SW6200704_Calcs_20200730

Stormwater Calculations
Project:
Cypress Pointe
Cumberland County, NC
Developer:
Pelican Property Holdings, LLC
•e
SEAL -
31459
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, SC-1
Basin 1
Simple Method for Calculating Treatment RUnoff Volume SC-1A
Time to Peak Calculations - Post -Development SC-1 B
Drawdown Orifice Sizing SC-1C
Anti -flotation Sizing Calculations SC-1 D
Pond Volumes SC-1 E
Basin 2
Simple Method for Calculating Treatment Runoff Volume SC-2A
Time to Peak Calculations - Post -Development SC-2L3
Drawdown Orifice Sizing SC-2C
Anti -flotation Sizing Calculations SC-2D
Pond Volumes SC-2E
Pipe Sizing Calculations
APPENDIX A
Pond Routing Calculations
APPENDIX B
Misc. Erosion Control Calculations
APPENDIX C
Erosion Approval Letter
Site Maps
APPENDIX D
Site Deed(s)
APPENDIX E
Soils Report
APPENDIX F

DRMWATER NARRATIVE
This project is a proposed single-family subdivision located on a 50.88 acre parcel on both sides of
Fennell Road in Cumberland County. The development will create 91 single-family lots overall with 41 to
be completed in Phase 1 and the remainder in Phase 2 at a later date. The construction drawings and
included drainage calculations represent the design for the entire buildout of the proposed 91 lots.
Stormwater runoff will be collected and conveyed via pipe to one of two dry detention basins. Each
phase of construction is divided to include the construction of one of the wet detention basins.
Basin 1 (Phase 2)
Drainage Area to Pond: 8.59 ac (374,177 sf)
Total Proposed Impervious Area: 3.59 ac (158,231 sf)
Impervious Area (Streets): 34,231 sf
Impervious Area (Houses): 100,750 sf
Impervious Area (Lot D/W, S/W): 23,250 sf
Qio=23.80 cfs (Entering Basin)
Qio=23.02 cfs (Exiting Basin)
Basin 2 (Phase 1)
Drainage Area to Pond: 18.31 ac (797,598 sf)
Total Proposed Impervious Area: 7.37 ac (321,223 sf)
Impervious Area (Streets): 81,223 sf
Impervious Area (Houses): 195,000 sf
Impervious Area (Lot D/W, S/W): 45,000 sf
Qio=50.73 cfs (Entering Basin)
Qio=38.87 cfs (Exiting Basin)
A stormwater access easement is provided for maintenance access to the wet detention basin.
Supplemental calculations are attached.
SC-1

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P19-028 Cypress Point
Outlet: Basin 1
Calculate Runoff Coefficient
A= 8.59 acres
Ai= 3.63 acres
la= 0.42
Rv=0.05+0.9*la
Rv= 0.43
374.17 7 sf Watershed area
158,231 sf Impervious area
Impervious fraction
Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 13,426 d Volume of runoff that must be
3.70 Ac in controlled for specified design storm
Proposed C
Total Area- 374,177 sf
Imp Area = 158,231 sf
Pery Area: 215,946 sf
Comp C= 0.55
c value
0.9
0.3
SC-1 A

ENGINEERING -SURVEYING -DESIGNING -DRAFTING
Larry King &Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
Project Name: P19-028 Cypress Point
Outlet: Basin 1
Calculate Time to Peak & Volume of Runoff
Qp
25.8 cfs
DA= 8.59 acres
Rational C= 0.55
P=
5.58 in
(10yr/24hr storm)
Cn=ab+cx^d
a= 50.82581
b + x^d
b= 1.461704
c= 165.6338
d= 1.350661
Cn=
78 x= Rational C
S=
2.88
(1000/CN)-10
Qx=
3.18 in
Tp
46.04 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 99,113 cf
HVdrograph Shape
tc=
15.2 min
Ascending limb=
Decending limb=
3.03
5.06
SC-1 B

Project Name:
Outlet:
Pond Storage=
Pond Depth(h)=
Drawdown Time=
Cd=
9=
The Orifice Equation
ENGINEERING - SURVEYING -DESIGNING -DRAFTING
2 Lany King &Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
P19-028 Cypress Point
Basin 1
13,505 cf Water Quality Volume
0.583 ft HO=H/3
2.5 days 2-5 days
0.6 Coefficient of Discharge (typical 0.6)
32.2 ft/sec^2 Gravity
Q= Cd A Sgrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.06 cfs Based on pond volume and desired drawdown time
A= 0.01701 sf 2.45 si
Number of Orifices= 1
Minimum diameter to meet area
d=
Use:
Check Outflow time
Q= Cd A Sgrt(2 g h)
Q=
Drawdown time=
1,77 inch diameter orifice
1.5 " diameter orifice 0.0123 sf
0.05 cfs
3.47 days OK
83.19 hours
SC-1 C

Project Name:
Outlet:
Riser Diameter =
Dimensions of Riser=
Depth of pond =
LKing
RING - SURVEYING - DESIGNING - DRAFTING
& Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
P19-028 Cypress Point
Basin 1
Required Factor of Safety =
in (circular)
3
8ft
Cross Sectional Area of Riser
Circular = 0.00 sf
Rectangular= 9 sf
Volume of Water Displaced
Depth of pond * Cross -sectional area
72 cf
Weight of Water Displaced
(assuming weight of water = 62.4 Ib/cf)
62.4 * Volume of water Displaced
4492.80 lb
1.5
Minimum Weight of Anti-Flotaton Device
FS * WoW Displaced
6739.20 lb
Riser Base Provided
5ft x 5ft x
Weight of concrete assumed 150 Ib/cf
Weight of Base Provided = 9375.00 lb
FS Provided = 2.09 OK
aft
2.5 ft (depth)
SC-1 D

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name: P19-028 Cypress Point
Outlet: Basin 1
Temporary Pool Volume
Stage
Elev.
Diff
contour
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
124
0.0
1,904
0
0
125
1.0
5,556
3,730
3,730
126
1.0
6,827
6,192
9,922
126.5
0.5
7,506
3,583
13,505
13426 cf
Perm Pool Elev.
Temp Pool Elev.
SC-1 E

Ejq ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P19-028 Cypress Point
Outlet: Basin 2
Calculate Runoff Coefficient
A= 18.31 acres
Ai= 7.37 acres
la= 0.40
Rv=0.05+0.9*la
Rv= 0.41
797,598 sf Watershed area
321,223 sf Impervious area
Impervious fraction
Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 27,415 cf Volume of runoff that must be
7.55 Ac in controlled for specified design storm
Proposed C
Total Area: 797,598 sf
Imp Area = 321,223 sf
Pery Area: 476,375 sf
Comp C= 0.54
c value
0.9
0.3
SC-2A

