SW4210801_Design Calculations_20220818

CSOESIGN &
ENGINEERING, PLLC
CLIENT -FOCUSED • COMPREHENSIVE • COST-EFFECTIVE
21-085
2537E. LYON STATION RD, STE 102
PO BOX 361
CREEDMOOR, NC 27522
919 230-0996
STORMWATER
IMPACT ANALYSIS
HOLT FARM
4601 Mt. Hermon Rock Creek Road
Snow Camp, NC 27349
Engineer of Record: Chad E. Abbott, PE
[e-mail] / 919-230-0996 Ext. 101
August 3, 2021
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CSOESIGN &
ENGINEERING, PLLC
CLIENT -FOCUSED • COMPREHENSIVE • COST-EFFECTIVE
2537E. LYON STATION RD, STE 102
PO BOX 361
CREEDMOOR, NC 27522
919 230-0996

SIOESIGN &
NGINEERINC, PLLC
CLIENT -FOCUSED • COMPREHENSIVE • COST-EFFECTIVE
Narrative
Project Data:
2537E. LYON STATION RD, STE 102
PO BOX 361
• C3 Project#: 20-085
• Name: Holt Farm
• PIN#:8871-41-7880
• Address: 4601 Mt. Hermon Rock Creek Road, Snow Camp, NC 27349
• River Basin: Cape Fear
• Property Total Area: 1,023,201 sf (23.49 ac)
• Existing BUA: 13,816 sf (0.32 ac)
• Removed BUA: 13,816 sf (0.32 ac)
• Proposed BUA: 141,052 sf (3.24 ac)
• Total BUA: 141,052 sf (3.24 ac)—12.61%
• Disturbed Area: 222,841 sf (5.12 ac)
• Water Protection Overlay: Varnals Creek (WS-V; NSW)
CREEDMOOR, NC 27522
919 230-0996
Site Description and existing conditions:
The site is currently covered with managed pervious areas which were previously used as
agriculture land. The site is located north of the intersection of Mt. Hermon Creek Road and
Willard Road. The stormwater runoff drains to an existing waterway located on the southern
portion of the site. This waterway drains runoff to the existing size culvert that discharges east
of Mt. Hermon Creek Road on the southern portion of the site. The soils in the project area are
mapped as Cullen clay loam, Enon clay loam, and Helena sandy loam in B, C, and D hydrologic
soil class with slope range from 2-10%.
Project Description:
The proposed project is for a 24-lot single family residential subdivision with one proposed road
access into the subdivision. The stormwater drainage areas (DA) have been analyzed and
individual DA shows that the DA is less than 1.00 ac, so the skimmer basin will not be proposed
for the erosion control design. The erosion control treatment will be performed by clean water
ditch/diversion, silt fence, silt fence outlets, and excavated inlet protection. A rock check dam
will be placed at the inlet protection, so the sediment will filter through the rock check dam and
the stormwater runoff enter a matted swale before going into a second excavated inlet
protection.
Temporary Gravel Construction Entrance/Exit:
A temporary gravel construction entrance/exit will be installed in the location of the proposed
road. During wet weather, it may be necessary to wash vehicle tires at this location. The
entrance/exit will be graded so that runoff will be directed to an inlet protection structure
located at proposed driveway culvert inlet.
J:\DD-PROJECTS\2020\20-085\CIVIL- 20-085\Design\Stormwater\JHS files\2020-12-17 files\2021-08-03 Storm narrative. docx

D � � I � � � 2537E. LYON STATION RD, STE 102
PO BOX 361
NGINEERINC, PLLC CREEDMOOR, NC27522
CLIENT -FOCUSED • COMPREHENSIVE • COST-EFFECTIVE 919 230-0996
Sediment Fence:
A sediment fence will be constructed as perimeter control around the topsoil stockpile and
along the limits of disturbance line where a temporary or permanent diversion is not proposed.
Temporary and Permanent Diversion:
A temporary and permanent ditch/diversion will be constructed along both side of the proposed road.
The ditch/diversion was designed to drain stormwater runoff to the designated inlet protection. Both
types of ditch/diversions will be matted with NAG product SC150 with straw wattle spacing according to
the plan details.
Outlet Stabilization Structure:
A riprap apron will be located at each individual outlet structure such as pipe outlet. The riprap apron
will reduce erosion or scour of the soil at the outlet areas.
J:\DD-PROJECTS\2020\20-085\CIVIL- 20-085\Design\Stormwater\JHS files\2020-12-17 files\2021-08-03 Storm narrative. docx

