20230198 Ver 1_More Info Received_20230911

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
1001 Boulders Parkway P 804.200.6500
Suite 300 F 804.560.1016
Richmond, VA 23225 www.timmons.com
September 11, 2023
Ms. Sue Homewood
NC Department of Environmental Quality
Division of Water Resources
512 North Salisbury Street
Raleigh, NC 27699
Re: South Carter Industrial Site
(DWR # 20230198)
Response to Additional Information Requests
Ms. Homewood,
Please find responses to the items requested by the North Carolina Department of Environmental
Quality (DEQ) Division of Water Resources (DWR) in an Additional Information Request letter dated
July 19, 2023. This request is associated with the South Carter Industrial Site (DWR # 20230198)
located in Lee County, NC.
Comments below from the DEQ (in blue) with responses (in black):
1) The following items to document that the project will not cause degradation of downstream surface
waters:
i. A discussion on how the project will not cause degradation of downstream surface waters when
considering both the water quality and the volume/ velocity of the increased flows to the current
size/condition of the receiving stream.
The project will utilize vegetated ditches that will terminate at energy dissipation devices for the
collection and discharge of stormwater. The ditches and outlet structures have been designed to
minimize erosive forces by ensuring a diffuse laminar flow to receiving water. The vegetated
ditches will allow for sediment and nutrient attenuation while stormwater transports to the outlet
structures.
ii. Delineation of each drainage area and accompanying calculations to show that flows from every
discharge point will be non -erosive to both the land surface and the receiving surface water during
peak flow from the 10-year storm event. You may refer to the guidelines from DEMLR -
Sedimentation and Erosion Control to determine an appropriate non -erosive velocity. The
permissible velocities for erosion protection are under Appendix 8.05 (i.e. Chapter 8).
Please see Attachment 1: Ditch Exhibit for drainage area delineations. Additionally, the supporting
calculations are included as Attachment 2: Stormwater Report.
iii. Calculations to demonstrate that for any discharge points proposed to increase flow rate and
volume, the structural stability and the water quality of the receiving surface water will not be
compromised.
Please see Attachment 2: Stormwater Report for supporting calculations.
I. Designed drawings (both aerial and profile views showing the actual designed dimensions) and
calculations of any proposed diffuse flow or detention stems and any vegetated conveyances (if
provided).

1001 Boulders Parkway P 804.200.6500
T I M M O N S GROUP Suite 300 F 804.560.1016
YOUR VISION ACHIEVED THROUGH OURS. Richmond, VA 23225 www.timmons.com
Please see Attachment 1: Ditch Exhibit for plan view drawings, profile details, and supporting
dimension calculations for each ditch.
Please feel free to contact me at [phone] or hunter.wines(@timmons.com if you have any
questions or need additional information.
Sincerely,
Timmons Group
�Uok-Dvoi6)
Hunter Wines, PWS
Environmental Project Manager
Attachments:
1. Ditch Exhibit
2. Stormwater Report

