SW7110716_HISTORICAL FILE_20110727

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 111614
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
`L 0
YYYYMMDD

EXPRESS
Ow LIMITED LIABILITY COMPANY ANNUAL REPORTJUL 2 7 2011
NAME OF LIMITED LIABILITY COMPANY: Realty VANC, LLC NYC DENR
SECRETARY OF STATE ID NUMBER: 1188296 STATE OF FORMATION: DE Filing Of oa Use Only
REPORT FOR THE YEAR: 2011
SECTION A: REGISTERED AGENT'S INFORMATION Changes
1. NAME OF REGISTERED AGENT: Christopher J. Vaughn
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
235 N. Edgewood Street
Greensboro, NC 27401 Guilford
SECTION B:
1. DESCRIPTION OF NATURE OF BUSINESS:
2. PRINCIPAL OFFICE PHONE NUMBER:
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
263 Wagner Place
Memphis, TN 38103 Shelby
SECTION C: I
NAME:
TITLE:
ADDRESS:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
P.O. Box 540
Greensboro, NC 27402
3. PRINCIPAL OFFICE EMAIL:
5. PRINCIPAL OFFICE MAILING ADDRESS
263 Wagner Place
Memphis, TN 38103
(Enter additional Managers/Members/Organizers in Section E.)
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT Section D must be completed in its entirety by a person/business entity.
SIGNATURE
Form must be signed by a Manager/Member listed under Section C of this form.
Print or Type Name of ManagerlMember
DATE
TITLE
THIS ENTITY DOES NOT QUALIFY FOR THE 2011 ANNUAL REPORT FILING FEE EXEMPTION GRANTED UNDER SL2010-31
SUBIALTSHL5ANNUALRPPnEI3 TF1TBE.BEQUIREQ.FJLINGFEEDF$20
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29525, Raleigh, NC 27626-0525

CivilDesigns, P.A.
3817-C Lawndale Drive
Greensboro, North Carolina 27455
Telephone [phone]
FAX [phone]
Transmittal Letter
To: NCDENR
Express Permitting Section
Attn; Lyn Hardison
943 Washington Square Mall
Washington, NC 27889
Project: Wendy's Havelock
US Highway 70
Havelock, Craven County, NC
We'Cransmit:
( X) herewith
( ) under separate cover
For Your:
( X) approval
( ) review & comment
( ) use
The Following
Consulting Civil and Environmental Engineering
Date: July 27, 2011
Project No.: 11180
EXPRESS
Copies Date Description
4 Site Drawings
4 Calculations
2 Financial Responsibility Form
2 Stormwater Management Permit Application Form
1 Application Fee- Express Review S4000.00
1 Application Fee- Erosion Control $130.00
2 Supporting Documentation
Remarks:
Erosion control plan & stormwater plan for review and approval. Please let us know if you require any
further information. Thank you.
Copies to:
Sincerely,
V. Broderick, PE &

I V
STORM DRAINAGE
EXPRESS and
STORMWATER WETLANDS
[JUL 27 2011 DESIGN CALCULATIONS
NC ®ENR
for
Wendy's Havelock
Owner:
Realty VANC
263 Wagner Place
Memphis, TN 38103
Prepared by:
CivilDesigns, P.A.
3817-C Lawndale Drive
Greensboro, NC 27455
[phone]
_ 12283
:�Cc` •_ 6Q cj
.pBR,oq�e.,,.
Project No. 11 ]80
July 27, 2011

NARRATIVE:
This project involves the construction of a new 3,940 square foot restaurant with drive-thru.
Parking areas and new access drives off of the adjoining service road will also be provided.
Existing built -upon areas (the site is currently developed as self -serve car wash) including an
existing structure, existing pavement, and other site features will be demolished/removed as a
part of this project.
Two BMP's, a grass swale and a stormwater wetlands, will be constructed to capture the runoff
from new built -upon areas. A small amount of new built -upon area (portions of the new drives
and sidewalks along the service road) will not drain to the BMP's. See plan sheet C3.1 for
drainage area delineations. The elevation of these areas as they connect to the existing roadway
are below the elevation of the BMP's making it not possible to get the runoff from these areas
into the BMP's.
SITE SUMMARY:
Site Area: 1.4f acres
Existing Zoning: H-C
River Basin: Neuse, Slocum Creek (see Exhibit F)
Existing Built -Upon Area (car wash) = 0.55 acres (39.3%)
Proposed Built -Upon Area = 0.81 acres (57.9%) 3S 2w
Proposed Stormwater Manangement Device: Grass swale and stormwater wetlands
DESIGN PARAMETERS:
Storm Drainage System:
Designed to pass the 10 year, 24-hour storm
Quality Control (BMP's):
Treat first 1.5" of runoff
Grass Swale:
Designed per State BMP design guidelines
30% Total Nitrogen removal rate per Neuse
Nitrogen Control
River Basin Model Stormwater Program for
The grass Swale was chosen to supplement the TN removal of the stormwater wetland to acheive
required TN reductions.
Stormwater Welland:
Designed for 85% TSS removal per State BMP design guidelines
40% Total Nitrogen removal rate per Neuse River Basin Model Stormwater Program for
Nitrogen Control
The stormwater wetland was chosen for the high TN removal rate and the presence of a
seasonally high water table (approximately 2' below existing grade, see Exhibit G)

DESIGN SUMMARY:
Pre -Developed Conditions:
The site is currently developed as a self -serve car wash with an on -site BMP. The pre -developed
condition was single family residential (see Exhibit A)
Drainage Area- total site = 1.4 acres (no off -site)
CN = 70
Tc = 5 min
1 year, 24-hour peak discharge = 2.0 cfs (see Exhibit A)
Post -Construction Conditions:
0.90 acre of the total 1.4 acre site will drain to the grass Swale, with 0.74 of the 0.81 total built -
upon area draining to the grass swale. -5 c 2 ?j!
1.15 acre of the total 1.4 acre site will drain to the stormwater wetland, with 0.74 of the 0.81 total
built -upon area draining to the stormwater wetland.
0.07t acre of new built -upon area, including the required public sidewalk, will not drain to
stormwaterwetlands due to site elevations. The elevation of these areas as they connect to the
existing roadway are below the elevation of the stormwater wetland making it not possible to et S«
the runoff from these areas into the stormwater wetland. % mo /d [�
PI -Oa
The required water quality volume will be stored within the stormwater wetland. The water be(-,--
quality volume will be discharged through a 1" orifice on the outlet structure which will drai the <✓L nl �i`
volume in 2-5 days. /
Drainage Area to Grass Swale = 0.90 acres (no off -site)
Built -upon are draining to wetland = 0.74 acre
CN = 94
Tc = 5 min
10 year, 24-hour peak discharge = 8.42 cfs (see Exhibit X)
Channel slope = 0.3%
Velocity = 1 fps
Drainage Area to Wetland = 1.15 acres (no off -site)
Built -upon are draining to wetland = 0.74 acre
CN = 94
Tc = 5 min
1 year, 24-hour peak discharge (routed thru wetland) = 1.01 cfs (see Exhibit B)
Drainage Area not draining to swale and wetland = 0.1 acres (no off -site)
Built -upon area not draining to'swale and wetland = 0.03 acre
CN=80
Tc = 3 min
1 year, 24-hour peak discharge = 0.77 cfs (see Exhibit C)

Postdeveloped discharge for 1-year 24 hour storm event will be controlled to a rate less than the
predeveloped rate for the site.
Stormwater Wetland Summary-24-Hour Storm Duration
Condition
Q
Q
1-yr, 24-hr
10-yr, 24-hr
cfs
cfs
Pre -developed
2.00 >/
6.71
Post Construction
1.01
5.15
(area draining to
Swale & wetland)
Post Construction
0.77
1.96
(area not draining to
swale & wetland)
Post Construction
1.78 ,//
7.11
Total
V
Maximum Water
28.5 J
29.4
Elev.
Refer to the following calculations for detailed summaries. The calculations were performed on
"Hydrographs 2004" by Intellisolve (see Exhibits A, B and C).
Storm precipitation data taken from NOAA Atlas 14 for New Bern, NC (see Exhibit E).

