SW8100901_APPLICATION_20100820

Stormwater Design
for
Parrot Landing Subdivision
Onslow County
August 17, 2010
RSC Project No. 1002430
Engineering, PIIC
Engineer:
Randall Edens, PE
16310USHwy 17
Hampstead, NC 28443
910-270-9599
Developer:
Parrott Landing Inc.
PO Box 1174
Swansboro, NC 28584

Table of Contents
1. Stormwater application form (Form SWU-101) —one original, one copy
2. Deed Restrictions & Protective Covenants (Form DRPC-3) — one original, one copy
3. Wet Detention Basin Supplement — Basin A
4. Wet Detention Basin Supplement — Basin B
5. Level Spreader Supplement — Level Spreader A
6. Level Spreader Supplement — Level Spreader B
7. Wet Detention Basin O&M Agreement — Basin A
8. Wet Detention Basin O&M Agreement — Basin B
9. Level Spreader O&M Agreement — Level Spreader A
10. Level Spreader O&M Agreement — Level Spreader B
11. Narrative for Parrot Landing Subdivision
12. USGS Map
13. Calculations
14. Soils Map
15.Soils Report by Applied Resource Management ``cC 8 V
16. Property Deed L A(1G 2 0 ?010
17. Department of Secretary of State documentation

Narrative
for
Parrot Landing Subdivision
Project Description:
The purpose of this project is to develop 10.3 acres into a 34 lot residential townhouse
subdivision located on Queens Creek Road in Hubert, NC. The property has been
conditionally rezoned to R-10CZ to allow for described development. Due to conditional
rezoning, the developer is limited to only developing the approved rezoning plan. The
total area of the proposed development is 10.3 acres. A portion of the property is
located within a Zone X flood area. The wetlands have been delineated by Applied
Resource Management and are shown on the plat. There will be no development within
the wetlands and they are to remain in their natural state. The open space shall be
dedicated and maintained by the Home Owners Association.
The property is located within '/2 mile of and drains to SA and HQW waters (Parrot
Swamp). The overall proposed density is 15.8% impervious surface which makes it a
high density development. The attached storm water plan proposes to use (2) wet
detention ponds (Onsite Basin A and Onsite Basin B) along with vegetated filter strips to
treat and convey storm water. The proposed development shall be completed in
phases as noted on the plans. Phase 1 will consist of the 5 buildings located along
Queens Creek Road and the pump station. Onsite Basin B, Level Spreader B and
associated appurtenances will be installed to support Phase 1 construction and build
out. Grading, utilities, paving and buildings located above the Phase 1 line will be
included in the first phase of construction. Phase 2 will consist of the remaining 3
buildings and the balance of Parrot Lane. Onsite Basin A, Level Spreader A and
associated appurtenances will be installed to support Phase 2 construction and build
out. Phase 2 shall be completed after Phase 1 is finished. The calculations and
supporting design of bmp's are included in the submittal.
Utilities:
Water and sewer will be provided by ONWASA. Design and specifications for both
have been approved by ONWASA and are currently being permitting through the state.
Jones Onslow will be providing electrical service to the site. The roads will be paved
and shall be privately owned and maintained.
AUG 2 0 2010

Impervious Area Calculations
RECEIVED
AUG 202010
BY:

Parrot Landing Revised 1211=10
Post -Developed Impervious Information
Basin "A" total to Pond
Area (SF)
Total Basin Area
31388
0.72 Ac
Cover Description
Buildings
8,667.00
Road Asphalt
10,185.00
Concrete Walk
1,026.00
19,878.00
0.46 Ac
Total Impervious =
0.46 Ac
% Impervious =
63.33%
On Site
106078.00
Off Site
18534.00
Total Basin Area
124612.00
2.86
Cover Description
Buildings
14,001.00
Road Asphalt
31,384.00
Concrete Walk
2,874.00
Gravel Drive/Pump Station
3,801.00
Off site Impervious
6,722.00
58,782.00
1.35
Total Impervious =
1.35
% Impervious =
47.17%
Project Impervious Information
Total Project Impervous Calculation
Area (SF)
Property Area
448511
10.30 Ac
Cover Description
Buildings
22,668.00
Road Asphalt
41,569.00
Concrete Walk
3,900.00
Gravel Drive/Pump Station
3,801.00
71,938.00
1.65 Ac
Total Impervious =
1.65 Ac
%Impervious =
16.04%
d
DEC 0 2 2010
BY:.
12/1/2010 Page 1