Attachment 1:
Ditch Exhibit

GRADING AND STORM DRAINAGE NOTES
TOTAL IMPACT AREAS:
1.
PLANS AND DESIGN FOR DITCHES AND OUTFALL PROTECTION SHOWN ARE FOR STREAM
IMPACT PERMITTING ONLY. FULL SITE -CIVIL DESIGN TO BE PERMITTED SEPARATELY.
STREAM IMPACTS = 0.05 AC
2.
TOPOGRAPHICAL INFORMATION OUTSIDE OF PROPERTY/SURVEY LIMITS IS FROM NC ONE MAP
® WETLAND IMPACTS = 0.22 AC
DOWNLOADED 09/05/2023.
3.
CONTRACTOR SHALL CALL "NORTH CAROLINA ONE CALL" (811) AT LEAST 3 DAYS PRIOR TO
TOTAL = 0.27 AC
DIGGING TO HAVE EXISTING UTILITIES LOCATED. REPORT ANY DISCREPANCIES TO THE
ENGINEER.
4.
CONTRACTOR TO COORDINATE ACTIVITIES WITH UTILITY COMPANIES INVOLVED IN ANY
RELATED RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
5.
EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS AND THE BEST AVAILABLE RECORD
DRAWINGS. THE CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO BEGINNING
CONSTRUCTION. ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THE PLANS
SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
6.
THE CATCH BASINS AND YARD INLETS SHALL BE CONSTRUCTED IN THE LOCATIONS SHOWN
UNLESS OTHERWISE DIRECTED BY THE ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR
LEGEND
- - PROPERTY LINE
- - PROPOSED LOT LINE
- - PROPOSED SETBACK/BUFFER
EXISTING WETLANDS
o o o o o o o o 100-YEAR FLOODPLAIN
PROPOSED DITCH CENTERLINE
Lo— LIMITS OF DISTURBANCE
■ = = m = = ■ PROPOSED DRAINAGE AREA
�m PROPOSED RIP RAP
REPORTING ANY DISCREPANCIES IN THE CATCH BASIN ELEVATIONS OR THE PROPOSED PIPE I I I i 1 ) . ' -\ t \ , \ - \ ` \ - - - '` v\� � b \ " \ \ I \ \ - - \ - - - - - \ \ \ \ \ \ \ \ \ \ . \ \ •
J I ` / / / / \ 1 � \ \ \ \ , \\\, < / \ \ \ \ \ \ \ \ 1
SLOPES TO THE ENGINEER. THE CONTRACTOR IS ALSO RESPONSIBLE TO REPORT ANY 1 \ \ I ` r 1 1 \ \ \ 01 \ -_ l - \ \ t 3`� \ \\\t\ \ \ I \ _ - - _ _ - \ - \ \ � \ \ \ \ \ \ \ \
I l \ \ `. Z \, \ t \ \ \ \ \ \ \ \ � - \ \ \ \ \ \
CONFLICTS BETWEEN ANY UTILITY, STORM DRAIN LINE, WATER LINE, SEWER LINE OR ANY J I \ \ \ \,* I \ \ - \ \ \ \ \ \ - \ \ - Z \ \ \ \ I
\ I t ( \ r \ v I I \ 1 , L \ \ \ -`°\`\ `� >`\ i ►� \ \ \ I I I l \ _ \ / \ . \ I \ I I
OTHER PROPOSED OR EXISTING STRUCTURE TO THE ENGINEER. I I \ \ \ r \ ,) \ \ \ _ _ _ - - - - - - V \ \ cr C) I \ /
7. A LAND DISTURBING PERMIT WILL BE REQUIRED PRIOR TO THE COMMENCEMENT OF ANY \ \ I \ 1 / \ \. \,,�,\ \ ,/ /' t \ I \ \ \ \ \ � �� •_ \ 0 1 1
\ , l �> \ \ >\ , /An
gyp `�\1 (i�\ \ \ \ \ _ _ \ \ \ l \ \ \\ \ \ \ \ � \ \ I I
LAND -DISTURBING ACTIVITIES. 1 / 1 I \ ( l l 1 \ \ - - - - \ \ / / \ \ \ \ \ \ � - 1 \ 1
r \ I J\ I ( i\ \ \o l \ \ \ \ > J/ \ t�\II 1 1 \ \ \\ \� '-- \ \ \ \ \ / \ \ \ C= \ \ \ /I,
8. ALL EXISTING VAULTS, MANHOLES, STORM DRAIN STRUCTURES, VALVE BOXES, CLEANOUTS, �1 1 ' I / ' r \\l \ �,, \ \ \ \ \ \ \ \ - - _ \ ," _-�,_
/ - - 1 \ \ / \ \ p� \ \ / I
ETC. SHALL BE ADJUSTED AS NEEDED TO MATCH FINISHED GRADE. ) / \ ` \ I \ \ \ \ \ \ ^ -\ r/ ( / � \\� )�\ \ \ \ \ \ ,�',
- - - - - - \ 11 ` \ / ' \ \ \ \ / . \ \ ` \ \ r- \ \ \ \ - ' I /
9. ALL BACKFILL, COMPACTION, SOILS TESTING, ETC. SHALL BE PERFORMED BY THE OWNER'S I I I / 1 / I \ \ \ \ - \ ` ` \ \ L t / / )r �(\n A v l `\ \ \ \ \ \ \ \ � \ \ ` \ / ' \ / / - , \ \ n \ \ / /
INDEPENDENT TESTING LABORATORY. ` r / \ - \ \ \ ` \ (� \ / i\ / l \ / k\\\�° ^�� \ \ \ \ ` \ \ \ \ \ \ - _ _ / / - \ 1 \ \ / / ` \ \ ` \ \ \ I
10. ALL SPOT ELEVATIONS INDICATED ARE AT TOP OF CURB UNLESS NOTED OTHERWISE. ALL % -1 / l \ \ \ ` \ - \ \ -1 \ t' / / > (` \\` , \ ° ` ` \ ` \ \ \ - - - - \ ✓ 1 1 \ / ` / I I '
\L \ > \\c� \ 1•b`(y \ 4 ,, rI/f1,I t 11 \ I
ELEVATIONS ARE BASED ON VERTICAL DATUM NAVD88. I I 1 I / \ 1 \ V \ � \ � \ `T
11. A PRE -CONSTRUCTION MEETING MUST BE SCHEDULED PRIOR TO ANY WORK, GRADING OR { \ \ \ \ \ ` 1 � (, I I )) Y\ \ \ \ \ \ - _ ' - _ - - - - / \ \ \ \ - - - - _ - \ \ \ \ - - -- 11 \ \ J I 1
INSTALLATION OF EROSION CONTROL MEASURES. Jl / / \ 1 \ ^ \ \ (P \ - \ I6 19\A ` - ^ - I ( / I\ .s . ` ` - - - -� \ \ \ \ / \ ` / � ' \ ` \ ` \ \ ` / l 1 1
1 \ \ I\ \_ -� -.. \ \\ \ t \ 11, n/Ir,�)/l l \ \ --
----' i \ \ \ / \ \ \ /� / \ \ \ \ \ \ \ \ \ \ \ \
12. ALL HANDICAP PARKING SPACES AND STRIPED ACCESSIBILITY AISLES ARE TO HAVE NO MORE ( / ) (o L U \ \ \ \ - " \ > I \ \ \� \ ) \ 1 t \l \ I � \\\ \ \ - _ _ - - _ _ - - \ \ \ \ ✓ � - \ \ \ \ W \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ � / / / /
THAN A 1:50 (2.0%) SLOPE IN ALL DIRECTIONS. ALL SIDEWALKS ARE TO HAVE NO MORE THAN A J \ ", \ � t a _ \ \ \ \\ \ r r �!,, ) \) , \ \ \ 5rO• � \ ` - - ' / o 'V - -364 - _ _ _ \ \ \ \ \ \ \ \ / /
1:20 (5.0%) SLOPE FOR THE LENGTH OF THE SIDEWALK AND NO MORE THAN A 1:50 (2.0%) SLOPE ,e \ / ( \ �^ \ - N `' \ I \ \ \ 1 ` (' t � \ l(\ i\) I `\ 1 � 1 \ \ � \ \ \ - \ \ \ / /
FOR THE WIDTH OF THE SIDEWALK. ( ) \ it 1 \ ) /` / t I t, \ \ % ((�_ j\\ \„ „■ \ \ \ - - - \ _ - / ' \ \ \ / - \- \ -- \ \ \ / / /
J' \ \ -� \ `�\- \ \ ( 1 I \ I \ '\ c- \�`\\'°\Ir\\\\\� \`\\"'i? \ \ --- - \ I 1 \ \ _ 1-11 -� \ \ \ I y-- , _ \ \ \ \ \ \ \ \ \ \ \ \ � / / '
13. IF CONTRACTOR NOTICES ANY DISCREPANCIES IN ANY OF THESE SLOPE REQUIREMENTS, IT IS Q 1 \ / 1 \ \ 1 / � 1 O - \ \ ` i o \ y` \ \ \ \ \ / /
THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNER PRIOR TO POURING ANY \ \ / \ \ ^ 1 ^ \ \ I I / G l ( \ ~ \l \`\\ \ i \\\\�\�\ \ \ \ - \ I 1 \ / \ \ %/ \ I \ \ \ \ \ - - \ / '
\ \ I l l 1 \ l \ \ \ y \\\ \ \ - - \ \ \ ` \ _L i � \ \ \ - \ \ \ \ \ / /
CONCRETE SO THAT A SOLUTION CAN BE FOUND. O' F OI)IT SE ACK _\ I / J I \ \ \\\\\\ \\C,\ < \�\\ ` \ 350 / / _ - 1 I \ \ \ \ \ _ - - i / /
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14. EXISTING VEGETATION WITHIN TREE PROTECTIVE AREAS SHALL REMAIN UNDISTURBED UNLESS I \ � 1 \ \ l \ \ ) \\ \\\\ \ \ \ % \ \ \ M \ \ \ I 1 4 - \ \ - '
NOTED OTHERWISE. ANY AND ALL LANDSCAPING AND EXISTING TREES AND SHRUBS TO REMAIN 1 < \ \ \ \ - \ - / \� ) ( > / I / l J ` r / , \ \ 1 \ \ \\\\ \� \ I \\\ \ �( \. _ \ \ ` \ /� \ \ - - i I I I \ \ - - '' ` \ \ ` \ \ \ \ \ \ \ \ \ \ ` \ _ ' /
\ l ` ( /I / / / > / \ � \ \ \) 1\ I\`� < `\\\\`\ ( \ �% 'J' \ \ \ v \ \ \ \ \ 30'ACCESS EASEMENT I 1 _ / \ �� - \ ` \ 1 0 \ \ \ \ \ \ / ' �, /
WHICH ARE DAMAGED DURING DEMOLITION OR CONSTRUCTION SHALL BE REPLACED BY THE � _ ( 1 / \ 1 I ( ) \ `\I �' \ \ \\ w ` \ \ /_ \ "' ` \ / \ \ \ - ' - -
CONTRACTOR USING A LICENSED LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE l \ `- \ �-\ - i / l / / I / Z _, \ 1 \ 1 t` A \ - / - o \ \ \ \ - - - - \ \ I \ - - - - - \ 6'0 \ 'r \ ` / \ - \ \ -
OWNER. \\ \ G �\ ~(� ) ) t ,r I11 Imo' �(' \\ `\`)r(I\\�u\��0�\\I\\\-i\J \ ` \ \ 1 \, ��- -\ \\ 11 \ \ \ \ - - -' -��./ /
15. THE GRADING CONTRACTOR SHALL COMPLY WITH ALL STATE CODES IN OBSERVING EROSION% - - , { ) / / / r- 5 1( \ \ \\ \�\ " „\ \ \ \ \ \ \ - - \ \ - _ \ \ I \�\\\ -
CONTROL MEASURES BOTH ON AND OFF -SITE. THE GRADING CONTRACTOR SHALL MAINTAIN 1- �I / " l ( 1 / I / 1 / A6( AND i \ I )(( I 1 S (\\\ ) \\\ \ \ \ \ _ . - \ \ \ - _ _ \ \ ` \ \ \ l 1l 1 \ - - - - - -
- - " ` _> \ I ! /` v J -'UTILITY EA MEf\iT� I ) ) \ I / I \,� ( 1 \ \`\\\\\� � A �_,
\ ` - � \ \ \ \ \ � - - - _ I / ' \ \ \ \ \ \ \ ) \ \ � - _ ,
3 J 1 \ \ \ \ I \ \ \ \ `` \ J I \\)
ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR AS DIRECTED BY THE \ _\ _ \- - \ / / I . 'U Sf I l I I \ �` \ \ - - ` \ \ - � -, \ \ 1 �\ / I \�I& - - /
EROSION CONTROL INSPECTOR OR THE ENGINEER. \ ;� J �-� \ ( .1 / // 1\ ' VARIABLE WIDTH < 1 / ) \ll I 111) 6 �\ ) t `�\, /) \ \ , \ \ I I \ ` 35p I / � \ \ \ \\ ` \ `�I� \ I)\\\\\ i - _ - - \ ' - -
16. THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR OFF -SITE DISPOSAL OF ALL \ w ~` 1 / ,( \r\` )1 \ < 11 - - \ _ -, \ \ \ \ l \ I _ _ - - - - _ - -
j '� % / / / I S E STREET 6ECTION� ( s ) \ \ \l!/ r ✓\\ \ \ ` - - - I - - - - \ I / \ \ \ \ \ I ► \\
CLEARING AND GRADING WASTE MATERIALS GENERATED DURING CONSTRUCTION AND FOR \\� `_? _ er I I �/ f / \ \ \ / />ti'/1 ) n °\1 \ /I \ � \ \ - - \ / - - - - - - - \ \ \ \ �\ \ \ \ -