STORMWATER WETLANDS
CivilDesigns, P.A.
3817-C Lawndale Drive
Greensboro, NC 27455
[phone]
PROJECT: Wendy's Havelock
PROJECT NO:
11180
CHECKED BY:
KVB
LOCATION: US Highway 70
DATE:
27-Jul-2011
Havelock, NC
REVISED:
TOTAL SITE AREA =
1.40
WATERSHED =
Neuse-Slocum Creek
PROPOSED BUILT UPON AREA =
0.81
FUTURE BUILT UPON AREA =
0.00
TOTAL ON -SITE BUILT UPON AREA =
0.81
PERCENT BUILT -UPON = 57.86%
ON -SITE DRAINAGE AREA TO WETLAND =
1.15
ON -SITE BUA TO WETLAND =
0.74
ONSITE % BUA FOR WETLAND SUB -BASIN = 64.35%
OFF -SITE DRAINAGE AREA TO WETLAND =
0.00
TOTAL WATERSHED AREA TO WETLAND =
1.15
DISTURBED AREA =
0.00
TEMP. SED. STOR. USED Y/N N
DESIGN DATA
COMPOSITE B.U.
%=
64.35
percent
TEMPORARY WATER QUALITY
1.5
rainfall to be controlled
WETLAND DATA
ELEV. @ NORMAL POOL = 27.5
SURFACE AREA =
5062
ELEV. @ WEIR = 28.33
SURFACE AREA =
6017
ELEV. @ TOP OF RISER = 29.5
0
NORMAL POOL ELEVATION =
SURFACE AREA PROVIDED =
27.50
5062 (�
OK
i5Rv= `" 9
IZV=U.CStG�� x 1-4 VOLUMEREQUIRED=
v„iHeg v
VOLUME PROVIDED V s 3G 3o x �d x Pvv xA 3�36
ELEV. @ BOT. OF TWO = 27.50 SURFACE AREA = 5062
/ ELEV. @ TOP OF TWQ = 28.33 SURFACE AREA = 6017
VOLUME PROVIDED = 1 4598
CV a✓ OK
CivilDesigns Page 1 of:

ELEV. @ BOT. OF WATER QUALITY RELEASE HOLE = 27.50
MAXIMUM RELEASE RATE (DAYS) = 2
MINIMUM RELEASE RATE (DAYS) = 5
MAXIMUM HOLE SIZE (IN.)= 0.0110854482902541 1.43
MINIMUM HOLE SIZE (IN.)= 0.00443417931610165 0.90
CivilDesians Pave 2 of

,
p •' \�
t�
Pre -Developed Condition
2002 Aerial Photo

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7
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i
y,4
i

Hydrograph Return Period Recap
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
-------
2.00
-------
-------
-------
6.71
-------
-------
-------
Predeveloped
Proj. file: Pre-developed_24hr_Site2.9pW
Wednesday, Jul 27 2011, 6:09 AM
Hvdraflow Hvdrnnranhs by Infelisnlve

2
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
2.00
3
720
I
4,657
----
------
------
Predeveloped
Pre-developed_24hr Site2.gpw
Return Period: 1 Year
Wednesday, Jul 27 2011, 6:09 AM
Hvdraflnw Hvdmnranhc by Intelisnlve

r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tic method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1.40 ac
= 0.0 %
= USER
= 3.45 in
= 24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.75
0.30
11.80
0.49
11.85
0.82
11.90
1.36
11.95
1.93
12.00
2.00 <<
12.05
1.48
12.10
0.85
12.15
0.48
12.20
0.36
12.25
0.34
12.30
0.32
12.35
0.30
12.40
0.28
12.45
0.26
12.50
0.24
12.55
0.21
Wednesday, Jul 27 2011, 6:9 AM
Peak discharge = 2.00 cfs
Time interval
= 3 min
Curve number
= 70
Hydraulic length
= Oft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 4,657 tuft
( Printed values >= 10% W pp )

4
Hydrograph SummaryReport
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
6.71
3
717
15,164
----
-----
-----
Predeveloped
rP re-develorped_24 h r—S ite2. g pw
Return Period: 10 Year
Wednesday, Jul 27 2011, 6:09 AM
Hvdraflnw Hvdrnnranhc by IntaImMio

5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1.40 ac
= 0.0 %
= USER
= 6.47 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.65
0.83
11.70
1.26
11.75
1.78
11.80
2.48
11.85
3.59
11.90
5.23
11.95
6.71 <c
12.00
6.55
12.05
4.64
12.10
2.58
12.15
1.41
12.20
1.06
12.25
1.00
12.30
0.93
12.35
0.87
12.40
0.80
12.45
0.73
...End
Wednesday, Jul 27 201116:9 AM
Peak discharge = 6.71 cfs
Time interval
= 3 min
Curve number
= 70
Hydraulic length
= Oft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 15,164 cuft
( Printed values>= 10%of Op.)

Exhibit `B"
Post -Developed Condition
Draining to Wetland _

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
-----
4.55
-
-------
9.00
-------
-------
-----
PostDeveloped
2
Reservoir
1
1.01
r
-------
5.15
-------
-------
-------
Wetland Routing
Proj. file: Post- Developed_24hr_Site2—Rev.gpw
Wednesday, Jul 27 2011, 6:11 AM
Hvrimflow Hvdrnoranhs by Infelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.55
3
717
10,907
----
-----
------
PostDeveloped
2
Reservoir
1.01
3
729
10,797
1
28.54
6,078
Wetland Routing
Post- Developed_24hr_Site2_Rev.gp
Return Period: 1 Year
Wednesday, Jul 27 2011, 6:11 AM
Hvdraflow Hvdroarachs by Intelisolve

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PostDeveloped
Wednesday, Jul 27 2011, 6:11 AM
Hydrograph type
= SCS Runoff
Peak discharge
= 4.55 cfs
Storm frequency
= 1 yrs
Time interval
= 3 min
Drainage area
= 1.15 ac
Curve number
= 94
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.0 min
Total precip.
= 3.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.60
0.55
11.65
0.83
11.70
1.19
11.75
1.59
11.80
2.07
11.85
2.79
11.90
3.77
11.95
4.55 <<
12.00
4.24
12.05
2.91
12.10
1.58
12.15
0.84
12.20
0.63
12.25
0.59
12.30
0.55
12.35
0.51
12.40
0.47
..End
Hydrograph Volume = 10,907 cuft
( Printed values = 10% of Op )
3

Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve
Wednesday, Jul 27 2011, 6:11 AM
Hyd. No. 2
Wetland Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.01 cfs
Storm frequency
= 1 yrs
Time interval
= 3 min
Inflow hyd. No.
= 1
Reservoir name
= Wetlands
Max. Elevation
= 28.54 ft
Max. Storage
= 6,078 cuft
Storage Indication method used.
Outflow hydrograph volume = 10,797 cult
Hydrograph Discharge
Table
(Printed values >= 10% of op)
Time Inflow
Elevation
Clv A
Clv B Clv C
Clv D Wr A Wr B Wr C
Wr D Exfil Outflow
(hrs) cfs
ft
cfs
cfs cfs
cfs cfs cfs cfs
cfs cfs cfs
12.00 4.24
28.41
0.24
0.02 -----
----- 0.21 ----- -----
----- ----- 0.23
12.05 2.91
28.49
0.71
0.02 -----
----- 0.67 ----- -----
----- ----- 0.69
12.10 1.58
28.54
0.98
0.02 -----
----- 0.94 ----- -----
----- ----- 0.96
12.15 0.84
28.54 <<
1.02
0.02 -----
----- 0.99 ----- -----
----- ----- 1.01 <<
12.20 0.63
28.54
0.97
0.02 -----
----- 0.94 ----- -----
----- ----- 0.96
12.25 0.59
28.53
0.91
0.02 -----
----- 0.87 ----- -----
----- ----- 0.89
12.30 0.55
28.52
0.85
0.02 -----
----- 0.82 ---- -----
----- ----- 0.84
12.35 0.51
28.51
0.80
0.02 -----
----- 0.76 ----- -----
----- ----- 0.78
12.40 0.47
28.50
0.75
0.02 -----
----- 0.71 ----- -----
----- ----- 0.73
12.45 0.43
28.49
0.71
0.02 -----
----- 0.67 ----- -----
----- ----- 0.69
12.50 0.39
28.49
0.67
0.02 -----
----- 0.63 ----- -----
----- ----- 0.65
12.55 0.35
28.48
0.63
0.02 -----
----- 0.59 ----- -----
----- ----- 0.61
12.60 0.32
28.47
0.59
0.02 -----
----- 0.55 ----- -----
----- ----- 0.57
12.65 0.30
28.47
0.55
0.02 -----
----- 0.52 ----- -----
----- ----- 0.54
12.70 0.29
28.46
0.52
0.02 -----
----- 0.48 ----- -----
----- ----- 0.50
12.75 0.28
28.45
0.49
0.02 -----
----- 0.45 ----- -----
----- ----- 0.47
12.80 0.27
28.45
0.46
0.02 -----
----- 0.43 ----- -----
----- ----- 0.45
12.85 0.26
28.44
0.44
0.02 -----
----- 0.40 ----- -----
----- ----- 0.42
12.90 0.26
28.44
0.41
0.02 -----
----- 0.38 ----- -----
. ----- ----- 0.40
12.95 0.25
28.43
0.39
0.02 -----
----- 0.36 ----- -----
----- ----- 0.38
13.00 0.24
28.43
0.37
0.02 -----
----- 0.34 ----- -----
----- ----- 0.36
13.05 0.23
28.43
0.35
0.02 -----
----- 0.32 ----- -----
----- ----- 0.34
13.10 0.22
28.42
0.34
0.02 -----
----- 0.31 ----- -----
----- ----- 0.33
13.15 0.21
28.42
0.32
0.02 -----
----- 0.29 ----- -----
----- ----- 0.31
13.20 0.21
28.42
0.31
0.02 -----
----- 0.28 ----- -----
----- ----- 0.30
13.25 0.20
28.42
0.29
0.02 -----
----- 0.26 ----- -----
----- ----- 0.29
13.30 0.20
28.41
0.28
0.02 -----
----- 0.25 ----- -----
----- ----- 0.27
13.35 0.19
28.41
0.27
0.02 -----
----- 0.24 ----- -----
----- ----- 0.26
13.40 0.19
28A1
0.26
0.02 -----
----- 0.23 ----- -----
----- ----- 0.25
13.45 0.18
28.41
0.25
0.02 -----
----- 0.22 ----- -----
----- ----- 0.24
13.50 0.18
28.41
0.24
0.02 -----
----- 0.21 ----- -----
----- ----- 0.24
13.55 0.17
28.40
0.24
0.02 -----
----- 0.21 ----- -----
----- ----- 0.23
13.60 0.17
28.40
0.23
0.02 -----
----- 0.20 ----- -----
----- ----- 0.22
13.65 0.17
28.40
0.22
0.02 -----
----- 0.19 ----- -----
----- ----- 0.21
13.70 0.16
28.40
0.21
0.02 -----
----- 0.18 ----- -----
----- ----- 0.21
13.75 0.16
28,40
0.21
0.02 -----
----- 0.18 ----- -----
----- ----- 0.20
13.80 0.15
28.40
0.21
0.02 -----
----- 0.18 ----- -----
----- ----- 0.20
13.85 0.15
28.40
0.20
0.02 -----
----- 0.18 ----- -----
----- ----- 0.20
Continues on next page...