RECEIVED
NOV 2 2 2010
"ONSITE BASIN A" Wet Detention Pond Calculations BY:--------__
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
8-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 31338.00 SgFI Basins A"
Impervious Drainage Area 19878.00 SgFt Value from CAD
Impervious Cover 63.43% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)'100%
Elevation of Permanent Pool Surface
10.0
FT
Value selected by designer
Average Depth of Permanent Pool
3.0
FT
Value selected by designer
Elevation of Wet Detention Pond Bottom not
6.0
FT
(Bottom Elevation)=(Permanent Pool Surface
including V sediment storage
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
90
FT
Value from CAD
A roximate Pond Width
26
FT
Value from CAD
Lan ih:Wltlth Retl0
3:1
Ratio= Len th 1 Width : f
oe..� 1, d come oar,, for onw_ TSS Remova! 7380 Value from chart. Reference: "90% TSS
..y".. "....... _..........._. _" .- . __ .."..._. _.
Removal
Required Permanent Pool Surface Area 2,313 SF Required Surface Area=(Required SAIDA
Ratio)'(Total Drainage Area)
Provided Permanent Pool Surface Area 3,508 SF Interpolated value from stage -storage
calculations
Required 1.5" Runoff Volume (Volume of 1,621.4 CF 1.5" Runoff Volume-1.5 inch'Rv'1 foaU12
Temporary Pool) inch"(Total Drainage Area)
Post Runoff Coefficient, Rv
0.621
IN/IN
Rv=0.05.0.009'(%Impervious)
Pre Post Runoff Volume (Volume of Temporary
5,710.0
CF
I year 24 hour Runoff Volume=3630'3.83"Rv -
Pool)
Rv'(Total Drainage Area)
Value from stage -storage calculations
Volume Below Permanent Pool
6,445
CF
(cumulative pond volume at permanent pool
elevation)
T...er Vchume er Overflow cie..eu..n
5755
CF
Temporary Volume Provided at Pond Overflow
Elevation
Runoff Volume Elevation 11.24 FT Value is interpolation based upon stage -storage
values. See stage -storage calculations
Step 4: Verity that time required to drawdown the f -inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
1.120
IN
Value chosen by designer
Overflow elevation
11.24
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Overflow
Total Elevation Head Above Orifice
1.24
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Driving Head Above Orifice)=[(Elevation at
Driving Head Above Orifice
0.4
FT
Overflow Volume) -(Elevation of Permanent Pool
Surface)]/3
Cd, Coefficient of Discharge
0.60
Value chosen by designer
O, Flowrate Through Low -flow Orifice
0.02
CFS
O=Cd-(Pi)"((Diameter of Orifice) "(1 11112
;,, vnou•ro•oa ovn,:.-:.,,. u,..-„urn
I Drawdown Time for 1.5-Inch Runoff 3.15 DAYS
Revised 11/5/2010

NOV 2 2 2010
Wet Detention "ONSITE BASIN A" Calculations
Stage -Storage Calculations for Proposed Wet Detention Pond
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
0.5' above and 0.5' below Permanent Poo 10
Side Slope below planted shelf 1.5
Incremental and cumulative storage of the wet detention pond per contour interval
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
CF
10.0
3,508
0
0 Permanent Pool
11.0
5,389
4,449
4,449
11.24
5,495
1,306
5,755 Treatment Volume
12.15
6,346
5,388
11,142
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
5.0
741
0
0 -Bottom Elev.
6.0
914
828
828
7.0
1,104
1,009
1,837
8.0
1,312
1,208
3,045
9.5
1,539
2,139
5,183
10.0
3,508
1,262
6,445 -Permanent Pool
11.0
5,389
4,449
10,894
12.15
6,346
6,748
17,641
Forebay Only (20% of Total Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
5.0
148
0
0
6.0
183
166
166
7.0
221
202
367
8.0
262
242
609
9.5
308
428
1,037
10.0
702
252
1,289 �ForebayVolume
Average Pond Depth Calculation
[0.25 x (1+ Abot_shelf / Aperm_pool)] + [((Abot_shelf + Abot_pond) /2) x (Depth / Abot_shelf)]
3.15 Avgerage Depth
Revised 11/5/2010

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T.�-PF-� - �T p � �.� o� S�rv.►rfre r
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NOV 2 2 Z010
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NOV 2 2 2010
"ONSITE BASIN B" Wet Detention Pond
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
8-teat, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 124612.00 SgFt Basins "B"
Impervious Drainage Area 58782.00 SgFt Value from CAD
Impervious Cover 47.17 % Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)"100%
Elevation of Permanent Pool Surface
5.8
IFT
Value selected by designer
Average Depth of Permanent Pool
4.5
IFT
Value selected by designer
Elevation of Wet Detention Pond Bottom not
-1.0
FT
(Bottom Elevation)=(Permanent Pool Surface
including l'sediment storage
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
90
FT
Value from CAD
A roximate Pond Width
26
FT
Value from CAD
Len ih:Wldth Ratio
3:1
Ratio= Len th / Width :I
aen„fired same mean fnr on i TSQ aemn„ni a a7 Value from chart. Reference: "90% TSS
.._I_..---'-_...._.._ I— - - '--�
Removal
Required Permanent Pool Surface Area 4,573 SF Required Surface Area=(Required SAIDA
Ratio) "(Total Drainage Area)
Provided Permanent Pool Surface Area 4,880 SF Interpolated value from stage -storage
calculations
Required 1.5" Runoff Volume (Volume of
4,927.9
CIF
1.5"Runoff Vo1ume=l.5inch"Rv"I foo1112
Temporary Pool)
inch *(Total Drainage Area)
Step 2b: Determine the 1 year 24 hour pre post runoff elevation within the wet detention
pond. (use larger of 2a or 2b)
Pre Runoff Coefficient, Rv
0.050
INIIN
Rv=0.05+0.009"(51 Impervious)
Post Runoff Coefficient, Rv
0.475
INIIN
Rv=0.05+0.009"(%Impervious)
Pre Post Runoff Volume (Volume of Temporary
16,885.1
CIF
I year 24 hour Runoff Volume=3630"3.83"Rv -
Pool)
Rv'(Total Drainage Area)
Value from stage -storage calculations
Volume Below Permanent Pool
12.064
CIF
(cumulative pond volume at permanent pool
elevation)
Tnmr vnwme of Overflow cresenn
rs 915
co
Temporary Volume Provided at Pond Overflow
Elevation
Runoff Volume Elevation 8.21 FT Value is interpolation based upon stage -storage
values. See stage -storage calculations
Diameter of Proposed Low -flow Orifice
1.500
IN
Value chosen by designer
Overflow elevation
8.21
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Overflow
Total Elevation Head Above Orifice
2.41
FT
Elevation) -(Elevation of Permanent Pool
Surface)
(Driving Head Above Orifice)=((Elevation at
Driving Head Above Orifice
0.8
FT
Overflow Volume) -(Elevation of Permanent Pool
Surface)1/3
Cd, Coefficient of Discharge
0.60
Value chosen by designer
O,FlowrateThrough Low -flow Orifice
0.05
CFS
O=Cd"(Pi)"((Diameter of Orifice) "(I102
in) 214' 2"32.2*(Driving Head 12
Drawdown Time for 1.5-Inch Runoff
3.70
DAYS
(Drawdown Time)=(I.5" Runoff Volume)/0'(1