--maDESIGN &
2537 E. Lyon Station Roa
Suite 102, PO Box0361
FIRM LICA
ENGINEERING, RLLC
Creedmoor, NC 27522
P-1764
919-230-0996
Project NO:
20-085
Calculated/
Joel H. Sain, EIT
Project Name:
Holt Farm
Prepared by:
4601 Mt. Hermon Rock Creek
Project Location:
Checked by:
Chad E. Abbott, PE
Road, Snow Camp, NC 27349
Diversion / Ditch Schedule Calculations
Diversion / ditch name:
DWD-1/PD-1
Drainage area (A)
257,658 sf
5.92
ac
Impervious area
13,822 sf
0.32
ac
Impervious coefficient number (C1)
0.95
Pervious area
243,836 sf
5.60
ac
Pervious coefficient number (CZ)
0.20
Diversion / ditch coefficient number (Cc)
0.24
Intensity (110)
7.15
in/hr
Peak flow (Q10); Q = C x I x A = 10.16
=1.49 / n x Aw x R^(2/3) x S^0.5
10.16
cfs
Start elevation 657.00
Stop elevation
640.00
Length 921 ft
Slope (S)
1.85%
Sideslopes (X:1) 3
n-value
0.03
Wet area (Aw) 2.86 sf
Wet parameter (WO
6.18
ft
Hydrulic radius (R) 0.46 ft
Total Depth
1.50
ft
Depth of flow 0.98 ft
Shear stress
1.13
Ibs/sf
Free board 0.52 ft
Velocity (V10)
3.55
ft/s
Lining:
NA
Diversion / ditch name:
DWD-2/PD-2
Drainage area (A)
268,074 sf
6.15
ac
Impervious area
2,989 sf
0.07
ac
Impervious coefficient number (C1)
0.95
Pervious area
265,085 sf
6.09
ac
Pervious coefficient number (CZ)
0.20
Diversion / ditch coefficient number (Cc)
0.21
Intensity (110)
7.15
in/hr
Peak flow (Q10); Q = C x I x A = 9.17
=1.49 / n x Aw x R^(2/3) x S^0.5
9.17
cfs
Start elevation 641.00
Stop elevation
638.00
Length 181 ft
Slope (S)
1.66%
Sideslopes (X:1) 3
n-value
0.04
Wet area (Aw) 2.83 sf
Wet parameter (WO
6.14
ft
Hydrulic radius (R) 0.46 ft
Total Depth
1.50
ft
Depth of flow 0.97 ft
Shear stress
1.00
Ibs/sf
Free board 0.53 ft
Velocity (V10)
3.24
ft/s
Lining:
NA

DESIGN &
2537 E. Lyon Station Roa
Suite 102, PO Box0361
FIRM LICA
ENGINEERING, FLLC
Creedmoor, NC 27522
P-1764
919-230-0996
Project NO:
20-085
Calculated/
Joel H. Sain, EIT
Project Name:
Holt Farm
Prepared by:
4601 Mt. Hermon Rock Creek
Project Location:
Checked by:
Chad E. Abbott, PE
Road, Snow Camp, NC 27349
Diversion / Ditch Schedule Calculations
Diversion / ditch name:
DWD-3/PD-3
Drainage area (A)
126,731 sf
2.91
ac
Impervious area
10,909 sf
0.25
ac
Impervious coefficient number (C1)
0.95
Pervious area
115,821 sf
2.66
ac
Pervious coefficient number (CZ)
0.20
Diversion / ditch coefficient number (Cc)
0.26
Intensity (110)
7.15
in/hr
Peak flow (Q10); Q = C x I x A = 5.50
=1.49 / n x Aw x R^(2/3) x S^0.5
5.50
cfs
Start elevation 657.00
Stop elevation
637.00
Length 1,023 ft
Slope (S)
1.96%
Sideslopes (X:1) 3
n-value
0.05
Wet area (Aw) 2.36 sf
Wet parameter (WO
5.61
ft
Hydrulic radius (R) 0.42 ft
Total Depth
1.50
ft
Depth of flow 0.89 ft
Shear stress
1.08
Ibs/sf
Free board 0.61 ft
Velocity (V10)
2.33
ft/s
Lining:
NA
Diversion / ditch name:
DWD-4/PD-4
Drainage area (A)
71,567 sf
1.64
ac
Impervious area
3,016 sf
0.07
ac
Impervious coefficient number (C1)
0.95
Pervious area
68,551 sf
1.57
ac
Pervious coefficient number (CZ)
0.20
Diversion / ditch coefficient number (Cc)
0.23
Intensity (110)
7.15
in/hr
Peak flow (Q10); Q = C x I x A = 2.72
=1.49 / n x Aw x R^(2/3) x S^0.5
2.72
cfs
Start elevation 657.00
Stop elevation
640.00
Length 921 ft
Slope (S)
1.85%
Sideslopes (X:1) 3
n-value
0.07
Wet area (Aw) 1.82 sf
Wet perimeter (WO
4.93
ft
Hydrulic radius (R) 0.37 ft
Total Depth
1.50
ft
Depth of flow 0.78 ft
Shear stress
0.90
Ibs/sf
Free board 0.72 ft
Velocity (V10)
1.49
ft/s
Lining:
NA

