20161069 Ver 2_ND-170-17 Drainage Report_20190108

Drainage and Detention Calculations
For
ND -170-17
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:
LAND
3 DEVELOPMENT
SOL UT/DNS

Davie County, ND -170-17
November 2018
Table of Contents
Section Description
Introduction
2 Wet Pond
3 Temporary Storage Analysis
4 Appendix - Support Data & Calculations

Davie County, ND -170-17
November 2018
1 Introduction
The ND -157-17 project consists of construction of a 253,000+/- sf building and a 73 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 30.0 acres. The total area disturbed for this project is 13.2+/- acres. The
site is located at the end of the 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 -170-17
November 2018
2 Wet Pond (Design per NCDEQ MDC)
Total Site = 30.0 Ac
Impervious Area = 7.6 Ac
Percent Impervious = 25.3%
Treatment Volume Required = 61,000 cf
Wet Pond Storage Provided = 113,500 cf
Main Pool Depth
Davg = VPP/APP = Vol. Perm. Pool/Area Perm. Pool
= 113,500/32,900
= 3.4' (max. 5')
Forebay Volume Required: 15-20% of Wet Pond Storage
Required = 12,200 cf (20%)
Provided = 23,850 cf
Draw Down Time
= 86.0 hours (3.6 days) See appendix for support data
See ND -170-17 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
30.0
10.3
Grass/Woods
65
Hydrograph #1

Davie County, ND -170-17
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
19.9
Runoff cfs
Runoff cfs
Runoff cfs
Runoff cfs)
(cfs)
(cfs
Pre -developed
Post Developed
Area 2
13.9
27.0
50.2
70.4
99.9
150.9
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 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
19.9
10.0
Grass/Light Woods
66
Hydrograph #2
(cfs)
(cfs
Area 1
Post Developed
Area 2
11.1
6.1
Grass/Impervious
86
Hydrograph #3
108.6
#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
11.3
20.9
37.6
52.0
72.8
108.6
#2
Area 2
Hydrograph
30.1
39.8
54.7
66.4
82.2
107.6
#3
The post -developed site runoff hydrographs are included in the Appendix.

Davie County, ND -170-17
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
0.3
1.2
3.9
7.0
9.9
13.5
Basin
Discharge
#5
11.6
21.2
50.2
70.4
99.9
150.9
Combined
(13.9)
(27.0)
(38.4)
(55.7 )
(81.1)
(120.0)
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 -170-17
November 2018
Appendix

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LAND ND -170-17 Checked
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SOL U TIONS Scale: Sheet No.
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SOL U TIONS Scale: Sheet No.
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SOL U TIONS Scale: Sheet No.
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oU. MM -974 1"04 Dade County, North Carolina Da0BA= A, 2

ND -170-17
Wet Pond
Treatment Volume Required = 61,000 cf
Wet Pond Volume Provided = 113,500 cf
MDC1
SD/DA:
Total Site 30.0 Ac
Impervious Area 7.6 Ac
Percent Impervious 25.3%
MDC2
Davg. = Vpp/App (Vol. Perm. Pool/Area Perm. Pool)
113,500/32,9000 = 3.4' (Max. Depth 5')
MDC3
Done
M DC4
Done
MDC5
Forebay = 15-20% Volume
= 61,000*.20
= 12,200 cf
Forebay Provided = 23,850 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 4
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 =
30
FF Volume, ft^3 =
61000
Convert to Ac -ft =
1.40037
Allowable Flow, cfs =
0.706
Minimum Flow, cfs =
0.235
Water Surface Elevation = 805.2
02 invert =
01 invert=
FF invert = 804
Solve for flow:
Q = Co *A*sgrt 2 H)
FF orifice diam., in. = 3.70
H, ft. = 1.2
A, f A2 = 0.075
FF Q, cfs = 0.394
avg flow 0.1969
01 orifice diam., in. _
H, ft. = 805.2
A, ft^2 = 0.000
01 Q, cfs = 0.000
avg flow 0.0000
02 orifice diam., in. _
H, ft. = 805.2
A, ft^2 = 0.000
02 Q, cfs = 0.000
avg flow 0.0000
Total Q, cfs =1 1 1 0.197
FF held, hrs. = 86.05