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
Project Name: P19-028 Cypress Point
Outlet: Basin 2
Calculate Time to Peak & Volume of Runoff
Qp=
48.7 cfs
DA= 18.31 acres
Rational C= 0.54
P=
5.58 in
(10yr/24hr storm)
Cn=ab+cx^d
a= 50.82581
b + x^d
b= 1.461704
c= 165.6338
d= 1.350661
Cn=
77 x= Rational C
S=
2.96
(1000/CN)-10
Q=
3.13 in
Tp=
51.24 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 208,055 cf
HVdrograph Shape
tc= 19 min
Ascending limb= 2.70
Decending limb= 4.50
SC-2B

Project Name:
Outlet:
Pond Storage=
Pond Depth(h)=
Drawdown Time=
Cd=
9=
The Orifice Equation
aENGINEERING -SURVEYING -DESIGNING - DRAFTING
rry King &Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
P19-028 Cypress Point
Basin 2
32,240 cf Water Quality Volume
0.583 ft HO=H/3
2.5 days 2-5 days
0.6 Coefficient of Discharge (typical 0.6)
32.2 ft/sec"2 Gravity
Q= Cd A Sgrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.15 cfs Based on pond volume and desired drawdown time
A= 0.04060 sf 5.85 s4
Number of Orifices= 1
Minimum diameter to meet area
d=
Use:
Check Outflow time
Q= Cd A Sgrt(2 g h)
Q=
Drawdown time=
2.73 inch diameter orifice
3 " diameter orifice 0.0491 sf
0.18 cfs
2.07 days OK
49.65 hours
SC-2C

Project Name:
Outlet:
Riser Diameter =
Dimensions of Riser=
Depth of pond =
71RENGINEERING - SURVEYING - DESIGNING - DRAFTING
wJ Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
P19-028 Cypress Point
Basin 2
Required Factor of Safety =
in (circular)
3
7 ft
Cross Sectional Area of Riser
Circular = 0.00 sf
Rectangular= 9 sf
Volume of Water Displaced
Depth of pond * Cross -sectional area
63 cf
Weight of Water Displaced
(assuming weight of water = 62.4 Ib/cf)
62.4 * Volume of water Displaced
3931.20 lb
1.5
Minimum Weight of Anti-Flotaton Device
FS * WoW Displaced
5896.80 lb
Riser Base Provided
5ft x 5ft x
Weight of concrete assumed 150 Ib/cf
Weight of Base Provided = 7500.00 lb
FS Provided = 1.91 OK
3 ft
2 ft (depth)
SC-2D

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates. R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name: P19-028 Cypress Point
Outlet: Basin 2
Temporary Pool Volume
Stage
ev.
Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
121
0.0
6,295
0
0
122
1.0
13,452
9.874
9,874
123
1.0
15,388
14,420
24,294
123.5
0.5
16,398
7,947
32,240
27,415 cf
Fond Bottom
Temp Pool Elev.
SC-2E

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Appendix B

Table of Contents
Hydraflow Hydrographs by Intelisolve
BASIN-1.gpw
Thursday, Jul 16 2020, 6:36 PM
Hydrograph Return Period Recap ..................................................... 1
1 - Year
SummaryReport................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, PRE DEV............................................................................ 3
Hydrograph No. 2, Rational, POST DEV.......................................................................... 4
Hydrograph No. 3, Reservoir, Post Dev Basin-2............................................................... 5
PondReport................................................................................................................. 6
10 - Year
SummaryReport ................................................................................................................. 7
HydrographReports........................................................................................................... 8
Hydrograph No. 1, Rational, PRE DEV............................................................................ 8
Hydrograph No. 2, Rational, POST DEV.......................................................................... 9
Hydrograph No. 3, Reservoir, Post Dev Basin-2............................................................. 10
PondReport............................................................................................................... 11
100 - Year
SummaryReport ............................................................................................................... 12
HydrographReports......................................................................................................... 13
Hydrograph No. 1, Rational, PRE DEV.......................................................................... 13
Hydrograph No. 2, Rational, POST DEV........................................................................ 14
Hydrograph No. 3, Reservoir, Post Dev Basin-2............................................................. 15
PondReport ............................................................................................................... 16

Hydrograph Return Period Recap
Hyd. 1 Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No. type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
-------
15.53
-------
-------
-------
23.80
26.69
-------
30.96
PRE DEV
2
Rational
-------
16.39
-------
-------
-------
25.96
29.31
-------
34.23
POST DEV
3
Reservoir
2
12.04
-------
-------
-------
23.02
26.22
-------
Thursday,
29.06
Post Dev Basin-2
Jul 16 2020, 6:36 PM
Proj.
file: BASIN-1.gpw
Hvrimfln- liurlmnronhc Me In}alicnkm

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Rational
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
5
Volume
(cuft)
4,659
Inflow
hyd(s)
----
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
PRE DEV
1
15.53
1
------
------
2
Rational
16.39
1
45
59,653
---
------
------
POST DEV
3
Reservoir
12.04
1
65
58,581
2
Period: 1
128.37
30,354
Post Dev Basin-2
Jul 16 2020- 6:36 PM
BASIN-1.gpw
Return
Year
Thursday,
Hvdraflow Hvdroaranhs by Intelisoly .

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE DEV
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 8.590 ac
Intensity
= 5.166 in/hr
OF Curve
= River Bluff.IDF
15.00
12.00
• OR
M
3.00
Hyd No 1
PRE DEV
Hyd. No. 1 -- 1 Yr
0.1
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 15.53 cfs
Time interval
= 1 min
Runoff coeff.
= 0.35
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 4,659 cuft
Q (cfs)
18.00
15.00
12.00
MQ
M
3.00
0.00
0.2
Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST DEV
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 8.590 ac
Intensity
= 3.468 in/hr
IDF Curve
= River Bluff.IDF
POST DEV
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 16.39 cfs
Time interval = 1 min
Runoff coeff. = 0.55
Tc by User = 15.00 min
Asc/Rec limb fact = 3.03/5.06
Hydrograph Volume = 59,653 cuft
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Yr
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 2 Time (hrs)
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Post Dev Basin-2
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Inflow hyd. No.
= 2
Reservoir name
= Basin-1
Storage Indication method used.
15.00
12.00
• 11
. ff 1
i 11
0.00
0 3 5
Hyd No. 3
Post Dev Basin-2
Hyd. No. 3 -- 1 Yr
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 12.04 cfs
Time interval = 1 min
Max. Elevation = 128.37 ft
Max. Storage = 30,354 cuft
Hydrograph Volume = 58,581 cuft
Q (cfs)
18.00
15.00
12.00
• 11
D. 11
3.00
0.00
8 10 13 15 18 20 23 25
- Hyd No. 2 Time (hrs)
5

