cfs 0.133 afPond9P:CB #9
18.0" Round Culvert n=0.013 L=28.0' S=0.0654 '/' Outflow=3.31 cfs 0.133 af
Peak Elev=2,754.07' Inflow=1.48 cfs 0.061 afPond10P:CB #8
18.0" Round Culvert n=0.012 L=88.0' S=0.0070 '/' Outflow=1.48 cfs 0.061 af
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 4HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Total Runoff Area = 1.710 ac Runoff Volume = 0.411 af Average Runoff Depth = 2.88"
100.00% Pervious = 1.710 ac 0.00% Impervious = 0.000 ac
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 5HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Swale 2 Watershed
Runoff =2.55 cfs @ 11.98 hrs, Volume=0.119 af, Depth=1.95"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=5.44"
Area (ac)CN Description
0.420 60 Woods, Fair, HSG B
0.260 69 Pasture/grassland/range, Fair, HSG B
0.050 85 Gravel roads, HSG B
0.730 65 Weighted Average
0.730 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
4.0 28 0.0900 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.63"
1.8 302 0.3200 2.83 Shallow Concentrated Flow, Woods
Woodland Kv= 5.0 fps
0.1 36 0.5900 5.38 Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.1 169 0.1700 19.27 211.99 Channel Flow, Ditch
Area= 11.0 sf Perim= 12.0' r= 0.92'
n= 0.030 Earth, grassed & winding
6.0 535 Total
Subcatchment 2S: Swale 2 Watershed
Runoff
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)2
1
0
Type II 24-hr 10 Year
Rainfall=5.44"
Runoff Area=0.730 ac
Runoff Volume=0.119 af
Runoff Depth=1.95"
Flow Length=535'
Tc=6.0 min
CN=65
2.55 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 6HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Swale 3 Watershed
[49] Hint: Tc<2dt may require smaller dt
Runoff =1.22 cfs @ 11.90 hrs, Volume=0.047 af, Depth=2.54"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=5.44"
Area (ac)CN Description
0.180 69 Pasture/grassland/range, Fair, HSG B
0.040 85 Gravel roads, HSG B
0.220 72 Weighted Average
0.220 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
0.2 204 0.1600 18.70 205.66 Channel Flow, Ditch
Area= 11.0 sf Perim= 12.0' r= 0.92'
n= 0.030 Earth, grassed & winding
Subcatchment 3S: Swale 3 Watershed
Runoff
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)1
0
Type II 24-hr 10 Year
Rainfall=5.44"
Runoff Area=0.220 ac
Runoff Volume=0.047 af
Runoff Depth=2.54"
Flow Length=204'
Slope=0.1600 '/'
Tc=0.2 min
CN=72
1.22 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 7HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Subcatchment 5S: CB #5 Watershed
[49] Hint: Tc<2dt may require smaller dt
Runoff =1.50 cfs @ 11.91 hrs, Volume=0.061 af, Depth>3.88"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=5.44"
Area (ac)CN Description
0.190 86 Newly graded area, HSG B
0.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
0.6 40 0.0124 1.11 Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
Subcatchment 5S: CB #5 Watershed
Runoff
Hydrograph
Time (hours)
30292827262524232221201918171615141312111098765Flow (cfs)1
0
Type II 24-hr 10 Year
Rainfall=5.44"
Runoff Area=0.190 ac
Runoff Volume=0.061 af
Runoff Depth>3.88"
Flow Length=40'
Slope=0.0124 '/'
Tc=0.6 min
CN=86
1.50 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 8HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Subcatchment 6S: CB #6 Watershed
[49] Hint: Tc<2dt may require smaller dt
Runoff =1.26 cfs @ 11.90 hrs, Volume=0.052 af, Depth>3.88"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=5.44"
Area (ac)CN Description
0.160 86 Newly graded area, HSG B
0.160 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
0.3 25 0.0200 1.41 Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
Subcatchment 6S: CB #6 Watershed
Runoff
Hydrograph
Time (hours)
30292827262524232221201918171615141312111098765Flow (cfs)1
0
Type II 24-hr 10 Year
Rainfall=5.44"
Runoff Area=0.160 ac
Runoff Volume=0.052 af
Runoff Depth>3.88"
Flow Length=25'
Slope=0.0200 '/'
Tc=0.3 min
CN=86
1.26 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 9HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: CB #8 Watershed
[49] Hint: Tc<2dt may require smaller dt
Runoff =1.48 cfs @ 11.91 hrs, Volume=0.061 af, Depth>3.88"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=5.44"