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
13.88
1
722
44,892
----
------
------
Predevloped area
2
SCS Runoff
11.31
1
721
31,724
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
30.05
1
718
60,968
----
------
------
Post Developed to Wet Basin
4
Reservoir
0.342
1
1216
38,534
3
805.16
46,627
Temp Storage Pond
5
Combine
11.55
1
721
70,259
2,4
------
------
Total Site runoff
Wet
Pond 4.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
= 30.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.77 in
Storm duration
= 24 hrs
2
Thursday, Nov 15, 2018
Peak discharge
= 13.88 cfs
Time to peak
= 722 min
Hyd. volume
= 44,892 cuft
Curve number
= 65*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Composite (Area/CN) = [(18.000 x 61) + (12.000 x 70)] / 30.000
Q (Cfs)
14.00
12.00
10.00
• 11
M 11
2.00
Predevloped area
Hyd. No. 1 -- 1 Year
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
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
= 1 yrs
Time interval
= 1 min
Drainage area
= 19.900 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Composite (Area/CN) = + (9.500 x 61) + (10.400 x 70)] / 19.900
Q (cfs)
12.00
10.00
M. 10
.00
4.00
2.00
3
Thursday, Nov 15, 2018
Peak discharge
= 11.31 cfs
Time to peak
= 721 min
Hyd. volume
= 31,724 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 1 Year
Q (cfs)
12.00
10.00
OR
.UM
4.00
2.00
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. 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
= 1 yrs
Time interval
= 1 min
Drainage area
= 11.100 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(7.600 x 98) + (3.500 x 61)] / 11.100
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
4
Thursday, Nov 15, 2018
Peak discharge = 30.05 cfs
Time to peak
= 718 min
Hyd. volume
= 60,968 cuft
Curve number
= 86*
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)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
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 = 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)
35.00
25.00
20.00
15.00
10.00
5.00
0.00 ' '
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 1 Year
5
Thursday, Nov 15, 2018
Peak discharge = 0.342 cfs
Time to peak
= 1216 min
Hyd. volume
= 38,534 cuft
Max. Elevation
= 805.16 ft
Max. Storage
= 46,627 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
- Hyd No. 3 I I ILJ�I Total storage used = 46,627 cult

A
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge
= 11.55 cfs
Storm frequency
= 1 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 70,259 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 19.900 ac
Q (cfs)
12.00
10.00
M-111111
4.00
2.00
M
Total Site runoff
Hyd. No. 5 -- 1 Year
300 600 900 1200
Hyd No. 5 Hyd No. 2
1500 1800 2100 2400 2700
Hyd No. 4
Q (cfs)
12.00
10.00
4.00
2.00
1 0.00
3000
Time (min)