Wet Detention "ONSITE BASIN B" Calculations
Stage -Storage Calculations for Proposed Wet Detention Pond
determine the storage capacity and characteristics of the proposed wet detention pond.
Pond side slope above Permanent Pool 3
0.5' above and 0.5' below Permanent Pat 10
Side Slope below planted shelf 1.5
incremental and cumulative storage of the wet detention pond per contour interval
StagelStorage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
5.8
4,880
0
1 0 -Permanent Pool
6.3
6,347
2,807
2,807
8.0
7,928
12,134
14,941
8.21
8,426
14,109
16,915 Treatment Volume
9.00
9,238
21,040
23,847
10.00
10,564
18,492
33,433
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
-2.0
669
0
0 Bottom Elev.
•1.0
833
751
751
0.0
1,015
924
1,674
1.0
1,215
1,115
2,789
2.0
1,433
1,324
4,113
3.0
1,669
1,551
5,665
4.0
1,923
1,796
7,461
5.0
2,196
2,060
9,521
5.3
2,486
702
10,223
5.8
4,880
1,841
12,064 Permanent Pool
6.3
6,347
2,807
14,871
9.0
7,928
19,271
34,142
10.11
10,564
10,263
44,405
Forebay Only
(20%of Total Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
-1.0
178
0
0
0.0
217
197
197
1.0
259
238
435
2.0
306
283
718
3.0
356
331
1,049
4.0
411
384
1,433
5.0
469
440
1,872
5.3
531
150
2,022
5.8
1,042
393
2,415 Forebay Volume
Average Pond Depth Calculation
[0.25 x (1+ Abot_shelf / Aperm-pool)] + [((Abot_shelf + Abot-pond) /2) x (Depth / Abot_shelf))
4.58 Avgerage Depth

RECEIVED
NOV 2 2 2010
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DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Parrot Landing Subdivision
2. Location of Project (street address):
772 Oueens Creek Road
City:Hubert County:NC Zip:28539
3. Directions to project (from nearest major intersection):
NC 24 to Oueens Creek Road. Property will be down on the right.
4. Latitude:34* 67 047" N Longitude:77° 18' 911" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* []Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. if this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 4.89 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
AUG 202010
Form SWU-101 Version 07Jun2010 Page I of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the oroiect):
Applicant/Organization: Parrott landing, Inc.
Signing Official & Title:Greg Maready, Agent
b.Contact information for person listed in item la above:
Street Address:126 Phillips Loop Road
City:Swansboro State:NC Zip:28584
Mailing Address (if applicable):PO Box 1174
City:Swansboro State:NC Zip:28584
Phone: [phone] Fax: ( )
Emafl:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if
Phone:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State:
Phone: ( ) Fax:
Email:
4. Local jurisdiction for building permits:
Point of
Phone #:
AUG 2 0 2010
Form SWU-101 Version 07Jun2010 Page 2 of 6

IV. PROJECT INFORMATION
1. in the space provided below, hELefly summarize how the stormwater runoff will be treated.
Stormwater runoff will be captured and treated via (2) wet detention ponds and then released via filter
strip/vegetated swales
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area:10.3 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:10.3 acres
Total project area shall be calculated to exclude thefollowing: the normal pool of imppo�u�nded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =15.83 %
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information , i
,
DrairiageAreaA
Drains a Area B
Drains a Area 7
'Drain a Area ' ``
Receiving Stream Name
Parrot Swamp
Parrot Swam
Stream Class .
SA; HQW
SA; HQW
Stream Index Number'
19-41-164
1941-164
Total Drainage Area (so
31388
124612
On -site Drainage Area (so
0
106078
Off -site Drainage Area (so
0
18534
Pro osed Impervious Area"" s
19878
58782
% Impervious Area" total
63.33
47.17
Impervious" Surface Area , .
Drains' a Area A'
Drainage Area
Driiita eArea.Drafty
Area
On -site Buildings/Lots (so
8667
14001
On -site Streets (so
10185
30827
On -site Parkin (so
0
0
On -site Sidewalks (so
1026
2414
—�
Other on -site (so
0
3896
1 1
Future (so
0
1 0
1 1 mirlo
A Inin
Off -site (so
0
1 7644
-Existing BUA'," (so
0
1 0
Total so:
1 19878
1 58782
" Stream Class and Index Number can be determined at: ham://portal.ncdenr.orgAvebAvg&s/csu/classi cations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07Jun2010 Page 3 of

