20161069 Ver 2_ND-156-17 Drainage Report_20190108

Drainage and Detention Calculations
For
ND -156-17
The Hollingsworth Companies
Southpoint Industrial Park
Davie County, North Carolina
Prepared by:
Land Development Solutions
310 Simmons Road, Suite K
Knoxville, Tennessee 37922
s
August 2017
Revised:
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Davie County, ND -156-17
August 2017
Table of Contents
Section Description
Introduction
2 Wet Pond
3 Temporary Storage Analysis
4 Appendix - Support Data & Calculations

Davie County, ND -156-17
August 2017
1 Introduction
The ND -156-17 project consists of construction of a 109,000+/- sf building and a 32 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 14.5 acres. The total area disturbed for this project is 9.2+/- acres. The
site is located on the northern side of Quality Drive 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 basins:
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 basins locations.
5. Provide enough storage volume in the basin and design outlet structure that
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 NCDEQ 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 -156-17
August 2017
2 Wet Pond (Design per NCDEQ MDC)
Total Site = 14.5 Ac
Impervious Area = 3.4 Ac
Percent Impervious = 23.4%
Treatment Volume Required = 27,175 cf
Wet Pond Storage Provided = 35,600 cf
Main Pool Depth
Davg = VPP/APP = Vol. Perm. Pool/Area Perm. Pool
= 35,600/10,360
= 3.5' (max. 5')
Forebay Volume Required: 15-20% of Wet Pond Storage
Required = 7,120 cf (20%)
Provided
Forebay 1 = 3,120 cf
Forebay 2 = 10,200 cf
Draw Down Time
= 92 hours (3.8 days) See appendix for support data
See ND -156-17 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 to a drainage ditch that outlets 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
14.5
11.1
Grass/Woods
64
Hydrograph #1

Davie County, ND -156-17
August 2017
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
5.3
Runoff cfs
Runoff cfs
Runoff cfs
Runoff cfs
(Cf S)
cfs
Pre -developed
Post Developed
Area 2
5.8
11.9
22.8
32.3
46.3
70.5
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 both drain to
the southwest. The first area will bypass the wet pond and drain directly offsite. This
area is made up of the undisturbed portion of the property. 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
5.3
8.7
Grass/Light Woods
70
Hydrograph #2
(cfs)
(cfs
Area 1
Post Developed
Area 2
9.2
8.7
Grass/Impervious
75
Hydrograph #3
32.5
#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
4.5
7.5
12.4
16.5
22.4
32.5
#2
Area 2
Hydrograph
11.7
17.5
27.0
34.7
45.7
63.9
#3
The post -developed site runoff hydrographs are included in the Appendix.

Davie County, ND -156-17
August 2017
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
Basin
0.1
0.3
1.0
2.3
5.1
11.6
Discharge
#5
12.5
16.7
23.3
37.8
Combined
4.6 (5.8)
7.6 (11.9)
(22.8 )
(32.3)
(46.3)
(70.5)
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 -156-17
August 2017
Appendix

m
Project: Drawn B
LAND ND -156-17 Checked
Df- VEL OPM'EN T Approved
Pre -developed Area Job No.
SOL U TIONS Scale: Sheet No.
1 "=200'
310 SIMMONS ZD-, SUITE K KNOXVILLE. TENNESSEE 37922 Davie County, North Carolina Date:
L PH: 865-671-2281 8-15-17 /

r>;
,
•Pdst- Area'co
r
5
CL
CD
o _
s
O
s
r
Post-Dev Area 2 g \ :-
9.2 Acres
:
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IV,
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Cn
?
Ix
ca
m '!/ ! t4 �-W '�"•" .._.... '=-Wim..-- —,
t \�
... _ 1
G
X
dapp—Project: ocaWn e
u LAND ND-15�-17 Checked
D_ VEL OPM _N T Approved
Post -developed Area '°b N.
771-6'.771-6'. SOLUTIONS ssneer No.
310 SIMMONS Rt., SUITE K -KNOXVILLE, TENNESSEE 37922 "=aoo'
Davie County, Ncrth Carolina Oate: 2
PN: 865-671-2261 8-15-17

ND -156-17 (Minimum Design Criteria)
Wet Pond
Treatment Volume Required = 27,175 cf
Wet Pond Volume Provided = 35,600 cf
MDC1
SD/DA:
Total Site 14.5 Ac
Impervious Area 3.4 Ac
Percent Impervious 23.4%
fulitIN
Davg. = Vpp/App (Vol. Perm. Pool/Area Perm. Pool)
35,600/10,360 = 3.5' (Max. Depth 5')
MDC3
Done
MDC4
Done
MDC5
Forebay = 15-20% Volume
= 27,175*.2
=5,435 cf
Forebay 1 Provided = 3,120 cf
Forebat 2 Provided = 10,200 cf

MDC6
Done
MDC7
Done
MDC8
Done
MDC9
N/A
MDC10
Done
M DC11
See Landscape Plans

JOB NAME: Mocksville NC Basin 1
DATE: 8-9-17
ORIFICE EQUATION FOR DRAW DOWN
Q = Co *A*sgrt(2gH)
Q = allowable flow, cfs
Co = coefficient, 0.6
g = gravity, 32.2 ft.lsecA2
H = average head, ft
A = Area, ftA2
Draw Down:
Acreage =
14.5
FF Volume, ftA3 =
27175
Convert to Ac -ft =
0.62385
Allowable Flow, cfs =
0.315
Minimum Flow, cfs =
0.105
Water Surface Elevation = 817
02 invert =
01 invert =
FF invert = 816
Solve for flow:
Q = Co *A*sgrt(2 H)
FF orifice diam., in. = 2.50
H , ft. = 1
A, ftA2 = 0.034
FF Q, cfs = 0.164
avg flow 0.0821
01 orifice diam., in. =
H, ft. = 817
A, ftA2 = 0.000
01 Q, cfs = 0.000
avg flow 0.0000
02 orifice diam., in. =
H,ft. = 817
A, ftA2 = 0.000
02 Q, cfs = 0.000
avg flow 0.0000
Total Q, cfs = 0.082
FF held, hrs. = 91.98