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
26.97
1
721
74,790
----
------
------
Predevloped area
2
SCS Runoff
20.92
1
720
52,027
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
39.81
1
718
81,697
----
------
------
Post Developed to Wet Basin
4
Reservoir
1.159
1
856
57,732
3
805.34
53,833
Temp Storage Pond
5
Combine
21.20
1
720
109,759
2,4
------
------
Total Site runoff
Wet
Pond 4.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
= 30.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(18.000 x 61) + (12.000 x 70)] / 30.000
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
Predevioped area
Hyd. No. 1 -- 2 Year
Thursday, Nov 15, 2018
Peak discharge
= 26.97 cfs
Time to peak
= 721 min
Hyd. volume
= 74,790 cuft
Curve number
= 65*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 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
Hyd. volume
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 19.900 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
* Composite (Area/CN) = + (9.500 x 61) + (10.400 x 70)] / 19.900
Q (cfs)
21.00
18.00
15.00
12.00
M1111
.M
3.00
9
Thursday, Nov 15, 2018
Peak discharge = 20.92 cfs
Time to peak
= 720 min
Hyd. volume
= 52,027 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 1 1 1 1 1 1 R I I I I I I IV 10.00
0 120 240 360 480 600 720 840 960 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
= 2 yrs
Time interval
= 1 min
Drainage area
= 11.100 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(7.600 x 98) + (3.500 x 61)] / 11.100
Q (cfs)
40.00
30.00
20.00
10.00
e
120 240
Hyd No. 3
10
Thursday, Nov 15, 2018
Peak discharge = 39.81 cfs
Time to peak
= 718 min
Hyd. volume
= 81,697 cuft
Curve number
= 86*
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
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 = 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)
40.00
30.00
20.00
10.00
0.00 ' '
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 2 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
11
Thursday, Nov 15, 2018
= 1. 159 cfs
= 856 min
= 57,732 tuft
= 805.34 ft
= 53,833 cuft
600 900
1200
1500 1800 2100
2400 2700
Hyd No.
3I
I ILJ�I Total storage used
= 53,833 cuft
Q (cfs)
40.00
30.00
20.00
10.00
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
= 21.20 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 109,759 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 19.900 ac
Q (cfs)
24.00
20.00
16.00
12.00
-01
4.00
0.00 ' '
0 300
Hyd No. 5
Total Site runoff
Hyd. No. 5 -- 2 Year
600 900 1200
Hyd No. 2
1500 1800 2100 2400 2700
Hyd No. 4
Q (cfs)
24.00
20.00
16.00
12.00
4.00
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
50.19
1
721
127,742
----
------
------
Predevloped area
2
SCS Runoff
37.57
1
720
87,664
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
54.68
1
717
113,739
----
------
------
Post Developed to Wet Basin
4
Reservoir
3.856
1
754
89,350
3
805.61
64,956
Temp Storage Pond
5
Combine
38.39
1
720
177,015
2,4
------
------
Total Site runoff
Wet
Pond 4.gpw
5 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
= 5 yrs
Time interval
= 1 min
Drainage area
= 30.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(18.000 x 61) + (12.000 x 70)] / 30.000
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Predevioped area
Hyd. No. 1 -- 5 Year
14
Thursday, Nov 15, 2018
Peak discharge
= 50.19 cfs
Time to peak
= 721 min
Hyd. volume
= 127,742 cuft
Curve number
= 65*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
I I I I I l 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
= 5 yrs
Time interval
= 1 min
Drainage area
= 19.900 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
* Composite (Area/CN) = + (9.500 x 61) + (10.400 x 70)] / 19.900
Q (cfs)
40.00
30.00
20.00
10.00
0.00 '
0 120 240
Hyd No. 2
15
Thursday, Nov 15, 2018
Peak discharge = 37.57 cfs
Time to peak
= 720 min
Hyd. volume
= 87,664 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 5 Year
360 480 600 720 840 960
Q (cfs)
40.00
30.00
20.00
10.00
' -1` ' 0.00
1080 1200 1320 1440 1560
Time (min)

16
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
= 54.68 cfs
Storm frequency
= 5 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 113,739 cuft
Drainage area
= 11.100 ac
Curve number
= 86*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.10 min
Total precip.
= 4.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(7.600 x 98) + (3.500 x 61)] / 11.100
Post Developed to Wet Basin
Q (cfs) Hyd. No. 3 -- 5 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 = 5 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
17
Thursday, Nov 15, 2018
= 3.856 cfs
= 754 min
= 89,350 cuft
= 805.61 ft
= 64,956 cuft
Q (cfs) Hyd. No. 4 -- 5 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 = 64,956 cult

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 5
Time to peak =
Total Site runoff
Hyd. volume =
Hydrograph type
= Combine
Storm frequency
= 5 yrs
Time interval
= 1 min
Inflow hyds.
= 2, 4
Total Site runoff
18
Thursday, Nov 15, 2018
Peak discharge =
38.39 cfs
Time to peak =
720 min
Hyd. volume =
177,015 cuft
Contrib. drain. area =
19.900 ac
Q (cfs) Hyd. No. 5 -- 5 Year Q (cfs)
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