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 16 2020, 6:36 PM
Pond No. 1 - Basin-1
Pond Data
Pond storage is based on known
contour
areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft) Total storage (cuft)
0.00 124.00
1,904
0 0
1.00 125.00
5,556
3,730 3,730
2.00 126.00
6,827
6,192 9,922
3.00 127.00
8,212
7,520 17,441
4.00 128.00
9,812
9,012 26,453
5.00 129.00
11,070
10,441 36,894
6.00 130.00
12,385
11,728 48,622
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 24.00
2.00
3.00
0.00
Crest Len (ft) = 12.00 0.00
0.00
0.00
Span (in) = 24.00
2.00
12.00
0.00
Crest El. (ft) = 128.00 0.00
0.00
0.00
No. Barrels = 1
1
2
0
Weir Coeff. = 3.33 3.33
0.00
0.00
Invert El. (ft) = 124.00
124.00 127.00
0.00
Weir Type = Riser ---
---
---
Length (ft) = 46.00
0.50
0.50
0.00
Multi -Stage = Yes No
No
No
Slope (%) = 2.17
0.01
0.01
0.00
N-Value = .013
.013
.013
.000
Orif. Coeff. = 0.60
0.60
0.60
0.00
Multi -Stage = n/a
Yes
Yes
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev.
= 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
3.00 6.00 9.00
Total Q
Stage / Discharge
Stage ,,It)
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Discharge (cfs)

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Rational
Peak
flow
(cfs)
Time
interval
(min)
1
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
----
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
PRE DEV
1
23.80
5
7,139
------
------
2
Rational
25.96
1
45
94,499
----
------
------
POST DEV
3
Reservoir
23.02
1
53
93,036
2
128.63
Year
33,076
Post Dev Basin-2
Jul 16 2020, 6:36 PM
BASIN-1.gpw
Return
Period: 10
Thursday,
Hvrfraflnw Hwirrinranhc her InWicnhia

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE DEV
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 8.590 ac
Intensity
= 7.915 in/hr
OF Curve
= River Bluff. OF
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
Hyd No. 1
PRE DEV
Hyd. No. 1 -- 10 Yr
0.1
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 23.80 cfs
Time interval
= 1 min
Runoff coeff.
= 0.35
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 7,139 cuft
Q (cfs)
24.00
20.00
16.00
12.00
MS
M
0.00
0.2
Time (hrs)
8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST DEV
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 8.590 ac
Intensity
= 5.494 in/hr
IDF Curve
= River Bluff.IDF
POST DEV
Hyd. No. 2 -- 10 Yr
24.00
20.00
16.00
12.00
4.00
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 25.96 cfs
Time interval = 1 min
Runoff coeff. = 0.55
Tc by User = 15.00 min
Asc/Rec limb fact = 3.03/5.06
Hydrograph Volume = 94,499 cuft
Q (cfs)
28.00
24.00
rM
16.00
12.00
M$
4.00
0.00 ° ' ' ' ' 1 i 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 2 Time (hrs)
M

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Post Dev Basin-2
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 2
Reservoir name
= Basin-1
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
os
4.00
0.00
0.0 0.5
— Hyd No. 3
Thursday, Jul 16 2020, 6:36 PM
Peak discharge
= 23.02 cfs
Time interval
= 1 min
Max. Elevation
= 128.63 ft
Max. Storage
= 33,076 cuft
Post Dev Basin-2
Hyd. No. 3 -- 10 Yr
1.0 1.5 2.0 2.5 3.0
Hyd No. 2
Hydrograph Volume = 93,036 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00
3.5 4.0 4.5
Time (hrs)
10

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 16 2020, 6:36 PM
Pond No. 1
- Basin-1
Pond Data
Pond storage is based on known
contour
areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cult) Total storage (cult)
0.00
124.00
1,904
0 0
1.00
125.00
5,556
3,730 3,730
2.00
126.00
6,827
6,192 9,922
3.00
127.00
8,212
7,520 17,441
4.00
128.00
9,812
9,012 26,453
5.00
129.00
11,070
10,441 36,894
6.00
130.00
12,385
11,728 48,622
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] IBl
[C] [D]
Rise (in)
= 24.00
2.00
3.00
0.00
Crest Len (ft) = 12.00 0.00
0.00 0.00
Span (in)
= 24.00
2.00
12.00
0.00
Crest El. (ft) = 128.00 0.00
0.00 0.00
No. Barrels
= 1
1
2
0
Weir Coeff. = 3.33 3.33
0.00 0.00
Invert El. (ft)
= 124.00
124.00 127.00
0.00
Weir Type = Riser ---
--- ---
Length (ft)
= 46.00
0.50
0.50
0.00
Multi -Stage = Yes No
No No
Slope (%)
= 2.17
0.01
0.01
0.00
N-Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= n/a
Yes
Yes
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
3.00 6.00 9.00
Total Q
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Discharge (cfs)

12
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Rational
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
------
Hydrograph
description
PRE DEV
1
30.96
1
5
9,287
----
------
2
Rational
34.23
1
45
124,626
----
------
------
POST DEV
3
Reservoir
29.06
1
56
122,826
2
128.99
36,742
Post Dev Basin-2
_ 1
_
BASIN-1.gpw
Return
Period: 100
Year
Thursday,
Jul 16 2020, 6:36 PM

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE DEV
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 8.590 ac
Intensity
= 10.297 in/hr
OF Curve
= River Bluff.IDF
30.00
25.00
20.00
15.00
10.00
M
Hyd No. 1
PRE DEV
Hyd. No. 1 — 100 Yr
0.1
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 30.96 cfs
Time interval
= 1 min
Runoff coeff.
= 0.35
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 9,287 cuft
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00
0.2
Time (hrs)
13

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST DEV
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 8.590 ac
Intensity
= 7.246 in/hr
IDF Curve
= River Bluff.IDF
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0
Hyd No. 2
POST DEV
Hyd. No. 2 --100 Yr
1.2
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 34.23 cfs
Time interval = 1 min
Runoff coeff. = 0.55
Tc by User = 15.00 min
Asc/Rec limb fact = 3.03/5.06
Hydrograph Volume = 124,626 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
1.3 1.5 1.7 1.8 2.0 2.2
Time (hrs)
14

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Post Dev Basin-2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 2
Reservoir name
= Basin-1
Storage Indication method used
Q (cfs)
35.00
30.00
P491111
20.00
15.00
10.00
5.00
Post Dev Basin-2
Hyd. No. 3 -- 100 Yr
Thursday, Jul 16 2020, 6:36 PM
Peak discharge = 29.06 cfs
Time interval = 1 min
Max. Elevation = 128.99 ft
Max. Storage = 36,742 cuft
Hydrograph Volume = 122,826 cuft
Q (cfs)
35.00
30.00
25.00
KIIIE1
15.00
10.00
5.00
0.00 -1 — L. � I f I Y 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0 4.3
Hyd No. 3 Hyd No. 2 Time (hrs)
15