DESIGN &
2537 E. Lyon Station Road
Suite 102, PO Box0361
FIRM LICA
ENGINEERING, FLLC
Creedmoor, NC 27522
P-1764
919-230-0996
Project NO:
20-085
Calculated/
Joel H. Sain, EIT
Project Name:
Holt Farm
Prepared by:
4601 Mt. Hermon Rock Creek
Project Location:
Checked by:
Chad E. Abbott, PE
Road, Snow Camp, NC 27349
Diversion / Ditch Schedule Calculations
Diversion / ditch name:
CWD-1
Drainage area (A)
337,130 sf
7.74
ac
Impervious area
0 sf
0.00
ac
Impervious coefficient number (C1)
0.95
Pervious area
337,130 sf
7.74
ac
Pervious coefficient number (CZ)
0.20
Diversion / ditch coefficient number (Cc)
0.20
Intensity (110)
7.15
in/hr
Peak flow (Q10); Q = C x I x A = 11.07
=1.49 / n x Aw x R^(2/3) x S^0.5
11.07
cfs
Start elevation 656.00
Stop elevation
643.00
Length 1,115 ft
Slope (S)
1.17%
Sideslopes (X:1) 3
n-value
0.03
Wet area (Aw) 3.29 sf
Wet parameter (Wp)
6.62
ft
Hydrulic radius (R) 0.50 ft
Total Depth
1.50
ft
Depth of flow 1.05 ft
Shear stress
0.76
Ibs/sf
Free board 0.45 ft
Velocity (V10)
3.36
ft/s
Lining:
NA
Diversion / ditch name:
CWD-2
Drainage area (A)
259,850 sf
5.97
ac
Impervious area
0 sf
0.00
ac
Impervious coefficient number (C1)
0.95
Pervious area
259,850 sf
5.97
ac
Pervious coefficient number (CZ)
0.20
Diversion / ditch coefficient number (Cc)
0.20
Intensity (110)
7.15
in/hr
Peak flow (Q10); Q = C x I x A = 8.53
=1.49 / n x Aw x R^(2/3) x S^0.5
8.53
cfs
Start elevation 657.00
Stop elevation
641.00
Length 904 ft
Slope (S)
1.77%
Sideslopes (X:1) 3
n-value
0.04
Wet area (Aw) 2.75 sf
Wet parameter (WO
6.05
ft
Hydrulic radius (R) 0.45 ft
Total Depth
1.50
ft
Depth of flow 0.96 ft
Shear stress
1.06
Ibs/sf
Free board 0.54 ft
Velocity (V10)
3.10
ft/s
Lining:
NA