Pond Report
Hydraflow Hydrograp hs Extension for AutoCADO Civil 3 D 2009 by Autodesk, Inc. v6.066 Thursday, Aug 10, 2017
Pond No. 1 - Temp Storage
Pond Data
Pond storage is based on user -defined values.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 816.00 nla 0 0
2.00 818.00 nla 44,341 44,341
4.00 820.00 n/a 52,571 96,912
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.50
0.00
0.00
Crest Len (ft)
= 16 00
20.00
0.00
0.00
Span (in)
= 18.00
2.50
0.00
0.00
Crest EI. (ft)
= 819.00
819.00
817.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.54
3.33
Invert EI. (ft)
= 816.00
816.00
Q00
0.00
Weir Type
= Riser
Ciplti
90 degV
--
Length (ft)
= 55.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 12.70
0.00
0.00
n)a
N -Value
= .013
.013
.013
ni
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfii.(inlhr)
= 0.000 (by
Wet area)
Multi -Stage
= ii
Yes
No
No
TW EIev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
IKIIII
0 00
Note'. Culverllo rifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (to) and submergence (a).
Stage I Discharge
Elev (ft)
820.00
819.00
818.00
817.00
mWzl
0.00 8.00 16.00 24.00 32.00 40.00 48.00 56,00 64.00 72.00 80.00 88.00
Total Q Discharge (cfs)

Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31D© 2009 by Autodesk, Inc. v6.066 Thursday, Aug 10, 2017
Pond No. 1 - Temp Storage
Pond Data
Pond storage is based on user -defined values.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuff) Total storage (cult)
0.00 816.00 n/a 0 0
2.00 818.00 n/a 44,341 44,341
4.00 820.00 n/a 52,571 96,912
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.50
0.00
0.00
Crest Len (ft)
= 16.00
20.00
0.00
0.00
Span (in)
= 18.00
2.50
0.00
0.00
Crest EI. (ft)
= 819.00
819.00
817.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.54
3.33
Invert EI. (ft)
= 816.00
816.00
0.00
0.00
Weir Type
= Riser
Ciplti
90 degV
---
Length(ft)
= 55.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 12.70
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Stage (ft)
4.00
3.00
2.00
1.00
000
Note: Culvert/Office outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s).
Stage 1 Storage
Elev (ft)
820,00
819.00
818.00
817.00
81600
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000
Storage (cuff)
Storage

Hydrograph Return Period Rc�ad�
ydra ow y graphs Extension forAutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1 -Yr
2 -Yr
3 -Yr
5 -Yr
10 -Yr
25 -Yr
50 -Yr
100 -Yr
1
SCS Runoff
----
5.812
11.85
-------
22.75
32.28
46.28
----
70.52
Predevloped area
2
SCS Runoff
4.553
7.497
----
12.40
16.53
22.44
--
32,50
Post devleoped - Undeveloped
3
SCS Runoff
---
11.68
17.53
----
26.95
34.72
45.73
-------
63.88
Post Developed to Wet Basin
4
Reservoir
3
0.146
0.325
-------
1.043
2.251
5A56
---
11.55
Temp Storage Pond
5
Combine
2,4
4.616
7.591
-----
12.53
16.72
23.34
--
37.78
Total Site runoff
Proj. file: Wet Pond 1.gpw
Thursday, Aug 10, 2017

Hydrograph Summary Re ,y It Hydrograph$ Extension for AutoCADO Civil 3D® 2009 by Autodesk, lnc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
5.812
1
722
19,939
------
------
------
Predevloped area
2
SCS Runoff
4 553
1
720
11,357
------
------
-----
Post devleoped - Undeveloped
3
SCS Runoff
11.68
1
720
27,175
------
------
----
Post Developed to Wet Basin
4
Reservoir
0.146
1
1444
16,389
3
816.96
21,223
Temp Storage Pond
5
Combine
4.616
1
720
27,746
2,4
-----
------
Total Site runoff
Wet Pond 1.gpw
Return Period: 1 Year
Thursday, Aug 10, 2017

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADe Civil 3DB 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 1
Predevloped area
Hydrograph type
= SCS Runoff
Peak discharge
= 5.812 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 19,939 cuft
Drainage area
= 14.500 ac
Curve number
= 64*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.10 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(5.300 x 70) + (9200 x 61)11 14.500
Q (cfs)
6.00
5.00
M
-911
2.00
1.00
Predevloped area
Hyd. No. 1 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civif 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 2
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Peak discharge
= 4.553 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 11,357 cuft
Drainage area
= 5.300 ac
Curve number
= 70
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of cone. (Tc)
= 8.70 min
Total precip.
= 2.77 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
71 1
2.00
1.00
Post devleoped - Undeveloped
Hyd. No. 2 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
4
�I
-__ .......
- .....
,t
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