Area (ac)CN Description
0.190 86 Newly graded area, HSG B
0.190 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
0.9 54 0.0090 0.95 Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
Subcatchment 9S: CB #8 Watershed
Runoff
Hydrograph
Time (hours)
30292827262524232221201918171615141312111098765Flow (cfs)1
0
Type II 24-hr 10 Year
Rainfall=5.44"
Runoff Area=0.190 ac
Runoff Volume=0.061 af
Runoff Depth>3.88"
Flow Length=54'
Slope=0.0090 '/'
Tc=0.9 min
CN=86
1.48 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 10HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Subcatchment 13S: CB #9 Watershed
[49] Hint: Tc<2dt may require smaller dt
Runoff =1.73 cfs @ 11.91 hrs, Volume=0.071 af, Depth>3.88"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year Rainfall=5.44"
Area (ac)CN Description
0.220 86 Newly graded area, HSG B
0.220 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)(feet)(ft/ft)(ft/sec)(cfs)
0.8 50 0.0100 1.00 Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
Subcatchment 13S: CB #9 Watershed
Runoff
Hydrograph
Time (hours)
30292827262524232221201918171615141312111098765Flow (cfs)1
0
Type II 24-hr 10 Year
Rainfall=5.44"
Runoff Area=0.220 ac
Runoff Volume=0.071 af
Runoff Depth>3.88"
Flow Length=50'
Slope=0.0100 '/'
Tc=0.8 min
CN=86
1.73 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 11HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Reach 2R: Swale 2
Inflow Area =0.730 ac,0.00% Impervious, Inflow Depth =1.95" for 10 Year event
Inflow =2.55 cfs @ 11.98 hrs, Volume=0.119 af
Outflow =2.54 cfs @ 11.98 hrs, Volume=0.119 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Max. Velocity= 6.48 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 1.67 fps, Avg. Travel Time= 1.7 min
Peak Storage= 66 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.12'
Bank-Full Depth= 1.00', Capacity at Bank-Full= 107.56 cfs
3.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 2.0 '/' Top Width= 7.00'
Length= 169.0' Slope= 0.1733 '/'
Inlet Invert= 2,786.00', Outlet Invert= 2,756.71'
Reach 2R: Swale 2
Inflow
Outflow
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)2
1
0
Inflow Area=0.730 ac
Avg. Depth=0.12'
Max Vel=6.48 fps
n=0.022
L=169.0'
S=0.1733 '/'
Capacity=107.56 cfs
2.55 cfs
2.54 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 12HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Reach 3RA: Swale 3 A
Inflow Area =0.220 ac,0.00% Impervious, Inflow Depth =2.54" for 10 Year event
Inflow =1.22 cfs @ 11.90 hrs, Volume=0.047 af
Outflow =1.21 cfs @ 11.91 hrs, Volume=0.047 af, Atten= 1%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.34 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.58 fps, Avg. Travel Time= 1.1 min
Peak Storage= 24 cf @ 11.91 hrs, Average Depth at Peak Storage= 0.07'
Bank-Full Depth= 1.00', Capacity at Bank-Full= 122.37 cfs
3.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 2.0 '/' Top Width= 7.00'
Length= 107.0' Slope= 0.2243 '/'
Inlet Invert= 2,780.00', Outlet Invert= 2,756.00'
Reach 3RA: Swale 3 A
Inflow
Outflow
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)1
0
Inflow Area=0.220 ac
Avg. Depth=0.07'
Max Vel=5.34 fps
n=0.022
L=107.0'
S=0.2243 '/'
Capacity=122.37 cfs
1.22 cfs
1.21 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 13HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Reach 3RB: Swale 3 B
[62] Warning: Exceeded Reach 3RA OUTLET depth by 0.13' @ 12.00 hrs
Inflow Area =0.950 ac,0.00% Impervious, Inflow Depth =2.09" for 10 Year event
Inflow =3.13 cfs @ 11.96 hrs, Volume=0.165 af
Outflow =3.13 cfs @ 11.96 hrs, Volume=0.165 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.50 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.42 fps, Avg. Travel Time= 1.1 min
Peak Storage= 55 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.17'
Bank-Full Depth= 1.00', Capacity at Bank-Full= 74.20 cfs
3.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 2.0 '/' Top Width= 7.00'
Length= 97.0' Slope= 0.0825 '/'
Inlet Invert= 2,756.00', Outlet Invert= 2,748.00'
Reach 3RB: Swale 3 B
InflowOutflow
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)3
2
1
0
Inflow Area=0.950 ac
Avg. Depth=0.17'
