SW6220506_Stormwater Narrative_20220621

Stormwater Calculations
For
Project:
Williford Cove
Cumberland County, NC
Developer:
3 Wills and a Huff, LLC
o r �
i
_- SEAL
31459
IN
r�I I� r��rrgNttttt 6�I,��
��ii REY A• t10 ���• 'a'
Prepared by:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry Icing & Associates, R. L.S., P.A.
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. [phone] F. [phone]
www.LKandA.com
Firm License #: C-887

TABLE OF CONTENTS
Stormwater Narrative
Drainage Areas Breakdown
Pipe Headwater Depth Calculations for Crossing Pipes
Drainage Swale Calculations
Misc. Erosion Control Information
Site Maps
Site Deed(s)
SC-1
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E
APPENDIX F

STORMWATER NARRATIVE
This project is a proposed 42 lot single-family subdivision located across two parcels totaling
approximately 84 acres in Cumberland County. The development is intended as a low density
development.
Each lot will be allowed 5000 sf of impervious area and will create 8.29 acres (361,310 sf) of impervious
area total which is approximately 9.85% of the total property.
This is a septic tank development, so disturbance to areas within the proposed lots will be kept at a
minimum during street �_unstruction.
The proposed streets will have roadside ditch �Ierfions with stormwater crossing pipes. Runoff ultimately
discharges into one of three drainage swales.
Supplemental calculations are attached.
SC-1

Appendix A

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Appendix B

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Exhibit 11
180 l0, 000
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EXAMPLE
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HEADWATER DEPTH FOR
HEADWATER SCALES 253 -CONCRETE PIPE CULVERTS
stJI1EAU of ftMLIc 9"OS ,we, NM REVISED MAY 1964 WITH INLET CONTROL
VI-11

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HEADWATER DEPTH FOR
HEADWATER SCALES 253 CONCRETE PIPE CULVERTS
BUREAU o*.u�iiC4"00.,AKMM REVISED MAY064 WITH INLET CONTROL
VI-11

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`12 HEADWATER DEPTH FOR
HEADWATER SCALES 263 CONCRETE PIPE CULVERTS
BUREAU of PUBLIC MAN rOA +r�s REVISED MAY 1964 WITH INLET CONTROL
VI-11

Exhibit 11
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HEADWATER DEPTH
FOR
CONCRETE
PIPE CULVERTS
HEADWATER
SCALES 253
WEVISED MAY 19" WITH
INLET
CONTROL
BUREAU Of PUBLIC
MADB O. HIM
VI-11

PIPE-2 (10yr Storm).txt
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for ..................... Depth of Flow
Diameter ........................ 18.0000 in
Flowrate 4.1400 cfs
Slope ........................... 0.0024 ft/ft
Manning's n ..................... 0.0130
Computed Results:
Depth ........................... 12.2288 in
Area ............................ 1.7671 ft2
Wetted Area 1.2783 ft2
Wetted Perimeter ................ 34.8791 in
Perimeter ....................... 56.5487 in
Velocity 3.2386 fps
Hydraulic Radius ................ 5.2777 in
Percent Full .................... 67.9376
Full flow Flowrate .............. 5.1461 cfs
Full flow velocity .............. 2.9121 fps
Critical Information
Critical depth .................. 9.3513 in
Critical slope .................. 0.0055 ft/ft
Critical velocity ............... 4.4637 fps
Critical area ................... 0.9275 ft2
Critical perimeter .............. 28.9769 in
Critical hydraulic radius .,.,.. 4.6091 in
Critical top width .............. 18.0000 in
Specific energy ................. 1.1739 ft
Minimum energy 1.1689 ft
Froude number .................... 0.6225
Flow condition .................. Subcritical
Page 1

Exhibit 11
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4 use straight inclined line through
D and 0 scales, or reverse as
illustrated.
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19
t.D
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s
s
HEADWATER
DEPTH
FOR
CONCRETE
PIPE
CULVERTS
HEADWATER
SCALES 253
REVISED MAY 19" WITH
INLET
CONTROL
SUPIM of PUNLIC
rtAos jAiL HM
VI-11

PIPE-3 (10yr Storm).txt
Manning Pipe Calculator
Given Input Data:
Shape Circular
Solving for ..................... Depth of Flow
Diameter ........................ 18.0000 in
Flowrate ........................ 2.7600 cfs
Slope ........................... 0.0024 ft/ft
Manning's n 0.0130
Computed Results:
Depth ............... ........... 9.3833 in
Area 1.7671 ft2
Wetted Area ...................... 0.9315 ft2
Wetted Perimeter 29.0412 in
Perimeter ....................... 56.5487 in
Velocity ......................... 2.9631 fps
Hydraulic Radius 4.6187 in
Percent Full .................... 52.1295
Full flow Flowrate 5.1461 cfs
Full flow velocity .............. 2.9121 fps
Page 1

Exhibit 11
lao lo,000
ISO 8,000 EXAMPLE
156 6.000 0.42 inch" (3.3 feet) 6'
I44 G+ 120 a+.
5,000 S.
4,000 li9 a "W8. S.
132 D feat
►
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120
2,000 (2) I!.I 7.4
IOa (3) EA 7.7 a.
3.
OD is feet
95 1,000 H J —3.
D
4-27—
sa
4.
3.
2-
I.5 1— 1.5
L.S L-.5 L.s
HEADWATER DEPTH FOR
HEADWATER SCALES 283 CONCRETE PIPE CULVERTS
SURE Alf W PUSLIC ROAD: JW HM REVISED MAY 19" WITH INLET CONTROL
VI-11

PIPE-4 (10yr Storm).txt
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for ..................... Depth of Flow
Diameter 18.0000 in
Flowrate 10.4600 cfs
Slope ........................... 0.0086 ft/ft
Manning's n 0.0130
Computed Results:
Depth 16.5968 in
Area 1.7671 ft2
Wetted Area ..................... 1.7034 ft2
Wetted Perimeter 46.3618 in
Perimeter ........................ 56.5487 in
Velocity ........................ 6.1407 fps
Hydraulic Radius 5.2908 in
Percent Full .................... 92.2044
Full flow Flowrate 9.7413 cfs
Full flow velocity 5.5125 fps
Critical Information
Critical depth 14.9184 in
Critical slope .................. 0.0070 ft/ft
Critical. velocity ............... 6.4434 fps
Critical area 1.6234 ft2
Critical perimeter .............. 40.1112 in
Critical hydraulic radius ....... 5.8280 in
Critical top width .............. 18.0000 in
Specific energy ................. 1.8915 ft
Minimum energy .................. 1.8648 ft
Froude number ................... 1.1138
Flow condition ................... Supercritical
Page 1

Exhibit 11
I s 0 10,000 P 1pf 5 0
168 8,000 EXAMPLE
I56 6,000 0-42 inches (3.5 fat) &
a• 120 eta
144 5,000 3.
4,000 ;* h■ 6• 9.
132 o feet
3,000 li) 2.S ■.d 4.
120
2,000 (Z) 2.1 7.4
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96 1,000 1,05-600 Owl
3.
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rc
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33
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C
9
a
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30
�' MadWWll
�r
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•e
27
Projecting
10
24•y
55
.T
Q
'to use Seale (2) or 13) project
2!7
5
horizontally to Scale (1), than
4
use straight inclined line through
0 and a ■eal*$,or reverse as
3
illustrated.
2
'5 L
11.0 .s
4.
S.
2:
1.5 }— 1.5
.8 4— .6
HEADWATER DEPTH FOR
HEADWATER SCALES 2e3 CONCRETE PIPE CULVERTS
SURERY of /HdLIC 0"01 JAK MM REV)SED MAY t964 WITH INLET CONTROL
VI-11

PIPE-5 (10yr Storm).txt
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular
Solving for Depth of Flow
Diameter ........................ 18.0000 in
Flowrate 7.5500 cfs
Slope 0.0045 ft/ft
Manning's n 0.0130
Computed Results:
Depth 16.4485 in
Area 1.7671 ft2
Wetted Area ..................... 1.6932 ft2
Wetted Perimeter 45.8213 in
Perimeter 56.5487 in
Velocity ........................ 4.4590 fps
Hydraulic Radius 5.3212 in
Percent Full .................... 91.3804
Full flow Flowrate .............. 7.0465 cfs
Full flow velocity .............. 3.9875 fps
Critical Information
Critical depth 12.7721 in
Critical slope .................. 0.0064 ft/ft
Critical velocity ............... 5.5716 fps
Critical area ................... 1.3551 ft2
Critical perimeter .............. 35.8185 in
Critical hydraulic radius ....... 5.4478 in
Critical top width .............. 18.0000 in
Specific energy ................. 1.5735 ft
Minimum energy .................. 1.5965 ft
Froude number .... 0.8061
Flow condition Subcritical
Page 1

