20161069 Ver 2_20161069 Ver 2_ND-158-17 Drainage Report_20190108_20190108

Drainage and Detention Calculations
For
ND -158-17
The Hollingsworth Companies
Southpoint Industrial Park
Davie County, North Carolina
Prepared by:
Land Development Solutions
310 Simmons Road, Suite K
Knoxville, Tennessee 37922
November 2018
Revised:
AdWpp-
LAND
DEVELOPMENT
SOLUTIONS

Davie County, ND -158-17
November 2018
Table of Contents
Section Description
Introduction
2 Wet Pond
3 Temporary Storage Analysis
4 Appendix - Support Data & Calculations

Davie County, ND -158-17
November 2018
1 Introduction
The ND -158-17 project consists of construction of a 152,000+/- sf building and a 45 car
parking lot along with related access drives and loading docks. The entire site drains
through various storm water ditches and storm drain systems surrounding the site and
eventually into an unnamed tributary of Beer Creek. The total site acreage is
approximately 16.3 acres. The total area disturbed for this project is 9.4+/- acres. The
site is located on the western side of Quality Drive extension in the Southpoint Industrial
Park. The site is made up of Clifford, Cordorus and Fairview soil types. The soils
information is included in Appendix I.
The following procedure was used to design the basin:
1. Define the existing drainage areas and patterns and calculate the pre -
development runoff for the site.
2. Define the post -developed drainage areas and patterns based on the site plan
and calculate the post -developed runoff for the site. Determine the areas that will
drain directly off-site.
3. Determine a suitable method of treatment and design the drainage facilities
accordingly.
4. Compare the post -development peak discharge with the pre -developed
(allowable) peak discharge and determine detention basin location.
5. Provide enough storage volume in the basin and design outlet structure thal
provide adequate draw down time.
6. Design the emergency spillway to safely discharge the 100 year design storm
peak runoff (in case of outlet structure failure).
Methodology
The Runoff Treatment Method (taken from the NCDENR Stormwater BMP Manual) was
used to manage the stormwater for this site. A Wet Pond was chosen as the Primary
SCM to treat the sotrmwater runoff. This SCM treats runoff and releases it as surface
discharge or infiltrates and evapo-trainspires stormwater.
The Wet Pond is designed and shall be constructed and maintained in accordance with
the Minimum Design Criteria (See Appendix for MDC chart). The Wet Pond is designed
to capture the design storm (taken from the USMP design standard for non -coastal
counties, 1" rain event) and release it slowly over a period of two to five days.

Davie County, ND -158-17
November 2018
2 Wet Pond (Design per NCDEQ MDC)
Total Site = 16.3 Ac
Impervious Area = 4.8 Ac
Percent Impervious = 29.4%
Treatment Volume Required = 37,300 cf
Wet Pond Storage Provided = 64,650 cf
Main Pool Depth
Davg = VPP/APP = Vol. Perm. Pool/Area Perm. Pool
= 64,500/18,560
= 3.5' (max. 5')
Forebay Volume Required: 15-20% of Wet Pond Storage
Required = 7,760 cf (20%)
Provided = 9,810 cf
Draw Down Time
= 87.7 hours (3.7 days) See appendix for support data
See ND -158-17 Southpoint Business Park Sheets C201 and C502 for information on the
grading of the basin and the outlet structure.
3 Temporary Storage Analysis
The pre -developed site drains to the southwest and to the southeast to separate ditches
that outlet into an unnamed tributary of Beer Creek. The pre -developed drainage area
consists of grass and woods. Table 1 and 2 below show the Area Characteristics and
Peak Runoffs.
Table 1 — Pre -developed Area Characteristics
Pre -Developed Area
Area
Time of
Composite
Name & Hydrograph
(acres)
Concentration
Ground Cover
Curve
#
minutes
Number
Pre -Developed Area
16.3
9.4
Grass/Woods
66
Hydrograph #1