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 16 2020, 6:36 PM
Pond No. 1 - Basin-1
Pond Data
Pond storage is based on known contour
areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft) Total storage (cuft)
0.00 124.00
1.904
0 0
1.00 125.00
5,556
3,730 3,730
2.00 126.00
6,827
6,192 9 922
3.00 127.00
8,212
7,520 17,441
4.00 128.00
9,812
9,012 26,453
5.00 129.00
11,070
10,441 36,894
6.00 130.00
12,385
11,728 48,622
Culvert / Orifice Structures
Weir Structures
[A►] [B]
[C]
[D]
[A►] [B]
[C] [D]
Rise (in) = 24.00 2.00
3.00
0.00
Crest Len (ft) = 12.00 0.00
0.00 0.00
Span (in) = 2400 2.00
12.00
0.00
Crest El. (ft) = 128.00 0.00
0.00 0.00
No. Barrels = 1 1
2
0
Weir Coeff. = 3.33 3.33
0.00 0.00
Invert El. (ft) = 124.00 124.00 127.00
0.00
Weir Type = Riser ---
--- ---
Length (ft) = 46.00 0.50
0.50
0.00
Multi -Stage = Yes No
No No
Slope (%) = 2.17 0 01
0.01
0.00
N-Value = .013 .013
013
.000
Orif. Coeff. = 0.60 0.60
0.60
000
Multi -Stage = n/a Yes
Yes
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
3.00 6.00 9.00
Total Q
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Discharge (cfs)
16

Table of Contents BASIN-2.gpw
Hydraflow Hydrographs by Intelisolve Thursda;. Jul 16 2020, 6:33 PM
Hydrograph Return Period Recap...................................................................... 1
1 -Year
SummaryReport................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, PRE DEV.................................................................. ......... 3
Hydrograph No. 2, Rational, POST DEV.......................................................................... 4
Hydrograph No. 3, Reservoir, <no description>................................................................ 5
PondReport................................................................................................................. 6
10 - Yea r
SummaryReport................................................................................................................. 7
HydrographReports........................................................................................................... 8
Hydrograph No. 1, Rational, PRE DEV............................................................................ 8
Hydrograph No. 2, Rational, POST DEV.......................................................................... 9
Hydrograph No. 3, Reservoir, <no description>.............................................................. 10
PondReport............................................................................................................... 11
100 -Year
SummaryReport ............................................................................................................... 12
HydrographReports......................................................................................................... 13
Hydrograph No. 1, Rational, PRE DEV.......................................................................... 13
Hydrograph No. 2, Rational, POST DEV........................................................................ 14
Hydrograph No. 3, Reservoir, <no description>.............................................................. 15
PondReport............................................................................................................... 16

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
rt
1
Rational
-------
33.11
-------
-------
-------
50.73
56.90
-------
65.99
PRE DEV
2
Rational
-------
30.41
-------
-------
-------
48.69
55.19
-------
64.79
POST DEV
3
Reservoir
2
25.29
-------
-------
-------
38.87
42.61
-------
52.40
<no description>
Proj. file: BASIN-2.gpw Thursday, Jul 16 2020, 6:33 PM
HAraflow Hvdrnnrarnhs by IntPiisnlva

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
33.11
Time
interval
(min)
1
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
----
maximum
elevation
{ftl
t-
------
Maximum
storage
(cult)
—
------
Hydrograph
description
PRE DEV
1
Rationa
5
9,932
2
Rational
30.41
1
51
124,821
----
------
------
POST DEV
3
Reservoir
25.29
1
65
120,484
2
124.28
46,035
<no description>
Jul 16 2020, 6:33 PM
BASIN-2.gpw
Return
Period: 1
Year
Thursday,
Hvrlraflnw Hvrdrnnranhc by Inf n1kni—

3
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE DEV
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 18.310 ac
Intensity
= 5.166 in/hr
OF Curve
= River Bluff.IDF
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.0
— Hyd No. 1
PRE DEV
Hyd. No. 1 -- 1 Yr
0.1
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 33.11 cfs
Time interval
= 1 min
Runoff coeff.
= 0.35
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 9,932 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.2
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST DEV
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 18.310 ac
Intensity
= 3.076 in/hr
IDF Curve
= River Bluff.IDF
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00 h 1 1 1 1 1
0.0 0.2 0.3 0.5 0.7 0.8
Hyd No. 2
POST DEV
Hyd. No. 2 -- 1 Yr
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 30.41 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 19.00 min
Asc/Rec limb fact = 2.7/4.5
Hydrograph Volume = 124,821 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
I I ` 1 0.00
1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3
Time (hrs)
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 16 2020, 6:33 PM
Hyd. No. 3
<no description>
Hydrograph type
= Reservoir
Peak discharge = 2 5.2 9 cfs
Storm frequency
= 1 yrs
Time interval = 1 min
Inflow hyd. No.
= 2
Max. Elevation = 124.28 ft
Reservoir name
= Basin 2
Max. Storage = 46,035 cult
Storage Indication method used.
<no description>
Hyd. No. 3 -- 1 Yr
30.00
25.00
20.00
15.00
10.00
5.00
Hydrograph Volume = 120,484 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Hyd No. 3 Hyd No. 2
Time (hrs)
5

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Basin 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 121.00
6,295
0
0
1.00 122.00
13,452
9,874
9,874
2.00 123.00
15,388
14,420
24,294
2.50 123.50
16,398
7,947
32,240
2.75 123.75
17,297
4,212
36,452
3.00 124.00
17,711
4,376
40,828
4.00 125.00
19,403
18,557
59,385
5.00 126.00
21.153
20,278
79.663
6.00 127.00
22,958
22,056
101,718
Thursday, Jul 16 2020, 6:33 PM
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in)
= 30.00
2.50
0.00
0.00
Crest Len (ft)
= 12.00
20.00
0.00
0.00
Span (in)
= 30.00
2.50
0.00
0.00
Crest EI. (ft)
= 123.50
125.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
0.00
000
Invert El. (ft)
= 120.70
121.00
0.00
0.00
Weir Type
= Riser
Broad
---
---
Length (ft)
= 40.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.01
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n/a
Yes
No
No
Exfiltration = 0.000
in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00 150.00
Total Q
Discharge (cfs)

Hydrograph Summary Report
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
50.73
1
5
15,218
----
------
------
PRE DEV
2
Rational
48.69
1
51
199,838
----
------
------
POST DEV
3
Reservoir
38.87
1
68
195,042
2
125.01
59,620
<no description>
BASIN-2.gpw
Return
1
Period: 10
Year
Thursday,
Jul 16 2020, 6:33 PM
_

