SW3240305_Design Calculations_20240604 (2)

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Blackwelder Retail 100-kilovolt (W) Substation Project
Duke Energy
Stormwater Report
D3717400-CERE-102 I A
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pF February 26, 2024
SEAL = D3717400
029501
111 Corning Rd, Suite 200
•OGINtt;- C�
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. GOL�'���` Cary, NC 27518 USA
02/26/2024 Phone: [phone] / Fax: [phone]
NC Engineering Firm License No. F-0287

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Stormwater Report oaco S
Waste Treatment Master Plan
Project No: D3717400
Document Title: Stormwater Report
Document No.: D3717400-CERE-102
Revision: A
Date: February 26, 2024
Client Name: Duke Energy
Client No: D3717400
Project Manager: Taylor Aho, PE
Author: Hannah Banks
File Name: D3717400-CERE-102.docx
111 Corning Road, Suite 200
Cary, North Carolina 27518
United States
T+1.919.859.5000
F +1.919.859.5151
www.jacobs.com
NC Engineering Firm License No F-0287
www.jacobs.com
©Copyright 2018 The concepts and information contained in this document are the property of Jacobs.Use or copying of this document in whole
or in part without the written permission of Jacobs constitutes an infringement of copyright.
Limitation: This document has been prepared on behalf of,and for the exclusive use of Jacobs'client,and is subject to,and issued in accordance with,the
provisions of the contract between Jacobs and the client. Jacobs accepts no liability or responsibility whatsoever for,or in respect of,any use of,or reliance
upon,this document by any third party.
Document history and status
Revision Date Description By Review Approved
A February Issued for Review HLB JEG JEG
26,2024
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Stormwater Report oaco S
Contents
1. Stormwater Narrative................................................................................................................................3
1.1 Project Overview......................................................................................................................................... 3
1.2 Adjacent Property ....................................................................................................................................... 3
1.3 Offsite Area................................................................................................................................................. 3
1.4 Soils ............................................................................................................................................................ 3
1.5 Drainage Pattern......................................................................................... Error! Bookmark not defined.
1.6 Drainage Pattern......................................................................................... Error! Bookmark not defined.
Appendix A.Additional Information &Calculations
63FGFG2A-CERE-103 ii

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Stormwater Report jaco 5
1 . Stormwater Narrative
1.1 Project Overview
The Blackwelder Substation Project(Project)described in this Stormwater Report is being conducted by Duke
Energy.The Project is in the eastern Harrisburg area outside of Charlotte in central Cabarrus County, North
Carolina. Duke Energy is proposing to construct a new three-transformer bank, 100 kV substation with the
capacity to serve up to eight distribution feeders.The fenced substation area would be approximately 308 feet by
215 feet.The overall project footprint requires approximately five acres of upland to include buffer areas
surrounding the substation fence,driveway access,and ingress/egress of transmission and distribution lines.
Based on the purpose and need of the project,the area where the greatest demand for energy is expected
(referred to as the load center) is in the vicinity of the intersection of State Route 49 (NC-49)and Blackwelder
Road. Based on current plans,the proposed substation will connect to Duke Energy's Harrisburg to Concord 100
kV Transmission Line, located 2.5 miles northwest of the load center,via a new 100 kV transmission tap line.
The Project Site is on a 9.6-acre undeveloped parcel east of Blackwelder Road and north of NC 49 in Cabarrus
County.The parcel is zoned limited industrial and currently used for agriculture(soybean crop).The site is
predominantly flat and based on aerial imagery and public data, no wetlands or waterbodies are within or in the
vicinity of the site.A drainage ditch runs along the western edge of the parcel along Blackwelder Road.A forested
area is east of the site and provides partial visual screening from the east.
1.2 Adjacent Property
A forested area is east of the site and provides partial visual screening from the east.Two residences and
associated farm buildings are west of the site,including a historic structure.
1.3 Offsite Area
No material will be exported from this project. NCDEQ Mooresville Regional office shall be notified of the name
and location if any material is needed or will be taken to a permitted site.
1.4 Soils
The project area is entirely HSG 'C'soil type. Below is a brief description of soils. Refer to Appendix for more
detail.
• IcIA: Iredell loam, (0-2 percent slopes), HSG C/D
• MeB: Mecklenburg loam, (2-8 percent slopes), HSG C
1.5 Stormwater Quality
This property can be divided into three main drainage points. Drainage point#1 is located at the northwestern
most corner and is the largest drainage area. This drainage point will receive the entirety of the proposed built
upon area. Drainage point#2 is located at the northern most corner and drainage point#3 is located at the
southernmost property corner.
o3FGFG2A-CERE-103