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GRADING AND STORM DRAINAGE NOTES
1. PLANS AND DESIGN FOR DITCHES AND OUTFALL PROTECTION SHOWN ARE FOR STREAM
IMPACT PERMITTING ONLY. FULL SITE -CIVIL DESIGN TO BE PERMITTED SEPARATELY.
2. TOPOGRAPHICAL INFORMATION OUTSIDE OF PROPERTY/SURVEY LIMITS IS FROM NC ONE MAP
DOWNLOADED 09/05/2023.
3. CONTRACTOR SHALL CALL "NORTH CAROLINA ONE CALL" (811) AT LEAST 3 DAYS PRIOR TO
DIGGING TO HAVE EXISTING UTILITIES LOCATED. REPORT ANY DISCREPANCIES TO THE
ENGINEER.
4. CONTRACTOR TO COORDINATE ACTIVITIES WITH UTILITY COMPANIES INVOLVED IN ANY
RELATED RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
5. EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS AND THE BEST AVAILABLE RECORD
DRAWINGS. THE CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO BEGINNING
CONSTRUCTION. ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THE PLANS
SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
6. THE CATCH BASINS AND YARD INLETS SHALL BE CONSTRUCTED IN THE LOCATIONS SHOWN
UNLESS OTHERWISE DIRECTED BY THE ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR
REPORTING ANY DISCREPANCIES IN THE CATCH BASIN ELEVATIONS OR THE PROPOSED PIPE
SLOPES TO THE ENGINEER. THE CONTRACTOR IS ALSO RESPONSIBLE TO REPORT ANY
CONFLICTS BETWEEN ANY UTILITY, STORM DRAIN LINE, WATER LINE, SEWER LINE OR ANY
OTHER PROPOSED OR EXISTING STRUCTURE TO THE ENGINEER.
7. A LAND DISTURBING PERMIT WILL BE REQUIRED PRIOR TO THE COMMENCEMENT OF ANY
LAND -DISTURBING ACTIVITIES.
8. ALL EXISTING VAULTS, MANHOLES, STORM DRAIN STRUCTURES, VALVE BOXES, CLEANOUTS,
ETC. SHALL BE ADJUSTED AS NEEDED TO MATCH FINISHED GRADE.
9. ALL BACKFILL, COMPACTION, SOILS TESTING, ETC. SHALL BE PERFORMED BY THE OWNER'S
INDEPENDENT TESTING LABORATORY.
10. ALL SPOT ELEVATIONS INDICATED ARE AT TOP OF CURB UNLESS NOTED OTHERWISE. ALL
ELEVATIONS ARE BASED ON VERTICAL DATUM NAVD88.
11. A PRE -CONSTRUCTION MEETING MUST BE SCHEDULED PRIOR TO ANY WORK, GRADING OR
INSTALLATION OF EROSION CONTROL MEASURES.
12. ALL HANDICAP PARKING SPACES AND STRIPED ACCESSIBILITY AISLES ARE TO HAVE NO MORE
THAN A 1:50 (2.0%) SLOPE IN ALL DIRECTIONS. ALL SIDEWALKS ARE TO HAVE NO MORE THAN A
1:20 (5.0%) SLOPE FOR THE LENGTH OF THE SIDEWALK AND NO MORE THAN A 1:50 (2.0%) SLOPE
FOR THE WIDTH OF THE SIDEWALK.
13. IF CONTRACTOR NOTICES ANY DISCREPANCIES IN ANY OF THESE SLOPE REQUIREMENTS, IT IS
THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNER PRIOR TO POURING ANY
CONCRETE SO THAT A SOLUTION CAN BE FOUND.
14. EXISTING VEGETATION WITHIN TREE PROTECTIVE AREAS SHALL REMAIN UNDISTURBED UNLESS
NOTED OTHERWISE. ANY AND ALL LANDSCAPING AND EXISTING TREES AND SHRUBS TO REMAIN
WHICH ARE DAMAGED DURING DEMOLITION OR CONSTRUCTION SHALL BE REPLACED BY THE
CONTRACTOR USING A LICENSED LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE
OWNER.
15. THE GRADING CONTRACTOR SHALL COMPLY WITH ALL STATE CODES IN OBSERVING EROSION
CONTROL MEASURES BOTH ON AND OFF -SITE. THE GRADING CONTRACTOR SHALL MAINTAIN
ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR AS DIRECTED BY THE
EROSION CONTROL INSPECTOR OR THE ENGINEER.
16. THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR OFF -SITE DISPOSAL OF ALL
CLEARING AND GRADING WASTE MATERIALS GENERATED DURING CONSTRUCTION AND FOR
OBTAINING ALL APPLICABLE PERMITS FOR OFF -SITE STOCKPILES AND/OR WASTE AREAS.
17. REFER TO NOTES AND DETAILS SHEET FOR DITCH AND RIPRAP SIZING.
LEGEND
- -
PROPERTY LINE
- -
PROPOSED LOT LINE
— —
PROPOSED SETBACK/BUFFER
EXISTING WETLANDS
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100-YEAR FLOODPLAIN
PROPOSED DITCH CENTERLINE
Lo—
LIMITS OF DISTURBANCE
m m m m m m m
PROPOSED DRAINAGE AREA
PROPOSED RIP RAP
TOTAL I M PACT AREAS:
STREAM IMPACTS = 0.05 AC
® WETLAND IMPACTS = 0.22 AC
TOTAL = 0.27 AC
SCALE 1 "=60'
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
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GRADING AND STORM DRAINAGE NOTES
1. PLANS AND DESIGN FOR DITCHES AND OUTFALL PROTECTION SHOWN ARE FOR STREAM
IMPACT PERMITTING ONLY. FULL SITE -CIVIL DESIGN TO BE PERMITTED SEPARATELY.
2. TOPOGRAPHICAL INFORMATION OUTSIDE OF PROPERTY/SURVEY LIMITS IS FROM NC ONE MAP
DOWNLOADED 09/05/2023.
3. CONTRACTOR SHALL CALL "NORTH CAROLINA ONE CALL" 811 AT LEAST 3 DAYS PRIOR TO
DIGGING TO HAVE EXISTING UTILITIES LOCATED. REPORT ANY DISCREPANCIES TO THE
ENGINEER.
4. CONTRACTOR TO COORDINATE ACTIVITIES WITH UTILITY COMPANIES INVOLVED IN ANY
RELATED RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
5. EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS AND THE BEST AVAILABLE RECORD
DRAWINGS. THE CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO BEGINNING
CONSTRUCTION. ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THE PLANS
SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
6. THE CATCH BASINS AND YARD INLETS SHALL BE CONSTRUCTED IN THE LOCATIONS SHOWN
UNLESS OTHERWISE DIRECTED BY THE ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR
REPORTING ANY DISCREPANCIES IN THE CATCH BASIN ELEVATIONS OR THE PROPOSED PIPE
SLOPES TO THE ENGINEER. THE CONTRACTOR IS ALSO RESPONSIBLE TO REPORT ANY
CONFLICTS BETWEEN ANY UTILITY, STORM DRAIN LINE, WATER LINE, SEWER LINE OR ANY
OTHER PROPOSED OR EXISTING STRUCTURE TO THE ENGINEER.
7. A LAND DISTURBING PERMIT WILL BE REQUIRED PRIOR TO THE COMMENCEMENT OF ANY
LAND -DISTURBING ACTIVITIES.
8. ALL EXISTING VAULTS, MANHOLES, STORM DRAIN STRUCTURES, VALVE BOXES, CLEANOUTS,
ETC. SHALL BE ADJUSTED AS NEEDED TO MATCH FINISHED GRADE.
9. ALL BACKFILL, COMPACTION, SOILS TESTING, ETC. SHALL BE PERFORMED BY THE OWNER'S
INDEPENDENT TESTING LABORATORY.
10. ALL SPOT ELEVATIONS INDICATED ARE AT TOP OF CURB UNLESS NOTED OTHERWISE. ALL
ELEVATIONS ARE BASED ON VERTICAL DATUM NAVD88.
11. A PRE -CONSTRUCTION MEETING MUST BE SCHEDULED PRIOR TO ANY WORK, GRADING OR
INSTALLATION OF EROSION CONTROL MEASURES.
12. ALL HANDICAP PARKING SPACES AND STRIPED ACCESSIBILITY AISLES ARE TO HAVE NO MORE
THAN A 1:50 (2.0%) SLOPE IN ALL DIRECTIONS. ALL SIDEWALKS ARE TO HAVE NO MORE THAN A
1:20 (5.0%) SLOPE FOR THE LENGTH OF THE SIDEWALK AND NO MORE THAN A 1:50 (2.0%) SLOPE
FOR THE WIDTH OF THE SIDEWALK.
13. IF CONTRACTOR NOTICES ANY DISCREPANCIES IN ANY OF THESE SLOPE REQUIREMENTS, IT IS
THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNER PRIOR TO POURING ANY
CONCRETE SO THAT A SOLUTION CAN BE FOUND.
14. EXISTING VEGETATION WITHIN TREE PROTECTIVE AREAS SHALL REMAIN UNDISTURBED UNLESS
NOTED OTHERWISE. ANY AND ALL LANDSCAPING AND EXISTING TREES AND SHRUBS TO REMAIN
WHICH ARE DAMAGED DURING DEMOLITION OR CONSTRUCTION SHALL BE REPLACED BY THE
CONTRACTOR USING A LICENSED LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE
OWNER.
15. THE GRADING CONTRACTOR SHALL COMPLY WITH ALL STATE CODES IN OBSERVING EROSION
CONTROL MEASURES BOTH ON AND OFF -SITE. THE GRADING CONTRACTOR SHALL MAINTAIN
ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR AS DIRECTED BY THE
EROSION CONTROL INSPECTOR OR THE ENGINEER.
16. THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR OFF -SITE DISPOSAL OF ALL
CLEARING AND GRADING WASTE MATERIALS GENERATED DURING CONSTRUCTION AND FOR
OBTAINING ALL APPLICABLE PERMITS FOR OFF -SITE STOCKPILES AND/OR WASTE AREAS.
17. REFER TO NOTES AND DETAILS SHEET FOR DITCH AND RIPRAP SIZING.
LEGEND
- -
PROPERTY LINE
- -
PROPOSED LOT LINE
- - -
PROPOSED SETBACK/BUFFER
EXISTING WETLANDS
J/ J/ , W W
o o o o o o o o
100-YEAR FLOODPLAIN
PROPOSED DITCH CENTERLINE
Lo-
LIMITS OF DISTURBANCE
- - - - - - -
PROPOSED DRAINAGE AREA
PROPOSED RIP RAP
TOTAL IMPACT AREAS:
STREAM IMPACTS = 0.05 AC
® WETLAND IMPACTS = 0.22 AC
TOTAL = 0.27 AC
SCALE 1 "=60'
0 60' 120'
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
CITY OF SANFORD, NCDEQ AND NCDOT STANDARDS,
SPECIFICATIONS, AND DETAILS
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JOB NO.
41353.012
SHEET NO.
C4.2
L