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE DEV
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 18.310 ac
Intensity
= 7.915 in/hr
OF Curve
= River Bluff. OF
50.00
40.00
20.00
10.00
Hyd No. 1
PRE DEV
Hyd. No. 1 -- 10 Yr
0.1
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 50.73 cfs
Time interval
= 1 min
Runoff coeff.
= 0.35
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 15,218 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.2
Time (hrs)
8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST DEV
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 18.310 ac
Intensity
= 4.925 in/hr
IDF Curve
= River Bluff.IDF
Q (cfs)
50.00
40.00
30.00
20.00
10.00
POST DEV
Hyd. No. 2 -- 10 Yr
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 48.69 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 19.00 min
Asc/Rec limb fact = 2.7/4.5
Hydrograph Volume = 199,838 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 " 1' ' ' 1 1 1 1 1 1 1 I 1\ 1 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3
Hyd No. 2
Time (hrs)
M

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
<no description>
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Reservoir name = Basin 2
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 3 8.8 7 cfs
Time interval = 1 min
Max. Elevation = 125.01 ft
Max. Storage = 59,620 cuft
Hydrograph Volume = 195,042 cuft
<no description>
Hyd. No. 3 -- 10 Yr
0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7
Hyd No. 3 Hyd No. 2
Q (cfs)
50.00
40.00
30.00
10.00
0.00
3.0
Time (hrs)
10

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 16 2020, 6:33 PM
Pond No. 1
- Basin 2
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft) Total storage (cuft)
0.00
121.00
6,295
0 0
1.00
122.00
13,452
9,874 9,874
2.00
123.00
15,388
14,420 24,294
2.50
123.50
16,398
7,947 32,240
2.75
123.75
17,297
4,212 36,452
3.00
124.00
17,711
4,376 40,828
4.00
125.00
19,403
18,557 59,385
5.00
126.00
21,153
20,278 79,663
6.00
127.00
22,958
22 056 101,718
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
= 30.00
2.50
0.00
0.00
Crest Len (ft) = 12.00 20.00
0.00 0.00
Span (in)
= 30.00
2.50
0.00
0.00
Crest El. (ft) = 123.50 125.50
0.00 0.00
No. Barrels
= 1
1
0
0
Weir Coeff. = 3.33 2.60
0.00 0.00
Invert El. (ft)
= 120.70
121.00 0.00
0.00
Weir Type = Riser Broad
--- ---
Length (ft)
= 40.00
0.50
0.00
0.00
Multi -Stage = Yes No
No No
Slope (%)
= 0.50
0.01
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n/a
Yes
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 r , I I I I I I t I I I I - 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00 150.00
Total Q Discharge (cfs)

12
Hydrograph Summary Report
Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
No.
type
flow
interval
peak
hyd(s)
(origin)
(cfs)
65.99
(min)
1
(min)
5
(cuft)
19,796
----
1
Rational
2
Rational
64.79
1
51
265,911
----
3
Reservoir
52.40
1
67
260,714
2
Maximum Maximum
elevation storage
(ft) (cuft)
125.76 74,730
Hydrograph
description
PRE DEV
POST DEV
<no description>
BASIN-2.gpw
- L
Return Period: 100 Year
1_
Thursday, Jul 16 2020, 6:33 PM

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE DEV
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 18.310 ac
Intensity
= 10.297 in/hr
OF Curve
= River Bluff.IDF
50.00
40.00
30.00
20.00
10.00
M
— Hyd No. 1
PRE DEV
Hyd. No. 1 -- 100 Yr
0.1
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 65.99 cfs
Time interval
= 1 min
Runoff coeff.
= 0.35
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 19,796 cuft
Q (cfs)
70.00
.MI
50.00
40.00
30.00
20.00
10.00
0.00
0.2
Time (hrs)
13

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST DEV
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 18.310 ac
Intensity
= 6.553 in/hr
IDF Curve
= River Bluff.IDF
POST DEV
Hyd. No. 2 -- 100 Yr
50.00
40.00
30.00
10.00
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2
Hyd No. 2
Thursday, Jul 16 2020, 6:33 PM
Peak discharge = 64.79 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 19.00 min
Asc/Rec limb fact = 2.7/4.5
Hydrograph Volume = 265,911 cuft
Q (cfs)
70.00
50.00
40.00
30.00
10.00
0.00
1.3 1.5 1.7 1.8 2.0 2.2 2.3
Time (hrs)
14

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
<no description>
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Reservoir name = Basin 2
Storage Indication method used.
- M
50.00
30.00
20.00
10.00
<no description>
Hyd. No. 3 -- 100 Yr
Thursday, Jul 16 2020, 6:33 PM
Peak discharge
= 52.40 cfs
Time interval
= 1 min
Max. Elevation
= 125.76 ft
Max. Storage
= 74,730 cult
Hydrograph Volume = 260,714 cuft
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
Hyd No. 3 Hyd No. 2
Time (hrs)
15

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Basin 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00 121.00
6,295
0
0
1.00 122.00
13,452
9,874
9,874
2.00 123.00
15,388
14,420
24,294
2.50 123.50
16,398
7,947
32,240
2.75 123.75
17,297
4,212
36,452
3.00 124.00
17,711
4,376
40,828
4.00 125.00
19,403
18,557
59,385
5.00 12600
21,153
20,278
79,663
6.00 127.00
22,958
22,056
101,718
Culvert / Orifice Structures
[A]
[B]
IC]
[D]
Rise (in)
= 30.00
2.50
0.00
0.00
Span (in)
= 30.00
2.50
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 120.70
121.00
0.00
0.00
Length (ft)
= 40.00
0.50
0.00
0.00
Slope (%)
= 0.50
0.01
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
5.00
Thursday, Jul 16 2020, 6:33 PM
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.00
20.00
0.00
0.00
Crest El. (ft)
= 123.50
125.50
0.00
0.00
Weir Coeff.
= 3.33
2.60
0.00
0.00
Weir Type
= Riser
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00 - - 4.00
3.00 3.00
2.00 - - 2.00
1.00 1.00
0.00 0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00 120.00 130.00 140.00 150.00
Total Q Discharge (cfs)
16