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Stormwater Report jaco 5
This site is classified as a phase II MSI or LIA and is subject to phase II post construction stormwater
requirements. Low-density for this stormwater program is 24% or less of built-upon-area and meets the intent of
disperse flow. The total built upon area for the entire site is 18% and this site utilizes sheet flow instead of curb
and gutter to convey stormwater runoff. This site meets the intent of a low density site and is therefore, exempt
from stormwater treatment.
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Appendix A. Additional Information & Calculations
• Soils Map and Soil Information
• USGS Map
• Drainage/Land Use Map
63FGFG2A-CERE-103

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4688
0168 {
* ,' 97
AILED
JUL --n
CAMARRUS COUNTY
�V FILED
01/11/2003 12:21 P11
LIDDA F. gCADEE
g�gistsr; �f Deeds fl:putyl Asst.
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Ey• �� $0.00
EXCISE TO
Prepared by and Return to: Spurgeon Fields, III , Assistant Attorney General.
N.C. DOT, Attorney General's Office, 1505 Mail Service Center, Raleigh.N. C. 27699
NORTH CAROLINA IN THE GENERAL COURT OF JUSTICE
SUPERIOR COURT DIVISION
CABARRUS COUNTY 02 CVS 223
DEPARTMENT OF TRANSPORTATION, )
Plaintiff, )
V. ) CONSENT JUDGMENT
(CNDM)
NELSON HARDISTER and wife, JOYCE B. }
HARDISTER, )
Defendants. )
THIS CAUSE coming on to be heard and being heard before the undersigned Judge of the
Superior Court and it appearing to the Court and the Court finding as fact:
That this action was duly instituted on the 28th day of January, 2002, by the issuance of
Summons, filing of a Complaint and Declaration of Taking and Notice of Deposit and by the deposit
of SIXTY THOUSAND DOLLARS ($60.000.00) as estimated just compensation; that Summons
was duly served on the defendants together with a copy of the Complaint and Declaration of TA n-
and Notice of Deposit, that the defendants, NELSON HARDISTER and wife. JOYCE B.
HARDISTER, are the only parties who have or claim to have an interest in the property described
in the Complaint and Declaration of Taking and the title to the property is not in dispute; that the
property described in the Complaint and Declaration of Taking is subject only to such liens and
encumbrances as are set forth in Exhibit "A" of the Complaint and Declaration of Taking; that the
defendants filed an Answer to the Complaint within the time permitted by law: that all parties who
are necessary to the determination of this action are properly before the Court: and that the
defendants are under no legal disability; 'p�

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BOOK 4688 �Aci if 9
2
That now, the defendants and the plaintiff have reached an agreement whereby the plaintiff
has agreed to pay and the said defendants have agreed to accept the additional sum of THIRTY
THOUSAND DOLLARS ($30,000.00), which includes any claim for interest and all costs as full
and just compensation for the appropriation of the interests and areas as set forth in the Complaint
and Declaration of Taking and as hereinafter more particularly described; for any and all damages
caused by the construction of Department of Transportation Project 8.1661005(WBS# 34448.2.2),
I.D.# R-2533A. Cabarrus County; and for the past and future use thereof by the Department of
Transportation, its successors and assigns. for all purposes for which the Department is authorized
by taw to subject the same.
NOW, THEREFORE, IT IS ORDERED, ADJUDGED AND DECREED:
1. That the Department of Transportation, plaintiff herein, was entitled to acquire and did
acquire on the 28th day of January,2002,by the filing of a Complaint and Declaration of Taking and
Notice of Deposit,together with the deposit of SIXTY THOUSAND DOLLARS($60,000.00),that
certain interests or estates and areas, hereinafter more particularly described, in, over, upon and
across the property of defendants; and that said property of defendants is described as follows:
Being all of that tract of land more particularly described in that certain
MEMORANDUM OF ACTION captioned "DEPARTMENT OF
TRANSPORTATION, Plaintiff, V. NELSON HARDISTER and wife, JOYCE B.
HARDISTER, Defendants", recorded in the Office of the Register of Deeds for
Cabarrus County in Book 3642,Page 307,reference to which MEMORANDUM OF
ACTION is made for a more particular description of said property of the defendants.
2. That the interests or estates acquired in, over, upon and across the hereinabove described
property of defendants is described as follows:
Fee simple title to right of way, and a slope easement for providing lateral support to the
highway,or land adjacent thereto, which area will revert to the owners at such time as said owners
lower or raise the elevation of the land adjacent to said highway to the extent that such lateral
support is no longer needed and, in addition, a temporary construction easement to continue until
the completion of the project, at which time said temporary construction easement area will revert
to the owners.
;. That the areas acquired in, over, upon and across the hereinabove described property to
include survey lines and station numbers are delineated on that set of plans for Department of
Transportation Project # 8.1661005 as Parcel # 054 on file in the Right of Way Branch of the
Department of Transportation, Transportation Building, in Raleigh, North Carolina, and also on a
copy of said project plans which are or will be recorded, as required by law, in the office of the
Register of Deeds of Cabarrus County,to which plans reference is hereby made for greater certainty
of the areas and interests herein conveyed, and said areas and interests are described as follows:

4688
0170 aooK 4s88 ;mu VO
AREA TAKEN:
NEW RIGHT OF WAY:
Beginning at the point Survey Station 4+455.609, L Rev. being equal to Survey
Station 1+349,448, Survey Line Y-5; thence in a northwesterly direction along
Survey Line Y-5 to the intersection with Survey Station 1+130.000; thence in a
northeasterly direction in a straight line to a point 16.5 m.(54.13 ft.) lying northeast
of and normal to Survey Station 1+130.000. Survey Line Y-5; thence in a
southeasterly direction in a straight to a point 16.5 m. (54.13 ft.)lying northeast f and
normal to Survey Station 1+183.780, Survey Line Y-5; thence in a southeasterly
direction 16.5 m. (54.13 ft.) northeast of and parallel to survey Line Y-5 to a point
16.5 in. (54.13 ft.)lying northeast of and equal to Survey Station 1+285.671, Survey
Line Y-5; thence in a southeasterly direction in a straight line to a point 16.5 m.
(54.13 ft.) northeast of and normal to Survey Station 1+310.000, Survey Line Y-5;
thence in a southeasterly direction in a straight line to a point 30 m. (98.42 ft.) lying
northwest of and normal to Survey Station 4+485.000,Survey Line L Rev;thence in
a northeasterly direction in a straight line toward a point 30 in. (98.42 ft.) lying
northwest of and normal to survey Station 4+788.116, Survey Line L Rev. to the
point of intersection with the northeastern property line of the undersigned,common
with Mineral Research and Development Corp., et al, now or formerly; thence in a
southeasterly direction along the northeastern property line of the undersigned,
common with Mineral Research and Development Corp.,et al,now or formerly and
the northeastern property line, if extended, to the point of intersection with Survey
Line L Rev;thence in a southwesterly direction along Survey Line L Rev.to the point
of beginning.
TEMPORARY CONSTRUCTION EASEMENT 41:
An area outside of and between the northeastern right of way boundary of Survey
Line Y-5, said area having a maximum distance of 2.5 m. (8.21 ft.) lying northeast
of and between Survey Station 1+183.780 and Survey Station 1+311.747, survey
Line Y-5.
TEMPORARY CONSTRUCTION EASEMENT #2:
An area outside of and between the northeastern right of way boundary of Survey
Line L Rev, said area having a maximum distance of 6.4 m. (21 ft.) lying northwest
of and between Survey Station 4+476.349 and Survey Station 4.530.000,Survey Line
L Rev.
SLOPE EASEMENT:
It is understood and agreed that the Department shall have the right to construct and
maintain the cut and/or fill slope in the above-described areas until such time that the

