SW6230102_Design Calculations_20230120

Stormwater Calculations
For
Project:
Tranquil Meadows
Hoke County, NC
Owner:
H&H Investments, Inc
L �
SEAL -_
M 459
-., FRS � Hc, ���• r 23
Prepared by:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & 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
Basin 1 Calculations APPENDIX A
Basin 2 Calcubitions APPENDIX B
Misc. Erosion Control Calculations APPENDIX C
Site Maps APPENDIX D
Soils Report APPENDIX E
Site Deed APPENDIX F

STORMWATER NARRATIVE
This project is a single-family subdivision located off Townsend Road in Hoke County, NC. The parcel is
approximately 64 acres located between single-family residential lots and a farm lands. There are
wetlands delineated along the eastern side of the property.
The parcel has slopes of 1-3% across much of the property with steeper slopes along the perimeter. The
soils are predominantly Norfolk (NoB) and Wagram (WaB).
The development intends to implement two stormwater wet detention basin to provide pollutant
removal as well as storm attenuation.
Wet Basin-1 drains about 19.67 acres from this project with approximately 470,000 sf of proposed
impervious
Wet Basin-2 drains about 18.90 acres total with about 11 acres coming from the next future phase of
the development. The total watershed will collect approximately 509,000 sf of proposed impervious
area. Approximately 260,000 sf of impervious area will be from the future project area.
Stormwater access easements are provided for maintenance access to the wet detention basins.
Star;;iomental calculations are attached.

Appendix A

r—M 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: P21-013 Tranquil Meadows
Outlet: Wet Basin 1 REV 05-03-23
Calculate Runoff Coefficient
A= 20.86 acres
Ai= 8.55 acres
la= 0.41
Rv=0.05+0.9*la
Rv= 0.42
908,838 sf Watershed area
372,337 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= 31,712 cf Volume of runoff that must be
8.74 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 1.51 Based 3 Avg. Perm. Pool Depth
**See Table 1 for SAIDA
SA= 0.315 Ac
13,723 sf Required Surface Area @ Perm Pool

f7 ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Composite C Calculations
Project Name: P21-013 Tranquil Meadows
Outlet: Wet Basin 1
Proposed C
(Pond Area)
Total Area-
856,961 sf c value
Imp Area =
469,746 sf 0.9
Pery Area:
387,215 sf 0.3
Comp C= 0.63

Lp 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: P21-013 Tranquil Meadows
Outlet, Wet Basin 1
Calculate Time to Peak & Volume of Runoff
Qp
86.8 cfs
DA= 19.67 acres
Rational C= 0.63
P=
5.51 in
(10yr/24hr storm)
Cn=ab+cx^d
a= 50.82581
b + x^d
b= 1.461704
c= 165.6338
d= 1.350661
Cn=
82 x= Rational C
S=
2.25
(1000/CN)-10
Q=
3.50 in
Tp
34.55 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 249,999 cf
Hydrograph Shape
8 min
Ascending limb= 4.32
Decending limb= 7.21

Project Name:
Outlet -
Pond Storage=
Pond Depth(h)=
Drawdown Time=
Cid=
9=
The Orifice Equation
LA ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
P21-013 Tranquil Meadows
Wet Basin 1
45,744 cf Water Quality Volume
0.57 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= 0.21 cfs Based on pond volume and desired drawdown time
A= 0.05826 sf 8.39 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=
3.27 inch diameter orifice
3 " diameter orifice 0.0491 sf
0.18 cfs
2.97 days OK

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
Project Name: P21-013 Tranquil Meadows
Outlet: Wet Basin 1
Riser Diameter = in (circular)
Dimensions of Riser= 5 5 ft
Depth of pond = 7.5 ft
Required Factor of Safety = 1.5
Cross Sectional Area of Riser
Circular = 0.00 sf
Rectangular= 25 sf
Volume of Water Displaced
Depth of pond * Cross -sectional area
187.5 cf
Weight of Water Displaced
(assuming weight of water = 62.4 Ib/cf)
62.4 * Volume of water Displaced
11700.00 lb
Minimum Weight of Anti-Flotaton Device
FS * WoW Displaced
17550.00 lb
Riser Base Provided
8 ft x 8 ft x 2 ft (depth)
Weight of concrete assumed 150 Ib/cf
Weight of Base Provided = 19200.00 lb
FS Provided = 1.64 OK

f7 ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] vwvw.LKandA.com F. [phone]
Pond Volume Calculations
Permanent Pool Volume (Main Pool Only)
Stage
F-lev.
Diff
Uontour
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(s
(cf)
(cf)
218
0.0
13,231
0
0
219
1.0
14,207
13,719
13,719
220
1.0
15,207
14,707
28,426
221
1.0
16,234
15,721
44,147
221.5
0.5
16,757
8,248
52,394
222
0.5
19,464
9,055
61,450
Forebay Only Volume
Stage
ev.
Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
218
0.0
1763
0
0
219
1.0
2143
1,953
1,953
220
1.0
2548
2,346
4,299
221
1.0
2978
2,763
7 062
222
1.0
3433
3,206
10,267
Temporary Pool Volume
Stage
ev.
Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
s
c
c
222
0.0
22,897
0
0
222.5
0.5
26.602
12,375
12,375
223
0.5
27,601
13,551
25,926
223.7
0.7
29,022
19,818
45,744
Skimmer Basin Volume
Elev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
it ft) (sf) (cf) (cf)
0.0
0
0
0.0
0
0
0.0
0
0
0.0
0
0
0.0
0
0
0.5
0
0
0.a
0
0
0.0
0
0
0.0
0
0
0.0
0
0
Perm Pool Elev.
17%
39,541 cf
Perm Pool Elev.
Temp Pool Elev.
Skimmer Elev.

jZ ENGINEERING - SURVEYING - DESIGNING - DRAFTING
J Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Georgetown Estates Section Three
Pond Volumes
Average Depth Equation 2
VPP= #REF! cf
SA= #REF!
Davg= #REF! ft
Equation 2. Average depth when the shelf is not submerged or
the shelf is being included in the average depth calculation
Vpp
Devg = SA
Where: D., = Average depth (feet)
VPP = Main pool volume at permanent pool elevation (feet3)
SA = Main pool area at permanent pool elevation fact -
Average Depth Equation 3
VPP= 61,450 cf
VShelf= 696.25 cf
ABottom of Shelf= 16.757 sf
Davg= 3.63 ft
Amax Over Shelf=
0.5 ft
Pperm Pool=
557 ft
Wsubmerged pare :)f shelf=
5 ft
VShelf= 696.25 cf
Equation 3. Average depth when the shelf is partially or fully submerged and
the shelf is being excluded from the average depth calculation
VPp— Vshelf
Dew _
Elbottom of shelf
Where:
D.,,g =
Average depth (feet)
Vpp =
Main pool volume at permanent pool elevation (feet3)
Vs. =
Volume over the shelf only (feet3) — see below
Ah.tomofshem =
Area of main pool at the bottom of the shelf (feeta)
Vshslf =
0.5 * Depth....rsh.lf*
Perimeter,,....., * Widthxulb . g.dp.n arsh.lr
Where:
Depth.... Bhedf
= Depth of water at the deep side of the shelf as
measured from the permanent pool (feet)
Perimeterpaa poa
= Perimeter of main pool at the bottom of the
shelf (feet)
V%Adthsubmery.d part ofshef
= Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)