Davie County, ND -158-17
November 2018
Table 2 — Pre -developed Peak Runoff
Post -Developed
1 Year
2 Year
5 Year
10 Year
25 Year
100 Year
Hydrograph
Design
Design
Design
Design
Design Storm
Design Storm
Number
Storm Peak
Storm Peak
Storm Peak
Storm Peak
Peak Runoff
Peak Runoff
8.0
Runoff cfs
Runoff cfs
Runoff cfs
Runoff cfs)
(cfs)
(cfs
Pre -developed
Post Developed
Area 2
9.3
17.1
30.8
42.5
59.7
89.0
Hydrograph #1
The pre -developed site runoff hydrographs are included in the Appendix.
The Post -developed drainage area is divided into two separate areas that drain to the
southwest and a small portion to the southeast. The first area will bypass the wet pond
and drain directly offsite to the southwest and southeast. This area is made up of the
undisturbed portion of the property and a portion of the graded lawn in the front. The
second area will drain to the wet basin and outlet through the designed outlet structure.
Table 3 and 4 below show the Area Characteristics and Peak Runoffs.
Table 3 — Post -developed Area Characteristics
Post -Developed
Area
Time of
5 Year
Composite
Area Name &
(acres)
Concentration
Ground Cover
Curve
Hydrograph #
Design Storm
minutes
Design Storm
Number
Post Developed
Peak Runoff
Peak Runoff
Peak Runoff
Peak Runoff
Area 1
8.0
7.3
Grass/Light Woods
67
Hydrograph #2
(cfs)
(cfs
Area 1
Post Developed
Area 2
8.3
6.1
Grass/Impervious
82
Hydrograph #3
47.0
#2
Table 4 — Post -developed Peak Runoff
1 Year
2 Year
5 Year
10 Year
25 Year
100 Year
Hydrograph
Design Storm
Design Storm
Design Storm
Design Storm
Design Storm
Design Storm
Number
Peak Runoff
Peak Runoff
Peak Runoff
Peak Runoff
Peak Runoff
Peak Runoff
cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs
Area 1
Hydrograph
5.5
9.7
16.9
23.0
31.9
47.0
#2
Area 2
Hydrograph
18.6
25.5
36.3
44.8
56.6
75.6
#3
The post -developed site runoff hydrographs are included in the Appendix.

Davie County, ND -158-17
November 2018
Conclusion
The runoff hydrographs for the area draining to the wet pond were routed through the
wet pond to obtain discharge hydrographs for each of the storms. The peak discharge
from the wet Pond + the discharges from the undetained area (Area 1) are the total post
developed flow to the downstream system. The combined discharges are compared to
the pre -developed discharges. The discharges are listed in the Table 5:
Table 5 — Wet Pond Routing and Combined Peak Discharges
Allowable Peak Flow inparentheses)
1 Year
2 Year
5 Year
10 Year
25 Year
100 Year
Hydrograph
Design Storm
Design Storm
Design Storm
Design Storm
Design Storm
Design Storm
Number
Peak
Peak
Peak
Peak
Peak
Peak
Discharge
Discharge
Discharge
Discharge
Discharge
Discharge f
cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs
#4
Retention
0.2
0.4
1.2
2.4
5.0
10.5
Basin
Discharge
#5
17.1
23.5
33.7
53.6
Combined
5.6 (9.3)
9.8 (17.1)
(30.8)
(42.5 )
(59.7)
(89.0)
Discharge
The routed hydrographs for each of the storms are included in the Appendix.
The wet pond includes a 20' wide broad crested earthen weir for emergency discharge.
The weir will be reinforced with North American Green C350 Turf Reinforcement
Matting.
The wet portion of the pond has sufficient volume to handle the treatment volume
required. Table 5 shows that the temporary storage and outlet structure successfully
reduce the peak discharge from the entire site in all the design storms.

Davie County, ND -158-17
November 2018
Appendix

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AGPP' Project: Drawn B
LAND ND -158-17 cneciced
DE VEL OPMEN T Approved
Pre -developed Area Job No.
SOL U TIONS Scale: Sheet No.
1"=200'
310 SIMMONS RD., SUITE K -KNOXVILLE, TENNESSEE 37922 Davie County, North Carolina Date: 1
MU- DOE 974 na04 A A A. 1. J

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SOL U TIONS
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Post -developed Area
1 "=200'
Davie County, North Carolina Dam:= A, 2

ND -158-17
Wet Pond
Treatment Volume Required = 37,300 cf
Wet Pond Volume Provided = 64,650 cf
MDC1
SD/DA:
Total Site 16.3 Ac
Impervious Area 4.8 Ac
Percent Impervious 29.4%
MDC2
Davg. = Vpp/App (Vol. Perm. Pool/Area Perm. Pool)
64,500/18,335 = 3.5' (Max. Depth 5')
MDC3
Done
M DC4
Done
MDC5
Forebay = 15-20% Volume
= 37,300*.20
= 7,460 cf
Forebay Provided = 9,810 cf