4688
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mar 4688 171
4
property owners alter the adjacent lands in such a manner that the lateral support of
the cut and/or fill slope is on longer needed. Any additional construction areas lying
beyond the cut and/or till slopes and extending beyond that right of way limits will
terminate upon completion of the project.
The areas and interests acquired by this consent judgment includes any and all
property owned by the defendants, lying southeast of the existing centerline of NC
49 HWY., and northwest of the existing centerline of Norfolk Southern Railroad.
4. That the Department of Transportation,plaintiff herein,pay into Court the additional sum
of THIRTY THOUSAND DOLLARS ($30,000.00), and that said sum, together with the original
deposit made by the plaintiff in this action unless heretofore disbursed by order of the Court, be
disbursed to the defendants as their interests may appear.
5. That the sum ofNINETY THOUSAND DOLLARS($90,000.00),said sum being the total
amount of the original deposit plus said additional amount,and including any claim for interest and
all costs, is the full, fair and adequate value of and represents just compensation for the taking of
the hereinabove described interests and areas by the Department of Transportation; for any and all
damages caused by the construction of Department of Transportation Project 8.1661005, I.D.# R-
25 33,Cabarrus County;and for the past and future use thereof by the Department of Transportation,
its successors and assigns for all purposes for which the said Department is authorized by law to
subject the same.
6. That a copy of this Judgment be certified by the Clerk of Superior Court of Cabarrus
County to the Register of Deeds, who shall record the same among the land records of said County.
7. That the plaintiff, Department of Transportation, pay the costs of this action.
This the q day of 2003.
JUDGE OF SUPERIOR COUFa
SUE Copy
TO:
APPROVED AND CONSENTEDCLL ERK OF SUPERIOR COURT
ARRUS COUNTY
BY
ROY COOPER
Attorney General

4688
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tg
00,
W. Richar Moore
Special eputy Attorney General
Sp geon Field , II
Assistant Attorney General
Nelson Hardister ^�
oyce B. Hardister
V 109691

Job No. D3717400
JACOBSJob Name Blackwelder Retail 100-kW Substation Project
Date: 7/14/2023
Revisions
No Date Description
Skimmer Basin No.: TSSB-1 Site Conditions
Initial Final
Disturbed Area: 4.45 4.66 ac
Additional Drainage Area: 0.19 0.20 ac
Total Drainage Area: 4.64 4.86 ac
Runoff Coeff[Cc]: 0.40 0.56
10-yr Rainfall Intensity [I]: 7.30 7.30 in/hr
10-yr Discharge [Q10]: 13.55 19.87 cfs Max
Required Sed. Storage Vol: Dist.A.x 1800 = 8010 8388 8388 cf
Required Surface Area: 435 sf/cfs = 4403 6457 6457 sf
Basin Volume:
Bottom Elevation of Basin: 581.0 ft
Elevation Interval of Basin: 1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
581.0 6050 0 0 0
582.0 6726 1.0 6388 6388
583.0 7434 2.0 7080 13468
584.0 8174 3.0 7804 21272
585.0 8946 4.0 8560 29832
Top of Req. Sediment Pool (per Surface Area): 581.60 ft
Top of Req. Sediment Pool (per Volume): 582.28 ft
Principle Spillway Design:
Target Dewatering Time: 3-5 days
Draw-down Volume: 8388 cf
Skimmer Size: 2.0 in diameter
Skimmer Orifice Size: 1.750 in diameter
Skimmer Orifice Capacity: 2790 cf/day
Calculated Days to Drain: 3.01 days
Emergency Spillway Weir Elevation: 583.00 ft
Weir Width: 10.00 ft
Weir Capacity: 23.33 cfs
10-yr Water Surface Elevation: 583.85 ft
Freeboard: 1.00 ft
Min. Embankment Elevation: 584.85 ft
Set Embankment Elevation: 585.0 ft
Surface Area Required: 6457 sf
Surface Area Provided: 7434 sf OK
Sediment Storage Volume Required: 8388 cf
Sediment Storage Provided: 13468 cf OK
SED-SKIM-BASIN.xls LATEST PRINTING:7/14/20239:58 AM Page 1 of 2