Appendix C

t STA � p
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary*
^"
BRIAN WRENN
NORTH CAROLINA
Director
Environmental Quality
June 16, 2020
LETTER OF APPROVAL WITH MODIFICATIONS
Express Option
Pelican Property Holdings, LLC
Attn: Perry Shelley, VP
2709 Thorngrove Court, Suite 1
Fayetteville, NC 28303
RE: Project Name: Cypress Pointe (Formerly Pelican Property Fennell Road)
Acres Approved: 18.88
Project 1D: CUMBE-2020-167
County: Cumberland, City: Grays Creek, Address: Fennell Road
River Basin: Cape Fear
Stream Classification: Other
Submitted By: Larry King & Associates, R.L.S., P.A.
Date Received by LQS: May 28, 2020
Plan Type: Express
Dear Mr. Shelley:
This office has reviewed the subject erosion and sedimentation control plan and hereby issues this Letter
of Approval with Modifications. A list of the modifications and reservations is attached. This plan approval
shall expire three (3) years following the date of approval, if no land -disturbing activity has been undertaken,
as is required by Title 15A NCAC 4B .0129. Should the plan not perform adequately, a revised plan will
be required (G.S. 113A-54.1)(b).
Title 15A NCAC 413 .0118(a) and the NCGO1 permit require that the following documentation be kept on
file at the job site:
1. The approved E&SC plan as well as any approved deviation.
2. The NCGO 1 permit and the COC, once it is received.
3. Records of inspections made during the previous 12 months.
Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection to ensure
compliance with the approved plan, including the use of equipment and technology owned and operated by
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
NORTH CAROL(NA
D E Fayetteville Regional Office 1 225 Green Street, Suite 714 1 Fayetteville, North Carolina 28301
o'^'"'"°"' m e"°'r°mm.mm wauy 910.433.3300

Letter of Approval With Modifications
Pelican Property Holdings, LLC
June 16, 2020
Page 2 of 3
the Department, (e.g., survey equipment, vehicles, unmanned aerial vehicles, etc.). Unless this office livars
otherwise from you, this correspondence serves as your authorization for DEMLR to utilize equipment and
/ or technology on your property for inspection purposes.
Title 15A NCAC 4B .01 18(a) requires that a copy of the approved erosion control plan be on file at the job
site. Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection to
ensure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Act is performance -oriented, requiring protection of
existing natural resources and adjoining properties. If, following the commencement of this project, it is
determined that the erosion and sedimentation control plan is inadequate to meet the requirements of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute I I3A-51 through 66), this
office may require revisions to the plan and implementation of the revisions to ensure compliance with the
Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State water
quality laws, regulations, and rules. In addition, local city or county ordinances or rules may also apply to
this land -disturbing activity. This approval does not supersede any other permit or approval.
Please note that this approval is based in part on the accuracy of the information provided in the Financial
Responsibility Form, which you provided. You are requested to file an amended form if there is any change
in the information included on the form. This permit allows for a land -disturbance, as called for on the
application plan, not to exceed the approved acres. Exceeding the acreage will be a violation of this permit
and would require a revised plan and additional application fee. In addition, it would be helpful if you notify
this office of the proposed starting date for this project. Please notify us if you plan to have a preconstruction
conference.
Your cooperation is appreciated.
Sincerely,
-�
Jodi Pace, EI
Regional Engineering Associate
DEMLR
Enclosures: Certificate of Approval
Modifications Required for Approval
NPDES NCG01 Fact Sheet
cc: Jeffrey Nobles, Larry King & Associates, R.L.S., P.A. (electronic copy)
Scott Walters, Building Inspector (electronic copy)
DEMLR - Fayetteville Regional Office File

Calculate Skimmer Size
Basin Volume in Cubic Feet 20,833 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 3 1 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter 2.5 Inch[es]
`In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 48.643 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 Days Orifice Radius 1.8 Inch[es]
Orifice Diameter 3.6 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet _ Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet I Feet
Depth in feet Feet

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 1
Total Drainage Area (acres)
Step 1. Determine the tailwater depili from channel characteristics below the
pipe ouutlet for the design caprtcirr of the pipe If the tral ater depth is less
th.vi half the outlet pipe &-ureter. it is classified nuiumuum tailwater condition
If it is peater than half the pipe diaiuetff, it is classifi--it maximum condition.
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to have a innunitun tailwatei condition unless reliab-'e flood stage elevation,.
Show othenvise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
30
0
Min TW (Fig. 8.06a)
25.93
6.5
Step 2. Based on the tailwater conditions deteruuiied in step 1. enter Figure
8_06a or Figurre 8.06b and determuie diu, riprap size and minimum apron length
(L.). 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
Figure 8.06a
Riprap d50, A)
0.5
Maximum TW

