SW7060623_HISTORICAL FILE_20200415

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
06!�5
YYYYMM D D

ipf #t1_°
ROY COOPER
Governor
MICHAEL S. REGAN
Secretory
BRIAN WRENN
Acting Director
Stanford Holdings, LLC
Attention: Mr. Robert Stuart Forman
P.O. Box 471
Waves, NC 27982
NORTH CAROLINA
Environmental Quallty
April 15, 2020
Subject: Stormwater Permit No. SW7060623 Renewal
Real Kiteboarding
High Density Stormwater Project
Dare County
Dear Mr. Forman:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7060623 for a stormwater treatment system consisting of two
infiltration basins and two underground infiltration trench systems serving Real
Kiteboarding located at 25706 NC Hwy 12 in Waves, NC expires on October 2, 2020.
This is a reminder that permit renewal applications are due 180 days prior to expiration.
We do not have a record of receiving a renewal application.
To keep this permit active please submit a completed permit renewal application along
with a $505.00 fee for permit renewal. Permit application forms for renewal can be found
on our website at:
https://deaTnc.gov/about/divisions/energy-mineral-land-resourc ujenergy- inQr 1�-lard-
ru,les/stormwater-Drogra ost-constrruction. North Carolina General Statutes and the
Coastal Stormwater rules require that this- property be covered under a stormwater
permit.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or'meet with you. If you would like, I can e-mail you a copy of the
application forms. You can request a copy by e-mailing me at rgger.thorpe@ncdenuQy.
Sincerely,
Roger K. Thorpe
Environmental Engineer
QNorth Carolina Department of Environmental Quality 1 Division of Energy. Mineral and Land Resources
Washington Regional Office 1 943 Washington Square Mail I Washington, North Carolina 27889
252.946.6481

Quible 5
19�9 YEARS 2Q�
Quible & Associates, P.C, Po. Drawer870
Kitty Hawk, NC 27949
ENGINEERING • ENVIRONMENTAL SCIENCES • PLANNING • SURVEYING Phone: [phone]OU
SINCE 1959 Fax: [phone]
PRINCIPALS
Sean C. Boyle, P.E.
Joseph S. Lassiter C.E.P.
Eduardo J. Valdivleso, RE.
ASSOCIATES
March 27, 2009 Joseph J. Anlaut, P.E.
Katherine C, Mdreheko. P.L.S.
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Re: Stormwater Management System Certification
Real Kiteboarding LIAR 3 20,gg
Stormwater Permit No. SW7060623
Waves, Dare County, North Carolina
Dear Mr. Vinson,
Enclosed, please find a Designer's Certification form for Real Kiteboarding, Stormwater Permit No.
SW7060623. This form certifies that the site has been constructed in substantail conformance with
the Permit, including modifications to same as proposed in an October 23, 2007 letter from the
design engineer, Clayton E. Massey, P.E., and with the following minor deviations:
• As discussed with you during construction, the overflow from "Stormwater
Management Basin A" (southernmost infiltration basin) was re -configured to be
piped beneath the grasspave area and to discharge to a vegetated filter (grass area) to
the west of the grasspave area. This change was made to ensure protection of the
grasspave area and does not affect the functioning or storage volume of "Stormwater
Management Basin A."
A slotted drain was added at the top of the boat ramp in order to ensure that
stormwater in the area immediately adjacent to the boat ramp does not flow down the
boat ramp and into the boat basin. This small amount of runoff is discharged to the
area of the same vegetated filter as the overflow from "Stormwater Management
Basin A."
• Stormtech Chamber configuration was slightly modified to accommodate setbacks
to other underground utilities. The arrangement now consists of 10 rows of 8
chambers to the east of the multifamily structure and 10 rows of 16 chambers to the
south of the multifamily structure. This re -alignment results in a total of 1,708 if of
Stormtech Chambers. The original Permit calls for a minimum of 1,707 if of
Stormtech Chambers.

An as -built survey showing the overflow pipe and slot drain is attached to this certification. if you
have any questions or need additional information please contact me at 261-3300.
Sincerely,
Quibler&
Eduardo � eso, P.E.
cc: Pete Kauffman - Ocean Builders
Trip Forman - Stanford Holdings, L.L.C.
Clay Massey, P.E. - Massey Design & Associates, P.C.

State Stormwater Management Systems
Permit No. SV 7060623
Real Kiteboardin"q
Stormwater Permit No. SW7060623
Dare County
Designer's Ceitifieation
s a duly registered `' in the
State of North. Carolina;;_having been. authorized, to observe (periodically/ weekly/ full time),the
construction of the project,
Real Kiteboarding °
(Project)
for Stan ord Holdings c . - (P., roject, Owner) _hereby state. that, to +the best. of
my abilities, due care and diligence was used• in the observation of the project construction such
that the construction was observed to be�built within substantial compliance and-,446rit of the
approved plans and specifications.
The checklist of items on page 2 p this form is included in the Certification
' yt
Noted deviations from approved plans and spebi�ication see' attached' cover 'iettier
EAZ
Signature
Registration Number C--W lei 9--s
q n 18723
.d a L
Date--3Z91-�
�a° �a
J. VNV� yy°
F8P�r9:C9546aF
Page 7 of 8

State Stormwater Management Systems
Permit No. SW7060623
Certification Requirements;
1. The drainage area to the system contains approximately the permitted acreage., ;
2. The drainage area to the system contains no more than the permitted amount of
built -upon area. '
,_:W 3. ' All the built -upon -area associated with the project'is•geaded: such'that-the runoff
drains to the system. - . .
�4. All'roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6 The bypass structure is located per the approved plans. see attached cover letter
7: A=Trash Rack is provided'on°the outlet/bypass structure.
..
8. All-slbpes are,grassed witWpermanent=vegetatiori.
_9. Vegetated slopes are no steeper than 3:1.
The inlets are located per the approved plans grid do not cause short circuFting of
the system. See attached coverjetter
11. The permitted amounts of surface area and/or volume have been provided:
12. All required design depths are provided.
Z�J13. All required parts of the system are provided.
14. The required system dimensions are provided pear the approved plans. See attached
coveretter
cc: NCDENR-DWQ Redional Office k°
Dare County Building Inspections
1
Page 8 of 8

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
Beverly Eaves Perdue, Governor James H. Gregson, Director Dee Freeman, Secretary
January 30, 2009
FEB o 3 2oag
MEMORANDUM
TO: Bill Moore
Division of Water Quality
FROM: Doug Huggett
Major Permits Processing Coordinator
SUBJECT: CAMAIDREDGE & FILL Permit Application Review
Applicant: REAL, WATERSPORTS, INC., Trip Forman, Gregory Waller
Project Location: 25706 NC 12 and 26176 W. Vista Drive, Waves, Dare County
Proposed Project: 2 PWC slips and site kiteboarding ramps in the Pamlico Sound
Please indicate below your agency's position or viewpoint on the proposed project and return
this form by 02/20/09 to 400 Commerce_ Avenue, Morehead City, NC 28557. If you have
any questions regarding the proposed project, please contact Ron Renaldi at [phone].
When appropriate, in-depth comments with supporting data are requested.
REPLY: This agency has no objection to the project as proposed.
This agency has no comment on the proposed project.
This agency approves of the project only if the recommended changes
are incorporated. See attached.
This agency objects to the project for reasons described in the attached
comments.
SIGNED DATE
1367 U.S. 17 South, Elizabeth City, North Carolina 27909
Phone: [phone] FAX: [phone] Internet: www.nccoastalmanagement.net
An Equal Opportunity 1 Affirmative Action Employer — 50% Recycled 110% Post Consumer Paper

14
2
3
CI
5
DIVISION OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
APPLICANT'S NAME: REAL Watersports, Inc.
LOCATION OF PROJECT SITES: 25706 Hwy 12 and 26176 W. Vista Dr., Waves,
Dare County, within the properties riparian corridors on the Pamlico Sound.
Photo Index —
25706 Hwy 12
2006: 174-7847
(R 18,19)
2000: 174-2053
(G,H 6)
1995: 174-1799
(E,F 16)
1989: 5 203-5
(1 7)
1984: 143-403
(I,J 18)
1978: 89-1332
(M 16)
State Plane Coordinates - X: 3049567
Rover File: El 11013A
INVESTIGATION TYPE: CAMA
26176 W. Vista Dr
(S,T 13)
(E,F 12)
(C-E 22)
(F,G 13)
143-402 (H,I 5)
(K,L 22)
Y: 679602
Quadrangle: Rodanthe, NC (U.R)
INVESTIGATIVE PROCEDURE: Dates of Site Visit — November 10, 2008
Was Applicant Present - Yes
PROCESSING PROCEDURE: Application Received Complete - January 26, 2009
Office - Elizabeth City
6. SITE DESCRIPTION:
(A) Local Land Use Plan -- Dare County
Land Classification From LUP - Conservation
(B) AEC(s) Involved: Estuarine Waters and Public Trust Area
(C) Water Dependent: Yes
(D) Intended Use: Commercial
(E) Wastewater Treatment: Existing - Septic
(F) Type of Structures
(G)
Planned - NIA
Existing — Retail store, office, restaurant, asphalt
parking lot, bulkheaded man-made boat basin,
concrete boatramp, wooden dock along bulkhead,
10 personal watercraft (pwc) floating slips, and
condominiums under construction.
Planned - Additional two floating pwc slips and six
kite board ramps/sliders.
Estimated Annual Rate of Erosion: NIA
Source --- NIA
7. HABITAT DESCRIPTION: [AREA, square feet (SF)]
DREDGED FILLED DISTURBED SHADED
(A) Shallow Bottom PTA, EW AEC's
None
None
36 SF
2,058 SF
(B) Uplands
None
None
None
None
(D) Total Area Disturbed: 2,094 SF

4b
REAL Watersports, Inc.
Field Investigation Report
Rage 2
(E) Primary Nursery Area: No
(F) Water Classification: SA Shellfishing Open: Yes
8. PROJECT SUMMARY: The applicant proposes to place kite board ramps in the
Pamlico Sound.
Proiect Setting
The sites of the proposed development will be within the riparian corridor of two separate tracts
on the Pamlico Sound. The main applicant's site is a 3.48 acre tract located at 25706 NC 12 in
Waves, Dare County. The lot is bordered by NC 12 on the west side, a lot containing a single
family residence and small business to the north, a lot containing a single family residence to
the south, and the Pamlico Sound to the west.
The upland portion of this property contains a retail store, office, restaurant, septic system,
asphalt parking lot, and condominiums under construction. Vegetation within the upland area
consists mainly of maintained yard grasses. Based on available information, there appears to
be no archaeological sites on this property or nearby.
The shoreline of the property is approximately 935' long with a man-made basin that has been
stabilized with approximately 700' of bulkhead. Within, the basin, a dock runs along the
southern bulkhead for approximately 150', a concrete boat ramp is located at the southeast
corner of the basin, and a 50' x 17.5' floating 10 slip pwc platform is located at -the northeast
corner. At the mouth of the basin, a 110' breakwater extends from the southern bulkheaded
shoreline westward into the Pamlico Sound and then "L"'s to the south for approximately 30'.
Along the shoreline south of the basin, coastal wetlands are present and vegetated with Black
Needle Rush (Juncus roemerianus), Salt Meadow Grass (Spartina patens) and Salt Grass
(Distichlis spicata).
The co -applicant's site is a 1.4 acre tract located at 26176 West Vista Drive in Waves, Dare
County. The riparian corridor of this tract is located approximately 1,500' to the south of the
primary site. This lot contains a single-family residence set back approximately 575' from NWL
on high ground that is vegetated with yard grasses. The shoreline along this tract is fragmented
into three separate sections due to a peninsula that crosses the riparian corridor from the
south. The total fragmented shoreline length is approximately 214' and has no stabilization
structures. Coastal wetlands are present along the shoreline and are vegetated with Black
Needle Rush (Juncus roemerianus), Salt Meadow Grass (Spartina patens) and Salt Grass
(Distichlis spicata).
The waters of the Pamlico Sound adjacent to the applicant's properties are very shallow. Water
depths range from -2 ft near shore to -3 ft approximately 450' beyond NWL at the applicants
site and -2 ft near shore to -4 ft at the co -applicants site. An SAV survey was conducted on the
sites in May of 2008 and identified zones of varying SAV density that ranged from sparse with
isolated patches to coverage of 50-90%. SAV species identified included eelgrass (Zostera
marina) and widgeon grass (Ruppia maritime).
The Division of Environmental Management classifies the waters of this area of the Pamlico
Sound as SA and it is open to shellfishing.

:�O
REAL Watersports, Inc.
Field Investigation Report
Page 3
Development Proposal
The applicants propose to add a 17.5' by 10' drive on platform that will provide two
additional pwc s#ips to the existing 10 slips within the man-made basin. The proposed two -
slip platform will require the installation of one 10-inch diameter piling to hold it in place.
Additionally, the applicant has indicated an alternate location for both the existing and
proposed pwc slips within the man-made basin and requests the ability to move the slips
between the areas as needed. The existing pwc slips are currently located along the
northern wall of the basin and the alternate location would be along the southern wall.
The applicants propose to place the following structures in the shallow waters of the
Pamlico Sound at 13 alternate locations as depicted on the site plan:
• A 54' by 8' stationary kite board slider,
• A 40' by 3' floating kite board ramp,
• A 36' by 3.3' floating kite board ramp,
• A 8' by 4' floating kite board ramp,
• A 60' by 14' floating kite board ramp,
• A yet to be constructed floating kite board ramp that will have a similar to or
smaller area than the 60' by 14' floating kite board ramp.
Patrons of the water sports facility will utilize the structures to perform jumps, tricks, and
stunts similar to the way skate boarders utilize these same types of structures to perform
tricks and stunts on land.
The structures will be placed within the riparian corridor of both the applicant and co -
applicant's properties and will be placed at least 15-feet from the riparian lines where SAV's
are sparse. The maximum distance the ramps will be located waterward from NWL will be
approximately 360' on the main applicant's property and 440' from the peninsula on the co -
applicants property. There are 7 sites proposed within the main applicant's riparian corridor
and 6 proposed within the co -applicants corridor.
The 54' by 8' stationary kite board slider will be transported to its location in sections by pwc
where it will be assembled and will rest on unvegetated bottom. The floating structures will
be towed by pwc to the proposed locations and anchored. They will remain in place for no
more than ten consecutive days and there will be no more than six structures in the sound
at a given time. All the ramps are to be equipped with marine grade reflective tape to avoid
navigational issues with boats at night. During times of non-use, the structures will be stored
within the man-made basin or on land outside of the 30' buffer.
The applicants propose no upland development, only the in -water structures listed above.
Anticipated_ Impacts
It is anticipated that the proposed project will cause the following impacts.
• The proposed_ structures will shade 2,058 sf of Estuarine Waters and Public Trust Area
AECs located in the shallow waters of the Pamlico Sound.

REAL Watersports, Inc.
Field Investigation Report
Page 4
• The proposed structures will disturb 36 sf of shallow bottom of Estuarine Waters and Public
Trust Area AECs located in the shallow waters of the Pamlico Sound.
Submitted by: Ron Renaldi
Date: January 27, 2009

PROJECT NARRATIVE
REAL Watersports, Inc.
REAL Kiteboarding Park
Waves, Dare County, North Carolina
Il, h�,J�f�ij:S
h
JAN 2 6
November 17, 2008
updated December 5, 2008
The REAL Kiteboarding Park, owned by REAL Watersports, Inc. (REAL), is located in the community of
Waves, Dare County North Carolina. The REAL facility is located on a 3.48 acre property (two separate
parcels) that contains extensive upland development in addition to a man-made boat basin that includes
bulkheading, docks, ramp, and floating pwc slips, permitted under CAMA Major #17-04 (including
subsequent modifications). The upland development includes a retail/office/training/restaurant multi -level
structure as well as a separate condominium structure. There is an existing on -site wastewater treatment
system and required parking, all meeting state and local regulations.
The purpose of this CAMA Major Permit request is for the siting of temporary kiteboarding slides/ramps in
Pamlico Sound, and for the addition of two floating personal watercraft (pwc) slips in the man-made boat
basin. In the past, there have been at least four CAMA General Permits (GP's) issued for use of the
kiteboarding structures in the sound. As an effort to obtain long-term approval for the use of these
structures, a CAMA Major Permit is currently being applied for.
All but one of the structures are floating and will be anchored much like a boat for kiteboarding
competitions and training. One of the slides rests on the bottom with 2" x 6" supports. The slides will only
be placed in front of the Real Kiteboarding Property and the Waller Property (+/- 1,500 ft to the south) in
the Pamlico Sound. The floating structures will not remain in place for more than ten consecutive days,
and there will be no more than 6 structures in the sound at a given time. The existing slides and ramps
are depicted in Figures A-E. If a new (sixth) slide is built in the friture, it will be of similar or lesser size
than Figure E. Figure A is the only structure that rests on the bottom. This structure is transported in
sections and floated by a pwc to its placement location. This structure is not dragged on the bottom and
SAV areas are avoided with its placement. The floating structures are more commonly used. These
structures will also avoid SAV beds and multiple anchors hold the structures in place. The structures do
not rest on the bottom. They are towed in place with a pwc. During times of non-use of the slides and
ramps, they will be stored within the man-made basin. On occasion they will be stored on land, outside
the 30 ft buffer.
There are currently ten floating pwc slips in the man-made basin. This permit request includes the
addition of two more floating slips as depicted on the site plan and on Figure F. The applicant would also
like to permit an alternative pwc slip location in the man-made basin as depicted on the site plan. The
pwc floating slips come pre -manufactured and are easily moved/ transported, The floating structures will
remain in the man-made basin and will not be used in the open sound waters. The pwc's are support
vessels used for training and kiteboarding park setup purposes and they will not be used as rentals
whatsoever.
This permit requests includes the placement of the slides/ramps in the riparian waters in front of a
property owned by Gregory Waller, located approximately 1,500 ft to the south of the REAL Watersports,
Inc. facility. This will also be a part of the REAL Watersports, Inc Kiteboarding Park, Mr. Waller is
included as co -applicant and has provided an authorization letter (see enclosed). In total, the enclosed
site plan accurately indicates 13 different slide/ramp siting locations. The adjacent riparian owners to
both of the parcels: REAL Watersports, Inc. (Stanford Holdings ) and Gregory Waller have been notified.
Adjacent Riparian Owners Notified:
1. Joseph and Kellie Kiely, 4 Highland Place, Asheville, NC 28804
2. Asa H, Gray, P.O. Box 619, Rodanthe, NC 27968
3, ANESOR Enterprises, Inc., P.O. Box 1017, Lanham, MD 20703
4. HADCO Development, LLC, P.O. Box 3492, Kill Devil Hills, NC 27948

DO MP-1
APPLICATION for =•{J
Major Development Permit
(last revised 12/27106)
North Carolina DIVISION OF COASTAL MANAGEMENT
1. Primary Applicant/ Landowner Information
Business Name
Project Name (it applicable)
Real Watersports, Inc
REAL Kiteboarding Park
Applicant 1: First Name
MI
Last Name
Trip
Forman
Applicant 2: First Name
MI
Last Name
Gregory
Waller
If additional applicants, please attach an additional pages) with names listed,
Mailing Address
PO Box
City
State
P.O. Box 476
Waves
NC
ZIP
Country
Phone No.
FAX No.
27982
USA
252 - 305 - 6596 ext.
-
Street Address (if different from above)
City
State
ZIP
25706 NC 12
Waves
NC
27982-
Email
2 information
gent/Contracior
Business Name
Quible & Associates, P.C.
Agent/ Contractor 1: First Name
Mi
Last Name
Brian
D
Rubino
Agent/ Contractor 2: First Name
MI
Last Name
Mailing Address
PO Box City
State
P.O. Drawer 870
Kitty Hawk
NC
ZIP
Phone No. 1
Phone No. 2
27949
252 - 261 - 3300
ext. 240
ext.
FAX No.
Contractor #
252 261 1260
Street Address (if different from above)
City state
ZIP
8 Juniper Trail
Southern Shores NC
27949 -
Emaii
[e-mail]
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Form DCM MP-1 (Page 2 of 4)
APPLICATION for
Major Development Permit
3. '. Project Location NA
County (can be multiple) Street Address
State Rd. #
Dare 25706 NC 12
NC 12
Subdivision Name
City
State
Zip
None
Waves
NC
27982-
Phone No,
Lot No. (s) (it many, attach additional page with list)
ext.
Lot 1, Lot 2.
a. In which NC river basin is the project located?
b. Name of body of water nearest to proposed project
Pasquotank
Pamlico Sound
c. Is the water body identified in (b) above, natural or manmade?
d. Name the closest major water body to the proposed project site.
®Natural ®Manmade Ounkrown
Pamlico Sound
e. Is proposed work Within city limits or planning jurisdiction?
f. If applicable, list the planning jurisdiction or city limit the proposed
®Yes E]No
work falls within.
Dare County
CIA
a. Total length of shoreline on the tract (ft.)
b- Size of entire tract (sq.ft.)
935 fl (includes shore around basin)
3.48 ac (151,589 sq.ft.)
c. Size of individual lot(s)
d. Approximate elevation of tract above NHW (normal high water) or
Lot 1: 122,404 sq.ft, Lot 2� 29,185 sq.ft.,
NWL (normal water level)
(if many lot sizes, please attach additional page with a list)
5 ft 0NHW of ENWL
e. Vegetation on tract
majority of the vegetated area is mowed/maintained yard (bermuda-type grass); Juncus roemerianus, Spartina patens,
distichlis spicata
f. Man-made features and uses now on tract
REAL Watersports Facility (retail, office, restaurant), man-made boat basin with bulkheads, ramp, walkways, 10 pwc slips,
condominiums (under construction)
g, Identify and describe the existing land uses adiacent to the proposed project site.
Residential
h. How does local government zone the tract?
i. Is the proposed project consistent with the applicable zoning?
S-1 Special District
(Attach zoning compliance certificate, if applicable)
®Yes [-]No [INA
j. Is the proposed activity part of an urban waterfront redevelopment proposal? ElYes. ®No
k. Has a professional archaeological assessment been done for the tract? If yes, attach a copy. E]Yes ®No EINA
It yes, by whom?
I. Is the proposed project located in a National Registered Historic District or does it involve a []Yes ®No EINA
National Register listed or eligible property?
<Form continues on next page>
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Form DCM MP-f (Page 3 of 4)
APPLICATION for
Major Development Permit
m. (i) Are there wetlands on the site? .; f fr, ®Yes ❑No
(ii) Are there coastal wetlands on the site? ®Yes ❑No
(iii) If yes to either (i) or (ii) above, has a delineation been conducted? ®Yes ❑No
(Attach documentation, if available)
n. Describe existing wastewater treatment facilities.
on -site septic treatment system
o. Describe existing drinking water supply source.
Dare County Water
p, Describe existing storm water management or treatment systems.
NC Coastal Stormwater Management Plan
5 Activrtr*es'and Impacts
a.
Will the project be for commercial, public, or private use? ®Commercial ❑Public/Government
❑Private/Community
b.
Give a brief description of purpose, use, and daily operations of the project when complete.
Kiteboarding park- sliders and ramps. The structures are easily transported by floating to their locations. Personal
watercraft (pwc) help to tow the structures to place and back to the boat basin. The structures will be anchored in place (the
same as a boat). One sturcure will rest on unvegetated bottom with 2 " x 6" wood supports. The pwc's are for staff and
support (no pwc rentals). This is an instructional facility. See narrative for additional detail.
c.
Describe the proposed construction methodology, types of construction equipment to be used during construction, the number of each type
of equipment and where it is to be stored.
Slides and ramps are constructed; the two floating PWC slips are pre -manufactured but will require the installation of one 10"
diameter wood marine treated piling to be installed with a vibratory hammer
d.
List all development activities you propose.
No upland development associated with this permit request
e.
Are the proposed activities maintenance of an existing project, new work, or both? Both
f.
What is the approximate total disturbed land area resulting from the proposed project? None ❑Sq.Ft or ❑Acres
g.
Will the proposed project encroach on any public easement, public accessway or other area ®Yes ❑No ❑NA
that the public has established use of?
h.
Describe location and type of existing and proposed discharges to waters of the state.
None
i.
Will wastewater or stormwater be discharged into a wetland? ❑Yes ®No ❑NA
If yes, will this discharged water be of the same salinity as the receiving water? ❑Yes ❑No ®NA
j.
is there any mitigation proposed? []Yes ❑No ®NA
if yes, attach a mitigation proposal.
Form continues on back>
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Form DCM MP-1 (Page 4 of 4)
APPLICATION for
Major Development Permit
6. .Additional Information. "
In addition to this completed application form, (MP-1) the following items below, if applicable, must be submitted in order for the application
package to be complete. Items (a) — (l) are always applicable to any major development application. Please consult the application
instruction booklet on how to properly prepare the required items below.
a- A project narrative. r
b. An accurate, dated work plat (including plan view and cross -sectional drawings) drawn to scale. Please give the present status of the
proposed project. is any portion already complete? If previously authorized work, clearly indicate on maps, plats, drawings to distinguish
between work completed and proposed.
c. A site or location map that is sufficiently detailed to guide agency personnel unfamiliar with the area to the site.
d- A copy of the deed (with state application only) or other instrument under which the applicant claims title to the affected properties.
e. The appropriate application fee. Check or money order made payable to DENR.
f. A list of the names and complete addresses of the adjacent waterfront (riparian) landowners and signed return receipts as proof that such
owners have received a copy of the application and plats by certified maii. Such landowners must be advised that they have 30 days in
which to submit comments on the proposed project to the Division of Coastal Management.
a Name Joseph and Kellie KreSy'; a ' ; Phone No
Address 4 Highland Place Asheville NC 28804" A 4
Name Asa H. Gray Phone No.
Address P.O. Box 619, Rodanthe, NC 27968
Name See also attached adjacent npanan owners to the Waiter parcel �' Phone No "'
,Address < v
g. A list of previous state or federal permits issued for work on the project tract. Include permit numbers, permittee, and issuing dates.
CAMA Major #17-04
CAMA GP's (38234A, 4162A, 445004A)
h. Signed consultant or agent authorization form, if applicable.
i. Wetland delineation, it necessary-
j. A signed AEC hazard notice for projects in oceanfront and inlet areas. (Must be signed by property owner) 1.
k. A statement of compliance with the N.C. Environmentai Policy Act (N.C.G.S. 113A 1-10), if necessary. If the project involves expenditure
of public funds or use of public lands, attach a statement documenting compliance with the North Carolina Environmental Policy Act,
Z: Certrf�catron and Permtss►on to Enter on
Al .:inr3"„ . rr...., F c.. , �..�:. ,. er;5�, 1,
S µ p
I understand that any permit issued in response to this application will allow only the development described in the application.
The project will be subject to the conditions and restrictions contained in the permit.
I certify that I am authorized to grant, and do in fact grant permission to representatives of state and federal review agencies to
enter on the aforementioned lands in connection with evaluating information related to this permit application and follow-up
monitoring of the project.
I further certify that the information provided in this application is truthful to the best of my knowledge.
Date % Z`Z Print Name -Tr-i
Signature lj�C_rJ — � 4„� 'r, r -
Please indicate application attachments pertaining to your proposed project.
❑DCM MP-2 Excavation and Pill Information ❑DCM i Bridges and Culverts
❑DCM Mi Upland Development
®DCM i Structures Information
252-808.2808 -- 1-888-4.111"ICOAST :. www.necoastaimanagement.net