5
Wetland Routing
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C
Clv D Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs cfs cfs cfs cfs
cfs
13.90
0.15
28.39
0.20
0.02 -----
----- 0.17 ----- ----- ----- -----
0.20
13.95
0.14
28.39
0.20
0.02 -----
----- 0.17 ----- ----- ----- -----
0.19
14.00
0.14
28.39
0.20
0.02 -----
----- 0.17 ----- ----- ----- -----
0.19
14.05
0.14
28.39
0.19
0.02 -----
----- 0.17 ----- ----- ----- -----
0.19
14.10
0.13
28.39
0.19
0.02 -----
----- 0.16 ----- ----- ----- -----
0.19
14.15
0.13
28.39
0.19
0.02 -----
----- 0.16 ----- ----- ----- -----
0.18
14.20
0.13
28.39
0.19
0.02 -----
----- 0.16 ----- ----- ----- -----
0.18
14.25
0.13
28.38
0.18
0.02 -----
----- 0.16 ----- ----- ----- -----
0.18
14.30
0.13
28.38
0.18
0.02 -----
----- 0.15 ----- ----- ----- -----
0.18
14.35
0.13
28.38
0.18
0.02 -----
----- 0.15 ----- ----- ----- -----
0.17
14.40
0.13
28.38
0.18
0.02 -----
----- 0.15 ----- ----- ----- -----
0.17
14.45
0.12
28.38
0.17
0.02 -----
----- 0.15 ----- ----- ----- -----
0.17
14.50
0.12
28.38
0.17
0.02 -----
----- 0.14 ----- ----- ----- -----
0.17
14.55
0.12
28.38
0.17
0.02 -----
----- 0.14 ----- ----- ----- -----
0.16
14.60
0.12
28.38
0.17
0.02 -----
----- 0.14 ----- ----- ----- -----
0.16
14.65
0.12
28.37
0.16
0.02 -----
----- 0.14 ----- ----- ----- -----
0.16
14.70
0.12
28.37
0.16
0.02 -----
----- 0.14 ----- ----- ----- -----
0.16
14.75
0.12
28.37
0.16
0.02 -----
----- 0.13 ----- ----- ----- -----
0.16
14.80
0.12
28.37
0.16
0.02 -----
----- 0.13 ----- ----- ----- -----
0.15
14.85
0.11
28.37
0.16
0.02 -----
----- 0.13 ----- ----- ----- -----
0.15
14.90
0.11
28.37
0.15
0.02 -----
----- 0.13 ----- ----- ----- -----
0.15
14.95
0.11
28.37
0.15
0.02 -----
----- 0.13 ----- ----- ----- -----
0.15
15.00
0.11
28.37
0.15
0.02 -----
----- 0.12 ----- ----- ----- -----
0.15
15.05
0.11
28.37
0.15
0.02 -----
----- 0.12 ----- ----- ----- -----
0.14
15.10
0.11
28.37
0.15
0.02 -----
----- 0.12 ----- ----- ----- -----
0.14
15.15
0.11
28.36
0.14
0.02 -----
----- 0.12 ----- ----- ----- -----
0.14
15.20
0.11
28.36
0.14
0.02 -----
----- 0.12 ----- ----- ----- -----
0.14
15.25
0.10
28.36
0.14
0.02 -----
----- 0.11 ----- ----- ----- -----
0.14.
15.30
0.10
28.36
0.14
0.02 -----
----- 0.11 ----- ----- ----- -----
0.14
15.35
0.10
28.36
0.14
0.02 -----
----- 0.11 ----- ----- ----- -----
0.13
15.40
0.10
28.36
0.14
0.02 -----
----- 0.11 ----- ----- ----- -----
0.13
15.45
0.10
28.36
0.13
0.02 -----
----- 0.11 ----- ----- ----- -----
0.13
15.50
0.10
28.36
0.13
0.02 -----
----- 0.11 ----- ----- ----- -----
0.13
15.55
0.10
28.36
0.13
0.02 -----
----- 0.11 ----- ----- ----- -----
0.13
15.60
0.10
28.36
0.13
0.02 -----
----- 0.10 ----- ----- ----- -----
0.13
15.65
0.09
28.36
0.13
0.02 -----
----- 0.10 ----- ----- ----- -----
0.12
15.70
0.09
28.35
0.13
0.02 -----
----- 0.10 ----- ----- ----- -----
0.12
15.75
0.09
28.35
0.12
0.02 -----
----- 0.10 ----- ----- ----- -----
0.12
15.80
0.09
28.35
0.12
0.02 -----
----- 0.10 ----- ----- ----- -----
0.12
15.85
0.09
28.35
0.12
0.02 -----
----- 0.10 ----- ----- ----- -----
0.12
15.90
0.09
28.35
0.12
0.02 -----
----- 0.09 ----- ----- ----- -----
0.12
15.95
0.09
28.35
0.12
0.02 -----
----- 0.09 ----- ----- ----- -----
0.12
16.00
0.09
28.35
0.12
0.02 -----
----- 0.09 ----- ----- ----- -----
0.11
16.05
0.08
28.35
0.12
0.02 -----
----- 0.09 ----- ----- ----- -----
0.11
16.10
0.08
28.35
0.11
0.02 -----
----- 0.09 ----- ----- ----- -----
0.11
16.15
0.08
28.35
0.11
0.02 -----
----- 0.09 ----- ----- ----- -----
0.11
16.20
0.08
28.35
0.11
0.02 -----
----- 0.09 ----- ----- ----- -----
0.11
16.25
0.08
28.35
0.11
0.02 -----
----- 0.08 ----- ----- ----- -----
-0.11
16.30
0.08
28.35
0.11
0.02 -----
----- 0.08 ----- ----- ----- -----
0.11
16.35
0.08
28.34
0.11
0.02 -----
----- 0.08 ----- ----- ----- -----
0.10
16.40
0.08
28.34
0.11
0.02 -----
----- 0.08 ----- ----- ----- -----
0.10
Continues on next page...