MINIMUM STANDARD 3.13 CHAPTER 3
0.16
0.14
0.12
}cA 0.1
V/J
0.08
0.06
MEN 1 !-
0.02
Ell
FIGURE 3.13 - 4
Manning's `n' Values for Varying Depths of Flow
1 I 1
1 1 I
I 1 I ! I
t I I I I
I 1 I I I
1
1 1
i 1 I 1
1 I I I
I 1 I l
I I t
- - - - - - - - - - - - - - - - - - S - - - - - - - - J - - - - - - - - -I- - - - - - - - - - - - - - -
k I I 1 !
1 I I 1 1
1 I I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1- - - - - - - - - - - - - -
� I I ! 1
I 3 t ! 1
! I i
I 1 I I I
! I I I
0 2 4 6 8
� Flow depth (inches)
All n-values in ditch
calculations based on this chart
3.13-16
10 12

NCDEQ Stormwater Design Manual
Environmental
Quality
MDC 3: SWALE SLOPE AND LENGTH.
The longitudinal swale slope shall not exceed seven percent. The swale slope and length
shall be designed to achieve a flow depth of six inches or less during the 0.75 inch per hour
storm and a minimum hydraulic retention time of four minutes.
A treatment swale shall be designed such that the treatment volume has a HRT of at least four
minutes and has a ponding depth of less than six inches (to ensure flow though grass
vegetation) for a 0.75 in/hr storm intensity. Maximum longitudinal slope shall be 7%.
MDC 4: GRASS SPECIFICATION.
The grass species in the swale shall be:
(a) non -clumping and deep-rooted;
(b) able to withstand a velocity of four feet per second;
(c) managed at an average of six inches; and
(d) not be cut lower than four inches.
Standard turf grasses may be used if a lawn appearance is desired. The turf grasses include
standard mixtures such as those recommended in the DEQ Erosion and Sediment Control
Planning and Design Manual and the recommended vegetation tables in Section 6 of this
document. The recommendation is to use taller growing grasses to improve the filtering
capability of the swale. Bluegrass should be avoided for areas where salt loading is high.
MDC 5: CONVEYANCE OF LARGER STORMS.
Swales shall be designed to non-erosively pass the ten-year storm.
Non -erosive permissible velocity for pollutant removal swales with established grass lining is
defined by the Table 1.
Table 1: Maximum Permissible Velocities Based on Soils and Grass Species
Bermuda Grass
5.0
Easily Erodible Non -Plastic
Tall Fescue
4.5
(sands & silts)
Bahiagrass
4.5
Kentucky Bluegrass
4.5
Grass -Legume Mixture
3.5
Bermuda Grass
6.0
Erosion Resistant Plastic
Tall Fescue
5.5
(clay mixes)
Bahiagrass
5.5
Kentucky Bluegrass
5.5
Grass -Legume Mixture
4.5
C-11. Treatment Swale 3 Revised: 11 /20/2020

CSOESIGN &
ENGINEERING, PLLC
CLIENT -FOCUSED • COMPREHENSIVE • COST-EFFECTIVE
2537E. LYON STATION RD, STE 102
PO BOX 361
CREEDMOOR, NC 27522
919 230-0996
PIPE CALCULATIONS

DC�I�N &
2537 E. Lyon Station Road
Suite 102, PO Box 0361
FIRM LICA
ENGINEERING, RLLC
Creedmoor, NC 27522
P-1764
919-230-0996
Project NO:
20-085
Calculated/
Joel H. Sain, EIT
Project Name:
Holt Farms
Prepared by:
4601 Mt. Hermon Rock Creek
roject Location:
I
Checked by:
Chad E. Abbott, PE
Road, Snow Camp, INC 27349
Pipe#1 DA Calculations
Impervious coefficient number (Cl)
0.95
Impervious area
50,546
sf
1.16
ac
Pervious coefficient number (CZ)
0.15
Pervious area
326,408
sf
7.49
ac
Total drainage areas (DA)
376,954
sf
8.65
ac
Coefficient number (Cc)
0.26
Pipe#2 DA Calculations
Impervious coefficient number (C1)
0.95
Impervious area
89,456
sf
2.05
ac
Pervious coefficient number (CZ)
0.15
Pervious area
555,682
sf
12.76
ac
Total drainage areas (DA)
645,138
sf
14.81
ac
Coefficient number (Cj
0.26
Pipe#3 (Entrance/Exit Driveway) DA Calculations
Impervious coefficient number (C1)
0.95
Impervious area
4,282
sf
0.10
ac
Pervious coefficient number (CZ)
0.15
Pervious area
21,528
sf
0.49
ac
Total drainage areas (DA)
25,810
sf
0.59
ac
Coefficient number (Cj
0.28