Form DCM MP-4
STRUCTURES
(Construction within Public Trust Areas)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1. DOCKING FACILITY/MARINA CHARACTERISTICS ❑ This section not applicable.
a. (i) Is the docking facility/marina: b. (i) Will the facility be open to the general public?
®Commercial ❑Public/Government ❑Private/Community ❑Yes ®No
c. (i) Dock(s) and/or pier(s) d. (i) Are Finger Piers included? ❑Yes ®No
(ii) Number If yes:
(iii) Length (ii) Number
(iv) Width (iii) Length
(v) Floating ❑Yes [--]No (iv) Width
(v) Floating ❑Yes ❑No
e. (i) Are Platforms included? Yes [ ,No f. (i) Are Boatlifts included? ❑Yes ®No
If yes: if yes:
(ZA,(L "^ SCi SKr SLpj
(�u ) Number `✓�o-09 (ii) Number
(iii) Length I_5� (iii) Length
(iv) Width _ (iv) Width
(v) Floating Uy'es ONO
Note: Roofed areas are calculated from dripline dimensions.
g. (i) Number of slips propose
2 proposed x+& Dating slips 14'5
(ii) Number of slips existing
10
i. Check the proposed type of siting:
❑ Land cut and access channel
❑Open water; dredging for basin and/or channel
®Open water; no dredging required
❑Other; please describe:
k. Typical boat length: pwc's
m. (i) Will the facility have tie pilings?
❑Yes ENO
(ii) if yes number of tie pilings?
h. Check all the types of services to be provided.
❑ Full service, including travel lift and/or rail, repair or
maintenance service
❑ Dockage, fuel, and marine supplies
❑ Dockage ("wet slips") only, number of slips:
❑ Dry storage; number of boats:
❑ Boat ramp(s); number of boat ramps:
® Other, please describe:
storage of slides and ramps within the man-made basin
j. Describe the typical boats to be served (e.g., open runabout,
charter boats, sail boats, mixed types).
personal watercraft for staff support (no rentals)
I. (i) Will the facility be open to the general public?
❑Yes ®No
252-808-2808 :: 1-888-4RCOAST :: www.ticcoastaiinanagement.net revised: 12/27106

Form DC114 MP-4 (Structures, Page 2 of 4)
2. DOCKING FACILITY/MARINA OPERATIONS This section not applicable
a. Check each of the following sanitary facilities that will be included in the proposed project.
0 Office Toilets
[I Toilets for patrons: Number: Location:
t7l
❑ Showers
❑ Boatholding tank pumpout; Give type and location:
b. Describe treatment type and disposal location for all sanitary wastewater.
c. Describe the disposal of solid waste, fish offal and trash.
d. How will overboard discharge of sewage from boats be controlled?
e. (i) Give the location and number of "No Sewage Discharge" signs proposed.
(ii) Give the location and number of "Pumpout Available" signs proposed.
f. Describe the special design, if applicable, for containing industrial type pollutants, such as paint, sandblasting waste and petroleum products.
g. Where will residue from vessel maintenance be disposed of?
h. Give the number of channel markers and "No Wake" signs proposed.
i. Give the location of fuel -handling facilities, and describe the safely measures planned to protect area water quality.
j. What will be the marina policy on overnight and live -aboard dockage?
k. Describe design measures that promote boat basin flushing?
I. If this project is an expansion of an existing marina, what types of services are currently provided?
m. Is the marina/docking facility proposed within a primary or secondary nursery area?
DYes ONo
252-808-2808 -: 1-883-4RCOAST :: www.ncceastaimanagement.net revised: 12127/06

Form DCM MP-4 (Structures, Page 3 of 4)
n. Is the marina/docking facility proposed within or adjacent to any shellfish harvesting area?
❑Yes ❑No
o. ^Is the marina/docking facility proposed within or adjacent to coastal wetlandslmafsh (CW), submerged aquatic vegetation (SAV), shell bottom
(S8), or other wetlands (WL)? If any boxes are checked, provide the number of square feet affected.
❑CW ❑SAV ❑SB
OWL
❑None
p. Is the proposed marina/docking facility located within or within close proximity to any shellfish teases? ❑Yes ❑No ,
If yes, give the name and address of the Ieaseholder(s), and give the proximity to the lease.
�-3.1B6ATHOUS'E(in'-61u.d.ingcovere'd7ifts) ®This section not applicable
a. (i) is the boathouse structure(s).
[--]Commercial ❑PubliclGovernment ❑Private/Community
(ii) Number
(iii) Length
(iv) Width
Note: Roofed areas are calculated from dripline dimensions.
4 GRO1N; (e g wood -she_ etprie 'etc !f a.rock groin, use MP 2 Excavation and.I±iA.}; . s ®This sectlort Trot applicable`
a. (i) Number
(ii) Length
(iii) Width
S BREAKWATER (e g:,rivood''sheetptle etc) ��; ®This section trot applicable'
r--�_`;1 ti� 's. r...E r.:.k!': r:s, a 91"w. T'T`''•a /., ,t.o-�;�; .�i ,. .i.�? 5,,...
a. Length b. Average distance from NHW, NWL, or wetlands
c. Maximum distance beyond NHW, NWL or wetlands
a. is the structure(s): b. Number
❑Commercial ❑PubliclGovernment ❑Private/Community
C. Distance to be placed beyond shoreline d. Description of buoy (color, inscription, size, anchor, etc.)
Note: This should be measured from marsh edge, if present.
e. Arc of the swing
7 GENERAL
t
252-808-2808 :: 1-888-4RGUAST n wrww.nccoastalmanagementmet revised- 12/27/06

Form ®CM MP-4 (Structures, Page 4 of 4)
a. Proximity of structure(s) to adjacent riparian property lines
sliders and ramps will be a minium of 15from adjacent
riparian lines (projected into the sound) at all times
Note: For buoy or mooring piling, use arc of swing including length
of vessel.
c. Width of water body
14.6 miles
e. (i) Will navigational aids be required as a result of the project?
❑Yes ®No ❑NA
(ii) If yes, explain what type and how they will be implemented.
b. Proximity of structure(s) to adjacent docking facilities.
80 ft }/-
d. Water depth at waterward end of structure at NLW or NWL
2.5 - 4.0 ft
BOTHER ❑ This sectiori,not applicable'
a. Give complete description;
Kiteboarding sliders and ramps. The applicant has permitted these strucures under GP's in the past. The site plan accurately
depicts the existing sliders and ramps in cross-section. There will be no more than 6 sliders and ramps used. All but one of
these structures is floating and will be anchored. The one slider that is not floating is supported by treated 2" x 6" boards that
will lie on unvegetated bottom. These structures will be left in place for no more than 10 consecutive days. Each strucure will
have marine grade reflective tape (3M or equivalent).
vA,
0
252-808-2808 :: 4-888-4RCOAST www.nccoastalrnanagenI(nk.ngt revised: 12/27106

Quible &Associates, P.C.
P,O. Drawer 870
Klity F1cwk, NC 27949
ENGINEERING EJVIR01 IJSAL SCIENCES • PLANNING SURVEYING
Phone: [phone]
;, . ;t�
SINCE 1959 DEC 1 %JIf=I'.
Fox: 252-261-1260
� •
PRINCIPALS
Sean C. 2oyle, P.E.
Joseph S. Lassiter. C.E P.
May 16, 2008
Eduardo J. Vddivieso, P.E.
ASSOCIATES
Joseph J. Anlaut P.E.
Subject: May 2, 2008 SAV Analysis
Kptherine CMorchelip, P.L.S.
,
Stanford Holdings, LLC (REAL Watersports) and Waller Property
Waves, Dare County, North Carolina
To: - Regulatory/Resource Agencies
From: Brian Rubino, P.G., Quible & Associates, P.C.
Purpose:
The purpose of this document is for Quible & Associates, P.C. (Quible) to provide Real
Kitebarding and state and federal regulatory agencies with a survey report relating to
submerged aquatic vegetation (SAV). The Stanford Holdings, LLC property, leased by
REAL Watersports, is located on the Pamlico Sound in the community of Waves, Dare
County, North Carolina (See Figure 1, Overall Aerial Photography). In addition to the
SAV survey at REAL, a survey was also performed at the Waller Property, a single lot
located to the south of Real (See Figure 1).
The May 2, 2008 SAV analysis performed by environmental scientists from Quible (Brian
Rubino and Warren Eadus) was conducted to examine the substrate of shallow waters
adjacent to the project for the presence of SAV, and to document the conditions that
may relate to SAV habitat. Quible has been contracted to evaluate these conditions as a
component of CAMA Permitting associated with the use of floating platforms that are
used as €citeboarding slides. The slides do not rest on'the substrate. These structures
float and are anchored exactly as boats. At no time do the slides remain in place .
overnight.
As required by the state and federal environmental regulatory agencies, the SAV survey
was conducted in the growing season. No tropical storms or other significant storm
events occurred prior to this evaluation that would have caused an early disruption of
conditions supportive of SAV.
State and Federal Rules:
The State of North Carolina protects areas that are dominated by submerged aquatic
vegetation (SAV), which are called "SAV beds". In particular, dredging that impacts SAV
beds is not permitted'. According to the North Carolina Administrative Code (NCAC),
SAV beds are described as "habitats in public trust and estuarine waters vegetated with
one or more species of submergent vegetation. These vegetation beds occur in both
subtidal and intertidal zones, and may occur in isolated patches or in extensive areas. In
either case, the bed is defined by the presence of above -ground leaves or below -ground
I 'Where is no proposed dredging. The item to be permitted is the temporary mooring of floating
kiteboarding slides only.

Real kileboarding and Waller Property
SAV Survey
rhizomes and propagules" (NCAC 07H .0208(a)(6)). SAV is further referenced in
Chapter 4 of the 2004 North Carolina Coastal Habitat Protection Plan (NCCHPP).
Conditions on May 2, 2008:
Air Temperature: 23.0°C
Wind: 10-12 mph WSW (258 direction)
Water Quality Testing:
Water quality testing was performed in locations that are depicted in Figures 2 and 3
with the use of an HORIBA U-10 Water Quality Checker® and a secchi disc.
Real Kiteboarding
Water Visibility: -5.0 feet
pH: 7.25
Dissolved Oxygen: 7.26 mg/L
Turbidity: 3 NTU
Salinity: 19.6 ppt
Temperature: 20.8 °C
Waller Property
Water Visibility: -5.0'
pH: 7.16
Dissolved Oxygen: 7.25 mg/L
Turbidity: 3 NTU
Salinity: 19.8 ppt
Temperature: 21.7 °C
Methodology:
The method of analyzing the substrate involved wading and diving the waters adjacent
to the Real Kiteboarding and Waller Property sites in the Pamlico Sound. The limits of
the survey are depicted on Figures 2 and 3. Initially, a cursory review of bottom
conditions in the vicinity of the subject properties was performed and observations
relating to bottom conditions and water quality data were recorded. Dives included the
use of a snorkel and a mask and did not include SCUBA apparatus. The cursory
survey included the use of a kayak to effectively cover the entire survey area. A hand-
held GIPS unit was used to delineate areas of SAV and to navigate the boundaries of the
survey areas.
The water visibility was sufficient to accurately identify and estimate the coverage of live
SAV. Coverage estimates were performed based on percent cover standard s2.
Coverage estimates were performed in several locations using a 1 meter by 1 meter
quadrat constructed of 1 inch diameter pvc (with holes so it would sink). This survey did
not involve coverage estimates along transects. Instead, this survey was a delineation
of zones of varying SAV coverage and the coverage estimates were used to identify the
coverage within each zone.
2 A resource on hand during the investigation was percent cover standards (photographs) that were taken
from http://seagrasswatcli.org/lionie.hiinl
2

Real kireboarding and Waller Property
SA V Survey
Coring was performed using a bucket -type auger to look for the presence of roots and
rhizomes in areas of live SAV and on areas of bare sand.
Samples of SAV detected were taken, photographed and positively identified using SAV
manuals.
Findings:
REAL Watersports
The limits of the area evaluated are indicated on Figure 2. The area of the
survey is larger than the actual riparian corridor where the slides would be
placed. The SAV found within the area evaluated included Zostera marina
(eelgrass) and smaller amounts of Ruppia maritima (widgeon grass). Eelgrass
was found to be dominant with plant heights ranging from 4 inches to 12 inches.
E;elgrass is commonly found in areas of medium to high salinity such as this.
The substrate throughout this survey area consisted of fine grained sand with
some occurrences of peat. Water depths ranged from approximately 3 ft near
shore to approximately 6 feet on the western side of the area of evaluation.
As depicted on Figure 2, there were four zones of SAV present.
Zone 1 had only sparse SAV with mostly a bare sand bottom. The SAV present
consisted of some individual plants and some isolated patches, dominated by
eelgrass. Water depths found in this zone were 2.0 to 3.0 feet deep. This zone
is the location of a sand spit or shoal that is recognizable on aerial photography,
There is likely a great deal of sand movement in this area resulting from
longshore current.
Zone 2 had SAV with approximate coverages that ranged from a low of 50
percent to a high of 90 percent. This is the densest zone of SAV and certainly
constitutes SAV bed areas. The Zone 1/Zone 2 break was easily identifiable and
has been mapped with GPS.
Zone 3 is a transition zone that began approximately 690 feet from shore. This
zone has significantly less SAV than Zone 2 with coverages that ranged from 30
to 40 percent. Water depths in this zone were. approximately 4.0 to 4.5 feet.
There is no distinct break between Zone 2 and Zone 3. This boundary has also
been mapped by GPS and is approximated on Figure 2. There is a high degree
of detritus and green algae present within the live SAV and in between areas of
live SAV.
Zone 4 is has significantly less live SAV (20-30 percent), but there is a high
degree of detritus dominantly consisting of ripped up and partially decomposed
SAV.

Real kiteboarding and Waller Property
SAV Survey
In areas of SAV, there was a high degree of rhizome systems within the eelgrass
and the widgeon grass. In areas devoid of SAV, mostly within Zone 1, there
were minimal rhizome systems detected in core samples that were taken.
Waller Property
The limits of the area evaluated are indicated on Figure 3. The area of the
survey is larger than the actual riparian corridor where the any slides would be
placed. The SAV found within the area evaluated included Zostera marina
(eelgrass) and Ruppia marifima (widgeon grass). The two species identified
were found in near -equal abundance in this area. There were only small
amounts of SAV coverages found in the area evaluated.
As depicted on Figure 3, there were two geomorphic zones (Zones A and B)
identified. Each of the zones had similarly low coverages of SAV, but did have
some different bottom and water depth characteristics.
Zone A had sparse SAV coverage consisting of eelgrass and widgeon grass.
This is a protected embayment area with the substrate consisting of fine grained
sand and some silt. There were no SAV beds found in this area. Water depths
ranged from 1.5 to 3.0 feet deep.
Zone B had sparse SAV coverage consisting of eelgrass and widgeon grass.
There was a strong current running from the south to north through this area with
what appeared to be a channelized flow due to the close position of "Great
Island" (See Figure 3). The substrate generally consisted of a thin veneer of fine
grained sand overlying unconsolidated silt (mud) and peat. Water depths ranged
from approximately 3 ft near shore to approximately 5 feet. There were no beds
of SAV found in this area.
Discussion:
Shallow waters of the Pamlico Sound are recognized as SAV habitat. Some areas offer
better SAV growth opportunities, while other areas have limited SAV resources due to
many factors, including, but not limited to: poor water quality, high energy regime, less
than optimal substrate conditions and high turbidity.
The applicants will be permitting temporary floating structures that will be simply
anchored to the bottom in a manner identical to anchoring a boat. Even in areas of SAV
beds, this type of activity will have no more than negligible effects to any SAV resources
present.
Discussion:
Quible has performed several SAV surveys this growing season in the region and in
general, this year has been productive for SAV. None of the surveys performed included
Little Creek or this portion of Pungo River.
Please feel free to contact Brian Rubino at Quible & Associates, P.C. (252.261.3300) if
you have any questions regarding this SAV survey.
4

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ENVIRONMENTAL SCIENCES SURVEYING
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QUIBLE do ASSOCIATES, PC WILL
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ONSTITUTE VIOLATION
WILLOBECSUBJECT
NORTH CAROUNA
PO 70
Kitty Hawk, NC NCer a27949
0 9' 19'
DATE
TO L> GAL ACTION
Phone: [phone]
11/14/08
Fax: [phone]
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SCALE IN FEET 1'=6'
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COPYRIGHT © 2008
QUIBLE & ASSOCIATES, P.C.
Quible SINCE 1959
DRAWN
R.BA.L WATE1L5MR= INC
p�
AZ
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QUISLE do ASSOCATES, PC. ALL
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.associates
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WITHOUT PRIOR PERMISSION OF
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CONSTITUTE VIOLATION OF COPYRIGHT
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NORTH CAROLINA
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p 5, 10,
DR1E
TO LEGAL ACTION
Phone: (252) 261 —3300
tt�t4�08
GRAPHIC SCALE IN FEET 1'=5'
Fax: [phone]
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MAJOR PERMIT FEE MATRIX
licant: REAL WATERSPORTS; TRIP FORMAN
Selection
Development Type
Fee
DCM %
DWQ %
(14300 1601 435100093 1625 6253)
(24300 1602 435100095 2341)
I. Private, non-commercial
❑
development that does not
$250
100% ($250)
0% ($0)
involve the filling or
excavation of any wetlands
or open water areas:
II. Public or commercial
development that does not
$400
100% ($400)
0% ($0)
involve the filling or
excavation of any wetlands
or open water areas:
III. For development that
involves the filling and/or
excavation of up to 1 acre
of wetlands and/or open
water areas, determine if A,
B, C, or D below a lies:
III(A). Private, non-
commercial development, if
$250
100% ($250)
0% (SO)
General Water Quality
Certification No. 3490 (See
attached can be applied:
III(B). Public or commercial
development, if General
S400
100% ($400)
0% ($0)
Water Quality Certification
No. 3490 (See attached)
can be applied:
III(C). If General Water
Quality Certification No.
$400
60% (S240)
40% (S160)
3490 (see attached) could
be applied, but DCM staff
determined that additional
review and written DWQ
concurrence is needed
because of concerns
related to water quality or
a uatic life:
II1(D). If General Water
Quality Certification No,
S400
60% ($240)
40% ($160)
3490 (see attached) cannot
be applied:
IV. For development that
❑
involves the filling and/or
S475
60% ($285)
40% (S ] 90)
excavation of more than
one acre of wetlands and/or
o en water areas:

I
F WATF
qp Michael F. Easley, Governor
William G. Ross Jr., Secretary _
4 North Carolina Department of Environment and Natural Resources
p Alan W. Klimek, P.E. Director
x Division of Water Quality
February 25, 2008
Mr. Robert S. Foreman, III, Managing Member
Standford Holdings, Inc.
PO Box 1614
Buxton, NC 27920
Subject: Request for Application for the Modification of
Stormwater Permit No. SW7060623
Real Kiteboarding
High Density Project
Dare County
Dear Mr. Foreman:
This office received a narrative and a copy of the plan revisions from Clay Massey, PE on
January 24, 2008. Because this project is currently covered under a State Stormwater Permit, issued on
October 12, 2006, and it has been determined that a full permit modification will be required for the
proposed revisions, please submit an application for a permit modification.
To obtain a Stormwater Permit Modification you must submit a completed application,
supplement forms, application fee of $505.00, two sets of plans and specifications showing the proposed
project and.all stormwater treatment units along with engineering calculations and a narrative description.
This application package should be received by this office prior to March 25, 2008, If an application
package is not received by this date we will consider the project incomplete. We also have an Express
Permitting program. If you are interested in this program you may contact Ms. Lyn Hardison, One Stop
Permit Coordinator, at 252-948-3842.
Any development of the site revisions prior to issuance of the required permit modification will
constitute a violation of permit SW7060623, 15A NCAC 2H.1000 and North Carolina General Statute
143-215.1 and may result in appropriate enforcement action: including civil penalty assessment of up to
$10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. if you have
questions, please feel free to contact me at [phone].
Sincerely,
0
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Clay Massey, PE
Dare County Planning/Inspections
tD vid Moye, CAMA - WaRO
ashington Regional Office No%hCarol
Jl�r;'trrra!
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service .
Intemet h2o.eimstaie.nc.us 943 Washineton Souare Mall- Washington. NC 27889 1-877-623-6748

SSE
ESI N
a ASSOCIATES, PC
October 23, 2007
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Re: Modifications to Real Kiteboarding Site Plan, Requested Stormwater Permit #SW7060623
Modifications; MDA Project 9 04.065
Dear Mr. Vinson:
We request this letter serve as an official request to consider modifications to stormwater permit
9SW7060623 issued by your office on October 2, 2006 for the Real Kiteboarding site in Buxton,
North Carolina. The purpose of the requested changes to the drawings is based on the Owner
securing a CAMA permit for construction of this project. Mr. George Wood, a consultant is
working with Mr. David Noye, a representative of your office on the CAMA permit. Through their
investigation, it was determined that the CAMA limits should be measured from the outside of the
bulkhead as per the inside face as previously shown on the site plan. In all cases, the plan changes
required shifting many of the project elements further away from the water's edge which generally
reduced the drainage areas and impervious cover. All changes should be considered positive in
terms of stormwater management. In general, the overall disturbed area and impervious cover
decreased about 3% and the available storage remained virtually unchanged.
Specifically to elements of the permit, the following text changes are requested under Item I Design
Standards:
2. Impervious Cover Decreased From 66,539 SF to 63,719 SF.
6. Infiltration Basin Comments (see attached).
7. Underground Infiltration Trenches Comments (see attached).
Two sets of plans and two copies of the revised computations are also attached for your records.
The significant plan changes are as follows:
o Adjustment of the CAMA limitline from inside face of bulkhead to outboard edge of
bulkhead. This change resulted in shifting most of the northern half of the project site.
MASSLY DES16. N AND ASSOCIAI F.S, PC
1561 Bra&ord Road. Suite 204
Vir<ainia lkuch, VA 23455
Phone! ( 757)4ti4-0622
Fox; i757) 31 ,-922ri

Mr. Scott Vinson
NCDENR
October 23, 2007
Page 2
• Reduction of disturbed area.
• Reduction of impervious cover.
• Reconfiguration of the grass pave area and overflow swales to minimize disruption to the
more sensitive areas of the project site.
• Minor shifts to Building #2 and the active drain field location to meet CAMA limits.
Since the changes were minor in nature but widespread in terms of number of elements impacted,
the plan changes were not clouded and the entire plan set has been reissued.
Please contact me at your convenience if you have any questions or concerns. Thank you.
Very truly yours,
ASSOCIA ES, PC
CEM/dms
cc: Pete Kaufman, Contractor
MASSI:Y DFSION AND ASIWK IATES. PC
I561 Bradford Road_ Suitc 204
Virtinia 11cach. VA 23455
Phnnc: 1757)4(4-0622
I73k', (7�7) 31'-)22G

State Stormwater Management Systems
Permit No. SW7060507
6. The following design criteria have been provided in the infiltration basins and must be
maintained at design co dition: DA "A" DA "B"
30
a. Drainage Area, f `-� .4, 1b
b. Total Impervious Surfaces, ft2: 1 .j3# 3.3;4-4'3
C. Design Storm, inches: 3.00 3.00 J
d, Basin Depth, ft.: 0.65 0.70
e. Bottom elevations, FMSL: 5.50 5.50
f. Bottom Surface Area, ft2: 5,275 1,042
g. Bypass Overflow Elevations, FMSL: 6.20 6.20
h. Permitted Storage Volume, ft3: 3,333 914
i. Type of Soil. Newhan Corolla
j. Expected Infiltration Rate, in/hr: 20 20
k. Seasonal High Water Table, FMSL: 3.50 3.50
1. Receiving Stream / River Basin: Pamlico Sound / Pasquotank
M. Stream Index Number: 30-22
n. Classification of Water Body: "SA; HQW'
7. The following design criteria have been provided in the underground infiltration trench
and must be maintainedgat design condition: DA "B" DA "C"
a. Drainage Area, ft : 4 t, $ A� 18,$
b. Total Impervious Surfaces, ft2: 32,3�10 21,4 3 UH- 6-2 17��5(0
C. Design Storm, inches: 3.0 ` 0
18� 0.75
d. Trench Dimensions", L x W x H, ft: 170 x 30 x 2.33 x 19 x
e. Perforated Pipe Diameter/Length: Stormtech 310- / 1,707ft n/a
f. Bottom Elevation, FMSL: 5.25 5.25
g. Bypass Weir Elevation, FMSL: 7.33 CG�
h. Permitted Storage Volume, ft3: 6,960 4,583
i. Type of Soil: Newhan Corolla
j. Expected Infiltration Rate, in/hr: 20 20
k. Seasonal High Water Table, FMSL: 3.50 3.50
I. Receiving Stream/River Basin: Pamlico Sound / Pasquotank
M. Stream Index Number: 30-22
n. Classification of Water Body: "SA; HQW'
Page 3 of 8

Subject L'EA L- TlT'f F� A��IC SS
� Project # o4. 00
ES I N Client
Computed (,, l ( Checked h Assot;iart:s, PC Date lO 2-2- °-7 sheet #
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r Shy. C,nw�►S�•cs'�. �;�lti� dr�Pp . �►�� 0,S2 o-st
clue
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r f I�zo� f
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'70 )
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I
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Subject
Computed ONY— Checked
ItSSE A+ Project #
ES I N Client
& Assot.iA'rES, PC Date Io 22 0 Sheet # Z 0�
tjv-A�NNI� Mtn LOW
�Drz' �tv6nFow, SSt7RMW�[BK i�l���. El,� ja`�r,l7�o
r
I ,
,oz_ g 1, i
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i�Ra►u� s; G: �CL3U-s fnnEs. o _ p14�s _ ►a� lo-I ,
(S rT� I l�Llf��[�'PR►'7l�C�j `�"o�,i d�.�,�,���, ��:7d _ �95 FCd.UL:T�U �nn, i�Rr'1�"?
SF • IRA56 aV�_-. Z i A ykas
I I I i `
._. ; . V'r'd 1!c. &b to P� . tuM. 17, Lflz's* , -TO, 1S,Soo 5(- i XJ
_._ .. ; ?A►1EME,.► ! 1 �h Y�[�vt �. �r,o,,, 2380...'sip "fo
_ .. I _. i Lh�dsc,� ems '► A to c ►s&� lvo ' -ic) poi sE _
W,dvL,lc�
!UNa Aou'9� lriV44w,: AMP,, VQa�
,w�
Ad its �e d . o� 5N►A�Z e _ . .v� .
I � I .
-- - -- - fokal ; - AcD')
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--- ---- - -- l -- _ __ .. _ _ . _ _�ze� vc, c� �Ro ; _ man C.Y VIV TLZ. G
ptrn- _ b. CY
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30f 5,
ENGINEER: Massey Design and Associates, PC
SSE
----%ESS
UA—TE,---'122-oct-07�
A
-1
§—ior—mwater Computations for North Carolina Outer Banks
Project Name: I Real Kitaboarding School
Project Location: Dare County., North Carolina
Total Site Area: I a4,945 SF lDfsturbe
SITE CHARACTERISTICS DRAINAGE AREA "A"
sted
Existing Area J
EImpervious
Proposed Use �
A�reaj--
I
Buildingsj I
I
W�qks,_!aLving and hard Surface:. 0
Turf Slone Paving(optn graded avers) 70%)
Grass Pavel Turf Areas
1—
------?.786
3,386,
0
2786�
23701
--9
1
STORMWATER BASIN "A"
x-sedion_L_Average
Volume J-s
sum
Open Grad I Stone:
0
0
1
Elev I.
area
rea SF ()
depLh--
(CF) I
volume I
Undeveloped L Ln
24.561
0
l
1
1
Septic Leach Field jinfiltrates/repair area)
1 0
5.50f
44781
—1
Land ca ing(turlimul"11):
-1
0
3,143
J—
-- -J
1 4802.51
n 651
31221
Stormwater
Areas
6.15
51271
1
1
3122
ITOTAL 1
1
24,561
24.5611
12581
01
I
—
Iva (Adjusted Impervious Area I Total Area)
0.511
0.05+ 009)(!)
0.511
VATER BASIN "C"
I i I I I
I
x-section
Average
Volume
sum
STORMWATER SYSTEM DESIGN
(INFILTRATION BASIN I SWALES) I
Elev
area ($F)
area (SF)
depth
(CF)
volume
Ston-nwater Swale:
I
Stormwatar Basins:
Bottom Area (SF)
210
"A'
B..
"C"
Surface Area (SF)
525
Bottom AreaLLF:
- 4478
1002
gal
5.501
981
OLepLh I
Side Slope Design;
Bench Elevation:
O'S
3J
0
SuRaceArea SF
o (F DepT),
Side Slopes:
5127
0.7
3:1
1409
0.5
vanes
1137.0
0.2
3:1
_
'0531
OL21
211,81
211.8�_
VOLUME:
183.751—
VOLUME:
3121.6
1 NIA
211.9
I
I
I TOTAL STORAGE VOLUME (BASIN ONLY]!
3333.41GF
------fTOTAL
BOTTOM AREA OF BASIN
1 51
Stone Base under Turf Stone Pavers; 3386 SF x 8"base x,4 voids
I 902.9
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area (SF):
54591
Infitration Rate in/hr
I
VOLUME CF
1 18196.7
STORMWATER MANAGEMENT ANALYSIS
2-hour Rainfall (in):
Intensity (Infhr): I
2-hour Storage Volume (CF):
V. ra infal.9) (Rv)(1112)(area)
1
0.501
1 1046
1.5
0,751
3
I.W
381
—
4.3.
2,15
4497
24
12.00
25102
�as,nSlorageO_�y(CF)�
SRn --7
Infiltration Rate
3333
0
3333
0
3333
A
3333
1 0
3333
18197
CL
Total Storm Managed (CF):
3=1
3333
3333
— 33331
21530
zz
RATIO OF MANAGE D STmwrR
1 318,71%1
212.47%
21V/
74.12 %1
8&77
L%j
Notes: 1.
2,
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 inches/hour as per Geotechnical Rep2rt
1 Assume High water Groundwater Elevation elevation 3.5'laased on geotechnical report:

4, of J
ENGINEER: Massey Design
and Associates.
PC
—� _ --- j— S S E f----
t
6
DATE: I 22-Oct-07
�- --
--
Stormwater Com utations for North Carolina Outer Banks
Project Name: Real Kiteboarding School
Pra'ed Location; I Dare County, North Carolina
Total Site Areal 84,945 SF Disturbed Area only) --
SITE CHARACTERISTICS - DRAINAGE
�1
I
Buildings: T
Walks, Paving and hard Surface:
Turf Stone Paving open r9 acted pavers) (70%
Grass Pavel Turf Areas
Open Graded Stone: --t�
AREA "B"
I
_
Existin Area
D
0
— 0l�
I
1 Proposed Use
16,0801
11,172
4,514
0
0
Adjusted-
Impervious
Area
16,680
11,772
3,160
0
_
I
_
—_—�--
STORMWATER
SWALE
--
"B"
I
1
E—lev -
x-section
area SF I
`_Average
area SF
de th
tv--luma
CF
sum
volume
Undeveloped open) I
Septic Leach Field (infiltrateslrepair area) —I—
41,830
0
01
5,749
—
Landscaping turflmulch :
01
2,148
1
Infiltration Basins
D
1,5691
01
5.50i
1042�
TOTAL
I
41,630
41.830
31,012
I_ 1305.5
10.7
913.65
I= Adjusted Impervious Area I Total Area _
0.74
_
6.20
15691
j
Rv= 0A5� .009 I�
1 0,721
I I I I
I
I
STORMWATER SYSTEM DESIGN (INFILTRATION BASIN I SWALES)
1
stol
I Stormwater Basins:
I
I
I
I
Bottom Area SF
280
! 1 "A"
"B"
"C"
I f
I
1
Surface Area (SF)
700
1 Bottom Area(SF):l 1588
I 1042
1 797
INFILTRATION RATE FOR 2 HOUR PERIOD
De the
Q.5
Surface ea(SF_1
1569
Bottom Area(S)1042 basin 5950
1 (ST 310)
Side Slope Design:
31
IDepth (FT): 1 0.5
I 0.7
0.2
_1
InMration Rate (inMr) 1 — 20.00 1 20.001
Bench Elevation:
0
ISide Slopes: i 3:1
varies
1 3:1
VOLUME (CF): 1 3473.3 1 19833.3j
-T
VOLUME:
245
VOLUME: NIA
1 913.9
i N!A
I
I
I
1
I
I I I f
I
TOTAL STORAGE VOLUME Basin Only): I 913.9
CF
I
TOTAL BOTTOM AREA OF BASIN 10421SF
STORMTECH UNDER PAVEMENT STORAGE
1
I I I I I
I
I
I
Total Len m:
1706,6
LF
Stone Base under Turf Stone Pavers; 4514 SF x 8" base x A voids =
1203.71
Section Length:
I 7.11
LF
Number of Sections:
1 240
EA
I
I
Volume per Section:
29
CF
Total Storage Volume:
6960
rows
units
total
!
STORMWATER MANAGEMENT ANALYSIS
Number of Sections:
101
10
tool
2-hour Rainfall (in):
Intensity (in/hr);
2-hour Storage Volume (CF):
V- (rainfall) (Rv)(1112)(area)
Inftration Basin Storage (CF)
infiltration During 2 hour event
Stormtech $C-310 System;
1
0.50
2500
914�
0r}
6960h
1.5_T
_ 0.75
3750
914
0
6960
3
_—_ 1.50
75011
914
0
6960
4.3
_ 2.15
10751
914
0
69601
12
6.00
II{
30002
974
23307
6960
_
I
\�iriitrlrJ�
Q
` Z •
__
14
I�
f
.�
' 9=
-E•
140
240
j
Total Storm Managed (CF):
7874
7874
78741
78741
31181
RATIO OF MANAGED STMWTR
314,93%1
209.95%1
104.98%
73.24-A
103.93%
_
•
1
A,
i
Notes: 1. Infiltration is based on 2-hour-infiltration rate of an assumed 20.00 incheslhour as per Geotechniral
2. Assume High water Groundwater Elevation @ elevation 3.5' based an eotg ethnical re ort.'

,5 ov, 5-
ENGINEER:
DATE:
Massey Design and Associates, PC
1 22-Oct-071
SESS[i:�IN
Kj
Stormwater Computations for North Carolina Outer Banks
Project Name: I Real Kitetmarding School
Project Location: I Date County, North Carolina
Total Site Area: 184.945 SFT I(Disturbed Area only)
SITE CHARACTERISTICS DRAINAGE AREA "'C"
J.-
Existing Area I Proposed Use
Buildings: 0I. pi
Walks, Paving and hard Surface: 1 01 2,256
Turf Stone Paving (open graded pavers} 709 01 01
Grass Pavel Turf Areas Q ol 15.5001
Adi)usted
Impervious
I Area
01
22561
-D
15500l
1 STORMWATER
I
x-section
SWALE "D"
I F—
I Average i I
Voids
I sum
Open Graded Stone: I
Eev area (SF )
—
I area (SFj
depth
1 Proporti=onvolume
Undeveloped( pen) 1 1
Septic Leach Field (infiltrates/ p 'r area
Landscaping(turf1muich):
18,558
01
01
0
802
1
1
1
5.251 15500
15500
0,751
—7—
0.4
4650
Infiltration Basins
0
01
1
6.001 15500
E
1
I TOTAL _�18,558
I
I
F=-'Adjusted tmperviou s Area I Total Area
0.961
Note: _Top Elevation was assumed to be 6.00 which is the
Rv-- 0.05+ (G09)j!L_
bypass elevation of the Grass2ave 2 area.
Minimum depth is 5.9(
1
STORMWATER SYSTEM DESIGN (INFITRATION BASIN SWALES)
Infiltration Trench I "C"
I Stormwater Basins:
Bottom Area (SF) I 15500I
"A'
—F--7c--
—
—
Surface Area -'(SF E�:�j 5�6�01
Bottom Area
1588
1002
-4
97
�7
Depth; _ 1 0.751
Surface Area
1990
1409
949
949
yRjdLs portion 0.41
Depth (FT):
0,5
0,5 1
0.2
Benrh Elevation: 01
Side Slopes:
I 3:1
varies
3:1
IVOLUME: 1 46501
VOLUME:
N/A
NIA I
NIA
�TOTAL STORAGE VOLUME:
1
4650.0
CF
I
-----JTOTAL BOTTOM AREA OF BASIN
I 15500
SF
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area S�
Infitration Rate (in/hr) 2001)
VOLUME (CF): 516661_[
STORMWATER MANAGEMENT ANALYSIS
2-hour RainfaI3 (in): 1 1.51
31
4.31
40
Intensity (in/hr)� I
2-hour Storage Volume (CF):
0.501
0.751
—
:— ES:0:1--
2.151
20.00
S
_0
V= (rainfall) (Rv)(IJ12)(area)
1409
2114
42271
60591
56361
Storage Under Grasspave (CF)
4650
4650,
4650
4650
4650
Infiltration (CF): L---
Total Storm Managed (CF)
PATIO OF MANAGED STMWTR
I -- 0—
1-4650
330.02%�
01
4650�
220.01%
0
46501
110.01%
,,C
0
46501
76.75%1
51667
5631
99.92%
Notes: 1, 11 rifiltration is based on 2-hour infiltration rate of an assumed 20-00 inchesthour as per Geolechnical Re art
I
2. 1 Assume High water Groundwater Elevation (ED elevation 3.5' based on

October 23, 2007
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
IbSSE
Bil N
=+& ASSociATES, PC
')_ARO
Re: Modifications to Real Kiteboarding Site Plan, Requested Stormwater Permit #SW7060623
Modifications; MDA Project # 04.065
Dear Mr. Vinson:
We request this letter serve as an official request to consider modifications to stormwater permit
4SW7060623 issued by your office on October 2, 2006 for the Real Kiteboarding site in Buxton,
North Carolina. The purpose of the requested changes to the drawings is based on the Owner
securing a CAMA permit for construction of this project. Mr. George Wood, a consultant is
working with Mr. David Noye, a representative of your office on the CAMA permit. Through their
investigation, it was determined that the CAMA limits should be measured from the outside of the
bulkhead as per the inside face as previously shown on the site plan. In all cases, the plan changes
required shifting many of the project elements further away from the water's edge which generally
reduced the drainage areas and impervious cover. All changes should be considered positive in
terms of stormwater management. In general, the overall disturbed area and impervious cover
decreased about 3% and the available storage remained virtually unchanged.
Specifically to elements of the permit, the following text changes are requested under Item 1 Design
Standards:
2. Impervious Cover Decreased From 66,539 Si~ to 63,719 SF.
6. Infiltration Basin Comments (see attached).
7. Underground Infiltration Trenches Comments (see attached).
Two sets of plans and two copies of the revised computations are also attached for your records.
The significant plan changes are as follows:
• Adjustment of the CAMA limitline from inside face of bulkhead to outboard edge of
bulkhead, This change resulted in shifting most of the northern half of the project site,
MASSEY DESIGN AND ASSOCIATES, PC
1561 3radford Road, Suite 204
Virginia Beach, VA 23455
Phone:[phone]
Fax: [phone]

I U
Mr. Scott Vinson October 23, 2007
NCDENR Page 2
• Reduction of disturbed area.
• Reduction of impervious cover.
• Reconfiguration of the grass pave area and overflow swales to minimize disruption to the
more sensitive areas of the project site.
• Minor shifts to Building 42 and the active drain field location to meet CAMA limits.
Since the changes were minor in nature but widespread in terms of number of elements impacted,
the plan changes were not clouded and the entire plan set has been reissued.
Please contact me at your convenience if you have any questions or concerns. Thank you.
Very truly yours,
MASSEY D
Pres
CEM/dms
D ASSOCIA ES, PC
cc: Pete Kaufman, Contractor
MASSEY DESIGN AND ASSOCIATES. PC
156E Bradford Road. Suite 204
Virginia Beach, VA 23455
Phone:[phone]
Fax: [phone]

t
State Stormwater Management Systems
Permit No. SW7060507
6. The following design criteria have been provided in the infiltration basins and must be
maintained at design condition: DA "A" DA "B" .
a. Drainage Area, ft : L2+�55? �� 4'1 030
r
b. Total Impervious Surfaces, ft2: -� 33;-1-3 32 3Cvfv
C. Design Storm, inches: (3 ` 5�7 3.00 3.00
d. Basin Depth, ft.: 0.65 0.70
e. Bottom elevations, FMSL: 5.50 5.50
f. Bottom Surface Area, ft2: 5,275 1,042
g. Bypass Overflow Elevations, FMSL: 6.20 6.20
h. Permitted Storage Volume, ft3: 3,333 914
i. Type of Soil: Newhan Corolla
j. Expected Infiltration Rate, in/hr: 20 20
k. Seasonal High Water Table, FMSL: 3.50 3.50
I. Receiving Stream / River Basin: Pamlico Sound / Pasquotank
M. Stream Index Number: 30-22
n. Classification of Water Body: "SA; HQW"
7. The following design criteria have been provided in the underground infiltration trench
and must be maintainsd,at design condition: DA "B" DA
a. Drainage Area, ft`: 41gIg8bO 35S
b. Total Impervious Surfaces, ft2: 17,756
C. Design Storm, inches: 3.0 .0
��$ 18, 0.75
d. Trench Dimensions", L x W x H, ft: 170 x 30 x 2.33 x 19 x
e. Perforated Pipe Diameter/Length: Stormtech 310- / 1,707ft n/a
f. Bottom Elevation, FMSL: 5.25 5.25
g. Bypass Weir Elevation, FMSL: 7.33 Co.o
h. Permitted Storage Volume, ft3: 6,960 4,583
i. Type of Soil: Newhan Corolla
j. Expected Infiltration Rate, in/hr: 20 20
k. Seasonal High Water Table, FMSL: 3.50 3.50
I. Receiving Stream/River Basin: Pamlico Sound / Pasquotank
M. Stream Index Number: 30-22
n. Classification of Water Body: "SA; HQW'
Page 3of8

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ENGINEER:
Massey Design
and Associates,
PC
�� E y :77
E51 N -
h Assncians, PC
I
I I
DATE:
22-Oct-07
Stormwater Computations for North Carolina Outer Banks
Project Name: I
Real Kiteboarding School
Project Location:
Dare County, North Carolina
Total Site Area:
84,945 5F
Disturbed Area only
SITE CHARACTERISTICS - DRAINAGE AREA "A"
I
Adjusted
Impervious
Existing Area
Proposed Use
Area
Buildings:
0
7425
7425
Walks, Paving and hard Surface:
0
2,766
27861
STORMWATER BASIN "A"
Turf Stone Paving o en graded pavers 70%
3,386
2370
Grass Pavel Turf Areas
0
01
x-section
Average
Volume
sum
Open Graded Stone:
0
0
Elev
area SF
area SF
depth
CF
volume
Undevelopedpen
24.561
0
Septic Leach Field (infiltrateslrepairerea
0
4,506
5.50
447E
Landscaping turflmulch :
0
3.143
48015
0.65
3122
Stormwater Areas
01
3,315
0
6,15
5127
3122
TOTAL
24,5611
24.561
125811
0
I
Iv= (Adjusted Impervious Area ! Total Area)
0.51
I
1
Rv= 0.05+ ,0D9 I
0.51
STORMWATER BASIN "C"
I I I I
I
!
I
x-section
Average
Volume
sum
STORMWATER SYSTEM DESIGN (INFILTRATION BASIN / SWALES)
Elev
area (SF)
area (SF)
depth
(CF)
volume
Stormwater Swale:
Stormwater Basins:
Bottom Area(SF)
210
"A"
B.
"C"
Surface Area (SF)�
525
Bottom Area(:
4478
1002
981
5.50
981
Depth:
0.5
SuriaceAreaSF
$127
1409
1137.0
1059
0.2
211.G
211.8
Side Slope Design:
3:1
Depth
0.7
0.5
0.2
5,701
1137
Bench Elevation:
0
Side Slopes:
3:1
varies
3:1
183.75
VOLUME:
3121.6
NIA
211.8
I
ffVOLUME:
TOTAL STORAGE VOLUME BASIN ONLY):
3333.4
CF
I TOTAL DOTTOM AREA OF BASIN
5459
SF
I I I I
I
I
Stone Base under Turf Stone Pavers; 3386 SF x 8" base x .4 voids =
90z.9
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area (SF):
5459
Infitration Rate (inRv)
20,00
VOLU (C
18196.7
III
STORMWATER MANAGEMENT ANALYSIS
2-hour Rainfall (in):
Intensity (inlhr):
2-hour Storage Volume (CF):
1
0.50
1.5
0.75
3
1.50
4.3
2.15
24
12.00
\�
`
•
V= (rainfall) (Rv)(1112)(area)
1046
1569
3138
4497
25102
��
/
Y
Basin Storage Only (CF):
3333
3333
3333
3333
3333
Infiltration Rate
0
0
0
0
18197
Total Storm Managed (CF):
3333
3333
3333
3333
21530
_n
%.�•
RATIO OF MANAGED STMWTR
318.71 %
212.47%
106.24%
74.12"/a
85.77%
•
1
w
`
�.
�l
a�
Notes:
1.
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 inchesthour as per Geotechnical Report
2.
Assume Hk h water Groundwater Elevation @ elevation 3,5' based on geotechnical re n,'
I

4 61" 5'
ENGINEER:
Massey Design
and Associates,
PC
��
ES I N
& Aswc:i.trrs.l'C
I
I
I I
DATE;
22-Oct-07
'
}
Stormwater Computations for North Carolina Outer Banks
Project Name:
Real Kiteboarding School
Project Location:
Dare County, North Carolina
Total Site Area: 184.945
SF Disturbed Area only)
SITE CHARACTERISTICS - DRAINAGE AREA "B" I
Adjusted
Impervious
I
Existing Area I
Proposed Use
Area
Buildings:
0
16,080
16,080
Walks, Paving and hard Surface:
01
11.772
11,772
STORMWATER SWALE "B"
Turf Stone PavingLopen graded pavers 70°/
4.514
3,160
I
_
Grass Pavel Turf Areas —�
0
0
x-section
Average
Volume
sum
Open Graded Stone:
0
0
Elev
area SF
area SF
I depth I
CF
volume
Undeveloped (open
41,830
0
Septic Leach Field (infiltrate pair area)
0
5,749
Landscaping(turf/mulch ;
0
2,146
Infiltration Basins
01
1,569
0
5.50
1042
TOTAL
41,8301
41.830
31.012
1305.5
0.7
913.85
6.20
1569
1= Adjusted Impervious Area / Total Area
0.74
Rv= 0.05+ .009)(1)
0.72
I
I I I I
I
I I
STORMWATER SYSTEM DESIGN (INFILTRATION BASIN I SWALES)
Stormwater Swate:
Stormwater Basins:
Bottom Area SF
280
"A"
Surface Area (SF)
700
Bottom Area(SF):l
1588
1042
797
INFILTRATION RATE FOR 2 HOUR PERIOD
Depth: 1
0.5
Surface Area(SF)I
1990
1569
949
Bottom Area (SF :
1042 basin 5950
ST 310)—
Side Slope Design:
3:1
Depth (FT):
0.5
0,7
0.2
Infiltration Rate (inthr)
20.00 20.00
Bench Elevation:
0
Side Slopes:
3:1
varies
3:1
VOLUME (CF): I 3473.3 19833.3
VOLUME:
2-All
VOLUME:
NIA
913.9
NIA
I I I I I
I
TOTAL STORAGE VOLUME Basin Only):
913.9
CF
TOTAL BOTTOM AREA OF BASIN
1042
SF
STORMTECH UNDER PAVEMENT STORAGE
I I
I I
I
I
I
Total Length:
1706.6
LF
Stone Base under Turf Stone Pavers; 4514 SF x 8" base x .4 voids =
1203.7
Section Length:
7,11
LF
Number of Sections:
240
EA
I
I
Volume per Section:
29
CF
Total Storage Volume:
6960
rows
junits
total
STORMWATER MANAGEMENT ANALYSIS
Number of Sections:
10
10
100
10
14
140
2-4our Rainfa9 (in);
1
1.5
3
4.3
12
2401
Intensity (in/hr):
0.50
0.751
1.50
2.15
6.00
I
I
2-hour Storage Volume (CF):
V= (rainfall) (Rv)(1112)(area)
Infitration Basin Storage (CF)
Infiltration During 2 hour event
2500
914
0
3750
914
0
7501
914
0
10751
914
0
30002
914
23307
1�
7�
�S %
I
Stormtech SC-310 System:
6960
6960
6960
6960
6960
Total Storm Managed (CF):
RATIO OF MANAGED STMWTR
7874
314.93%
78741
209.95%1
7874
104.98%
7874
73,24%
31181_
103,93%
l
Notes:
1.
2.
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 inches/hour as per Geotechnical Re ort
Assume Hi h water Groundwater Elevation (D elevation 3,5' based on geatechrrical report'
f.�.i.)�. a.i

5 of 5'
ENGINEER:
:
Massey Design
22-Oct-07E
and
Associates,
PC
�DATE
%SSS
'
a A>xx:l5rr.s. NC:
Stormwater Computations for Borth Carolina Outer Banks
Project Name: lReal Kiteboarding School
Project Location: Joann County, North Carolina
Total Site Area: 184,945 SF Disturbed Area only)
I 1 I
SITE CHARACTERISTICS - DRAINAGE AREA "C"
Adjusted
Impervious
Existing Area
Proposed Use
Area
Buildings:
0
01
0
WaSks, Paving and hard Surface:
1
0
2,256
2256
STORMWATER SWALE "D"
Turf Stone Paving (open graded pavers 70°
0
0
0
Grass Pavel Turf Areas (100%)
0
15,500
15500
x-section
Average
Voids
sum
Open Graded Stone:
0
0
Elev
area SF
area SF
de th
Pro ortion
volume
Undeveloped open)
18,558
0
Septic Leach Field (infiltrates/repair area
0
0
5.25
15500
Landscaping(turf/mulch):
0
802
15500
0.75
0.4
4650
Infiltration Basins
01
01
1
6.00
15500
TOTAL
18,558
18.55131
17756
1= Adjusted Impervious Area I Total Area)
0.96
Note: Top Elevation was assumed to be 6.00 which is the
Rv= 0.05+ .009
0.91
bypass elevation of the Grasspavo 2 area.
Minimum depth is 5,91
I I I I
I
I
1
I
STORMWATER SYSTEM DESIGN (INFITRATION BASIN / SWALES)
I
Infiltration Trench
IC.
Stormwater Basins:
Bottom Area (SF)
15500
"A"
"B"
Surface Area (SF)
15500
Bottom Area(SF:
1588
1002
797
Depth:
0.75
Surface Area(SF)
1990
1409
949
voids portion
0.4
Depth (FT):
0.5
0.5
0.2
Bench Elevation:
0
Side $lopes:
3:1
varies
3:1
VOLUME:
4650
VOLUME:
NIA
NIA
N/A
TOTAL STORAGE VOLUME:
4650.0
CF
TOTAL BOTTOM AREA OF BASIN
15500
SF
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area (SF)_I 1550D.0
Infitration Rate (inthr) 20.00
VOLUME CF): 51666.7
I I I I
I
STORMWATER MANAGEMENT ANALYSIS
2-hour Rainfall (in);
Intensity (in/hr):
1
0,50
1.5
0.75
3
1.50
4.3
2.15
40
20.00
/f
2-hour Storage Volume (CF):
^�
V= (rainfall) (Rv)(1/12)(area)
1409
2114
4227
6059
56361
Storage Under Grasspave (CF)
465D
4650
46501
4650
4650
Infiltration (CF):
0
0
0
0
51667
Total Storm Managed (CF):
4650
4650
46501
4650
56317
RATIO OF MANAGED STMWTR
330,02%1
220.01%
110.01%1
76.75%
99.92%
I
/r
Notes:
1.
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 inchesthour as per Geotechnical Report
2.
Assume High water Groundwater Elevation (da elevation 3.5' based on geotechnical report.'
I

Permit No.
(to be provided by nWQJ
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
SEP 1 9 20KTORMWATER MANAGEMENT PERMIT APPLICATION FORM
DVUQ-INAR® INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Mana ement Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: Real Kiteboardiny,
Contact Person: Robert S. (Trip) Forman, III Phone Number: [phone]
This worksheet applies to: Basin No. A / C in Drainage Area: A
(as identified on plans) (from Form SWU-101)
II. DESIGN INFORMATION -Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Newhan Corolla
20 ln/hr r cf/hr/sf (circle appropriate units)
3.5 fmS (Seasonal High Water Table elevation)
3"
inch
3,203
c.f.
0.015
days
odd size ft. x
3,333 c.f.
5.5 fmsl
6.15 fmsl
6.2 fmsl
(1.5 inch event for SA waters, 1 inch event for others)
ft. = 5,275* __
Bottom area of basins:
Basin A: 4,478 SF Bottom
3,122 CF Storage
Basin C: 981 SF Bottom
212 CF Storage
sq. ft. (bottom dimensions)
Form SWU-103 Rev 3.99 Page I of

Ill. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
GEn'1 a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
(_,am b. System is located at least 100 feet from water supply wells.
CrZM c. Bottom of system is at least 2 feet above the seasonal high water table.
Clm d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
CeTn e. System is not sited on or in fill material or DWQ approval has been obtained.
0/A f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access casements to the nearest public right-of-way.
CEr� g. Drainage area for the device is less than 5 acres.
C5rn h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached 4pkedws Sr, MISSwr, )
i. System captures and infiltrates the runoff from the first 1.0 inch of rain fall=O!5inch;event for
areas draining.to SA waters ). Design volume. and infiltration calculations attached.
Myn j. System is sized to take into account the runoff at the ultimate built -out potential from.all
surfaces draining to the system, including any off -site drainage. Calculations attached: '
G rn k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
OEM 1.
A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ccm m.
Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
_ CEir1 n.
Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
O f A o.
Flow distribution mechanism within the basin is provided.
CE+n p.
A benchmark is provided to determine the sediment accumulation in the pretreatment device.
NIA q.
Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
tjo VOLUVn
CEm r.
b1E S .Gr& ?
System is designexto draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
CCrr% s.
Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form S WU-l03 Rev 3.99 Page 2 of 3

Sep 11 06 01:58p clad [Hassey 757-313-9226 p.4
I I
c—
TV. INTY r; I
fv- Ir,
�'3 Ik '! , --, �ills ,
j-
L i
J.,
o"
V., I P1,C%,
0 j F
'It it:jt I tOIit 1 t 7 c) Tj :k)
I" i 11 nt C=r i ito I I t I I I t. I i iL I 11. 1 not I I I "i I k-t I i I I a I n,, 41 i"t'r i Nli v/i i
v Cj v,, �j
C
A. sh,11 bu in III(-, pr(I unif, "ll.w. vAll III(.. mit.'Iiwd
re') il.ov CA fi., o yo. b fl t 4 t n I � 1,0 1 1`,lc.; ! f u I
:i Lasv,,;tL�nl "s
:q)(;66---(I(iolls. If t{lQ sysk.nii }.olwt bii ropaired to 11'(�Cfon-a -l'unction, odiet, storillwater
control deviccs i-L,; kfflowcd by NLCAC' 21-1 . M00must bQ designed, approved and constructed.
I acloamyledgc and agree by my signature below thet I �mi ru�.ponsibk- fi"r tl)c, oLFfb(�- flivo
maintenance procedures listed above. 1 agree to notify).)WQ of anyproblonis wj�b 11)(71, ,;YSIC.111 or prim. to al)y
changes to the systcrn or responsible party.
PI-int Nanle and Title:
Address:
Phone: (--w
Signature:
-Nvte: The le;-,,a11,vrcsJ1T(b1C
W,
G Date:
should not be a homeowners association unless more than 50% of'the lots have been sold and a
_Z*:videtjl of late subdhit 7odon has been named the pres ident-
a NotanllobUc forte
te of M �,sv County Or
do hereby certify lfiattc6> rV r M FArx personally appeared before me this QA
day of �. �cr and acknowiedge the due execution of the forgoing infiltmlion basin maintenance requireme.ms.
Witness my hand and official seal,
SEAL My cominissim expires
Form Swu- 103 Rev 3.99 Vagc, 3 or 3

ENGINEER:
Massey Design
and Associates,
PC
1h SSE
ESQ N
e Asxxinies. r'C
DATE;
B-Se 6
Stormwater Com utations for North Carolina Outer Banks
Project Name:
Real Kiteboarding School
Project Location:
Dare Coun , North Carolina
Total Site Area:
86. 9 SF Disturbed Area only)
SITE CHARACTERISTICS - DRAINAGE AREA "A"
Adju sted
Impervious
Existing Area
Proposed Use
Area
Buildings:
0
7425
7425
Walks, Paving and hard Surface:
0
2,945
29451
STORMWATER BASIN "A"
Turf Stone Paving o en graded pavers 70 %
3,574
2502
Grass Pave2 Turf Areas
0
01
x-section
Average
Volume
sum
O en Graded Stone:
0
0
Elev
area SF
area SF
depth
CF
volume
Undeveloped (open)
24,539
0
Septic Leach Field infiltrateslre air area
0
4,587
5,50
4478
Landsca in turflmulch :
0
2,707
4802.5
0.65
3122
Stormwater Areas
0
3,301,
0
6.15
5127
3122
TOTAL
24,539
24,539
12872
0
Iv= (Adjusted Impervious Area ! Total Area)
0.52
Rv= 0.05+ (.009)(1)
0.52
STORMWATER BASIN "C"
x-section
'Average
Volume
sum
STORMWATER SYSTEM DESIGN INFILTRATION BASIN ! SWALES
Elev
area (SF)
area (SF)
depth
(CF),
volume
Stormwater Swale:
I
Stormwater Basins:
Bottom Area SF
210
"A"
B.
"C"
Surface Area SF
525
Bottom Area SF :
4478
1 D02
981
5.50
981
De ih:
0.5
Surface Area SF
5127
1409
1137.0
1059
0.2
211.8
211.8
Side Slope Desi w
3:1
Depth F :
0.7
0.5
0,2
5.70
1137
Bench Elevation:
0
Side Slopes:
3:1
1 varies
3:1
VOLUME:
183.75
VOLUME:
3121.6
NIA
211.8
TOTAL STORAGE VOLUME BASIN ONLY):
3333A
CF
TOTAL BOTTOM AREA OF BASIN
W9
SF
Stone Base under Turf Stone Pavers; 3574 SF x 8" base x ,4 voids =
953.1
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area (SF);
5459
Infitration Rate imbr
20.00
VOLUME CF ;
18196.7
STORMWATER MANAGEMENT ANALYSIS
2-hour Rainfall (in):
1
1.5
3
4.3
24
Intensity (in/hr):
0.50
0.75
1.50
2.15
12.00
\
/
2-hour Storage Volume (CF):
V= (rainfall) (Rv)(1112)(area)
1068
1601
3203
4591
25623
,
Basin Storage Only (CF):
3333
3333
3333
3333
3333
Infiltration Rate
0
0
0
0
18197
Total Storm Managed (CF):
3333
3333
3333
3333
21530
RATIO OF MANAGED STMWTR
312.23%
208.15%
104.08%
72.61%
84,03%
Notes:
1.
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 incheslhour as per GeotechnicaI Report
2.
Assume Hi h water Groundwater Elevation elevation 3.5' based an ootechnical re ort.'