Table of Contents
Hydraflow Hydrographs by Intelisolve
WET BASIN 1.gpw
Thursday, Jan 5 2023, 12:40 PM
Hydrograph Return Period Recap...................................................................... 1
1 - Yea r
SummaryReport................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, PRE-DEVELOPMENT......................................................... 3
Hydrograph No. 2, Rational, Post Dev.............................................................................. 4
Hydrograph No. 3, Reservoir, WET BASIN 1................................................................... 5
PondReport................................................................................................................. 6
10 - Yea r
SummaryReport................................................................................................................. 7
HydrographReports........................................................................................................... 8
Hydrograph No. 1, Rational, PRE-DEVELOPMENT......................................................... 8
Hydrograph No. 2, Rational, Post Dev............................................................................. 9
Hydrograph No. 3, Reservoir, WET BASIN 1................................................................. 10
PondReport ............................................................................................................... 11
100 -Year
SummaryReport............................................................................................................... 12
HydrographReports......................................................................................................... 13
Hydrograph No. 1, Rational, PRE-DEVELOPMENT....................................................... 13
Hydrograph No. 2, Rational, Post Dev............................................................................ 14
Hydrograph No. 3, Reservoir, WET BASIN 1................................................................. 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
PRE -DEVELOPMENT
1
Rational
-------
26.83
-------
-------
-------
41.32
46.16
-------
53.03
2
Rational
-------
56.33
-------
-------
-------
86.76
96.93
-------
111.37
Post Dev
3
Reservoir
2
23.03
-------
-------
-------
54.06
61.52
-------
67.76
WET BASIN 1
Proj.
file: WET
BASIN
1.gpw
Thursday,
Jan 5 2023, 12:40 PM
Hydraflow Hydrographs by Intelisolve

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
26.83
1
8
12,876
----
------
PRE -DEVELOPMENT
2
Rational
56.33
1
35
155,886
----
------
------
Post Dev
3
Reservoir
23.03
1
69
142,098
2
Period: 1
225.42
98,952
WET BASIN 1
Jan 5 2023, 12:40 PM
WET
BASIN 1.gpw
Return
Year
Thursday,
Hydra#low Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 19.670 ac
Intensity
= 4.546 in/hr
IDF Curve
= Townsend Road IDF Chart.pdf
24.00
20.00
16.00
12.00
4.00
0.00
0.0
— Hyd No. 1
0.1
PRE -DEVELOPMENT
Hyd. No. 1 -- 1 Yr
0.2
Thursday. Jan 5 2023, 12:40 PM
Peak discharge = 26.83 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 12,876 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00
0.3
Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 5 2023 12:40 PM
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Peak discharge
= 56.33 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 19.670 ac
Runoff coeff.
= 0.63
Intensity
= 4.546 in/hr
Tc by User
= 8.00 min
OF Curve
- Townsend Road OF Chart.pdf
Asc/Rec limb fact
= 4.32/7.21
Post Dev
Hyd. No. 2 -- 1 Yr
50.00
30.00
20.00
10.00
Hydrograph Volume = 155,886 cult
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 j— I I I I I- I x ! 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Hyd No. 2 Time (hrs)
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 5 2023, 12:40 PM
Hyd. No. 3
WET BASIN 1
Hydrograph type = Reservoir Peak discharge = 23.03 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 225.42 ft
Reservoir name = WET BASIN 1 Max. Storage = 98,952 cuft
Storage Indication method used. Hydrograph Volume = 142,098 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 5
— Hyd No. 3
WET BASIN 1
Hyd. No. 3 -- 1 Yr
7 9 12 14 16
Hyd No. 2
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
19 21 23 26
Time (hrs)
5

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - WET 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)
0.00 222.00
22,897
0
0
0.50 222.50
26,602
12,375
12,375
1.00 223.00
27,601
13,551
25,926
2.00 224.00
29,640
28,621
54,546
3.00 225.00
31,736
30,688
85,234
4.00 226.00
33,889
32,813
118,047
5.00 227.00
36,099
34,994
153,041
6.00 228.00
38.364
37,232
190,272
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
3.00
8.00
0.00
Span (in)
= 36.00
3.00
24.00
0.00
No. Barrels
= 1
1
3
0
Invert El. (ft)
= 221.00
222.00
223.70
0.00
Length (ft)
= 43.50
0.50
0.50
0.00
Slope (%)
= 2.30
0.00
0.00
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
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
Weir Structures
Thursday, Jan 5 2023, 12.40 PM
[A]
[B]
[C]
[D]
Crest Len (ft)
= 20.00
30.00
0.00
0.00
Crest EI. (ft)
= 225.50
227.00
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
Note: Culverl/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
20.00 40.00 60.00 80.00 100.00 120.00 140.00
Total Q
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
160.00
Discharge (cfs)
6

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
41.32
Time
interval
(min)
1
Time to
peak
(min)
8
Volume
(cuft)
19,832
Inflow
hyd(s)
----
Maximum
elevation
(ft)
------
Maximum
storage
(cuft)
Hydrograph
description
PRE -DEVELOPMENT
1
Rational
------
2
Rational
86.76
1
35
240,095
----
------
------
Post Dev
3
Reservoir
54.06
1
56
225,094
2
226.13
122,706
Thursday,
WET BASIN 1
Jan 5 2023, 12:40 PM
WET
BASIN 1.gpw
Return
Period: 10
Year
Hvdrnflnw Hvdrnnranhc by Inh hQnhra

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 19.670 ac
Intensity
= 7.002 in/hr
IDF Curve
= Townsend Road IDF Chart.pdf
40.00
30.00
20.00
10.00
Hyd No. 1
0.1
PRE -DEVELOPMENT
Hyd. No. 1 -- 10 Yr
0.2
Thursday, Jan 5 2023, 12:40 PM
Peak discharge = 41.32 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 19,832 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.3
Time (hrs)
8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 19.670 ac
Intensity
= 7.002 in/hr
OF Curve
= Townsend Road OF Chart.pdf
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0
Post Dev
Hyd. No. 2 -- 10 Yr
Thursday, Jan 5 2023, 12:40 PM
Peak discharge = 86.76 cfs
Time interval = 1 min
Runoff coeff. = 0.63
Tc by User = 8.00 min
Asc/Rec limb fact = 4.32/7.21
Hydrograph Volume = 240,095 cult
0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Hyd No. 2
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1.7
Time (hrs)
9

Hydrograph Plot
I iydraflow Hydrographs by Intelisolve
Hyd. No. 3
WET BASIN 1
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 2
Reservoir name
= WET BASIN 1
Storage Indication method used
WET BASIN 1
Hyd. No. 3 -- 10 Yr
70.00
60.00
50.00
40.00
Thursday, Jan 5 2023, 12:40 PM
Peak discharge = 54.06 cfs
Time interval = 1 min
Max. Elevation = 226-13 ft
Max. Storage = 122,706 cuft
Hydrograph Volume = 225,094 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00 30.00
20.00 2000.
10.00 10.00
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 4.0 4.3
Hyd No. 3 Hyd No. 2
Time (hrs)
10