Max Vel=5.50 fps
n=0.022
L=97.0'
S=0.0825 '/'
Capacity=74.20 cfs
3.13 cfs
3.13 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 14HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Reach 13R: (new Reach)
[52] Hint: Inlet/Outlet conditions not evaluated
[80] Warning: Exceeded Pond 9P by 7.68' @ 13.38 hrs (22.40 cfs 6.890 af)
Inflow Area =0.410 ac,0.00% Impervious, Inflow Depth >3.88" for 10 Year event
Inflow =3.31 cfs @ 11.91 hrs, Volume=0.133 af
Outflow =3.21 cfs @ 11.91 hrs, Volume=0.133 af, Atten= 3%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Max. Velocity= 16.65 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 4.63 fps, Avg. Travel Time= 0.1 min
Peak Storage= 6 cf @ 11.91 hrs, Average Depth at Peak Storage= 0.25'
Bank-Full Depth= 1.50', Capacity at Bank-Full= 53.47 cfs
18.0" Round Pipe
n= 0.013
Length= 33.0' Slope= 0.2591 '/'
Inlet Invert= 2,752.88', Outlet Invert= 2,744.33'
Reach 13R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)3
2
1
0
Inflow Area=0.410 ac
Avg. Depth=0.25'
Max Vel=16.65 fps
18.0"
Round Pipe
n=0.013
L=33.0'
S=0.2591 '/'
Capacity=53.47 cfs
3.31 cfs
3.21 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 15HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Reach 14R: (new Reach)
[52] Hint: Inlet/Outlet conditions not evaluated
[80] Warning: Exceeded Pond 6P by 0.01' @ 24.04 hrs (0.00 cfs 0.000 af)
Inflow Area =0.350 ac,0.00% Impervious, Inflow Depth >3.88" for 10 Year event
Inflow =2.75 cfs @ 11.91 hrs, Volume=0.113 af
Outflow =2.75 cfs @ 11.91 hrs, Volume=0.113 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Max. Velocity= 7.88 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 2.18 fps, Avg. Travel Time= 0.7 min
Peak Storage= 30 cf @ 11.91 hrs, Average Depth at Peak Storage= 0.38'
Bank-Full Depth= 1.50', Capacity at Bank-Full= 19.83 cfs
18.0" Round Pipe
n= 0.013
Length= 85.0' Slope= 0.0356 '/'
Inlet Invert= 2,752.50', Outlet Invert= 2,749.47'
Reach 14R: (new Reach)
InflowOutflow
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)3
2
1
0
Inflow Area=0.350 ac
Avg. Depth=0.38'
Max Vel=7.88 fps
18.0"
Round Pipe
n=0.013
L=85.0'
S=0.0356 '/'
Capacity=19.83 cfs
2.75 cfs
2.75 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 16HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Pond 1P: CULVERT 1
[62] Warning: Exceeded Reach 2R OUTLET depth by 0.60' @ 11.98 hrs
Inflow Area =0.730 ac,0.00% Impervious, Inflow Depth =1.95" for 10 Year event
Inflow =2.54 cfs @ 11.98 hrs, Volume=0.119 af
Outflow =2.54 cfs @ 11.98 hrs, Volume=0.119 af, Atten= 0%, Lag= 0.0 min
Primary =2.54 cfs @ 11.98 hrs, Volume=0.119 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 2,757.43' @ 11.98 hrs
Flood Elev= 2,760.00'
Device Routing Invert Outlet Devices
#1 Primary 2,756.69'18.0" Round Culvert
L=33.0'RCP,sq.cut end projecting,Ke=0.500
Outlet Invert=2,756.00'S=0.0209 '/'Cc=0.900 n= 0.013
Primary OutFlow Max=2.54 cfs @ 11.98 hrs HW=2,757.43' TW=2,756.17' (Dynamic Tailwater)
1=Culvert (Inlet Controls 2.54 cfs @ 2.93 fps)
Pond 1P: CULVERT 1
InflowPrimary
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)2
1
0
Inflow Area=0.730 ac
Peak Elev=2,757.43'
18.0"
Round Culvert
n=0.013
L=33.0'
S=0.0209 '/'
2.54 cfs
2.54 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 17HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Pond 5P: CB #5
Inflow Area =0.190 ac,0.00% Impervious, Inflow Depth >3.88" for 10 Year event
Inflow =1.50 cfs @ 11.91 hrs, Volume=0.061 af
Outflow =1.50 cfs @ 11.91 hrs, Volume=0.061 af, Atten= 0%, Lag= 0.0 min
Primary =1.50 cfs @ 11.91 hrs, Volume=0.061 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 2,754.11' @ 11.91 hrs
Flood Elev= 2,758.50'
Device Routing Invert Outlet Devices
#1 Primary 2,753.50'18.0" Round Culvert
L=88.0'RCP,sq.cut end projecting,Ke=0.500
Outlet Invert=2,752.50'S=0.0114 '/'Cc=0.900 n= 0.013
Primary OutFlow Max=1.47 cfs @ 11.91 hrs HW=2,754.11' TW=2,753.42' (Dynamic Tailwater)
1=Culvert (Outlet Controls 1.47 cfs @ 3.26 fps)
Pond 5P: CB #5
Inflow
Primary
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)1
0
Inflow Area=0.190 ac
Peak Elev=2,754.11'
18.0"
Round Culvert
n=0.013
L=88.0'
S=0.0114 '/'
1.50 cfs