5
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 31DO 2009 by Autodesk, Inc, v6.066 Thursday, Aug 10, 2017
Hyd. No. 3
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 11.68 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 27,175 cult
Drainage area
= 9.200 ac
Curve number
= 75*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of cone. (Tc)
= 8.70 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(3.400 x 98) + (5.800 x 61)119.200
Post Developed to Wet Basin
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
000
12.00
10.00
8.00
6.00
4.00
2.00
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Storage Indication method used
Temp Storage Pond
Q (cfs)
Hyd. No. 4 -- 1 Year
12.00
10.00
8.00
6.00
4.00
2.00
0.00 _I 1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 Total storage used = 21,223 cuft
6
Hydrograph
Report
Hydrafiow Hydrograp hs Extension
for AutoCAD® Civil 3D@2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 4
Temp Storage Pond
Hydrograph type =
Reservoir
Peak discharge
= 0.146 cfs
Storm frequency =
1 yrs
Time to peak
= 1444 min
Time interval =
1 min
Hyd. volume
= 16,389 cuft
Inflow hyd. No. =
3 - Post Developed to Wet Basin
Max. Elevation
= 816.96 ft
Reservoir name =
Temp Storage
Max. Storage
= 21,223 cuft
Storage Indication method used
Temp Storage Pond
Q (cfs)
Hyd. No. 4 -- 1 Year
12.00
10.00
8.00
6.00
4.00
2.00
0.00 _I 1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 Total storage used = 21,223 cuft

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
4.616 cfs
Storm frequency
= 1 yrs
Time to peak =
720 min
Time interval
= 1 min
Hyd. volume =
27,746 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area=
5.300 ac
Q (cfs)
5.00
1591I6I
am
2.00
1.00
Total Site runoff
Hyd. No. 5 -- 1 Year
Q (Cfs)
5.00
3.00
2.00
1.00
000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time {min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

Hydrograph Summary Re
y rafow Hydrographs Extension forAutoCADD Civil 3D02009 by Autodesk, Inc. v6.066
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
91.65
1
721
33,787
------
------
Predevloped area
2
SCS Runoff
7.497
1
720
17,638
----
------
Post devleoped - Undeveloped
3
SCS Runoff
17.53
1
720
39,966
---
------
Post Developed to Wet Basin
4
Reservoir
0.325
1
1144
25,155
3
817.30
28,917
Temp Storage Pond
5
Combine
7.591
1
720
42,793
2,4
----
------
Total Site runoff
Wet Pond 1.gpw
Return Period: 2 Year
Thursday, Aug 10, 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Hyd. volume
Predevloped area
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 14.500 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
w Composite (Area/CN) = [(5.300 x 70) + (9.200 x 61)] 1 14.500
Predev[oped area
Hyd. No. 1 -- 2 Year
(j
Thursday, Aug 10, 2017
Peak discharge = 11.85 cfs
Time to peak
= 721 min
Hyd. volume
= 33,787 tuft
Curve number
= 64*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.10 min
Distribution
= Type II
Shape factor
= 484
10.00
M18
. �M
4.00
2.00
Q (cfs)
12.00
10.00
M
.W
W
2.00
0.00 � 1 L- - FIYna.il l ir.l- 1.. -J I I I I_ I I 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
--_ Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs Extension for Auto CAD ) Civil 3D02009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post devleoped - Undeveloped
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
= 1 min
Drainage area
= 5.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.35 in
Storm duration
= 24 hrs
Q (cfs)
8.00
no
4.00
2.00
o.00
0
10
Thursday, Aug 10, 2017
Peak discharge = 7.497 cfs
Time to peak
= 720 min
Hyd. volume
= 17,638 cuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of cont. (Tc)
= 8.70 min
Distribution
= Type II
Shape factor
= 484
Post derrleoped - Undeveloped
Hyd. No. 2 -- 2 Year
120 240 360 480 600 720 840 960
— Hyd No. 2
Q (cfs)
8.00
. 11
4.00
2.00
O.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 3
Post Developed to Wet Basin
Hydrograph type = SCS Runoff
Peak discharge
= 17.53 cfs
Storm frequency = 2 yrs
Time to peak
= 720 min
Time interval = 1 min
Hyd. volume
= 39,966 tuft
Drainage area = 9.200 ac
Curve number
= 75*
Basin Slope = 0.0%
Hydraulic length
= 0 ft
Tc method = TR55
Time of cont. (Tc)
= 8.70 min
Total precip. = 3.35 in
Distribution
= Type Il
Storm duration = 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(3.400 x 98) + (5.800 x 61)] 19.200
Post Developed to Wet Basin
Q (cfs) Hyd. No. 3 -- 2 Year
Q (cfs)
18.00
18.00
15.00
15.00
f
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00 -
0.00
0 120 240 360 480 600 720 840 960
1080 1200 1320
1440 1560
Time (mitt)
Hyd No. 3

12
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADG� Civil 31® 2009 by Autodesk, Inc. v6.066 Thursday, Aug 10, 2017
Hyd. No. 4
Temp Storage Pond
Hydrograph type
= Reservoir
Peak discharge
= 0.325 cfs
Storm frequency
= 2 yrs
Time to peak
= 1144 min
Time interval
= 1 min
Hyd. volume
= 25,155 cuft
Inflow hyd. No.
= 3 - Past Developed to Wet Basin
Max. Elevation
= 817.30 ft
Reservoir name
= Temp Storage
Max. Storage
= 28,917 cult
Storage Indication method used.
Temp Storage Pond
Hyd. No. 4 -- 2 Year
15.00
12.00
• 11
• t1
3.00
0.00
0
300 600
900
1200
1500 1800 2100
2400 2700
Hyd No. 4
Hyd No.
3
Total storage used
= 28,917 cult
Q (cfs)
18.00
15.00
12.00
• 11
we]
3.00
0.00
3000
Time (min)