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
70.37
1
721
174,493
----
------
------
Predevloped area
2
SCS Runoff
51.94
1
720
118,936
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
66.36
1
717
139,414
----
------
------
Post Developed to Wet Basin
4
Reservoir
7.040
1
740
114,766
3
805.89
75,914
Temp Storage Pond
5
Combine
55.70
1
720
233,701
2,4
------
------
Total Site runoff
Wet
Pond 4.gpw
10 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
= 10 yrs
Time interval
= 1 min
Drainage area
= 30.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
20
Thursday, Nov 15, 2018
Peak discharge
= 70.37 cfs
Time to peak
= 721 min
Hyd. volume
= 174,493 cuft
Curve number
= 65*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Composite (Area/CN) _ [(18.000 x 61) + (12.000 x 70)] / 30.000
Predevloped area
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
80.00 80.00
70.00 70.00
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
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
= 10 yrs
Time interval
= 1 min
Drainage area
= 19.900 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
Composite (Area/CN) = + (9.500 x 61) + (10.400 x 70)] / 19.900
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
21
Thursday, Nov 15, 2018
Peak discharge = 51.94 cfs
Time to peak
= 720 min
Hyd. volume
= 118,936 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 10 Year
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. 2 Time (min)

22
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
= 66.36 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 139,414 cuft
Drainage area
= 11.100 ac
Curve number
= 86*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.10 min
Total precip.
= 4.88 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(7.600 x 98) + (3.500 x 61)] / 11.100
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
Post Developed to Wet Basin
Hyd. No. 3 -- 10 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
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 = 10 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
23
Thursday, Nov 15, 2018
Peak discharge = 7.040 cfs
Time to peak
= 740 min
Hyd. volume
= 114,766 cuft
Max. Elevation
= 805.89 ft
Max. Storage
= 75,914 cuft
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
70.00 70.00
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 1 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 = 75,914 cult

24
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
55.70 cfs
Storm frequency
= 10 yrs
Time to peak =
720 min
Time interval
= 1 min
Hyd. volume =
233,701 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
19.900 ac
Total Site runoff
Q (cfs) Hyd. No. 5 -- 10 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

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
99.88
1
721
243,838
----
------
------
Predevloped area
2
SCS Runoff
72.82
1
720
165,117
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
82.22
1
717
174,942
----
------
------
Post Developed to Wet Basin
4
Reservoir
9.858
1
735
150,000
3
806.32
94,458
Temp Storage Pond
5
Combine
81.12
1
720
315,117
2,4
------
------
Total Site runoff
Wet
Pond 4.gpw
25 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
= 25 yrs
Time interval
= 1 min
Drainage area
= 30.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.79 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(18.000 x 61) + (12.000 x 70)] / 30.000
Q (cfs)
100.00
40.00
20.00
0.00
0 120 240
Hyd No. 1
Predevloped area
Hyd. No. 1 -- 25 Year
360 480 600 720 840
26
Thursday, Nov 15, 2018
Peak discharge
= 99.88 cfs
Time to peak
= 721 min
Hyd. volume
= 243,838 cuft
Curve number
= 65*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
100.00
40.00
20.00
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
= 25 yrs
Time interval
= 1 min
Drainage area
= 19.900 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.79 in
Storm duration
= 24 hrs
* Composite (Area/CN) = + (9.500 x 61) + (10.400 x 70)] / 19.900
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
27
Thursday, Nov 15, 2018
Peak discharge = 72.82 cfs
Time to peak
= 720 min
Hyd. volume
= 165,117 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 25 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 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
= 82.22 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 174,942 tuft
Drainage area
= 11.100 ac
Curve number
= 86*
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) _ [(7.600 x 98) + (3.500 x 61)] / 11.100
Post Developed to Wet Basin
Q (Cfs) Hyd. No. 3 -- 25 Year Q (cfs)
90.00 90.00
4
80.00 80.00
70.00 70.00
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
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
29
Thursday, Nov 15, 2018
Peak discharge = 9.858 cfs
Time to peak
= 735 min
Hyd. volume
= 150,000 cuft
Max. Elevation
= 806.32 ft
Max. Storage
= 94,458 cuft
t)0.00
10.00 LIM
Mai &1111
-- —
1 300
600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 I I ILJ�I Total storage used = 94,458 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 =
81.12 cfs
Storm frequency
= 25 yrs
Time to peak =
720 min
Time interval
= 1 min
Hyd. volume =
315,117 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
19.900 ac
Q (cfs)
90.00
70.00
.M II
50.00
40.00
30.00
10.00
Q (cfs)
90.00
70.00
.1 111
50.00
40.00
30.00
20.00
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