A
Wetland Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.45 0.08 28.34 0,10 0.02 ----- ----- 0.08 ----- ----- ----- ----- 0.10
... End

Pond Report
7
Hydraflow Hydrographs by Intelisolve Wednesday, Jul 27 2011, 6:11 AM
Pond No. 1 - Wetlands
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 27.50 5,062 0 0
0.50 28.00 5,655 2,679 2,679
1.50 29.00 6,883 6,269 8,948
2.50 30.00 8,167 7,525 16,473
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 15.00
1.00
0.00
0.00
Crest Len (ft)
= 3.00 4.00
0.00
0.00
Span (in)
= 15.00
1.00
0.00
0.00
Crest El. (ft)
= 28.33 28.90
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.30 3.30
0.00
0.00
Invert El. (ft) = 27.50
27.50
0.00
0.00
Weir Type
= Broad Broad
--
---
Length (ft)
= 215.00
1.00
0.00
0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 0.50
0.50
0.00
0.00
N-Value
= .010
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n/a
Yes
No
No
Exfiltration = 0.000 inlhr (Contour) Tailwater Elev.
= 0.00 ft
Note. Culveworitice outllows have been analyzed under inlet and outlet control. Weir riser
checked for orifice wnditions.
Stage I Storage I Discharge
Table
Stage
Storage Elevation
Civ A
Clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D
Exfil
Total
ft
cuft ft
cfs
cfs
cfs cfs cfs
cfs cfs
cfs
cfs
cfs
0.00
0 27.50
0.00
0.00
--- --- 0.00
0.00 ---
---
---
0.00
0.05
268 27.55
0.00
0.00
--- --- 0.00
0.00 ---
---
---
0.00
0.10
536 27.60
0.01
0.01
-- --- 0.00
0.00 -
---
--
0.01
0.15
804 27.65
0.01
0.01
-- --- 0.00
0.00 ---
---
---
0.01
0.20
1,072 27.70
0.01
0.01
-- --- 0.00
0.00 ---
---
---
0.01
0.25
1,340 27.75
0.01
0.01
--- --- 0.00
0.00 ---
---
---
0.01
0.30
1,608 27.80
0.01
0.01
-- --- 0.00
0.00 ---
---
---
0.01
0.35
1,875 27.85
0.01
0.01
--- --- 0.00
0.00 ---
--
---
0.01
0.40
2,143 27.90
0.02
0.02
--- --- 0.00
0.00 ---
---
---
0.02
0.45
2,411 27.95
0.02
0.02
--- --- 0.00
0.00 --
---
---
0.02
0.50
2,679 28.00
0.02
0.02
--- -- 0.00
0.00
--
0.02
0.60
3,306 28.10
0.02
0.02
--- --- 0.00
0.00 ---
---
--
0.02
0.70
3,933 28.20
0.02
0.02
--- --- 0.00
0.00 ---
---
---
0.02
0.80
4,560 28.30
0.02
0.02
--- --- 0.00
0.00 ---
---
---
0.02
0.90
5,187 28.40
0.21
0.02
-- -- 0.18
0.00 ---
---
---
0.21
1.00
5,814 28.50
0.73
0.02
--- --- 0.69
0.00 ---
---
---
0.71
1.10
6,441 28.60
1.42
0.02
--- --- 1.39
0.00 ---
---
---
1.41
1.20
7,068 28.70
2.26
0.02
--- --- 2.23
0.00 --
---
---
2.25
1.30
7,694 28.80
3.13
0,02
--- --- 3.10
0.00 --
--
--
3.12
1.40
8,321 28.90
3.85
0.02
--- --- 3.83
0.00 ---
---
---
3.85
1.50
8,948 29.00
4.65
0.01
--- --- 4.22
0.42 ---
---
---
4.65
1.60
9,701 29.10
5.27
0.01
--- --- 4.13
1.13 ---
--
---
5.27
1.70
10,453 29.20
5.59
0.01
-- -- 3.99
1.59 ---
---
---
5.59
1.80
11,206 29.30
5.84
0.01
--- --- 3.91
1.92 ---
---
---
5.84
1.90
11,958 29.40
6.06
0.01
--- --- 3.86
2.19 ---
---
---
6.06
2.00
12,711 29.50
6.26
0.00
--- -- 3.83
2.42 --
---
---
6.25
2.10
13,463 29.60
6.44
0.00
--- --- 3.82
2.62 --
--
--
6.44
2.20
14,216 29.70
6.62
0.00
--- --- 3.82
2.79 ---
---
---
6.62
2.30
14,968 29.80
6.79
0.00
--- --- 3.83
2.95 --
---
---
6.79
2.40
15,721 29.90
6.95
0.00
--- --- 3.84
3.10 ---
--
--
6.94
2.50
16,473 30.00
7.11
0.00
--- --- 3.87
3.24 ---
--
--
7.11

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyde)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
9.00
3
717
22,552
----
------
------
PostDeveloped
2
Reservoir
5.15
3
723
22,440
1
29.08
9,555
Wetland Routing
Post-Developed_24hr_Site2_Rev.gpw
Return Period: 10 Year
Wednesday, Jul 27 2011, 6:11 AM
Hvdraflow Hvdronranhs by Intelisolve

Hydrograph Report
HydraFlow Hydrographs by Intelisolve Wednesday, Jul 27 2011, 6:11 AM
Hyd. No. 1
PostDeveloped
Hydrograph type
= SCS Runoff
Peak discharge
= 9.00 cfs
Storm frequency
= 10 yrs
Time interval
= 3 min
Drainage area
= 1.15 ac
Curve number
= 94
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.0 min
Total precip.
= 6.47 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.60
1.16
11.65
1.74
11.70
2.48
11.75
3.29
11.80
4.24
11.85
5.64
11.90
7.54
11.95
9.00 <<
12.00
8.34
12.05
5.70
12.10
3.08
12.15
1.64
12.20
1.22
12.25
1.14
12.30
1.06
12.35
0.98
12.40
0.91
...End
Hydrograph Volume = 22,552 cult
( Printed values= 10%of dp.)
7

Hydrograph Report 10
HydraFlow Hydrographs by Intelisolve
Hyd. No. 2
Wetland Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 1
Max. Elevation = 29.08 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
Wednesday, Jul 27 2011, 6:11 AM
= 5.15 cfs
= 3 min
= Wetlands
= 9,555 cuft
Storage Indication method used.
Outflow hydrograph volume = 22,440 cuft
Hydrograph Discharge Table
( P^°1ed values, 10% of up)
Time Inflow Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(hrs) cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
cfs
11.75 3.29
28.48
0.61
0.02
----- ----- 0.58 ----- -----
----- ----
0.60
11.80 4.24
28.56
1,14
0.02
----- ----- 1.11 ----- -----
----- -----
1.13
11.85 5.64
28.66
1.91
0.02
----- ----- 1.88 ----- -----
----- -----
1.90
11.90 7.54
28.78
2.94
0.02
----- ----- 2.91 ----- -----
----- -----
2.93
11.95 9.00 <<
28.92
3.98
0.02
----- ----- 3.90 0.07 -----
----- -----
3.98
12.00 8.34
29.03
4.85
0.01
----- ----- 4.19 0.65 -----
----- -----
4.85
12.05 5.70
29.08 <<
5.15
0.01
----- ----- 4.15 0.99 -----
----- -----
5.15 <<
12.10 3.08
29.06
5.05
0.01
----- ----- 4.16 0.87 -----
----- -----
5.05
12.15 1.64
29.00
4.67
0.01
----- ----- 4.22 0.44 -----
----- -----
4.67
12.20 1.22
28.92
4.02
0.02
----- ----- 3.91 0.09 -----
----- -----
4.02
12.25 1.14
28.85
3.47
0.02
----- ----- 3.45 0.00 -----
----- -----
3.47
12.30 1.06
28.79
3.01
0.02
----- ----- 2.98 ----- -----
----- -----
3.00
12.35 0.98
28.74
2.57
0.02
----- ----- 2.54 ----- -----
----- -----
2.56
12.40 0.91
28.69
2.22
0.02
----- ----- 2.18 ----- -----
----- -----
2.20
12.45 0.83
28.66
1.93
0.02
----- ----- 1.90 ----- -----
----- -----
1.91
12.50 0.75
28.63
1.68
0.02
----- ----- 1.65 ----- -----
----- -----
1.67
12.55 0.67
28.61
1.47
0.02
-----. ----- 1.45 ----- -----
----- -----
1.47
12.60 0.62
28.59
1.32
0.02
----- ----- 1.29 ----- -----
----- -----
1.31
12.65 0.59
28.57
1.19
0.02
----- ----- 1.16 ----- -----
----- -----
1.18
12.70 0.56
28.55
1.08
0.02
----- ----- 1.05 ----- -----
----- -----
1.07
12.75 0.55
28.54
0.99
0.02
----- ----- 0.96 ----- -----
----- -----
0.98
12.80 0.53
28.53
0.91
0.02
----- ----- 0.88 ----- -----
----- -----
0.90
12.85 0.51
28.52
0.85
0.02
----- ----- 0.81 ----- -----
----- -----
0.83
12.90 0.49
28.51
0.79
0.02
----- ----- 0.75 ----- -----
----- -----
0.77
12.95 0.47
28.50
0.74
0.02
----- ----- 0.70 ----- -----
----- -----
0.72
13.00 0.46
28A9
0.70
0.02
----- ----- 0.66 ----- -----
----- -----
0.68
13.05 0.44
28.49
0.67
0.02
----- ----- 0.63 ----- -----
----- -----
0.65
13.10 0.42
28.48
0.64
0.02
----- ----- 0.60 ----- -----
----- -----
0.62
13.15 0.41
28.48
0.61
0.02
----- ----- 0.57 ----- -----
----- -----
0.59
13.20 0.40
28.47
0.58
0.02
----- ----- 0.55 ----- -----
----- -----
0.57
13.25 0.39
28.47
0.56
0.02
----- ----- 0.52 ----- -----
----- -----
0.54
13.30 0.38
28.46
0.54
0.02
----- ----- 0.50 ----- -----
----- -----
0.52
End