Appendix C

Ditch-1 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape...........................
Solving for .....................
=lowrate ........................
Slope...........................
Manning's n .....................
Height..........................
Bottom width ....................
Left slope .......................
Right slope .....................
Computed Results:
Depth...,.......................
Velocity ........................
FullFlowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulicradius ................
Top width .......................
Area ... .......................—
Perimeter .......................
Percent full ....................
Critical Information
Critical depth ..................
Critical slope ..................
Cris_.i.cal velocity ...............
Critical area ...................
Critical perimeter .
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
Trapezoidal
Depth of Flow
4.1400 cfs
0.0050 ft/ft
0.0350
24.0000 in
0.0000 in
0.3300 ft/ft (V/H)
0.2500 ft/ft (V/H)
10.1471 in
1.6471 fps
41.1131 cfs
2.5134 ft2
74.2177 in
4.8767 in
71.3375 in
14.0606 ft2
175.5395 in
42.2798
7.3504 in
0.0279 ft/ft
3.1391 fps
1.3189 ft2
53.7616 in
3.5326 in
51.6753 in
0.8878 ft
0.9188 ft
0.4466
Subcritical
Page 1

Ditch-1 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 4.6400 cfs
Slope 0.0050 ft/ft
Manning's n 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 10.5904 in
Velocity ........................ 1.6948 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.7378 ft2
Flow perimeter .................. 77.4598 in
Hydraulic radius 5.0897 in
Top width ................. 74.4538 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full 44.1267
Critical Information
Critical depth 7.6934 in
Critical slope .................. 0.0275 ft/ft
Critical velocity 3.2115 fps
Critical area 1.4448 ft2
Critical perimeter .............. 56.2703 in
Critical hydraulic radius ....... 3.6974 in
Critical top width 54.0866 in
Specific energy ................. 0.9272 ft
Minimum energy 0.9617 ft
Froude number ................... 0.4498
Flow condition .................. Subcritical
Page 1

Ditch-2 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 4.7700 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 10.7007 in
Velocity ........................ 1.7065 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.7952 ft2
Flow perimeter .................. 78.2666 in
Hydraulic radius 5.1427 in
Top width ....................... 75.2293 in
Area ............................ 14,0606 ft2
Perimeter 175.5395 in
Percent full .................... 44.5863
Critical Information
Critical depth 7.7789 in
Critical slope .................. 0.0274 ft/ft
Critical velocity ............... 3.2293 fps
Critical area ................... 1.4771 ft2
Critical perimeter .............. 56.8957 in
Critical hydraulic radius ....... 3.7385 in
Critical top width .............. 54.6877 in
Specific energy ................. 0.9370 ft
Minimum energy .................. 0.9724 ft
Froude number ................... 0.4506
Flow condition .................. Subcritical
Page 1

Ditch-2 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 5.3500 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 11.1712 in
Velocity ........................ 1.7562 fps
Full Flowrate 41.1131 cfs
Flow area 3.0464 ft2
Flow perimeter .................. 81.7081 in
Hydraulic radius ................ 5.3689 in
Top width 78.5372 in
Area ............................ 14.0606 ft2
Perimeter 17),5395 in
Percent full 46.5468
Critical Information
Critical depth 8.1442 in
Critical slope .................. 0.0270 ft/ft
Critical velocity ............... 3.3042 fps
Critical area 1.6191 ft2
Critical perimeter .............. 59.5681 in
Critical hydraulic radius 3.9141 in
Critical top width 57.2564 in
Specific energy ................. 0.9789 ft
Minimum energy 1.0180 ft
Froude number 0.4538
Flow condition .................. Subcritical
Page 1

Ditch-3 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 9.3900 cfs
Slope 0.0008 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 6.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 17.7517 in
Velocity ........................ 0.9891 fps
Full Flowrate ................... 20.4208 cfs
Flow area ....................... 9.4930 ft2
Flow perimeter .................. 152.3840 in
Hydraulic radius ................ 8.9707 in
Top width ....................... 148.0134 in
Area ............................ 17.0000 ft2
Perimeter 203.9091 in
Percent full .................... 73.9653
Critical Information
Critical depth 8.9704 in
Critical slope .................. 0.0251 ft/ft
Critical velocity ................ 3.5991 fps
Critical area 2.6090 ft2
Critical perimeter .............. 79.9719 in
Critical hydraulic radius ....... 4.6978 in
Critical top width .............. 77.7632 in
Specific energy ................. 1.4945 ft
Minimum energy 1.1213 ft
Froude number ................... 0.1988
Flow condition .................. Subcritical
Page 1

Ditch-3 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape .... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 10.5300 cfs
Slope ........ 0.0008 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 6.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 18.5626 in
Velocity ........................ 1.0179 fps
Full Flowrate ................... 20.4208 cfs
Flow area ....................... 10.3448 ft2
Flow perimeter .................. 159.0711 in
Hydraulic radius ................ 9.3647 in
Top width 154.5008 in
Area ............................ 17.0000 ft2
Perimeter 203.9091 in
Percent full 77.3442
Critical Information
Critical depth .................. 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity ............... 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius ....... 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy .................. 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-4 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for Depth of Flow
Flowrate 1.4400 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 6.8290 in
Vc'.10city ........................ 1.2649 fps
Full Flowrate ................... 41.1131 cfs
Flow area 1.1384 ft2
Flow perimeter .................. 49.9480 in
Hydraulic radius 3.2820 in
Top width 48.0097 in
Area 14.0606 ft2
Perim eLer 175.5395 in
Percent full 28.4540
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy 0.0000 ft
Froude number 0.0000
Flow condition Critical
Page 1

Ditch-4 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for Depth or Flow
Flowrate ........................ 1.6200 cfs
Slope 0.0050 ft/ft
Manning's n 0.0350
Height 24..0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 7.1373 in
Velocity ........................ 1.3027 fps
Full Flowrate 41.1131 cfs
Flow area ....................... 1.2435 ft2
Flow perimeter .................. 52.2036 in
Hydraulic radius 3.4302 in
Top width 50.1777 in
Area 14.0606 ft2
Perimeter 175.5395 in
Percent full 29.7389
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width .............. 0.0000 in
Specific energy 0.0000 ft
Minimum energy 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-5 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ......................... 1.3200 cfs
Slope 0.0050 ft/ft
Manning's n 0.0350
Height .......................... 24.0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 6.6097 in
Velocity ........................ 1.2377 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 1.0665 ft2
Flow perimeter .................. 48.3446 in
Hydraulic radius ................ 3.1766 in
Top width ....................... 46.4684 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full .................... 27.5406
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area ................... 0.0000 ft2
Critical perimeter ............... 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy .................. 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-5 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 1.4800 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 6.8995 in
Velocity ........................ 1.2736 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 1.1620 ft2
Flow perimeter .................. 50.4639 in
Hydraulic radius ................ 3.3159 in
Top width 48.5055 in
Area 14.0606 ft2
Perimeter ....................... 175.5395 in
Percent full 28.7479
Critical Information
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width .............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
Page 1