Subject VEAL., K17ElBOA DJI)k a
Computed CEM Checked
SSE
ESI N
& ASSOCIATES, PC
Project #
Client
Date 9 13 0& Sheet #
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ONE

Permit No.
(to be provided by 17WQ)
RECT-c-IVED State of North Carolina
Department of Environment and Natural Resources
SEP 1 9 2006 Division of Water Quality
DWQ-VVARV ORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
77tis form may be photocopied for use as an original
DWO Stormwater Mana ement Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : Real Kiteboarding
Contact Person: Robert S. (Trip) Forman, III Phone Number: [phone]
This worksheet applies to: Basin No. B in Drainage Area: B
(as identified -plans) (from Form SWU-101)
H. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Newhan Corolla
20 ln/hr r cf/hr/sf (circle appropriate units)
3.5 m5 (Seasonal Nigh Wafer Table elevation)
3.0
inch (1.5 inch event for SA waters, I inch evens for others)
7,662
c.f.
0.03
days
ft. x
914 c.f.
5.5
fmsl
6.2
fmsl
6.2
fmsl
ft. = 1,042 * sq. ft.
Bottom area of basin:
Basin B: 1,042 SF Bottom
914 CF Storage
(bottom dimensions)
Note: Remainder of storage volume is in
Stormtech310 System. See SWU-107 6,960
CF Storage in Stormtech
Form SWU-103 Rev 3.99 Page 1 of 3

F
• i .cJ ,c r}i
., it ".ij i'I rr; ';
' �^ �
• !+.:. ,.
i
r. ,I{ 'E} •�.
a „�i'
!', i ,IL
r

lll. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
CEO a. System is located 50 feet from class SA waters and 30 fee om other surface waters.(&AS 6*11,J)
Cl;Tfl b. System is located at least 100 feet from water supply wells.
CSM c. Bottom of system is at least 2 feet above the seasonal high water table.
clXm d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
Cem e. System is not sited on or in fill material or DWQ approval has been obtained.
VIA f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
CEm g. Drainage area for the device is less than 5 acres.
MVA h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
CE m i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
i areas draining to SA waters ). Design volume and infiltration calculations attached.
CEM > j. ' System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
CEM k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
CEVA 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sedime� nLt trap is provided.
Cli K m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
C,Em n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
V/1% o. Flow distribution mechanism within the basin is provided.
CE rn p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
►J/A OC^ q. Runoff in excess of the design vo�lpme bypasses of) -line systems (bypass detail provided).
Valle, �jtou;ot vpluwv, f
C&M r. System is designe to raw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
CEM s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of3

Sep 11 06 01:58p clay massey 757-313-9226 p.3
(. .`..Oc. 4'/('.i�7.LII'`.)l.1•.il?�!�'_�1.1'.ill+a "}!1•�j'!F1! y•,?/i;.lt: '.il'`rl -at
J. Rcp%tir Cl.'i1CiL-d ..Li!"y'f;t JISi';tt�;;:};! i1 '•':11!'P('. 'S',;t:: i\', l:f.l\'[':': )i,.%''
VCay1 orl (: Io JlIf I tli t' Ji'i fJ;-IS; 1Tit lift 1".'•i 'lt' I` •SI`; '? rl i+ J ". 1 � � E C 3 1i.1 'I:. 3 . J ti't { s f '•['r
J i I � '(� ;' t 2 ii' ;fl f'I' � '!-'� 1 i;t1;! 111+i1'-:ttiF!111 ?l:!��1!! :fTltlil:ilf�' [Si' 1`•'i!�1: a^.'S:'�1
1,c+11"sC11 C; aCC-lf si12��11CC :=t: tt ;ai'ftt. �iC 1 i l�iC' j t '(:a J .•.ist ,� .•!C;il i t I
117 t?lf'. "11"L'•tl'(;�ti'tll^.F'sl ilf"xlI 1�,I"L:CIIt'C'.( lr) / i�}�'. fi jTi;, (lii�:',Eti;il Clr.:,tiif;ll d (i'( l ll1!iE ls;t 1ciS:;r::�C'•a
;'JtJAI o ii r)yJt;l..E:; Cf '.'.':1(,1J1;l�/ i .'t.S 1Z'Jat!:1(� !�`::1.`! ,.'.11.1 :� i�'?: I'::']!-;ll':; 1 %v?7t.L::'
S�',:t;ril'(i(i+>I1 I,t) i'+; i't:(it1':I;CI ,ta"t(l i3tlt% t:i,J.'ftf;!'l'�ii'IS::'e; IiIL, i31)i�i.ty (�f ?:ii!; �%5}ca[1 tU �`t`.i'ti)iltl a5 111:;5ii,t7(it.l. I�(;1tlnV(,i.l
S";dhl1 na sh.111 5c di",po's(A ol'ill an ;1t)l)wpfi"aQ IT1tIMIQi' i.1141 Si71lll 110t bt, Itftf7CHCd 1tl [L iLliiilil(T that.. Will
Fi!1\'Ei'S`JlZ! llt't.j:riC'.>
A benchmark shall bu estniblishod i11 tbc ly1'(:troat11t[;nf. Imit. Thc- hC'.11(.iwi I ctttr.111nc'ni.11lc: Orie-jl)al
CI{�ntll St! il.lLtt' <1' (ili:l'jt; :iediiikt:ut i;t:i'Irf,7Zl.flat.tfti!'.3'L`;J-0ifig.n (.aSi lit; ':'.lwn, P't:.ilxtz1:41„aing JI�JICi u's%;d to
ilC:tl.f17[.ific tllo d c;pth at Ow ;3cnU111-11._Irk sh"111 be wile that it will givc tai :.li C1iCCitC depffi ce'a ing and not
madiiy penetrate into accilnjulated sediments.
'When the design depth reads r. �� r�._ _.._.., 1'ec:t: i.n flre I71'cf1°i zrit;rclt:3 furl" t, t hl ' �;111}F? b --
removed Prow bath the Pretreat meal imif Rxid flie 41filffrlf:ioII. 1>asin-
5. If the Division determines that tll>r system is failing, the system will irsitr- diateiy be repaired to wiginal
design specifications. ffthe system cannot be repaired to perform its design function, othcr slorniwater
control devices as allowed by NCAC 2H A 000 must be designed, approved and constructed.
I acknowledge and agree by my signature bolow that I am responsible for the performance of the, five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior 1:0 any
changes to the system or responsible party.
Print Name and Title:
Address: 127
Phone: EEMDO
Signature:.
NC- T-+9
Note: The legally responsible p"W�s'houfd not be a homeowners association unless more than 30% of the lots have been sold and a
resident of thesubdivision has been named the president.
I, L . �` , a Nota� `R-u_bl "c for the State of N [, c �'�n C c�rc5 . _ . Counter � r
do hereby certify thaP�" r n` FNt-r..on personally appeared before lne this t a
day of S,hl___and acknowledge the due execu[ion of the forgaiilg i1111tilion basin maintenance rentliresiienss.
Witness my hand old official seal, q 1�
SEAL ��JJJ lvly C(11i]4nlCcjnn rfvnircc �k- 4:V "a ) 1
r
Rry 1 OP Pswc't nf'I

ENGINEER:
Massey Design
and Associates,
PC
55 E
E51 N
6 A55ZAILS, K
DATE:
8-Se
Stormwater Computations for North Carolina Outer Banks
Project Name: I
Real Kileboarding School
Project location;
Dare Count , North Carolina
Total Site Area:
86,549 SF
Disturbed Area only)
SITE CHARACTERISTICS - DRAINAGE AREA "B"
Adjusted
Impervious
Existing Area
Proposed Use
Area
Buildings:
0
15,839
15,839
Walks, Paving and hard Surface:
0
12,542
12,5421
STORMWATER
SWALE
"B"
Turf Stone Paving (open graded pavers 70%
4,732
3,312
Grass Pavel Turf Areas
01
0
x-section
Average
Volume
sum
Open Graded Stone:
0
0
Elev I
area SF
area SF
depth
I (CF)volume-
Undeveloped (open)
42,493
0
Septic Leach Field infiltrateslreair area
0
5,608
Landsca in turflmulch :
0
2,203
Infiltration Basins
0
1,569
0
5.50
1042
TOTAL
1
42,493
42,493
31.693
1305.5
0.7
913.85
6.20
1569
I= Adjusted Impervious Area / Total Area
0.75
Rv= 0.05+ ,009 I
0.72
I
t
STORMWATER SYSTEM DESIGN (INFILTRATION BASIN ! SWALES)
Stormwater Swale:
Stormwater Basins: '
Bottom Area SF
280
'A"
"B"
..C"
Surface Area (SF)
700
BottomArea(SF):
1588
1042
797
INFILTRATION RATE FOR 2 HOUR PERIOD
Depth: 1
0.5
Surface Area SF
1990
1569
949
Bottom Area (SF):
1042
basin
5950
ST 310
Side Slope Design:
3:1
Depth (FT):
0.5
0.7
0.2
Infitration Rate (infhr)
20.00
20.00
Bench Elevation:
0
Side Slopes:
3:1
varies
3:1
VOLUME CF ;
3473.3
19833.3
VOLUME:
245
VOLUME:
NIA
913.9
N/A
TOTAL STORAGE VOLUME Basin Only):
913.9
CF
TOTAL BOTTOM AREA OF BASIN
1042
SF
STORMTECH UNDER PAVEMENT STORAGE
Total Length;
1706.6
LF
Stone Base under Turf Stone Pavers; 4732 SF x 8" base x .4 voids =
1261.9
Section Length:
7.11
LF
Number of Sections:
240
EA
Votuma Rer Section:
29
CF
Total Stora a Volume:
6960
rows
units
Itotal
STORMWATER MANAGEMENT ANALYSIS
Number of Sections:
10
10
100
to
14
140
2-hour Rainfall (In):
1
1.5
3
4.3
121
240
Intensity (Inthr):
0.50
0.75
1.50
2.15
6.D0
2-hour Storage Volume (CF):
V- (rainfall) (Rv)(1f12)(area)
2554
3831
76621
10982
30649
Infitration Basin Storage (CF)
914
914
914
914
914
Infiltration During 2 hour event
0
0
0
0
23307
•'
Stormtech SC-310 System:
6960
6960
6960
6960
6960
/
Total Storm Managed (CF):
7874
7874
7874
7874
31181
RATIO OF MANAGED STMWTR
308.29%
205.53%
102.76%
71.691/6
101.74%
Notes:
1.
infiltration is based on 2-hour infiltration rate of an assumed 20.00 incheslhour as r Geotechnical Re ort
2.
Assume Hi h water Groundwater Elevation elevation 3.5' based on eotechnical re rt.'
l' "'101 1141111���

Subject 9FAL hl &R"44W
Computed Checked
SS4iATES,
ES
& Ass C
Project #
Client
Date 9/15106 Sheet #
A 'If
y
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VARIANCE TO CHECKLIST ITEMS
SWU-103, PAGE 2 of 3
STORMWATER BASIN `B" (only)
May 19, 2006
Item a
Depending on definition, a portion of StornwaterBasin °B" may be located within 50' of
a class of SA waters. In a previous permitted work efforts, the Owner cut in a boat basin
as the jet ski launch site for the kitebow*ng facility. It is this boat basin which is within
the 50' of storxnwater basin `B". The limits from the infiitration basin to the boat basin
are NY as requested by Mr. Vinson via e-mafl on May 11, 2006. The natural shoreline is
over IW away from the stormwacter management facility.

ECEIVD ' Permit No.
{to be provided by DWQJ
��hN ,��, I 9 2�a� State of North Carolina
Department of Environment and Natural Resources
DWQ-p' 'Si
R� U>Evksion of Water QualtY
ORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INIFUTRATION TRENCH SUPPLE, MENT
This form may be photompled for use as an original
DAQ StoMivv rter LIanagement Place Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
underground infiltration trench supplement for each system, design calculations, and plans and specifications
stowing all stormwater conveyances and system details.
1. PROJECT INFORMATION
Project Name :
Contact Person:
Phone Number. (2SZ ) 30S- 6P53(p
For Projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench 510ZMie<-il Sip in Draixrage Area - --
(from plow) (from Form SWU--IOI)
M DESIGN M ORMATION (attach supporting calculations/doauianentation):
Salk Report S€cmmaTy (based -apon an actual f eld investigation and soil borings)
Soil Type Newk ICP"IIA
Infiltration Rate Zd - 9i�r-.Mv/sf (circle appropriate units)
SITM* Elevation 3. s -ftusl (Seasonal.1figh baler Fable elevation)
Trench Design Parameters
Design Volume 7 G (n 2 � c.f.
Design Storrs. 3 .d inch event (I.S inch event for• SA waters, I inch event for others)
Drawdown Time 0,65 days
Perforated Pipe Size slannr[ u 310 :inch diameter ARtaA - 164 x 34" Q
Perforated Pipe Length f 7 �'7 , ft. (`Tc�a��
No. Observation Wells -4 S (may be required on a case -by -case basis)
Stone Type (if used) # 57 k AS e,1>/tJ"?P'rJ-
Stone Void Ratio 0.40 .
Trent{ Elevad ons (infect meariseallevel) }
Bottom Elevation cr?.2�1L �r-r) fmsl ( 5 • o` 1411 p
Storage/Overflow Elevation _i 3� ..- fmsl
Form SWU-14l7 Rev 3.99 Page I of 4

Trench Dimensions
Height 2-33 ft. Length i I. ( 99.5' ft.
Width ft. Volume Provided. 60 `.� O: cust.
M. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stornawater Best Management Practices manual (N.C.
Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15
A NC.AC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
C.EIt a. System is Located. 50 feet from class SA waters and 30 feet from other surface waters.
GE. -A
b. System is located at least 100 feet from water supply wells.
cevk c. Bottom of system is at least 2 feet above the seasonal high water table.
CLFA d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
WA e. Off-line system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
UM f. System is debigned to draw down the design storage volume to the propmed bottom
clevation antler seasonal higb water conditions within five flays based upon infiltration
through the bottom only (a bydrogeologic evaluation may be required).
CCE M _ g. Soils have a rrxininiwn hydraulic conductivity of 0.52 inches per hour.
MM h. System is not sited on or in fill inaterial or. DWQ approval vas been obtained.
i. Pla ; Unsure that the installed system will .meet design specifications (constructed or
.restoxed) upon:initial operation once the project:is conlpiete and the entire drainage area is
stabilized.
G M j. Systom is sired to tale into account the runoffat the ultimato built -out potential f m all
surfaces draiiking to foie system, including any off. -site drainage.
N 1A, k. System is located in a .recorded din inage casement .for the proposes of operation and
- nuuntenance and has .recorded access easements to the :nearest public .right-of-way.
1. System captures and infiltrates the runoff from the first L0 in.Ch. of r""J)fall. (1.,S "1011 eVet't:
for areas draining to SA. waters ). f4o ?jypASS . p¢ou�d i, Y S-,kap►-t Evgwr
CEM — .m. Dminage area for the device is less than 5 acres.
CEM__ n. A pzetreati-neat device filtcr stri grasseki swale, sediment trap, etc.) is provided.
S Jvn�� -TIRAe' & All AA51 4s
o. Trench bottom is covered with a layer of clean. sand to" average depth of 4 inches.
p. Sides of the infFi.ltab c trcneb are 1ined.with geotextile fabric.
_ M�_ q. Rock used is free of lines (washed stone) wid has a large void Intio.
14 �A_ _ r. Side to bottom area ratio is less than 4.1.
Form SWU-101 Rtw 3.99 Page 2 of 4

CAM ___ s. Observation well(s) are.provided (case -by -case basis).
G t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
-N/A u. A benchmark for checking sediment accumulation is provided.
31V. '3.TrINMERGROtUND RUMTRAMON TRE, NCR OPERA110N AND MAEWTENANCE AGREE MENT
1. After every runoff producing rainfall event and at least monthly inspect the bypasOoverflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain it ma:LlYlLwn height of six iniches, and remove Tragh quid blockages as needed to niaiaatain
syste n performance.
3. Remove accumulated sediment annually or when depth is reduced. to 75% of the original design depth. Restore
depth to original desiga depth without: over-oxm< atang. Over-mcava&g• a ay cause the mquited. Nvatter table
separation to be reduced and may compromim the ability of the system to poiTbrm as dcsigaed.
4. Tlic water la,/el 111'Uij monitoring -wells will 'be recorded aftl it a i inch rainfall event and at least once a month.
Chronic .high water- table elevations (witWn 1-foot of the bottom of'the sysW='fbr a period of three .crumbs)
shall be aeported to DNnIQ irninccUatoiy.
S. If DNVQ determines that the system is Tailing, tho sytstxarn x ril1 iimnedi.atoly lie repaimd or r placed. to original
design specif cations. If the .". ern. cannot: be repaired to perform its design. function, othc;r sWrtt water contral
devices as allowed by NCA C: 211.10ii0 must be dcsigncd,, approved and c=iiucted.
G. Renilovr acrurnnintod ,sediment from the :inf'iltnition system annually or wheii depth in the unit :is reduced to
'75% of the original design depth. Tlic system shall "be xastored to the orighial design der.pLh without over -
excavating. Over m„ tcavating may cawsr "fie required waear table separation -to be reduced turd may
compromise the abi:tity, o;t the system-to*pi;rliami as designed. Removed sediment shall be disposed of in an
appropdato -manna mid shgi :tiol ue :1t�uiciEetl i3x a'�iiuuicx that will adYimei'y impact tivatci' quality (i.e.
3tL't;.%?.L tn:il= a storal"'f�lti'.i"t=tnient device or stmwii..) etc.).
A beuc;hntarlc shall be cstabli.5li.erl it1 t11e ir,�.itt`ation syrstcm. Tlie bc;ttc.Iima,rle a=�ifi. doccarl.�entr the cif7�„is:tal.
design depth so that accumte setli mexit am=ulatiou readiggs• cart lac lai ua. T'li.e x3:,.c a ori.ng deWCO aNW.icl
determine the deptlt at the. ba- chmadt shall be such fbat it MU give an accuiTste depth reading and. not:
renic ily penetrate into accumulate d sediments.
nva ii;lio,deptb art t4c b:on 'hmar. �i tzads , N�A _ ffia" -.1mun ° Aftt Led'sed' rent shnu b0 "r-:pmoved
from the Vim.
Fenn SWU-107 Rev 3.99 Page 3 of 4

Sep 11 06 01:59p clay Massey 757-313-9226 p.5
1 acknowledge and agree by my signature below that I atn responsible for mainEaining the stoywlwater
collection system in accordance with the six maintenance procedures listed above. I agree to notify. DWQ
of any problems with the system or prior to any changes to the system or responsible party.
Print Name and Title: VQ
Address: h M)K �3
phone: T 2,OT-
Signature:
LB
Date: I
Note: The legally responsihlr paAksj;euld not be a homeowners associXion unless more than 50% of fhe lots have been sold and a
resident of the subdivision has been earned the president.
[, & k, a Notary Public for the State of ►jar!s�„ County of
do hereby certify that w,,-,,*' ��c= V r ____ personally appcared beforc me this , a
day of �h , and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
SEAL My commission expires
Dorm SWU-107 Itev 3.99 Page 4 of 4

ENGINEER:
Massey Design
and Associates,
PC
S S E
%ESl;,4N
a tC;
DATE:
8-Se
Stormwater Computations for North
Carolina Outer Banks
Project Name:
Real Kiteboarding School
Project Location:
Dare Count , North Carolina
Total Site Area:
86,549 SF
Olsturbed Area only)
SITE CHARACTERISTICS - DRAINAGE AREA "B"
Adjusted
Impervious
ExiMilnq Area
Proposed Use
Area
Buildings:
0
15,839
15,839
Walks, Paving and hard Surface:
0
12,542
12,542
STORMWATER
SWALE
"B"
Turf Stone Paving (open graded pavers 70%
4,732
3,312
Grass Pavel Turf Areas
0
0
x-section
Average
Volume
sum
Open Graded Siona:
0
0
Elev
area SF
area SF
depth
CF
volume
Undeveloped (open)
42,493
0
Septic Leach Field (infiltrates/repair area
0
5,608
Landsca in turf/mulch :
0
2.203
Infiltration Basins
0
1.569
0
5.50
1042
TOTAL
42.493
42,493
31.693
1305.5
0.7
913.85
6.20
1569
I= Adjusted Impervious Area! Total Area
0.75
Rv= 0.05+ ,009 I
0.72
r
STORMWATER SYSTEM DESIGN (INFILTRATION BASIN I SWALES)
r•: ^. -
Stormwater Swale:
Stormwater Basins:
;
Bottom Area SF
280
"A"
"B"
Surface Area (SF)
700
Bottom Area(SF):
1588
1042
797
INFILTRATION RATE FOR 2 HOUR PERIOD
Depth: 1
0.5
Surface Area SF
1990
1569
949
Bottom Area SF):
1042
basin
5950
ST 310
Side Slope Design:
3:1
Depth (FT):
0.5
0.7
0.2
Infitration Rate (inthr)
20.00
20.00
Bench Elevation:
0
Side Slo es:
3:1
varies
3:1
VOLUME CF ;
3473.3
19833.3
VOLUME:
245
VOLUME:
NIA
913,9
N/A
TOTAL STORAGE
VOLUME Basin Only):
913.9
CF
TOTAL BOTTOM AREA OF BASIN
1042
SF
STORMTECH UNDER PAVEMENT STORAGE
Total Len the
1706.6
LF
Stone Base under Turf Stone Pavers; 4732 SF x 8" base x .4 voids =
1261.9
Section Length:
7.11
LF
Number of Sections:
240
EA
Volume per Section:
29
CF
Total 5tora a Volume:
6960
rows
units
total
STORMWATER MANAGEMENT ANALYSIS
Number of Sections.
10
10
100
10
14
140
2-hour Rainfall (in):
1
1.5
3
4.3
12
240
Intensify (inRtr):
0.50
0.75
1.50
2.15
6.00
2-hour Storage Volume (CF);
V= (rainfall) (Rv)(1112)(area)
2554
3831
7662
10982
30649
1111!
Inftretion Basin Storage (CF)
9141
914
914
914
914
C
/
Infiltration During 2 hour event
0
0
0
0
23307
/
Stormtech SC-310 System:
6960
6960
6960
6960
6960
•'
Total Storm Managed (CF):
7874
7874
7874
7874
31181
RATIO OF MANAGED STMWFR
308.29%
205.53%
102.76%
71.69%
101.74%
`
Notes:
1.
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 inches/hour as per Geotechnical Re ort
2.
Assume Hi h water Groundwater Elevation a elevation 3.5' based on geolechnical report.'report.'l

Subject R€At- �rre130�t�r+nC�j
Computed Checked
SSE
ES1111 M+
N
& ASSOCIATES, PC
Project #
Client
Date 9) �� 1v Sheet #
bI
NAr
j�gr,—A
B
r,�7
��U?i2.�
fad
vDr-umE
��2 C�
C
�,�11
I
A
—
UDw
I
rn AVAI-�A�o
T FI
%F
W
AM,N
17
sWV
- 163
— txrr)
qMA
I I
r r
F
77
T
-1
�,at<ov-�
{i G—Routs
I0
()
-r,
00
hws
x
14,
Sfri'� A A a SI/I
T
1.33� o�oo 60 - 4 ? t
.�3
`0 % - 0 *oo
ab 0
no-
f a 10 a
t,',•n s s Cxu��t S•
OF
`T
�"
ChP`��
6.R
Vb)Ui+lru
71
S7-Wgsu
%�dp`
\�Mpn
NtJ}..4T1I
TT
rI
B�
I
p5L5� f# 5; 1+�A5Q&bI
L.�.... �4��}
i; t�.75 ab.�B Z�
D 5
57o1LrnciB._.
�F tNi(4-
t 7
It1_2 S'
r
j T
M��,_�{b1l..�L��vr4•-�
S3
9
4~JA1,10m
Iffk600
S 6A�ic�
�)
tVA-1
LTI
L

Figure I
StarmTer-h SC-740 Chamber (not to scale)
Nominal Chamber Specifications
Size (WxHxInstalled LI 5IArx3O.Tx85.4'
Chamber Storage 45.9 ft'
Minimum installed Stomp* 74.9 tP
Weight 74 ft
Rpm 2
StormTech SC-310 Chamber (not to scale)
Nominal Chamber Specifications
Size (W x H x Installed Q_ 34Z x I Mr x 85.4*
rj=gu Storage U.7 ft'
F
WMbnIAIpO
=hxWWStM F�
Weight_ 37 MS
� r-- 3 4. Wjr-TT
r— ACCEPTS 41 SC!-! 40 PIpE
85.4"INSTAL1 D f
- I
� ili r r'r�i �i
'This assumes a minimum of 64nches of stone below, above and between chamber tows and 40% stone porosity.
4 Cafi StormTech at SBOX922M or visit our website at wwwAtonntadh.com for technical and product lnfomiatwL