M DC6
Done
M DC7
Done
M DC8
Done
M DC9
N/A
MDC10
Done
MDC11
See Landscape Plans

JOB NAME: Mocksville NC Basin 3
DATE: 11-15-18
ORIFICE EQUATION FOR DRAW DOWN
Q = Co *A*sgrt(2gH)
Q = allowable flow, cfs
Co = coefficient, 0.6
g = gravity, 32.2 ft./sec^2
H = average head, ft
A = Area, f A2
Draw Down:
Acreage =
16.3
FF Volume, ft^3 =
37300
Convert to Ac -ft =
0.85629
Allowable Flow, cfs =
0.432
Minimum Flow, cfs =
0.144
Water Surface Elevation = 805
02 invert =
01 invert=
FF invert = 804
Solve for flow:
Q = Co *A*sgrt 2 H)
FF orifice diam., in. = 3.00
H, ft. = 1
A, f A2 = 0.049
FF Q, cfs = 0.236
avg flow 0.1182
01 orifice diam., in. _
H, ft. = 805
A, ft^2 = 0.000
01 Q, cfs = 0.000
avg flow 0.0000
02 orifice diam., in. _
H, ft. = 805
A, ft^2 = 0.000
02 Q, cfs = 0.000
avg flow 0.0000
Total Q, cfs =1 1 1 0.118
FF held, hrs. = 87.67

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
9.262
1
721
25,985
----
------
------
Predevloped area
2
SCS Runoff
5.450
1
719
13,443
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
18.57
1
718
37,299
----
------
------
Post Developed to Wet Basin
4
Reservoir
0.218
1
1318
24,073
3
805.02
28,232
Temp Storage Pond
5
Combine
5.578
1
719
37,516
2,4
------
------
Total Site runoff
Wet
Pond 3.gpw
1 Year
15, 2018
Return Period:
Thursday, Nov

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Time to peak
Predevloped area
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 16.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.77 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(7.700 x 61) + (8.600 x 70)] / 16.300
Q (cfs)
10.00
. 11
4.00
2.00
120 240
Hyd No. 1
Predevioped area
Hyd. No. 1 -- 1 Year
360 480 600 720 840
2
Thursday, Nov 15, 2018
Peak discharge
= 9.262 cfs
Time to peak
= 721 min
Hyd. volume
= 25,985 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 9.40 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
10.00
. 11
4.00
2.00
I i i 1 n 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Hyd. volume
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 8.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.600 x 98) + (4.200 x 61) + (3.200 x 70)] / 8.000
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
3
Thursday, Nov 15, 2018
Peak discharge = 5.450 cfs
Time to peak
= 719 min
Hyd. volume
= 13,443 cuft
Curve number
= 67*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.30 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
I i i i . I I I I 1 1% I 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Time to peak
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 8.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(4.800 x 98) + (3.500 x 61)] / 8.300
Q (cfs)
21.00
18.00
15.00
12.00
M1111
.M
3.00
4
Thursday, Nov 15, 2018
Peak discharge
= 18.57 cfs
Time to peak
= 718 min
Hyd. volume
= 37,299 cuft
Curve number
= 82*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6.10 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Wet Basin
Hyd. No. 3 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Temp Storage Pond
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Developed to Wet Basin
Reservoir name = Temp Storage
Storage Indication method used
Q (cfs)
21.00
18.00
15.00
12.00
IM111111
.M
3.00
0.00 ' '
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 1 Year
600 900 1200
Hyd No. 3
5
Thursday, Nov 15, 2018
Peak discharge = 0.218 cfs
Time to peak
= 1318 min
Hyd. volume
= 24,073 cuft
Max. Elevation
= 805.02 ft
Max. Storage
= 28,232 cuft
1500 1800 2100 2400 2700
1llI I LI IJ1II � Total storage used = 28,232 cuft
Q (cfs)
21.00
18.00
15.00
12.00
3.00
1 0.00
3000
Time (min)

s
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
5.578 cfs
Storm frequency
= 1 yrs
Time to peak =
719 min
Time interval
= 1 min
Hyd. volume =
37,516 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
8.000 ac
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 300 600
Hyd No. 5
Total Site runoff
Hyd. No. 5 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
I 0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
- Hyd No. 2 Hyd No. 4