Ditch-6 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 1.7400 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width .................... 0.0000 in
Left slope 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 7.3312 in
Velocity ......................... 1.3262 fps
Full Flowrate ................... 41.1131 cfs
Flow area 1.3120 ft2
Flow perimeter .................. 53.6214 in
Hydraulic radius ................. 3.5233 in
Top width 51.5405 in
Area 14.0606 ft2
Perimeter 175.5395 in
Percent full 30.5466
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity ............... 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width 0.0000 in
Specific energy .................. 0.0000 ft
Minimum energy ................... 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-6 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 1.9500 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width .................... 0.0000 in
Left slope 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth ............................ 7.6512 in
Velocity ........................ 1.3646 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 1.4290 ft2
Flow perimeter .................. 55.9623 in
Hydraulic radius 3.6772 in
Top width 53.7905 in
Area ............................. 14.0606 ft2
Perimeter 175.5395 in
Percent full .................... 31.8802
Critical Information
Critical depth .................. 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area ................... 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width .............. 0.0000 in
Specific energy 0.0000 ft
Minimum energy 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-9 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ......................... 4.5700 cfs
Slope ............................ 0.0050 ft/ft
Manning's n 0.0350
Height 24.0000 in
Bottom width ............. 0..0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 10.5302 in
Velocity 1.6883 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.7068 ft2
Flow perimeter .................. 77.0195 in
Hydraulic radius ................ 5.0608 in
Top width ....... 74.0306 in
Area ............................ 14.0606 ft2
Perimeter ....................... 175.5395 in
Percent full 43.8759
Critical Information
Critical depth 0:0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius ....... 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy .................. 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-9 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 5.1200 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width ..................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 10.9887 in
Velocity 1.7370 fps
Full Flowrate ................... 41.1131 cfs
Flow area 2.9476 ft2
Flow perimeter .................. 80.3727 in
Hydraulic radius ................ 5.2811 in
Top width 77.2536 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full 45.7861
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy .................. 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-10 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for Depth of Flow
Flowrate 2.6000 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 8.5228 in
Velocity ........................ 1.4663 fps
Full Flowrate 41.1131 cfs
Flow area ....................... 1.7732 ft2
Flow perimeter .................. 62.3372 in
Hydraulic radius 4.0960 in
Top width ....................... 59.9181 in
Area ............................ 14.0606 ft2
Perimeter ....................... 175.5395 in
Percent full 35.5118
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity ............... 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius ....... 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy ................... 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-10 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 2.9100 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24,0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ...................... 0.2500 ft/ft (V/H)
Computed Results:
Depth 8.8905 in
Velocity 1.5082 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 1.9295 ft2
Flow perimeter .................. 65.0268 in
Hydraulic radius 4.2728 in
Top width 62.5033 in
Area 14.0606 ft2
Perimeter 175.5395 in
Percent full 37,0440
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius ....... 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy .................. 0.0000 ft
Froude number .................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-11 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 17.9700 cfs
Slope 0.0010 ft/ft
Manning's n ..................... 0.0350
Height 30.0000 in
Bottom width ..................... 0.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope ............... 0,2500 ft/ft (V/H)
Computed Results:
Depth ........................... 22.6168 in
Velocity 1.2647 fps
Full Flowrate ................... 38.1699 cfs
Flow area 14.2089 ft2
Flow perimeter .................. 186.5030 in
Hydraulic radius ................ 10.9708 in
Top width ... 180.9345 in
Area ............................ 25.0000 ft2
Perimeter 247.3863 in
Percent full .................... 75.3894
Critical Information
Critical depth .................. 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width .............. 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-11 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 20.1500 cfs
Slope 0.0010 ft/ft
Manning's n ..................... 0.0350
Height .......................... 30.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 23.6091 in
Velocity ........................ 1.3014 fps
Full Flowrate ................... 38.1699 cfs
Flow area 15.4830 ft2
Flow perimeter .................. 194.6854 in
Hydraulic radius 11.4521 in
Top width ....................... 188.8726 in
Area 25.0000 ft2
Perimeter .,, 247..3863 in
Percent full 78.6969
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy 0.0000 ft
Froude number 0.0000
Flow condition .................. Critical
Page 1

Ditch-12 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 19.0400 cfs
Slope ........................... 0.0010 ft/ft
Manning's n ..................... 0.0350
Height 30.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope ... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 23.1127 in
Velocity ........................ 1.2831 fps
Full Flowrate ................... 38.1699 cfs
Flow area ....................... 14.8388 ft2
Flow perimeter .................. 190.5923 in
Hydraulic radius 11.2113 in
-op width ....................... 184.9017 in
Area 25.0000 ft2
Perimeter 247.3863 in
Percent full .................... 77.0424
Critical Information
Critical depth .................. 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area .. 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width .............. 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-12 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 21.3500 cfs
Slope ........................... 0.0010 ft/ft
Manning's n ..................... 0.0350
Height 30.0000 in
Bottom width ..................... 0.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope ...................... 0.2500 ft/ft (V/H)
Computed Results:
Depth 24.1268 in
Velocity ........................ 1.3204 fps
Full Flowrate ................... 38.1699 cfs
Flow area ....................... 16.1695 ft2
Flow perimeter .................. 198.9548 in
Hydraulic radius ................. 11.7032 in
Top width 193.0145 in
Area ............................ 25.0000 ft2
Perimeter ....................... 247.3863 in
Percent full .................... 80.4227
Critical Information
Critical depth .................. 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity ............... 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius ....... 0.0000 in
Critical top width .............. 0.0000 in
Specific energy ................. 0.0000 1-t
Minimum energy .................. 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-13 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for Depth of Flow
Flowrate ........................ 3.1000 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height ........................... 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 9.1039 in
Velocity ........................ 1.5322 fps
Full Flowrate ................... 41.1131 cfs
Flow area 2.0232 ft2
Flow perimeter .................. 66.5875 in
Hydraulic radius ................ 4.3753 in
Top width .................. 64.0034 in
Area ................. 14.0606 ft2
Perimeter 175.5395 in
Percent full 37.9331
Critical Information
Critical depth .................. 0.0000 in
Critical slope .................. 0.0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius ....... 0.0000 in
Critical top width 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-13 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 3.4700 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 9.4971 in
Velocity 1.5760 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.2017 ft2
Flow perimeter .................. 69.4634 in
Hydraulic radius ................ 4.5643 in
Top width 66.7677 in
Area 14.0606 ft2
Perimeter 175.5395 to
Percent full 39.5714
Critical Information
Critical depth 6.8492 in
Critical slope .................. 0.0286 ft/ft
Critical velocity 3.0302 fps
Critical area ................... 1.1451 ft2
Critical perimeter .............. 50.0961 in
Critical hydraulic radius ....... 3.2917 in
Critical top width .............. 48.1520 in
Specific energy ................. 0.8300 ft
Minimum energy .................. 0.8562 ft
Froude number ................... 0.4417
Flow condition .................. Subcritical
Page 1

Ditch-14 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for Depth of Flow
Flowrate ........................ 3.9600 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0,2500 ft/ft (V/H)
Computed Results:
Depth ........................... 9.9794 in
Velocity ........................ 1.6289 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.4310 ft2
Flow perimeter .................. 72.9908 in
Hydraulic radius ................ 4.7961 in
Top width ....................... 70.1582 in
Area 14.0606 ft2
Perimeter 175.5395 in
Percent full 41.5808
Critical Information
Critical depth ................... 7.2208 -in
Critical slope .................. 0.0281 ft/ft
Critical velocity ............... 3.1113 fps
Critical area 1.2728 ft2
Critical perimeter .............. 52.8141 in
Critical hydraulic radius ....... 3.4703 in
Critical top width .............. 50.7646 in
Specific energy ................. 0.8729 ft
Minimum energy ................... 0.9026 ft
Froude number ................... 0.4454
Flow condition .................. Subcritical
Page 1

Ditch-14 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 4.4400 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0..2500 ft/ft (V/H)
Computed Results:
Depth ........................... 10.4169 in
Velocity ........................ 1.6762 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.6488 ft2
Flow perimeter 76.1905 in
Hydraulic radius 5.0063 in
Top width ....................... 73.2338 in
Area ............................ 14,0606 ft2
Perimeter 175.5395 in
Percent full 43.4036
Critical Information
Critical depth 7.5590 in
Critical slope .................. 0.0277 ft/ft
Critical velocity ............... 3.1833 fps
Critical area 1.3948 ft2
Critical perimeter .............. 55.2873 in
Critical hydraulic radius 3.6328 in
Critical top width .............. 53.1417 in
Specific energy ................. 0.9117 ft
Minimum energy 0.9449 ft
Froude number ................... 0.4486
Flow condition .................. Subcritical
Page 1