MINIMUM DITCH SECTION AND LINER SPECIFICATIONS
DITCH NAME
TOP WIDTH "A"
MIN. DITCH DEPTH (FT) "B"
BOTTOM WIDTH (FT) "C"
SIDE SLOPE "D.,
LINER TYPE & THICKNESS
DITCH - 1
6 FT
1 FT
0
3:1
North American Green, P300
DITCH - 2
6 FT
1 FT
0
3:1
North American Green, P300
DITCH - 3
6 FT
1 FT
0
3:1
North American Green, S150
DITCH - 4
6 FT
1 FT
0
3:1
North American Green, S150
DITCH - 5
6 FT
1 FT
0
3:1
North American Green, S150
DITCH - 6
6 FT
1 FT
0
3:1
North American Green, S150
DITCH - 7
6 FT
1 FT
0
3:1
North American Green, S150
DITCH - 8
6 FT
1 FT
0
3:1
North American Green, S75
DITCH - 9
6 FT
1 FT
0
3:1
North American Green, P300
DITCH - 10
6 FT
1 FT
0
3:1
North American Green, P300
0
TOP WIDTH
"A„
SIDE SLOPE
D"
MIN. DITCH DEPTH (FT)
"nn
LINER TYPE
THICKNESS
BOTTOM WIDTH (FT)
"CIv
MAINTENANCE FOR CHANNEL LINING/DITCH SECTION
DURING THE ESTABLISHMENT PERIOD, CHECK BLANKET -LINED CHANNELS AFTER EVERY RAINFALL. AFTER GRASS IS ESTABLISHED,
PERIODICALLY CHECK THE CHANNEL; CHECK IT AFTER EVERY HEAVY RAINFALL EVENT. IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY
IMPORTANT TO CHECK THE CHANNEL OUTLET AND ALL ROAD/TRAIL CROSSINGS FOR BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR
HOLES. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING CAPACITY. KEEP THE GRASS IN A
HEALTHY, VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY EROSION PROTECTION FOR THE CHANNEL.
CRITICAL POINTS
A. Ovadaps and Seams
B. Projected Water Une
C. Channel Bottom/Side Slope Vertices
tt A
13
brawling Not To kale
NORTH
AMERICAN
GREEN
5401 S1. Wendel - Cyolhians Rd. PH: SW-722-2140
114rs" viIle. IN 47633 rrrrak.nakreert.cuni
NOTES:
'Horizontal staple spacing should be
altered If necessary to allow staples to
secure the critical points along the channel
surface.
"In loose sal conditions. the use of staple
or stake lengths greater than G"(15cm) may
be necessary to properly secure the
REC P's.
Disclaimer:
The information presented herein is general design information only. For specific applications,
consult an Independent professional for further design guldance.
PROPOSED GRADE
INFLOW
EXISTING GROUND /
STREAM
Drawn on: 5-4-17
PROPOSED ROADWAY
PROPOSED CULVERT
INVERT TO BE
PROPOSED CULVERT COUNTERSUNK
SCHEMATIC CULVERT CROSSING DETAIL
NOT TO SCALE
OUTFLOW
CHANNEL
INSTALLATION
DETAIL
1. Prepare soil before Installing rolled
erosion central products (RECPs),
Inoluding any necessary application of
Ilmer fartllker, and seed.
2. Begin at the top of the channel tyy
anchoring the REGPs In a 6"(15ar}
deep X W(15cm) wide trench with
approximately 12"(30cn+) of RECPs
extended beyond the up -slope portion
of the trench. Use ShvreMax mat at the
channelfculvert autlel as supplemental
scour protecllon as needed. Anchor the
RECps with a row of stapieslstatces
approximately 12'(30cm) apart In the
bottom cf the trench. Backfll and
compact the trench attar stapling. Apply
seed to the compacted sol and fold the
remaining 12(30cm) portion of RECPs
back over the seed and compacted Al.
Secure RECPs over compacled soil
with a row of stapleststakes spaced
apprmAmately 12" apart across the
width of the RECPs.
3.Roll center REC% In direction of water
low In battum of channel. RECPs will
unroll with appropriate side againal the
soil surface. All RECPs must be
securely fastened to soil surface by
plating stapleslstakes In appropriate
locations as shown In the staple pattem
guide.
4. Place consecutive RECPs end -over -end
(Shingle style) with a 4"-B- overlap. Use
a double row of staples staggered 4"
apart and d" an center to secure
RECPs.
S. Full langth edge of RECPs of tap of side
slopes must be anchored with a raw of
stapieefstakes eppnvdmately 12"(3Dcm)
apart In a 6"(15cm) deep X 6"(15cm)
wide trench. Backfll and compact the
trench after stapling.
6. Adjacent RECPs must be overlapped
approximately 211-5" (5-12.5cn)
(Depending Dn RECPs type) and
stapled.
7.In high flow channel applications a
staple r~hack slot is reDommended at Sit
to 40 fool (I} -12m) Intervals. Use a
double raw of staples staggered
4"(1Dcm) apart and 4"(1Ocrn) on canter
over enure width of the channel.
a. The terminal end of the REDPs must be
anchored with a row of stapieslstakes
approximately 12" (30cm) apart In a
6"(l5cm) deep X 6"(1Scm) wide trench.
BaMl and compact the trench after
stapling.
I
NORTH
AMERICAN
GREEN
5441So. Wendel -Cynthiauand- PH:81K1-772-21140
Posepville, 1N 47633 rrwn.n8p;reen.cum
MINIMUM RIP RAP DISSIPATOR SPECIFICATIONS
DITCH NAME
RIP RAP CLASS
APRON THICKNESS (IN.)
APRON LENGTH (FT)
APRON WIDTH (FT)
DITCH - 1
A
12
6
6
DITCH - 2
B
18
12
6
DITCH - 3
A
12
6
6
DITCH - 4
A
12
6
6
DITCH - 5
A
12
4
6
DITCH - 6
A
12
4
6
DITCH - 7
A
12
4
6
DITCH - 8
A
12
8
6
DITCH - 9
A
12
6
6
DITCH - 10
B
1 18
1 12
1 6
i 0L—1
FABRIC
NOTES: SECTION 'A -A'
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (INCHES).
3. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFCANT (1/2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS
TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED IN
SOME LOCATIONS.
Disclaimer;
The information presented herein is general design information only. For specific applications
oonsuIt an Independent professional for further design guidance.
Drawn on: 5-4-17
OUTLET PROTECTION
NO SCALE
SLOPE
INSTALLATION
DETAIL
1. Prepare sal befom Installlog rolled
erosion control products (RECPs).
Including any necessary
application of lime, fertilizer, and
seed.
2. Begin at the top of the slope by
anchoring the RECPs in a
6"(15cm} deep X 5"(15cm) wide
trench with approximately 12"
(30cm) of RECPs extended beyond
the u"lcpe portion of the trench.
Anchor the RECPs with a raw of
staples/Makes approximately 12"
(30cm) apart in the bottom of the
trench. Backfill and compact the
trench after stapling. Apply seed to
the compacted soll and fold the
remaining 12"(30cm) portion of
RECPs tack over the Seed anrt
compacted sail. Secure RECPs
over compacted soil with a raw
Of stapleslstakes spaced
approximately 12"(30cm) apart
across the width of the RECPs.
3. Roll the RECPs (A) dawn or (B)
horizontally across the slope.
RECPs will unroll with appropriate
side against the sal surface. All
RECPs must be securely fastened
to sail surface by placing
staples/stakes In appropriate
locations as shown In the staple
pattern guide.
4. The edges of parallel RECPs must
be stapled with approximately 2" -
5" (5-12.5cm) overlap depending
on the RECPs type.
5. Consecutive RECPs spliced dawn
the slope must be end aver and
(Shingle style) Wth an approximate
3"{7.5cm) Overlap. Staple through
overlapped area, approximately
12"(30cm) apart across entire
RECPs width.
'NOTE:
In loose sal conditions, the use of
staple or stake lengths greater than
6"(15cm) may be necessary to
property secure the RECP's.
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U7 I DATE
0910712023
O
r DRAWN BY
332
DESIGNED BY
•
•
332
•
CHECKED BY
•
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• •
SCALE
•
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
CITY OF SANFORD, NCDEQ AND NCDOT STANDARDS,
SPECIFICATIONS, AND DETAILS
JOB NO.
41353.012
SHEET NO.
C4.3