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
17.13
1
720
42,615
----
------
------
Predevloped area
2
SCS Runoff
9.673
1
719
21,721
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
25.54
1
718
51,563
----
------
------
Post Developed to Wet Basin
4
Reservoir
0.430
1
1067
34,496
3
805.33
36,967
Temp Storage Pond
5
Combine
9.840
1
719
56,217
2,4
------
------
Total Site runoff
Wet
Pond 3.gpw
2 Year
15, 2018
Return Period:
Thursday, Nov

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Time to peak
Predevloped area
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 16.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(7.700 x 61) + (8.600 x 70)] / 16.300
Q (cfs)
18.00
15.00
12.00
• 11
• U110
3.00
Predevioped area
Hyd. No. 1 -- 2 Year
Thursday, Nov 15, 2018
Peak discharge
= 17.13 cfs
Time to peak
= 720 min
Hyd. volume
= 42,615 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 9.40 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
• 11
3.00
I I I . I I I I I I I\ 1 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Hyd. volume
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 8.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.600 x 98) + (4.200 x 61) + (3.200 x 70)] / 8.000
Q (cfs)
10.00
. 11
4.00
2.00
120 240
Hyd No. 2
9
Thursday, Nov 15, 2018
Peak discharge = 9.673 cfs
Time to peak
= 719 min
Hyd. volume
= 21,721 cuft
Curve number
= 67*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.30 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 2 Year
360 480 600 720 840
Q (cfs)
10.00
. 11
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Time to peak
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 8.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(4.800 x 98) + (3.500 x 61)] / 8.300
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
10
Thursday, Nov 15, 2018
Peak discharge
= 25.54 cfs
Time to peak
= 718 min
Hyd. volume
= 51,563 cuft
Curve number
= 82*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6.10 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Wet Basin
Hyd. No. 3 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' 1 1 1 W.— ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Temp Storage Pond
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Developed to Wet Basin
Reservoir name = Temp Storage
Storage Indication method used
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' '
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 2 Year
600 900 1200
Hyd No. 3
11
Thursday, Nov 15, 2018
Peak discharge = 0.430 cfs
Time to peak
= 1067 min
Hyd. volume
= 34,496 cuft
Max. Elevation
= 805.33 ft
Max. Storage
= 36,967 cuft
1500 1800 2100 2400 2700
II IILJ�I Total storage used = 36,967 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
1 0.00
3000
Time (min)

12
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge
= 9.840 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 56,217 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 8.000 ac
Q (cfs)
10.00
RIM
. 11
4.00
2.00
Total Site runoff
Hyd. No. 5 -- 2 Year
300 600 900 1200
Hyd No. 5 Hyd No. 2
1500 1800 2100
Hyd No. 4
2400 2700
Q (cfs)
10.00
. 11
4.00
2.00
1 0.00
3000
Time (min)

Hydrograph Summary Report
13
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
30.78
1
720
71,805
----
------
------
Predevloped area
2
SCS Runoff
16.85
1
719
36,130
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
36.25
1
718
74,057
----
------
------
Post Developed to Wet Basin
4
Reservoir
1.233
1
831
55,761
3
805.67
46,324
Temp Storage Pond
5
Combine
17.07
1
719
91,891
2,4
------
------
Total Site runoff
Wet
Pond 3.gpw
5 Year
15, 2018
Return Period:
Thursday, Nov

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Hyd. volume
Predevloped area
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 16.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(7.700 x 61) + (8.600 x 70)] / 16.300
Q (cfs)
35.00
RI 11
25.00
20.00
15.00
10.00
5.00
14
Thursday, Nov 15, 2018
Peak discharge = 30.78 cfs
Time to peak
= 720 min
Hyd. volume
= 71,805 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 9.40 min
Distribution
= Type II
Shape factor
= 484
Predevloped area
Hyd. No. 1 -- 5 Year
Q (cfs)
35.00
it 11
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1 1 1 1 1 1 1 1 1� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Time to peak
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 8.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.600 x 98) + (4.200 x 61) + (3.200 x 70)] / 8.000
Q (cfs)
18.00
15.00
12.00
• 11
• U110
3.00
15
Thursday, Nov 15, 2018
Peak discharge
= 16.85 cfs
Time to peak
= 719 min
Hyd. volume
= 36,130 cuft
Curve number
= 67*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.30 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 5 Year
Q (cfs)
18.00
15.00
12.00
• 11
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Hyd. volume
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 8.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(4.800 x 98) + (3.500 x 61)] / 8.300
Q (cfs)
40.00
30.00
20.00
10.00
e
120 240
Hyd No. 3
16
Thursday, Nov 15, 2018
Peak discharge = 36.25 cfs
Time to peak
= 718 min
Hyd. volume
= 74,057 cuft
Curve number
= 82*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6.10 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Wet Basin
Hyd. No. 3 -- 5 Year
360 480 600 720 840 960
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Temp Storage Pond
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Developed to Wet Basin
Reservoir name = Temp Storage
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' '
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 5 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
17
Thursday, Nov 15, 2018
= 1.233 cfs
= 831 min
= 55,761 cuft
= 805.67 ft
= 46,324 cuft
600 900
1200
1500 1800 2100
2400 2700
Hyd No.
3I
I ILJ�I Total storage used
= 46,324 cuft
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