***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. as built survey
Protects in Union County: Contact DWQ Central Office staffto check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from hqR://portal.ncdenr.org/web/­wg/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from hhp://Rortal.ncdenr.org/web/wq/ws/su/statesw/forms dots. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at h2R://portal.ncdenr.org/web/wg/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdennorg/web/wq/ws/su/statesw/forms dots.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants CA q
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreements) for each BMP.
4. Permit application processing;fee of $505 payable to NCDENR. (For an Express review, refer to
htt ://www.envhelp.org/12alzes/onestopexl2ress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the rh
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend. RE -'VED
e. North arrow.
f. Scale.
g. Revision number and dates. AUG 2 2010
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW lin ipJ'tdal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
I. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
Form SWU-101 Version 07Jun2010 Page 4 of 6

o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 3371 Page No: 251_
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hgR:/ /www.secretary.state.nc.us/Corporations/CSearch.asi2x
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed; and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be,downloaded from
httn://portalmcdentorg/web/wq/ws/su/statesw/forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
Vlll. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional' information).
Consulting Engineer: W. Randall Edens, PE
Consulting Firm: RSC Engineerink, PLLC
Mailing Address:16310 US Hwy 17
City:Hampstead State:NC Zip:28443
Phone: [phone] Fax: [phone]
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name ofperson listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
AUG 2 0 2010
Form SWU-101 Version 07Jun2010 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signatu
a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in Contact Information, item la) Greg Maready
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protectiv4covenawill be recorded, and that the proposed project complies with the requirements of the
applicable stod 15 NCAC 2H.1000, SL 2006-246 (Ph. II -Post Construction) or SL 2008-211.
Signature: Date:1, a Notary Pub ' for the State of NDj� �( 1':� I111 . County of
lIll(��{� -do hereby certify that t mo u (,uL4 personally appeared
before me this a day of AIA a isl- 201D and acknowledge thp due execuggn of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My cbminission expires
RECEIVED
AUG 2 0 2010
BY: ---
Form SWU-101 Version 07Jun2010 Page 6 of 6

pplied Resource Management, FC.
29 July, 2010
RSC Engineering
Attn: Mr. Randall Edens, P.E.
16310 US Hwy 17
Hampstead, NC 28443
Re: Storm Water Evaluation
Parrott Landing
Mr. Edens,
FREV-00-MRD
AUG 202010
BY:
Please find below a report referencing a soil and site evaluation for the above referenced
site, located on Queen's Creek road near Swansboro, North Carolina.
1.0 Introduction/Purpose
The purpose of the soil and site evaluation was to determine the feasibility of
disposing and/or storing storm water within appropriate storm water devices located
on the site. '
2.0 Methods
(Refer to Appendix A and Figure 1)
The site was evaluated using hand auger borings. Auger borings were made at
varying locations throughout the site to a depth of at least 60 inches and profile
descriptions recorded. The seasonal high water table was determined by the
indication of redoximorphic features and/or colors of chroma 2 or less (Munsell
Color Book) at >2% of the soil volume in mottles or matrix of a horizon or horizon
subdivision.
The saturated hydraulic conductivity (K.) of the unsaturated portion of the soil
profile was measured using a Compact Constant Head Permeameter. These in situ
measurements of saturated hydraulic conductivity were obtained in accordance with
the Compact Constant. Head Permeameter User's Manual by Kam„ Inc. Field work
was conducted at the site on July 22, 2010.
P.O. Box 882
Hampstead, NC 28443
910.270,2919
FAX [phone]

29 July 2010
3.0 Results/Findings
(Refer to Appendix A and Figure 1)
The site was determined to contain soils with a seasonal high water table that
ranged from 32 inches to 70 inches from the natural soil surface. In -situ saturated
hydraulic.conductivity measurements within the proposed area range from 0.03 -
0.15 inches per hour at a depth of 30 inches to 49 inches in the unsaturated portion
of the soil profile. (Refer to Table 1)
Table 1
Soil
Boring/
CCHP
Seasonal High Water
Table
Ksat (in/hr)
1
70 inches
0.15
2
32 inches
0.03
Arithmetic Mean
0.09
Geometric Mean
0.07
4.0 Limitations
The areas analyzed as part of this investigation only provide isolated data sets and
points and do not represent subsurface conditions at every location in the project
area. Analyses and conclusions of this report, interpretation between data points,
and subjective subsurface interpretation, may not be completely representative of
all subsurface conditions.
This investigation, furthermore does not provide conclusive data on limits of impact
or other interpolations where indicated by question marks or where otherwise
qualified.
Conclusions and recommendations of this investigation and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation. No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution
of the existing project. °'

29 July 2010
Should you have any questions or concerns please do not hesitate to contact me at
[phone].
Sincerely,
SOIL Sc7�
Walter D. Giese, LSS
Project Manager
yT 274
NOMH C
3