Ditch-15 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........ Trapezoidal
Solving for Depth of Flow
Flowrate ........................ 7.2500 cfs
Slope 0.0010 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width 0.0000 in
Left slope 0.2500 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 16.0917 in
Velocity ........................ 1.0079 fps
Full Flowrate 21.0521 cfs
Flow area ....................... 7.1929 ft2
Flow perimeter .................. 132.6958 in
Hydraulic radius 7.8056 in
Top width 128.7338 in
Area 16.0000 ft2
Perimeter 197.9091 in
Percent full .................... 67.0489
Critical Information
Critical depth 0.0000 in
Critical slope .................. 0,0000 ft/ft
Critical velocity 0.0000 fps
Critical area 0.0000 ft2
Critical perimeter .............. 0.0000 in
Critical hydraulic radius 0.0000 in
Critical top width .............. 0.0000 in
Specific energy ................. 0.0000 ft
Minimum energy 0.0000 ft
Froude number ................... 0.0000
Flow condition .................. Critical
Page 1

Ditch-15 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 7.9100 cfs
Slope ........................... 0.0010 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 16.6262 in
Velocity ........................ 1.0301 fps
Full Flowrate ................... 21.0521 cfs
Flow area ....................... 7.6786 ft2
Flow perimeter .................. 137.1028 in
Hydraulic radius ................ 8.0649 in
Top width ....................... 133.0093 in
Area ............................. 16.0000 ft2
Perimeter 197.9091 in
Percent fall .................... 69.2757
Critical Information
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
0.0000 in
0.0000
0.0000 fps
0.0000
0.0000 in
0.0000 in
0.0000 in
0.0000 ft
0.0000 ft
0.0000
Page 1

Ditch-16 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoida7
Solving for ..................... Depth of Flow
Flowrate 7.8700 cfs
Slope 0.0050 ft/ft
Manning's n 0.0350
Height 24.0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 12.9110 in
Velocity ........................ 1.9341 fps
Full Flowrate 41.1131 cfs
Flow area 4.0691 ft2
Flow perimeter .................. 94.4328 in
Hydraulic radius 6.2050 in
Top width ....................... 90.7681 in
Area 14.0606 ft2
Perimeter 175.5395 in
Percent full .................... 53.7958
Critical Information
Critical depth .................. 9.5038 in
Critical slope .................. 0.0256 ft/ft
Critical velocity ............... 3.5694 fps
Critical area ................... 2.2048 ft2
Critical perimeter .............. 69.5124 in
Critical hydraulic radius ....... d.5675 in
Critical top width .............. 66.8148 in
Specific energy 1.1340 ft
Minimum energy 1.1880 ft
Froude number 0.4649
Flow condition .................. Subcritical
Page 1

Ditch-16 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 8.8300 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.9000 in
Bottom width .................... 0.0000 in
eft slope 0.3300 ft/ft (V/H)
Right slope ...................... 0.2500 ft/ft (V/H)
Computed Results:
Depth 13.4804 in
Velocity 1.9905 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 4.4360 ft2
Flow perimeter 98.5979 in
Hydraulic radius 6.4786 in
Top width ....................... 94.7716 in
Area 1.4.0606 ft2
Perimeter ........................ 175.5395 in
Percent i:jil 56.1685
Critical Information
Critical depth .................. 9.9516 in
Critical slope .................. 0.0252 ft/ft
Critical velocity 3.6525 fps
Critical area 2.4175 ft2
Critical perimeter .............. 72.7874 in
Critical hydraulic radius 4.7827 in
Critical top width 69.9628 in
Specific energy ................. 1.1849 ft
Minimum energy 1.2439 ft
Froude number ................... 0.4682
Flow condition .................. Subcritical
Page 1

Ditch-17 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 4.6400 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width ..................... 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ..................... ..... 10.5904 in
Velocity ........................ 1.6948 fps
Full Flowrate ................... 41.1131 cfs
Flow area 2.7378 ft2
Flow perimeter .................. 77.4598 it
Hydraulic radius 5.0897 in
Top width ....................... 74.4538 in
Area ............................ 14,0606 ft2
Perimeter 175.5395 in
Percent full .................... 44.1267
Critical Information
Critical depth .................. 7.6934 in
Critical slope .................. 0.0275 ft/ft
Critical velocity ............... 3.2115 fps
Critical area 1.4448 ft2
Critical perimeter .............. 56.2703 in
Critical hydraulic radius ....... 3.6974 in
Critical top width .............. 54.0866 in
Specific energy ................. 0.9272 ft
Minimum energy 0.9617 ft
Froude number ................... 0.4498
Flow condition .................. Subcritical
Page 1

Ditch-17 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 5.2000 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 11.0527 in
Velocity ........................ 1.7437 fps
Full Flowrate ................... 41.1131 cfs
Flow area 2.9821 ft2
Flow perimeter .................. 80.8414 in
Hydraulic radius ................ 5.3119 in
Top width ....................... 77.7041 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full 46.0531
Critical Information
Critical depth .................. 8.0521 in
Critical slope .................. 0.0271 ft/ft
Critical velocity 3.2855 fps
Critical area ................... 1.5827 ft2
Critical perimeter .............. 58.8943 in
Critical hydraulic radius ....... 3.8698 in
Critical top width .............. 56.6088 in
Specific energy ................. 0.9683 ft
Minimum energy 1.0065 ft
Froude number 0.4530
Flow condition .................. Subcritical
Page 1

Ditch-18 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 2.9100 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 8.8905 in
Velocity 1.5082 fps
Full Flowrate ................... 41.1131 cfs
Fl.ow area ....................... 1.9295 ft2
Flow perimeter .................. 65.0268 in
Hydraulic radius ................ 4.2728 in
Top width ..................... 62.5033 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full 37.0440
Critical Information
Critical depth 6.3836 in
Critical slope .................. 0.0293 ft/ft
Critical velocity ............... 2.9254 fps
Critical area 0.9947 ft2
Cri�.ical perimeter .............. 46.6906 in
Critical hydraulic radius 3.0679 in
Critical top width 44.8787 in
Specific energy ................. 0.7762 ft
Minimum energy 0.7980 ft
Froude number ................... 0.4369
Flow condition .................. Subcritical
Page 1

Ditch-18 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 3.2700 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/1-1)
Computed Results:
Depth 9.2880 in
Velocity ........................ 1.5528 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 2.1059 ft2
Flow perimeter .................. 67.9341 in
Hydraulic radius ................. 4.4638 in
Top width ....................... 65.2977 in
Area ... 14.0606 ft2
Perimeter ....................... 175.5395 in
Percent full .................... 38.7002
Critical Information
Critical depth 6.6885 in
Critical slope .................. 0.0288 ft/ft
Critical velocity 2.9944 fps
Critical area .................... 1.0920 ft2
Critical perimeter .............. 48.9205 in
Critical hydraulic radius 3.2145 in
Critical top width .............. 47.0221 in
Specific energy 0.8115 ft
Minimum energy .................. 0.8361 ft
Froude number ................... 0.4401
Flow condition .................. Subcritical
Page 1

Ditch-19 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 2.2200 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width .................... 0.0000 in
Left slope ...................... 0:3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 8.0325 in
Velocity ........................ 1.4095 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 1.5750 ft2
Flow perimeter .................. 58.7509 in
Hydraulic radius ................ 3.8604 in
Top width ....................... 56.4710 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full .................... 33.4688
Critical Information
Critical depth ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius
Critical top width ..............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
5.7286 in
0.0303 ft/ft
2.7712 fps
0.8011 ft2
41.8999 in
2.7532 in
40.2739 in
0.7003 ft
0.7161 ft
0.4295
Subcritical
Page 1

Ditch-19 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 2.4900 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height .......................... 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth 8.3858 in
Velocity ........................ 1.4505 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 1.7166 ft2
Flow perimeter .................. 61.3348 in
Hydraulic radius 4.0302 in
Top width 58.9546 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full .................... 34.9407
Critical Information
Critical depth .................. 5.9977 in
Critical slope .................. 0.0299 ft/ft
Critical velocity ............... 2.8356 fps
Critical area .................... 0.8781 ft2
Critical perimeter .............. 43.8684 in
Critical hydraulic radius 2.8825 in
Critical top width 42.1660 in
Specific energy ................. 0.7315 ft
Minimum energy 0.7497 ft
Froude number 0.4326
Flow condition .................. Subcritical
Page 1