Q (cfs)
8.00
. rr
2.00
awe
Total Site runoff
Hyd. No. 5 -- 2 Year
Q (cfs)
8.00
. rr
4.00
2.00
000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (rain}
Hyd No. 5 Hyd No. 2 Hyd No. 4
13
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge = 7.591 cfs
Storm frequency
= 2 yrs
Time to peak = 720 min
Time interval
= 1 min
Hyd. volume = 42,793 cult
Inflow hyds.
T 2, 4
Contrib. drain. area= 5.300 ac
Q (cfs)
8.00
. rr
2.00
awe
Total Site runoff
Hyd. No. 5 -- 2 Year
Q (cfs)
8.00
. rr
4.00
2.00
000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (rain}
Hyd No. 5 Hyd No. 2 Hyd No. 4

14
Hydrograph Summary Rei,braa owHydrographsExtensionforAutoCAD®Civil3D@2009byAutodesk,Inc.v6.066
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
(cult)
Hydrograph
description
1
SCS Runoff
22.75
1
721
58,540
----
----
---
Predevloped area
2
SCS Runoff
12.40
1
720
28,314
----
----
Post devleoped - Undeveloped
3
SCS Runoff
26.95
1
720
60,973
--
--
----
Post Developed to Wet Basin
4
Reservoir
1.043
1
844
45,267
3
817.64
36,396
Temp Storage Pond
5
Combine
12.53
1
720
73,581
2,4
------
------
Total Site runoff
Wet Pond 1.gpw
Return Period: 5 Year
Thursday, Aug 10, 2017

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 1
Predevloped area
Hydrograph type
= SCS Runoff
Peak discharge
= 22.75 cfs
Storm frequency
= 5 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 58,540 cult
Drainage area
= 14.500 ac
Curve number
= 64*
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 11.10 min
Total precip.
= 4.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) � ((5.300 x 70) + (9.200 x 61)] / 14.500
Q (cfs)
24,00
20.00
16.00
12.00
4.00
Predevioped area
Hyd. No. 1 -- 5 Year
Q (cfs)
24.00
20.00
16.00
12.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
!i
i'
Q (cfs)
24.00
20.00
16.00
12.00
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 Extension for AutoCAD® CMI 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Hyd. volume
Post devleoped - Undeveloped
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 5.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
MMI
IP
Thursday, Aug 1D, 2017
Peak discharge = 12.40 cfs
Time to peak
= 720 min
Hyd. volume
= 28,314 cuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 8.70 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
: 11
. !!
4.00
2.00
0.00 1 1 1 1 1 1 4 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Hyd. volume
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 1 min
Drainage area
= 9.200 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.21 in
Storm duration
= 24 hrs
" Composite (ATealCN) = [(3.400 x 98) + (5.800 x 61)] 19.200
Q (cfs)
28.00
M10I411
20.00
16.00
12.00
S11
17
Thursday, Aug 10, 2017
Peak discharge = 26.95 cfs
Time to peak
= 720 min
Hyd. volume
= 60,973 cuft
Curve number
= 75*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 8.70 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
MIN
4.00
0.00 1 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd Na. 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 4
Temp Storage Pond
Hydrograph type =
Reservoir
Peak discharge
= 1.043 cfs
Storm frequency =
5 yrs
Time to peak
= 844 min
Time interval =
1 min
Hyd. volume
= 45,267 tuft
Inflow hyd. No. =
3 - Post Developed to Wet Basin
Max. Elevation
= 817.64 ft
Reservoir name =
Temp Storage
Max. Storage
= 36,396 cult
Storage Indication method used.
Temp Storage Pond
Q (cfs) Hyd. No. 4 -- 5 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 — 16.00
12.00 12.00
8.00 MCI
4.00 4.00
o-oo 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No, 4 Hyd No. 3 Total storage used = 36,396 cuft

Total Site runoff
Q (cfs) Hyd. No. 5 -- 5 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0 00 — 000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4
19
Hydrograph
Report
Hydraflow Hydrographs Extension forAutoCADO Civil 31DO 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Peak discharge =
12.53 cfs
Storm frequency
= 5 yrs
Time to peak =
720 min
Time interval
= 1 min
Hyd. volume =
73,581 cult
Inflow hyds.
= 2, 4
Contrib. drain. area=
5.300 ac
Total Site runoff
Q (cfs) Hyd. No. 5 -- 5 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0 00 — 000
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

20
Hydrograph Summary ReRQr
y raf ow Hydrographs Extension forAutoGAD®Civil 3D® 2049 by Autodesk, Inc. v6.066
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
(Cult)
Hydrograph
description
1
SCS Runoff
32.28
1
721
80,534
----
------
------
Predevloped area
2
SCS Runoff
16.53
1
720
37,474
---
---
------
Post devleoped - Undeveloped
3
SCS Runoff
34.72
1
719
78,558
--
--
------
Post Developed to Wet Basin
4
Reservoir
2.251
1
778
62,610
3
817,91
42,417
Temp Storage Pond
5
Combine
16.72
1
720
100,083
2,4
------
---
Total Site runoff
Wet Ponca 1.gpvv
Return Period: 10 Year
Thursday, Aug 10, 2017

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Predevloped area
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area
= 14.500 ac
Basin Slope
= 0,0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(5.300 x 70) + (9.200 x 61)] / 14.500
Q (cfs;
35.00
30.00
25.00
20.00
15.00
5.00
21
Thursday, Aug 10, 2017
Peak discharge = 32.28 cfs
Time to peak
= 721 min
Hyd. volume
= 80,534 cuft
Curve number
= 64*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.10 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00 - — ��. , 1 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

22
Hydrograph Report
Hydrafiow Hydrographs Extension for AutoCAD AO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Hyd. volume
Post devleoped - Undeveloped
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 rein
Drainage area
= 5.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 4.88 in
Storm duration
= 24 hrs
Thursday, Aug 10, 2017
Peak discharge = 16.53 cfs
Time to peak
= 720 min
Hyd. volume
= 37,474 cult
Curve number
= 70
Hydraulic length
= 0 ft
Time of cont. (Tc)
= 8.70 min
Distribution
= Type 11
Shape factor
= 484
Post devleoped - Undeveloped
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
000
18.00
15.00
12.00
9.00
6.00
3.00
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