Diu _ _ .,»Ji; .... ...... _ n . :.. � - _, '-•``s ..':'1 � _ ._._ �4: - 1 � a-�.' :� s : i.... 1.._ _»
Table 5 and Table 6 provide incremental storage volumes
for SC-310 and SC-740 chamber systems. This infor-
mation may be used to calculate a detention/retention
system's stage storage volume.
Product Specifications: 1. 1, 2-2, 2.3, 2.4 and 2.6
TABLE 5 -- SC -MG ftmremental Storage Volumes Per Chamber
Assumes 40% Stone Porosity. Calculations are Based
Upon a 6-inch Stone Base Under the Chambers.
28 14.70
31.00
3021
27 4 14.70
26 1 SIM 14.70
29.42
25 1 Cover 14.70
28.63
I 24
14.70
27.84 _
23
14.7D
27.05
22
14.70
26.26
21
14.64
25.43
20
14.49
24.54
19
14.22
23.58
18
13.68
22.47
17
12-99
21.25
16
12.17
19.97
15
11.25
18.62
14
10.23
17.22
13
9.15
15.78
12
7.99
14.29
11
6.78
12.77
10
5.51
11.22
9
4.19
9.64
8
2.83
8.03
7
1.43
6.40
6
A 0
4.74
5
1 0
3.95
4
Starts 0
3.16
3
1•oandaiion 0
2.37
2
0
1
0
Q.79
1&#.. AM n 7A ..,. f/ of #- - for eeAd"U.-I lnnh ni
stone foundation. Dtj(,phu'T FOR
� �1Gf S.d to S.2S
0. -19 x 2. �" - i.97 c� 6tscou;-*
TABLE 6 - SC-740 Incremeutal Storage Volumes Per Chamber
Assumes 40% Stone Porosity. Calculations are Based
Upon a 6-inch Stone Base Under the Chambers.
42 + - 45.90 74.90
41- 45.90_._.....i 73.77
40 Stone 45.90 72.64
39 f Caner- 45.90 ` 71.52
38 n 45.90 - 70.39
37 I� 45.94 69.26
36
45.90 1
68.14
35
45.85
66.98
34
A5 69
65.75
33
45.41 - [
_ 64.46
32
44.81
62.97
31
44.01
61.36
30
43.06
59.66
29
41.98
57.89
28
27
26
25
24
40.80
39.54
38,18
36.74
35.22
56.05 w
54.17
52.23
50.23
48.19
23
33.64
46.11
22
31.99
44.00
21
30.29
41.85
20
28.54
39.67
19
26.74
37.47
18
24.89
35.23 I
17
23.00
32.96
16
21.06
30.68
15
19.09
28.36
14
17.08
26.03
13
15.04
23.68
12
12.97
21.31 ,
11
10.87
18.92
10
8.74
16.51
9
6.58
14.09
8
4.41
11.66
7
221
_
9.21
6
0 w.
-- - ._.._ � ---- - J
i
# Stone 0
Foundation 0
0
0
6.76
5
4
3
2�1
1
5.63
4.51
3.38
2.25
1.13
NOW Add 1.13 ca. ft. of starage for each additional Inch of
Stolle foundation.
14 Can StormTech at 888.892.2694 or visit an website at wwwAlonakKiLcom for technical and product information.

l

RECEYVD ' Permit No.
State of North Carolina
5EP 1 9 2006 Department of Environment and Natural Resources
Division of Water QuaUty
DWQ-W f RG0P,MWATER MANAGEMENT PERAUT APPLICATION FORM
(to be provided by DWQ)
UINMERGROUND INFILTRATION TRENCH SUPPLEMENT
This form may he photocopied for use as an original
P WOStonnwaLmMarmagemeut Plan Review:
A complete stormwater n=agcment plan submittal includes a stormwater management permit application, an
underground infiltration trencb supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances turd system details.
1. PROJECT HiMRMA TION,
Project Name : K EAl_
Contact Person; [l—r-
L
Phone Number 2S'-'your,
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench _��FA55p _ -- $ -- - in Drainage Area G
{from plats) - (from Farm SWU-101)
11 DE, SIGN U4YORMATIGIN (attaeb supporting calculations/documentation):
Soils Report Sam ni (based upon an actual field investigation and sail borings)
Soil Type 01!At20 t e oLa A
Infiltration hate ,gyp in/lrr r cflhrlsf (circle appropriate units)
SIBVT Elevation 3 . J _ &l (Seasonal1figh Water Table elevation)
Trench Design Parameters
Design Volume
Design Storm
Drawdown Time
Perforated Pipe Size
Perforated Pipe Length
No. Observation 'Wells
Stone Type (if used)
Stone Void Ratio
46W c.f.
3.0 inch event (1.5 inch event for SA waters, 1 inch event for others)
• cow days
NIA inch diameter
NIIA ft.
j
A (may be required on a case -by -case basis)
# 5-r was�ir_p1w�n��
Trench E£m►aiions (in feel mean sea level)
Bottom Elevation s. ZS frnsl
Storage/Overflow Elevation 5. 90 fmsl
FormSWU-Uri Rev 339 Page t of 4

Trench Dimensions
Height 0- CPI ft. Length 180 ft .
Width NI ftx Volume Provided 4983 cu.ft.
A6bX6,�A] AWS ' (.Z6 x 23 Xy}}-4z u 7ZA)
7
III. REQUIRED ITEMS CFIECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C.
Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15
A NCAC 2H _ 1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. I.f the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
CE M _ _ a. System is located 50 feet from class SA waters and 30 feet from other surface waters,
_ G _ b% System is located at eas 100 fee Ao� ri water supply wells. ROrn s��u�
4.�,
C� C. Bottom of system is at least/feet above the seasonal high water table.
d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
GSM e. Off line system, n' MOff in excess o 9the design volume bypasses the system (bypass detail
provided). 16VPAi 5 VVbVI&P � (I D1��
CA,; _ f System is designed to draw dovni the design storage volume to the proposed bottom
clovatlL7n under seasonal high water coIiditions within five days based upon infiltration
through the bottom only (a hydrogeologic evaluation may be required).
C'W
g. Soils have a niin.inium hydraulic conductivity of 0.52 inches per hour. AWJt is pN
—�� �� Et. System is not sited on or in fill material or 17 ravel has been obtaiiie fill Mp'IM4
(, M _ _ i. plans ensure that the installed system will meet design.specifications (constructed or
.restored) upon initial operation once the project is complete and the entire drainage area is
stabilized..
j. System is sired to take into account the runoff at the ultimate built -out potential. from all
surfaces draining to the system, including any off. -site drainage.
WI A lc. System is located in a recorded drainage ensonient for the purposes of operation and
maintenance and has recorded access easements to the iiearest public .right -of way.
MIA
System captures and infiltrates lbe, runoff from the first 1.0 inch of rainfall (1.5 inch. event
for areas draining to SA. waters ). � 3" eZ*OZM -- b,,,blt I. S a CIA.*
_____CehA ni. Draimige t►iea for the device is less than 5 acres.
__0 l� n. A pretreatment device ( filter strip, grassed swale, sediment trap, etc.) is provided.
'TuQ� oJ�tl.l w/ gnA65PtVr- L-10 Ac-1'As t'll-O C,
M o. Trench botto n is covered. with a. layer of clean sand to an. average depth of 4 inches.
GSM p. Sides of the infiltration trench. are Lined. w- ith geotextile fabric.
C Er^ q. Rock used is free of fines (washed stone) and has a larue void ratio.
C.11�rA r. Sitle to bottom at-car,-itiD i i less thari zl: i.
Farm. SWli-107 ilcv 3.99 Fake 2 of 4

s. Observation well(s) are.provided (case -by -case basis).
Cl~M t. Vegetated filter is provided for overtlow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
!a u. A benchmark for checking sediment accumulation is provided.
ly. UND- ERGROUNi D MTRAInGN TRENCR OPERATION AND MAINTENANCE AGREEI[ENT
1. After every ranoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trashaccumulation, grass cover, and general.
condition.
2. Repair eroded areas immediately, reseed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and it;move trash and blockages as needed to maintain
system performance.
3. Remove accumulated sediment annually or when depth is reduced. to 75% of the original design depth. Restore
depth to original design depth without aver-excavaUng. Over -excavating inay cause the rectuit-ed «ram table
separation to be reduced and may compromise the ability of the systen3 to perform as designed.
4. 'Ilene water level in any monitoring wells will be recorded after a l inch rainfall event and sit least once a month.
( hrozzio bigh water table elevations (within '1 fbotofthe bottom of the system for a period of Uuee moon is)
shall be reported -to DWQ inunediately.
S. If Y)%;Q deterxmvnes that the sy .gcsrm is failing, the system will firtmediately be repaiml or replaced to on- M� rral
design specifications. If the sy ami cannot be, repaired. to perform its de.-il n. function, otlm.er starrawater ct mlml
devices as allowed by NCAC 21-1..1.000 r. ust be designed, approved and constructed.
G. Removo accumulated sediment: from'dic infiitration system martially or When depth in'tlze uamit is reduced to
'15% of!hc original desigu cicgmih. The to dic original design depth without over-
ex'�Avatitg. Uv :r-c:(cav rating rimy cause the j�equired viater ldbls separation -to be red -aced mid may
compromise the nbi.lity of the system to'pc:rfbrm as desigmeel. Removed sediment shall be disposed ofin an
appropriate; =rtm= and ahah notbe handled in a maimer t: at vall advemely impact water qua ity (J.e.
sto6Tiling neat ,% stormviat0 treatinen.t device ox stream, etc.).
A benchmark shall be establistmed is the infiltration systrrtm. The benolitnarlc: v ill document: the original
design depth so diet accuiate sedimcait azoinnulation. s eadiogs can is . taltca. The measuAag; pie -vice used to
det=dm, the depth at the benchmark . she l he cud). that: ft vAU give ati accuraW cloth reading; and iaat.
-readily penetinte :into accumulated sediments.
in' the �*' Pth txtt'D 3 ziz;b aax��r sls N1� , thn i -cum xtetil eeillment-shall be removed
from tlae sy ff eui.
Dorm SWU-t07 Rev 3.99 Page 3 of 4

,Sep•11 06 02:00p clay massey 757-313-9226 p.6
I acknowledge and agree by my signature br lov,, that i ani responsiblc for maintaining tIwc stort�a�:at�r
collection system in accordance with the six maintenance procedures listed above. I agree. to notify I}1VQ
of any problems with the system or prior to any changes to the system or responsible party.
Prirrt Name and Titte:—^• _WvU
Address: C
Phone:(jIF�-) -30y—
Signature:
Date: q1 %,?i1Qro
Nofe; The legally responsible party should not be a hon+eawners association vnless more than 50'16 of the Tots have been ,role! and a
residem of the subdivision has been earned the president.
- a Notary {Public for the SlAte of 1.1ri;,t- , C ounly of
r` do here y certify that personally appeared before me this 1�
day of and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my hand and official seal,
SEA t, My commission expires "` a-%- klyn
Dorm SWU-107 Rev 3.99 Page 4 of 4

ENGINE
DATE:
Stormwater Computations for North Carolina Outer Banks
Project Name: IReal Kiteboarding School
Project Location: Dare Coun , North Carolina
Total Site Area: 86,549 SF bisturbed Area Only)
SITE CHARACTERISTICS - DRAINAGE AREA "C"
0
0
0
SSE
S I N
e AvAx:inr'I'.s. PC,
sum I
Undeveloped (open) 19,747 0
Septic Leach Field (infiltrates/repair area 0 0 5.25 17102
Landsca in turflmulch : 0 265 17102 0.67 0.4 4583.336
Infiltration Basins 0 0 5.90 17102
PTOTAL 19,747 19.747 19482
Im Adjusted Im ervious Area ! Total Area 0.99 Note: To Elevation was assumed to be 5.90 which is the
Rv= 0.05+ (.009)(1) 0.94 average depth of the Grasspave 2 area.
WATER SYSTEM DESIGN (INFITRATION BASIN 1 SWALES)
Trench "C" Stormwater Basins:ea(SF) 17102 C. }
�Surfece Area (SF) I 171021 . . Bottom Area(SF):� 1568 1002 i 797
npnth• n Gi Sudac� Area(SFl 1990 1409 949
TOTAL BOTTOM AREA OF BASIN
17102
SF
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area (SF):
17102.0
Infitration Rate (inlhr)
20.00
\
VOLUME (CF):
57006.7
I
STORMWATER MANAGEMENT ANALYSIS
2-hour Rainfall (in):
1
1.5
3
4.3
40
Intensity (iNhr):
0.50
0.76
1.50
2.15
20.00
2-hour Storage Volume (CF):
V= (rainfall) (Rv)(1112)(area)
1543
2316
4630
6637
61737
Storage Under Grasspave (CF)
4583
4583
4583
4583
4583
Infiltration (CF): 1
0
0
0
0
57007
Total Storm Managed (CF):
4583
4583
4583
4583
61590
RATIO OF MANAGED STMWTR
296,96%
197.97%
98.99%
69.06%
99.76%
Notes:
1,
Infiltradon is based on 2-hour infiltration rate of an assumed 20,00 inches/hour as per Geotechnicat Report
2.
Assume Hi h water Groundwater Elevation @ elevation 3.5' based on geotechnical report..

Subject
Computed Checked
SSE
ES N
R ASSOCIATES, PC
Project #
Client
Date Sheet #
via
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REAL KITEBOARDING RECEIVED
47170 Highway 12 SEP 1 9 2006
Buxton, North Carolina
Project Narrative ®WQ-'V AR®
September 15, 2006
The proposed Real Kiteboarding School, retail and residential facility is a major reconstruction and
upgrade of an existing kiteboarding facility on the same site. The site is a 3.48 acre site adjacent to
the Pamlico Sound on Route 12 in the Waves area of Hatteras Island. The improvements
considered part of the stormwater permit are all on the uplands portion of the site. The property
owner has an existing permit and has previously performed dredging and bulkhead work on the boat
basin.
The uplands portion of the site has a natural ridgeline and the elevations range from 3.0' to 7.0'
above sea level. All building and hard surface improvements are concentrated at the higher
elevations. As the site approaches the Pamlico Sound, the elevations drop toward the water. Total
disturbed area is approximately 86,549 sf (2.0 acres) or 57% of the site. The soil scientist
conducted five hand auger borings on -site on March 24, 2005. The soils encountered belong to the
Newhan/Corolla line sand classification with 0 to 6% slopes. Based on the soils investigation, the
sandy soils are very deep and well drained. The soil scientist determined that the subsurface
permeability exceeds 20 inches per hour throughout the soil profile. The highest high water table
elevation was measured at 38.44 inches during the investigation which is considered to the seasonal
high water table. For the stormwater design, we followed the recommendation and utilized the
infiltration rate of 20 inches per hour and a seasonal high water table of 3.5 feet. Refer to the soil
report for additional information and data on the soils investigation.
The proposed improvements consist of two building with parking areas of asphalt, turf stone pavers
and Grasscrete 2 grid. Building; #1 is 15,482 gross sf, building #2 is 7,488 sf and there are 17,133 sf
of asphalt paving. To minimize the site coverage, we are also providing turfstone paving parking
(8,306 sf) and a Grasspaver 2 parking system (16,630 sf). One existing 400 sf structure is to remain
after the site improvements. Because of the outstanding natural sandy material and high infiltration
rate, we are proposing to utilize a stormwater infiltration system for stormwater management. For
the site, we have identified three drainage areas and three stormwater management systems
dispersed throughout the site. The first system is a conventional storm infiltration drainage basins
associated with a planted swale. Because the available area for stormwater management is limited
and we are required to provide storage for a 3" storm, part of the stormwater infiltration area is
under a raised timber porch. The second system combines the swale and the infiltration basin with
a Stormtech 310 underground storage cells to meet the quantity requirements. The third system is
located under the 100% pervious Grasspave 2 area. The Grasspave product is a plastic grid system
placed over a washed and wrapped #57 8" stone base. The grid's are filled with a sand mix and
sodded to grow a dense turf area for overflow parking/occasional parking. All impervious and
improved areas are directed to the infiltration basins. For the conventional infiltration basins,
depths range from a 0.2' to 07. The bottom of the basins was established at 53, two feet above the
high water table. Drawdown time varies from 0.0068 days to 0.03 days, well within the established
criteria. As previously discussed with the staff at NCDENR, the bottom of the Grasspave
stormwater management area infiltration is set at 5.25, 1.75' above the MHW elevation.
Real Kiteboarding Project Narrative
47170 Highway 12 September 15, 2006
Burton, North Carolina Page I

For this project, either the Infiltration Basin Supplement (SWU-104) or the Underground Infiltration
Trench Supplement (SWU-107) was submitted with the permit package for each basin. Based on a
3" storm event, stormwater basin characteristics are as follows:
Area "A" Characteristics:
Total Drainage Area: 24,539 SF
Total Impervious Area: 12,872 SF (52%) (Adjusted for turf stone areas.)
Two Hour Run-off Volume: (3" storm) = 3,203 CF
Total Stormwater Stored: 3,333 CF (104%)
Design Infiltration During 2" Rain Event: 18,197 CF (20 inches/hour)
Drawdown Time: 0.015 day (21 min)
Area "B" Characteristics:
Total Drainage Area: 42,493 SF
Total Impervious Area: 31,693 SF (75%) (Adjusted for turf stone areas.)
Two Hour Run-off Volume: (3" storm) = 7,662 CF
Stormtech 310 System: 6,960 CF Storage
Infiltration Basin Storage: 914 CF
Total Stormwater Stored: 7,874 CF (103%)
Design Infiltration During 2" Hour Rain Event: 19,833 CF (20 inches/hour)
Drawdown Time: 0.03 day (43 min)
Area "C" Characteristics:
Total Drainage Area: 19,747 SF
Total Impervious Area: 19,482 SF
Two Hour Run-off Volume: (3" storm) = 4,630 CF
Bottom Area of Infiltration Zone: 17,102 SF
Total Stormwater Stored: 4,583 CF (99.0%)
Design Infiltration During 2" Hour Rain Event: 57,007 CF
Drawdown Time: 0.0068 day (10 min)
A spreadsheet and calculation sheet is attached for each system to better demonstrate the stormwater
analysis. The project civil design, the summary, and the stormwater calculations were prepared by
Massey Design and Associates, PC of Virginia Beach, Virginia. Please direct any questions to Clay
Massey at [phone] (phone), [phone] (fax) or cla a masse e.com.
Rea! Kiteboarding
47170 Highway 12
Buxton, North Carolina
Project Narrative
September 15, 2006
Page 2

September 14, 2006
RECEED
SEP 1 9 2006
®W Q-W AR®
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
I%SEES'�Ii'
N
& ASSOCIATES, PC
Re: Stormwater Review for Real Kiteboarding, Stormwater Review 4SW7060623
MDA Project # 04.065
Dear Mr. Vinson:
Attached please find responses to your comments dated August 31, 2006 for the Real Kiteboarding
development in Waves, North Carolina.
We reviewed and corrected the totals. Building # l was 15,482 SF and for the drainage areas
building # 1 run-off is split between the basins A and B. Building 42 is completely in the drainage
area "B" basin.
2. All Drainage areas were reviewed and corrected accordingly based on comment #1. Refer to plan
sheet D-2 and the application for the drainage area totals.
3. The drainage area map was highlighted with a blue marker to better delineate the areas.
4. Turf stone paver discount has been revised from 65% to 70% on all calculations. We have
designed an 8" base for the pavers as noted in the plans.
5. The impervious credit was removed on the Grasspave 2 System and the stormwater
run-off is counted at 100%.
6. We were unable to design an effective bypass with the room we have to work with in the area
stormwater managements of basins A and B. The storage volume was designed for the 3.0 inch
storm event. The pre-treatment Swale was not used in the calculations.
As you know, this is a very tight site_ To achieve the necessary storage in area "A," we utilized
the area under the open timber deck and enlarged the stormwater management basin. For storage
stormwater management area `B," the Stormtech system was increased in size to obtain the
additional storage. For areas "C," the Grasspave 2 area (area "C"), we took the liberty to reduce
the bottom of storage area to MHW 2' separation to 1.75' and include the additional 0.25' for
storage volume to make the numbers work.
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, VA 23455
Phone: [phone]
Fay;: [phone]

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,

Mr. Scott Vinson September 14, 2006
NCDENR Page 2
7. The volume of the pretreatment Swale has been taken out of the calculations. The voids storage
under the pavers has also been taken out of the calculations.
8. Supplemental SWU7107 has been provided for the Stormtech system used in conjunction with
Basin/Area "B" (SWU-103).
9. Invert out at 5.50 has been indicated on sheet C-5.2. Please note, the Stormtech system is
designed as volume storage and the majority of the parking area and the buildings are directed to
the Stormtech system.
10. Stormtech literature has been attached and the details provided by the manufacturer have been
modified to include more dimensions as requested. We also annotated the plan view of the
Stormtech layout.
11. Note has been added to sheets C4.2 and C-5.1 for verification of fill material prior to installation
of base and Grasspave 2 system.
12. A section and note has been added to sheet C-5.1 to include a short interlocking block retaining
wall for the section where the Grasspave 2 system approaches the wetlands limits. The project
intent is to stay completely out of the designated wetlands.
13. The existing overflow parking area is around elevation 3.0. No additional survey was provided.
14. All forms and calculations have been resigned/dated.
15, A check for $1,000,00 from Stanford Holdings is attached with the resubmission.
I trust this information will meet your satisfaction. If you have any questions, please contact me at your
earliest convenience. Thank you.
Very truly yours,
MASSEY DES GN AND ASS CIATES, PC
E.JM$sey, P.E.
CEM/dms
cc: Trip Forman, Real Kiteboarding
Ben Cahoon, Cahoon & Kasten
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road. Suite 204
Virginia Beach, VA 23455 '
Phone:[phone]
Fax: [phone]�,

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August 31, 2006
Mr. Robert S. Foreman, III
Stanford Holdings, Inc.
47170 Hwy 12
PO Box 1614
Buxton, NC 27920
�LUIVED
5'�P�119 2w
DWQ-W RO
Subject: Stormwater Review SW7060623
Real Kiteboarding
Dare County
Dear Mr. Foreman:
This office received a Coastal Stormwater permit application and plans for the subject -project on
June 20, 2006 with additional information received on August 22, 2006. A preliminary review
of the project indicates that before a State Stormwater permit can be issued the following '
additional information is needed.
I) Please revise the narrative and/or the impervious areas listed on the application, SWU-101
attachment. The impervious areas listed under Drainage Areas A & B for "On -Site Buildings"
and in the calculations are 11,072sf + 18,252sf = 29,324sf and the narrative gives two buildings
totaling 14,482sf + 7,488sf = 21,970sf. It also appears on the plans and in the original application
that Building # I is approximately 15,482sf not 14,482sf.
2) Please also verify and correct if needed the "Drainage Areas".listed at the top of the application
attachment. The calculations give DA "A" as 27,572sf not 26,658sf & DA "B" as 42,754sf not
25,389sf.
3) It is hard to delineate the different drainage areas on the provided drainage area map. Please
provide one map that has the drainage areas delineated with different colored highlighters or
similar.
4) Please note that the Permeable Pavement chapter of our BMP manual only allows up to 30%
credit for permeable pavements with 7" or greater gravel base that drains to class SA waters. The
turf stone pavers can be discounted to 70% not 65%. Please revise application and calculations.
5) Please note that if the permeable pavement system, like the Grasspave 2, is the direct method of
conveyance of stormwater to the treatment system directly below it, then impervious credit will
not be given towards downsizing the minimum storage volume required. There is no less runoff
reaching the treatment system in these circumstances. Please revise calculations, the application
and plans as needed.

6) The bypass swales do not appear to divert stormwater runoff around any of the treatment systems
prior to that runoff entering the systems. In order to meet the by-pass requirement, stormwater in
excess to the 1.5" design storm must be diverted and not allowed to enter the basins and trenches.
If this is not possible then at least double the minimum storage volume (3") should be provided in
the treatment systems. The infiltration trench located under the Grasspave2 does not appear to
have a bypass either.
7) For drainage areas A & B the upstream swales are to be used as a pretreatment devices and
should not be used to downsize the infiltration basins in order to meet the minimum required
volume storage. In addition; the turf stone areas can be given credit as permeable pavement to
downsize the treatment system, but should not be used to help account for meeting the storage
volume requirements. Please increase the size of the infiltration basins or trenches in order to
account for the minimum 1.5" (or 3") storage volume required.
8) Please provide an Underground Infiltration Trench System supplement, form SWU-107, to
provide information on the Stormtech SC 310 system being proposed in Drainage Basin B.
9) Please provide the "invert out" on the plans and details for the Stormtech system into Basin B.
Please also provide the missing elevations on the "Stormtech Elevations detail ST8.0 provided on
sheet C-5.2.
10) Please provide additional calculations along with any needed manufacture's data for the
Stormtech infiltration trench system to help show the 31 cubic feet storage per section provided.
Is each 'of the 10 sections (per 8 rows) approximately 7 feet long to account for the 71.1' feet'in
length of each row? Please explain the sections better in the calculations and on;the plan details.
11) Please add -the requirement to have the contractor contact the engineer to field verify that the
proper fill material has been placed on -site before the Grasspave2 system is' installed to
Stormwater Management note 6 on sheet C-3.1 as requested in item #4 of my July 12, 2006 letter.
12) As previously noted under item #5 in my July 12, 2006 letter there will be 2.5 feet plus of fill
added to the overflow parking area, from elevation 3.0fms1 to 5.50fmsl. How can this amount of
fill be brought back down to grade with only 2 feet separating the edge of the parking to the
404/401 wetlands line. Please provide a cross section showing the Grasspave2, gravel bed, fill
material and existing ground elevations and slopes. The detail given of the Grasspave2 edge
detail does not take into account the fill material proposed.
13) If the overflow parking area is not around elevation 3.0 fmsi, please provide additional existing
spot elevations to sheet C-3.2.
14) Please have any revised application forms resigned and dated and do not forget to have any
revised plans or calculations signed and sealed by your professional engineer.
15) Please provide the 25% additional information fee associated with the Express Stormwater
Review Program of $1000.00 by check made payable to "NC DENR".
The above requested information must be received in this office prior to September 8, 2006 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of
all required items including the application fee.

You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 21-1.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $l 0,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions,
please feel free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Clayton E. Massey, PE
Washington Regional Office

v - -a
v
September 14, 2006
SEP 1 9 2006
OWQ-WARD
Ms, Lyn Hardison
North Carolina Department of Environmental and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
RE: Stormwater Permit Application for Real Kiteboarding, Waves, North Carolina
MDA Project No. 04.065
Dear Ms. Hardison:
SSE
DESI N
& ASSOCIATES, 4PC
Based on our pre -application review meetings and the comments received from Scott Vinson on July 13, 2006
and September 2, 2006, we have revised the civil construction plans for the re -construction of the Real
Kiteboarding School and Complex in Waves, North Carolina. The project will have a disturbed area of 2.0
acres, and an increase in impervious cover. We are requesting a review and issuance of an express stormwater
permit for the work. The project is located at 47170 Highway 12 and the site is currently in use as a
Kiteboarding School. Attached you will find the following:
• Check for $1,000 for the stormwater express permit revision fee,
• Project Narrative (revised),
• Letter specific to the comment changes requested by Scott Vinson,
• Permit application SWU-101 (revised),
• Permit application SW-103 ((2 sets) (revised)) with back-up computations,
• Permit appiication SWU-107 (2 sets) (revised) with backup computations, and
• Two sets of construction documents for stormwater review.
This Information is to supplement/replace the similar data submitted to your office previously. Please note that
the geotechnical report was not resubmitted.
Please review the information at your earliest convenience- If you have any questions or need additional
information, please contact me and I can immediately provide you with the data you are looking for. Thank
you.
Very truly
MASSEY DES N AND ASSO IATES, PC
E.>Ias*, P.E.
Attachments
cc: Benjamin Cahoon
Trip Foreman
MASSEY DE.SION AND ASSOCIXIT'S. I'C
1561 Bradford Road, Suite 204
Virginia Beadi. Va 23455
[phone]

y
e 1
t I

SSE
ESI N
& MsoC[ATB,4
September 14, 2006
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Re: Stormwater Review for Real Kiteboarding, Stormwater Review #SW7060623
MDA Project # 04.065
Dear Mr. Vinson:
Attached please find responses to your comments dated August 31, 2006 for the Real Kiteboarding
development in Waves, North Carolina.
1. We reviewed and corrected the totals. Building # 1 was 15,492 SF and for the drainage areas
building #1 run-off is split between the basins A and B. Building #2 is completely in the drainage
area B" basin.
2. All Drainage areas were reviewed and corrected accordingly based on comment 91. Refer to plan
sheet D-2 and the application for the drainage area totals.
3. The drainage area map was highlighted with a blue marker to better delineate the areas.
4. Turf stone paver discount has been revised from 65% to 70% on all calculations. We have
designed an 8" base for the pavers as noted in the plans.
5. The impervious credit was removed on the Grasspave 2 System and the stormwater
run-off is counted at 100%.
6. We were unable to design an effective bypass with the room we have to work with in the area
stormwater managements of basins A and B. The storage volume was designed for the 3.0 inch
storm event. The pre-treatment swale was not used in the calculations.
As you know, this is a very tight site. To achieve the necessary storage in area "A," we utilized
the area under the open timber deck and enlarged the stormwater management basin. For storage
stormwater management area `B," the Stormtech system was increased in size to obtain the
additional storage. For areas "C," the Grasspave 2 area (area `5C'), we took the liberty to reduce
the bottom of storage area to MHW 2' separation to 1.75' and include the additional 0.25' £or
storage volume to make the numbers work-
1561 Bradlo€d R(xu1. Suite 204
Virginia Rcarh, V;1 27:15$
Yhonc- [phone]
Pas'[phone]

Mr. Scott Vinson
NCDENR
September 14, 2006
Page 2
7. The volume of the pretreatment swale has been taken out of the calculations. The voids storage
under the pavers has also been taken out of the calculations.
8. Supplemental SWU-107 has been provided for the Stormtech system used in conjunction with
Basin/Area `B" (SWU-103).
9. Invert out at 5.50 has been indicated on sheet C-5.2. Please note, the Stormtech system is
designed as volume storage and the majority of the parking area and the buildings are directed to
the Stonntech system.
10. Stormtech literature has been attached and the details provided by the manufacturer have been
modified to include more dimensions as requested. We also annotated the plan view of the
Stormtech layout.
11. Note has been added to sheets C-4.2 and C-5.1 for verification of fill material prior to installation
of base and Grasspave 2 system.
12. A section and note has been added to sheet C-5.1 to include a short interlocking block retaining
wall for the section where the Grasspave 2 system approaches the wetlands limits. The project
intent is to stay completely out of the designated wetlands.
13. The existing overflow parking area is around elevation 3.0. No additional survey was provided.
14. All forms and calculations have been resigned/dated.
15. A check for $1,000.00 from Stanford Holdings is attached with the resubmission.
I trust this information will meet your satisfaction. If you have any questions, please contact me at your
earliest convenience. Thank you.
Very truly yours,
MASSEY DES GN AND ASS CIATES, PC
b
Cl n E. sey, P.E.
CEM/dms
cc: Trip Forman, Real Kiteboarding
Ben Cahoon, Cahoon & Kasten
i ASSES PC
1561 Bradford Road. Suilo 204
Virainin Roach_ VA 23455
Yhono• [phone]
Fnx:f757)313-9226

{
1 r •! 5 '

August 31, 2006
Mr. Robert S. Foreman, M
Stanford Holdings, Inc.
47170 Hwy 12
PO Box 1614
Buxton, NC 27920
Subject: Stormwater Review SW7060623
Real Kiteboarding
Dare County
Dear Mr. Foreman:
This office received a Coastal Stormwater permit application and plans for the subject project on
.tune 20, 2006 with additional information received on August 22, 2006. A preliminary review
of the project indicates that before a State Stormwater permit can be issued the following
additional information is needed.
1) Please revise the narrative and/or the impervious areas listed on the application, SWU-101
attachment. The impervious areas listed under Drainage Areas A & B for "On -Site Buildings"
and in the calculations are 11,072sf+ 18,252sf = 29,324sf and the narrative gives two buildings
totaling 14,482sf + 7,488sf = 21,970sf. It also appears on the plans and in the original application
that Building # I is approximately 15,482sf not 14,482sf.
2) Please also verify and correct if needed the "Drainage Areas" listed at the top of the application
attachment. The calculations give DA "A" as 27,572sf not 26,658sf & DA `B" as 42,754sf not
25,389sf.
3) It is hard to delineate the different drainage areas on the provided drainage area map. Please
provide one map that has the drainage areas delineated with different colored highlighters or
similar_
4) Please note that the Permeable Pavement chapter of our_.BMP manual only allows up to 30%
credit for permeable pavements with 7" or greater gravel base that drains to class SA waters. The
turf stone pavers can be discounted to 70% not 65%. Please revise application and calculations.
5) Please note that if the permeable pavement system, like the Grasspave 2, is the direct method of
conveyance of stormwater to the treatment system directly below it, then impervious credit will
not be given towards downsizing the minimum storage volume required. There is no less runoff
reaching the treatment system in these circumstances. Please revise calculations, the application
and plans as needed.