1.50 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 18HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Pond 6P: CB #6
Inflow Area =0.350 ac,0.00% Impervious, Inflow Depth >3.88" for 10 Year event
Inflow =2.75 cfs @ 11.91 hrs, Volume=0.113 af
Outflow =2.75 cfs @ 11.91 hrs, Volume=0.113 af, Atten= 0%, Lag= 0.0 min
Primary =2.75 cfs @ 11.91 hrs, Volume=0.113 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 2,753.43' @ 11.91 hrs
Flood Elev= 2,758.50'
Device Routing Invert Outlet Devices
#1 Primary 2,752.50'18.0" Round Culvert
L=78.0'RCP,sq.cut end projecting,Ke=0.500
Outlet Invert=2,749.47'S=0.0388 '/'Cc=0.900 n= 0.013
Primary OutFlow Max=2.71 cfs @ 11.91 hrs HW=2,753.42' TW=2,752.87' (Dynamic Tailwater)
1=Culvert (Outlet Controls 2.71 cfs @ 3.41 fps)
Pond 6P: CB #6
Inflow
Primary
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)3
2
1
0
Inflow Area=0.350 ac
Peak Elev=2,753.43'
18.0"
Round Culvert
n=0.013
L=78.0'
S=0.0388 '/'
2.75 cfs
2.75 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 19HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Pond 9P: CB #9
[90] Warning: Qout>Qin may require Finer Routing or smaller dt
[87] Warning: Oscillations may require Finer Routing or smaller dt
Inflow Area =0.410 ac,0.00% Impervious, Inflow Depth >3.88" for 10 Year event
Inflow =3.21 cfs @ 11.91 hrs, Volume=0.133 af
Outflow =3.31 cfs @ 11.91 hrs, Volume=0.133 af, Atten= 0%, Lag= 0.0 min
Primary =3.31 cfs @ 11.91 hrs, Volume=0.133 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 2,753.28' @ 11.91 hrs
Flood Elev= 2,758.50'
Device Routing Invert Outlet Devices
#1 Primary 2,745.25'18.0" Round Culvert #8
L=28.0'RCP,sq.cut end projecting,Ke=0.500
Outlet Invert=2,743.42'S=0.0654 '/'Cc=0.900 n= 0.013
Primary OutFlow Max=3.26 cfs @ 11.91 hrs HW=2,753.28' TW=2,753.13' (Dynamic Tailwater)
1=Culvert #8 (Inlet Controls 3.26 cfs @ 1.85 fps)
Pond 9P: CB #9
InflowPrimary
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)3
2
1
0
Inflow Area=0.410 ac
Peak Elev=2,753.28'
18.0"
Round Culvert
n=0.013
L=28.0'
S=0.0654 '/'
3.21 cfs3.31 cfs
Type II 24-hr 10 Year Rainfall=5.44"Lansing Substation Part 2
Printed 1/31/2018Prepared by {enter your company name here}
Page 20HydroCAD® 9.00 s/n 05036 © 2009 HydroCAD Software Solutions LLC
Summary for Pond 10P: CB #8
Inflow Area =0.190 ac,0.00% Impervious, Inflow Depth >3.88" for 10 Year event
Inflow =1.48 cfs @ 11.91 hrs, Volume=0.061 af
Outflow =1.48 cfs @ 11.91 hrs, Volume=0.061 af, Atten= 0%, Lag= 0.0 min
Primary =1.48 cfs @ 11.91 hrs, Volume=0.061 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 2,754.07' @ 11.91 hrs
Flood Elev= 2,758.50'
Device Routing Invert Outlet Devices
#1 Primary 2,753.50'18.0" Round Culvert
L=88.0'RCP,sq.cut end projecting,Ke=0.500
Outlet Invert=2,752.88'S=0.0070 '/'Cc=0.900
n=0.012 Concrete pipe,finished
Primary OutFlow Max=1.48 cfs @ 11.91 hrs HW=2,754.07' TW=2,753.28' (Dynamic Tailwater)
1=Culvert (Barrel Controls 1.48 cfs @ 3.55 fps)
Pond 10P: CB #8
InflowPrimary
Hydrograph
Time (hours)30292827262524232221201918171615141312111098765Flow (cfs)1
0
Inflow Area=0.190 ac
Peak Elev=2,754.07'
18.0"
Round Culvert
n=0.012
L=88.0'
S=0.0070 '/'
1.48 cfs
1.48 cfs
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
PERMANENT ROAD
SWALE CALCULATIONS
Form SW401-Low Density-Rev.3-2/10/09 Page 1 of 4
Permit No.
(to be provided by DEMLR)
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances.Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18).Low density requirements and density factors can be
found in Session Law 2008-211,15A NCAC 2H .1000, Session Law 2006-246 and the State of North Carolina
Stormwater Best Management Practice Manual.Curb and gutter systems are allowed provided they meet the
requirements in 15A NCAC 2H .1008(g).
I.PROJECT INFORMATION
Project Name :Lansing Substation
Contact Person:Ralph Seamon, P.E.Phone Number:(828 )759-8928
Number of Lots:1 Allowable Built Upon Area (BUA)Per Lot*:
Number of Dwelling Units Per Acre**:
Low Density Development (check one):without curb & gutter with curb & gutter,outlets to (check one):
Swales Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA sh all be
shown in units of square feet.