Attachment 2:
Stormwater Report

STORMWATER REPORT
SOUTH CARTER INDUSTRIAL PARK
SANFORD, NC
SEPTEMBER 11, 2023
PREPARED FOR:
Mike Lyczkowski
South Carter Industrial Park, LLC
Sanford, NC 27330
[phone]
PREPARED BY:
Timmons Group, NC License No. 022530
Rick Baker, PE
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
[phone]
Rick. [e-mail]
www.timmons.com
• %r
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
CARo
E S si0
SEAL =_
0 5
GINIII h WO
E��
09 1023

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
Table of Contents
1) Stormwater Narrative.................................................................................................................................. 1
ExistingConditions Description...................................................................................................................... 1
Proposed Stormwater Management Summary ...............................................................................................1
ProposedConditions...................................................................................................................................... 1
CalculationMethodology................................................................................................................................2
2) Stormwater Calculations................................................................................................................................ 2
Drainage Ditch Design Sizing/Liner Calculations............................................................................................ 2
3) Maps............................................................................................................................................................. 3
NOAARainfall Data....................................................................................................................................... 3
FEMAFIRM Maps.........................................................................................................................................3
NRCSSoil Survey Map..................................................................................................................................3

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
1) Stormwater Narrative
Existing Conditions Description
The proposed Industrial Park project is located on NC Highway 87 S. Sanford, NC. The parcel identification
numbers are as follows:
7.52 AC (9660-53-0622)
9.26 AC (9660-35-9486) (Partial)
7.51 AC (9660-34-1873)
60.88 AC (9660-26-7579)
15.66 AC (9660-33-6802)
39.54 AC (9660-13-8685)
The site consists of approximately 140.37 acres of vacant and agricultural land. Jurisdictional streams and
wetlands are located throughout the site. The predominant existing soils are as follows:
Chewacla silt loam, 0 to 2 percent slopes, frequently flooded "Ch" (Hydraulic Soil Group B/D)
Nanford silt loam, 2 to 8 percent slopes "NaB" (Hydraulic Soil Group B)
Nanford silt loam, 8 to 15 percent slopes "NaD" (Hydraulic Soil Group B)
Tarrus silt loam, 8 to 15 percent slopes "TaB" (Hydraulic Soil Group B)
Tarrus silt loam, 8 to 15 percent slopes "TaD" (Hydraulic Soil Group B)
Tillery fine sandy loam, 1 to 4 percent slopes, rarely flooded "ToB" (Hydrauli Soil Group C)
Majority of the site drains to the south or east and drains to the Upper Little River. The surface water
classification is B and part of the Cape Fear River Basin. FIRM Panel 3710966000J, effective date 09/06/2006,
indicates the site lies within Special Flood Hazard Areas Zone X.
Proposed Stormwater Management Summary
Proposed Conditions
Post development runoff from the proposed road will drain to ditches on either side of the road section either
along the top of new fill slopes or along the bottom of the proposed slopes as shown on the plans. These
ditches will drain to existing streams or wetlands at proposed points of crossing. Ditches that drain upstream of
the proposed road will be accounted for with new culvert design. Ditches that drain downstream of the
proposed road will drain to wetland or stream extents or top of bank. All ditch outlets will be protected using
riprap dissipator pads. Additional site improvements to be designed and permitted separately.
..0000
TIMMONS GROUP 1 1 www.timmons.com
YOUR VISION A-1 VlD THROUGH OURS.