6) The bypass swales do not appear to divert stormwater runoff around any of the treatment systems
prior to that runoff entering the systems. In order to meet the by-pass requirement, stormwater in
excess to the 1.5" design storm must be diverted and not allowed to enter the basins and trenches.
If this is not possible then at least double the minimum storage volume (3") should be provided in
the treatment systems. The infiltration trench located under the Grasspave2 does not appear to
have a bypass either.
7) For drainage areas A & B the upstream swales are to be used as a pretreatment devices and
should not be used to downsize the infiltration basins in order to meet the minimum required
volume storage. In addition; the turf stone areas can be given credit as permeable pavement to
downsize the treatment system, but should not be used to help account for meeting the storage
volume requirements. Please increase the size of the infiltration basins or trenches in order to
account for the minimum 1.5" (or 3') storage volume required.
8) Please provide an Underground Infiltration Trench System supplement, form SWU-107, to
provide information on the Stormtech SC 310 system being proposed in Drainage Basin B.
9) Please provide the "invert out" on the plans and details for the Stormtech system into Basin B.
Please also provide the missing elevations on the "Stormtech Elevations detail ST8.0 provided on
sheet C-5.2.
10) Please provide additional calculations along with any needed manufacture's data for the
Stormtech infiltration trench system to help show the 31 cubic feet storage per section, provided.
Is each of the 10 sections (per 8 rows) approximately 7 feet long to account for the 7 1. 1 feet 'in
length of each row? Please explain the sections better in the calculations and on,the plan details.
.11) Please add -the requirement to have the contractor contact the engineer to field verify that the
proper fill material has been placed on -site before the Grasspave2 system is installed to
Stormwater Management note 6 on sheet C-3.1 as requested in item #4 of my July 12, 2006 letter.
12) As previously noted under item #5 in my July 12, 2006 letter there will be 2.5 feet plus of fill
added to the overflow parking area, from elevation 3.Ofmsl to 5.50fmsl. How can this amount of
fill be brought back down to grade with only 2 feet separating the edge of the parking to the
404/401 wetlands line. Please provide a cross section showing the Grasspave2, gravel bed, fill
material and existing ground elevations and slopes. The detail given of the Grasspave2 edge
detail does not take into account the fill material proposed.
13) If the overflow parking area is not around elevation 3.0 fmsl, please provide additional existing
spot elevations to sheet C-3.2.
14) Please have any revised application forms resigned and dated and do not forget to have any
revised plans or calculations signed and sealed by your professional engineer.
15) Please provide the 25% additional information fee associated with the Express Stormwater
Review Program of $1000.00 by check made payable to "NC DENR".
The above requested information must be received in this office prior to September 8, 2006 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of
all required items including the application fee.

You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions,
please feel free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Clayton E. Massey, PE
Washington Regional Office

September 14, 2006
5EP 1 �9 2006
DWQ-WARO
Ms. Lyn Hardison
North Carolina Department of Environmental and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
RE: Stormwater Permit Application for Real Kiteboarding, Waves, North Carolina
MDA Project No. 04.065
Dear Ms. Hardison:
SSE V
ES N
AS5WATE5, 4C.
Based on our pre -application review meetings and the comments received from Scott Vinson on July 13, 2006
and September 2, 2006, we have revised the civil construction plans for the re -construction of the Real
Kiteboarding School and Complex in Waves, North Carolina. The project will have a disturbed area of 2.0
acres, and an increase in impervious cover. We are requesting a review and issuance of an express stormwater
permit for the work. The project is located at 47170 Highway 12 and the site is currently in use as a
Kiteboarding School. Attached you will find the following:
• Check for S1,000 for the stormwater express permit revision fee,
• Project Narrative (revised),
• Letter specific to the comment changes requested by Scott Vinson,
• Permit application SWU-101 (revised),
• Permit application SWU-103 ((2 sets) (revised)) with back-up computations,
• Permit application SWU-107 (2 sets) (revised) with backup computations, and
• Two sets of construction documents for stormwater review.
This Information is to supplement/replace the similar data submitted to your office previously. Please note that
the geotechnical report was not resubmitted.
Please review the information at your earliest convenience. If you have any questions or need additional
information, please contact me and I can immediately provide you with the data you are looking for. Thank
you.
Very truly
MASSEY DES N AND ASSO IATES, PC
fon E.,dlasp6y, P.E.
dent
Attachments
cc: Benjamin Cahoon
Trip Foreman
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, Va 23455
[phone]

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RE: Real Kiteboarding 2nd Add. Info. Request imap:Hcros.nemail.net:143/fetch%3EU1D%3E/INBOX%3E12401?h...
i
Subject: RE: Real Kiteboarding 2nd Add. Info. Request `
From: "Clay Massey <[e-mail]>
Date: Fri; 8 Sep 2006 09:04:58 -0400
To: "Scott Vinson" <[e-mail]>
Scott — thank you for the feedback. I am addressing the comments but will not have it completed and in your
hand by today. Friday was a lost day for us due to the weather and Monday was a holiday. I did not get the
comments until Tuesday and have not completed the revisions. I would like to request an extension to
Wednesday, September 13, 2006 to make a re -submission. Thanks.
Clay
From: Scott Vinson [mailto:[e-mail]]
Sent: Thursday, August 31, 2006 6:28 PM
To: Clay Massey
Subject: Real Kiteboarding 2nd Add. Info. Request
Clay,
it has taken me a few days to complete the review of the submitted information.
Below is a request for additional information. The hard copies are in the mail.
Please call or write if you have any questions,
Scott Vinson
August 31, 2006
Mr. Robert S. Foreman, III
Stanford Holdings, Inc.
47170 Hwy 12
PO Box 1614
Buxton, NC 27920
Subject: Stormwater Review SW7060623
Real Kiteboarding
Dare County
Dear Mr. Foreman:
This office received a Coastal Stormwater permit application and plans for the subject project
on June 20, 2006 with additional information received on August 22, 2006. A preliminary review of
the project indicates that before a State Stormwater permit can be issued the following additional
information is needed.
I) Please revise the narrative and/or the impervious areas listed on the application, SWU-101
attachment. The impervious areas listed under Drainage Areas A & B for "On -Site Buildings" and in
the calculations are 11,072sf + 18,252sf = 29,324sf and the narrative gives two buildings totaling
14,482sf + 7,488sf = 21,970sf. It also appears on the plans and in the original application that
Building 41 is approximately 15,482sf not 14,482sf.
2) Please also verify and correct if needed the "Drainage Areas" listed at the top of the application
attachment. The calculations give DA "A" as-27,572sf not 26,658sf & DA "B" as 42,754sf not
25,389sf.
3) It is hard to delineate the different drainage areas on the provided drainage area map. Please provide
one map that has the drainage areas delineated with different colored highlighters or similar.
4) Please note that the Permeable Pavement chapter of our BMP manual only allows up to 30% credit for
1 of 3 9/8/2006 12:03 1'M

RE: Real Kiteboarding 2nd Add. Info. Request
M
imap:Hems.ncmai1.net:1431fetch%3EUID%3 E/1NBOX%3 E 12401?h...
permeable pavements with 7" or greater gravel base that drains to class SA waters. The turf stone
pavers can be discounted to 70% not 65%. Please revise application and calculations.
5) Please note that if the permeable pavement system, like the Grasspave 2, is the direct method of
conveyance of stormwater to the treatment system directly below it, then impervious credit will not be
given towards downsizing the minimum storage volume required. There is no less runoff reaching the
treatment system in these circumstances. Please revise calculations, the application and plans as
needed.
6) The bypass swales do not appear to divert stormwater runoff around any of the treatment systems
prior to that runoff entering the systems. In order to meet the by-pass requirement, stormwater in
excess to the 1.5" design storm must be diverted and not allowed to enter the basins and trenches. If
this is not possible then at least double the minimum storage volume (3") should be provided in the
treatment systems. The infiltration trench located under the Grasspave2 does not appear to have a
bypass either.
7) For drainage areas A & B the upstream swales are to be used as a pretreatment devices and should not
be used to downsize the infiltration basins in order to meet the minimum required volume storage. In
addition, the turf stone areas can be given credit as permeable pavement to downsize the treatment
system, but should not be used to help account for meeting the storage volume requirements. Please
increase the size of the infiltration basins or trenches in order to account for the minimum 1.5" (or 3")
storage volume required.
8) Please provide an Underground Infiltration Trench System supplement, form SWU-107, to provide
information on the. Stormtech SC 310 system being proposed in Drainage Basin B.
9) Please provide the "invert out" on the plans and details for the Stormtech system into Basin B. Please
also provide the missing elevations on the "Stormtech Elevations detail ST8.0 provided on sheet
C-5.2.
10) Please provide additional calculations along with any needed manufacture's data for the Stormtech
infiltration trench system to help show the 31 cubic feet storage per section provided. Is each of the 10
sections (per 8 rows) approximately 7 feet long to account for the 71.1 feet in length of each row?
Please explain the sections better in the calculations and on the plan details.
11) Please add the requirement to have the contractor contact the engineer to field verify that the proper
fill material has been placed on -site before the Grasspave2 system is installed to Stormwater
Management note 6 on sheet C-3.1 as requested in item #4 of my July 12, 2006 letter.
12) As previously noted under item #5 in my July 12, 2006 letter there will be 2.5 feet plus of fill added to
the overflow parking area, from elevation 3.0fmsl to 5.50fmsl. How can this amount of fill be brought
back down to grade with only 2 feet separating the edge of the parking to the 404/401 wetlands line.
Please provide a cross section showing the Grasspave2, gravel bed, fill material and existing ground
elevations and slopes. The detail- given of the Grasspave2 edge detail does not take into account the
fill material proposed.
13) If the overflow parking area is not around elevation 3.0 fmsl, please provide additional existing spot
elevations to sheet C-3.2.
14) Please have any revised application forms resigned and dated and do not forget to have any revised
plans or calculations signed and sealed by your professional engineer.
15) Please provide the 25% additional information fee associated with the Express Stormwater Review
Program of $1000.00 by check made payable to "NC DENR".
The above requested information must be received in this office prior to September 8, 2006 or
your application will be returned as incomplete. The return of this project will necessitate resubmittal
of all required items including the application fee.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions,
please feel free to contact me at [phone].
Sincerely,
Scott Vinson
2 of 3 9/8/2006 12:03 PM

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O��F WArF9QG Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
p Alan W. Klimek, P.E. Director
Division of Water Quality .
August 31, 2006
Mr. Robert S. Foreman, III
Stanford Holdings, Inc.
47170 Hwy 12
PO Box 1614
Buxton, NC 27920
Subject: Stormwater Review SW7060623
Real Kiteboarding
Dare County
Dear Mr. Foreman:
This office received a Coastal Stormwater permit application and plans for the subject project on June 20,
2006 with additional information received on August 22, 2006. A preliminary review of the project indicates that
before a State Stormwater permit can be issued the following additional information is needed.
1) Please revise the narrative and/or the impervious areas listed on the application, SWU-101 attachment. The
impervious areas listed under Drainage Areas A & B for "On -Site Buildings" and in the calculations are
11,072sf + 18,252sf = 29,324sf and the narrative gives two buildings totaling 14,482sf + 7,488sf =
21,970sf. It also appears on the plans and in the original application that Building 91 is approximately
15,482sf not 14,482sf.
2) Please also verify and correct if needed the "Drainage Areas" listed at the top of the application attachment.
The calculations give DA "A" as 27,572sf not 26,658sf & DA "B" as 42,754sf not 25,389sf.
3) It is hard to delineate the different drainage areas on the provided drainage area map. Please provide one
map that has the drainage areas delineated with different colored highlighters or similar.
4) Please note that the Permeable Pavement chapter of our BMP manual only allows up to 30% credit for
permeable pavements with 7" or greater gravel base that drains to class SA waters. The turf stone pavers
can be discounted to 70% not 65%. Please revise application and calculations.
5) Please note that if the permeable pavement system, like the Grasspave 2, is the direct method of
conveyance of stormwater to the treatment system directly below it, then impervious credit will not be
given towards downsizing the minimum storage volume required. There is no less runoff reaching the
treatment system in these circumstances. Please revise calculations, the application and plans as needed.
6) The bypass swales.do not appear to divert stormwater runoff around any of the treatment systems prior to
that runoff entering.the systems. In order to meet the by-pass requirement, stormwater in excess to the 1.5"
design storm must be diverted and not allowed to enter the basins and trenches. If this is not possible then
at least double the minimum storage volume (3") should be provided in the treatment systems. The
infiltration trench located under the Grasspave2 does not appear to have a bypass either.
7) For -drainage areas A & B the upstream swales are:to be used as a pretreatment devices -and should not be
used to downsize the infiltration basins in order to meet the minimum required volume storage. In addition,
the turf stone areas can be given credit as permeable pavement to downsize the treatment system, but
should not be used to help account for meeting the storage volume requirements. Please increase the size
of the infiltration basins or trenches in order to account for the minimum 1.5" (or 3") storage volume
required.
One
NNE��IhCarolina
;Vaturally
North Carolina Division of water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet: h2o.enr.state.nc.us 943 Washington Square Mall, Washington, NC 27889 , 1-877-623-6748
An Equal Opportun'EtylAffirmative Action Employer-50% Recycled110% Post Consumer Paper

8) Please provide an Underground Infiltration Trench System supplement, form SWU-107, to provide
information on the Stormtech SC 310 system being proposed in Drainage Basin B.
9) Please provide the "invert out" on the plans and details for the Stormtech system into Basin B. Please also
provide the missing elevations on the "Stormtech Elevations detail ST8.0 provided on sheet C-5.2.
10) Please provide additional calculations along with any needed manufacture's data for the Stormtech
infiltration trench system to help show the 31 cubic feet storage per section provided. Is each of the 10
sections (per 8 rows) approximately 7 feet long to account for the 71.1 feet in length of each row?' Please
explain the sections better in the calculations and on the plan details.
11) Please add the requirement to have the contractor contact the engineer to field verify that the proper fill
material has been placed on -site before the Grasspave2 system is installed to Stormwater Management note
6 on sheet C-3.1 as requested in'item #4 of my July 12, 2006 letter.
12) As previously noted under item #5 in my July 12, 2006 letter there will be 2.5 feet plus of fill added to the
overflow parking area, from elevation 3.Ofmsl to 5.50fmsl. How ,can this amount of fill be brought back
down to grade with only 2 feet separating the edge of the parking to the 404/401 wetlands line. Please
provide a cross section showing the Grasspave2, gravel bed, fill material and existing ground elevations
and slopes. The detail given of the Grasspave2 edge detail does not take into account the fill material
proposed.
13) If the overflow parking area is not around elevation 3.0 fmsl, please provide additional existing spot
elevations to sheet C-3.2.
14) Please have any revised application forms resigned and dated and do not forget to have any revised plans or
calculations signed and sealed by your professional engineer.
15) Please provide the 25% additional information fee associated with the Express Stormwater Review
Program of S 1000.00 by check made payable to "NC DENR".
The above requested information must be received in this office prior to September 8, 2006 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions, please
feel free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Clayton E. Massey, PE
Vtshington Regional Office

August 7, 2006
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
6 SSE
ES N
& ASSOClA7E5, 4PC
AUG 1
0. ZOOs
DWQ
Re: Responses to comments issued July 13, 2006 on Stormwater Permit for Real
Kiteboarding, Stormwater Review #SW7060623
MDA Project # 04.065
Dear Mr. Vinson:
The following changes have been made to the plans and stormwater calculations for Real
Kiteboarding as requested in your letter to the Owner dated July 12, 2006.
1. The infiltration basins have not been included in the summary of impervious area.
2. The infiltration volume has been removed from the calculations of total stormwater
managed and all required stormwater storage is provided on -site without the benefit of
the infiltration volume during the storm event. To achieve this additional storage, several
major design changes were made to the plans.
a. Basins A and C are linked by a leveling pipe and combined into one sub drainage
area system.
b. The void ratio of the 457 stone backfill under the turf stone pavers was used in
storage volume totals. Void ratio under the turf stone pavers is assumed to be 40%.
C. Stormtech SC-310 stormwater storage units were added to the project site and
located under a portion of the parking lot. The stormwater directly discharged to
the stormtech system to include a significant amount of the roof drainage and
parking lot drainage.
d. The void ratio under the grasspave 2 system was increased to 35% from 30%.
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Bcach, VA 23455
Phone:[phone]
Fax: [phone]

. ,,
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Mr. Scott Vinson August 7, 2006
NCDENR Page 2
e. The bypass system was added along both ends of the site the site to eliminate the
requirement for double storage volume over the 1'/2" storm event. The system is
designed for the 1'/z" storm.
3. The minimum required storm volume calculations are provided for each storm event.
4. Minimal fill will generally be required on the higher portion of site. The site will
generally be built up in the area to receive the grasspave 2 grid/turf system. Notes have
been added to the stormwater management notes (#6) on sheet C-3.1 and on the typical
section (sheet C-3.2) for the imported material to be SP sand to match existing.
The project intent is not to impact the section 404/401 wetlands. The edge detail for the
grasspave system is shown on sheet C-4.2 and the limits of fill shown in the plan.
6. A flow spreader was added in the form of BMP stone at the ends of the vegetated bypass
filter. The detail is shown on sheet C-3.2. The vegetated filter is relatively flat at an
elevation of 5.5' to minimize velocity,
7. The operation and maintenance agreement was forwarded to the Owner for signature and
will be delivered to your office under a separate cover.
I trust this information will meet your satisfaction. If you have any questions, please contact me
at your earliest convenience. Thank you.
Very truly yours,
MASSE D SIGN AND SSOCIATES, PC
Cla on E. M sey, P.
President
CEM/dms
cc: Trip Forman, Real Kiteboarding
Ben Cahoon, Cahoon & Kasten
MASSCY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Bcach, VA 23455
Phone: [phone]
Fax: [phone]

STANFORD HOLDINGS LLC 1181
BUSINESS ACCOUNT
PO BOX 1473 Date 66-301631
BUXTON, NC 27920 � 595
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ESI N
& Asso&T[s, PC
August 7, 2006 RZ C
Ms. Lyn Hardison . AUG
North Carolina Department of Environmental and Natural Resources �` 2006
Washington Regional Office PROJ # DWQ
943 Washington Square Mall
Washington, NC 27889
RE: Stormwater Permit Application for Real Kiteboarding, Waves, North Carolina
MDA Project No. 04.065
Dear Ms. Hardison:
Based on our pre -application review meetings on May 1, 2006 and June 12, 2006 and the comments received
from Scott Vinson on July 13, 2006 we have revised the civil construction plans for the re -construction of the
Real Kiteboarding School and Complex in Waves, North Carolina. The project will have a disturbed area of 2.3
acres, and an increase in impervious cover. ..We are requesting a review and issuance of an express stormwater
permit for the work. The project is located at 47170 Highway 12 and the site is currently in use as a
Kiteboarding School. Attached you will find the following:
• Check for $1,000 for the stormwater express permit revision fee, (By Owner, Separate Cover)
• Project Narrative (revised),
• Letter specific to the comment changes requested by Scott Vinson,
• Permit application SWU-101 (revised),
• Permit application SWU-103 (2 sets) (revised) with back-up computations,
• Permit application SWU-107 (revised) with backup computations, and
• Two sets of construction documents for stormwater review.
This Information is to supplement/replace the similar data submitted to your office previously. Please note that
the geotechnical report was not resubmitted (no changes).
Please review the information at your earliest convenience. If you have any questions or need additional
information, please contact me and 1 can immediately provide you with the data you are looking for. Thank
you.
Very truly yours,
MASSEY DESIGN AND ASSO IATES, PC
Cl on E. assegt�
President
Attachments
cc: Benjamin Cahoon
Trip Foreman
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, Va 23455
[phone]

� ,r

STANFORD HOLDINGS, LLC
47170 Highway 12
Buxton, North Carolina
Operation and Maintenance Agreement
For Stormwater Systems
August 9, 2006
INFILTRATION BASINS
%'J� 7 ?I "r�'7��7d E:E
AUG 2 2 2006
d V
b
INFILTRATION BASINS: Infiltration basins will be monitored and maintained in accordance
with the NCDENR Stormwater BMP Manual, Section 3.7." Current criteria for long term
monitoring and maintenance include the following:
3.7.10 MONITORING
Sediment accumulation will eventually render an infiltration device ineffective, so
regular inspections are necessary. Because the trenches and dry wells are below ground
and out of sight, the tendency is to ignore inspection and maintenance, which leads to
failure. Regular inspections of all types of infiltration devices will help ensure that
problems are identified in advance.
The monitoring well for observing infiltration devices should consist of a 4- to 6-inch-
diameter,
perforated polyvinyl chloride (PVC) pipe with a locking cap. The well should be placed
near the center of the facility, with the invert at the excavated bottom of the facility. For
the first year of operation, installations should be inspected quarterly and after each major
storm. Alter the first year, annual inspections, preferably conducted after a storm, are
recommended.
In order to monitor performance of the infiltration device, observations should be
conducted to determine how long it fakes retained water to infiltrate into the soil after a
storm event. The determination can be made in two ways. The most informative way is to
read the water level several times over a period of days after a large storm. The
alternative is a `'one -stop" method, where a single reading is taken and compared with the
local rainfall record. Although less accurate than the multiple reading method, the one -
stop method will still allow significant deterioration in performance to be recognized.
3.7.11 MAINTENANCE
Maintenance is very important for infiltration devices. Property owners should be
educated in the function and maintenance requirements of infiltration devices. Especially
important is the maintenance of vegetated areas that drain to the infiltration system. Areas
that are allowed to become bare and unvegetated will contribute excess sediment to the
infiltration system and hasten its failure. Maintenance requirements are summarized as
follows:

Grass areas; grassed swales, and filter strips leading to infiltration devices should
have a dense vegetation cover and be mowed at least twice a year.
• Sediment deposits should be removed from pretreatment devices at least annually.
In trenches, the top several inches of aggregate and the filter cloth along the top of the
trench or dry wells should be replaced annually or at least when the facility shows
evidence that infiltration rates have declined. Proper disposal of the materials
removed is necessary; the aggregate and cloth should be appropriately packaged and
delivered to the local landfill, if the operating authority approves the disposal.
• The surface of infiltration trenches must be kept in good condition. Colonization by
grass or other plants should be discouraged, since this can lead to reduced surface
infiltration rates. In many instances, it is convenient to cover infiltration trenches with
concrete grid pavers or similar permeable paving systems that can be removed easily
and replaced as necessary to service the trench.
• The infiltration facility must be dismantled and reconstructed when the infiltration
rate unacceptable levels.
PERMEABLE PAVEMENT (Turf Stone Pavers)
PERMEABLE PAVEMENT (Turf Stone Pavers): The turf stone paver areas will be
maintained in accordance with the "NCDENR Stormwater BMP Manual, Section 3.10." Current
criteria for permeable pavement maintenance includes the following:.
3.10.8 MAINTENANCE
Maintenance requirements are critical for the success of permeable pavement. Even
though there are significant locational restrictions on the permeable pavement
installations; there is still a potential for permeable pavements to clog with sediment. The
following installation and maintenance requirements shown in Table 3.10.1 are designed
to ensure that the permeable pavement system will work effectively. A maintenance
agreement is required for each permeable pavement installation to receive credit. The
maintenance agreement should include specific requirements and responsibilities of the
property owner and provide for enforcement.
Stanford Holdings. LLC Operaliun and Alaintenance Agreement
Buxton, Nordi Carolina ForStormwaterSvstems
Page 2

Table 3.10.1 Required maintenance activities for permeable pavement installations
TABLE 3.10-1
Required maintenance activities for permeable pavement installations
Adopted from Atlanta Regional Commission and Georgia Department of Natural Resources, 2001
Activity
• Initial inspection
• Ensure that permeable pavement surface is free of sediment
• Ensure that the contributing and adjacent area is stabilized and
mowed, with clippings removed
• Vacuum sweep permeable pavement surface
• Inspect the surface for deterioration
• Verify that the permeable pavement system dewaters between storms
• Verify that underdrain outlet is free from obstructions (if applicable)
Schedule
Monthly for 3' months
after installation
Monthly
As needed, based on inspection
Annually
Annually
Annually
Annually
STORMTECH SUBSURFACE STORMWATER MANAGEMENT SYSTEM
STORMTECH SUBSURFACE STORMWATER MANAGEMENT SYSTEM: The
stormtech subsurface management system and the settling basin structures will undergo
inspection and maintenance as stipulated by the manufacturer, "StormTech." Manufacturer
recommended criteria for inspection and maintenance includes the following:
13.1 TREATMENT TRAIN INSPECTION AND MAINTENANCE
The StormTech recommended treatment train inlet system has three tiers of treatment
upstream of the StormTech chambers. It is recommended that inspection and
maintenance (1&M) be initiated at the furthest upstream treatment tier and continue
downstream as necessary. The following I&M procedures follow this approach providing
I&M information in the following order: Tier 1 — Pretreatment (BMP); -
Tier 2 — StormTech Isolator Row, and; Tier 3 — Eccentric Pipe I -leader System.
13.2 CATCHBASIN/MANHOLE I&M
Typically a stormwater system will have catchbasins and manholes upstream of the
detention/retention system. In some cases these may be the only pre-treatment devices.
Regular I&M of catchbasins and manholes should be scheduled and performed as part of
a site's routine maintenance plan.
CATCHBASINIMANHOLE — STEP-BY-STEP MAINTENANCE PROCEDURES
I) Inspect catch basins and manholes upstream.of StormTech chambers for sediment
2) Remove grate or cover
3) Skim off oils and floatables
4) Using a stadia rod, measure the depth of sediment
5) If sediment is at a depth greater than 6" proceed to step 6. If not proceed to step 7.
6) Vacuum or manually remove sediment
7) Replace grate
Stamford holdings, LLC Operation and Maintenance Agreement
Buxton. North Carolina For Stormwater Svstems
Page 3