18
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge
= 17.07 cfs
Storm frequency
= 5 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 91,891 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 8.000 ac
Q (cfs)
18.00
15.00
12.00
• it
3.00
0.00 ' '
0 300
Hyd No. 5
Total Site runoff
Hyd. No. 5 -- 5 Year
600 900 1200
Hyd No. 2
1500 1800 2100 2400 2700
Hyd No. 4
Q (cfs)
18.00
15.00
12.00
3.00
1 0.00
3000
Time (min)

Hydrograph Summary Report
19
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
42.54
1
720
97,420
----
------
------
Predevloped area
2
SCS Runoff
22.98
1
719
48,699
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
44.79
1
717
92,341
----
------
------
Post Developed to Wet Basin
4
Reservoir
2.438
1
775
73,683
3
805.93
53,564
Temp Storage Pond
5
Combine
23.45
1
719
122,381
2,4
------
------
Total Site runoff
Wet
Pond 3.gpw
10 Year
15, 2018
Return Period:
Thursday, Nov

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Hyd. volume
Predevloped area
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 16.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(7.700 x 61) + (8.600 x 70)] / 16.300
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 1
Predevloped area
Hyd. No. 1 -- 10 Year
360 480 600 720 840
20
Thursday, Nov 15, 2018
Peak discharge = 42.54 cfs
Time to peak
= 720 min
Hyd. volume
= 97,420 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 9.40 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Time to peak
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 8.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.600 x 98) + (4.200 x 61) + (3.200 x 70)] / 8.000
Q (cfs)
24.00
20.00
16.00
12.00
4.00
21
Thursday, Nov 15, 2018
Peak discharge
= 22.98 cfs
Time to peak
= 719 min
Hyd. volume
= 48,699 cuft
Curve number
= 67*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.30 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
Hyd. volume
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 8.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
22
Thursday, Nov 15, 2018
Peak discharge = 44.79 cfs
Time to peak
= 717 min
Hyd. volume
= 92,341 cuft
Curve number
= 82*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6.10 min
Distribution
= Type II
Shape factor
= 484
Composite (Area/CN) _ [(4.800 x 98) + (3.500 x 61)] / 8.300
Post Developed to Wet Basin
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Temp Storage Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Developed to Wet Basin
Reservoir name = Temp Storage
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 10 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
09]
Thursday, Nov 15, 2018
= 2.438 cfs
= 775 min
= 73,683 cuft
= 805.93 ft
= 53,564 cuft
600 900
1200
1500 1800 2100
2400 2700
Hyd No.
3II
IILJ�I Total storage used
= 53,564 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

24
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
23.45 cfs
Storm frequency
= 10 yrs
Time to peak =
719 min
Time interval
= 1 min
Hyd. volume =
122,381 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
8.000 ac
Total Site runoff
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

Hydrograph Summary Report
25
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
59.65
1
720
135,247
----
------
------
Predevloped area
2
SCS Runoff
31.85
1
719
67,181
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
56.61
1
717
117,894
----
------
------
Post Developed to Wet Basin
4
Reservoir
5.024
1
747
98,884
3
806.29
64,703
Temp Storage Pond
5
Combine
33.66
1
719
166,066
2,4
------
------
Total Site runoff
Wet
Pond 3.gpw
25 Year
15, 2018
Return Period:
Thursday, Nov