**(Phase II Post-Construction [non-SA]only)
II.BUILT UPON AREA
Refer to DEMLR’s forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects .(http://portal.ncdenr.org/web/lr/state-stormwater-forms_docs)
Complete the following calculation in the space provided below where:
• SA Site Area -the total project area above Mean High Water.
• DF Density Factor -the appropriate percent built upon area divided by 100.
• RA Road Area -the total impervious surface occupied by roadways.
• OA Other Area -the total area of impervious surfaces such as clubhouses, tennis cour ts, sidewalks, etc.
•No.of Lots -the total number of lots in the subdivision.
•BUA per Lot -the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
•Total allowable lot BUA -the computed allowable built upon area for all lots combined.
•Total BUA from lot listing -the sum of built upon area allocated for each lot on the list of non -uniform lots.
Form SW401-Low Density-Rev.3-2/10/09 Page 2 of 4
Calculation:
For uniform lot sizes:
(SA:ft2 x DF:)–(RA:ft2)–(OA:ft2)= BUA per Lot =ft2
(No of Lots:)
For non-uniform lot sizes:
a.(SA:ft2 x DF:)–(RA:ft2)–(OA:ft2)=Total allowable lot BUA =ft2
b.Total BUA from lot listing:sf.b must be ≤a
III.DESIGN INFORMATION
Complete the following table.If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form.Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http://hdsc.nws.noaa.gov/hdsc/pfds/
Table 1.Swale design information based on the 10-year storm.
Swale No.Drainage
Area (ac)
Impervious
Area (ac)
Grassed
Area (ac)
C Q
(cfs)
Slope
(%)
Vallow
(fps)
Vactual
(fps)
Flow
Depth (ft)
1 0.63 .01 0.62 61 1.7 2.44 3.5 3.1 0.17
2 0.72 .05 0.67 65 2.6 17.3 3.5 6.5 0.12
3 0.22 .04 .18 72 1.2 22.6 3.5 5.3 0.07
4 1.41 0.02 1.39 62 4.1 13.6 3.5 7.1 0.17
5 1.44 0.05 1.39 63 5.7 19.7 3.5 8.4 0.17
6 0.87 0.04 0.83 63 2.8 18.7 3.5 6.9 0.13
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Form SW401-Low Density-Rev.3-2/10/09 Page 3 of 4
IV.REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H .1000, NCDENR BMP Manual (2007),Session Law 2006-246, and Session Law 2008-211.
Please indicate the page or plan sheet numbers where the supporting documentation can be found.An
incomplete submittal package will result in a request for additional information. This will delay final
review and approval of the project.Initial in the space provided to indicate t hat the following requirements
have been met and supporting documentation is provided as necessary.If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below.If any item is not met,
then justification must be attached.Only complete items n through p for projects with curb outlets.
Page/Plan
Initials Sheet No.
n/a a.†For projects in the 20 coastal counties:Per NCAC 2H.1005, a 50 foot wide vegetative buffer is
provided adjacent to surface waters. For Redevelopment projects, a 30’ wide vegetative
buffer adjacent surface waters is provided.
sheet 4,6 b.†For HQW or ORW projects outside the 20 coastal counties: A 30 f oot wide vegetative buffer
is provided adjacent to surface waters.
sheet 4,6 c.†For Phase II Post-Construction projects: All built upon area is located at least 30 feet
landward of all perennial and intermittent surface waters.
X d.Deed restriction language as required on form SWU -101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
FRO e.Built upon area calculations are provided for the overall project and all lots.
X f.Project conforms to low density requirements within the ORW AEC . (if applicable per
15A NCAC 2H .1007)
g.Side slopes of swales are no steeper than 3:1;or no steeper than 5:1 for curb outlet swales .
Attached h.Longitudinal slope of swales is no greater than 5%;for non-curb outlet projects,calculations
for shear stress and velocity are provided if slope is greater than 5%.
Attached i.At a minimum, swales are designed to carry the 10 year storm velocity at a non-erosive rate.
n/a j.Swales discharging to wetlands are designed to flow into and through the wetlands at a non-
erosive velocity (for this flow requirement into wetlands, non-erosive is velocity ≤2 ft/s).
sheet 10 k.Swale detail and permanent vegetation is specified on the plans.
sheet 10 l.Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
TBD m.Swales are located in recorded drainage easements.
n.††Length of swale or vegetated area is at least 100 feet for each curb outlet.
o.††The system takes into account the run-off at ultimate built-out potential from all surfaces
draining to the system (delineate drainage area for each swale).
p.††Curb outlets direct flow to a swale or vegetated area.
†Projects in the Neuse,Tar-Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
††Only complete these items for projects with curb outlets.
Form SW401-Low Density-Rev.3-2/10/09 Page 4 of 4
V.SWALE SYSTEM MAINTENANCE REQUIREMENTS
1.Mowing will be accomplished as needed according to the season.Grass height will not exceed six inches at
any time; and grass will not be mowed too close to the ground or “scalped”.