Job No. D3717400
JACOBSJob Name Blackwelder Retail 100-kW Substation Project
Date: 7/14/2023
Revisions
No Date Description
Skimmer Basin No.: TSSB-2 Site Conditions
Initial Final
Disturbed Area: 3.50 3.30 ac
Additional Drainage Area: 0.22 0.21 ac
Total Drainage Area: 3.72 3.51 ac
Runoff Coeff[Cc]: 0.35 0.35
10-yr Rainfall Intensity [I]: 7.30 7.30 in/hr
10-yr Discharge [Q10]: 9.50 8.97 cfs Max
Required Sed. Storage Vol: Dist.A.x 1800 = 6300 5940 6300 cf
Required Surface Area: 325 sf/cfs = 3089 2915 3089 sf
Basin Volume:
Bottom Elevation of Basin: 582.0 ft
Elevation Interval of Basin: 1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
582.0 4050 0 0 0
583.0 4606 1.0 4328 4328
584.0 5194 2.0 4900 9228
585.0 5814 3.0 5504 14732
586.0 6466 4.0 6140 20872
Top of Req. Sediment Pool (per Surface Area): #N/A ft
Top of Req. Sediment Pool (per Volume): 583.40 ft
Principle Spillway Design:
Target Dewatering Time: 3-5 days
Draw-down Volume: 6300 cf
Skimmer Size: 2.0 in diameter
Skimmer Orifice Size: 1.500 in diameter
Skimmer Orifice Capacity: 2049 cf/day
Calculated Days to Drain: 3.07 days
Emergency Spillway Weir Elevation: 584.00 ft #N/A
Weir Width: 10.00 ft
Weir Capacity: 11.17 cfs
10-yr Water Surface Elevation: 584.52 ft
Freeboard: 1.00 ft
Min. Embankment Elevation: 585.52 ft
Set Embankment Elevation: 586.0 ft
Surface Area Required: 3089 sf
Surface Area Provided: 5194 sf OK
Sediment Storage Volume Required: 6300 cf
Sediment Storage Provided: 9228 cf OK
SED-SKIM-BASIN.xls LATEST PRINTING:7/14/20239:58 AM Page 2 of 2

Job No. D3717400
JACOBS" Job Name Blackwelder Retail 100-kW Substation Project
Date: 7/14/2023
Revisions
No Date Description
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: TDD-1 Drainage Area: 1.13 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 240 ft Intensity: 7.30 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.35
Ret Class: D Discharge: 2.89 cfs
Permissible Velocity: 5.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp= 2.89 cfs flow by Rational Method
n = 0.08 Grass Manning's Coefficient(dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.55 quantity to equate to Zav
M = 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0 1.00 3.00 6.32 0.47 1.82 deep
0 0.95 2.71 6.01 0.45 1.59 deep
0 0.90 2.43 5.69 0.43 1.38 shallow
0 0.94 2.65 5.95 0.45 1.55 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7xeq
A= cross-sectional area of flow zr� _ Qn
P = wetted perimeter of the channel R - 1.49
R= hydraulic radius of the channel
Normal Depth, D= 0.94 ft Depth O.K.
Velocity= 1.09 fps Vel. O.K.
SHEAR STRESS
T= yds = shear stress in Ib/sq-ft
Y= unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T= 0.59 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 0 ft side slopes, M = 3 :1
D= 1.0 ft top width,W= 6.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1

TEMPORARY LINING - Permissible Shear
Channel No: TDD-1 Drainage Area: 1.13 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 240 ft Intensity: 5.70 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.35
Lining Type: Straw w/Net Discharge: 2.25 cfs
Permissible Shear: 1.45 Ib/sf
Channel Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp= 2.25 cfs flow by Rational Method
n = 0.033 Manning's Coefficient(dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.499 quantity to equate to Zav
M = 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0 0.80 1.92 5.06 0.38 1.006 deep
0 0.70 1.47 4.43 0.33 0.705 deep
0 0.60 1.08 3.79 0.28 0.467 shallow
0 0.62 1.15 3.92 0.29 0.510 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Yxeq
A= cross-sectional area of flow _ Qn
P = wetted perimeter of the channel - 1.49
R= hydraulic radius of the channel
Normal Depth, D= 0.62 ft
Velocity= 1.95 fps
SHEAR STRESS
T= yds= shear stress in Ib/sq-ft
Y= unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T= 0.39 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 0 ft side slopes, M = 3 :1
D= 1 ft top width,W= 6.0 ft
Line Channel with: Straw w/ Net
(REF: Malcom, 1991)
Page 2

Job No. D3717400
JACOBS" Job Name Blackwelder Retail 100-kW Substation Project
Date: 7/14/2023
Revisions
No Date Description
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: TDD-2 Drainage Area: 3.50 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 590 ft Intensity: 7.30 in/hr
Section Slope: 0.60 % Runoff Coeff: 0.64
Ret Class: D Discharge: 16.35 cfs
Permissible Velocity: 5.50 fps
Allowable Depth: 1.50 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp= 16.35 cfs flow by Rational Method
n = 0.04 Grass Manning's Coefficient(dimensionless)
S = 0.006 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 5.67 quantity to equate to Zav
M = 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 1.50 9.75 11.49 0.85 8.74 deep
2 1.00 5.00 8.32 0.60 3.56 shallow
2 1.20 6.72 9.59 0.70 5.30 shallow
2 1.25 7.19 9.91 0.73 5.80 OK
B = bottom width of trapezoidal channel
D= normal depth of flow Zav = 7'eq
A= cross-sectional area of flow Zt _ Qn
P = wetted perimeter of the channel - 1.49
Vs-
R= hydraulic radius of the channel
Normal Depth, D = 1.25 ft Depth O.K.
Velocity= 2.28 fps Vel. O.K.
SHEAR STRESS
T= yds = shear stress in Ib/sq-ft
Y= unit weight of water, 62.4 Ib/cu-ft
D= normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T= 0.47 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M = 3 :1
D= 1.5 ft top width,W= 11.0 ft
Permanent Channel Lining:
(REF: Malcom, 1991)
Page 3