* Composite (Area/CN) = [(3.400 x 98) + (5.800 x 61)j / 9.200
Q (cfs)
35.00
30.00
25.00
20.00
15.00
KNOW
milli
Post Developed to Wet Basin
Hyd. No. 3 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.O0 ..... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
23
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2009 hyAutodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd, No. 3
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Peak discharge
= 34.72 cfs
Storm frequency
= 10 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 78,558 cult
Drainage area
= 9.200 ac
Curve number
= 75*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 8.70 min
Total precip.
= 4.88 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(3.400 x 98) + (5.800 x 61)j / 9.200
Q (cfs)
35.00
30.00
25.00
20.00
15.00
KNOW
milli
Post Developed to Wet Basin
Hyd. No. 3 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.O0 ..... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Temp Storage Pond
Hyd. No. 4 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ::` --.1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. a Hyd No. 3 i .., Total storage used = 42,417 cuff
24
Hydrograph
Report
Hydraflow Hydrographs Extension forAutoCAQO CMI 31DO 2005 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No, 4
Temp Storage Pond
Hydrograph type =
Reservoir
Peak discharge
= 2.251 cfs
Storm frequency =
10 yrs
Time to peak
= 778 min
Time interval =
1 min
Hyd. volume
= 62,610 cuft
Inflow hyd. No. =
3 - Post Developed to Wet Basin
Max. Elevation
= 817.91 ft
Reservoir name =
Temp Storage
Max. Storage
= 42,417 cult
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Temp Storage Pond
Hyd. No. 4 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ::` --.1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. a Hyd No. 3 i .., Total storage used = 42,417 cuff

25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Aug 10, 2017
Hyd. No. 5
Total Site runoff
Hydrograph type = Combine Peak discharge = 16.72 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 100,083 cult
Inflow hyds. = 2, 4 Contrib. drain. area= 5.300 ac
Total Site runoff
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
000
1 s.0o
15.00
12.00
9.00
6.00
3.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 2160
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

26
Hydrograph Summary ReRy9ralflowHydrographsExtension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
description
1
SCS Runoff
46.28
1
721
113,305
---
------
—
Predevloped area
2
SCS Runoff
22.44
1
720
50,783
------
—
------
Post devleoped - Undeveloped
3
SCS Runoff
45.73
1
719
103,657
------
------
------
Post Developed to Wet Basin
4
Reservoir
5.056
1
747
87,465
3
818.30
52,255
Temp Storage Pond
5
Combine
23.34
1
720
138,248
2,4
----
------
Total Site runoff
Wet Pond 1.gpw
Return Period: 25 Year
Thursday, Aug 10, 2017

27
Hydrograph
Report
Hydraf low Hydrographs Extension forAUtoCAI]® Civil 3NC 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 1
Predevloped area
Hydrograph type
= SCS Runoff
Peak discharge
= 46.28 cfs
Storm frequency
= 25 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 113,305 cult
Drainage area
= 14.500 ac
Curve number
= 64*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.10 min
Total precip.
= 5.79 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) _ [(5.300
x 70) + (9.200 x 61)] 1 14.500
Predevloped area
Q (cfs)
Hyd. No. 1 -- 25 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 1560
Hyd No. 1
Time (min)

28
Hydrograph
Report
Hydratlow Hydrographs Extension for AutoCAD® Civil 3D& 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd, No. 2
Post devleoped - Undeveloped
Hydrograph type
= SCS Runoff
Peak discharge
= 22.44 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 50,783 cuft
Drainage area
= 5.300 ac
Curve number
= 70
Basin Slope
= 0,0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of cone. (Tc)
= 8.70 min
Total precip.
= 5.79 in
Distribution
= Type ll
Storm duration
= 24 hrs
Shape factor
= 484
Post devleoped - Undeveloped
Q (cfs)
Hyd. No. 2 -- 25 Year
Q (cfs)
24.00
24.00
20.00
20.00
I
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
1440 1560
Hyd No. 2
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3 D 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Hyd. volume
Post Developed to Wet Basin
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 9.200 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.79 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(3.400 x 98) + (5.800 x 61)] 1 9.200
29
Thursday, Aug 10, 2017
Peak discharge = 45.73 cfs
Time to peak
= 719 min
Hyd. volume
= 103,657 cuft
Curve number
= 75*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 8.70 min
Distribution
= Type II
Shape factor
= 484
Post Developed to Wet Basin
Hyd. No. 3 -- 25 Year
40.00
20.00
10.00
0.00
0 120 240 360 480
Hyd No. 3
600 720 840
Q (cfs)
50.00
40.00
ON M
10.00
0.00
960 1080 1200 1320 1440 1560
Time (miry)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2009 by Autodesk, Inc. v6.066
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)
5Q.00
40.00
20.00
10.00
0.00
0 300
Hyd No. 4
Temp Storage Pond
Hyd. No. 4 -- 25 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
30
Thursday, Aug 10, 2017
= 5.056 cfs
= 747 min
= 87,465 cult
= 818.30 ft
= 52,255 cuft
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 _._i.l Total storage used = 52,255 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
3000
Time (min)