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Hyd. volume
Predevloped area
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 16.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.79 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(7.700 x 61) + (8.600 x 70)] / 16.300
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Predevloped area
Hyd. No. 1 -- 25 Year
26
Thursday, Nov 15, 2018
Peak discharge = 59.65 cfs
Time to peak
= 720 min
Hyd. volume
= 135,247 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 9.40 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Time to peak
Post devleoped -
Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 8.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.79 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.600 x 98) + (4.200 x 61) + (3.200 x 70)] / 8.000
Q (cfs)
35.00
RI 11
25.00
20.00
15.00
10.00
5.00
27
Thursday, Nov 15, 2018
Peak discharge
= 31.85 cfs
Time to peak
= 719 min
Hyd. volume
= 67,181 cuft
Curve number
= 67*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.30 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 25 Year
Q (cfs)
35.00
it 11
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1 1 1 1 1 1 1 1 1� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Thursday, Nov 15, 2018
Hyd. No. 3
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 56.61 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 117,894 cuft
Drainage area
= 8.300 ac
Curve number
= 82*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.10 min
Total precip.
= 5.79 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(4.800 x 98) + (3.500 x 61)] / 8.300
Post Developed to Wet Basin
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Temp Storage Pond
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Developed to Wet Basin
Reservoir name = Temp Storage
Storage Indication method used
Temp Storage Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
29
Thursday, Nov 15, 2018
= 5.024 cfs
= 747 min
= 98,884 cuft
= 806.29 ft
= 64,703 cuft
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 II IILJ�I Total storage used = 64,703 cult

30
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
33.66 cfs
Storm frequency
= 25 yrs
Time to peak =
719 min
Time interval
= 1 min
Hyd. volume =
166,066 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
8.000 ac
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00 -L
0
Total Site runoff
Hyd. No. 5 -- 25 Year
180 360 540 720
Hyd No. 5 Hyd No. 2
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 4

Hydrograph Summary Report
31
Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
88.96
1
719
201,292
----
------
------
Predevloped area
2
SCS Runoff
46.95
1
718
99,310
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
75.64
1
717
160,041
----
------
------
Post Developed to Wet Basin
4
Reservoir
10.15
1
730
140,609
3
806.91
84,827
Temp Storage Pond
5
Combine
53.56
1
719
239,918
2,4
------
------
Total Site runoff
Wet
Pond 3.gpw
15, 2018
Return Period:
100
Year
Thursday, Nov

32
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Thursday, Nov 15, 2018
Hyd. No. 1
Predevloped area
Hydrograph type
= SCS Runoff
Peak discharge
= 88.96 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 201,292 cuft
Drainage area
= 16.300 ac
Curve number
= 66*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 9.40 min
Total precip.
= 7.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(7.700 x 61) + (8.600 x 70)] / 16.300
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Predevloped area
Hyd. No. 1 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Time to peak
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 8.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.25 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.600 x 98) + (4.200 x 61) + (3.200 x 70)] / 8.000
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 2
33
Thursday, Nov 15, 2018
Peak discharge
= 46.95 cfs
Time to peak
= 718 min
Hyd. volume
= 99,310 cuft
Curve number
= 67*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 7.30 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 100 Year
360 480 600 720 840
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

34
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Thursday, Nov 15, 2018
Hyd. No. 3
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 75.64 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 160,041 cuft
Drainage area
= 8.300 ac
Curve number
= 82*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.10 min
Total precip.
= 7.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.800 x 98) + (3.500 x 61)] / 8.300
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Post Developed to Wet Basin
Hyd. No. 3 -- 100 Year
Q (cfs)
80.00
70.00
•11t
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Hyd. volume
Temp Storage Pond
Max. Elevation
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Time interval =
1 min
Inflow hyd. No. =
3 - Post Developed to Wet Basin
Reservoir name =
Temp Storage
Storage Indication method used
Temp Storage Pond
35
Thursday, Nov 15, 2018
Peak discharge = 10.15 cfs
Time to peak
= 730 min
Hyd. volume
= 140,609 cuft
Max. Elevation
= 806.91 ft
Max. Storage
= 84,827 cuft
I is •10 off of off

36
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
53.56 cfs
Storm frequency
= 100 yrs
Time to peak =
719 min
Time interval
= 1 min
Hyd. volume =
239,918 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
8.000 ac
Total Site runoff
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

WJ
` Asil-�_ 3
#units=Elevation,ft,volume,ft3
#Stage -Storage curve Data
#Stage - ft volume - ft3
#------------ -------------
803.00000000, 64642.11464621
802.00000000, 48966.85479375
800.00000000, 21853.21327834
798.00000000, 0.00000000
tmp#56.ssc
Page 1

tmp#39.ssc
#units=Elevation,ft,Volume,ft3
#Stage -storage curve Data
#Stage - ft volume - ft3
#------------ -------------
808.00000000,119718.64096980
806.00000000, 55420.30581627
804.00000000, 0.00000000
Page 1