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - WET 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)
0.00 222.00
22,897
0
0
0.50 222.50
26,602
12,375
12,375
1.00 223.00
27,601
13,551
25,926
2.00 224.00
29,640
28,621
54,546
3.00 225.00
31,736
30,688
85,234
4.00 226.00
33,889
32,813
118,047
5.00 227.00
36,099
34,994
153,041
6.00 228.00
38,364
37,232
190,272
Thursday, Jan 5 2023, 12:40 PM
Culvert / Orifice Structures
Weir Structures
[A►]
[B]
[C]
[D]
[A►]
[B]
[C]
[D]
Rise (in)
= 36.00
3.00
8.00
0.00
Crest Len (ft)
= 20.00
30.00
0.00
0.00
Span (in)
= 36.00
3.00
24.00
0.00
Crest El. (ft)
= 225.50
227.00
0.00
0.00
No. Barrels
= 1
1
3
0
Weir Coeff.
= 3.33
2.60
0.00
0.00
Invert El. (ft)
= 221.00
222.00
223.70
0.00
Weir Type
= Riser
Broad
---
---
Length (ft)
= 43.50
0.50
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.30
0.00
0.00
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 It
Note: CulverUOrifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
fifflIrl
0.00 1
0.00
Stage / Discharge
20.00 40.00 60.00 80.00 100.00 120.00 140.00
Total Q
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
160.00
Discharge (cfs)

12
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Rational
FPeak
flow
(cfs)
i
' 53.03
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
----
Maximum
elevation
(ft)
------
Maximum
storage
(cuft)
------
Hydrograph
description
PRE -DEVELOPMENT
1
1
8
25,455
2
Rational
111.37
1
35
308,170
----
------
------
Post Dev
3
Reservoir
67.76
1
57
292,220
2
Period: 100
226.73
143,654
WET BASIN 1
Jan 5 2023, 12:40 PM
WET
BASIN 1.gpw
Return
Year
Thursday,
Hvdrnflnw Hvrirnnrnnhc h%i InfaImn1kia

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 19.670 ac
Intensity
= 8.987 in/hr
IDF Curve
= Townsend Road IDF Chart.pdf
50.00
40.00
30.00
20.00
10.00
=6
Hyd No. 1
0.1
PRE -DEVELOPMENT
Hyd. No. 1 -- 100 Yr
0.2
Thursday, Jan 5 2023, 12:40 PM
Peak discharge = 53.03 cfs
Time interval
= 1 grin
Runoff coeff.
= 0.3
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 25,455 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.3
Time (hrs)
13

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 19.670 ac
Intensity
= 8.987 in/hr
IDF Curve
= Townsend Road OF Chart.pdf
Q (cfs)
120.00 — —
100.00
:M
40.00
Post Dev
Hyd. No. 2 -- 100 Yr
Thursday, Jan 5 2023, 12:40 PM
Peak discharge = 111.37 cfs
Time interval = 1 min
Runoff coeff. = 0.63
Tc by User = 8.00 min
Asc/Rec limb fact = 4.32/7.21
Hydrograph Volume = 308,170 cuft
Q (cfs)
120.00
100.00
40.00
20.00
0.00 1 L L 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Hyd No. 2 Time (hrs)
14

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
WET BASIN 1
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 2
Reservoir name
= WET BASIN 1
Storage Indication method used
WET BASIN 1
Hyd. No. 3 -- 100 Yr
100.00
09 M e,
40.00
20.00
Thursday, Jan 5 2023, 12:40 PM
Peak discharge = 67.76 cfs
Time interval = 1 min
Max. Elevation = 226.73 ft
Max. Storage = 143,654 cuft
Hydrograph Volume = 292,220 cuft
Q (cfs)
120.00
100.00
.we]
40.00
20.00
0.00 -AL 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
Hyd No. 3 Hyd No. 2
Time (hrs)
15

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - WET 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
222.00
22,897
0
0
0.50
222.50
26,602
12,375
12,375
1.00
223.00
27,601
13,551
25,926
2.00
224.00
29,640
28.621
54,546
3.00
225.00
31,736
30,688
85,234
4.00
226.00
33,889
32,813
118,047
5.00
227.00
36,099
34,994
153,041
6.00
228.00
38,364
37,232
190,272
Culvert / Orifice Structures
[A►]
[B]
[C]
[D]
Rise (in)
= 36.00
3.00
8.00
0.00
Span (in)
= 36.00
3.00
24.00
0.00
No. Barrels
= 1
1
3
0
Invert El. (ft)
= 221.00
222.00
223.70
0.00
Length (ft)
= 43.50
0.50
: 50
0.00
Slope (%)
= 2.30
0.00
0.00
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
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
Thursday, Jan 5 2023, 12:40 PM
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 20.00
30.00
0.00
0.00
Crest El. (ft)
= 225.50
227.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
0.00
0.00
Weir Type
= Riser
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfiitration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
20.00 40.00 60.00 80.00 100.00 120.00 140.00
- Total Q
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
- 0.00
160.00
Discharge (cfs)
16

Appendix B

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: P21-013 Tranquil Meadows
Outlet: Wet Basin 2
Calculate Runoff Coefficient
A= 18.90 acres
Ai= 11.69 acres
la= 0.62
Rv=0.05+0.9*la
Rv= 0.61
823,074 sf Watershed area
509,323 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= 41,629 cf Volume of runoff that must be
11.47 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 1.9 Based 3 Avg. Perm. Pool Depth
**See Table 10-1,10-2.10-3 for SAIDA
SA= 0.359 Ac
15,638 sf Required Surface Area @ Perm Pool

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-. P21-013 Tranquil Meadows
Outlet: Wet Basin 2
Proposed C
(Pond Area)
Total Area-
823,074 sf c value
Imp Area =
509.323 sf 0.9
Pery Area:
313,751 sf 0.3
Comp C= 0.67

FM 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: P21-013 Tranquil Meadows
Outlet: Wet Basin 2
Calculate Time to Peak & Volume of Runoff
Qp
88.7 cfs
DA= 18.9 acres
Rational C= 0.67
P=
5.51 in
(10yr/24hr storm)
Cn=ab+cx^d
a= 50.82581
b + x"d
b= 1.461704
c= 165.6338
d= 1.350661
Cn=
84 x= Rational C
S=
1.97
(1000/CN)-10
Q=
3.69 in
Tp
34.26 min
Volume of Runoff (10 Year Storm)
Vol=1.39 " Qp * Tp
Vol= 253,323 cf
Hydrograph Shape
tc= 8 min
Ascending limb= 4.28
Decending limb= 7.15

Project Name:
Outlet:
Pond Storage=
Pond Depth(h)=
Drawdown Time=
Cd=
9=
The Orifice Equation
FM ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
P21-013 Tranquil Meadows
Wet Basin 2
45,725 cf Water Quality Volume
0.5 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= 0.21 cfs Based on pond volume and desired drawdown time
A= 0.06218 sf 8.95 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=
3.38 inch diameter orifice
3 '' diameter orifice 0.0491 sf
0.17 cfs
3.17 days OK

Project Name:
Outlet:
Riser Diameter =
Dimensions of Riser=
Depth of pond =
ENGINEERING -_SURVEYING - DESIGNING - DRAFTING
? La King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
P21-013 Tranquil Meadows
Wet Basin 2
Required Factor of Safety =
in (circular)
5
10ft
Cross Sectional Area of Riser
Circular = 0.00 sf
Rectangular= 25 sf
Volume of Water Displaced
Depth of pond * Cross -sectional area
250 cf
Weight of Water Displaced
(assuming weight of water = 62.4 Ib/cf)
62.4 * Volume of water Displaced
15600.00 lb
1.5
Minimum Weight of Anti-Flotaton Device
FS * WoW Displaced
23400.00 lb
Riser Base Provided
9ft x 9ft x
Weight of concrete assumed 150 Ib/cf
Weight of Base Provided = 24300.00 lb
FS Provided = 1.56 OK
5 ft
2 ft (depth)