2.Swales will be inspected monthly or after every runoff producing rainfall event for sediment build -up,
erosion, and trash accumulation.
3.Accumulated sediment and trash will be removed as necessary.Swales will be reseeded or sodded
following sediment removal.
4.Eroded areas of the swales will be repaired and reseeded.Swales will be revegetated as needed and in a
timely manner based on the monthly inspections.Side slopes must be maintained at the permitted slope.
5.Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event.Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6.Swales will not be altered, piped, or filled in without approval from NCDENR Division of Energy, Mineral
and Land Resources.
I acknowledge and agree by my signature below that I am respon sible for the performance of the six
maintenance procedures listed above. I agree to notify DEMLR of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title:
Address:
Phone:Date:
Signature:
Note:The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, _____________________________________, a Notary Public for the State of ____________________, County of
____________________, do hereby certify that ______________________________________ personally appeared before me this
day of _________________, __________, and acknowledge the due execution of the forgoing swale maintenance requirements.
Witness my hand and official seal,
__________________________________________________
Notary signature
SEAL My commission expires
UC SYNERGETIC, LLC.
123 N. White Street
Fort Mill, SC 29715
[phone]
NC COA F-1217
Date:02/22/2018 Rev:03/23/2018
Client:Blue Ridge Electric Membership Corp.
Project:Lansing Substation
Specification
No.:N/A
Title:LANSING SUBSTATION PROJECT
REPORT
PERMANENT DIVERSION
BERM CALCULATIONS
2720
2730
2740
27502760
2770
27502760277027802
7
9
0
2
8
0
0
2
8
1
0
2
8
2
0
2
8
3
0 28402
8
5
0
2
8
6
0
2
8
7
0
270027102720273027402750272027302
7
4
0 2750276027702780279028002810282028302840285028602680
2690
2700
2710
2720
2730
2740
2750
2760
277027202730274027502760
100' RIGHT-OF-WA
Y
H
W
Y

1
9
4
HWY

1
9
4 EDGE OF PADEDGE OF PADP5
H
P
:

2
7
0
5
.
5
5
HP:2758.
2'
HP: 2745.39
H
P
:
2
7
8
6
.
3
2759'R=50'R
=50'
R=50'R=50'2759'
<
-
-
-
T
O

L
A
N
S
I
N
G
VEHIC
L
E
A
C
C
E
S
S
VEHIC
L
E
A
C
C
E
S
S
(GRAV
E

P
A
V
I
N
G
)
PROPOSED OVERHEAD
TRANSMISSION LINE
ALIGNMENT
ADDITIONAL 20' VEGETATIVE STREAM BUFFER
(DISTURBANCE PERMITTED DURING
CONSTRUCTION. CONTRACTOR
REQUIRED TO RE-VEGETATE UPON
CONSTRUCTION COMPLETION.)
30' NON-DISTURBED STREAM BUFFER
(DISTURBANCE PROHIBITED WITHOUT
MITIGATION)
ADDITIONAL 20' VEGETATIVE STREAM BUFFER
(DISTURBANCE PERMITTED DURING CONSTRUCTION.
CONTRACTOR
REQUIRED TO RE-VEGETATE UPON CONSTRUCTION
COMPLETION.)
VEHICLE
GUARD RAIL
DETAIL 17
ISOLATION FENCE
PROVIDED BY OTHERS
DETAIL 18
ISOLATION FENCE
PROVIDED BY OTHERS
DETAIL 18
ISOLATION FENCE
PROVIDED BY OTHERS
DETAIL 18
ISOLATION FENCE
PROVIDED BY OTHERS
DETAIL 18 APPROX. -19%APPRO
X.

-
1
9
%APPROX. -23%
APPROX
.

-
2
3
%
A
P
P
R
O
X
.

-
3
%
-1.5:1
-1.
5
:
1
-1.5:1-6.0:1-1
.5
:1
-1.5:1APPROX.
-2%
2
7
6
0
'
2
7
7
0
'
2
7
8
0
'
2
7
9
0
'
2
8
0
0
'
2
8
1
0
'2780'2790'2800'2810'2750'
2770'2740'2750'2760'2770'2780'2700'2710'2720'APPROX.
-4%
30' NON-DISTURBED STREAM BUFFER
(DISTURBANCE PROHIBITED WITHOUT
MITIGATION)
SOUTHERN RETAINING WALL (APPROX. 67 FT.)
WEST RETAINING WALL (APPROX. 300 FT.)
SEE DWG. TITLED PROPOSED TRANSMISSION LINE ALIGNMENT
FOR LINE ROUTING ACROSS HWY 194
20' ROLLER
DRIVE GATE
24' DRIVE GATE
ACCESS ROAD SHALL BE
BLENDED INTO ORIGINAL
GRADE TO ESTABLISH SMOOTH
TRANSITION TO EXISTING
ROAD ALIGNMENT
EAST RETAINING WALL
(APPROX. 345 FT.)