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Jul 27 2011, 6A 1 AM
Pond No. 1 - Wetlands
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Irl Storage (tuft)
Total storage (tuft)
0.00
27.50
5,062
0
0
0.50
28.00
5,655
2,679
2,679
1.50
29.00
6,883
6,269
8,948
2.50
30.00
8,167
7,525
16,473
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 15.00
1.00
0.00
0.00
Crest Len (ft)
= 3.00 4.00
0.00
0.00
Span (in)
= 15.00
1.00
0.00
0.00
Crest El. (ft)
= 28.33 28.90
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.30 3.30
0.00
0.00
Invert El. (ft) = 27.50
27.50
0.00
0.00
Weir Type
= Broad Broad
---
---
Length (ft)
= 215.00
1.00
0.00
0.00
Multistage
= Yes Yes
No
No
Slope (%)
= 0.50
0.50
0.00
0.00
N-Value
= .010
.013
.000
..000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= hie
Yes
No
No
Exfiltration = 0.000 ini (Contour) Tailwater Elev. = 0.00 it
Note'. CulverVOrifice
outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions,
Stage 1 Storage I Discharge
Table
Stage
Storage Elevation
CIv A
Clv B
Clv C
CIv D Wr A
Wr B Wr C
Wr D
Exfil
Total
It
tuft ft
cfs
cfs
cis
cis cis
cis cfs
cis
cis
cis
0.00
0 27.50
0.00
0.00
--
--- 0.00
0.00 --
---
---
0.00
0.05
268 27.55
0.00
0.00
---
--- 0.00
0.00 ---
---
---
0.00
0.10
536 27.60
0.01
0.01
---
--- 0.00
0.00 ---
---
---
0.01
0.15
804 27.65
0.01
0.01
--
--- 0.00
0.00 ---
---
-
0.01
0.20
1,072 27.70
0.01
0.01
---
--- 0.00
0.00 ---
---
--
0.01
0.25
1,340 27.75
0.01
0.01
---
--- 0.00
0.00 ---
---
---
0.01
0.30
1,608 27.80-
0.01
0.01
---
--- 0.00
0.00 ---
---
--
0.01
0.35
1,875 27.85
0.01
0.01
---
--- 0.00
0.00 ---
---
-
0.01
0.40
2,143 27.90
0.02
0.02
--
--- 0.00
0.00 ---
---
---
0.02
0.45
2,411 27.95
0.02
0.02
---
--- 0.00
0.00 ---
---
---
0.02
0.50
2,679 28.00
0.02
0.02
---
--- 0.00
0.00 ---
--
---
0.02
0.60
3,306 28.10
0.02
0.02
---
--- 0.00
0.00 --
--
---
0.02
0.70
3,933 28.20
0.02
0.02
---
-- 0.00
0.00 --
---
---
0.02
0.80
4,560 28.30
0.02
0.02
---
--- 0.00
0.00 ---
---
---
0.02
0.90
5,187 28.40
0.21
0.02
---
--- 0.18
0.00 ---
---
---
0.21
1.00
5,814 28.50
0.73
0.02
---
--- 0.69
0.00 --
---
--
0.71
1.10
6,441 28.60
1.42
0.02
---
-- 1.39
0.00 ---
--
--
1.41
1.20
7,068 28.70
2.26
0.02
--
--- 2.23
0.00 ---
---
---
2.25
1.30
7,694 28.80
3.13
0.02
---
--- 3.10
0.00 ---
---
---
3.12
1.40
8,321 28.90
3.85
0.02
---
--- 3.83
0.00 --
---
---
3.85
1.50
8,948 29.00
4.65
0.01
---
--- 4.22
0.42 ---
---
--
4.65
1.60
9,701 29.10
5.27
0.01
---
--- 4.13
1.13 ---
---
--
5.27
1.70
10,453 29.20
5.59
0.01
---
--- 3.99
1.59 ---
--
--
5.59
1.80
11,206 29.30
5.84
0.01
--
--- 3.91
1.92 --
---
---
5.84
1.90
11,958 29.40
6.06
0.01
---
--- 3S6
2.19 ---
--
---
6.06
2.00
12,711 29.50
6.26
0.00
---
--- 3.83
2.42 ---
---
---
6.25
2.10
13,463 29.60
6.44
0.00
---
--- 3.82
2.62 ---
---
---
6.44
2.20
14,216 29.70
6.62
0.00
--
--- 3.82
2.79 --
---
--
6.62
2.30
14,968 29.80
6.79
0.00
---
--- 3.83
2.95 ---
---
---
6.79
2.40
15,721 29.90
6.95
0,00
---
--- 3.84
3.10 ---
---
---
6.94
2.50
16,473 30.00
7.11
0,00
---
--- 3.87
3.24 ---
---
--
7.11

Exhibit "C"
Post -Developed Condition
Not Draining to Wetland

Hydrograph Return Period Recap
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
---- --
0.77
-------
--------
-------
1.96
------
-------
-----
Postdeveloped
Proj. file: Post-Developed_24hr_Site2_nonwetland_Rev.gpw
Wednesday, Jul 27 2011, 6:16 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
0.77
1
716
1,359
----
------
------
Postdeveloped
Post-Developed_24hr_Site2_nonwet
aftl&tevRjpied: 1 Year
Wednesday, Jul 27 2011, 6:16 AM
Hvdraflow Hydroqraphs by Intelisolve

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdeveloped
Wednesday, Jul 27 2011, 6:16 AM
Hydrograph type
= SCS Runoff
Peak discharge
= 0.77 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 0.25 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 3.0 min
Total precip.
= 3.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
11.62
0.09
12.18
0.09
11.63
0.10
12.20
0.09
11.65
0.11
12.22
0.09
11.67
0.13
12.23
0.09
11.68
0.14
12.25
0.08
11.70
0.16
12.27
0.08
11.72
0.18
12.28
0.08
11.73
0.20
12.30
0.08
11.75
0.22
11.77
0.24
11.78
0.27
...End
11.80
0.31
11.82
0.37
11.83
0.42
11.85
0.49
11.87
0.55
11.88
0.62
11.90
0.69
11.92
0.77
11.93
0.77 <<
11.95
0.69
11.97
0.58
11.98
0.46
12.00
0.35
12.02
0.23
12.03
0.15
12.05
0.12
12.07
0.10
12.08
0.10
12.10
0.10
12.12
0.10
12.13
0.10
12.15
0.10
12.17
0.09
Hydrograph Volume = 1,359 cuft
( Prow values >= 10% or pp.)
3

4
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1.96
1
715
3,580
----
------
------
Postdeveloped
Post-Developed_24hr_Site2_nonwet
afttft d: 10 Year
Wednesday, Jul 27 2011, 6:16 AM
Hvdraflow Hvdrooraohs by Intelisolve

62
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdeveloped
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 0.25 ac
= 0.0 %
= USER
= 6.47 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
11.58
0.22
12.15
0.23
11.60
0.26
12.17
0.22
11.62
0.30
12.18
0.22
11.63
0.34
12.20
0.21
11.65
0.38
12.22
0.21
11.67
0.42
12.23
0.20
11.68
0.47
12.25
0.20
11.70
0.51
11.72
0.56
11.73
0.61
...End
11.75
0.66
11.77
0.72
11.78
0.80
11.80
0.91
11.82
1.04
11.83
1.18
11.85
1.33
11.87
1.48
11.88
1.64
11.90
1.79
11.92
1.96 <<
11.93
1.94
11.95
1.70
11.97
1.43
11.98
1.12
12.00
0.84
12.02
0.56
12.03
0.37
12.05
0.28
12.07
0.25
12.08
0.24
12.10
0.24
12.12
0.23
12.13
0.23
Wednesday, Jul 27 2011, 6:16 AM
Peak discharge = 1.96 cfs
Time interval
= 1 min
Curve number
= 80
Hydraulic length
= Oft
Time of conc. (Tc)
= 3.0 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 3,580 cult
( Printed values>= 10%of QP.)