DC�I�N &
2537 E. Lyon Station Road
Suite 102, PO Box 0361
FIRM LICA
ENGINEERING, RLLC
Creedmoor, NC 27522
P-1764
919-230-0996
Project NO:
20-085
Calculated/
Joel H. Sain, EIT
Project Name:
Holt Farms
Prepared by:
4601 Mt. Hermon Rock Creek
roject Location:
I
Checked by:
Chad E. Abbott, PE
Road, Snow Camp, INC 27349
Existing Pipe (East of Pipe#3) DA Calculations (Pre -Development Conditions)
Impervious coefficient number (Cl)
0.95
Impervious area
10,000
sf
0.23
ac
Pervious coefficient number (CZ)
0.30
Pervious area
737,337
sf
16.93
ac
Total drainage areas (DA)
747,337
sf
17.16
ac
Coefficient number Kj
0.31
Existing Pipe (East of Pipe#3) DA Calculations (Post -Development Conditions)
Impervious coefficient number (C1)
0.95
Impervious area
93,738
sf
2.15
ac
Pervious coefficient number (CZ)
0.15
Pervious area
653,600
sf
15.00
ac
Total drainage areas (DA)
747,337
sf
17.16
ac
Coefficient number (Cj
0.25

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Pre-Dev for Existing Culvert Runoff
Hydrograph type = Rational Peak discharge (cfs) = 33.00
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 17.160 Runoff coeff. (C) = 0.31
Rainfall Inten (in/hr) = 6.203 Tc by TR55 (min) = 12
OF Curve = 20-086 Intensity.IDF Rec limb factor = 1.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
Hydrograph Volume = 23,757 (cuft); 0.545 (acft)
Runoff Hydrograph
25-yr frequency
0 5 10 15 20 25 vvv
Time (min)
— Runoff Hyd - Qp = 33.00 (cfs)

Culvert Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Pre-Dev for Existing Culvert Details
Invert Elev Dn (ft)
= 635.13
Calculations
Pipe Length (ft)
= 41.00
Qmin (cfs)
= 33.00
Slope (%)
= 0.71
Qmax (cfs)
= 33.00
Invert Elev Up (ft)
= 635.42
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 33.00
No. Barrels
= 1
Qpipe (cfs)
= 24.31
n-Value
= 0.012
Qovertop (cfs)
= 8.69
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.95
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 7.74
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 637.00
HGL Up (ft)
= 637.43
Embankment
Hw Elev (ft)
= 638.69
Top Elevation (ft)
= 638.00
Hw/D (ft)
= 1.64
Top Width (ft)
= 18.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 5.00
El-(ft)
639.00
638.00
637.00
6M 00
635.00
0
Pre-Dev for Existing Culvert Details
H. Depth (ft)
3.58
2.53
1.53
0 58
-0.42
-1.42
5 10 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
R—h Ctt)

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Post-Dev for Existing Culvert Runoff
Hydrograph type = Rational Peak discharge (cfs) = 26.61
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 17.160 Runoff coeff. (C) = 0.25
Rainfall Inten (in/hr) = 6.203 Tc by TR55 (min) = 12
OF Curve = 20-086 Intensity.IDF Rec limb factor = 1.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Hydrograph Volume = 19,159 (cuft); 0.440 (acft)
Runoff Hydrograph
25-yr frequency
NO
0 5 10 15 20 25 vvv
Time (min)
Runoff Hyd - Qp = 26.61 (cfs)

Culvert Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Post-Dev for Existing Culvert Details
Invert Elev Dn (ft)
= 635.13
Calculations
Pipe Length (ft)
= 41.00
Qmin (cfs)
= 26.61
Slope (%)
= 0.71
Qmax (cfs)
= 26.61
Invert Elev Up (ft)
= 635.42
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 26.61
No. Barrels
= 1
Qpipe (cfs)
= 22.52
n-Value
= 0.012
Qovertop (cfs)
= 4.09
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.43
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 7.95
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 636.98
HGL Up (ft)
= 637.11
Embankment
Hw Elev (ft)
= 638.42
Top Elevation (ft)
= 638.00
Hw/D (ft)
= 1.50
Top Width (ft)
= 18.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 5.00
El-(R)
639.00
638.00
637.00
6M 00
635.OD
0
Post-Dev for Existing Culvert Details
H. Depth (ft)
3.58
2.53
1.53
0 58
-0.42
-1.42
5 10 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
R—h Ctt)