ENGINEERING -SURVEYING - DESIGNING - DRAFTING
Larry King L Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Permanent Pool Volume (Main Pool Only)
ev. Contour ccum.
Stage Diff Area Incr. Vol. Vol.
ft) ft (sf) cf) cf
222
0.0
10,638
0
0
223
1.0
11,538
11,088
11,088
224
1.0
12,463
12,001
23,089
225
1.0
13,414
12,939
36,027
225.5
1.0
13,898
13,656
49,683
226
0.5
16,417
7,579
57,262
Forebay Only Volume
Stage
ev.
Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
ft
(ft)
(sf)
(cf)
(Cf
222
0.0
1767
0
0
223
1.0
2259
2,013
2,013
224
1.0
2776
2.518
4.531
225
1.0
3319
3,048
7,578
226
1.0
3886
3,603
11,181
Temporary Pool Volume
ev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (Cf) (cf)
226
0.0
1 16,417
0
0
225.5
0.5
19,092
8,877
8,877
227
0.5
24,899
10,998
19,875
228
1.0
26,800
25,850
45,725
Skimmer Basin Volume
ev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
163
0.0
2,860
0
0
164
1.0
3.551
3,206
3,206
165
1.0
4,267
3,909
7,115
166
1.0
5,008
4,638
11,752
167
1.0
5,773
5,391
17,143
167.5
0.5
8,395
3,542
20,685
168
0.5
10.141
4,634
25.319
169
5.0
11,707
54.620
57,826
170
5.0
13,328
62,588
69,702
170.5
4.5
14,160
61.848
73,600
Perm Pool Elev.
20%
4T, TTcf
Perm Pool Elev.
Temp Pool Elev.
Skimmer Elev.

7 ENGINEERING - SURVEYING - DESIGNING - DRAFTING
OUTLarry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone] I�
Georgetown Estates Section Three
Pond Volumes
Average Depth Equation 2
VPP= #REF! cf
SA= #REF!
Da„ g= #REF! ft
Equation 2. Average depth when the shelf is not submerged or
the shelf is being included in the average depth calculation
VPP
Davg = SA
Where: D.,,9 = Average depth (feet)
VPP = Main pool volume at permanent pool elevation (feet3)
SA = Main pool area at permanent pool elevation (feet2
Average Depth Equation 3
VPP= 63,645 cf
VShelf= 668.75 cf
ABottom of Shelf= 15,356 sf
Dag= 4.10 ft
Amax over is f—
0.5 ft
Pperm Pool=
535 ft
Wsubmerged part of shelf=
5 ft
VShelf= 668.75 cf
Equation 3. Average depth when the shelf is partially or fully submerged and
the shelf is being excluded from the average depth calculation
VPP— VAaf
Davy =
Abottom of shed
Where:
D.,,9 =
Average depth (feet)
VPP =
Main pool volume at permanent pool elevation (feet3)
Vshelf =
Volume over the shelf only (feet3) — see below
Abod of.i,w =
Area of main pool at the bottom of the shelf (feet2)
V.h.lf=
0.5° Depth. ..r.h.if" Perimeter p.rm pool Vllldth.,r,m.rg.d pat ofsh.lf
Where:
Depthm.xuv.r.helf
= Depth of water at the deep side of the shelf as
measured from the permanent pool (feet)
Perimeterp.m, pod
= Perimeter of main pool at the bottom of the
shelf (feet)
Widtha,bm.r9.d part ofsWf = Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)

Table of Contents
Hydraflow Hydrographs by Intelisolve
WET BASIN 2.gpw
Thursday, Jan 5 2023, 12:45 PM
Hydrograph Return Period Recap...................................................................... 1
1 -Year
SummaryReport................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, PRE-DEVELOPMENT......................................................... 3
Hydrograph No. 2, Rational, Post Dev.............................................................................. 4
Hydrograph No. 3, Reservoir, WET BASIN 2................................................................... 5
PondReport ................................................................................................................. 6
10 - Year
SummaryReport ................................................................................................................. 7
HydrographReports........................................................................................................... 8
Hydrograph No. 1, Rational, PRE-DEVELOPMENT......................................................... 8
Hydrograph No. 2, Rational, Post Dev.............................................................................. 9
Hydrograph No. 3, Reservoir, WET BASIN 2 ................................................................. 10
PondReport ............................................................................................................... 11
100 -Year
SummaryReport ............................................................................................................... 12
HydrographReports......................................................................................................... 13
Hydrograph No. 1, Rational, PRE-DEVELOPMENT....................................................... 13
Hydrograph No. 2, Rational, Post Dev............................................................................ 14
Hydrograph No. 3, Reservoir, WET BASIN 2................................................ ..... 15
............
PondReport ............................................................................................................... 16

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
-------
1-Yr
25.78
2-Yr
-------
3-Yr
-------
5-Yr
-------
10-Yr
39.70
25-Yr
44.35
50-Yr
-------
100-Yr
50.96
PRE -DEVELOPMENT
1
Rational
2
Rational
-------
57.56
-------
-------
-------
88.66
99.05
-------
113.80
Post Dev
3
Reservoir
2
24.14
-------
-------
-------
52.80
66.44
-------
84.35
WET BASIN 2
Jan 5 2023, 12:45 PM
Proj.
file. WET
BASIN
2.gpw
Thursday,
Hvdraflow Hvdroaraohs by Inteiisolve

F,
Hydrograph Summary Report
;imum Hydrograph
gage description
uft)
PRE -DEVELOPMENT
Post Dev
47 1 WET BASIN 2
rsday, Jan 5 2023, 12:45 PM
Hydraflow Hydropraphs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 18.900 ac
Intensity
= 4.546 in/hr
IDF Curve
= Townsend Road IDF Chart.pdf
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.0
Hyd No. 1
PRE -DEVELOPMENT
Hyd. No. 1 -- 1 Yr
Thursday, Jan 5 2023, 12:45 PM
Peak discharge = 25.78 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
0.1 0.2 0.3
Hydrograph Volume = 12,372 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
- 0.00
0.3
Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 18.900 ac
Intensity
= 4.546 in/hr
OF Curve
= Townsend Road OF Chart.pdf
Post Dev
Hyd. No. 2 -- 1 Yr
50.00
40.00
20.00
10.00
Thursday, Jan 5 2023, 12:45 PM
Peak discharge = 57.56 cfs
Time interval = 1 min
Runoff coeff. = 0.67
Tc by User = 8.00 min
Asc/Rec limb fact = 4.28/7.15
Hydrograph Volume = 157,912 cult
Q (cfs)
60.00
50.00
K�
30.00
20.00
M 11
0.00 " 1- .- I , I I I I d --L 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Hyd No. 2 Time (hrs)
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 5 2023, 12:45 PM
Hyd. No. 3
WET BASIN 2
Hydrograph type = Reservoir Peak discharge = 24.14 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 229.85 ft
Reservoir name = WET BASIN 2 Max. Storage = 99,647 cuft
Storage Indication method used. Hydrograph Volume = 147,592 cuft
-M
40.00
30.00
20.00
10.00
0.00
0 3 5
— Hyd No. 3
E:3
WET BASIN 2
Hyd. No. 3 -- 1 Yr
Q (cfs)
60.00
.�l
40.00
30.00
rM
10.00
0.00
10 13 15 18 20 23 25 28
Hyd No. 2 Time (hrs)
5

Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 5 2023, 12:45 PM
Pond No. 1 - WET 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)
0.00 226.00
20,303
0 0
0.50 226.50
19,092
9,849 9,849
1.00 227.00
24,899
10,998 20,847
2.00 228.00
26,800
25,850 46,696
3.00 229.00
28,758
27,779 74,475
4.00 230.00
30,772
29,765 104,240
5.00 231.00
32,842
31,807 136,047
6.00 232.00
34,965
33,904 169,951
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in) = 24.00 3.00
8.00
0.00
Crest Len (ft) = 20.00 45.00
0.00 0.00
Span (in) = 24.00 3.00
24.00
0.00
Crest El. (ft) = 230.00 230.60
0.00 0.00
No. Barrels = 1 1
3
0
Weir Coeff. = 3.33 2.60
0.00 0.00
Invert El. (ft) = 221.00 226.00 228.00
0.00
Weir Type = Riser Broad
Length (ft) = 60.00 0.50
0.50
0.00
Multi -Stage = Yes No
No No
Slope (%) = 0.50 0.00
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.
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
6
0.00 1 I 1 1 1 1 1 1 1 1 1 1 1 1 0.00
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00 260.00
Total Q
Discharge (cfs)

7
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow
No. type flow interval peak hyd(s)
(origin) (cfs) (min) (min) , (cuft)
1
Rational
39.70
1
8
19,056
----
2
Rational
88.66
1
34
243,215
----
3
Reservoir
52.80
1
57
232,382
2
Maximum
Maximum
Hydrograph
elevation
storage
description
(ft)
(cuft)
------
------
PRE -DEVELOPMENT
------
------
Post Dev
230.77
128,858
WET BASIN 2
WET BASIN 2.gpw Return Period: 10 Year Thursday, Jan 5 2023, 12:45 PM
Hvdraflaw Hvdrooraohs by Inteiisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 18.900 ac
Intensity
= 7.002 in/hr
IDF Curve
= Townsend Road IDF Chart.pdf
Q (cfs)
40.00
30.00
20.00
— Hyd No. 1
0.1
PRE -DEVELOPMENT
Hyd. No. 1 -- 10 Yr
0.2
Thursday, Jan 5 2023, 12*45 PM
Peak discharge = 39.70 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1 /1
0.3
Hydrograph Volume = 19,056 cuft
Q (cfs)
40.00
20.00
10.00
0.00
0.3
Time (hrs)
8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 5 2023, 12:45 PM
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Peak discharge
= 88.66 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 18.900 ac
Runoff coeff.
= 0.67
Intensity
= 7.002 in/hr
Tc by User
= 8.00 min
OF Curve
= Townsend Road OF Chart.pdf
Asc/Rec limb fact
= 4.28/7.15
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 0.2
- Hyd No. 2
Hydrograph Volume = 243,215 cuft
Post Dev
Hyd. No. 2 -- 10 Yr
0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1.7
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 5 2023, 12:45 PM
Hyd. No. 3
WET BASIN 2
Hydrograph type
= Reservoir
Peak discharge = 52.80 cfs
Storm frequency
= 10 yrs
Time interval = 1 min
Inflow hyd. No.
= 2
Max. Elevation = 230.77 ft
Reservoir name
= WET BASIN 2
Max. Storage = 128,858 cuft
Storage Indication method used. Hydrograph Volume = 232,382 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
WET BASIN 2
Hyd. No. 3 -- 10 Yr
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00 20.00
10.00 10.00
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 4.0
Hyd No. 3 - Hyd No. 2 Time (hrs)
10

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - WET BASIN 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Thursday, Jan 5 2023, 12.45 PM
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00
226.00
20,303
0
0
0.50
226.50
19,092
9,849
9,849
1.00
227.00
24,899
10,998
20,847
2.00
228.00
26,800
25,850
46,696
3.00
229.00
28,758
27,779
74,475
4.00
230.00
30,772
29,765
104,240
5.00
231.00
32,842
31,807
136,047
6.00
232.00
34,965
33,904
169,951
Culvert / Orifice Structures
Weir Structures
[A]
IB]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
3.00
8.00
0.00
Crest Len (ft)
= 20.00 45.00
0.00
0.00
Span (in)
= 24.00
3.00
24.00
0.00
Crest El. (ft)
= 230.00 230.60
0.00
0.00
No. Barrels
= 1
1
3
0
Weir Coeff.
= 3.33 2.60
0.00
0.00
Invert El. (ft)
= 221.00
226.00 228.00
0.00
Weir Type
= Riser Broad
---
---
Length (ft)
= 60.00
0.50
0.50
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 0.50
0.00
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
Stage (ft)
6.00
5.00
4.00
3.00
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Discharge
Note: Culvert/Orifice oufflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00 -ll� -
2.00
1.00 1.00
0.00 0.00
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00 260.00
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)
(min)
(min)
(cult)
24,458
----
1 Rational 50.96
1 8
2
Rational
113.80
1
34
312,175
----
3
Reservoir
84.35
1
49
300.986
2
Maximum
Maximum
Hydrograph
elevation
storage
description
(ft)
(cuft)
------
------
PRE -DEVELOPMENT
------
----
Post Dev
231.08
138,785
WET BASIN 2
WET BASIN 2.gpw
Return Period: 100 Year
Thursday, Jan 5 2023, 12:45 PM
Hvdraflnw Hvrirnnranhc by InfRimn Nip

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 18.900 ac
Intensity
= 8.987 in/hr
IDF Curve
= Townsend Road IDF Chart.pdf
Q (cfs)
60.00
50.00
40.00
30.00
10.00
Hyd No. 1
0.1
PRE -DEVELOPMENT
Hyd. No. 1 -- 100 Yr
0.2
Thursday, .Jan 5 2023, 12:45 PM
Peak discharge = 50.96 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
0.3
Hydrograph Volume = 24,458 cuft
Q (cfs)
60.00
50.00
40.00
30.00
M
10.00
- 0.00
0.3
Time (hrs)
13

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 18.900 ac
Intensity
= 8.987 in/hr
OF Curve
= Townsend Road IDF Chart.pdf
Post Dev
Hyd. No. 2 -- 100 Yr
100.00
:M
40.00
20.00
Thursday, Jan 5 2023, 12:45 PM
Peak discharge = 113.80 cfs
Time interval = 1 min
Runoff coeff. = 0.67
Tc by User = 8.00 min
Asc/Rec limb fact = 4.28/7.15
Hydrograph Volume = 312,175 cuft
Q (cfs)
120.00
100.00
40.00
20.00
0.00 ` - -I-- I I I l— 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Hyd No. 2 Time (hrs)
14

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
WET BASIN 2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 2
Reservoir name
= WET BASIN 2
Storage Indication method used
100.00
80.00
60.00
40.00
20.00
0.00
0.0 0.3 0.7 1.0
Hyd No. 3
WET BASIN 2
Hyd. No. 3 -- 100 Yr
Thursday, Jan 5 2023, 12:45 PM
Peak discharge = 84.35 cfs
Time interval = 1 min
Max. Elevation = 231.08 ft
Max. Storage = 138,785 cuft
Hydrograph Volume = 300,986 cuft
Q (cfs)
120.00
100.00
:e fe
40.00
20.00
0.00
1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Hyd No. 2 Time (hrs)
15