ender County, North Carolina
pepperbush, switchcane, waxmyrlle, blueberry,
la greenbrier. Some areas have been clearcut,
tched, bedded, and planted to lobloily pine. Logging
hen this soil Is wet causes compaction, creates deep
Is. and damages tree roots.
This soil provides good habitat for wildlife, such as
!er, raccoon, fox, rabbit, bobcat, opossum, squirrel,
id birds.
Where: this soil is drained and cultivated, the main
cps are corn, soybeans, and small grains. Seasonal
9tness and slow permeability are the main limitations.
etness can be reduced by land grading that helps to
move excess surface water and by open ditches.
Mervation tillage, cover crops, and crop residue
anagement will improve filth and conserve moisture
wing the summer.
This soil generally is not used for building site
:velopment, sanitary facilities, or recreational
•velopment. Seasonal wetness, slow permeability, and
a content of clay and high shrink -swell potential in the
bsoll are the main limitations. Wetness can be
duced by land grading that helps to remove excess
rface water and by open ditches. Even It this soil is
alned, the other limitations are continuing problems
it will affect building site development and sanitary
,.,.-.,s.
land capability classification is IVw In undrained
:as and Illw in drained areas. The woodland
tinatiori symbol Is 9W.
Mk—Muckalee loam, frequently flooded. This soil is
orly drained. It is on the flood plains and is frequently
oded for brief periods. The overflow water ponds in
ie, flat areas during the winter. The mapped areas
I long and narrow and generally range from 150 to
100 acres. The slopes range from 0 to 2 percent.
Typically, the surface layer is dark grayish brown
.m about 12 inches thick. The upper part of the
derlying material Is dark grayish brown, mottled
idy loam. The middle part is dark grayish brown
my sand that has thin strata of sandy loam. The
oar part to a depth of 60 inches Is light brownish gray
my sarid that has thin strata of sand and loam,
nfiltration is medium, and surface runoff is very slow.
'meabilty is moderate. The available water capacity
o is moderate. This soil Is strongly acid to neutral in
surface layer and medium acid to moderately
aline inrthe underlying material. The seasonal high
:er table is 0.5 foot to 1.5 feet below the surface.
ncluded with this soil In mapping are some small
row strips of sandy soils. These soils are better
' than the Muckalee soil. They are near
37
streambanks. Also included, on wide flood plains, are
some areas of soils that have a thick, mucky surface
layer. The included soils make up about 35 percent of
this map unit.
This Muckalee soil Is used mainly as woodland. The
major canopy trees are labially pine, green ash,
sweetgum, water oak, eastern cottonwood, blackgum,
black tupelo, willow oak, red maple, sweetbay, labially
bay, and baldcypress. The understory Is greenbrier,
rattan, sphagnum moss, royal fern, gallbarry, longleaf
uniola, panfcum, and honeysuckle. The main
management concerns are wetness, flooding, and low
soil strength. The use of logging equipment when the
soil is wet creates deep ruts and damages tree roots.
This soil provides fair or poor habitat for wildlife, such
as deer, raccoon, opossum, fox, rabbit, bobcat, black
bear, and ducks. The large wooded areas are used for
hunting game animals.
Because of flooding and the high water table, this
soil is not suitable for cropland and is not used for
building site development, sanitary facilities, or
recreational development.
The land capability classification is Vw, and the
woodland ordination symbol is 7W.
Mu—Murville muck. This soil is very poorly drained,
It is In upland interstream areas and in depressions. At
times, this soil may be ponded. The mapped areas are
generally long and irregular in shape and range from 20
to 800 acres. The slopes range from 0 to 2 percent.
Typically, the surface layer is covered with
decomposed leaves and twigs about 4 inches thick. The
upper part of the surface layer is black muck about 3
inches thick. The lower part, to a depth of about I I
inches, is black mucky fine sand. The subsoil, to a
depth of 49 inches, is black fine sand. The upper part of
the substratum is grayish brown loamy fine sand, The
lower part to a depth of 80 inches is mottled grayish
brown and light gray fine sand. in places, this soil does
not have a thin surface layer of muck.
Infiltration is medium, and surface runoff is slow.
Permeability is moderately rapid. The available water
capacity Is moderate. This soil is extremely acid to
strongly acid. The seasonal high water table is within i
foot of the surface.
included with this soil in mapping are small
Intermingled areas of Croatan and Torhunta salts and a
few narrow Intermingled areas of Leon soils. Croatan
and Torhunta soils are in positions on the landscape
similar to those of the Murville soil. Croatan soils have
muck layers that are thicker than those of the Murville
soil, and Torhunta soils have a loamy subsoil, Leon

Parrott Landing
Stormwater Infiltration Study
Soil Profile Description and Ksat Data
Swansboro, North Carolina
July 22, 2010
Logged By: Gene Young, REHS
SB 1-CCHP 1
Soil Description
Page 1 of 3
0 - 12 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive.
12 - 22 inches Yellowish brown (10YR 5/6) sandy clay loam, sub -angular blocky,
firm, slightly expansive.
22 - 31 inches Brownish yellow (10YR 6/6) clay loam, sub -angular blocky, firm,
slightly expansive with gray (10YR 6/1) and strong brown (7.5YR
5/6) mottles.
31 - 42 inches Strong brown (7.5YR 5/6) sandy clay loam, sub -angular blocky,
firm, slightly expansive.
42 - 50 inches Yellowish brown (10YR 5/8) loam, sub -angular blocky, friable,
slightly expansive.
50 - 70 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive with sandy loam lenses.
70 — 76 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive with dark grayish brown(2.5Y 4/2) mottles
at 70 inches
Seasonal High Water Table 70"

Test Site: SB 1/ CCHP 1
Soil notes:
Location
(cm)
Hole Depth
124
water H
15
Reference
10
d
119
D
134
H1
119
Parrott Landing
Permeability Study
Page 2 of 3
DTW (cm)
Time
Valve
On
A
cm^-2
ver.
EFactor
Test Start:
10:27
Initial:
119
1
0.0010560
Final:
119
Test Stop:
11:29
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min)
(cm)
(cm)
(cm)
(cm)
Factor
(cm^3/hr)
(cm/hr)
(in/hr)
(in/wk)
(gpd/ft2)
0:00:00
0
48.5
0
119
15
20
0:02:00
2
44.4
4.1
119
15
20
2460
2.5978
1.023
171.820
0:04:00
2
44
1 0.4
119
15
1 20
240
0.2534
1 0.100
16.763
0:06:00
2
43.7
0.3
119
15
20
180
0.1901
0.075
12.572
0:08:00
2
42.6
1.1
119
15
20
660
0.6970
0.274
46.098
0:10:00
2
41.1
1.5
119
15
20
900
0.9504
0.374
62.861
0:12:00
2
40.9
0.2
119
15
20
120
0.1267
0.050
8.381
0:14:00
2
39.3
1.6
1 119
15
20
960
1.0138
0.399
67.052
0:16:00
1 2
38.6
0.7
119
15
20
420
0.4435
0.175
29.335
0:18:00
1 2
37.8
0.8
119
15
20
480
0.5069
0.200
33.526
0:20:00
1 2
36.8
1
119
15
20
600
0.6336
0.249
41.907