Minimum apron length, L, (ft.) 16
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 18.5 2.5
,5tep 4. Deternune the tnammuni stotie di uneter-
,max = 1.5 x dl�o
Minimum TW
Max Stone Diameter, dmax (ft.) 0.75
Step 5. Detes-nune tier apron duckziess
Apron Thickness(ft.)
Apron thickness = I r- x d,
Minimum TW
1.125
Maximum TW
0
Maximum TW
Step S. Fit the riprap apron to the site by n-taking it level for the ntinimunz
length L, from Figure 8 06a or Figure 8 06b Extend the apron farther
do%nstream and along channel banks until stability is assured Keep the
apron as Straight as possible mid align it with the ti, „;- of the recet, ing stre:uu
:Make mry neeessan- alipuueut Mends near the pipe outlet so that the entrance
into the recen-ing stre.un is straight
Some locations may require lining of the entire channel cross section to assure
stabihrv.
It mad- be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appea:dir 3.05) 11"here 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: BAN, PE Date: 5l13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 2
Total Drainage Area (acres)
Step 1. Determine the tailwater depth from chaiuiel characteristics below the
pipe outlet for the design capacrry of the pipe Ir the tailwater depth is less
than ludithe outlet pipe diameter. it is classified mini num tailwater condition
If it is gsealei than half the pipe diameter it is classified ni&xiii-ami condition_
Pipes that outlet onto wide flat areas with no defined channel are asslailed
to have a mauunnun tailwater condition unies., rehable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
0
0
Min TW (Fig. 8.06a)
49.29
8.17
Step 3. Based on the tail -water conditions determined in step 1. e - � Fun -a.
" 5a or Figure 8_06b. and deternzuie dot, riprap size and nunimuni apron length
L. The d,, size is the niediast stone size in a graded rtprap apron.
Step 3. Detennine apron width at the pipe outlet. the apron shape
apron %%idth at the outlet end froth the same figure used Lit Step '.
Minimum TW
Figure 8.06a
Riprap dso, R) 0.6
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 20
Apron width at pipe outlet (ft.) 9 9
Apron shape
Apron width at outlet end (ft.) 23 3
�. nixie the niaxinitnn stone dianieter-
mt"3i 1 5
X d,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.9
Step 5. Deternune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x drl-
Minimum TW
1.35
Maximum TW
0
Maximum TW
0
Step 6. .Fit the riprap apron to the site by nuiking it level for the nuinin ini
length L,. froin Figure 8 06a or Figure 5 06b Extend the ainoii farthter
downstream and along chaiuiel banks iuitil stabihnv is assured Keep the
apron as straight as possible and align it with the floe- of the receiving su e:uu
N1ke anti' necessary aligiiinent bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire chaiuiel cross section to a�.,3,me
stabiliry
It may be necessan, to increase the size of riprap where protection of the
cliaiinel side slopes is iiecessan. (.Ivpei n 8.05) Zt heie 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: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe I
Project No.: j
Site Location (City/Town) Hope Mills, NC
Culvert Id. 3
Total Drainage Area (acres)
Step 1. Jetrntune the tailwater depth from channel chaiactenstics below the
pipe outlet fox the design capacity of the pipe If the taxi ater depth is less
thati lidithe outlet pipe diameter. it i5 classified niumin uii tailwater condition-
If.,t -,. greater than half the pipe tliatzxetei, it Is classified rui-xiuntul condition.
Pipes that outlet onto wide flat areas with no defined channel are assured
to have a nurunnun tailwater condition sinless reliable flood stage elevations
,lion- otherirxse
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
Irzl
0
Min TW (Fig. 8.06a)
7.47
3.38
Step 2. Based on the tailwater conditions deternuned in step 1. enter Figure
8.06a or Figure 8 06b. and determine dio riprap size and minimum aprou length
t'L. The ds Size is the inedian stone size in a well -eroded riprap apron.
Step 3. Deteimine apron width at the pipe outlet. the apron shape. -wJ �'..
apron width at the outlet end from the same fimire used in Stet
Minimum TW
Figure 8.06a
Riprap d50, (ft.)
me
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 13
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 15 2
Step 4. Deternune the inaximu ni stotie diameter-
dt,4 = 1.5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step :5. Deternuiie the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x rl
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 nuninauni
length Lj• from Figure 8 06a or Fi`gire S 06b Extend the apron farther
downstream and along channel banks until stability is assured Keep the
apron. as straight as possible slid align it with the flow of the receiN ing strexiu
Ntake suit• necessary alignment bends near the pipe outlet so that the entrance
into the receiving stremit is straight.
Some locations may require liming of the entire channel cross section to assure
stability.
It innay be necessary to increase the size of riprap where protection of the
channel side slopes is necess,,n• (Appei:dh 3.05) Where 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: 5/13/ 0020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 4
Total Drainage Area (acres)
Step 1. Detertni ne the tail,k-titer depth from channel characteristics below the
pipe outlet for the design capaciry of the pipe If the tulwater depth is less
than half the outlet pipe diameter, it is classifier) nmu ruin tailwater condition
If it is greater than lialf the pipe di.aunete i_ it is classified m&-Kinluin condition.
Pipes that outlet onto wide flirt areas with no defined channel are assuined
to have a niumnuitz tailwater condition unle�-y rehable flood stage elevatiotzs
show otherwise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
0
Min TW (Fig. 8.06a)
1.49
4.69
Step ?. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8 06b. and determine dy, riprap size and ininimuni apron length
(L,,). The d,, size is the median stogie size in a well-exaded riprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and •:
apron width at the outlet end from the same figure used in Step -'-
Minimum TW
Figure 8.06a
Riprap dso, (ft.) 0.3
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 0.9
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 2.4 1.5
Step 4. Deternune the rnaxrtrnu ni atone diameter
c, a
rtlax = 1 x
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step 5. Deternune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1 5 x dr,,x
Minimum TW
0.675
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by nzakung it level for the nunttmini
length L1_ from Figure 8 06a or Figure 8 06b Extend the apron farther
dovvarstrearnn and along chatunel banks until stability is assured Keep the
apron as straight as possible and align it with the flow of the receiving stremn
Make any necessar}• alianinent bends neax the pipe outlet so that the entrance
into the recet'k-iug streatu is straight.
Some locations may require lining of the entire charntxel cross section to assure
stabilirv.
It army be rnecessan, to increase the size of rtprap where protection of the
chaunel Side slopes is necessaan. (Apperdit S.051 Where 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: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 5
Total Drainage Area (acres)
Step 1. Determine the tailwater depth from chammel characteristics below the
pipe outlet for the deign capacity- of the pipe If the tulwater depth is less
than hMf the outlet pipe diameter, it is classified aurumurn tailwater condition
If it is greater than half the pipe diameter. it i,, classified ruaximtim condition.
Pipes that outlet onto wide flat areas with no defined chatuiel are assurned
to have a nauumttin tailwater condition unless reliable flood stage elevations
shot%, other%vise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (Us)
18
0
Min TW (Fig. 8.06a)
1.49
4.69
Step 2. Based on the tailwarer conditions deternuned in step 1. enter Figure
8.06a or Figure 8.06b, and determine d;,., riprap size and mininiuni apron length
(L,). The d,� size is the median stone size in a;%ell-graded riprap apron.
Step 3. Determine apron width at the pipe outlet the apron shape. and the
apron width at the outlet end front the same fimtre used m step
Minimum TW
Figure 8.06a
Riprap d50, (ft.) 0.3
Maximum TW
Figure_8.06b

Minimum apron length, La (ft.) 0.9
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 2.4 1.5
Step 4. Determine the inaxiimuni stone diallleter
x { 1.
Minimum TW
Max Stone Diameter, dmax (ft.) 0.45
Step 5. Determine the apron thickness
Apron Thickness(ft.)
Apron thickness = I '
Minimum TW
0.675
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by making it level for the nuns n inl
length L,. Boni Fig -tire 8 06a or Figme 8 06b Extend the apron farther
doi;nstreanl and alone channel banks until stabihn is assured beep the
apron as straight as possible and align it with the floss• of the recen ing stre.un
Make any necessan. aligninent bends near the pipe outlet so that the entrance
into the receive' ig stream is straight
Some locations inay require lining of the entire channel cross section to assure
stabilim
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (.-tppendi-t 8.05) \tIere overfalls exist at
pipe outlets or flows are excessive a plunge pool-Aioitld be considered See
page 8.06 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 6
Total Drainage Area (acres)
Step 1. Determine the taihvater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the twhvater depth is le-,,
than lialt the outlet pipe dizuneter. it is classified minimum tailwater condition.
If it is gueater than half the pipe diautetei. it is classified rna&xiinum condition.
Pipes that outlet onto wide fiat arras with no defined channel are assumed
to have a minnntun tailwater condition unless rehable flood stage elevation,.
}hov, otherwise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (Us)
24
0
Min TW (Fig. 8.06a)
24.61
13
Step ?. Based on the tailwater conditious determined in step 1. entei Figure
6a or Figure S.06b and determine djt, riprap size and mimmuni apron length
The d, size is the median stone size in awell-graded nprap apron
3. Determine apron width at the pipe outlet. the apron shape. and the
l width at the outlet end from the same figure used in Step -I-
Minimum TW
Maximum TW
Finure 8.06b
Riprap d50, (ft.) 0.4