Hydrograph Report
HydraflowHydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd. No. 5
Time to peak =
Total Site runoff
Hyd. volume =
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyds.
= 2, 4
Q (cfs)
24.00
20.00
16.00
12.00
M
.WI
Total Site runoff
Hyd. No. 5 -- 25 Year
31
Thursday, Aug 10, 2017
Peak discharge =
23.34 cfs
Time to peak =
720 min
Hyd. volume =
138,248 cuft
Contrib_ drain. area=
5.300 ac
Q (cfs)
24.00
20.00
16.00
12.00
4.00
!�
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

32
Hydrograph Summary Re y�raf Flow Hydrographs Extension for AutoCAD® Civil 300 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
70.52
1
720
171,055
------
------
—
Predevloped area
2
SCS Runoff
32.50
1
719
73,631
—
— —
—
Post devleoped - Undeveloped
3
SCS Runoff
63.88
1
719
145,956
----
----
— -
Post Developed to Wet Basin
4
Reservoir
11.55
1
732
129,472
3
819.02
71,164
Temp Storage Pond
5
Combine
37.78
1
720
203,103
2,4
------
----
Total Site runoff
Wet Pond 1.9pw
Return Period: 100 Year
Thursday, Aug 10, 2017

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD@ Civil 317 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Predevloped area
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
= 1 min
Drainage area
= 14.500 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.25 in
Storm duration
= 24 hrs
Composite (ATeafCN) = [(5.300 x 70) + (9.200 x 61)] 114.500
Predevloped area
Hyd. No. 1 -- 100 Year
33
Thursday, Aug 10, 2017
Peak discharge = 70.52 cfs
Time to peak =
720 min
Hyd. volume
= 171,055 tuft
Curve number
= 64*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 11.10 min
Distribution
= Type fl
Shape factor
= 484
70.00
50.00
40.00
i 1/
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 a »....��.. . , _ -- 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 Extension forAUtOCAQ® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post devleoped - Undeveloped
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
= 1 min
Drainage area
= 5.300 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.25 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
"I
WIM
34
Thursday, Aug 10, 2017
Peak discharge = 32.50 cfs
Time to peak
= 719 min
Hyd. volume
= 73,631 tuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of cont. (Tc)
= 8.70 min
Distribution
= Type II
Shape factor
= 484
Post devleoped - Undeveloped
Hyd. No. 2 -- 100 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
�aur�
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraftow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Developed to Wet Basin
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
= 1 min
Drainage area
= 9.200 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.25 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(3.400 x 98) + (5.800 x 61)] 19.200
Q (Cfs)
70.00
50.00
40.00
30.00
20.00
10.00
35
Thursday, Aug 10, 2017
Peak discharge = 63.88 cfs
Time to peak
= 719 min
Hyd. volume
= 145,956 cuft
Curve number
= 75*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 8.70 min
Distribution
= Type fl
Shape factor
= 484
Q (cfs)
70.00
.1 i1
50.00
J, ••
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Aug 10, 2017
Hyd. No. 4
Temp Storage Pond
Hydrograph type =
Reservoir
Peak discharge
= 11.55 cfs
Storm frequency =
100 yrs
Time to peak
= 732 min
Time interval =
1 min
Hyd. volume
= 129,472 cuft
Inflow hyd. No. =
3 - Post Developed to Wet Basin
Max. Elevation
= 819.02 ft
Reservoir name =
Temp Storage
Max. Storage
= 71,164 cuft
Storage Indication method used
Temp Storage Pond
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
70.00 70.00
.1 77,
60.00 60.00
50.00 50.00
40.00 40.00
3Q00 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 Total storage used = 71,164 cuff

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D02009 by Autodesk, Inc. v6.066
Hyd. No. 5
Total Site runoff
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyds.
= 2, 4
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0 180 360 540 720 900 1080
Hyd No. 5 Hyd No. 2 Hyd No. 4
Total Site runoff
Hyd. No. 5 -- 100 Year
37
Thursday, Aug 10, 2017
Peak discharge = 37.78 cfs
Time to peak = 720 min
Hyd. volume = 203,103 cuft
Contrib. drain. area= 5.300 ac
1260 1440
Q (cfs)
40.00
30.00
Ii 041
10.00
0.00
1620
Time (min)

VIA
#Units—Elevation,ft,volume,ft3
#Stage -Storage Curve Data
#Stage - ft Volume - ft3
#------------ -------------
815.00000000, 35608.47615325
814.00000000, 26029.99571547
812.00000000, 11477.74493226
810.00000000, 1907.29801786
809.00000000, 0.00000000
tmp#47.ssc
Page 1
5" e_

#Units=Elevation,ft,volume,ft3
#Stage -Storage Curve Data
#stage - ft volume - ft3
#-------------------------
820.00000000, 96912.25624650
818.00000000, 44341.08850829
816.00000000, 0.00000000
tmp#14.ssc
Page 1

#units=Elevation,ft,volume,ft3
#stage -Storage Curve Data
#Stage - ft volume - ft3
#------------ -----
816.00000000, 3280.14703526
814.00000000, 1085.83095076
812.00000000, 232.65322122
810.00000000, 0.00000000
tmp#48.ssc
Page 1

#units=Elevation,ft,volume,ft3
#Stage -Storage curve Data
#Stage - ft volume - ft3
#------------ -------------
816.00000000, 10262.33758979
814.00000000, 4234.16280545
812.00000000, 1142.39611284
810.00000000, 0.00000000
tmp#49.ssc
Page 1

35° 5021'N
35° SS 45' N
3: Hydrologic Soil Group --Davie County, North Carolina
Mm 535100 5E20 53M 55400 53x96 a"l-ceco
3
M
Map Scale: 1:5,950 if pnrttd on A portray (8.5" x 11'�
NMetes
fl w 107 200 300
0 250 5m 1000 1507
Map projection: Web Mffcgu Career coct mtm WGS84 E* tics: UTM Zxe 17N WGSM
wDA Natural Resources Well Soil Survey
Conservation Service National Cooperative Sola Survey