Test Site: SB 2/ CCHP 2 Page 3 of 3
0:22:00
2
36
0.8
119
15
20
480
0.5069
0.200
33.526
0:24:00
2
35
1
119
15
20
600
0.6336
0.249
41.907
0:26:00
2
34.2
0.8
119
15
20
480
0.5069
0.200
33.526
0:28:00
2
33.5
0.7
119
15
20
420
0.4435
0.175
29.335
0:30:00
2
32.7
0.8
119
15
20
480
0.5069
0.200
33.526
0:32:00
1 2
31.9
1 0.8
119
15
20
480
0.5069
0.200
33.526
0:34:00
2
31.1
0.8
119
15
20
480
0.5069
0.200
33.526
0:36:00
2
30.3
0.8
119
15
20
480
0.5069
0.200
33.526
0:38:00
2
29.5
0.8
119
15
20
480
0.5069
0.200
33.526
0:40:00
2
29
0.5
119
15
20
300
0.3168
0.125
20.954
0:42:00
2
28.2
0.8
119
15
20
480
0.5069
0.200
1 33.526
0:44:00
2
27.4
0.8
119
15
20
480
0.5069
0.200
33.526
0:46:00
2
26.8
0.6
119
15
20
360
0.3802
0.150
25.144
0:48:00
2
26.2
0.6
119
15
20
360
0.3802
0.150
25.144
0:50:00
2
25.6
0.6
119
15
20
360
0.3802
0.150
25.144
0:52:00
2
24.8
0.8
119
15
20
480
0.5069
0.200
33.526
0:54:00
2
23.8
1
119
15
20
600
0.6336
0.249
41.907
0:56:00
2
23
0.8
119
15
20
480
0.5069
0.200
33.526
0:58:00
2
22.4
0.6
119
15
20
360
0.3802
0.150
25.144
1:00:00
2
21.8
0.6
119
15
20
360
0.3802
0.150
25.144
1:02:00
2
21.2
0.6
119
15
20
360
0.3802
0.150
25.144
Ksat
0.3802
0.150
25.144
2.239

Parrott Landinq
Stormwater Infiltration Study
Soil Profile Description and Ksat Data
Swansboro, North Carolina
July 22, 2010
Logged By: Gene Young, REHS
SB 2-CCHP2
Soil Description
Page 1 of 2
0 - 6 inches Very dark gray (10YR 3/1) loamy sand, granular, very friable, non -
expansive.
6 - 20 inches Light olive brown (2.5Y 5/4) loamy sand, granular, very friable,
non -expansive.
20 - 42 inches Yellowish brown (10YR 5/4) sandy clay loam, sub -angular blocky,
firm, slightly expansive with gray (10YR 611) and strong brown
(7.5YR 5/8) mottles at 32".
42 - 60 inches Light yellowish brown (2.5Y 6/3) loamy sand, granular, very
friable, non -expansive with gray (2.5Y 6/1) and yellowish brown
(10YR 5/8) mottles with sandy clay loam lenses.
Seasonal High Water Table 32"

Parrott Landing
Permeability Study
Test Site: Soil Boring 2/ CCHP2 Page 2 of 2
Soil notes
Location
M(cm)
Hole Depth
76
water H
20
Reference
10
d
66
D
86
H1
66
DTW (cm)
Time
Valve
On
A
cm^-2
Conver.
Factor
Test Start:
10:21
Initial:
66
1
0.00069
20
Final:
66
Test Stop:
11:31
Time
dt
Res
dR
DTW
H
Conver.
Q
K
K
K
Loading
(min)
(min)
(cm)
(cm)
(cm)
(cm)
Factor
(cm^3/hr)
(cm/hr)
(in/hr)
(in/wk)
(gpd/ft2)
0:00:00
0
47
0
66
20
20
0:05:00
5
43.5
3.5
66
20
20
840
0.5796
0.228
38.336
0:10:00
1 5
43.2
0.3
66
20
1 20
72
0.0497
0.020
3.286
0:20:00
10
42.6
0.6
66
20
20
72
0.0497
0.020
3.286
0:30:00
10
42
0.6
66
20
20
72
0.0497
0.020
3.286
0:40:00
10
41.2
0.8
66
20
20
96
0.0662
0.026
4.381
0:50:00
10
40.2
1
66
20
20
120
0.0828
0.033
5.477
1:00:00
10
1 39.2
1
66
20
20
1 120
0.0828
0.033
5.477
1:10:00
10
38.2
1
66
20
20
1 120
0.0828
0.033
5.477
Ksat
0.0828
0.033
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North Carolina Secretary of State
Page 1 of 1
$ r 0 S
i Elaine F. Marshall
Secretary
CORPORATIONS
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North Carolina
DEPARTMENT of THE
SECRETARY of STATE
PO Sox 29822 Ralogh, NC 2782641822 [phone]
Date: 8/1712010
here to:
Document Filings ( Sign Up for E-Notiflutions I
dnt apn-populated Annual Report Form I Annual Report Count I File an Annual Report I
Names
Name Name Type
NC PARROTT LANDING, INC. LEGAL
iss Corporation Information
SOSID:
1138M
Status:
Current -Active
Effective Data:
Y=010
Dissolution Date:
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Bred Agent
Agent Name:
Olflcs Address:
Melling Address:
lal Office
Office Address:
Melling Addms:
MAREADY,GREG
120 PHILLIPS LOOP ROAD
SWANSBORO NC 28584
126 PHILLIPS LOOP ROAD
SWANSBORO NC 28SU
NO ADDRESS
NO ADDRESS
Class Sham No Par Value
COMMON 100000 YES
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=9453472
8/17/2010