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Wendy's Havelock
Comment: Grass Swale
Solve For Depth
Given Input Data:
Bottom Width..... 4.00 ft
Left Side Slope.. 5.00:1 (H:V)
Right. Side Slope. 5.00:1 (H:V)
Manning's n...... 0.060
Channel Slope.... 0.0030 ft/ft
Discharge........ 8.42 cfs
Computed Results:
Depth............
velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.97 ft v- 4
0.98 fps
8.56 sf
13.68 ft
13.88 ft
0.43 ft
0.0780 ft/ft
0.22 (flow is
Subcritical)
Open Channel Flow Module, Version 3.43 (c:) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Hydrograph Return Period Recap
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
2-Yr
D-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
------
4.27
------
-------
-------
8. 22
------
-------
------
Postdeveloped
Proj. file: Post-Developed_24hr Site2_Swale.gpw
Wednesday, Jul 27 2011, 6:17 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.27
1
717
9,389
---
------
------
Postdeveloped
Post-Developed_24hr Site2_Swale.
pReturn Period: 1 Year
Wednesday, Jul 27 2011, 6:17 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Report
HydraFlow Hydrographs by Intelisolve
Hyd. No. 1
Postdeveloped
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
0.90 ac
= 0.0 %
= USER
3.45 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
11.58
0.44
12.15
0.57
11.60
0.51
12.17
0.55
11.62
0.60
12.18
0.54
11.63
0.70
12.20
0.53
11.65
0.80
12.22
0.52
11.67
0.91
12.23
0.51
11.68
1.02
12.25
0.50
11.70
1.13
12.27
0.48
11.72
1.25
12.28
0.47
11.73
1.36
12.30
0.46
11.75
1.48
12.32
0.45
11.77
1.60
12.33
0.44
11.78
1.74
11.80
1.90
11.82
2.10
...End
11.83
2.34
11.85
2.60
11.87
2.90
11.88
3.21
11.90
3.54
11.92
3.89
11.93
4.14
11.95
4.27 <<
11.97
4.22
11.98
3.96
12.00
3.57
12.02
3.06
12.03
2.51
12.05
1.96
12.07
1.49
12.08
1.13
12.10
0.89
12.12
0.73
12.13
0.63
Wednesday, Jul 27 2011, 6:17 AM
Peak discharge = 4.27 cfs
Time interval
= 1 min
Curve number
= 94
Hydraulic length
= Oft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 9,389 cult
( Printed values >= 10%of 0p.)
KI

4
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
8.42
1
717
19,414
----
-----
------
Postdeveloped
Post-Developed_24hr_Site2_Swale.
pRieturn Period: 10 Year
Wednesday, Jul 27 2011, 6:17 AM
Hvdraflnw Hvdrnnranhs by Intelisnlve

5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Postdeveloped
Wednesday, Jul 27 2011, 6:17 AM
Hydrograph type
= SCS Runoff
Peak discharge
= 8.42 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.90 ac
Curve number
= 94
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.0 min
Total precip.
= 6.47 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
11.58
0.94
12.15
1.12
11.60
1.09
12.17
1.07
11.62
1.27
12.18
1.05
11.63
1.47
12.20
1.03
11.65
1.68
12.22
1.00
11.67
1.91
12.23
0.98
11.68
2.14
12.25
0.96
11.70
2.37
12.27
0.94
11.72
2.60
12.28
0.91
11.73
2.83
12.30
0.89
11.75
3.06
12.32
0.87
11.77
3.30
12.33
0.85
11.78
3.57
11.80
3.89
11.82
4.27
...End
11.83
4.73
11.85
5.25
11.87
5.82
11.88
6.43
11.90
7.07
11.92
7.72
11.93
8.20
11.95
8.42 <<
11.97
8.32
11.98
7.77
12.00
6.99
12.02
5.99
12.03
4.90
12.05
3.83
12.07
2.91
12.08
2.21
12.10
1.74
12.12
1.41
12.13
1.22
Hydrograph Volume = 19,414 cult
( Printed values = 10%of on)

Precipitation Frequency Data Server
S" Page 1 of 4
POINT PRECIPITATION,,
(b
FREQUENCY ESTIMATES F
FROM NOAA ATLAS 14 'a. ,,..r
North Carolina 35.010 N 77.279 W 9 feet
from "Precipitation -Frequency Atlas ofthe United States' NOAA Atlas 14, Volume 2, Version 3
G.M. Bormin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: To Jul 22 2011
Confidence Limits SeasonaGIS data
Maps
Docs
Return to State Map
Prect Ration Frequency Estimates (inches
ARI
(years)
5
min
10
min
IS
min
30
min
60
mm
120
min
3 hr
6 hr
12 hr
24 hr
48 hr
4 day
7 day
10
d�
20
d�
30
d�
45
dii�
60
d�
I�
0.48
0.76
0.95
1.30
1.63
1.95
2.10
2.54
2.99
3.45
4.00
4.52
5.28
5.99
8.06
9.95
12.41
14.92
�2
0.56
O. 99
1.12
I.55
1.94
2.35
2.53
3.06
3.61
4.19
4.85
5.47
6.37
7.17
9.61
11.82
14.6R
17.62
0.64
1.03
1.30
1.85
2.37
2.93
3.17
3.83
4.54
5.42
6:23
6.95
8.00
8.89
11.69
14.22
17.52
20.78
10
0.72
1.16
L47
2.12
2.77
3.49
3.8I
4.62
5.50
6.47
7.41
8.19
9.35
10.31
13.40
16.15
19.R(>
23.30
25
0.82
1.30
1.65
2.45
3.26
4.23
4.67
5.67
6.80
8.03
9.20
9.99
11.30
12.35
15.82
I8.80
23.13
26.75
50
0.90
L43
1.80
2.72
3.68
4.R9
5.46
6.65
8.03
9.37
10.76
1152
12.93
14.05
17.82
20.91
25.77
29.46
100
0.97
L54
1.95
2.98
4.11
5.57
6.29
7.70
9.35
10.86
12.50
13.20
14.69
15.86
19.91
23.08
28.53
32.20
200
1.04
L65
2.08
3.25
4.55
6.32
7.21
8.R6
10.83
12.52
14.46
15.02
I6.58
17.81
22.12
25.32
31.39
34.99
SOO
113
1.79
2.26
3.59
5.16
Z36
8.54
10.54
13.00
15.01
17.41
17.87
19.32
20.61
25.24
28.39
35.37
38.74
1000
1:22
1.92
2.41
3.90
5.69
R.30
9.77
I2.10
15.04
17.15
19.96
20.33
21.62
22.91
27.77
30.80
38.54
41.64
These precipitation frequency, estimates are based on a penial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 IS 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day I day 11 day day 11 day 11 day
=I
0.52
0.83
1.04
1.42
1.77
2,15
2.34
2.84
3.37
3.83
4.45
4.96
5.78
6.55
8.73
10.1
13.34
15.94
0.61
0.97
1.22
1.69
2.12
2.58
2.81
3.42
4.05
4.66
5.3
66.00
6.97
7.85
10.41
12.73
15.78
88.82
0
0.70
I.1 I
1.41
2.00
2.57
3.21
3.51
4.28
5.10
6.01
6.93
7.63
8.76
9.71
12. 77
H3fl
18.83
22.18
10
0.79
L26
L59
2.31
3.00
3.83
4,21
5.15
6.18
7.15
R.23
8.98
10.24
11.26
1451
17.37
21.34
24.86
25
0.89
1.41
1.79
2.65
3.53
4.62
5.14
6.31
7.62
8.85
10.19
10.95
12.36
13.48
17.13
20.22
24.87
28.53
50
0.97
EE
L96
Efl
3. 99
5.35
6.01
EE
8.96
10.33
11.92
12.63
14.16
15.36
19.30
22.52
27.75
31.44
100
I.OS
1.67
2.11
3.23
4.45
6.09
6.92
8.54
00.43
11.98
13.87
14.48
16.10
17.37
21.62
24.92
30.76
34.45
200
1.13
1.79
2.26
3.52
4.94
6.90
7.93
9.81
12.07
13.81
I6.07
16.52
18.22
19.56
24,09
27.41
33.92
37.54
500
1.23
1.95
2.46
3.91
5.61
8. 55
9.41
11.68
14. 99
66. 11
99.45
19.76
2136
22.76
27.63
30.86
38.40
41.78
1000
1.33
2.09
2.62
4.25
6.21
9.11
10.79
13.44
16.77
19.05
22.44
22.63
24.04
25.44
30.57
33.62
42.07
45.11
' The upper
bound of
the confldenca
interval
at
90% confidence
level
is the value
which
5%of the
simulated
ouantile values
for
a oiven frequency
are
areater than.
- These preciptation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatlinq prevents estimates near zero to aooear as zero
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 IS 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
it
(years) min min min min min min hr hr hr hr day day day day day day day
©
0.44
0.70
0.8R
1.20
ISO
1.78
1.92
2.31
2.70
3.13
3.63
4.13
4.R5
5.50
7.47
9.29
11.62
14.01
�0.51
0.82
1.03
1.43
1.79
2.15
2.31
2.78
3.25
3.R1
4.39
5.00
5.84
6.60
8.91
11,074
13.75
16.54
0.5I
0.94
1.20
1.70
2.18
2.67
2.88
3.47
4.08
4.92
5.62
6.34
7.32
8.16
10.81
13.27
16.38
19.49
10
0.67
1.06
1.35
1.95
2.54
3.I8
3.46
4.17
4.92
5.84
6.66
245
8.53
9.43
12.36
15.03
18.52
21.81
25
0.75
Lr�9
I.I.^I
2.23
2.97
3.83
4.21
5.09
6A4
7.19
8.2I
9.03
IOr�25
11�24
14r�52
17�44
21�48
24��95
httn- //hd ac. nws. nna a.env/ce i-bin/h dsc/bui l dout. nerl?tvoe=nf&units=us&series=nd&statena... 7/22/201 1