Ditch-20 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 13.4500 cfs
Slope ........................... 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width 0.0000 in
Left slope ...................... 0.3300 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth 15,7848 in
Velocity 2.2114 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 6.0822 ft2
Flow perimeter .................. 115.4525 in
Hydraulic radius ................ 7.5861 in
Top width ........................ 110.9720 in
Area ............................ 14.0606 ft2
Perimeter 175.5395 in
Percent full .................... 65.7701
Critical Information
Critical depth .................. 11.7760 in
Critical slope .................. 0.0239 ft/ft
Critical velocity ............... 3.9732 fps
Critical area 3.3851 ft2
Critical perimeter .............. 86.1313 in
Critical hydraulic radius 5.6595 in
Critical top width 82.7888 in
Specific energy ................. 1.3914 ft
Minimum energy 1.4720 ft
Froude number ................... 0.4807
Flow condition .................. Subcritical
Page 1

Ditch-20 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 15.0800 cfs
Slope 0.0050 ft/ft
Manning's n ..................... 0.0350
Height 24.0000 in
Bottom width .................... 0.0000 in
Left slope 0.3300 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 16.4767 in
Velocity ........................ 2.2755 fps
Full Flowrate ................... 41.1131 cfs
Flow area ....................... 6.6270 ft2
Flow perimeter 120.5127 in
Hydraulic radius ................. 7.9186 in
Top width ....................... 115.8359 in
Area 14.0606 ft2
Perimeter .................. 175.5395 in
Percent full 68.6528
Critical Information
Critical depth .................. 12.3273 in
Critical slope .................. 0.0235 ft/ft
Critical velocity ............... 4.0652 fps
Critical area ................... 3.7095 ft2
Critical perimeter .............. 90.1639 in
Critical hydraulic radius 5.9245 in
Critical top width .............. 86.6649 in
Specific energy ................. 1.4535 ft
Minimum energy .................. 1.5409 ft
Froude number ................... 0.4842
Flow condition .................. Subcritical
Page 1

Ditch-21 (10yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 21.6800 cfs
Slope 0.001.0 ft/ft
Manning's n ..................... 0.0350
Height 30.0000 in
Bottom width .................... 12.0000 in
Left slope ...................... 0,2500 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 22.8127 in
Velocity ........................ 1.3254 fps
Full Flowrate ................... 43.3506 cfs
Flow area ....................... 16.3571 ft2
Flow perimeter .................. 200.1183 in
Hydraulic radius 11.7702 in
Top width ....................... 194.5015 in
,rea ............................ 27.5000 ft2
Perimeter 259.3863 in
Percent full .................... 76.0423
Critical Information
Critical depth .................. 12.1351 in
Critical slope .................. 0.0224 ft/ft
Critical velocity ............... 4.2494 fps
Critical area ................... 5.1018 ft2
Critical perimeter 112.0687 in
Critical hydraulic radius ....... 6.5555 it
Critical top width .............. 109.0809 in
Specific energy ................. 1.9284 ft
Minimum energy .................. 1.5169 ft
Froude number ................... 0.2326
Flow condition .................. Subcritical
Page 1

Ditch-21 (25yr Storm).txt
Channel Calculator
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 24.3100 cfs
Slope 0.0010 ft/ft
Manning's n ..................... 0.0350
Haight 30.0000 in
Bottom width .................... 12.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 23.8749 in
Velocity ........................ 1.3640 fps
Full Flowrate ................... 43.3506 cfs
Flow area ....................... 17.8231 ft2
Flow perimeter .................. 208.8771 in
Hydraulic radius 12.2873 in
Top width ....................... 202.9988 in
Area ............................ 27.5000 ft2
Perimeter ..... 259.3863 in
Percent full .......... 79.5828
Critical Information
Critical depth .................. 12,7651 in
Critical slope .................. 0.0221 ft/ft
Critical velocity ............... 4.3488 fps
Critical area 5.5900 ft2
Critical perimeter .............. 117.2633 in
Critical hydraulic radius 6.8646 in
Critical top width 114.1204 in
Specific energy ................. 2.0185 ft
Minimum energy 1.5956 ft
Froude number ................... 0.2343
Flow condition .................. Subcritical
Page 1

Appendix D

Soil Types
The predominant soil types are as follows:
Autryville loamy sand, (AuA), is a well drained soil on broad, smooth flats of
uplands. Permeability is moderately rapid in the upper part of the subsoil and
moderate in the lower part. Available water capacity is low. This soil is suited to
most urban uses.
Candor Sand (CaB), is a somewhat excessively drained sand located in broad areas
and to a lesser extent, on rounded side slopes and uplands. Permeability is
moderate and the available water capacity is very low. The hazard of erosion is
moderate. This soil is suited to most urban and recreational uses.
Johnston Loam (JT), is a nearly level, very poorly drained soil along major
drainageways. It is on flood plans throughout the survey area. Permeability is
moderately rapid in the upper part of the soil and rapid in the lower part. This soil
is poorly suited to urban and recreational uses.
Leon Sand (Le), is a nearly level, poorly drained soil on low flats and in depressions
between Carolina bays. Permeability is rapid in the surface layer and moderate to
moderately rapid in the subsoil. Leon soil is poorly suited to most urban and
recreational uses.
Pantego Loam (Pg), is a nearly level, very poorly drained soil on low flats and in
shallow, oval depressions of uplands. Permeability is moderate. This soil is poorly
suited to all urban and recreational uses. Wetness is the main limitation.
Candor Sand (CaB), is a somewhat excessively drained sand located in broad areas
and to a lesser extent, on rounded side slopes and uplands. Permeability is
moderate and the available water capacity is very low. The hazard of erosion is
moderate. This soil is suited to most urban and recreational uses.
Woodington Loamy Sand (Wo), is a nearly level, poorly drained soil on broad,
smooth low flats and in shallow depressions of uplands. Permeability is moderately
rapid. This soil is poorly suited to nearly all urban and recreational uses.

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-2 Up
Total Drainage Area (acres) 1.81
Stela 1. Determine the tailwater depth froiu channel characteristics below the
pipe outlet for the design capaerry of the pipe If the vulwater depth is less
than half the outlet pipe diameter, it is classified nauvn-lum tulwater condition.
If it is greater than half the pipe diameter it is classified maximunx condition.
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to have a n ux muzu tailti•ater condition sinless rehable flood stage elevations
illow othr-rvk-:ca
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
0
Min TW (Fig. 8.06a)
4.14
1.65
Step 2. Based on the tailwater conditions deterinuied in step 1. enter Figure
8.06a or Figure 8.06b and determine dS0 riprap size and ininimuni apron lenLtli
(La)_ The d;y size is the median stone size in a well -,graded nprap apron_
Step 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Figure 8.06a Figure 8.06h
Riprap dso, (ft.) 0.3

Minimum apron length, La (ft.) g
Apron width at pipe outlet (ft.) 4.5
Apron shape
Apron width at outlet end (ft.) 10.5
-Step 4. Determine the niaxinitun stone dian-teter-
dM,, = 1.5 x C
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step 5. Determine the apron duckness
Apron Thickness(ft.)
Apron thickness = t 5 x d___
Minimum TW
0.675
4.5
1.5
Maximum TW
0
Maximum TW
0
Step 6. Fit the nprap apron to the site by making it level #or the mininzttm
length- L,. from Figure 8 06a or Figure 8 06b Extend the iprcii farther
do,,ti-nstream and along channel banks tmitil stability is assured. Deep the
apron as straight as possible and align it ►vith the flow of the receiving stream
Make any necessary- aligximent bends near the pipe outlet so that the entrance
into the receiving stream is Straight.
Some locations may require lining of the entire channel cross section to assure
stabilirv.
It inav be necessary to increase the size of riprap +,where protection of the
channel side slopes is necessary (. ppt ich I S. US) Aliere overfalls exist at
Pipe outlets or flows are excev ve, a plunge pool should be considered. See
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Protect No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-2 Down
Total Drainage Area (acres) 1.75
Step Z. Detennine the tailwater depth from chwinel characteristics below the
pipe outlet for the design capacity of the pipe If the vulivater depth is less
than half the outlet pipe diameter, it is classified nw' umum railwater coriditioii
If it n!+ greater than half the pipe diameter. it is classified inaximurn condition.
Pipes that outlet onto wide fiat areas with no defined channel are assieured
to hate a iilliliiinini tallx%ater condition uille�.5 rehable flood stage elevations
shoxv otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
0
Min TW (Fig. 8.06a)
8.91
1.71
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8 06b and determine dso riprap size and minimum aprons length
kLa; The d_, size is the medimi stone size in a well -graded nprap apron_
Step 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end froni the same figure used in Step ?.
Minimum TW
Maximum TW
Figure 8.06a Figure 8:06h
Riprap dso, (ft.) 0.4