NOTE:
FOR FENCE CONSTRUCTION
FENCE POST HOLES SHALL BE
"SLEEVED" DURING GRADING /
WALL CONSTRUCTION
(TYP. - ENTIRE STATION)
END OF GRAVE PAVING
TOP OF WALL: 2759.5 (TYP.)
TOP OF WALL: 2759.5 (TYP.)
ACCESS ROAD- GRAVEL
PAVE FULL WIDTH
(DURING CONSTRUCTION)
DETAIL 12
2757.4
2758.2
2758.0
H
P
:

2
6
7
6
.
9
7
N27° 31' 51.23"W
5'S62° 28' 08.77"W125'S
1
6
°

5
1
'

5
9
.
0
8
"W
3
7
'
S27° 31' 51.23"E
167'S71° 55' 41.55"E34'N62° 28' 08.77"E75'N62° 28' 08.77"E
5'
N16° 51' 59.08"E
34'
N27° 31' 51.23"W
166'
218'151'1" = 30'
GRADING PLAN
02-07-2018
JEE CJH
4 OF 130
BLUE RIDGE ENERGY
LANSING SUBSTATION
16461-604GR
PREPARED FOR:
PREPARED BY:
UC SYNERGETIC, LLC - North Carolina COA No. F-1217
123 North White Street, Fort Mill, SC 29715
®
LEGEND
COORDINATE REFERENCE: NAD83 NORTH CAROLINA
STATE PLANES, US FOOT
PROPERTY LINE
PROPOSED STATION FENCE
GATE
ROLLER GATE
ACCESS DRIVE GATE
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
VEHICLE ACCESS - CENTERLINE
VEHICLE ACCESS - EDGE OF
TRAVELWAY
PROPOSED GUARD RAIL
VEHICLE ACCESS - SHOULDER
PROPOSED TREE LINE
H 0
(ft.)
15 30 60 90
FENCE DETAILS AND DIMENSIONS
NOT TO SCALE
20' ROLLING GATE
DUAL 10' GATES
SN Element Length Inlet Outlet Total Average Channel Channel Channel Channel Entrance Exit/Bend Additional Peak Time of Max Travel Design Max Flow /Max
ID Invert Invert Drop Slope Type Height Width Manning's Losses Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /
Elevation Elevation Roughness Flow Velocity Capacity Ratio Total Depth
Occurrence Ratio
(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)(days hh:mm)(ft/sec)(min)(cfs)
1 CWDB-1 80.00 2810.00 2790.00 20.00 25.0000 Trapezoidal 1.500 7.50 0.0650 0.5000 0.5000 0.0000 0.36 0 00:21 2.21 0.60 67.73 0.01 0.06
2 CWDB-2 140.00 2810.00 2809.00 1.00 0.7100 Trapezoidal 1.500 7.50 0.0650 0.5000 0.5000 0.0000 0.25 0 00:24 0.80 2.92 11.45 0.02 0.15
3 CWDB-3 115.00 2818.00 2758.00 60.00 52.1700 Trapezoidal 1.500 7.50 0.0650 0.5000 0.5000 0.0000 0.73 0 00:23 3.59 0.53 97.84 0.01 0.08
4 CWDB-4 120.00 2780.00 2758.00 22.00 18.3300 Trapezoidal 1.500 7.50 0.0650 0.5000 0.5000 0.0000 0.83 0 00:18 2.65 0.75 58.00 0.01 0.11
SN Element Invert Boundary Flap Peak Maximum Maximum
ID Elevation Type Gate Inflow HGL Depth HGL Elevation
Attained Attained
(ft)(cfs)(ft)(ft)
1 Out-01 2790.00 FREE NO 0.36 0.10 2790.10
2 Out-02 2809.00 FREE NO 0.25 0.22 2809.22
3 Out-03 2758.00 FREE NO 0.83 0.17 2758.17
4 Out-04 2758.00 FREE NO 0.73 0.12 2758.12
SN Invert Initial Initial Surcharge Surcharge Peak Peak Maximum Maximum Minimum Average Average Time of
Elevation Water Water Elevation Depth Inflow Lateral HGL HGL Freeboard HGL HGL Maximum
Elevation Depth Inflow Elevation Depth Attained Elevation Depth HGL
Attained Attained Attained Attained Occurrence
(ft)(ft)(ft)(ft)(ft)(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(days hh:mm)
1 2810.00 2810.00 0.00 2820.00 2814.00 0.36 0.36 2810.10 0.10 1.40 2810.01 0.01 0 00:21
2 2810.00 2810.00 0.00 2820.00 2814.00 0.27 0.27 2810.22 0.22 1.28 2810.02 0.02 0 00:22
3 2818.00 2818.00 0.00 2828.00 2822.00 0.74 0.74 2818.12 0.12 1.38 2818.01 0.01 0 00:23
4 2780.00 2780.00 0.00 2790.00 2784.00 0.84 0.84 2780.17 0.17 1.33 2780.01 0.01 0 00:18