Precipitation Frequency Data Server t-, Q Page I of 3
POINT PRECIPITATION
FREQUENCY ESTIMATES s
j FROM NOAA ATLAS 14
North Carolina 35.026 N 77.295 W 22 feet
from "Precipitation -Frequency Atlas of the United States' NOAA Atlas 14, Volume 2, Verson 3
G.M. Bonnio, D. Martin, B. Lin, T. Parzybok, M.Yekm, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Jul 22 2011
Confidence Limits
Seasonality
Related Info
GIS data
Maps
Dors
Return to State Map
eci itation Intensity Estimates
m r
ARI*
(years)
5 min
10
10
�����
IS
m5
30
mm
60
6
I20
I2
3 hr
6 hr
12
hr
11
24
hr
!Lr
48
hr
4
d�
7
Z
10
d�
20
L0
❑❑
30
45
d�
60
da
-
�1
5.70
4.55
3.R0
2.60
1.62
0.97
0.70
0.42
0.25
0.14
O.OR
0.05
0.03
0.02
0.02
0.01
0.01
0.01
0
6.67
5.34
4.47
3.09
1.94
1.17
O.R4
0.51
0.30
0.17
0.10
0.06
0.04
0.03
0.02
0.02
0.01
0.01
O
7.66
6.14
5.17
3.68
2.36
1.46
1.05
0.64
0.E7
0.22
0.13
0.07
0.05
0.04
0.02
0.02
0.02
0.01
10
8.66
67937
5.84
4,23
2.7E
1,74
1.26
0.77
0.45
0.27
0.15
0.08
0.06
0.04
0.03
0.02
0.02
0.02
25
9.77
7.79
6.58
4.87
3.25
2.10
1.55
0.94
0.56
073E
0.19
0.10
0.07
0.05
0.03
0.03
0.02
0.02
50
10.70
8.52
7.19
5.42
3.67
2.4E
1.81
1.10
0.66
0.39
0.22
(1.12
0.08
0.06
0.04
0.03
0.02
0.02
100
F 1-5 81
9.20
7Ej
5.94
4.09
2.77
2.08
1.28
0.77
0.45
0.26
FO 141
0.09
0.07
0.04
0.0E
0.03
0.02
200
22.46
9.88
831
6.47
4,5E
3.14
273E
L47
0.8E
0.52
0.3
O0.16
0.10
0.07
0.05
0.0E
070E
0.02
50
133.56
10.72
9.00
7.16
571E
3.66
2,8E
1,75
1.07
0.62
0.36
0.18
0.11
0.09
0.05
0.04
0.03
0.03
1000
14.56
I L46
975E
7.77
5.67
471E
372E
2.01
I.24
0.71
0.41
0.21
071E
070E
0.06
0.04
0.04
070E
' These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr It hr hr hr day day day day ILday day I day
=
6.22
4.97
4.14
2.84
1.77
107
0.77
0.47
0.28
0.16
0.09
0.05
0.03
0.03
0.02
0.01
0.01
0.01
=
772 67
5.80
4.86
3.36
2.11
L
079E
0.57
0.33
071E
0.11
0.06
0.04
070E
0.02
0.02
0.01
0.01
8.72
6.67
5.62
379E
2.56
1.60
1.16
0.71
0.42
0.25
0.14
0.0R
0.05
4
0.0E
0.02
0.02
0.02
1 07
9.41
Z52
6.34
4.60
2.99
1.90
1.40
0.86
0.51
0.30
0.17
FO 0-91
0.06
0.05
070E
0.02
0.02
0.02
25
10.G0
8.45
7.14
572E
3.52
2.30
1.70
1.05
0.63
0.37
0.21
0.11
0.07
0.06
0.04
0.03
0.02
0.02
7507
11.60
9.24
7.80
5.87
3.98
2.66
1.99
172E
0.74
074E
0.2E
0.13
0.0
00.06
0.04
0.03
0.03
0.02
100
12.56
9.98
R.41
6.44
4.44
370E
272E
1.42
0.86
0.50
072E
0.15
0.10
0.07
0.04
070E
0.03
0.02
2-0 07
13.52
10.72
9.02
7.02
4.92
3 43
276E
176E
0.99
0.57
073E
0.17
ED
0.08
0.05
0.04
0.03
O 03
F5-0i
11.66
9.79
777E
575E
4.00
3.12
1.94
171E
0.69
0.40
0.20
0.13
0.09
0.06
0.04
0.04
0.0E
1000
I5.88
12.50
10.46
8.47
6.18
475E
3.57
272E
1.38
077E
0.46
0.23.
0.14
O.II
0.06
0.05
0.04
070E
The upper bound of the conedence interval at 90% confidence level is the value which 5%of the simulated quantile values for a given frequency are greeter than.
"These precipitation frequency estimates are based on a radial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE. Formatting Prevents estimates near zero to ai as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5 10 IS 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr It hr hr hr day day day 11 day 11 day 11 day 11 day
�1
5.24
471E
374E
273E
174E
078E
0.64
0.38
0.22
071E
0.08
0.04
070E
0.02
0.02
0.01
0.01
0.01
�2
6.14
4.91
4.12
2.R5
1.78
1.07
0.77
0.46
O.P7
07167
070 97
0.05
070E
0.03
0.02
0.02 1
0.01
0.01
7.04
5. 44
4.76
3.38
2.17
173E
0.95
EE
0.34
0.20
0.12
0.07
0.04
FO 0-31
0.02
0.02
0.02
0.01
10
Z96
6.36
5.3E
E E
2.5E
L58
E E
076 97
0.41
0.24
0.14
0.08
0.05
0.04
070E
0.02
0.02
0.02
25
8.92
7.10
6.00
4.45
ED
1,90
L39
0.84
0.50
E0j
EE
070E
ED
0.05
9fl
0.02
0.02
0.02
httn•//hAcr nwv: nnaa onv/r.ai_hin/h rlcr/hnilr9nnt narl9ivne=iA&Qr.Units=nsRrseries=nriXcstaten... 7/22/2011