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
Calculation Methodology
Ditch drainage areas were delineated utilizing existing topographic survey and GIS topographic data from NC
One Map. Runoff volumes were calculated utilizing the rational method. Rational C factor of 0.95 was utilized
for existing and proposed impervious surfaces. Rational C factor of 0.25 was utilized for managed pervious.
Existing drainage conditions include some wooded areas within the project area that will eventually be
removed with proposed industrial development. Design utilized 10 year, 5 min NOAA intensity of 7.84 in/hr.
Ditch calculations enclosed withing this report were utilized to determine required cross section, liner
specifications for anticipated shear stress and rip -rap dissipator sizing.
2) Stormwater Calculations
Drainage Ditch Design Sizing/Liner Calculations
..0000
TIMMONS GROUP 21 www.timmons.com
YOUR VISION ACNtl VlD THROUGH OURS.

South Carter Industrial Park
Sanford, NC
Proiect Number: 41353.012
3) Maps
NOAA Rainfall Data
FEMA FIRM Maps
NRCS Soil Survey Map
.•'6'0•
TIMMONS GROUP 31 www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

� �Ae4+i� .. •
DITCH - 1 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP '
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
WatershedD
Area (A) = 0.67 (Acres)
Coef. (C) = 0.44 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 2.3 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 281 LF
Slope = 0.075 (ft/ft) Highest Elevation = 346
Z Required = 0.20 Ratio Lowest Elevation = 325
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 0.60 ft 7.2 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.40 ft 4.8 in
Compute Tractive Force
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 2.80 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual = 0.47 Must be greater than z required=> 0.20 Okay L=240V
New V = 5.04 fps V<= 1.170833333
DesignMinimum
Liner: North American Green, P300 8.00 LB/SF > 2.8 LB/SF Okay
f-- -- -Top Width = 6 ft -----
Min. Ditch Depth'= 1 ft _____________
3 Flow Depth (Y) = 0.6 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) i Bottom Width (ft) i Flow Depth (ft) i Top Width (ft) Side Slope
1.00 1 0.00 1 0.60 1 6 3:1
Ditch Liner
North American Green, P300 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:51 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
5.04 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
1.08 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
14.07 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:51 PM

DITCH - 2 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP '
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Watershed Data
Area (A) = 3.71 (Acres)
Coef. (C) = 0.29 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 8.4 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 221 LF
Slope = 0.086 (ft/ft) Highest Elevation = 349
Z Required = 0.68 Ratio Lowest Elevation = 330
Side Slope (M) = 3 :1
Variable e .
Flow Depth (Y) = 0.80 ft 9.6 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.20 ft 2.4 in
Compute Tractive Force
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 4.29 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 1.92 SF
New P = 5.06 Wetted perimeter
New R = 0.38 Hydraulic radius
Z Actual = 1.01 Must be greater than z required=> 0.68 Okay L=240V
New V = 6.54 fps V< 0.920833333
DesignMinimum
Liner: North American Green, P300 8.00 LB/SF > 4.3 LB/SF Okay
f-- -- -Top Width = 6 ft -----
Min. Ditch Depth.'= 1 ft _____________
3 Flow Depth (Y) = 0.8 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) i Bottom Width (ft) i Flow Depth (ft) i Top Width (ft) Side Slope
1.00 1 0.00 1 0.80 1 6 3:1
Ditch Liner
North American Green, P300 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:51 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
6.54 fps
From Fig. 8.06.c:
ZONE = 2
Top Width =
6 ft
Ditch Area =
1.92 sf
Rip Rap Class =
B
Equivalent Pipe Diameter =
18.76 in
Apron Thickness =
18 in
Equivalent Pipe Diameter =
24 in
Apron Length =
12.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:51 PM

� �Ae4+i� .. •
DITCH - 3 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
WatershedD
Area (A) = 0.46 (Acres)
Coef. (C) = 0.56 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 2.0 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 518 LF
Slope = 0.041 (ft/ft) Highest Elevation = 325
Z Required = 0.24 Ratio Lowest Elevation = 304
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 0.60 ft 7.2 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.40 ft 4.8 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.52 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual = 0.47 Must be greater than z required=> 0.24 Okay L=240V
New V = 3.71 fps V<= 2.158333333
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.52 LB/SF Okay
----------------------------------
TopI
Width = 6 ft
Min. Ditch Depth.'= 1 ft -------------
3 Flow Depth (Y) = 0.6 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 0.60 1 6 3:1
Ditch Liner
North American Green, 8150 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:52 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
3.71 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
1.08 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
14.07 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:52 PM

DITCH - 4 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Watershed Data
Area (A) = 0.46 (Acres)
Coef. (C) = 0.56 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 2.0 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 518 LF
Slope = 0.041 (ft/ft) Highest Elevation = 325
Z Required = 0.24 Ratio Lowest Elevation = 304
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 0.60 ft 7.2 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.40 ft 4.8 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.52 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual = 0.47 Must be greater than z required=> 0.24 Okay L=240V
New V = 3.71 fps V<= 2.158333333
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.52 LB/SF Okay
----------------------------------
TopI
Width = 6 ft
Min. Ditch Depth.'= 1 ft -------------
3 Flow Depth (Y) = 0.6 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 0.60 1 6 3:1
Ditch Liner
North American Green, 8150 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:52 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
3.71 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
1.08 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
14.07 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:52 PM

� �Ae4+i� .. •
DITCH - 5 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
WatershedD
Area (A) = 0.41 (Acres)
Coef. (C) = 0.45 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 1.4 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 312 LF
Slope = 0.051 (ft/ft) Highest Elevation = 321
Z Required = 0.15 Ratio Lowest Elevation = 305
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.60 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.15 Okay L=240V
New V = 3.69 fps V< 1.3
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.6 LB/SF Okay
-----------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft _/ N____________
3 Flow Depth (Y) = 0.5 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 0.50 1 6 3:1
Ditch Liner
North American Green, 8150 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:52 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
3.69 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:52 PM

DITCH - 6 0 'a SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP '
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Watershed Data
Area (A) = 0.68 (Acres)
Coef. (C) = 0.35 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 1.9 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 278.5 LF
Slope = 0.039 (ft/ft) Highest Elevation = 321
Z Required = 0.22 Ratio Lowest Elevation = 310
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.23 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.22 Okay L=240V
New V = 3.24 fps V< 1.160416667
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.24 LB/SF Okay
----------------------------------
TopI
Width = 6 ft
Min. Ditch Depth.'= 1 ft -------------
3 1 Flow Depth (Y) = 0.5 ft
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 0.50 1 6 3:1
Ditch Liner
North American Green, 8150 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:52 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
3.24 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:52 PM

DITCH - 7 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Watershed
Area (A) = 0.56 (Acres)
Coef. (C) = 0.51 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 2.2 (cfs)
Known Quantities
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 568 LF
Slope = 0.054 (ft/ft) Highest Elevation = 321
Z Required = 0.23 Ratio Lowest Elevation = 290.2
Side Slope (M) = 3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 1.69 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class II (18"@30"THK)
7.50
North American
,Green Lining
S75
LBISF
1.55
S150
1.75
SC150
2.10
C125
2.25
P300
8.00
Determine If Z Actual Is Greater Than Z Required
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.23 Okay L=240V
New V = 3.80 fps V< 2.366666667
Minimum Design Geometry North American Green, S150 1.75 LB/SF > 1.7 LB/SF Okay
-----------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------
_____
1 I
3 Flow Depth (Y) = 0.5 ft
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) I Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 0.50 6 3:1
North American Green, S150 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:52 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
3.80 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 9/6/2023 3:52 PM