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
5tt-p 4. Deternuiie the niaximuni stone di aineter-
dix = 1.5 x dso
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Deternurie the apron thickne,,.
Apron Thickness(ft.)
Apron thickness = 1 5 x d_.
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fit the rlpiap apron to the site by making it level for the 1111Il1I11ll111
length L,. from Figure 5 06a or Fig -rue 8 06b. Extend the apron farther
dott-ristreaui and along channel banks until stabdity is assured. Keep the
apron as straight a,, possible and .align it with the flow of the recev.-trig stream.
VIake any necessar-N- alignment bends near the pipe outlet so that the entrance
into the receiving stream is stvught
Some locations may require Ini nng of the entire channel cross section to assure
stabiliry
It nuiv be necessan- to increase the size of rlprap where protection of the
channel Side slopes is necessai` S.05) INIere overfalls exist at
Pipe outlets or flows are excessive, a plunge pool should be considered. see
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-3 Up
Total Drainage Area (acres) 0.58
steti Z. Detennine the tailwater depth from chmuiel characteristics below the
pipe outlet for the design capacity of the pipe If the vulwater depth is less
than hmlf the outlet pipe diameter. it is classified minimum. twila-ater condition
If it is greater than half the pipe diameter. it is classified ivaxinnnirn condition
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to have a iniinimunn tailwater coiMition unless reliable flood stage elevations
shoe- otherwise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
0
Min TW (Fig. 8.06a)
2.76
2.96
Step 2. Based on the tailwater conditions determined in step 1 enter Figure
8.06a or Fiame 8 06b and determine d,,, riprap size and minimum apron, length
t Lit The d.. size n the median stone size in a well -graded nprap apron.
Step 3. Detennine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in Step
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.3
Maximum TW
Figure $.06b

Minimum apron length, La (ft.) g
Apron width at pipe outlet (ft.) 4.5
Apron shape
Apron width at outlet end (ft.) 10.5
Step 4. Determine the in axini► ni stone diameter
dMax = 1.5 x d5o
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step 5. Deternune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1 5 x f
Minimum TW
0.675
4.5
1.5
Maximum TW
0
Maximum TW
0
Step 6. Fat the rwiap apron to the site by making it level for the auiiainu in
length L•. from Figure 8 06a or Figure 8 06b Extend the apron father
downstream and alone channel banks uiivil Stability is assured Keep the
apron as 7tralght as possible and :align it ,,3,itb the floe• of the receive ig stream.
Make any tlecessa ry aligutnent bends near the pipe outlet so that the entrance
into the receiving stream is straight.
`some location,, naay require Bluing of the entire channel cross section to assure
stabilin•
It inav be necessary to increase the size of rrprap «-here protection of the
clialuiel side slopes is (Appe=ir:r% S.05) 1' 1ere overfalls e�cist at
pipe outlets or flows are excessive. a plunge pool should be considered, see
page 8.06-8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Proiect No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-3 Down
Total Drainage Area (acres) 5.79
Step 1. Determine the tailwater depth frotu chaimel charactervstics below the
pipe outlet for the design capacim- of the pipe If the tw1 ater depth is less
than half the outlet pipe diameter. it is classified nnuutmnum tailwater condition.
If it is greater than half the pipe diameter it is classified maximum condition.
Pipes that outlet onto -aide fiat areas with no defined chu;url are assumed
to have a illliiinn n tailwater condition unles3 reliable flood stage elevations
shops- otherwise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
iu;
0
Min TW (Fig. 8.06a)
4.5
2.96
Step 2. Based on the tailrl-ater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b..nd determine d,, riprap size and mininium apron length
'La), The d� size is the median stone size m a well -graded nprap apron_
Step ;. Determne apron widrh at the pipe outlet the apron shape, and the
apron width at the outlet end from the same figure used ui Step
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.3
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) g
Apron width at pipe outlet (ft.) 4.5
Apron shape
Apron width at outlet end (ft.) 10.5
*ep 4. Deteritune the uiaxinitun stone druneter-
dr.3X= 1.5xd,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step 5. Deternune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x d_.
Minimum TW
0.675
4.5
1.5
Maximum TW
0
Maximum TW
0
Step 6. Fit the rrprap apron to the site by making it level for the nunuman
length L,,. from Fig -tire 8 06a or Figure 8 06b Extend the apron farther
dUttiYtstreaun and along channel banks tuitil stabihty is assured. Keep the
apron as straight as possible aml align it with the flow of the receiving stream
%take any necessary alignment bends near the pipe ❑titlet so that the entrance
into the receiving stream is straight
Sortie locations niaN require lilting of the entire chaiuiel cross section to assure
stability
It nuty be necessary to uicrease the size of rrprap where protection of the
channel side slopes i,. itecess�' (A1Jjw;zdj.t +f.05) IN"here over -falls exist at
pipe outlets of flows are excess2ve a plunge pool should be considered. see
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-4 Up
Total Drainage Area (acres) 1.58
Step 1. Deteniiine the tailwater depth from chmmel characteristics below the
pipe outlet for the de,,igii capacity of the pipe If the Taihvater depth is less
than half the outlet pipe diameter it is classified miiumuiu railwater condition.
If It is greater fluin Half the pipe diameter. it is classified maximu rn condition.
Pipes that outlet onto a-ide fiat areas with no defined chatinel are assumed
to have a iiuiiinium tailwater condition unless reliable flood stage elevations
shoe- otlienVise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
ii
0
Min TW (Fig. 8.06a)
10.46
1.96
Step 2. Based on the taili' ater conditions determined in step 1. enter Figure
8.06a or Fi2iire 8.06b. and deterniiiie dsp riprap ;ize and ininimuni apron length
(La). The d,., size is the median stone Size in a ii•e11-graded nprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron ividth at the outlet end from the same figure used In Step
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.3
Maximum TW
Figure 8.46b

Minimum apron length, La (ft.) g
Apron width at pipe outlet (ft.) 4.5
Apron shape
Apron width at outlet end (ft.) 10.5
Step 4. Deternmirne the unaxiin inn stone divneter-
dma. = 1.5 x d.,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step 5. Determine the apron thickness -
Apron Thickness(ft.)
Apron thickness = 1.5 x d.,,
Minimum TW
0.675
4.5
1.5
Maximum TW
0
Maximum TW
0
Step 6. Fit the rmprap apron to the site by making it level for the nmitmin1unm
length L. from Figure 8.06a or Figure 8 06b Extend the apron farther
do%vii%tream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with time $ot.• of the receiving stream
-Hike any necessary alignment bends new the pipe outlet so that the entrance
into the receiving stream is straight
Some locations niay require liiung of the entire chwinel cross section to assatre
stability
It niay be nece54an• to increase the size of riprap inhere protection of the
chatumr-1 mdf- slopes is tmecessary (. pwoidh S-05) Where overfalls exist at
pipe outlets or flows are exce55ire. a plunge pool should be considered see
page 5 06 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-4 Down
Total Drainage Area (acres) 3.57
Step 1. Determine the tailwater depth front cl umel charactenstics below the
pipe outlet for the design caplcin, of the pipe If the vulwater depth is less
than half the outlet pipe diameter it is classified riiuutmun to livater condition.
If it is greater than half the pipe diameter it is classified maximuni condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a niii-mint n tailwater condition unless reliable flood stage elevations
shoxx r ther.s-i-,-
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (efs)
Velocity (ft./s)
24
0
Min TW (Fig. 8.06a)
17.63
6.14
Step 2. Based on the tailwater conditions determined in Step 1. enter Figure
8.06a or Figure 8.06b and determine d50 riprap Size and minimum apron length
(L,,)_ The d, size is the median stone size ui a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet_ the apron shape. and the
apron Avidth at the outlet end from the sauce figure used in Step
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.4
Maximum TW