NEUSE RIVER BASIN
Name of Stream
Subbasin
Stream Index Number
Map Number
Class
Slocum Creek
NEU10
27-112
H31NW9
SC;Sw,NSW
Smith Creek
NEUO1
-12-2-(1)
C24SE1
C; NSW
Smith Creek
NEU01
27-12-2-(2)
C24SEI
WS-IV;NSW
Smith Creek
NEU01
27-12-2-(3)
C24SW6
WS-IV;NSW,CA
Smith Creek
NEU02
27-23-(1)
D25NW1
WS-II;HQW,NSW
Smith Creek
NEU02
27-23-(2)
D25NW1
C;NSW
Smith Creek
NEU10
27-129-7-(1)
G32SW4
SC;HQW,NSW
Smith Creek
NEU10
27-129-7-(2)
G32SW8
SC;NSW
Smith Creek
NEU13
27-150-14
G32NW5
SC;Sw,HQW,NSW
Smith Creek (Wake Forest Reservoir)
NEU02
27-23-(1.5)
D25NW1
WS-II;HQW,NSW,CA
Smith Gut
NEU10
27-114
H31NE2
SC;Sw,NSW
Smith Mill Run
NEU06
27-57-21
F27NW4
WS-IV;NSW
Snake Branch
NEU10
27-123-4-2
H31NE9
SA;HQW,NSW
Snake Gut
NEU14
27-149-4-2-4
G33SE9
SA;ORW,NSW
Snake Hole Branch
NEU05
27-84-4
F29SW5
C;Sw,NSW
Snipes Creek
NEU06
27-57-12
D25SE9
C;NSW
Sound Bay
NEU13
27-151
G32NE6
SA;HQW,NSW
South Bay
NEU10
27-143-1
G33SW7
SA;HQW,NSW
South Canal
NEU10
27-112-1-1-1-2
H31SW1
C;Sw,NSW
South Flat River
NEU01
27-3-3
B22SE7
WS-III;NSW
South Fork Coles Branch
NEU02
27-33-3-1
D23SE8
C;NSW
South Fork Little River
NEU01
27-2-21-2
C22NW3
WS-II;HQW,NSW
South Prong Bay River
NEU13
27-150-3
G31NEB
SC;Sw,NSW
South Prong Coxes Creek
NEU05
27-70-2
G27NEI
C;NSW
South River
NEU10
27-135
H32NE5
SA;HQW,NSW
Southeast Prong Beaverdam Creek
NEU02
27-33-15-2
D24SW6
C;NSW
Southwest Creek
NEU10
27-135-9
H32NE8
SA;HQW,NSW
Southwest Creek (Kellys Pond)
NEU05
27-80
G28NE2
C;Sw,NSW
Southwest Fork
NEU13
27-150-6-2
G32SW1
SC;Sw,NSW
Southwest Prong Beaverdam Creek
NEU02
27-33-15-1
D24SW5
C;NSW
Southwest Prong Lewis Creek
NEU14
27-149-3-1
H33NE5
SA;ORW,NSW
Southwest Prong Slocum Creek
NEUSO
27-112-1
H31SW2
C;Sw,NSW
Sowell Run
NEU07
27-86-21-2
P28NW9
C;Sw,NSW
Bps Branch
NEU10
27-115-7-1
H31NE8
SC;Sw,NSW
Speight Branch
NEU02
27-43-3.5
E23NE3
WS-III;NSW
Spice Creek
NEU10
27-141-3-1
G32SW3
SA;HQW,NSW
Spring Branch
NEU02
27-23-4-1
D24NE3
C;NSW
Spring Branch
NEU06
27-57-20
E26SW9
C;NSW
Spring Branch
NEU05
27-80-5
G28NE4
C;Sw,NSW
Spring Branch
NEU07
27-86-17-3
F28NW4
C;Sw,NSW
Spring Creek
NEU13
27-150-2r-1
G32SE1
SA;HQW,NSW
Squirrel Creek
NEU05
27-75
G28NW1
WS-IV;Sw,NSW
Steep Hill Branch
NEU03
27-43-15-16
E24SE6
C;NSW
Still Branch
NEU05
27-69
G27NW3
B;NSW
Still Gut
NEU10
27-115-7-3
H31NES
SC;Sw,NSW
Still Gut
NEU10
27-115-8-1
H31NE4
SC;Sw,NSW
Stirrup Iron Creek
NEU02
27-33-4-2
D23NE7
C;NSW
Stone Creek
NEU04
27-52-5
F25SW1
C;NSW
Stoney Creek
NEU05
27-62
F27NW4
C;NSW
Stoney Run
NEU05
27-62-0.5
F27NW5
C;NSW
Stony Branch
NEUO8
27-94
G30NW5
C;Sw,NSW
Stony Creek
NEU01
27-2-13-(1)
C22SE5
C;NSW
Stony Creek
NEU01
27-2-13-(2)
C22SE8
WS-IV;NSW
Page 19 of 23 2011-07-16 07:24:02

ECS CAFZOLINAS, LLP "Setting the Standard for Service"
. Geotechnical • Construction Materials • Environmental • Facilities NC Raglstmd Engimenng F4rn F-1078
May 25, 2011
Mr. Don Nichols
Carlisle Corporation
263 Wagner Place
Memphis, Tennessee 38103
Reference: Report of Infiltration Testing
Proposed Wendy's
Havelock, Craven County, North Carolina
ECS Project No. 22.16811
Dear Mr. Nichols:
ECS Carolinas, LLP (ECS) recently conducted infiltration testing for the proposed
stormwater best management practice (BMP) area at the proposed Wendy's site in
Havelock, Craven County, North Carolina. This letter, with attachments, is the report of
our testing.
Field Testing
On May 24, 2011, ECS conducted an exploration of the subsurface soil and
groundwater conditions at two requested location shown on the attached Test Location
Plan (Figure 1). The borings were field located utilizing a boring location plan provided
by Civil Designs, PA. The purpose of this exploration .was to obtain subsurface
information of the in -place soils for the proposed stormwater BMP area. ECS explored
the subsurface soil and groundwater conditions by advancing a hand auger boring into
the existing ground surface at the requested boring locations. ECS visually classed
the subsurface soils and obtained representative samples of each soil type
encountered. ECS also recorded the groundwater level and the seasonal high water
table (SHWT) observed at the time of the hand auger borings. The attached Infiltration
Testing Form provides a summary of the subsurface conditions encountered at the
hand auger boring locations.
The groundwater level and the SHWT were estimated at the boring locations below the
existing grade elevation. A summary of the findings are as follows:
ECS has conducted infiltration testing utilizing a compact constant head permeameter
near the hand auger borings to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT. If the SHWT is
less than three feet, the tests are conducted at ten inches below the surface elevation.
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T: 910-686-9114 • F: 910-686-9666 • www.ecslimited.com
ECS Capitol Services, PLLC • ECS Carolinas, LLP • ECS Florida. LLC • ECS Midwest, LLC • ECS Mid -Atlantic, LLC - ECS Southeast, LLC • ECS Texas, LLP

Report of Infiltration Testing
Proposed Wendy's
Havelock, Craven County, North Carolina
ECS Project No. 22.16811
May 25, 2011
Field Test Results
Below is a summary of the infiltration test results:
'Location
Description
Depth
Inchest,
hour
1
Gray silty SAND
10 inches
0.37
2
Gray/orange sandy CLAY
10 inches
0.035
Infiltration rates and SHWT may vary within the proposed site due to changes in
elevation and subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with
those normally employed in assessments of this type. ECS's testing of site conditions has
been based on our understanding of the project information and the data obtained during
our field activities.
ECS appreciates the opportunity to provide our services to you on this project. If you
have any questions concerning this report or this project, please contact us at (910) 686-
9114.
Respectfully,
ECS CAROLINAS, LLP
1Y,&6,Vk �41�
K. Brooks Wall
Project Manager
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
ukd
Walid M. Sobh, P.E.
Principal Engineer

'47 "%
CIL
.............
5
021
ri
0 APPROXIMATE BORING LOCATIONS
Proposed Wendy's
Havelock, NC
ECS Project # 22.16811
May 24,2011
KBW
C1
Figure I— Boring Location Plan
Provided by: Civil Designs, PA

Infiltration Testing Form
Proposed Wendy's Site,
Havelock, Craven County, North Carolina
ECS Project No. 22.16811
May 25, 2011
Location Depth
1 0-24"
24"-48"
48"-60"
Soil Description
Gray silty SAND
Gray/orange clayey SAND
Gray/orange sandy CLAY
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Infiltration Rate: 0.37 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 50 inches below the existing grade
elevation.
Location Depth Soil Description
2 0-10" Gray silty SAND
10"-60" Gray/orange sandy CLAY
Seasonal High Water Table was estimated to be at 20 inches below the
existing grade elevation.
Infiltration Rate: 0.035 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 50 inches below the existing grade
elevation.