TEMPORARY LINING - Permissible Shear
Channel No: TDD-2 Drainage Area: 3.50 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 590 ft Intensity: 5.70 in/hr
Section Slope: 0.60 % Runoff Coeff: 0.64
Lining Type: Straw w/Net Discharge: 12.77 cfs
Permissible Shear: 1.45 Ib/sf
Channel Depth: 1.50 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp= 12.77 cfs flow by Rational Method
n = 0.033 Manning's Coefficient(dimensionless)
S = 0.006 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 3.651 quantity to equate to Zav
M = 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 1.50 9.75 11.49 0.85 8.741 deep
2 1.00 5.00 8.32 0.60 3.559 shallow
2 1.01 5.08 8.39 0.61 3.637 shallow
2 1.02 5.16 8.45 0.61 3.715 OK
B = bottom width of trapezoidal channel
D= normal depth of flow Zav = Yxeq
A= cross-sectional area of flow Zt _ Qn
P = wetted perimeter of the channel — 1.49
R= hydraulic radius of the channel
Normal Depth, D = 1.02 ft
Velocity= 2.47 fps
SHEAR STRESS
T= yds = shear stress in Ib/sq-ft
Y= unit weight of water, 62.4 Ib/cu-ft
D= normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T= 0.38 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M = 3 :1
D= 2 ft top width,W= 14.0 ft
Line Channel with: Straw w/Net
(REF: Malcom, 1991)
Page 4

JACOBS Job No. D3717400
Job Name Blackwelder Retail 100-kW Substation Project
Date: 7/14/2023
Revisions
No Date Description
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: TDD-3 Drainage Area: 2.89 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 516 ft Intensity: 7.30 in/hr
Section Slope: 0.70 % Runoff Coeff: 0.35
Ret Class: D Discharge: 7.38 cfs
Permissible Velocity: 5.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp= 7.38 cfs flow by Rational Method
n = 0.07 Grass Manning's Coefficient(dimensionless)
S = 0.007 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 4.15 quantity to equate to Zav
M = 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 1.50 9.75 11.49 0.85 8.74 deep
2 1.00 5.00 8.32 0.60 3.56 shallow
2 1.10 5.83 8.96 0.65 4.38 deep
2 1.08 5.66 8.83 0.64 4.21 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7xeq
A= cross-sectional area of flow zr� _ Qn
P = wetted perimeter of the channel R - 1.49
R= hydraulic radius of the channel
Normal Depth, D= 1.08 ft Depth too deep
Velocity= 1.30 fps Vel. O.K.
SHEAR STRESS
T= yds = shear stress in Ib/sq-ft
Y= unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T= 0.47 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M = 3 :1
D= 1.0 ft top width,W= 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 5

TEMPORARY LINING - Permissible Shear
Channel No: TDD-3 Drainage Area: 2.89 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 516 ft Intensity: 5.70 in/hr
Section Slope: 0.70 % Runoff Coeff: 0.35
Lining Type: Straw w/Net Discharge: 5.77 cfs
Permissible Shear: 1.45 Ib/sf
Channel Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp= 5.77 cfs flow by Rational Method
n = 0.033 Manning's Coefficient(dimensionless)
S = 0.007 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.526 quantity to equate to Zav
M = 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 1.50 9.75 11.49 0.85 8.741 deep
2 0.70 2.87 6.43 0.45 1.677 deep
2 0.60 2.28 5.79 0.39 1.224 shallow
2 0.67 2.69 6.24 0.43 1.532 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Yxeq
A= cross-sectional area of flow _ Qn
P = wetted perimeter of the channel — 1.49
R= hydraulic radius of the channel
Normal Depth, D= 0.67 ft
Velocity= 2.15 fps
SHEAR STRESS
T= yds = shear stress in Ib/sq-ft
Y= unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T= 0.29 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M = 3 :1
D= 1 ft top width,W= 8.0 ft
Line Channel with: Straw w/ Net
(REF: Malcom, 1991)
Page 6