#units=Elevation,ft,volume,ft3
#Stage -Storage curve Data
#Stage - ft volume - ft3
#------------ -------------
803.00000000, 9810.65494506
802.00000000, 6513.32574098
800.00000000, 2053.40225841
798.00000000, 0.00000000
r')0-tc""
tmp#55.ssc
Page 1

W 211 N
P v41'N
a Hydrologic Soil Group—Davie County, North Carolina 3
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y Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey

,drologic Soil Group—Davie County, North Carolina
Hydrologic Soil Group
Hydrologio Soil Group— Summary by Map Unit— Davie County, North Carolina (NC059)
Map unit symbol Map unit name Rating Acres in AOl Percent of AOi
CfB2 Clifford sandy clay loam,
2 to 8 percent slopes,
moderately eroded
B
31.6
40.1%
CoA Codorus loam, 0 to 2
BID
0.2
0.3%
percent slopes,
frequently Flooded
FaD Fairview sandy loam, 15
B
16.7
21.2%
to 45 percent slopes
--
-
--- ~-
—
FcC2 Fairview sandy clay
C
------ 30.3—
38.4%
loam, 8 to 15 percent
slopes, moderately
eroded
Totals for Area of interest
_
78.7
100.0%
Da Natural Resources Web Soil Survey 5/25/2017
W Conservation Service National Cooperative Soil Survey Page 3 of 4

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rdrdogic Soil Group—Davie County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie-break Rule: Higher
5pq Natural Resources Web Soil Survey 5/25/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4