(Page 1 of 3)
0G
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Rav us TaY1 $419.00
Ona�w eoantVPo11erd Rag• of eaada
pabacca L. lla
4371 Po251-253
This dead presented to
��
This o used North
Yraa red Attorney. Lanier a FouMaln,
aotlnq r Npme Carolina paid
On.low m,meT d any to or pea Mine donna eaomeY to Me
probe l;ouny Tax Calbdor upon Ohburranrent of cbsb,p
proceeds
Prepared by: Lanier, Fountain & Cemzzillw, 114 Old Bridge Street, Jacksonville, NC 28540
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
REVENUE STAMPS: $448.00
PARCEL NO.: 1314-93
DEED
M
THIS DEED, made and entered into this the day of March, 2010, by and between,
Phillip Barry Matthews and wife, Ruth B. Matthews, a one-half undivided interest and Nichols
Family Partnership, LLC, a North Carolina Limited Liability Company, a one-half undivided
interest, hereinafter referred to as "Grantors", and, Parrott Landing, Inc., a North Carolina Limited
Liability Company, hereinafter referred to as "Grantee" with a mailing address of PO Box 174
Swansboro, NC 28555;
The designation Grantors and Grantee as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine, feminine or neuteras required
by context.
WITNESSETH:
That the Grantors, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the
Grantee in fee simple that certain lot or parcel of land situated in Swansboro Township, Onslow
County, North Carolina and more particularly described as follows:
BEGINNING at a point where the centerline of Parrott Swamp intersects with the western right of
way of Queens Creek Road (NCSR 1509), said point being located South 73 degrees 53 minutes 14
seconds West 30.54 feet from a magnetic nail in the center of the bridge over said Parrott Swamp,
said magnetic nail in center of said bridge being located North 26 degrees 53 minutes 02 seconds
West 518.88 feet from a magnetic nail at the centerline intersection of Queens Creek Road and
Sandridge Road (NCSR 1501) and runs thence from said beginning point, leaving said right of way
of Queens Creek Road and along said centerline of Parrott Swamp, South 73 degrees 53 minutes 14
seconds West 142.47 feet to a point in the centerline of Pitch Hole Branch; thence leaving said
Parrott Swamp and along said Pitch Hole Branch, North 46 degrees 23 minutes 10 seconds West
42.40 feet to a point, North 70 degrees 28 minutes 10 seconds West 141.90 feet to a point, North 30
degrees 08 minutes 10 seconds West 87.00 feet to a point, North 80 degrees 18 minutes 10 seconds
West 77.20 feet to a point, North 21 degrees 13 minutes 10 seconds West 88.20 feel to a point, North
04 degrees 21 minutes 50 seconds East 81.00 feet to a point, North 80 degrees 09 minutes 10
seconds West 70.50 feel to a point, North 22 degrees 13 minutes 10 seconds West 259.50 feet to a
point, North 07 degrees 53 minutes 10 seconds West 339.20 feet to a point, North 43 degrees 09
minutes 10 seconds West 86.00 feet to a point, North 26 degrees 56 minutes 50 seconds East 124AO
fat to a point and North 02 degrees 55 minutes 37 seconds East 59.78 feet to an iron rebar, thence
leaving said Pitch Hole Branch, South 73 degrees 00 minutes 00 seconds East 587.83 feet to an iron
;Book: 3371 Page: 251 Page 1 of 3 1
Hook 3371. Pace 251. File Nunber

(Page 2 of 3)
pipe in the western right of way of Queens Creek Road; thence along said right of way of Queens
Creek Road, South 17 degrees 30 minutes 48 seconds West 32.86 feet to a point, South 16 degrees
56 minutes 00 seconds West 52.94 feet to a point, South 15 degrees 03 minutes 44 seconds West
56.84 feet to a point, South 12 degrees 09 minutes 06 seconds West 56.35 feet to a point, South 09
degrees 22 minutes 39 seconds West 52.49 feet to a point, South 06 degrees 21 minutes 52 seconds
West 54.31 feet to apoint, South 02 degrees 45 minutes 15 seconds West 52.37 feet to apoint, South
00 degrees 03 minutes 15 seconds West 49.46 feet to a point, South 02 degrees 59 minutes 29
seconds East 49.15 feet to a point, South 06 degrees 02 minutes 58 seconds East 52.37 feet to a
point, South 08 degrees 50 minutes 20 seconds East 34.75 feet to a right of way monument and disk,
South 10 degrees 20 minutes 38 seconds East 37.52 feet to a point, South 13 degrees I I minutes 01
seconds East 54.52 feet to a point, South 16 degrees 15 minutes 35 seconds East 53.20 feet to a
point, South 19 degrees 36 minutes 13 seconds East 40.00 feet to a point, South 22 degrees 18
minutes 35 seconds East 57.60 feet to a point, South 24 degrees 34 minutes 29 seconds East 69,54
feet to a right of way monument and disk and South 27 degrees 15 minutes 09 seconds East 121.37
feet to the beginning, containing 10.296 acres and being a portion of Tract I of the "PHILLIPS
ESTATE" as shown recorded in Map Book 8, Page 64 of the Onslow County Registry.
TO HAVE AND TO HOLD that lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in fee simple.
And the Grantors covenant with the Grantee; that Gmntors is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable and free and clearof all
encumbrances, and that Grantors will warrant and defend the title against the lawful claims of all
persons whomsoever except for easements appearing of record.
IN WITNESS WHEREOF, the Grantors have hereunto set their hands and seals, the day and
year first above written.
NICHOLS FAMILY PARTNERSHIP, LLC
A North Carolina Limited Liability Company
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
1, !,Je�Ej &, L • W2 �, a Notary Public of the County and State aforesaid,
certify tha`XAM&& 1 1P HARRY MATTHEWS and RUTH B. MATTHEWS, Gmntom, personally
appe 7d' 'pfbr*jj 'i& day and acknowledged the execution of the foregoing instrument.
WITNriny fiend and official seal, this JL day of March, 2010.
goro'r com^ = //
*NPub cRrH � Pn�"` My Commission expires:
Book: 3371 Page: 251 Page 2 of 3 1
Book 3371. Pace 251. File [timber