Minimum apron length, La (ft.) 13
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 15 2
'-,tvp 4. Determine the nia.minu in stone di.uneter-
d= i . 5 x d5,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Determine the apron Thickness
Apron Thickness(ft.)
Apron thickness = I r, x d
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step b. Fit the riprap ,apron to the site by making it level for the nununuini
lean—'. L,_ from Figtire 8 06a or Figme 8 06b Extetid the apron farther
dot%nstreain and along chatuiel banks until stability is assured Keep the
apron as Straight as possible acid align it with the flow of the recess ing strevu
-lake any necessmy alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations neat• require lining of the entire channel cross section to assure
stabilitv.
It nit y be necessan, to uicrease the size of riprap where protection of the
channel side slopes is necessa ry (: 4,ppei dig 8.05) 111cre overfalls exist at
pipe outlets or flo%vs me excessive. a plunge pool should be considered. see
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 7
Total Drainage Area (acres)
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design caplacinv of the pipe If the tailivater depth is less
than half the outlet pipe diameter. it is classified rimunium tailwater condition_
If it is greater than. half the pipe diameter, it is classified ma_xii-hum condition.
Pipes that outlet onto xvide flat areas ivith no defined channel are assumed
to have a ni intturi tallwarer condition unless reliable flood stage elevations
t• otherts-ise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (Us)
ce
0
NAin TW (Fig. 8.06a)
39.81
6
Step 2. Based on the tailwater conditions deternamhed in step 1. enter Figure
8.06a or Figure 8 06b and determine d;u riprap size and nimimuni apron length
(La). The d size is the median stone size in a Snell -Eroded riprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron '•% 2difi at the outlet wend from the same figure u-Pd in Step ?.
Minimum TW
Figure,8.08a
Riprap d50, (ft.)
0.5
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 16
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 18.5 2.5
Step 4. Determine the maxinuinn stone dt:mleter"
dr.ax - 1 5 x dl,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.75
Step -5. Detern ine the apron thickness
Apron Thickness(ft. )
Apron thickness = 1 5 x d,„,,
Minimum TW
1.125
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by- making it level for the nunimuni
length L, from Figure 8 06a or FiQwe 8 06b Extend the apron farther
downstream and along charuiel banks until stabrht} is, assured- Keep the
apron as straight as possible and align it with the floe- of rite receiving strearu
_-N4ake atnti• necessan• alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight
Some locations may require lining of the entire chamiel cross section to assure
stabilir'ti
It nnav be necessan, to increase the size of nprap where protection of the
channel Side slopes is necessary (-3ppei dA S.05) 1�`here overfalls e' ist at
pipe outlets or flows are excessive. a plunge pool should be considered_ see
page 8.06.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3
jQ—�
Outlet W - Do + La
pipe T—
diameter (DO)
"La
1,,,,aler - 0. 5DO
0 =_
W 1 IVII
OIN 60
X\\ I'
019
14
-016§ till
:F
50 NO
Discharge (0/sec)
200 500
J-j 0
1000
Curves may not be extrapolated,
Figure 8.06a Design of ciWat protecwn protection from a round pipe flowing full, minimum tailwaler condition (Tw -c 0.5 diameter).
Rev. I?J93 8.06.3

Appendix D

Cypress Pointe Parcel Data
5/13/2020, 10:52:39 AM 1:6,000
Parcels
Address
Buildings
Street Centerlines
Municipal Boundaries
Fayetteville
Hope Mills
Spring Lake
Eastover
Falcon
Godwin
Linden
Stedman
Wade
HydroPolygons
HydroPolygons
Subdivisions-MHPS
Cumberland2017.sid
Red: Band 1
Green: Band 2
Blue: Band-3
0 0.05 0.1 0.2 mi
0 0.1 0.2 0.4 km
CCGIS 1 ESRI Chadotte
CCGIS
CCGIS
CCGIS\ ESRI Charlotte I CCGIS I CC Planning & CKy of Fay Planning I CCGIS - TAX MAPPING I CGGES%CCPianning I

5" 3/2020, 10:55.22 AM
Parcels Soils
Address
Buildings
Street_Centedines
Municipal Boundaries
Fayetteville
Hope Mills
Spring Lak s
Eastover
Falcon
Godwin
Linden
Stedman
Wade
HydroPolygons
HydroPolygons
Ro
Ca D
AaA
Le
Na
WmB
JT
VaB
TaB
AuA
Gr
Ca
LaB
Ch
We
St
VgE
GoA
NoB
Dn
BaB
VaD
AyB
NoA
Ly
GdD
Ra
Co
Pg
TR
DgA
WgB
BaD
Ud
Fa6
Wo
ExA
FuB
w
BuA
KaA
Pa
BrB
DT
GdB
DpA
KuB
Cypress Pointe Soils Map
SdD
WnB
Mc
Ru
CrB
Subdivisions-MHPS
De
Cumbedand20117.sid
LbB
Red: Band-1
Cf
= = Green: Band-2
Pt
= Blue: Band-3
FcB
By
Ld
CT
Ur
Dh A
BdB
FaA
KeA
1:6,000
0 0.05 0.1 0.2 mi
0 0.1 0.2 0.4 km
CCGIS \ ESRI Chadotte
CCGIS
CCGIS
CCGIS \ ESRI Charlotte i CCGIS I CC Planning & City of Fay Planning i CCGIS -TAX MAPPING I CCGIS\CCPlanning i

Cypress Pointe Zoning Map
r: I ■ •
•• I
Al
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Ir
11,
FORTY T r'7F'�p y�I
4 ° ' 174
4 Mtir 1�
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�CLuONix)gE Ll1 CVP IS6 L.Aip-r'; (CYPRF_SS L4RD)
� r -
5/1312020, 10:57:12 AM
Parcels
Wade
Address
HydroPolygons
Buildings
HydroPolygons
Street —Centerlines
Subdivisions-MHPS
Municipal Boundaries
Fayetteville Zoning
FayetteWle
AR
Hope Mills
AR/CZ
Spring Lake
AR/MHO
Eastover
BP/CZ
Falcon
CC
Godwin
CC/CZ
Linden
CD
Stedman
DT
I=
R9/!
1:6,000
DT/CZ
NC
0 0.05 0.1 0.2 mi
HI
NC/CZ
0 0.1 0.2 0.4 km
HI/CZ
01
LC
01/CZ
LC/CZ
- PND
LI
SF-10
LI/CZ
SF-10/MHO
M/A
SF-15
MH
SF-15/CZ
MR-5
SF-15/MHO
CCGIS \ ESRI Chadofte
MR-5/CZ
SF-6
CCGIS
CC Planning & City of Fay Planning
MU
SF-6/CZ
MU/CZ
SF-6/MHO
CCGIS
CCGIS 1 ES RI Charlotte I CCGIS I CC Planning & City of Fay Planning I CCGIS -TAX MAPPING I CCGIS,CCPlanning I

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Appendix E

Appendix F