5/10!2017 Latitude and Longitude of a Point
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Latitude: 35 56 0.9456
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Precipitation Frequency Data Server
y � ✓ld�M
POINT PRECIPITATION
FREQUENCY ESTIMATES
1 ;.
FROM NOAA ATLAS 14 �,RF/
'VIOCKSVILLE, NORTH CAROLINA (31-5743) 35.8439 N80.4972 W 718 feet
from "Precipitation -Frequence ?alas of the United Scare,•' NOAA Alas I,. %Vume 2. Version 3
G.\1. Bonnin. D. Martin. B. Lin. T. Pamoo'.:. Ni.Ye4ia. and D. Rile}
NOAA. National I-VeatnerService. Si!cerSorn2. Ma,�!and.'_0,04
EwRacied: 7iu Seo : K09
Confidence Limits Seasonality IF Location Maps [ Other Info. j GIS data f Maps Ij Docs
I� Precipitation Frequency Estimates (inches)
10 1. 36 60 120 12 M24 1 030 4a60ARI � ! Waoa[4�8�hEd.,oo�oZ(years) min min mtn min min mtn 6 hr hr 4 day 1 day day day day
0.38 0.607 [0.7E 170 37 FI -2 97 173 07 1.60 1.95 2.31 2.7 7 ;I 22 'i3.63 14..4.77 16.-'.2 7.93 19.98 11.91
0.45 0.72 0.90 1.2 1.56 1.82 1.94 2.35 2.78 3.35 13._8 4.36 4.98 5.6 i 57 19.33 t 1.68 13.88
5 0.52 0.84 1.06 1.51 1.93 i 2.27 2.43 1;2.94 31 ?9 !{4.21 -.83 5.3 fli6.06 6.81 8.94 10.82 13.32 15.65
10 0.58 70972=1.69 2.20 2.60 2.79 3.39 4.05 4.88 5.57 6_116.91 7.70 10.02 11.96 14.58 17.00
25 0.64 1.02 FI -297 1.91 2.54 3.04 3.29 4.00 47807 5.79 6.57 7.25 ,8.06 87897EE 13.47 16.21 18.73
i 0 0.65 1.108 1.44 2.20 3.09 3.7$ 4.04 4.9s 6.02 7.21 8.16 18.98 9.89 90;6 13.74 115.5 18.65 20.209
OCIC��O I�CDI���OC
200 0.75 1.18 1.49 2.32 3.26 4.03 4.42 5.46 6.66 8.02 8.97 9.88 ,10.84 11.70 14.90 16.88 19.82 22.50
X007 [YT 172 47 1.56 2.483.56 4.45 14.92 6.12 !7 9.06 10.08 1 1.10 12.12 12.98 16.46 18.36 21.35 24.05
1=5-81 1 17277 1.59 2.58 3.77 4.77 5.31 6.63 8.20 97887 10.96 12.06 13.13 13.98117.67 19.50 22.50 25.22
i nese c,^eoi`iatcn `requency esE:r.a!es are based on a poral rz n.s@ri�c ARi s [he Aver-je Rex a e in,avai.
baser _inti _ -_2< 14 Doc;^e.t f_r more mfa ne ,n. NOTE: Fomatnig forces estnms rear zero to appear as zero
Pac,e 1 o'4
Return to State Map
(yR1F) n 0 IS 30
_ 1 0.41 0.66 0.82 1.12
x Upper bound
Precipitation
60 120 TTi
mtn mtn
1.40 1.63 1.74
of
Frequency
hr
2.12'
the 90% confidence inten al
Estimates (inches)
12 24 48 10 20
hr hr hr day L��Fda da
2.52 f 2.98 3.46 3.88 4.4b 5.07 6.76
304
day
8.31
y 60min
da da
10.43 12.41
'I 0.49 0.78 079 87 1.35
1.70 179 87 2.12
EE
3.05 3.60 4.17 C6J 732 6.03 7.98
9.77
12.19 �14.44
0.57 0.9i 1.15 1.64
10 0.63 1.00 1.27 1.83
2.10 2.47 2.64
2.39 2.83 3.04
3.21
3.69
3.81 4.52 5.18 5.75 6.47 7.23 9.42
4.41 5.24 5.97 6.60 7.37 8.17 10,56
11.32
12.51
13.90 16.28
15.21 17.68
25 0.69 1.10 1.10 2.07
2.75 3.30 3.57
4.35
5.22 6.21 7.04 7.76 18.6079.?3 12.09
14.09
16.91
19.49
50 0.74 1.17 IFI -97277473703
3.67 3.98
4.87
5.86 7.00 7.88 8.68 9.57 10.43 13.29
15.30
18.22
20.87
100 0.78 1.24 1.56 273 97
3.29 4.03 4.40
5.40
6.52 7.79 8.73 9.63 10.57 11.44 ]4.51
16.51
19.49
22.20
200 10.81 1.29 1.63 2.54
3.56 4.40 4.82
15.94
7.21 8.62 9.62 10.60 11.60 12.45 15.76
17.72
20.75
23.49
0.86 1.36 1.71 2.72
1000 0.89 1.40 1.75 2.84
3.90 4.89 5.40
6.69
8.15 9.75 10.83 11.92 13.021 13.84 17.44
8.89 10.b5 11.78 12.9i 14.12 14.92 18.75
19.31
20.56
22.39
23.63
25. t 6
26.42
4.15 5.26
5.85
7.27
i ne upper mura or the connaence tntervat at wy, con:toence levet is me value wnw ow of cue s!nmaiea quarve va?ues ;c a given trequency are greater loan.
'. hese p redp afion `eql: y estina!es c' c Cased o:,. a parJZl duranion series. ARI is the Average RecuaerKe !^.ieN'a!
...ase refe, :c 1,& - =4'2s'4 IOr more in;orriv o n. NOT E: Formatting prevents esfmaies nea" zer-c is appear as zer,-.
x Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI" 10 1� 30 60 120 3 6 1Z 24 48 4 7 10 0 30 45 60
(years) min min min min min ' min hr hr hr �i hr hr qty Lday day I day day day day
LL 0767 0.700797 17197 17387 1.48 ,177 97 2.13 2IE = 3.41 13.93 4.5 i 6.09 7.58 9.57 11.46
1= 0.41 0.66 0.83 1.15 1.44 1.68 1.79 2.17 2.57 El 7,67334.09 476 97 5.37 7.19 8.90 11.20 13.35
0.48 10.77 10.98 1.39 1.78 , 2.09 12.24 2.71 3.21 3.92 4.51 5.04 5.69 6.44 874 87 10.32 12.77 15.04
10 07D 37 Ej]170 77 1.55 2.02 + 2.39 2.56 ,3r1 1 3.71 ;4.54 >.19 5.77 jF6 487 7.27 19.44 11.40 13.96 16.34
r-- r --1r-
- ittp: lhdse.n-,,,-s.noaa.gov/cai-binlhdsc/buildout-perl?type=pf&units=us&series=pd&statename=NORTH+C... 9/3/2009