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
Stq 4. Determine the iniaxinntuu stone divneter
dMax = 1.5 x d�Q
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Determine the apron thickness.
Apron Thickness(ft.)
Apron thickness = 1.5 x d_,,
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by making it level for the nuiiiintunm
length, L from Figtue 8 06a or Figure 8 06b Extend the apron farther
dolvnstream and along clz<viiiel banks tiintil scability is assured. Keep time
apron as straight as possible and align it with the flow of the receiving stream
` lake any necessary alignment kends .near the pipe outlet so that the entrance
into the recen-mg stream is straight.
Soiree locations nna}' require lining of the entire channel cross section to assure
stabiliry
It ill.av be necessary to increase the size of rprap where protection of the
channel Side Slope% is ileces%arS' (.4���P�;rirt S-05) �� here overfalls exist channelat
pipe outlets or flows are excessive, a plunge pool Should be considered, see
page S.06 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Ditches 11-12
Total Drainage Area (acres) 3.71
Stela Z. Determine the tailwater depth frotu cl� uurel characteristics below the
pipe outlet for the design capacin� of the pipe If the vuh" ater depth is less
than half the outlet pipe diameter it is classified muunnunn tailivater condition.
If it is greater than half the pipe chanietes, it is classified iiiaximurn condition.
Pipes that outlet onto wide flat areas with no defined channel are as maied
to have a ii-mumurn tailwater condition niiless reliable flood stage elevations
show othenrise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
0
Min TW (Fig. 8.06a)
17.97
1.26
-Step Based on the tailwater conditions deteri7.i.uied in step 1. enter Fiziue.
8.06a or Figure 8.06b. and determine d50 riprap size and minimum apron length
(L,,). The ds, size is the aiedian stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same fimire used in Step
Riprap d$o, (ft.)
Minimum TW
Figure 8.06a
0.4
Maximum TW
FFci ure 8.06b

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
step 4. Determine the nnaxinium stone da.uneter-
dPn3x = 1.5 x d.+0
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step -5. Deternune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1 6 x d ,,
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fat the rtpiap apron to the site by making at level for the nunrnnuxn
length L,. from Figttre 8 06a or Figure 8 06b Extend the ap:rni feather
dotti nstream and along chaimel banks until stabalan• as assured Keep the
apron as Straight as possible and align it with the Bow of the receiving ,tream.
-lake and neceti5:in alignment bends near the pipe outlet so that the entrance
into the recelt•ang streann is strvght
Some locations may require lining of the entire channel cross section to assure
stability
It n>ay be necessary,- to increase the size of raprap where protection of the
channel side slopes as neceyti011- (Appcnidi - S.05) `Mere overfalls exist at
pipe outlets or flows are excessive a plunge pool should be considered. see
page S 06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Ditch-15
Total Drainage Area (acres) 1.4
-step 1. Detenuitie the tailwater depth from cbminel characteristics below- the
pipe outlet for the design capacity of the pipe If the tailiviter depth is less
than half the outlet pipe diameter. it is classified nuiurnuin tailwater condition.
If it is $neater Than half the pipe diameter- it is classified maximurn condition.
Pipes that outlet onto wide fiat areas with no defined chaimel are asstuxied
to have a nmi nnani tailwater condition unless reliable flood. stage elevations
shoo' othenvi«
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 7.06
Velocity (ft./s) 1.63
Step 2. Based on the tailwater conditions deternuned in step 1. enter Figure
8.06a or FlLure 8 06b. and determine d50 riprap size and ininiinunl apron length
(Ld- The d.. size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same figure used in 'Step 2-
Minimum TW Maximum TW
Fgu_r_e 8.06b
Riprap dso, (ft.) 0.4

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
Step 4. Determine the rn axiimmnunm stone di.-uneter
drax = 1.5xC
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step -5. i)eternune the aln pan thickness"
Apron Thickness(ft.)
Apron thickness = C .5 x cirlax
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fit the ripiap apron to the site by making it level for the iaiiiniminuinm
lt'inEtlm Ls. noun Figure $ 05S or Fsi=ure 8 06b Extend the apron farther
dou nstream and along chsiiiiel banks until stability is assured. beep the.
apron as Straight as possible acid align it with the flow of the receiving stream
-Make anv necessan ahs!n neut bends new the pipe outlet so that the entrance
into the receiving stream is straight
Some locations may require liiuing of the entire chaiuiel cross section to assure
stabilin•_
It vial' be necessary,- to uicrease the size of riprap where protection of the
chatuiel side slopes is necessa:A (ppaneYj.t 5.05) N�Iere overfills exist at
pipe outlets or flows are excessive a plunge pool should be considered. see
page S.05.8

User Input Data
Calculated Value
Reference Data
Designed By: BAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Proiect No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-5 Up
Total Drainage Area (acres) 1.46
Step 1. Determine the tailtvater depth from clk-umel characteristics below the
pipe outlet for the design capacim• of the pipe If the trulwater depth is less
than half the outlet pipe diameter. it is classified nlirunluin tailsvater condition.
If it is greater thin half the pipe diameter it is classified maximum condition.
Pipes that outlet onto cede fiat areas with no defined channel are assiiined
to have a niuunnun tailstiater condition Unless reliable flood stage elevations
show othpr►vise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
0
Min TW (Fig. 8.06a)
7.55
1.69
Step 2. Based on the tailwater conditions determined in Step 1. enter Figure
B.Oba or Fib ure 8 06b. and determine d50 riprap size and inininitun apron length
(Q- The d,_ size is the median stone size in a we11-graded riprap apron_
Step 3. Detennine apron width at the pipe outlet the apron shape end t
apron width at the cutlet end from the same figure used in Step 2_
Riprap d50, (ft.)
Minimum TW
Figure 8.06a
0.3
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) g
Apron width at pipe outlet (ft.) 4.5
Apron shape
Apron width at outlet end (ft.) 10.5
Step 4. Determine the maximum stone di unet-+r
dr-ax = 1.5 x ,.'
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step,. Detemiine the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x d_
Minimum TW
0.675
4.5
1.5
Maximum TW
0
Maximum TW
0
Step 6. Fat the riprap apron to the site by iiiAau? it level for the nunini urt
length L,. from Figure 8 06a or Figure 8 06b Extend the alpion farther
dovviistreani and along channel banks tuitil stability' is assured Keep the
apron as straight as possible and align it with the flow of the receiving stream
-lake ant- necessary ahs-autiemt bends bear the pipe outlet so that the entrance
into the receiving stream is straight_
`"some locations may require liming of the entire chaxtnel cross section to assure
stability.
It mtav be necessary,- to increase the size of rlprap where protection of the
channel side slopes is necessary (Apper;drx S.05) XNIere overfills exist at
pipe outlets or flows are excessive. a plunge pool should be considered. see
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Pipe-5 Down
Total Drainage Area (acres) 1.94
Step 1. Determine the tailwater depth from ch inel characteristics below the
pipe outlet for the design capacity of the pipe If the taxly ater depth is less
than half the outlet pipe diameter, it is classified nairumunr tai In ater condition.
If it is g;eat+et than half the pipe daanieter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined chaimel are assiuned
to has-e a niirunitun tailwater condition unless reliable flood stage elevations
shoo, otherwise ~
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
OzI
0
Min TW (Fig. 8.06a)
9.77
4.46
Step 2. Based on the tailwater conditions deteruxuted in -.tep 1. enter Figure
°,.06a or Figure 8.06b. and determine d$Q riprap size and tmnu�tuax apron length
(La)- The d:: size is the median stone size ui a well -graded rYprap apron.
Step► 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the sarne figure used ui Step ?_
Riprap d50, (ft. )
Minimum TW
Figure 8.06a
0.4
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
Step 4. Determine the niaxini uli stone dianieter-
dMIX= I.5xd,.,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step S. Determine the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x d, ,,
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by making it level for the iiuiuinuni
length L, from Figme 8 06a or Figure 8.06b Extend the apron farther
do«-nstreaui and along channel banks until stability is assured Deep the
apron as straight as possible andalign it with the flo«• of the receiving stream
Make any necessary aliaiuut-lit bends near the pipe outlet so that the entrance
uito the receiving stream is straight
Some locations may require liiung of the entire cluruinel cross section to assure
stability.
It niav be necessai-v to uicrease the size of riprap where protection of the
channel side slopes is necessary Glppe•rriix S.05) '%A here of erfalls e!cist at
pipe outlets or flows -we excessive, a plunge pool should be considered. see
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 2/11/2022
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Williford Cove
Project No.:
Site Location (City/Town) Eastover
Culvert Id. Ditch-21
Total Drainage Area (acres) 3.42
Step 1. Determine the tailt;•ater depth from chiiiiiel characteristics below- the
pipe outlet for the design capaciry of the pipe If the t�ulwater depth is less
than half the outlet pipe diameter, it is classified initurmuin raslwater condition.
If it is greater than half the pipe diameter it is classified uminnini condition.
Pipes that outlet onto wide fiat areas with no defined channel are assiumed
to have a inuunnim taih{ titer condition unless reliable flood stage elevations
shoes- otherwise. -
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 21.32
Velocity (ft./s) 2.21
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b, and determine d50 riprap size and inimmuin apron length
(L,)_ The d,_ size is the median stone Size in a well -graded riprap apron_
Step 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outset end from the same figure used in Step ?.
Minimum TW Maximum TW
Figure 8.06a
Riprap d50, (ft.) 0.4