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - WET 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 (cult)
0.00 226.00
20,303
0
0
0.50 226.50
19,092
9,849
9,849
1.00 227.00
24,899
10,998
20,847
2.00 228.00
26,800
25,850
46,696
3.00 229.00
28,758
27,779
74,475
4.00 230.00
30,772
29,765
104,240
5.00 231.00
32,842
31,807
136,047
6.00 232.00
34,965
33,904
169,951
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
3.00
8.00
0.00
Span (in)
= 24.00
3.00
24.00
0.00
No. Barrels
= 1
1
3
0
Invert El. (ft)
= 221.00
226.00
228.00
0.00
Length (ft)
= 60.00
0.50
0.50
0.00
Slope (%)
= 0.50
0 00
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
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
Weir Structures
Thursday, Jan 5 2023, 12:45 PM
[A]
[B]
[C]
[D]
Crest Len (ft)
= 20.00
4t, 00
0.00
0.00
Crest El. (ft)
= 230.00
230.60
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
3.00
2.00
1.00
16
0.00 r 1 1 1 I I I I I I I I I I 0.00
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00 260.00
Total Q Discharge (cfs)

Appendix C

Appendix D

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PARVAL 924,930.00
MAILADD 2919 BREEZEWOOD AVE
MUNIT�
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Appendix E

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
August I5, 2022
Mr. Jeff Nobles, PE
Larry King & Associates, RLS, PA
1333 Morganton Road, Suite 201
Fayetteville, NC 28305
Re: Hydraulic conductivity (permeability) analysis & seasonal water table
determination (SHWT) for proposed stormwater retention/treatment areas, Tranquil
Meadows, Townsend Rd., Hoke County, North Carolina
Dear Mr. Nobles,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on portions of the aforementioned property. The purpose of the
investigation was to determine soil water table depths (SHWT) based on soil profiles. In
addition, Ksat was to be provided at a depth 2.0 feet above the SHWT elevation for use
with stormwater retention basin design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity." This consists of advancing
a small diameter bore hole to a predetermined depth (typically 2 feet above SHWT). At
this depth, a constant head (pressure) was established and maintained. Flow
measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Wagram (borings 1 & 2) and
Candor soil series (borings 3 & 4; see attached boring logs). Four borings were
advanced to at Ieast 8.0 feet below the soil surface. Seasonal High -Water Table
(SHWT) as determined by evidence of colors of chroma 2 or less (and/or concentrations
of high redox mottles) was encountered at depths ranging from 72 to 146 inches below
the ground surface (see chart attached).
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Four compact constant head permeameter (CCHP) tests were conducted at a depths of
2.00 feet above the SHWT levels. The measured Ksat rates ranged from 0.290 and
2.340 cm/hr. (equivalent to 0.114 to 0.921 inches/hour).
The attached map shows locations of the sample points as well as Ksat locations.
It should be noted that the reported SHWT does not necessarily reflect the elevation of
static groundwater (due to variations in groundwater recharge rates, annual rainfall,
drought conditions, etc.).
The data presented in this report are limited by a number of considerations. The primary
consideration is that soil formations can be highly variable. The soils found on this site
can be subject to inclusions of other soil types, perched water, artesian conditions and/or
layers of undulating low permeability clay seams. These and other soil conditions can
have an effect on the steady state of groundwater flow. To the extent possible, we have
identified the soil types that will impact the flow of groundwater, and have provided a
professional opinion as to the depth of SHWT.
I trust this is the information you require at this time.
Sincerely,
kze�A--
Mike Eaker
NC Licensed Soil Scientist #1030
pypy � SOX Sr,tP
ti `k'�.,r11r
t p�

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
SHWT and Observed Water Depths, Tranquil Meadows, Townsend Rd.,
Hoke County, NC
BORING
SHWT DEPT
SHWT DEPT
GROUND ELEVATION
OBSERVED WATER
Inches
msi - feet
msl - feet
msl - feet
1
72
222.49
228.49
None
2
85
220.81
227.89
None
3
104
216.06
224.73
None
4
146
215.04
227.21
None
SOIL/SITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Measured Ksat Rates, Tranquil Meadows, Townsend Rd., Hoke County,
NC
Ksat
Ksat
Location
Depth in
cm/hr
in/hr
Bore 1
48
0.386
0.152
Bore 2
61
0.290
0.114
Bore 3
80
1.594
0.627
Bore 4
120
2.340
0.921
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Typical Soil Boring Log (Boring 1, 2), Tranquil Acres, Townsend Rd., Hoke County,
NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 2 to 5 percent.
A - 0 to 8 inches; brown (I OYR 5/3) loamy sand; single grained; loose; very friable;
common fine and medium roots; abrupt smooth boundary.
E - 8 to 20 inches; yellowish brown (I OYR 5/4) loamy sand; about 10 percent clean sand;
single grained; loose; very friable; few fine and medium roots; clear smooth boundary.
Btl - 20 to 53 inches; strong brown (7.5YR 5/8) sandy clay; moderate medium
subangular blocky structure; firm; gradual diffuse smooth boundary.
Bt2 — 53 to 67 inches; strong brown (7.5YR 5/8) sandy clay loam; few, medium, distinct
white (1 OYR 8/1) mottles; moderate medium subangular blocky structure; firm; gradual
wavy boundary.
BC - 67 to 75 inches; strong brown (7.5YR 5/8) loamy sand; approximately 30 percent
clean sand; massive structure; very friable; clear smooth boundary.
CI - 75 to 85 inches; mixed strong brown (7.5YR 5/8) and yellowish brown (I OYR 5/8)
loamy sand; very friable; clear smooth boundary.
C2 - 85 to 96 inches; yellowish brown (2.5Y 5/6) sandy clay loam; many medium
prominent light gray (1 OYR 7/1) mottles; massive structure; firm.
SHWT @ 72 inches (I OYR 7/1) in boring 1
SHWT @ 85 inches (I OYR 7/1) in boring 2
SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Profile Description (Boring 3), Tranquil Meadows, Townsend Rd., Hoke
County, NC
This map unit consists of gently sloping well drained soils that formed in sandy and
loamy sediment on uplands. Slopes range from 1 to 3 percent.
A - 0 to 18 inches; grayish brown (10YR 5/2) loamy sand; weak fine granular structure;
very friable; common fine roots; abrupt smooth boundary.
E -18 to 46 inches; yellowish brown (1 OYR 5/4) loamy sand; weak fine granular
structure; very friable; few fine roots; clear wavy boundary.
Btl - 46 to 65 inches; yellowish brown (10YR 5/8) sandy clay loam; moderate medium
subangular blocky structure; firm; gradual diftse boundary.
Bt2 - 65 to 104 inches; yellowish brown (10YR 5/8) sandy loam; weak fine subangular
blocky structure; friable; gradual diffuse boundary.
BC - 104 to 118 inches; mixed yellowish brown (10YR 5/8) and brownish yellow (10YR
6/8) loamy sand; many medium prominent light gray (IOYR 7/1) mottles; massive
structure; very friable.
SHWT @ 104 inches below ground surface (IOYR 7/1)
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Profile Description (Boring 4), Tranquil Meadows, Townsend Rd., Hoke
County, NC
This map unit consists of gently sloping well drained soils that formed in sandy and
loamy sediment on uplands. Slopes range from 1 to 3 percent.
A - 0 to 6 inches; brown (IOYR 4/3) loamy sand; weak fine granular structure; very
friable; common fine roots; abrupt smooth boundary.
E - 6 to 40 inches; yellowish brown (IOYR 5/4) loamy sand; weak fine granular structure;
very friable; few fine roots; clear wavy boundary.
Bt 1 - 40 to 80 inches; yellowish brown (10YR 5/6) sandy clay loam; moderate medium
subangular blocky structure; firm; gradual diffuse boundary.
Bt2 - 80 to 94 inches; strong brown (7.5YR 5/8) sandy loam; weak fine subangular
blocky structure; friable; gradual diffuse boundary.
E' - 94 to 136 inches; yellowish brown (IOYR 5/8) loamy sand; massive structure; very
friable; gradual diffuse boundary.
BC - 136 to 146 inches; mixed brownish yellow (IOYR 6/8) and strong brown (7.5YR
518) loamy sand; massive structure; very friable.
C -146 to 155 inches; mixed gray (10YR 6/1) and light gray (10YR 7/1) loamy sand;
massive structure; very friable.
SHWT @ 146 inches below ground surface (IOYR 7/1)
SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