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc.
Proposed Pipe#1 Runoff
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 8.650
Rainfall Inten (in/hr)
= 7.149
OF Curve
= 20-085 Intensity.IDF
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
0.00
0 5
— Runoff Hyd - Qp = 16.08 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by TR55 (min)
Rec limb factor
Runoff Hydrograph
25-yr frequency
10
Wednesday, Jul 142021
= 16.08
= 1
= 0.26
= 7
= 1.00
Hydrograph Volume = 6,753 (cuft); 0.155 (acft)
Q (cfs)
18.00
15.00
12.00
M
M
3.00
1 0.00
15
Time (min)

Culvert Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Proposed Pipe#1 Details
Invert Elev Dn (ft)
= 639.00
Calculations
Pipe Length (ft)
= 60.00
Qmin (cfs)
= 16.08
Slope (%)
= 0.50
Qmax (cfs)
= 16.08
Invert Elev Up (ft)
= 639.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 16.08
No. Barrels
= 1
Qpipe (cfs)
= 16.08
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 5.59
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 6.62
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 640.72
HGL Up (ft)
= 640.74
Embankment
Hw Elev (ft)
= 641.54
Top Elevation (ft)
= 642.50
Hw/D (ft)
= 1.12
Top Width (ft)
= 26.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 5.00
EI-{
643.❑❑
642.❑❑
641.X
64❑ ❑❑
639.9❑
6M.W
-1.30
5 1❑ 15 P11 2r 30 35 d0 4S 30 55 6❑ 65 7❑ 75 811
Circular Culvert HGL Embank
R—h (H)

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Proposed Pipe#2 Runoff
Hydrograph type = Rational Peak discharge (cfs) = 24.57
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 14.810 Runoff coeff. (C) = 0.26
Rainfall Inten (in/hr) = 6.380 Tc by TR55 (min) = 10
OF Curve = 20-085 Intensity.IDF Rec limb factor = 1.00
Q (cfs)
28.00
24.00
16.00
12.00
4.00
0.00
0 5
— Runoff Hyd - Qp = 24.57 (cfs)
Runoff Hydrograph
25-yr frequency
10
Hydrograph Volume = 14,741 (cuft); 0.338 (acft)
15
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
'%L- 0.00
20
Time (min)

Culvert Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 3DO by Autodesk, Inc. Wednesday, Jul 142021
Proposed Pipe#2 Details
Invert Elev Dn (ft)
= 635.70
Calculations
Pipe Length (ft)
= 223.00
Qmin (cfs)
= 24.57
Slope (%)
= 0.52
Qmax (cfs)
= 24.57
Invert Elev Up (ft)
= 636.85
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 24.57
No. Barrels
= 1
Qpipe (cfs)
= 24.57
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 8.03
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 7.82
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 637.57
HGL Up (ft)
= 639.72
Embankment
Hw Elev (ft)
= 640.16
Top Elevation (ft)
= 641.00
Hw/D (ft)
= 1.66
Top Width (ft)
= 140.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 5.00
El-(ft)
642.❑❑
641.❑❑
64❑ on
639.❑❑
638.❑❑
637 ❑❑
635.❑❑
635.❑❑
634.❑❑
Proposed Pipe#? Details
5❑ 1❑D 150 200 25❑ 3❑11 35❑ 411❑
Circular Culvert HGL Embank
H. Depth (ft)
5.15
4.15
3.15
2.15
1.15
❑15
-0.35
-1.35
-2.35
45D
Reach {ft)

Hydrology Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 3DO by Autodesk, Inc.
Proposed Pipe#3 Runoff
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (in/hr)
OF Curve
Q (cfs)
2.00
1.00
I
= Rational
= 25
= 0.590
= 7.799
= 20-085lntensity.IDF
— Runoff Hyd - Qp = 1.29 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
25-yr frequency
5
Wednesday, Jul 142021
= 1.288
= 1
= 0.28
= 5
= 1.00
Hydrograph Volume = 386 (cuft); 0.009 (acft)
Q (cfs)
2.00
1.00
0.00
10
Time (min)