Job No. D3717400
JACOBS' Job Name Blackwelder Retail 100-kW Substation Project
Date: 7/14/2023
Outlet: Driveway Culvert
Revisions
No I Date Description
NEW YORK DEPARTMENT OF TRANSPORTATION METHODOLOGY
Input Values
Diameter(in) 18 30, 3 0
Flow Rate(cfs) 2.62 -
Slope(%) 0.500 Outlet W = Do + 0,4La Outlet W= no + La
Manning Coef. 0.013 pipe pipe 2 ilo.
diametdr(Lb)�La Diameter, 40 1
Conversions T 1 w r Sob La
o.soo
Diameter(ft) 1.500 ilwater t
Radius(ft) 0.750 NOT USED USED
Flow Rate(cfs) 2.616
Slope(ft/ft) 0.005
Area(sf) 1.767
Calculated Data
Normal Depth(ft) 1.28 Diagram of Outlet Apron
Outlet Velocity(fps) 3.85
North Carolina Erosion&Sediment Control Planning and Design Manual
Section 8.0-Appendix
NYDOT Dissipator Methodology
25
LENGTH OF APRON
6 Q W APRON MATERIAL TO PROTECT TO PREVENT SCOUR
CULVERT HOLE USE L2 ALWAYS
20 �', ii N L2
Li
1 STONE FILLING(FINE) GL.A 3 X Do 4 x D.
y t5 2 STONE FILLING(LIGHT) CL.B 3 X.Do 6x D
CL 7
t�
5 e 3 STONE FILLING(MEDIUM)GL.1 4 XDo Sx Dp
i
4 STONE FILLING(HEAVY) CL.1 4 X Do Sx D
o
LuLt
> 5 STONE FILLING(HEAVY) GL 2 5 X Do 10 x Da
6 STONEFI ILL ING(HEAVY) GL2 6XDo 10XDq
5
7 SPECIALSTUDY REQUIRED(ENERGY DISSIPATORS,STILLING
Pill 11 BASIN OR LARGER SIZE STONE).
o Average Minimum
I Ile sP ss.0 co I I Classification Diameter in Stone Class Thickness in
i5' 20' 25' Fine 3 A 12
DIAMETER(Ft.)
Light 6 B 18
Zone= 2 (Zone 2 used as minimum) Medium 13 1 24
JHeavy 1 23 2 1 36
Summary of Rip Rap Apron
Length of Apron= 9 ft
Width of Apron= 11 ft
Classification= LIGHT
NCDOT Stone Class= B
Min.Thickness= 18 in
Dimensions used may be irregular due to configuration but exceed the above.
https://acobsengineering.sharepoint.com/sites/CPBPA001J9/DukeEnergy/Siting Engagement and SWPF
DW Culvert (SES)/Projects/D3717400_Blackwelder_SUP/800_Working_Documents/Permit_Application/ESCP/Calculations/Rip-Rap Outlet Protection.As

Culvert Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Friday,Aug 11 2023
DW Pipe
Invert Elev Dn (ft) = 583.00 Calculations
Pipe Length (ft) = 57.00 Qmin (cfs) = 2.50
Slope (%) = 2.19 Qmax (cfs) = 3.00
Invert Elev Up (ft) = 584.25 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 2.50
No. Barrels = 1 Qpipe (cfs) = 2.50
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.89
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.80
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 584.05
HGL Up (ft) = 584.85
Embankment Hw Elev (ft) = 585.08
Top Elevation (ft) = 587.00 Hw/D (ft) = 0.55
Top Width (ft) = 30.00 Flow Regime = Inlet Control
Crest Width (ft) = 5.00
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VERIFY SCALE
BAR IS ONE INCH ON
\ \ \ \ \ \ \ SST-1 p / ORIGINAL DRAWING.
o V
REA,�Q 69 AC \ �/ DATE DULY 2023
J PROJ D3567800
DWG DRAINAGE MAP
/ \
SHEET of
FILENAME: Drainage Maps.dwg PLOT DATE: 7/14/2023 PLOT TIME: 11.01.34 AM