Hydrologic Soil Group—Davie County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map l nl.i --- Davie County,., North Carolina (NC059)
t17ag unit symbol Map unit name
RatingAcres
in AO! Percent of AOI
f CfB2 Clifford sandy clay loam,
B
31.6 ,
40.1%
2 to 8 percent slopes,
moderately eroded
CoA Codcrus Loam, 0 to 2
$/D
0.2.
0.3%
percent slopes,
frequently flooded
FaD Fairview sandy loam, 15
B
16.7
21.2%
to 45 percent slopes
FcC2 rairview sandy clay
C
30.3
38.4%
loam, 8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest
78.7 i
900.0%'•
LiSD_� Natural Resources Web 5011 Survey 51Z5/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4

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Hydrologic 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 C/D), 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
USDA Natural Resources Web Soil Survey wzotzui t
iia Conservation Service National Cooperative Soil Survey Page 4 of 4

5/10/2017
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When you click on the map, move the marker or enter an Note: Your entry should not have any embedded spaces.
address the latitude and longitude coordinates of the point
are inserted in the boxes below. Decimal Deg. Latitude:
Latitude: 35.933596 Decimal Deg. Longitude:
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Example: +34 40 50.12 for 34N 40'50.12"
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https:/btouohm ap.comA aU ong.htm I VI