8) Record depth & date and schedule next inspection
13.3 PRE-TREATMENT DEVICE 1&M
Manufacturer's I&M procedures should be followed for proprietary pretreatment devices
such as baffle boxes, swirl concentrators, oil -water separators, and filtration units. Table
10 provides some general guidelines but is not a substitute for a manufacturer's specific
instructions.
TABLE 10 — Pretreatment Inspection and Maintenance Guidelines
SEDUNIENTCONTROL
INSPECTION
INSPECTION *
MAINTENANCE**
StormTech Isolator'" Row
Bi-Annually
JctVac - Culvert Cleaning
Nozzle Prefcrred
Sediment Basin
Quarterly or after large storm event
Excavate sediment
Catch Basin Sump
Quarterly
l.xCavalC. pump, or vacuum
Sedimentation Structure
Quarterly
Excavate, pump, or vacuum
Catch Basin Filter Bags
After all storm events
Clean and/or replace filter bags
Porous Pavement
Quarter],.
Sweep Pavement
Pipe pleader Design
Quarterly
Excavate, pump, or vacuum
"Pater Quality Inlet
Quarterly
Excavate. pump, or vacuum
Sand Filters
Quarterly or alter storm event
Remove & replace sand filter
* This schedule does not account for regional or site variables. Local municipal guidelines should be
followed for inspection when available.
** The methods stated are minimum guidelines for removal and cleaning of system. Other methods may
apply.
13.4 ISOLATOKI'll ROW INSPECTION
Regular inspection and maintenance are essential to assure a properly functioning
stormwater system. Inspection is easily accomplished through the manhole or optional
inspection ports of an Isolator Row. Please follow local and OSHA rules for a confined
space entry.
Inspection ports can allow inspection to be accomplished completely from the surface
without the need for a con -fined space entry: Inspection ports provide visual access to the
system with the use of a flashlight. A stadia rod may be inserted to determine the depth of
sediment. If upon visual inspection it is found that sediment has accumulated to an
average depth exceeding 3" (76 min), cleanout is required.
Stanford Holdings, LLC Operation and Maintenance Agreenieni
Buxton, North Carolina For Slorin ater Svstents
Page 4

A StormTech Isolator Row should initially be inspected immediately after completion of
the site's construction. While every effort should be made to prevent sediment from
entering the system during construction, it is during this time that excess amounts of
sediments are most likely to enter any stormwater system. Inspection and maintenance, if
necessary, should be performed prior to passing responsibility over to the site's owner.
Once in normal service, a StormTech Isolator Row should be inspected bi-annually until
an understanding of the sites characteristics is developed. The site's maintenance
manager can then revise the inspection schedule based on experience or local
requirements.
13.5 ISOLATOR ROW MAINTENANCE
JetVac maintenance is required if sediment has been collected to an average depth of 3"
(76 mm) or more insidethe Isolator Row. The JetVac process utilizes a high pressure
water nozzle to propel itself down the Isolator Row while scouring and suspending
sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into
the manhole for vacuuming. Most sewer and pipe maintenance companies have
vacuum/JetVac combination vehicles. Fixed nozzles designed for culverts or large
diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least
45" (1140 mm) are best. Most .JetVac reels have a mini-mumof 400 feet (122 m) of hose
allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process
shall only be performed on StormTech Rows that have AASHTO class I woven
geotextile over their angular base stone.
STORMTECH ISOLATOR Tm ROW - Step -By -Step Maintenance Procedures
Step 1) Inspect Isolator Row for sediment.
A) Inspection ports (if present).
i. Remove lid from floor box frame.
ii. Remove cap from inspection riser.
iii. Using a flashlight and stadia rod, measure depth of sediment.
iv. If sediment is at, or above, 3 (76 mm) depth proceed to Step 2. if not proceed
to step 3.
B) All Isolator Rows.
i. Remove cover from manhole at upstream end of Isolator Row.
ii. Using a flashlight, inspect down Isolator Row through outlet pipe.
1. Mirrors on poles or cameras may be used to avoid a confined space entry.
2. Follow OSHA regulations for confined space entry if entering manhole.
iii. If sediment is at or above the lower row of sidewall holes [approximately 3"
(76 mm)] proceed to Step 2. If not proceed to Step 3.
Step 2) Clean out Isolator Row using the JetVac process.
A) A fixed.culvert cleaning nozzle with rear facing nozzle spread of 45" (1140 mm)
or more is preferable.
B) Apply multiple passes of JetVac until backflush water is clean.
C) Vacuum manhole sump as required.
Step 3) Replace all caps, lids and covers.
Stanford lloldings, LLC Operation and.Maintenance Agreement
Buxton, North Carolina For Storm water Systems
Page 5

Step 4) Inspect and clean catch basins and manholes upstream of the StormTech system
following the procedures for Classic Manifold Inlet System.
13.6 ECCENTRIC PIPE HEADER INSPECTION
Theses guidelines do not supersede a pipe manufacturer's recommended I&M
procedures. Consult with the manufacturer of the pipe header system for specific I&M
procedures. Inspection of the header system should be carried out quarterly. On sites
which generate higher levels of sediment more frequent inspections may be necessary.
[leaders may be accessed through risers, access ports or manholes. Measurement of
sediment may be taken with a stadia rod or similar device. Clean -out of sediment should
occur when the sediment volume has reduced the storage area by 25% or the depth of
sediment has reached approximately 25% of the diameter of the structure.
13.7 ECCENTRIC PIPE HEADER MAINTENANCE
Cleanout of accumulated material should be accomplished by vacuum pumping the
material from the header. Cleanout should be accomplished during dry weather. Care
should be taken to avoid flushing sediments out through the outlet pipes and into the
chamber rows.
ECCENTRIC HEADER STEP-BY-STEP MAINTENANCE PROCEDURES
1. Locate manholes. access ports or risers connected to the header system
2. Remove grates or covers
3. Using a stadia rod, measure the depth of sediment
4. If sediment is at a depth of about 25% pipe volume or 25% pipe diameter proceed to
step 5. If not proceed to step 6.
5. Vacuum pump the sediment. Do not flush sediment out inlet pipes.
6. Replace grates and covers
7. Record depth and date and schedule next inspection
GRASSPAVE2 WITH 92% VOID SPACE AND HYDROGROW MIXTURE
GRASSPAVE2 WITH 92% VOID SPACE AND HYDROGROW MIXTURE: The
grasspave system will be provided by Invisible structures, Inc. and install and maintained as per
the manufactures instructions. The installation and maintenance criteria for the Grasspave2
system will include the following technical criteria:
1.1 DESCRIPTION OF WORK
A. Work Included:
1. Provide and install 457 washed stone wrapped in a geotextile fabric base as
shown on drawings, to provide adequate support for project design loads.
2. Provide Grasspave2 Paving System products including Grasspave2 units,
Hydrogrow soil polymer, and installation per the manufacturer's instructions
furnished under this section.
Stanford Holdings, LLC Operalion and Maintenance Agreement
Buxlotl. North Carolina For Stormwaler S -slems
Page 6

3. Provide and install clean sharp sand to fill the Grasspave2 units, when needed.
4. Provide and install grass by using Bermuda sod.
1.2 DELIVERY, STORAGE, AND HANDLING
Protect Grasspave2 units from damage during delivery and store under tarp to protect
from sunlight, when time from delivery to installation exceeds one week. Keep
Hydrogrow in a dark and dry location.
1.3 PROJECT CONDITIONS
A. Review installation procedures and coordinate Grasspave2 work with other work
affected. Generally.. Grasspave2 is installed at the same time as project grass
installation, nearly the last site construction activity.
B. All hard surface paving adjacent to Grasspave2 areas, including concrete walks
and asphalt paving must be completed prior to installation of Grasspave2.
C. Cold weather:
Do not use frozen materials or materials mixed or coated with ice or frost. Be
careful in handling rolls of Grasspave2 in temperatures below 50 degrees F, as
product connectors become stiff and can separate, and the individual units will
retain the roll curl until warmed to room temperature (aided by placement in
sun for 15 to 20 minutes). If cold weather is anticipated, Grasspave2 can be
shipped in flat sheets that measure 1-meter (40") square.
2. Do not build on frozen work or wet, saturated or muddy subgrade.
D. Protect partially completed paving against damage from other construction traffic
when work is in progress, and until grass root system has matured (about 3 to 4
weeks). Any barricades constructed must still be accessible by emergency and
fire equipment during and after installation.
E. Protect adjacent work from damage during Grasspave2 installation.
2.1 AVAILABILITY
A. Manufacturer: (Grasspave2, Hydrogrow) Invisible Structures, Inc., 1600 Jackson
Street, Suite 310, Golden, Colorado 80401. Call from USA and Canada 800-233-
1510 toll free, International 303-233-8383, Fax [phone].
B. Local Sales Representative: (Contact Manufacturer)
Stanford Holdings, LLC Operation and ,ilcutitenrrnce Agreerieitt
Buxton. North Carolina For Stormwater Siwents
Page 7

2.2 MATERIALS
A. Base Course: Clean and washed 457 stone wrapped in a geotextile fabric will be
used as the base course. Any fill material will meet SP sand requirements to
match on site conditions. Selected materials should be nearly neutral in pl-i
(range from 6.5 to 7.2) to provide adequate root zone development for turf.
B. Hydrogrow Mix: A mixture made from several commercial products including: 1)
cross -linked polyacrylimide (<O.1%) polymer, which is non -toxic and neutral in
pH, and will absorb 150 to 350 times its weight in water from most tap sources; 2)
LeoPro zeolite mineral, amended with small amounts of starter fertilizers, from
Zeoponix, Inc.; 3) lsolite porous ceramic, designed to hold large amounts of water
without physical degradation or change of size of particle, from Sumitomo Group;
4) and aggromolated Humate, a natural source of nutrients and micronutrients,
from Tri-C Enterprises.
C. Grasspave2 Grass Paving Units: Lightweight injection -molded plastic units
0.50.50.025 m (20"x20"x 1 " high, 2.7 ft2 each) with hollow rings rising from a
strong open grid allowing maximum grass root penetration and development. The
plastic shall be 100% post -consumer recycled plastic resins, predominately
HDPE, with minimum 3% carbon black concentrate added for UV protection.
Loading capability is equal to 402 kg/cm2 (5700 psi) when filled with sand, over
an appropriate depth of roadbase. Standard color is black. Unit weight = 510 g
(18 oz.), volume = 8% solid. Units may also be shipped in pre -assembled into
rolls that vary from 10 square meters (108 sf) to 125 square meters (1345 sf).
D. Sand: Obtain clean sharp sand (washed concrete sand) to fill the 25 min (one
inch) high rings and spaces between the rings when seeding or using 13 mm (half
inch) thick sod (soil thickness).
E. Grass: Use species resistant to wear by traffic generally a Zoysia, Fescue, or
Bermuda types in southern climates.
1. Sod: Use 13 mm (0.5") thick (soil thickness) rolled sod from a reputable local
grower. Species should be wear resistant, free from disease, and in excellent
condition. Sod shall be grown in sand or sandy loam soils only. Sod grown in
soils of clay, silt, or high organic materials such as peat, will not be accepted.
F. Fertilizer: A commercial "starter" fertilizer, with Guaranteed Analysis of 17-23-
6, or as recommended by local grass supplier, for rapid germination and root
development.
G. Grasspave2 Sign: A sign to identify the presence of Grasspave2 paving, stating
that special maintenance is required, with the Manufacturer's phone number; and
made of durable materials for outdoor exposure shall be provided and installed.
Slanfiard Holdings. LLC Operalion awl Maintenance Agreemenl
Baa,vloaa, North Carolina I or Slormx'aler S SlemS
Page 8

1-1. Firelane Signage & Delineation: Fire lanes must be identified regarding their
entrance and physical location with the placement of signs, gates, curbs, bollards,
etc. Specific signage wording and other details must be coordinated with and
approved by local fire authorities.
EXECUTION
3.1 , INSPECTION
(It is recommended that Dire Department inspectors be scheduled to inspect
installation of Grasspavc2 during preparation of the subbase, installation of the base
course, and installation of Grasspave2 units. Most small projects can accommodate
these inspections all on the same day. Verify with Fire Department if certificates of
inspection are required.)
A. Examine subgrade and base course installed conditions. Do not start Grasspave2
installation until unsatisfactory conditions are corrected. Check for improperly
compacted trenches, debris, and improper gradients.
B. Installation constitutes acceptance of existing conditions and responsibility for
satisfactory performance. If existing conditions are found unsatisfactory, contact
Project Manager for resolution.
3.2 PREPARATION
(Ensure that subbase materials are structurally adequate to receive designed base
course, wearing course, and designed loads. Generally, excavation into undisturbed
normal strength soils will require no additional modification. Fill soils and otherwise
structurally weak soils may require modifications, such as geotextiles, geogrids,
and/or compaction (not to exceed 90%). Ensure that grading and soil porosity of' the
subbase will provide adequate subsurface drainage.)
A. Place base course material over prepared subbase to grades shown on plans, in
lifts not to exceed 150 mm (6"), compacting each lift separately to 95% Modified
Proctor. Leave minimum 25 min (1") to 35 mm (1.5") for Grasspave2 unit and
sand/sod fill to Final Grade.
B. Spread all Hydrogrow mix provided (spreader rate = 2.25 kg per 100 m2 (5 Ibs
per 1000 ft2) evenly over the surface of the base course with a hand-held, or
wheeled, rotary spreader. The Hydrogrow mix should be placed immediately
before installing the Grasspavc2 units to assure that the polymer does not become
wet and expanded when installing the units.
Stanford Holdings. LLC Operation and hlrrirNerumce�tgreenrerrt
Buxton, North Carolina For StornrivaterStstems
Page 9

3.3 INSTALLATION OF GRASSPAVE2 UNITS
A. Install the Grasspave2 units by placing units with rings facing up, and using pegs
and holes provided to maintain proper spacing and interlock the units. Units can
be easily shaped with pruning shears or knife. Units placed on curves and slopes
shall be anchored to the base course, using 16d Common nails with fender
washer, as required to secure units in place. Tops of rings shall be between 6 mm
to 13 mm (0.25" to 0.5") below the surface of adjacent hard -surface pavements.
B. Install sand in rings as they are laid in sections by "backdumping" directly from a
dump truck, or from buckets mounted on tractors, which then exit the site by
driving over rings already filled with sand. The sand is then spread laterally from
the pile using flat bottomed shovels and/or wide "asphalt rakes" to fill the rings.
A stiff bristled broom should be used for final "Finishing" of the sand. The sand
must be "compacted" by using water from hose, irrigation heads; or rainfall, with
the finish grade no less than the top of rings and no more than 6 mm (0.25")
above .top of rings.
3.4 INSTALLATION OF GRASS
Install thin sod directly over sand filled rings, filled no higher than the top of the
rings. Sod strips should be placed with very tight joints. Sodded areas must be
fertilized and kept moist during root establishment (minimum of 3 weeks). Sodded
areas must be protected from any traffic, other than emergency vehicles, for a period
of 3 to 4 weeks, or until the root system has penetrated and established well below the
Grasspave2 units.
3.5 PROTECTION
Sodded areas must be protected from any traffic, other than emergency vehicles, for a
period of 3 to 4 weeks, or until the root system has penetrated below the Grasspave2
units.
3.6 CLEANING
A. Remove and replace segments of Grasspave2 units where three or more adjacent
rings are broken or damaged, reinstalling as specified, so no evidence of
replacement is apparent.
B. Perform cleaning during the installation of work and upon completion of the
work. Remove all excess materials, debris, and equipment from site. Repair any
damage to adjacent materials and surfaces resulting from installation of tills work.
C. Inspect grasspave2 system on a periodic basis to include complete inspection of
the materials every 6 months and after every storm event. If ponding occurs,
remove and replace turf, base and grid system as required.
Stanford Holdings, LLC Operation and ,14ainlenance Agreement
Bnxion. Norlh Carolina FurStorniwarerSs.s•fems
Page 10

ACKNOWLEDGEMENT:
acknowledge and agree by my signature below that I am responsible for the performance of the
operation and maintenance agreement for stormwater systems procedures listed above. I agree to
notify NCDENR of any problems with the system or prior to any changes to the system or
responsible party. ,
Print Name and Title:—
Address: �c77
Phone: z-� "CyCj �-
Signature:
a-79dQ
Date: A 01-7
Note: The legally respon'Sib7e pah41894dd not be a homeowners associalion unless more than
50% of the lots have been sold and a-resideni of the subdivision has been named the
president.
I, soa-1 1�: , a Notary Public for the State of N C _ , County of
�� , do hereby certify thatc��Z
personally appeared before me this 1 "I day of'
and acknowledge the due
execution of the forg ing operation and maintenance agreement for stormwater systems
requirements.
Witness my hand and official seal,
S h A L My commission expires_ alp`}
Stanford Holdings, LLC Operation and Afainlenance Agreement
!Buxton. North Carolina For Stonrnvater S rsmns
Page 11

bSSE
ES I N
& AsSWAles, 4PC
in- (-� a 2006
July 25, 2006
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Re: Real Kiteboarding School Stormwater Review, SW7060623
MDA Project # 04.065
Dear Mr. Vinson:
With the following question on the means and methods of analyzing the storm drainage on Real
Kiteboarding, we request consideration of an extension until July 31, 2006 to resubmit the plans
for review:.
F1 ,
While we appreciate the comments and will comply with all requirements of the Department, I
respectfully request reconsideration of the Department's decision to completely discount the
infiltration volume during the storm event. This decision was mentioned as the second bullet
item in the July 12, 2006 letter from yourself to Robert S. (Trip) Norman. 1 looked at various
scenarios to store the stormwater in either larger basins or in underground systems and while we
could accomplish the task, I believe the cost would be excessive to the Owner and the
stormwater benefits would be minimal. We believe the site would be over designed if we design
the site to have enough available storage to hold a 3" — 2 hour storm and then assuming all the
infiltration will take place at the end of the storm event. Please consider the following:
o The site has natural occurring extremely deep well drained sands. The full brim draw
down times are less than 1I10 a day or under 3 hours for the design storm.
e There is a full 2' separation between the seasonal high water mark of 3.5' and the bottom
of the trench at 5.50
.
• Adequate stormwater bypass swales are included in the design.
e The infiltration basins will function like a bathtub with the drain open. When the water is
turned on, a certain volume will drain out and a certain amount stored and will draw
down empty once the water is turned off.- These figures can be.quantified. The
Department's position is that the drain is closed until the water is turned off and then
opened to drain. The latter argument is not a realistic model.
_ MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, VA 23455
Phone: [phone]
Fax: [phone]

4

Mr. Scott Vinson
NCDENR
July 25, 2006
Page 2
Realistically to simulate or model the actions of the basins in relationship to the storm event,
stormwater will fall on the site, be conveyed to the stormwater basins by mostly overland flow
and' infiltrate as it arrives. When the rate of inflow exceeds the rate of infiltration, the basin will
begin the fill but even in this case, infiltration will continue to take place. 1 assumed during the
rain event (2 hours) that infiltration will take place. I can see that I probably should discount the
TC (time of concentration) and assume infiltration for 115 minutes in lieu of 120 minutes.
I would be glad to discuss this with you personally and once a final determination of this ruling, I
would be glad to finalize the drawings and calculations. Thank you.
Very truly yours,
MASSEY DESIGN A ASSOCIATES, PC
Cl4yton E.)Nfassey, P
CEM/dms
cc: Robert S. Forman, Real Kiteboarding
Ben Cahoon, Cahoon & Kasten
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, VA 23455
Phone: [phone]
Fax: [phone]

jiNl 25 06 02:21p clay masses 757-313-9226 p.1
SSEMasser
f. A I
ES 1 ! V
r. Associ�" I'C
TO
COMPANY
PHONE #
FAX #
No. of pages
including cover
CC:
CC:
Design and Associates, PC
1561 Bradford Road, Suite 204
Virginia Beach, VA 23455
Fax Transmittal Form
Scott Vinson FROM: Clay Massey,_P.E.
_NCDENR Date: July 25, 2006
252-946-6481 Subject: _ Real Kiteboarding
252-946-9215 MDA Proj. # _ 04.065
3
Fax #:
Fax #:
MESSAGE:
Please see attached correspondence regarding the above-suboect project. Should you have guestions,
please contact me at
your earliest convenience. Thank your
Engineers ♦ Consultants • designers ♦ Construction Managers
1561 Bradford Road, Suite 204, Virginia Beach, VA 23455 [phone] FAX [phone]
E-Mail: [e-mail] Website: www.rnasseypc.cam

,;i-il 25 06 02:21p clay masses 757-313-8226 p.2
SSE
CFTVFD %ES I 6 N
. A.... iarr:5, 1'f.,
JUL 2 5 2006
pWQ
IPROJ #
July 25, 2006 '+
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Re: Real Kiteboarding School Stonnwater Review, SW7060623
MDA Project # 04.065
Dear Mr. Vinson:
With the following question on the means and methods of analyzing the storm drainage on Real
Kiteboarding, we request consideration of an extension until July 31, 2006 to resubmit the plans
for review.
While we appreciate the comments and will comply w7th all requirements of the Department, l
respectfully request reconsideration of the Department's decision to completely discount the
infiltration volume during the storm event. This decision was mentioned as the second bullet
item in the July 12, 2006 letter from yourself to Robert S. (Trip) Forman. 1 looked at various
scenarios to store the stormwater in either larger basins or in underground systems and while we
could accomplish the task, I believe the cost would be excessive to the Owner and the
stormwater benefits would be minimal. We believe the site would be over designed if we design
the site to have enough available storage to hold a 3" — 2 hour storm and then assuming all the
infiltration will take place at the end of the storm event. Please consider the following:
• The site has natural occurring extremely deep well drained sands. The full brim draw
down times are less than 1/11) a day or under 3 hours for the design storm.
• There is a full 2' separation between the seasonal high water mark of 3.5' and the bottom
of the trench at 5.5'.
• Adequate stormwater bypass swales are included in the design.
• The infiltration basins will function like a bathtub with the drain open. When the water is
turned on, a certain volume will drain out and a certain amount stored and will draw
down empty once the water is turned off These figures can be quantified. The
Department's position is that the drain is closed until the water is turned off and then
opened to drain. The latter arglunent is not a realistic model.
N,I AtiSI:Y DESION ANl} ASSO CIATIa, PC
1 5h1 HradS`)rd Road. Suile 204
Virginia Bcach, VA 24ii
Phalle: 1757A,4 -ijQ2
l:a\:j7;7j.i1?

Jot 25 06 02:21p
clay massed
757-313-9226
p.3
Mr. Scott Vinson
NCDENR
July 25, 2006
Page 2
Realistically to simulate or model the actions of the basins in relationship to the storm event,
stormwater will fall on the site, be conveyed to the stonnwater basins by mostly overland flow
and infiltrate as it arrives. When the rate of inflow exceeds the rate of infiltration, the basin will
begin the fill but even in this case, infiltration will continue to take place. 1 assumed during the
rain event (2 hours) that infiltration will take place. I can see that 1 probably should discount the
TC (time of concentration) and assume infiltration for 115 minutes in lieu of 120 minutes.
I would be glad to discuss this with you personally and once a final determination of this ruling, I
would be glad to finalize the drawings and calculations. "Thank you.
Very truly yours,
MASSEY�DESIGN D ASSOCIATES, PC
?yton
ClE. • asset', P. .
CEMJdrns
cc: Robert S_ Forman, Real Kiteboarding
Ben Cahoon, Cahoon & Kasten
MASSI:Y IWNK N AND AMO CIAIVfa, K'
I ih I Bradford (load_ Svit�! 2114
Virginia Beach, VA ? i-i5i
Phone: (75")464-06d.'_
Far i157I SI:i-L+7

Real Kiteboarding in Waves, NC,
Subject: Real Kiteboarding in Waves, NC.
From: Vincent Lewis <[e-mail]>
Date: Fri, 14 Jul 2006 08:41:56 -0400
To: [e-mail]`
On July 12, 2006 a soils evaluation for storm water infiltration was done at Real
Kiteboarding. Basins A, B, and C had water tables 24 inches deep. Basin D had a
water table less than 6 inches, which would make it unsuitable for infiltration.
All soil textures were sand.
11q ! o(,
Pe
d—
i c �Sfe 44-
i'a ' j
il�-w
SG. y
41 l ;-� g "A J 40
5�
4&
] of 1 7/14/2006 8:42 AM

i'
RE: [Fwd; Real Kiteboarding Add, Info.]
Subject: RE: [Fwd: Real Kiteboarding Add. info.]
From: "Clay Massey" <[e-mail]>
Date: Thu, 17 Aug 2006 16:09:10 -0400
To: "Lyn Hardison" <[e-mail]>
CC: "Scott Vinson" <[e-mail]>, "Trip Forman" <[e-mail]>
Lyn - We appreciate the efforts you and Scott have put into working with
us on the Real Kiteboarding site and I apologize for the delays in
getting a completed package in your hands. You and Scott are doing a
terrific job in managing the express program and I am sorry this
submittal lingered in getting completed.
We spoke with the Owner earlier today and he has the check and the
signed maintenance agreement ready and is trying to get it in a federal
express package this afternoon. Apparently they have a very early pick
up on Hatteras Island and if he can't catch the driver, the package will
have to go out tomorrow. I hope Mr. Forman will have success in
catching the driver this afternoon but if not, we would appreciate if
you can give us until 10 AM Monday or when Fed-X is typically delivered,
we would appreciate it.
If I can find out if the package made it in today's overnight mailings,
I will let you know to look for it tomorrow.
Thank you for your patience.
Clay
-----Original Message -----
From: Lyn Hardison[mailto:[e-mail]]
Sent: Thursday, August 17, 2006 12:54 PM
To: Clay Massey
Cc: Scott Vinson
Subject: Re: [Fwd: Real Kiteboarding Add. Info.]
Clay,
Just thought you should know that we still have not received the add.
info fee of $1000. The additional information and fee should had been
received in this office by August 4, 2006. This office has been very
understanding to work with you within the express program however the
review time spent on this project has exceeded the staffs guidelines of
express. Please understand that if we have not received the fee by 9
am tomorrow, the application package will be sent back to you, which
means you will have to resubmit all required items including the
application fee to obtain the permit.
If you have any questions, please contact Scott or me.
Lyn
Clay Massey wrote:
ILyn - thanks for the reminder. The Owner was going to forward the
check
Iand a signed maintenance agreement to your attention. I reminded him
again of it this morning.
Clay
-----Original Message -----
From: Lyn Hardison[mailto:[e-mail]]
Sent: Monday, August 14, 2006 9:35 PM
To: Clay Massey
1 of 2 8/18/2006 9:04 AM

v
RE: [Fwd: Real Kiteboarding Add. Info.]
Subject: [Fwd: Real Kiteboarding Add. Info.]
Clay,
I have not seen the additional information fee of $1000 as of today.
Do
you know the status?
Lyn B. Hardison
One-Stop/Express Permitting Coordinator
NC Department of Environment and Natural Resources
Customer Service Center
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
252-948-3842, phone
252-975-3716, fax
2 of2 8/18/2006 9:04 AM