� �Ae4+i� .. •
DITCH - 8 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
WatershedD
Area (A) = 2.15 (Acres)
Coef. (C) = 0.32 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 5.4 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 608 LF
Slope = 0.018 (ft/ft) Highest Elevation = 302
Z Required = 0.94 Ratio Lowest Elevation = 291
Side Slope (M) = 3 :1
Variable e .
Flow Depth (Y) = 0.80 ft 9.6 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.20 ft 2.4 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 0.90 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 1.92 SF
New P = 5.06 Wetted perimeter
New R = 0.38 Hydraulic radius
Z Actual = 1.01 Must be greater than z required=> 0.94 Okay L=240V
New V = 3.00 fps V<= 2.533333333
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.91 LB/SF Okay
----------------------------------
TopI
Width = 6 ft
Min. Ditch Depth.'= 1 ft -------------
3 Flow Depth (Y) = 0.8 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 0.80 1 6 3:1
I Ditch Liner
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:53 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
3.00 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
1.92 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
18.76 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
24 in
Apron Length =
8.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:53 PM

� �Ae4+i� .. •
DITCH - 9 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Watershed Data
Area (A) = 1.07 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 3.9 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 658 LF
Slope = 0.060 (ft/ft) Highest Elevation = 330.5
Z Required = 0.37 Ratio Lowest Elevation = 291
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 0.60 ft 7.2 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.40 ft 4.8 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 2.25 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual = 0.47 Must be greater than z required=> 0.37 Okay L=240V
New V = 4.51 fps V< 2.741666667
DesignMinimum
Liner: North American Green, P300 8.00 LB/SF > 2.25 LB/SF Okay
f-- -- -Top Width = 6 ft -----
Min. Ditch Depth.'= 1 ft _____________
3 Flow Depth (Y) = 0.6 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 0.60 1 6 3:1
Ditch Liner
North American Green, P300 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:53 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
4.51 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
1.08 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
14.07 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:53 PM

� �Ae4+i� .. •
DITCH - 10 SOUTH CARTER INDUSTRIAL SITE
TIMMONS GROUP
Adam Brown ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
WatershedD
Area (A) = 6.63 (Acres)
Coef. (C) = 0.30 (Dimensionless)
Inte. (1) = 7.84 (in/hr)
Flow (Qlo) = 15.6 (cfs)
QuantitiesKnown
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.035 (Dimensionless) Ditch Length = 1110 LF
Slope = 0.043 (ft/ft) Highest Elevation = 339
Z Required = 1.76 Ratio Lowest Elevation = 291
Side Slope (M) = 3 :1
Variable eDepth)
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.00 ft 0.0 in
T=YxDxS Y = Weight of water (62.4 LB/CUFT)
T = 2.70 LB/SF D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.76 Okay L=240V
New V = 5.38 fps V< 4.625
DesignMinimum
Liner: North American Green, P300 8.00 LB/SF > 2.7 LB/SF Okay
-----------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft _/ N____________
3 Flow Depth (Y) = 1 ft
1
I
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) I Bottom Width (ft) Flow Depth (ft) I Top Width (ft) Side Slope
1.00 1 0.00 1.00 1 6 3:1
Ditch Liner
North American Green, P300 *RED IS USER INPUT
LATEST REVISION: 9/6/2023 3:53 PM

a
TIMMONS GROUP
SOUTH CARTER INDUSTRIAL SITE
Adam Brown 41353.012
Ditch Outlet Protection (NYDOT Method)
Velocity =
5.38 fps
From Fig. 8.06.c:
ZONE = 2
Top Width =
6 ft
Ditch Area =
3 sf
Rip Rap Class =
B
Equivalent Pipe Diameter =
23.45 in
Apron Thickness =
18 in
Equivalent Pipe Diameter =
24 in
Apron Length =
12.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
-------------
LATEST REVISION: 9/6/2023 3:53 PM

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Pitt Solar Tree Clearing
Pitt County, NC
ect Number: 56068.001
3) Maps
NOAA Rainfall Data
FEMA FIRM Maps
NRCS Soil Survey Map
.•'6'0•
TIMMONS GROUP 31 www.timmons.com
YOUR VISION ACHIEVED THROUGH OURS.

NOAA Atlas 14, Volume 2, Version 3
Location name: Sanford, North Carolina, USA*
Latitude: 35.3984°, Longitude:-79.13310
Elevation: 361 ft**
* source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
Duration �2� 10 25 50 100 200 500 1000
5.18 6.13 7.12 7.84 8.68 9.25 9.79 10.3 --10.-81 11.3
5-min
(4.73-5.74) 1 (5.58-6.78) 1 (6.47-7.87) 1 (7.12-8.65) 11 (7.84-9.55) 1 (8.33-10.2) 1 (8.77-10.8) 1 (9.16-11.3) 1 (9.58-11.9)
10-min 4.15 4.90 5.70 6.27 6.91 7.37 7.78 8.14 8.57 8.87
(3.77-4.58) (4.46-5.42) (5.18-6.30) (5.69-6.91) (6.24-7.61) (6.64-8.11) (6.97-8.56) (7.26-8.96) 1 (7.57-9.43) 1 (7.77-9.76)
3.45 4.10 4.81 5.29 5.84 6.22 6.56 6.85 7.20 7.42
15-min
(3.14-3.82) (3.74-4.54) (4.37-5.31) (4.80-5.83) (5.27-6.43) (5.60-6.84) (5.87-7.21) (6.10-7.54) (6.35-7.91) 11 (6.50-8.16)
2.37 2.84 3.41 3.83 4.33 4.68 5.02 5.33 5.73 6.01
30-min
(2.16-2.61) 1 (2.58-3.14) 1 (3.10-3.77) 1 (3.48-4.22) 1 (3.91-4.76) (4.22-5.15) (4.50-5.52) (4.75-5.87) (5.05-6.29) (5.27-6.61)
60-min 1.48 1.78 2.19 2.49 2.88 3.17 3.46 3.74 F 4.39
(1.34-1.63) 1 (1.62-1.97) 1 (1.99-2.42) 1 (2.26-2.75) (2.60-3.17) (2.86-3.49) (3.10-3.80) (3.33-4.11) (3.62-4.51) (3.84-4.82)
0.869 1.05 1.31 1.51 1.77 1.97 2.17 2.37 2.64 2.84
2-hr
(0.784-0.970) (0.951-1.18) (1.18-1.46) (1.36-1.68) (1.58-1.97) (1.75-2.19) (1.92-2.41) (2.08-2.63) (2.30-2.93) (2.46-3.16)
0.614 0.743 0.932 1.08 1.28 1.44 1.60 1.77 2.00 2.19
3-hr
(0.556-0.686) (0.674-0.831) (0.843-1.04) (0.974-1.20) (1.14-1.42) (1.28-1.60) (1.41-1.78) (1.55-1.96) (1.73-2.22 1.88-2.43)
) (
0.367 0.444 0.558 0.647 0.770 0.869 0.971 1.08 1.23 1.34
6-hr
(0.334-0.407) (0.405-0.492) (0.507-0.617) (0.586-0.715) (0.692-0.849) (0.776-0.957) (0.860-1.07) 1 (0.945-1.18) 1 (1.06-1.35) (1.15-1.48)
0.215 0.261 0.329 0.384 0.460 0.522 0.588 0.657 0.755 0.835
12-hr
(0.196-0.239) (0.237-0.289) (0.298-0.364) (0.346-0.424) (0.412-0.507) (0.465-0.574) (0.518-0.645) (0.573-0.721) (0.648-0.829) (0.706-0.915)
0.127 0.153 0.193 0.224 0.268 0.302 0.338 0.374 0.425 0.465
24-hr
(0.117-0.137) (0.142-0.165) (0.179-0.208) (0.208-0.242) (0.247-0.289) (0.278-0.326) (0.310-0.364) (0.343-0.403) (0.387-0.458) (0.422-0.501)
0.073 0.089 0.111 0.129 0.153 0.172 0.192 0.212 0.240 0.263
2-day
(0.068-0.079) (0.083-0.095) (0.103-0.120) (0.119-0.139) (0.141-0.164) (0.158-0.185) (0.176-0.206 0.194-0.229) (0.219-0.259) (0.238-0.284)
) (
0.052 0.062 0.078 0.090 0.107 0.120 0.134 0.148 0.167 0.182
3-day
(0.048-0.056) (0.058-0.067) (0.072-0.083) (0.084-0.096) (0.099-0.114) (0.111-0.128) (0.123-0.143) (0.135-0.158) (0.152-0.179) (0.166-0.196)
0.041 0.049 0.061 0.071 0.083 0.094 0.104 0.115 0.130 0.142
4-day
(0.038-0.044) (0.046-0.053) (0.057-0.065) (0.066-0.075) (0.077-0.089) (0.087-0.100) (0.096-0.111) (0.106-0.123) (0.119-0.139) (0.129-0.152)
0.027 0.032 0.039 0.045 0.053 0.059 0.066 0.072 0.082 0.089
7-day
(0.025-0.029) (0.030-0.034) (0.037-0.042) (0.042-0.048) (0.049-0.057) (0.055-0.063) (0.061-0.070) (0.067-0.078) (0.075-0.088) (0.081-0.095)
0.021 0.025 0.031 0.035 0.041 0.045 0.049 0.054 0.060 0.0 55
10-day
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.050-0.058) (0.056-0.064) (0.060-0.069)
0.014 0.017 0.020 0.023 0.026 0.029 0.031 0.034 0.038 0.041
20-day
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.028) (0.027-0.030) (0.029-0.033) (0.031-0.036) (0.035-0.040) (0.037-0.043)
0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
30-day
(0.011-0.012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.022) (0.021-0.024) (0.023-0.026) (0.024-0.028) (0.026-0.030) (0.028-0.032)
0.010 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 0.023
45-day
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.021-0.023) (0.022-0.025)
0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020
60-day
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.014-o.015) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.019-0.021)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