Precipitation Fl;equency Data Server
POINT PREGIPITATION
z
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
MOCKSVILLE, NORTH CAROLINA (31-5743) 35.84391\ 80.4972 W 718 feet
from "Precipitation -Frequence Atlas or the United Scares" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonin, D. Martin. B. Lin, T. Parzybok, .uf.Yeksa, and D. Riley
NOAH. NaOonal breather Service. Silver Spring. Maryland. 2004
Extracted: Tim Sep 3 2609
Confidence Limits ( Seasonality Location Maps j Other Info. GIS data j Maps Docs
Page 1 of 4
Return to State Ma
Precipitation Frequency Estimates (inches) `
ARI s ]0 1� 30 ]1?1120 M14 ID 20 30
These precipitation freQuency estimates are based on a psrtiaf auratnn_ser_ies. ARI is the Average Recurrence interval.
Please refer to NOR.4 N!a.* ,4 D3 cLrnent for more information- NOTE: Formattng forces estimates near zero to appear as zero.
X Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AR1'x 5 jl� I5 30 60 120 3 6 12 24 48 4 7 ID 20 30 4�6D(years) min min min min min hr hr hr hr hr day day day day day day day
0
EE 0.66 0.82 1.12 1.40 1.63 177 47 2.12 2.52 2.98 3.46 3.88 4.46 5.07 b.76 KEI 10.43 12.41
0.49 0.78 0.98 FDT 1.70 1.98 F1 27 2.56 3.05 3.b0 F41-774.66 5.32 6.03 ?.98 9.77 12.19 14.44
0 0.57 0.93 1.15 1.64 2.10 2.47 2.64 3.21 3.8] 4.52 5.18 5.75 6.47 7.23 9.42 11.32 13.90 16.28
IO K6fl 1.00 1.27 1.83 2E EE 3.04 3.69 4.41 5.24 5.97 6.60 7.37 $.17 10.56 12.51 15.21 17.68
2S 0.69 1.10 1.40 2.07 2.75 3.30 3.57 4.35 5.22 6.21 7.04 7.76 8.60 9.43 1 12.09 14.09 16.9 t 19.49
5D 0.74 L 17 1.49 2.24 3.03 3.67 3.98 4.87 5.86 7.00 7.88 8.68 9.57 10.431 13.29 15.30 18.22120.87
100 0.78 1.24 1.55 2.34 3. 29 4.03 4.40 5.40 1 6.52 7.79 1 18.73 9.63 ]0.571 11.44 1451 16.511 19.49122.20
200 0.81 1 1.29 I l .63 2.54 1 3.56 EO] 4.82 15.94 7.21 1 8.62 1 9.62 ] 0.601 1 1.60 12.45 i 5.76 17.72 1 20.75 23.49
500 0.8611.3611.71 2.7213.9014.89 5.4016.6918.1519.75 110.83 11.92113.02113.84 17.44 19.31122.39125.16
1000 1 0.89 11.40 11.75 12.84 1 4.15 5.26 5.85 1 7.27 8.89 10.65 1 I L78 12.97 14.121 34.92 1$,75 20.561 23.63 126.42
'The uooer hound of the confidence inlprval at 96%rmnfidance level is the value which 5% of the simulated ouan0e values for a eiven freouencv are oreater than.
- These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval_
Please refer 10 NOAH A!:as 14 Dorumer; for more information_ NOTE: Formatting prevents estimates near zero to appear as zero.
x Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ART' 10 I� 30 60 120 3 6 I2 24 48 4 7 10 20 30 45 60
(years) min min min mi❑ mint min hr hr hr hr hr dfl� day day day day day day
0.35 0.56 0.70 0.95 i.19 ].38 1.48 1.79 12.13 12.59 3.01 13.4] 3.93 4.53 6.09 7.58 19.57 11.46
0 0.41 0.66 0.83 1.15 1.44 1.68 1.79 2.17 2.57 3.13 3.63 1 4.09 4.69 3.37 7.19 8.90 11.20 13.35
510 .77 0.
.48 1 D98 1 1.39 1 2.09 2.24 2.71 3.92 .78 1 3.21 14.51 5.04 1 5.69 6.44 1 8.48 10.32112.771 35.04
10 Q.53 0.85 t.Q7 E.>j 2.0212.392.56 3.1113.71 4.54 VP97 5.77 16.48 1F72_719_497=401 13.961 1b.34
http:llhd sc.nws.noxa.govlcgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 9/312009
[EFT11]
48e
day
7 day
MF60
min min min m
010.3810.60 0.76 11.03 t.29
min
1.50 1.60
1.95 2.31 2.77
day day day day
3.22 3.63 4.18 4.77 6.42 7.93 9.98 11.91
0 0.45 0.72 0.40 1.24 1,56
1.82 1.94
2.35 2.78 3.35
3.58 4.3� 4.98 5.67 7.57 9.33 11.68 13.88
0.52 0.84 1.06 1.31 1.93
2.27
2.432.94
3.49 4.21
4.83
5.3fj:] 6.06 6.81 8.94 10.82 13.32 15.65
10 O.SS 0.92 1.17 ].b9 2.20
2.60
2.79
3.39 4.05 4.88
5.57
6.]] b.9t 7.70 10.02 11.95 14.58 17.00
2S 0.64 1.02 1.29 1.91 2.54
3.04 3.29
4.00 4.80 5.79
6.57 7.25 8.06 8-89 11.47 13.47 16.21 18.73
50 0.68 1.08 1.37 2.06 2.79
3.38 3.66
4.48 5.41 b.51
7.36 8.11 E6:]9.82 12.60 14.b2 17.45 20.04
100 0.71 1.14 1.44 2.20 3.03
3.71 4,04
4.97 6.02 7.25
8.15 8.98 9.89 10.76 13.74 1.5.75 18.65
21.29
200 0.75
1.18
1.49 2.32 3.26
4.03 4.42
5.46 6.66 8.02
8.47 4.88 10.84 11.70
14.90 16.88119.82122.50
500 0.78
1.24
1.56 2.4$ 3.56
4.45
4.92
6.12 7.53 9.06
10.08 11.10 12.12 12.98
16.46
18.36121.35
24.05
1000 0.81 1 1.27 1.59 12.58 1 3.77
4.77
5.31
6.63 8.20 9.88
10.96 12.06 13.13 i 3.98
17.67
19.50122.50
25.22
These precipitation freQuency estimates are based on a psrtiaf auratnn_ser_ies. ARI is the Average Recurrence interval.
Please refer to NOR.4 N!a.* ,4 D3 cLrnent for more information- NOTE: Formattng forces estimates near zero to appear as zero.
X Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AR1'x 5 jl� I5 30 60 120 3 6 12 24 48 4 7 ID 20 30 4�6D(years) min min min min min hr hr hr hr hr day day day day day day day
0
EE 0.66 0.82 1.12 1.40 1.63 177 47 2.12 2.52 2.98 3.46 3.88 4.46 5.07 b.76 KEI 10.43 12.41
0.49 0.78 0.98 FDT 1.70 1.98 F1 27 2.56 3.05 3.b0 F41-774.66 5.32 6.03 ?.98 9.77 12.19 14.44
0 0.57 0.93 1.15 1.64 2.10 2.47 2.64 3.21 3.8] 4.52 5.18 5.75 6.47 7.23 9.42 11.32 13.90 16.28
IO K6fl 1.00 1.27 1.83 2E EE 3.04 3.69 4.41 5.24 5.97 6.60 7.37 $.17 10.56 12.51 15.21 17.68
2S 0.69 1.10 1.40 2.07 2.75 3.30 3.57 4.35 5.22 6.21 7.04 7.76 8.60 9.43 1 12.09 14.09 16.9 t 19.49
5D 0.74 L 17 1.49 2.24 3.03 3.67 3.98 4.87 5.86 7.00 7.88 8.68 9.57 10.431 13.29 15.30 18.22120.87
100 0.78 1.24 1.55 2.34 3. 29 4.03 4.40 5.40 1 6.52 7.79 1 18.73 9.63 ]0.571 11.44 1451 16.511 19.49122.20
200 0.81 1 1.29 I l .63 2.54 1 3.56 EO] 4.82 15.94 7.21 1 8.62 1 9.62 ] 0.601 1 1.60 12.45 i 5.76 17.72 1 20.75 23.49
500 0.8611.3611.71 2.7213.9014.89 5.4016.6918.1519.75 110.83 11.92113.02113.84 17.44 19.31122.39125.16
1000 1 0.89 11.40 11.75 12.84 1 4.15 5.26 5.85 1 7.27 8.89 10.65 1 I L78 12.97 14.121 34.92 1$,75 20.561 23.63 126.42
'The uooer hound of the confidence inlprval at 96%rmnfidance level is the value which 5% of the simulated ouan0e values for a eiven freouencv are oreater than.
- These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval_
Please refer 10 NOAH A!:as 14 Dorumer; for more information_ NOTE: Formatting prevents estimates near zero to appear as zero.
x Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ART' 10 I� 30 60 120 3 6 I2 24 48 4 7 10 20 30 45 60
(years) min min min mi❑ mint min hr hr hr hr hr dfl� day day day day day day
0.35 0.56 0.70 0.95 i.19 ].38 1.48 1.79 12.13 12.59 3.01 13.4] 3.93 4.53 6.09 7.58 19.57 11.46
0 0.41 0.66 0.83 1.15 1.44 1.68 1.79 2.17 2.57 3.13 3.63 1 4.09 4.69 3.37 7.19 8.90 11.20 13.35
510 .77 0.
.48 1 D98 1 1.39 1 2.09 2.24 2.71 3.92 .78 1 3.21 14.51 5.04 1 5.69 6.44 1 8.48 10.32112.771 35.04
10 Q.53 0.85 t.Q7 E.>j 2.0212.392.56 3.1113.71 4.54 VP97 5.77 16.48 1F72_719_497=401 13.961 1b.34
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