SN Element Area Drainage Weighted Accumulated Total Peak Rainfall Time
ID Node ID Runoff Precipitation Runoff Runoff Intensity of
Coefficient Concentration
(acres)(inches)(inches)(cfs)(inches/hr)(days hh:mm:ss)
1 Sub-01 0.56 64 0.1800 1.28 0.23 0.36 3.568 0 00:21:26
2 Sub-02 0.42 64 0.1800 1.31 0.24 0.27 3.506 0 00:22:16
3 Sub-03 1.18 64 0.1800 1.32 0.24 0.74 3.465 0 00:22:51
4 Sub-04 1.20 64 0.1800 1.16 0.21 0.84 3.887 0 00:17:46
SN Element Description From (Inlet)To (Outlet)Length Inlet Inlet Outlet Outlet Total Average Channel Channel Channel Channel Entrance Exit/Bend Lengthening Peak Time of Max Travel Design Max Flow /Max
ID Node Node Invert Invert Invert Invert Drop Slope Type Height Width Manning's Losses Losses Factor Flow Peak Flow Time Flow Design Flow Flow Depth /
Elevation Offset Elevation Offset Roughness Flow Velocity Capacity Ratio Total Depth
Occurrence Ratio
(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)(days hh:mm)(ft/sec)(min)(cfs)
1 CWDB-1 64 Out-01 80.00 2810.00 0.00 2790.00 0.00 20.00 25.0000 Trapezoidal 1.500 7.50 0.1040 0.5000 0.5000 1.00 0.36 0 00:22 1.62 0.82 42.33 0.01 0.08
2 CWDB-2 64 Out-02 140.00 2810.00 0.00 2809.00 0.00 1.00 0.7100 Trapezoidal 1.500 7.50 0.1040 0.5000 0.5000 1.00 0.25 0 00:25 0.65 3.59 7.15 0.03 0.19
3 CWDB-3 64 Out-04 115.00 2818.00 0.00 2758.00 0.00 60.00 52.1700 Trapezoidal 1.500 7.50 0.1040 0.5000 0.5000 1.00 0.73 0 00:23 2.63 0.73 61.15 0.01 0.10
4 CWDB-4 64 Out-03 120.00 2780.00 0.00 2758.00 0.00 22.00 18.3300 Trapezoidal 1.500 7.50 0.1040 0.5000 0.5000 1.00 0.83 0 00:18 1.92 1.04 36.25 0.02 0.15
SN Element Invert Boundary Peak Peak Maximum Maximum
ID Elevation Type Inflow Lateral HGL Depth HGL Elevation
Inflow Attained Attained
(ft)(cfs)(cfs)(ft)(ft)
1 Out-01 2790.00 FREE 0.36 0.00 0.13 2790.13
2 Out-02 2809.00 FREE 0.25 0.00 0.28 2809.28
3 Out-03 2758.00 FREE 0.83 0.00 0.22 2758.22
4 Out-04 2758.00 FREE 0.73 0.00 0.15 2758.15
SN Invert Ground/Rim Initial Initial Surcharge Surcharge Peak Peak Maximum Maximum Minimum Average Average Time of
Elevation (Max)Water Water Elevation Depth Inflow Lateral HGL HGL Freeboard HGL HGL Maximum
Elevation Elevation Depth Inflow Elevation Depth Attained Elevation Depth HGL
Attained Attained Attained Attained Occurrence
(ft)(ft)(ft)(ft)(ft)(ft)(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(days hh:mm)
1 2810.00 6.00 2810.00 0.00 2820.00 2814.00 0.36 0.36 2810.13 0.13 1.37 2810.01 0.01 0 00:21
2 2810.00 6.00 2810.00 0.00 2820.00 2814.00 0.27 0.27 2810.29 0.29 1.21 2810.03 0.03 0 00:22
3 2818.00 6.00 2818.00 0.00 2828.00 2822.00 0.74 0.74 2818.16 0.16 1.34 2818.01 0.01 0 00:23
4 2780.00 6.00 2780.00 0.00 2790.00 2784.00 0.84 0.84 2780.22 0.22 1.28 2780.02 0.02 0 00:18
SN Element Area Drainage Weighted Accumulated Total Peak Rainfall Time
ID Node ID Runoff Precipitation Runoff Runoff Intensity of
Coefficient Concentration
(acres)(inches)(inches)(cfs)(inches/hr)(days hh:mm:ss)
1 Sub-01 0.56 64 0.1800 1.28 0.23 0.36 3.568 0 00:21:26
2 Sub-02 0.42 64 0.1800 1.31 0.24 0.27 3.506 0 00:22:16
3 Sub-03 1.18 64 0.1800 1.32 0.24 0.74 3.465 0 00:22:51
4 Sub-04 1.20 64 0.1800 1.16 0.21 0.84 3.887 0 00:17:46