101
10 -2
101
10 -2
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.39841, Longitude:-79.13311
c_ c_ L- L- L- L- L- at at at ; , >, a, a, a, at
L t L L M M ro fu ra fu fu fu M
E E E E ry 4b N It -Q -o -o -Q -o -Q -Q -Q -Q
N N A 4
,1 ,1 r: O O A O
Duration rm v nrn Ln
1 2 5 10 25 50 100 20D 500 1000
Average recurrence interval (years)
NOAAAtIas 14, Volume 2, Versicn 3 Creaked (GMTI: Tue Aug 1 20:32:32 2U23
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
Mnlenral
{yeara�
— 1
2
— 5
— 10
25
50
100
200
— 500
1000
Duration
— 5-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— 60- min —
10-day
— 2-hr —
20-day
— 3-hr —
30-day
— 6-hr —
45-day
— 12-�hr —
60-day
— 24-hr

oy lKd :....
Lemon 5prin
Large scale terrain
Winston-Salem �
Greens)}oro Rocky Mount
Raleigh
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Charlotte Fayettelille.
son
100km O
1+�lilmington
60mi ■
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Large scale aerial

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questionsannoaa.gov
Disclaimer

7907'59.58"W 35025'47.1"N
- --
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FLOOD HAZARD INFORMATION
NOTES TO USERS
SCALE
SEE FIS REPORT
FOR DETAILED LEGEND AND INDEX MAP
FOR
DRAFT FIRM PANEL LAYOUT
For information and questions about this Flood Insurance Rate Map (FIRM), available products associated with
Map Projection:
this FIRM, including historic versions, the current map date for each FIRM panel, how to order products,
GCS, Geodetic Reference System 1980;
or the National Flood Insurance Program (NFIP) in general, please call the FEMA Map Information eXchange at
Vertical Datum: NAVD88
Without Base Flood Elevation (BFE)
1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website at https:Hmsc.fema.gov.
Available include issued Letters Map Change, Flood Insurance Study Report,
For information about the specific vertical datum for elevation features, datum
Zone A, V, A99
products may previously of a
and/or digital versions of this map. Many of these products can be ordered or obtained directly from the website.
COnV2rSIOnS, Or vertical monuments used to create this map, please see the Flood
With BFE or Depth Zone AE, AO, AH, VE, AR
Insurance Study (FIS) Report for your Community at httpS://mSC.fema.gov
SPECIAL FLOOD
Sr
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well
as the current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number
1 inch = 500 feet 1:6 000
HAZARD AREAS
Regulatory Floodway
listed above.
For community and countywide map dates, refer to the Flood Insurance Study Report for this jurisdiction.
0 250 500 1,000 1,500 2,000
0.2% Annual Chance Flood Hazard, Areas
Feet
of 1% annual chance flood with average
To determine if flood insurance is available in this community, contact your Insurance agent or call the National
Meters
depth less than one foot or with drainage
Flood Insurance Program at 1-800-638-6620.
0 50 100 200 300 400
areas of less than one square mile Zone x
Basemap information shown on this FIRM was provided in digital format by the United States Geological Survey (USGS).
W\\vFuture
Conditions 1% Annual
The basemap shown is the USGS National Map: Orthoimagery. Last refreshed October, 2020.
Chance Flood Hazard Zone X
This map was exported from FEMA's National Flood Hazard Layer (NFHL) on 9/7/2023 2:25 PM and does
Area with Reduced Flood Risk due to Levee
not reflect changes or amendments subsequent this date and time. The NFHL and effective information may
i///
change or become superseded by new data overr time.
time. For additional information, please see the Flood Hazard
See Notes Zone X
Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418
OTHER AREAS OF
FLOOD HAZARD
�//// Area with Flood Risk due to Levee Zone D
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap accuracy standards. This map image is void if the one
or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar,
NO SCREEN Area of Minimal Flood Hazard
map creation date, community identifiers, FIRM panel number, and FIRM effective date.
Zone X
Effective LOMRs
OTHER AREAS
Area of Undetermined Flood Hazardzone D
GENERAL
-- - -- - -- - - Channel, Culvert, or Storm Sewer
STRUCTURES
Levee, Dike, or Floodwall
20.2
BCross Sections with 1% Annual Chance
17.5 Water Surface Elevation
08 Coastal Transect
-- -- - — -- Coastal Transect Baseline
— - - Profile Baseline
Hydrographic Feature
^^^^� 513 ^^^^^' Base Flood Elevation Line (BFE)
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
7906'6.23"W 35023'41.42"N
NATIONAL FLOOD INSURANCE PROGRAM
FLOOD INSURANCE RATE MAP
L
2
PANEL 9660 OF 9695
I�
CL
PL4
CIO'{
A
Panel Contains:
ti
COMMUNITY NUMBER PANEL
LEE COUNTY 370331 9660
CITY OF SANFORD 370143 9660
L.L
yr�
c
i
4p
MAP NUMBER
3710966000J
EFFECTIVE DATE
September 06, 2006

669400
35° 24' 54" N
35° 24' 10" N
669400 669600 669800 670000 670200
3
�o
Co Map Scale: 1:9,450 if printed on A landscape (11" x 8.5") sheet.
€n Meters N
0 100 200 400 600
Feet
0 450 900 1800 2700
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: L TM Zone 17N WGS84
9
Custom Soil Resource Report
Soil Map
6696W 669800 670000 6702W 6704W 6706M
670800 671000 671200
670400 670600 670800 671000 671200
35° 24' 54" N
rn
M
rn
M
35° 24' 10" N
671400
3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Lee County, North Carolina
Survey Area Data: Version 21, Sep 12, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2022—Apr
27, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Ch
Chewacla silt loam, 0 to 2
5.8
3.8%
percent slopes, frequently
flooded
NaB
0.2
0.1 %
Nanford silt loam, 2 to 8 percent
slopes
NaD
Nanford silt loam, 8 to 15
13.1
8.5%
percent slopes
TaB
Tarrus silt loam, 2 to 8 percent
68.5
44.7%
slopes
TaD
Tarrus silt loam, 8 to 15 percent
48.3
31.5%
slopes
ToB Tillery fine sandy loam, 1 to 4
17.5
11.4%
percent slopes, rarely flooded
153.3
100.0%
Totals for Area of Interest
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
11