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
Step 4. Deternune the iiiaxinium stone diameter
dmax = 1.5 x d5V
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Determine the apron thickness
Apron Thickness(ft.)
Apron thickness = '1.5 x d_,,
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fat the riprap ipi on to the site U, ni.* ig it level for the minimum
lenngth L,_ from Figure S 06a or Fig►ire 8 06b Extend the apron farther
downstream and along channel banks iuitil stability is assured Keep the
apron as straight as possible acid align it with the flow of the receiving streaini
:.lake any necessary alagximent bends near the page outlet so that the entrwce
into the receiving stream iS straight
Some locations may require luniing of the entire ch�ui nel cross section to assure
stability
It in av be necessary- to increase the size of riprap where protection of the
chaintiel side slopes is iieces%mv (.4ppendix S.05) XAlere overfills exist at
pipe outlets or flogs are excessive, a plunge pool should be considered. see
page S.06 8

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
M
1
1
-M'
Ili
A •
mr
•
.�lifi
.
VIA
"
it
_�il�
��ii"�Ai►�
•
I�IIi
1 1 1
11
11
11 I Irl
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw c 0.5 diameter).
Rev.1!S3 8.063

Appendix E

Williford Cove -Site Map
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3/14/2022 10:55:50 AM 1:6,667
Parcels 0 0.075 0.15 0.3 mi
Addresses 0 0,125 0.25 0.5 km
Buildings
Subdivisions
City Limits
Eastover
Streets
HydroPolygons
HydroPolygons
CCGIS t ESRI Charlotte
CCGIS
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Appendix F

4713
0877
39 17 1
NO TITLE EXAMINATION
NO REVENUE
Excise
Tax Lot No
Verified By
by
BK4 7 13PG0877
RECEIVED
9-26-•1997 PM 4:31
GEORGE E. TATUM
a pt) REGISTER O
CUMBERLAND CO., N. C.
Recording Time, Book and Page
Parcel Identifier No
County on the day of 19
Mail after recording to R. Williford McCauley, P.O. Box 1239, Fayetteville,
North Carolina 28302-1239
This instrument was prepared by R. WILLIFORD MCCAULRY, Attorney at Law
Brief description for the Index
NORTH CAROLINA. GENERAL WARRANTY DEED
THIS DEED made this 20h day of August, 1997 by and between
GRANTOR
MIL,DRED M. WILLFNORD, widow
GRANTEE
PHILLIP M. WILLIFORD,
MICHAEL L. WILLIFORD, and
DAVID R. WILLIFORD
as equal tenants in common
Enter in appropriate block for each party% name, address, and, if appropriate, character of entity, e.g. corporation or
partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include singular,
plural, masculine, feminine or neuter as required by context.
WITNESSEI'H, that the Grantor, as a gift and without consideration paid by the Grantee, has and by these presents does grant, bargain,
sell and convey unto the Grantee as equal tenants in common the tracts of land situated in Eastover Township, Cumberland County, North
Carolina and more particularly described as follows:
SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN BY REFERENCE.

4713
0878
OK47I3PGO878
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in fee
simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful
claims of all persons whomsoever except for the exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
Such utility easements and restrictive covenants as may appear of record.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this instrument to be signed
in its corporate name by its duly authorized officers and its seal to be hereunto affixed by authority of its Board of Directors, the day and
year first above written.
(Corporate Name)
By:
ATTEST:
SEAL -STAMP STATE OF NORTH CAROLINA
C O(i N ] Y OF CLJMBERLAND
(SEAL)
MILDRED M. WILLIFORD
(SEAL)
(SEAL)
(SEAL)
I, a Notary Public of the County and State aforesaid, certify that MILDRED M, WILLIFORD, Grantor, personally
"1-apypared before me this day and acknowledged the due execution of the foregoing instrument.
17r1
,.(band and official stamp or seal, this �/,A. day of 1997.
1 r plypmnfissh'rn Expires: ;�no � �Notary Public
The fineping tsrdfiat y1i of 4.- -
WaA Certified to be correct. This instrument and this certWmte are duly registered at the date and time and in the Book and Page shown on the
fusi pose hereof.
GEORGB B. TATUM REGISTER OF DEEDS FOR CUMBERLAND
�� Depury//tssiseant-- Register of Deeds NO REVENUE

4713
0879
BW E 3PGO819
EXHIBIT A
to DEED dated August 26, 1997
from MILDRED M. WILLIFORD, Widow
to PHILLIP M. WH�LIFORD, MICHAEL L. WILLIFORD and DAVID R. WILLIFORD,
as equal tenants in common
TRACT 1
PIN 0479-13-8596
That certain tract or parcel of land being 59.75 acres more or less, kno«vr as Williford Land
situated in Eastover Township, Cumberland County, North Carolina, being more particularly
described in the following Deeds:
Deed dated July 2, 1959 from Wade F. Beard and wife, Louise Beard, to f -oaid M.
Williford and wife, Mildred Williford, recorded in Deed Book 782, Page 19 of the
Cumberland County Registry;
2. Deed dated July 1, 1963 from John E. Allen and wife, Rachel Allen, to Lemuel M.
Williford and wife, Mildred Williford, recorded in Deed Book 995, Page 5 of the
Cumberland County Registry; and
Deed dated July 1, 1963 from Nancy Jane 1 loward, Olivia H. Fisher and John Allen,
Trustees of "First Borne Holiness Church," and John Allen and wife, Rachel Allen,
Individually, to Lemuel M. Williford and wife, Mildred Williford, recorded in Deed
Book 995, Page 7 of the Cumberland County Registry;
TRACT2
PIN 0478-22-4421
That certain tract or parcel of land being .56 acres more or less, known as Geddie Land,
situated in Eastover Township, Cumberland County, North Carolina, being more particularly
described in Deed dated January 6, 1983 from Herbert Johnson and wife, Nora Johnson, Ozie
Johnson and wife, Rossetta Johnson, and Henderson Johnson and wife, Nettie Johnson, to Lemuel
M. Williford and wife, Mildred Williford, recorded in Deed Book 2903, Page 787 of the Cumberland
C'ounry Registry.
TRACT 3
PIN 0468-80-6507
That certain tract or parcel of land being 24.28 acres of the Prison Dept. Site in Eastover
Township, Cumberland County, North Carolina, and being more particulary described as First Tract
in Deed notarized on December 14, 1981 from Rudolph G. Singleton, Jr. and wife, Jeannette J.
Singleton, to L.M. Wil ford and wife, Mildred M. Williford, recorded in Deed Book 2850, Page 838
of the Cumberland County Registry.
TRACT 4
PIN 0467-99-9974
That certain tract or parcel of land being .20 acres of the Prison Dept. Site in Eastover
Township, Cumberland County, North Carolina, and being more particulary described as Second
Tract in Deed notarized on December 14, 1981 from Rudolph G. Singleton, Jr. and wife, Jeannette
J. Singleton, to L.M. Williford and wife, Mildred M. Williford, recorded in Deed Book 2850, Page
838 of the Cumberland County Registry.

4713
0889
OK4713PGO880
TRACT5
PIN 0478-11-1631
That certain tract or parcel of land being 114.99 acres more or less of the Prison Dept. Site
in Eastover Township, Cumberland County, North Carolina, and being more particulary described
as the Third Tract and Fourth Tract in Deed notarized on December 14, 1981 from Rudolph G.
Singleton, Jr. and wife, Jeannette J. Singleton, to L M. Williford and wife, Mildred M. Williford,
recorded in Deed Book 2850, Page 838. Less and except from the above -referenced real property
the real property described in Deed dated November 29, 1988 from Mildred M. Williford, widow,
to David Ray Williford, individually, recorded in Deed Book 3439, Page 383 of the Cumberland
County Registry.
VeoLestoteWescripton.exhibitsSWl]Hord.lUldied.exh—A