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
150.86
1
720
365,466
----
------
------
Predevloped area
2
SCS Runoff
108.61
1
719
245,749
----
------
------
Post devleoped - Undeveloped
3
SCS Runoff
107.57
1
717
232,957
----
------
------
Post Developed to Wet Basin
4
Reservoir
13.47
1
732
207,641
3
807.04
126,415
Temp Storage Pond
5
Combine
119.98
1
720
453,390
2,4
------
------
Total Site runoff
Wet
Pond 4.gpw
15, 2018
Return Period:
100
Year
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
= 100 yrs
Time interval
= 1 min
Drainage area
= 30.000 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.25 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(18.000 x 61) + (12.000 x 70)] / 30.000
Q (cfs
160.00
140.00
120.00
100.00
:1 1I
40.00
20.00
32
Thursday, Nov 15, 2018
Peak discharge
= 150.86 cfs
Time to peak
= 720 min
Hyd. volume
= 365,466 cuft
Curve number
= 65*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.30 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
:IMU
•1 11
40.00
20.00
rT�T��
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
= 19.900 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.25 in
Storm duration
= 24 hrs
Composite (Area/CN) = + (9.500 x 61) + (10.400 x 70)] / 19.900
Q (cfs)
120.00
100.00
:1 11
Al 11
40.00
20.00
1
33
Thursday, Nov 15, 2018
Peak discharge
= 108.61 cfs
Time to peak
= 719 min
Hyd. volume
= 245,749 cuft
Curve number
= 66*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 100 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 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
= 107.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 232,957 cuft
Drainage area
= 11.100 ac
Curve number
= 86*
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) = [(7.600 x 98) + (3.500 x 61)] / 11.100
Q (cfs)
120.00
100.00
-I t o
*11
40.00
OR II
Post Developed to Wet Basin
Hyd. No. 3 -- 100 Year
Q (cfs)
120.00
100.00
:IMU
.1 1I,
40.00
20.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Temp Storage Pond
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
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
35
Thursday, Nov 15, 2018
= 13.47 cfs
= 732 min
= 207,641 cuft
= 807.04 ft
= 126,415 cuft
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 ®1 Total storage used = 126,415 cult

36
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Thursday, Nov 15, 2018
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
119.98 cfs
Storm frequency
= 100 yrs
Time to peak =
720 min
Time interval
= 1 min
Hyd. volume =
453,390 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area =
19.900 ac
Q (cfs)
120.00
100.00
:1 1I
.M II
40.00
20.00
Total Site runoff
Hyd. No. 5 -- 100 Year
0.00 — -
0
Q (cfs)
120.00
100.00
.1 OU
40.00
20.00
MTA
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

tmp#58.ssc
#units=Elevation,ft,volume,ft3
#Stage -Storage Curve Data
#Stage - ft volume - ft3
#-------------------------
803.00000000,113482.79601120
802.00000000, 81728.91821952
800.00000000, 25023.34403459
799.00000000. 0.00000000
Page 1

#units=Elevation,ft,volume,ft3
#stage -storage Curve Data
#Stage - ft volume - ft3
#------------ -------------
808.00000000,171223.68251704
807.00000000,124535.82855986
806.00000000, 80478.34134152
804.00000000, 0.00000000
Ic i 7er»P S4'7L
tmp#31.ssc
Page 1

#units=Elevation,ft,volume,ft3
#Stage -Storage Curve Data
#Stage - ft volume - ft3
.------------ -------------
803.00000000, 23884.96433495
802.00000000, 15381.14007007
800.00000000, 3625.34739241
799.00000000, 0.00000000
tmp#57.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: 35.933596
Longitude: -80.605173
Degrees Minutes Seconds
Latitude: 35 56 0.9456
Longitude: -80 36 18.6222
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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