0
L—v 13V & AMOC&OW LU. PA:
0lion
C.0
","F.jnCj40,=

Appendix F

BUSINESS CORPORATION ANNUAL REPORT
NAME OF BUSINESS CORPORATION: H & H INVESTMENTS, INC.
SECRETARY OF STATE ID NUMBER: 0486096 STATE OF FORMATION: NC
REPORT FOR THE FISCAL YEAR END: 12/31/2021
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Huff, D Ralph III
2. SIGNATURE OF THE NEW REGISTERED AGENT:
AMENDING DOC ID
Filing Office Use Only
E - Filed Annual Report
0486096
CA202207502589
3/16/2022 10:45
nX Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS & COUNTY 4. REGISTERED AGENT OFFICE MAILING ADDRESS
2919 Breezewood Avenue, Suite 100
2919 Breezewood Avenue, Suite 100
Fayetteville, NC 28303-5283 Cumberland County Fayetteville, NC 28303-5283
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Land Development
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS
5, PRINCIPAL OFFICE MAILING ADDRESS
2919 Breezewood Avenue, Suite 100 2919 Breezewood Avenue, Suite 100
Fayetteville, NC 28303-5283 Fayetteville, NC 28303-5283
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C: OFFICERS (Enter additional officers in Section E.)
NAME: Ronald S. Huff
TITLE: Vice President
NAME: D Ralph Huff , III
TITLE: President
ADDRESS: 2919 Breezewood Avenue ADDRESS:
2919 Breezewood Ave Ste 100
Ste. 100
Fayetteville, NC 28303
Favetteville, NC 28303
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business
enthalph Huff III 3/16/2022
SIGNATURE DATE
Form must be signed by an officer listed under Section C of this form.
D Ralph Huff III President
Print or Type Name of Officer Print or Type Title of Officer
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525. Raleigh, NC 27626-0525
E

BK 1415 PG 0858
This certifies that pin: 494550001013;
is free of any delinquent ad valorem Tax liens charged to the Hoke
County Tax Collector; but does not certify that the deed description
matches the PIN.
Sheretta Walker
Collection Clerk Signature
Date: 12/10/2021
NCGS 161-31
FILED ELECTRONICALLY
HOKE COUNTY NC
CAMILLE HURST
REGISTER OF DEEDS
FILED Dec 13, 2021
AT 10:57:43 AM
BOOK 01415
START PAGE 0858
END PAGE 0862
INSTRUMENT # 11788
EXCISE TAX $2,186.00
LMM
NORTH CAROLINA
GENERAL WARRANTY DEED
Excise Tax: $2,186.00
Brief Description: 69.7 acres on Townsend Road Parcel ID: 49455-00-C1-013
Mail after recording to: WMFS 112 E. Edinborough Avenue, Raeford, NC 28376
This instrument was prepared by: Willcox, McFadyen, Fields & Sutherland, PLLC
THIS DEED made this >'� ` day of ; j 2021 by and between
GRANTOR
Ronald L. Peeler and spouse,
Janeile A. Peeler'
1308 Burl Woods Court
Bowling Green, KY 42103
The Grantors listed above designated with "*' are signing solely to convey their marital interest in the property.
GRANTEE
H & H Investments, Inc.
A North Carolina Corporation
2919 Breezewood Avenue, Suite 100
Fayetteville, NC 28303
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.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
certain lot or parcel of land and more particularly described as follows:
SEE ATTACHED SCHEDULE "A"
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.
Submitted electronically by "Willcox, MCFadyen, Fields & Sutherland PLLC"
in compliance with North caroling statutes governing recordable documents
and the terms of the Memorandum of understanding with
the office of the Register of Deeds of Hoke county. NCGS 47-14(a1)(5).

BK 1415 PG 0859
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
deferd the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated.
This conveyance is made subject to enforceable reservations, easements, restrictions and covenants of
record, matters shown on the above plat, ad valorem taxes for the current year, and zoning or other
municipal ordinances.
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 officer(s), the day and year first above
written.
L. Peeler
SE.AL1
Janelle A.
STATE OF C
COUNTY OF
I certify that the following person(s) personally appeared before me this day. each acknowledging to me that he or she
signed the foregoing document: Ronald L. Peeler
Witness my hand and official stamp or seal, this the ..-_�L��I� ^ day of2021.
My Commission Expires: D .-? C0 - 7c:7 lv
STATE OF C
COUNTY OF OLq, ^
/ hAC
Nbfary Publ"
ECAITLYNN J �iVALKERR' uf3LIC
ND COUNTY, NC
I certify that the following person(s� personally appeared before me this day, each acknowledging to me that he or she
signed the foregoing document: Janelle A. Peeler
Witness my hand and official stamp or seal, this the 1 C34-1
My Commission Expires: LL? (4) •- 2 ,2(0
day of p� im i� �, , 2021.
Coll di UV `'1v! ,
Notary ubl�'
CAITLYNN J WALKER
NOTARYPU13LIC
CUMBERLAND COUNTY, NC

BK 1415 PG 0860
FS ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & 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
NC Firm License C-0887
December 8, 2021
LEGAL DESCRIPTION
H& 11 INVESTMENTS, LLC
"PEELER PROPERTY"
TOWNSEND ROAD
HOKE COUNTY
63.94 ACRES
LYING in McLaughin Township, Hoke County, North Carolina, this subject tract being bounded on the
north by: the tract as conveyed to Ronald L. Peeler, as described and recorded in Deed Book 361. Page
406, Hoke County Registry, by the tract as conveyed to Jeffrey W. Baldwin, as described
and recorded in Deed Book 309, Page 523, Hoke County Registry, by the tract as conveyed to Hoke
Partners, LLC, as described and recorded in Deed Book 584. Page 190. 1 ioke ('ount� Registry, and by
the tract as conveyed to Hoke Partners, LLC, as described and recorded in Deed Book 585, Page 369,
Hoke County Registry; bounded on the east by: the tract as conveyed to Larry H. Haire and Marian A.
Haire, as described and recorded in Deed Book 1161, Page 81, Hoke County Registry and by the tract as
conveyed to [_,essie C. Ross et al, as described and recorded in Deed Book 252, Page 725, Hoke County
Registry; bounded on the south by: the tract as conveyed to Frank A. Burkes and Pearlie C. Burkes, as
described and recorded in Deed Book 254. Page 581, Hoke County Registry. by the tract as conveyed to
Maebuilt, Inc., as described and recorded in Deed Book 1336, Page 505. Hoke County Registry, by the
tract as conveyed to Robert W. Burley and Rochelle Burley, as described and recorded in Deed Book
1267, Page 801. Hoke County Registry, by the tract as conveyed to Thurman Lee Rogers, Jr., as
described and recorded in Deed Book 1343. Page 400, Hoke County Registry, and by the tract as
conveyed to Larry C. Campbell, as described and recorded in Deed Book 208, Page 567, Hoke County
Registry, bounded on the west by the eastern right of way margin of Townsend Road, S.R. 1410, a 60
foot public right of way, and being more particularly described as follows:

BK1415PG0861
COMMENCING from an existing iron rod, the southernmost corner of Lot 6, "\V.C. Ray Estate
Lands" as described and recorded in Slide 331, Map 4, Hoke County Registry, said iron rod
also being the TRUE P(lI NT AND 131 ICE OF BEGINNING;
THENCE South 73 degrees 52 minutes 23 seconds East for a distance of 170.54 feet to an existing
iron rebar;
THENCE South 66 degrees 31 minutes 18 seconds East for a distance of 98.12 feet to an existing
iron rebar;
THENCE South 65 degrees 39 minutes 15 seconds East for a distance of 240.62 feet to an existing
NCD{ T nai I:
THENCE ;ioulh 67 degrees 53 minutes 47 seconds East for a distance of 168.75 feet to an existing
NCDOT nail;
THENCE South 39 degrees 16 minutes 13 seconds East for a distance of 208.91 fee[ to an existing
nail in stump;
THENCE South 40 degrees 59 minutes 48 seconds East for a distance of 215.09 feet to an existing
nail in stump;
THENCE South 57 degrees 16 minutes 37 seconLIs East for a distance ol' 186.42 feet to an existing
iron rebar,
THENCE South 46 degrees 4 ; minutes 35 seconds East for a distance of 240.36 feet to an existing
plow sweep blade .
THENCE South 15 degrees 34 minutes 14 seconds East for a distance ol'777.75 feet to an existing
iron pipe;
THENCE South 21 degrees 431 minutes 01 seconds East for a distance of 121.67 feet to an existing
iron pipe;
THENCE South 21 degrees 53 minutes 07 seconds last for a distance of 212.33 feet to a point;
THENCE South 26 degrees 17 minutes 39 seconds West for a distance of 162.40 feet to a point;
THENCE South 47 degrees 15 minutes 14 seconds West for a distance of 72.79 feet to an
existing iron rebar;
THENCE South 74 degrees 41 minutes 09 seconds West for a distance of 280.64 feet to an
existing iron pipe;
THENCE South 74 degrees 43 minutes 16 seconds ';Vest for a distance of 354.99 feet to an
existing iron pipe;
THENCE South 74 degrees 25 minutes 51 seconds West for a distance of 105.38 feet to an
existing iron rebar:
THENCE South 74 degrees 50 minutes 50 seconds West for a distance of 413.78 feet to a set iron
rebar located in the eastern right of way margin of Townsend Road;
THENCE as and with the eastern right of way margin of Townsend Road, the following bearings
and distances:
North 13 degrees 55 minutes 17 seconds West for a distance of 155.42 feet to a set iron rebar;
North 17 degrees 41 minutes 02 seconds West for a distance of 267.32 feet to a set iron rebar;
North 17 degrees 44 minutes 16 seconds West for a distance of 1659.36 feet to a set iron rebar;
North 17 degrees 40 minutes 37 seconds West for a distance of 553.71 feet to a set iron rebar;

BK1415PG0862
THENCE and leaving the eastern right of way margin of Townsend Road, South 75 degrees
55 minutes 03 seconds East for a distance of 478.56 feet to an existing iron rod, said
iron rod also being the TRUE POINT AND PLACE OF BEGINNING.
Together with and subject to covenants, easements, and restrictions of record.
Said property contains 63.94 acres (2,785,046 square feet).
This description prepared by Larry King & Associates, R.L.S., P.A. on this day,t
December 08, 2021, under the supervision of W. Larry King, a Professional H O,y
Surveyor. y�`'t� p'',:
r° s
1
S ,7
W. Larry Ki , P.L.S., 339
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-( ON, IN
i I'sk

,User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 3/22/2023
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Tranquil Meadows Phase 1
Project No.:
Site Location (City/Town) Hoke County, NC
Culvert Id. HW-1
Total Drainage Area (acres) 20
Step Z. Determine the tailwater depth from ch�umel characteristics below the
pipe outlet for the &sign capacity of the pipe If the tailwater depth is less
than half the outlet pipe diameter. it is classified mimmum tailwater condition.
If it is greater than half the pipe dsanireter. it is classified inaximum condition.
Pipes that outlet onto .vide fiat areas with no defined channel are assitmed
to have a imiuin ini tailwater condition unless rehable flood stage elevations
shoe- othenvise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
EN
0
Min TW (Fig. 8.06a)
86.8
8.5
Step 2. BaSed on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8 06b and deternime d;r, riprap size and imnimuni apron length
(La) 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 ?_
Minimum TW
Figure 8.06a
Riprap d50, (ft.) 0.9
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 26
Apron width at pipe outlet (ft.) 12 12
Apron shape
Apron width at outlet end (ft.) 30 4
Step 4. Determine the niamm nri stone dj uiiet .,z
d,.,. = 1 5 x d5r
Minimum TW
Max Stone Diameter, dmax (ft.) 1.35
Step 5. Deternune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1 5 x d
Minimum TW
2.025
Maximum TW
0
Maximum TW
0
Step 6. Fit the tipiap apron to the site bti• iruiking it level fot the ntsntnttu.
length L,. from Figure 8 46a or Figure 8 06b Extend the apron fattlirt
downstream and alone chantiel banks tuittl stabiht v is assured Deep the
apron as straight as possible and ahgn it with the flow of the recen-uie stream.
Make any necessitry alipunent beads near tlSe pipe outlet so tlu-tt the entrance
into the receivuig stream is straight
Some locations may regture lisu ng of the entire channel cross section to assure
stability
It n>ay be necessary to uicrease the Size of irprap inhere protection of the
chuuxel side slopes is necessary" (Appe;i it S.05) 'Where overfalls evst at
pipe outlets or flows tie excessive. a plunge pool should be considered. see
page S.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 3/22/2023
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Tranquil Meadows Phase 1
Project No.:
Site Location (City/Town) Hoke county, NC
Culvert Id. Pond Outlet
Total Drainage Area (acres) 20
Step 2. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto %vide fiat areas with no defined channel are assumed
to have a iiiininnun tailwater condition unless reliable flood stage elevations
Shod- otherwise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
36
0
Min TW (Fig. 8.06a)
54
15
Step 2. Based on die tailnvater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b, and determine d., riprap size and minimum apron length
(La) 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 ?_
Minimum TW
Figure 8.06a
Riprap d50, (ft.) 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
step 4. Derernune the niaxinnini stone di uneter
dM„ = 1.5 x d�
Minimum TW
Max Stone Diameter, dmax (ft.) 0.9
Step 5. Deteniune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x d_„
Minimum TW
1.35
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by nkak.ing it level for the nuniniuui
length L, front Figure 8 06a of Figure 8 06b Extend the apron farther
dournstreanl and along chaimel banks, until stabdity is assured Keep the
apron as 5traigLt as possible quid ahark it with the from.- of the receiving stream
.lake ant- necessary aligmueni 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 i�-�urte
stability
It inav be necessary to increase the size of riprap where protection of the
channel side slopes is, necessum- (Appo;dii S.QS) `klere overfalls em'st at
pipe outlets or flows are excessive a plunge pool should be considered. see
page S.06.8

Tranquil Meadows Phase 1
Impervious Areas Calculations
Lots
3200 sf/lot * 75 lots =
240,000 sf
Streets
To be constructed in Phase 1 =
95,876 sf
Mailbox Kiosk Lots
2900 sf/lot * 2 ea =
5,800 sf
Sidewalks
To be constructed in Phase 1 =
30,661 sf
Total Impervious Area to be Constructed in
Phase 1=
372,337 sf