Culvert Report
Hydraflow Express Extension for AUtodeskS AutoCADO Civil 31DO by Autodesk, Inc. Wednesday, Jul 142021
Proposed Pipe#3 Details
Invert Elev Dn (ft)
= 637.00
Calculations
Pipe Length (ft)
= 50.00
Qmin (cfs)
= 2.00
Slope (%)
= 0.50
Qmax (cfs)
= 2.00
Invert Elev Up (ft)
= 637.25
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 2.00
No. Barrels
= 1
Qpipe (cfs)
= 2.00
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 1.57
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 3.56
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 638.02
HGL Up (ft)
= 637.78
Embankment
Hw Elev (ft)
= 637.98
Top Elevation (ft)
= 640.00
Hw/D (ft)
= 0.49
Top Width (ft)
= 26.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 5.00
El-(ft)
641.00
6/0.00
633 0❑
637.00
636.DD
Proposed Pipe#3 Details
H. Depth (ft)
3.75
2.75
1.75
075
-0.25
-1.25
5 1❑ 15 20 25 30 35 40 45 511 55 60 65 70
Circular Culvert HGL Embank
R—h {ft)

CSOESIGN &
ENGINEERING, PLLC
CLIENT -FOCUSED • COMPREHENSIVE • COST-EFFECTIVE
2537E. LYON STATION RD, STE 102
PO BOX 361
MISCELLANEOUS
CREEDMOOR, NC 27522
919 230-0996

(IZ laa4S)
I

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PROJECT #: 20-085
❑ E S I G N& USGS MAP HOLT FARM
ENGINEERING, PLLC
SCALE: 1" = 500'

Type: CONSOLIDATED REAL PROPERTY
Recorded: 6/16/2021 10:47:09 AM
Fee Amt: $454.00 Page 1 of 2
Revenue Tax: $428.00
Alamance, NC
David Barber Register of Deeds
B K 4179 PG 896 - 897
This instrument prepared by, Stubbs Cole Breedlove Prentis & Biggs, PLLC,
a licensed North Carolina attorney,
Delinquent taxes, if any, to be paid by the
closing attorney to the County Tax Collector
upon disbursement of closing proceeds.
Excise Tax: # 4'79C-0
Tax Map No.
NORTH CAROLINA
GENERAL WARRANTY DEED
Recording Time, Book and Page:
Parcel Identifier No: 129675
Mail after recording to: Grantee
This instrument was prepared by: Sarah Canaday, a licensed North Carolina attorney (without title search)
THIS DEED made this 20th day of May, 2021, by and between
GRANTOR
Kelly Denise Meadows, unmarried
Mailing Address: 404 Springside Drive, Holly Springs, NC 27540
GRANTEE
Cimland, LLC
Mailing Address: 2203 Operations Drive, Durham, NC 27705
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 in Albright Township, Alamance County, North Carolina and more particularly described as follows:
BEING ALL OF LOT ONE (1), containing 22.996 acres, more or less, as shown on the plat drawn by Triangle Surveyors, Ronald
D. Carpenter, licensed surveyor, entitled "Exempt Final Plat of Subdivision for 4601 Mt. Hermon Rock Creek Road", dated
April, 22, 2021, and recorded In Plat Book 82, Page 51, Alamance County Registry, to which plat reference is hereby made for
a more particular description of the same.
Parcel ID:12967S
Submitted electronically by "Stubbs Cole Breedlove Prentis &Biggs, PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Alamance county Register of Deeds.
look: 4179 Page: 896 Page 1 of 2

All or a portion of the property hereinabove described was acquired by Grantor by instrument recorded in Book 1694, Page
240, Alamance County Registry.
A map showing the above -described property is recorded in Plat Book 92, Page 51, and referenced within this instrument.
Does the above -described property include the primary residence (yes/no)? No
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the
Grantee In fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the
same in fee simple, that title Is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend
the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
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.
(SEAL)
Kelly De ise Meadows
State of North Carolina, Alamance COUNTY
I certify that the following person(s) personally appeared before me this day, each acknowledging to me that he or she
si; re foregoing d cument: Kelly Denise Mead o ws. jlV�itness my hand and official stamp or seal, this the
l day of
��
My Commission Expires: f "
%n
1
Nota ublic
Print Notary Name:
look: 4179 Page: 896 Page 2 of 2