(Page 3. of 3)
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
1,r a Notary Public of the County and State aforesaid, certify that
Robert S. Nichols, Sr., Member/Manager of Nichols Family Parternship, LLC, a limited
liability company, Grantor, personally appeared before me this day and acknowledged the execution
of the foregoing instrument.
pnlulrrn
hand and official stamp or seal, this JiL day of Ma 20 10.
z NOIOIY Public
e omu.coaety c Not R161ic
MY :S1W& res: I D - 0 A I I
Book: 3371 Page: 251 Page 3 of 3 r
Book 3371. Paaa 251. File Number

SOS I D: 1138988
Date Filed: 3/3/2010 1:09:00 PM
Elaine F. Marshall
State of North Carolina North Carolina Scerem ry of State
Department of the Secretary of State C2I1006205137
ARTICLES OF INCORPORATION
Pursuant to §55-2-02 of the General Statutes of North Carolina, the undersigned does hereby submit these Articles of
Incorporation for the purpose of forming a business corporation.
1. The name of the corporation is: PARROTT LANDING, INC.
2. The number of shares the corporation is authorized to issue is: 100,000
3. These shares shall be: (check either a or h)
a. Q all of one class, designated as common stock; or
b. divided into classes or series within a class as provided in the attached schedule,
with the information required by N.C.G.S. Section 55-6-01.
4. The street address and county of the initial registered office of the corporation is:
Number and Street 126 Phillips Loop Road
City Swansboro State NC Zip Code 28584 Countv Onslow
5. The mailing address, tf dtjjerent from the street address, of the initial registered office is:
Number and Street
City
6. The name of the initial registered agent is: GREG MAREADY
7. Principal office information: (must select either a orb.)
a. The corporation has a principal office.
Code County
The street address and county of the principal office of the corporation is:
Number and Street
City
Code County
The mailing address, if differentfrom the street address, of the principal office of the corporation is:
Number and Street
City
b. Q The corporation does not have if principal office.
CORPORATIONS DIVISION
(RevisedJammiy, 2002)
P. O. BOX 29622
Code
RALEIGH, NC 27626-0622
(Farm B-01)

8. Any other provisions, which the corporation elects to include, are attached.
9. The name and address of each incorporator is as follows:
C.JASON HUMPHREY
TANTUM & HUMPHREY, P.A.
604-C CEDAR POINT BOULEVARD
CEDAR POINT, NORTH CAROLINA 28584
10. These articles will he effective upon filing, unless a date and/or time is specified:
This the 2NO day of MARCH 200 10
PARROTT LANDING, INC.
�— Signature
C. JASON HUMPHREY, INCORPORATOR
Type or Prim Name and Title
NOTES:
1. Filing fee is $125. This document must be filed with the Secretary of State
CORPORATIONS DIVISION P. 0. BOX 29622 RALEIGH, NC 27626-0622
(Revised January. 2002) (Form R-0I)

Annex 2 Infiltration rate and infiltration test
Page I of 4
FAO CORPORATE DOCUMENT REPOSITORY Produced by: Natural Resources
Management and Environment
Department
Title: Irrigation Water Management: Irrigation methods...
Franpais More details
0 a n
Annex 2 Infiltration rate and infiltration test
INFILTRATION RATE
The infiltration rate is the velocity or speed at which water enters into the soil. It is
usually measured by the depth (in mm) of the water layer that can enter the soil in
one hour. An infiltration rate of 15 mm/hour means that a water layer of 15 mm on
the soil surface, will take one hour to infiltrate.
In dry soil, water infiltrates rapidly. This is called the initial infiltration rate. As
more water replaces the air in the pores, the water from the soil surface infiltrates
more slowly and eventually reaches a steady rate. This is called the basic
infiltration rate (Table 7).
The infiltration rate depends on soil texture (the size of the soil particles) and soil
structure (the arrangement of the soil particles: see Volume 1) and is a useful way
of categorizing soils from an irrigation point of view (see Table 8).
The most common method to measure the infiltration rate is by a field test using a
cylinder or ring infiltrometer.
Table 7 BASIC INFILTRATION RATES FOR VARIOUS SOIL TYPES
Soll pe
Basic infiltration rate mm/hour
sand
less than 30
sand loam
20 - 30
loam
10 - 20
cla loam
5 - 10
cla
1-5
FIELD INFILTRATION TEST
Equipment required
Shovel/hoe
Hammer (2 kg)
Watch or clock
5 litre bucket
Timber (75 x 75 x 400)
Hessian (300 x 300) or jute cloth
141hr.
0 70 - I.r8
0.39 - 0.79'
19.10
0,O'1 - 0.20
http://www.fao.org/docrep/S8684E/s8684eOa.htm 10/15/2010

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