RE: [Fwd: Real Kiteboarding Add. Info.]
Subject: RE: [Fwd: Real Kiteboarding Add. Info.]
From: "Clay Massey" <[e-mail]>
Date: Tue, 15 Aug 2006 08:06:01 -0400
To: "Lyn Hardison" <[e-mail]>
CC: "Scott Vinson" <[e-mail]>
Lyn - thanks for the reminder. The Owner was going to forward the check
and a signed maintenance agreement to your attention. I reminded him
again of it this morning.
Clay
------Original Message -----
From: Lyn Hardison{mailto:[e-mail]]
Sent: Monday, August 14, 2006 4:35 PM
To: Clay Massey
Subject: [Fwd: Real Kiteboarding Add. Info.]
Clay,
I have not seen the additional information fee of $1000 as of today. Do
you know the status?
Lyn a. Hardison
One-Stop/Express Permitting Coordinator
NC Department of Environment and Natural Resources
Customer Service Center
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
252-948-3842, phone
252-975-3716, fax
1 of 1 8/18/2006 9:03 AM

SSE
ES N
a &5WAT[S, 4FIC
August 10, 2006
Mr. Scott Vinson
North Carolina Department of Environment and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, North Carolina 27889
Re: Real Kiteboarding
MDA Project # 04.065
Dear Mr. Vinson:
Attached is a copy of the unsigned maintenance agreement for the Real Kiteboarding and copies
of the drainage area maps for Real Kiteboarding. The original maintenance agreement has been
sent to the Owner for execution and he will mail the original back to you along with the review
fee of $1,000.00. 1 forgot to include the drainage area map with the plan submittal earlier in the
week.
If you have any questions, please contact me at your earliest convenience. Thank you.
Very truly yours,
MASSEYJDSIGN AND AS OCIATES, PC
%L�n%-LO
Cldyton E.lMassey, P
CEM/dms
Attachments
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, VA 23455
Phone:[phone]
Fax: [phone]

SSE
ESi N
& AssmiAF(S, PC
August 10, 2006
Mr. Trip Forman
Real Kiteboarding
47170 Highway 12
P.O. Box 1473
Buxton, NC 27920
RE: Real Kiteboarding
MDA Project No. 04.065
Dear Mr. Forman:
Attached you will find a copy of the latest plans with revisions to the storm drainage design which was
submitted to NCDENR earlier in the week to secure the stormwater permit for the work at Real
Kiteboarding.
You will also find a copy of a stormwater operation and maintenance agreement that will need to be
signed and notarized and forwarded to Lyn Hardison at NCDENR. Since we have designed several
unique systems on the Real Kiteboarding, NCDENR asked us to prepare the maintenance agreement.
Lyn's information is as follows:
Lyn Hardison
North Carolina Department of Environment and Natural Resources
943 Washington Square Mall
Washington NC 27889
[phone] FAX [phone]
lwi.hardi on a,newail.net
Also, l did not pay the $1,000.00 review fee we needed this information to be signed and sent from your
office. Please include a check for the $1,000.00 when you submit the maintenance agreement. Thank
You.
Very truly yours,.
MASSEY DESIGN AND ASSOC TES, PC
, P.E.
Attachments
CL! �,, %FiL�ar. A7ASSEY ]7CSIGN ANl7 ASSOC1ATf:S, PC
1561 Bradford Roud_ 5uitc 204
Virginii Belch. VA 23455
[phone]

REAL KITEBOARDING
47170 Highway 12
Buxton, North Carolina
Operation and Maintenance Agreement
For Stormwater Systems
August 9, 2006
INFILTRATION BASINS
INFILTRATION BASINS: Infiltration basins will be monitored and maintained in accordance
with the NCDENR Stormwater BMP Manual, Section 3.7." Current criteria for long term
monitoring and maintenance include the following:
3.7.10 MONITORING
Sediment accumulation will eventually render an infiltration device ineffective, so
regular inspections are necessary. Because the trenches and dry wells are below ground
and out of sight, the tendency is to ignore inspection and maintenance, which leads to
failure. Regular inspections of all types of infiltration devices will help ensure that
problems are identified in advance.
The monitoring well for observing infiltration devices should consist of a 4- to 6-inch-
diameter,
perforated polyvinyl chloride (PVC) pipe with a locking cap. The well should be placed
near the center of the facility, with the invert at the excavated bottom of the facility. For
the first year of operation, installations should be inspected quarterly and after each major
storm. After the first year, annual inspections, preferably conducted after a storm, are
recommended.
In order to monitor performance of the infiltration device, observations should be
conducted to determine how long it takes retained water to infiltrate into the soil after a
storm event. The determination can be made in two ways. The most informative way is to
read the water level several times over a period of days after a large storm. The
alternative is a "one -stop" method, where.a single reading is taken and compared with the
local rainfall record. Although less accurate than the multiple reading method, the one -
stop method will still allow significant deterioration in performance to be recognized.
3.7.11 MAINTENANCE
Maintenance is very important for infiltration devices. Property owners should be
educated in the function and maintenance requirements of infiltration devices. Especially
important is the maintenance of vegetated areas that drain to the infiltration system. Areas
that are allowed to become bare and unvegetated will contribute excess sediment to the
infiltration system and hasten its failure. Maintenance requirements are summarized as
follows:

Grass areas, grassed swales, and filter strips leading to infiltration devices should
have a dense vegetation cover and be mowed at least twice a year.
• Sediment deposits should be removed from pretreatment. devices at least annually.
• In trenches, the top several inches of aggregate and the filter cloth along the top of the
trench or dry wells should be replaced annually or at least when the facility shows
evidence that infiltration rates have declined. Proper disposal of the materials
removed is necessary; the aggregate and cloth should be appropriately packaged and
delivered to the local landfill, if the operating authority approves the disposal.
The surface of infiltration trenches must be kept in good condition. Colonization by
grass or other plants should be discouraged, since this can lead to reduced surface
infiltration rates. In many instances, it is convenient to cover infiltration trenches with
concrete grid pavers or similar permeable paving systems that can be removed easily
and replaced as necessary to service the trench.
• The infiltration facility must be dismantled and reconstructed when the infiltration
rate unacceptable levels.
PERMEABLE PAVEMENT (Turf Stone Pavers)
PERMEABLE PAVEMENT (Turf Stone Pavers): The turf stone paver areas will be
maintained in accordance with the "NCDENR Stormwater BMP Manual, Section 3.10." Current
criteria for permeable pavement maintenance includes the following:
3.10.8 MAINTENANCE
Maintenance requirements are critical for the success of permeable pavement. Even
though there are significant locational restrictions on the permeable pavement
installations, there is still a potential for permeable pavements to clog with sediment. The
following installation and maintenance requirements shown in Table 3.10.1 are designed
to ensure that the permeable pavement system will work effectively. A maintenance
agreement is required for each permeable pavement installation to receive credit. The
maintenance agreement should include specific requirements and responsibilities of the
property owner and provide for enforcement.
Real Kiteboarding School Operation and Maintenance Agreement
Buxton, North Carolina For Storm water Systems
Page 2

Table 3.10.1 Required maintenance activities for permeable pavement installations
TABLE 3.10-1
Required maintenance activities for permeable pavement installations
Adopted from Atlanta Regional Commission and Georgia Department of Natural Resources, 2001
Activity
• Initial inspection
• Ensure that permeable pavement surface is free of sediment
• Ensure that the contributing and adjacent area is stabilized and
mowed, with clippings removed
• Vacuum sweep permeable pavement surface
• Inspect the surface for deterioration
• Verify that the permeable pavement system dewaters between storms
• Verify that underdrain outlet is free from obstructions (if applicable)
Schedule
Monthly for 3 months
after installation
Monthly
As needed, based on inspection
Annually
Annually
Annually
Annually
STORMTECH SUBSURFACE STORMWATER MANAGEMENT SYSTEM
STORMTECH SUBSURFACE STORMWATER MANAGEMENT SYSTEM: The
stormTech subsurface management system and the settling basin structures will undergo
inspection and maintenance as stipulated by the manufacturer, "StormTech." Manufacturer
recommended criteria for inspection and maintenance includes the following:
13.1 TREATMENT TRAIN INSPECTION AND MAINTENANCE
The StormTech recommended treatment train inlet system has three tiers of treatment
upstream of the StormTech chambers. It is recommended that inspection and
maintenance (I&M) be initiated at the furthest upstream treatment tier and continue
downstream as necessary. The following I&M procedures follow this approach providing
I&M information in the following order: Tier I — Pretreatment (BMP);
Tier 2 — StormTech Isolator Row, and; Tier 3 — Eccentric Pipe Header System.
13.2 CATCHBASIN/MANHOLE 1&M
Typically a stormwater system will have catchbasins and manholes upstream of the
detention/retention system. In some cases these may be the only pre-treatment devices.
Regular I&M of catchbasins and manholes should be scheduled and performed as part of
a site's routine maintenance plan.
CATCHBASIN/MANHOLE — STEP-BY-STEP MAINTENANCE PROCEDURES
1) Inspect catch basins and manholes upstream of StormTech chambers for sediment
2) Remove grate or cover
3) Skim off oils and floatables
4) Using a stadia rod, measure the depth of sediment
5) If sediment is at a depth greater than 6" proceed to step 6. If not proceed to step 7.
6) Vacuum or manually remove sediment
7) Replace grate
Real Kiteboarding School Operation and iblaintenance Agreement
Buxton, North Carolina For Storm water Svstems
Page 3

8) Record depth & date and schedule next inspection
13.3 PRE-TREATMENT DEVICE I&M
Manufacturer's I&M procedures should be followed for proprietary pretreatment devices
such as baffle boxes, swirl concentrators, oil -water separators, and filtration units. Table
10 provides some general guidelines but is not a substitute for a manufacturer's specific
instructions.
TABLE 10 — Pretreatment Inspection and Maintenance Guidelines
SEDIMENT CONTROL
INSPECTION
INSPECTION *
MAINTENANCE**
SlormTech IsolatorTrm Row
Bi-Annually
JetVac - Culvert Cleaning
Nozzle Preferred
Sediment Basin
Quarterly or after large storm event
Excavate sediment
Catch Basin Sump
Quarterly
Excavate, pump, or vacuum
Sedimentation Structure
Quarterly
Excavate, pump, or vacuum
Catch Basin Filter Bags
After all storm events
Clean and/or replace filter bags
Porous Pavement
Quarterly
Sweep Pavement
Pipe Header Design
Quarterly
Excavate, pump, or vacuum
Water Quality Inlet
Quarterly
Excavate, pump, or vacuum
Sand Filters
Quarterly or alter storm event
Remove & replace sand filter
* This schedule does not account for regional or site variables. Local municipal guidelines should be
followed for inspection when available.
** The methods stated are minimum guidelines for removal and cleaning of system. Other methods may
apply.
13.4 ISOLATORTM ROW INSPECTION
Regular inspection and maintenance are essential to assure a properly functioning
stormwater system. Inspection is easily accomplished through the manhole or optional
inspection ports of an Isolator Row. Please follow local and OSHA rules for a confined
space entry.
Inspection ports can allow inspection to be accomplished completely from the surface
without the need for a con -fined space entry. Inspection ports provide visual access to the
system with the use of a flashlight. A stadia rod may be inserted to determine the depth of.
sediment. If upon visual inspection it is found that sediment has accumulated to an
average depth exceeding 3" (76 mm), cleanout is required.
Real Kitehoarding School Operation and Maintenance Agreement
Burton, North Carolina For Storm water Systems
Page 4

A StormTech Isolator Row should initially be inspected immediately after completion of
the site's construction. While every effort should be made to prevent sediment from
entering the system during construction, it is during this time that excess amounts of
sediments are most likely to enter any stormwater system. Inspection and maintenance, if
necessary, should be performed prior to passing responsibility over to the site's owner.
Once in normal service, a StormTech Isolator Row should be inspected bi-annually until
an understanding of the sites characteristics is developed. The site's maintenance
manager can then revise the inspection schedule based on experience or local
requirements.
13.5 ISOLATOR ROW MAINTENANCE
JetVac maintenance is required if sediment has been collected to an average depth of 3"
(76 mm) or more insidethe Isolator Row. The JetVac process utilizes a high pressure
water nozzle to propel itself down the Isolator Row while scouring and suspending
sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into
the manhole for vacuuming. Most sewer and pipe maintenance companies have
vacuum/JetVac combination vehicles. Fixed nozzles designed for culverts or large
diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least
45" (1140 mm) are best. Most JetVac reels have a mini-mumof 400 feet (122 m) of hose
allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process
shall only be performed on StormTech Rows that have AASHTO class l woven
geotextile over their angular base stone.
STORMTECH ISOLATOR TM ROW - Step -By -Step Maintenance Procedures
Step 1) Inspect Isolator Row for sediment.
A) Inspection ports (if present).
i. Remove lid from floor box frame.
ii. Remove cap from inspection riser.
iii. Using a flashlight and stadia rod, measure depth of sediment.
iv. If sediment is at, or above, 3" (76 mm) depth proceed to Step 2. If not proceed
to step 3.
B) All Isolator Rows.
i. Remove cover from manhole at upstream end of Isolator Row.
ii. Using a flashlight, inspect down Isolator Row through outlet pipe.
1. Mirrors on poles or cameras may be used to avoid a confined space entry.
2. Follow OSHA regulations for confined space entry if entering manhole.
iii. If sediment is at or above the lower row of sidewalI holes [approximately 3"
(76 mm)] proceed to Step 2. If not proceed to Step 3.
Step 2) Clean out Isolator Row using the JetVac process.
A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45" (1140 mm)
or more is preferable.
B) Apply multiple passes of JetVac until backflush water is clean.
C) Vacuum manhole sump as required.
Step 3) Replace all caps, lids and covers.
Real Kiteboarding School Operation and dfaintenance Agreement
Buxton, North Carolina For Stormwater Svstems
Page 5

Step 4) Inspect and clean catch basins and manholes upstream of the StormTech system
` following the procedures for Classic Manifold Inlet System.
13.6 ECCENTRIC PIPE HEADER INSPECTION
Theses guidelines do not supercede a pipe manufacturer's recommended I&M
procedures. Consult with the manufacturer of the pipe header system for specific I&M
procedures. Inspection of the header system should be carried out quarterly. On sites
which generate higher levels of sediment more frequent inspections may be necessary.
Headers may be accessed through risers, access ports or manholes. Measurement of
sediment may be taken with a stadia rod or similar device. Clean -out of sediment should
occur when the sediment volume has reduced the storage area by 25% or the depth of
sediment has reached approximately 25% of the diameter of the structure.
13.7 ECCENTRIC PIPE HEADER MAINTENANCE
' Cleanout of accumulated material should be accomplished by vacuum pumping the
material from the header. Cleanout should be accomplished during dry weather. Care
should be taken to avoid flushing sediments out through the outlet pipes and into the
chamber rows.
ECCENTRIC HEADER STEP-BY-STEP MAINTENANCE PROCEDURES
1. Locate manholes, access ports or risers connected to the header system
2. Remove grates or covers
3. Using a stadia rod, measure the depth of sediment
4. If sediment is at a depth of about 25% pipe volume or 25% pipe diameter proceed to
step 5. If not proceed to step 6.
5. Vacuum pump the sediment. Do not flush sediment out inlet pipes.
6. Replace grates and covers
7. Record depth and date and schedule next inspection
GRASSPAVE2 WITH 92% VOID SPACE AND HYDROGROW MIXTURE
GRASSPAVE2 WITH 92% VOID SPACE AND HYDROGROW MIXTURE: The
grasspave system will be provided by Invisible structures, Inc. and install and maintained as per
the manufactures instructions. The installation and maintenance criteria for the Grasspave2
system will include the following technical criteria:
1.1 DESCRIPTION OF WORK
A. Work Included:
1. Provide and install 457 washed stone wrapped in a geotextile fabric base as
shown on drawings, to provide adequate support for project design loads.
2. Provide Grasspave2 Paving System products including Grasspave2 units,
Hydrogrow soil polymer, and installation per the manufacturer's instructions
furnished under this section.
Real Kiteboarding School Operation and A9ainlenance Agreement
Buxton, North Carolina For Stormwater Systems
Page 6

3. Provide and install clean sharp sand to fill the Grasspave2 units, when needed.
4. Provide and install grass by using Bermuda sod.
1.2 DELIVERY, STORAGE, AND HANDLING
Protect Grasspave2 units from damage during delivery and store under tarp to protect
from sunlight, when time from delivery to installation exceeds one week. Keep
Hydrogrow in a dark and dry location.
1.3 PROJECT CONDITIONS
A. Review installation procedures and coordinate Grasspave2 work with other work
affected Generally, Grasspave2 is installed at the same time as project grass
installation, nearly the last site construction activity.
B. All hard surface paving adjacent to Grasspave2 areas, including concrete walks
and asphalt paving must be completed prior to installation of Grasspave2.
C. Cold weather:
I . Do not use frozen materials or materials mixed or coated with ice or frost. Be
careful in handling rolls of Grasspave2 in temperatures below 50 degrees F, as
product connectors become stiff and can separate, and the individual units will
retain the roll curl until warmed to room temperature (aided by placement in
sun for 15 to 20 minutes). If cold weather is anticipated, Grasspave2 can be
shipped in flat sheets that measure l -meter (40") square.
2. Do not build on frozen work or wet, saturated or muddy subgrade.
D. Protect partially completed paving against damage from other construction traffic
when work is in progress, and until grass root system has matured (about 3 to 4
weeks). Any barricades constructed must still be accessible by emergency and
fire equipment during and after installation.
E. Protect adjacent work from damage during Grasspave2 installation.
PRODUCTS
2.1 AVAILABILITY
A. Manufacturer: (Grasspave2, Hydrogrow) Invisible Structures, Inc., 1600 Jackson
Street, Suite 310, Golden, Colorado 80401. Call from USA and Canada 800-233-
1510 toll free, International 303-233-8383, Fax [phone].
B. Local Sales Representative: (Contact Manufacturer)
Real Kiteboarding School Operation and iWaintenance Agreement
Buxton, North Carolina For Stormwater Systems
Page 7

2.2 MATERIALS
A. Base Course: Clean and washed #57 stone wrapped in a geotextile fabric will be
used as the base course. Any fill material will meet SP sand requirements to
match on site conditions. Selected materials should be nearly neutral in pH
(range from 6.5 to 7.2) to provide adequate root zone development for turf.
B. Hydrogrow Mix: A mixture made from several commercial products including: 1)
cross -linked polyacrylimide (<O.1 %) polymer, which is non -toxic and neutral in
pH, and will absorb 150 to 350 times its weight in water from most tap sources; 2)
ZeoPro zeolite mineral, amended with small amounts of starter fertilizers, from
Zeoponix, Inc.; 3) Isolite porous ceramic, designed to hold large amounts of water
without physical degradation or change of size of particle, from Sumitomo Group;
4) and aggromolated Humate, a natural source of nutrients and micronutrients,
from Tri-C Enterprises.
C. Grasspave2 Grass Paving Units: Lightweight injection -molded plastic units
0.50.50.025 m (20"x20"xl" high, 2.7 ft2 each) with hollow rings rising from a
strong open grid allowing maximum grass root penetration and development. The
plastic shall be 100% post -consumer recycled plastic resins, predominately
HDPE, with minimum 3% carbon black concentrate added for UV protection.
Loading capability is equal to 402 kglcm2 (5700 psi) when filled with sand, over
an appropriate depth of roadbase. Standard color is black. Unit weight = 510 g
(18 oz.), volume = 8% solid. Units may also be shipped in pre -assembled into
rolls that vary from 10 square meters (108 sf) to 125 square meters (1345 so.
D. Sand: Obtain clean sharp sand (washed concrete sand) to fill the 25 mm (one
inch) high rings and spaces between the rings when seeding or using 13 mm (half
inch) thick sod (soil thickness).
E. Grass: Use species resistant to wear by traffic generally a Zoysia, Fescue, or
Bermuda types in southern climates.
1. Sod: Use 13 mm (0.5") thick (soil thickness) rolled sod from a reputable local
grower. Species should be wear resistant, free from disease, and in excellent
condition. Sod shall be grown in sand or sandy loam soils only. Sod grown in
soils of clay, silt, or high organic materials such as peat, will not be accepted.
F. Fertilizer: A commercial "starter" fertilizer, with Guaranteed Analysis of 17-23-
6, or as recommended by local grass supplier, for rapid germination and root
development.
G. Grasspave2 Sign: A sign to identify the presence of Grasspave2 paving, stating
that special maintenance is required, with the Manufacturer's phone number, and
made of durable materials for outdoor exposure shall be provided and installed.
Real Kiteboarding School Operation and Maintenance Agreement
Buxton, North Carolina For Stormwater Systems
Page 8

H. Firelane Signage & Delineation: Fire lanes must be identified regarding their
entrance and physical location with the placement of signs, gates, curbs, bollards,
etc. Specific signage wording and other details must be coordinated with and
approved by local fire authorities.
EXECUTION
3.1 INSPECTION
(It is recommended that Fire Department inspectors be scheduled to inspect
installation of Grasspave2 during preparation of the subbase, installation of the base
course, and installation of Grasspave2 units. Most small projects can accommodate
these inspections all on the same day. Verify with Fire Department if certificates of
inspection are required.)
A. Examine subgrade and base course installed conditions. Do not start Grasspave2
installation until unsatisfactory conditions are corrected. Check for improperly
compacted trenches, debris, and improper gradients.
B. Installation constitutes acceptance of existing conditions and responsibility for
satisfactory performance. If existing conditions are found unsatisfactory, contact
Project Manager for resolution.
3.2 PREPARATION
(Ensure that subbase materials are structurally adequate to receive designed base
course, wearing course, and designed loads. Generally, excavation into undisturbed
normal strength soils will require no additional modification. Fill soils and otherwise
structurally weak soils may require modifications, such as geotextiles, geogrids,
and/or compaction (not to exceed 90%). Ensure that grading and soil porosity of the
subbase will provide adequate subsurface drainage.)
A. Place base course material over prepared subbase to grades shown on plans, in
lifts not to exceed 150 mm (6"), compacting each lift separately to 95% Modified
Proctor. Leave minimum 25 mm (1") to 35 mm (1.5") for Grasspave2 unit and
sand/sod fill to Final Grade.
B. Spread all Hydrogrow mix provided (spreader rate = 2.25 kg per 100 m2 (5 lbs
per 1000 ft2) evenly over the surface of the base course with a hand-held, or
wheeled, rotary spreader. The Hydrogrow mix should be placed immediately
before installing the Grasspave2 units to assure that the polymer does not become
wet and expanded when installing the units.
Real Kiteboarding School Operation and Maintenance 4greement
Buxton, North Carolina for Stormwater Systems
Page 9

3.3 INSTALLATION OF GRASSPAVE2 UNITS
A. Install the Grasspave2 units by placing units with rings facing up, and using pegs
and holes provided to maintain proper spacing and interlock the units. Units can
be easily shaped with pruning shears or knife. Units placed on curves and slopes
shall be anchored to the base course, using 16d Common nails with fender
washer, as required to secure units in place. Tops of rings shall be between 6 mm
to 13 mm (0.25" to 0.5") below the surface of adjacent hard -surface pavements.
B. Install sand in rings as they are laid in sections by "backdumping" directly from a
dump truck, or from buckets mounted on tractors, which then exit the site by
driving over rings already filled with sand. The sand is then spread laterally from
the pile using flat bottomed shovels and/or wide "asphalt rakes" to fill the rings.
A stiff bristled broom should be used for final "finishing" of the sand. The sand
must be "compacted" by using water from hose, irrigation heads, or rainfall, with
the finish grade no less than the top of rings and no more than 6 mm (0.25")
above top of rings.
3.4 INSTALLATION OF GRASS
Install thin sod directly over sand filled rings, filled no higher than the top of the
rings. Sod strips should be placed with very tight joints. Sodded areas must be
fertilized and kept moist during root establishment (minimum of 3 weeks). Sodded
areas must be protected from any traffic, other than emergency vehicles,' for a period
of 3 to 4 weeks, or until the root system has penetrated and established well"below the
Grasspave2 units.;
3.5 PROTECTION
Sodded areas must be protected from any traffic, other than emergency vehicles, for a
period of 3 to 4 weeks, or until the root system has penetrated below the Grasspave2
units.
3.6 CLEANING
A. Remove and replace segments of Grasspave2 units where three or more adjacent
rings are broken or damaged, reinstalling as specified, so no evidence of
replacement is apparent.
B. Perform cleaning during the installation of work and upon completion of the
work. Remove all excess materials, debris, and equipment from site. Repair any
damage to adjacent materials and surfaces resulting from installation of this work.
C. Inspect grasspave2 system on a periodic basis to include complete inspection of
the materials every 6 months and after every storm event. If ponding occurs,
remove and replace turf, base and grid system as required.
Real Kiteboarding School Operation and Maintenance Agreement
Buxton, North Carolina For Stormwater Systems
Page 10

ACKNOWLEDGEMENT:
I acknowledge and agree by my signature below that I am responsible for the performance of the
operation and maintenance agreement for stormwater systems procedures listed above. I agree to
notify NCDENR of any problems with the system or prior to any changes to the system or
responsible party.
Print Name and Title:
Address:
Phone: Date:
Signature:
Note: The legally responsible party should not be a homeowners association unless more than
50% of the lots have been sold and a resident of the subdivision has been named the
president.
a Notary Public for the State of , County of
do hereby certify that
personally appeared before me this day of , _ , and
acknowledge the due execution of the forgoing operation and maintenance agreement for
stormwater systems requirements.
Witness my hand and official seal,
SEAL
Real Kiteboarding School
Brixton, North Carolina
My commission expires
Operation and Maintenance Agreement
For Stormwater Systems
Page 11

RE: [Fwd: Re: Real Kiteboarding]
Subject: RE: [Fwd: Re: Real Kiteboarding;]
From: "Clay Massey" <clay@MasseyPC,com>
Date: Tue, 8 Aug 2006 15:23:26 -0400
To: "Scott Vinson" <Scott.Vinson@ncmai1,net>
CC: "Lyn Hardison" <Lyn.][e-mail]>
Scott - I am finalizing the package as we speak to go out this afternoon
in an express mail package for delivery tomorrow morning. I am sorry it
has taken so long - the infiltration decision created changes to a
certain extent to the entire site but we have something that should meet
your requirements. Thank you for being so patient.
Clay
-----Original Message -----
From: Scott Vinson[mailto:[e-mail]]
Sent: Tuesday, August 08, 2006 3:09 PM
To: Clay Massey
Cc: Lyn Hardison
Subject: Re: [Fwd: Re: Real Kiteboarding]
Clay,
I was wondering if I could get an update on the resubmittal package
for this project? Please call or write as soon as possible,
Scott Vinson
Clay Massey wrote:
IScott - I have come up with a design to provide all the storage on I
site 1
Iwithout the benefit of ongoing infiltration. That was the tough one
on
Ithis site. The plans are being re -drafted today and we should be I
able
to get out tomorrow. I would like to request a time extension to the
end of this week, August 4, 2006 to make a resubmittal. Thanks.
Clay
-----Original Message -----
From: Scott Vinson[mailto:[e-mail]]
Sent: Tuesday, August 01, 2006 8:50 AM
To: Clay Massey
Cc: Lyn Hardison
Subject: [Fwd: Re: Real Kiteboarding]
Clay,
have you and the owner been able to resolve the comments
from my information request letter on July 12, 2006?
The request for an extension to submit the needed changes
ran up through yesterday. Is it possible to have either
the information or a second extension request sent to me
today?
1 of 1 8/18/2006 9:03 AM

RE: [Fwd: Re: Real Kiteboarding]
Subject: RE: [Fwd: Re: Real Kiteboarding]
From: "Clay Massey" <[e-mail]>
Date: Tue, 8 Aug 2006 15:23:26 -0400
To: "Scott Vinson" <[e-mail]>
CC: "Lyn Hardison" <[e-mail]>
Scott - I am finalizing the package as we speak to go out this afternoon
in an express mail package for delivery tomorrow morning. I am sorry it
has taken so long - the infiltration decision created changes to a
certain extent to the entire site but we have something that should meet
your requirements. Thank you for being so patient.
Clay
-----Original Message -----
From: Scott Vinson[mailto:[e-mail]}
Sent: Tuesday, August 08, 2006 3:09 PM
To: Clay Massey
Cc: Lyn Hardison
Subject: Re: [Fwd: Re: Real Kiteboarding]
Clay,
I was wondering if I could get an update on the resubmittal package
for this project? Please call or write as soon as possible,
Scott Vinson
Clay Massey wrote:
IScott - I have come up with a design to provide all the storage on
site
Iwithout the benefit of ongoing infiltration. That was the tough one I
on
this site. The plans are being re -drafted today and we should be
able
to get out tomorrow. I would like to request a time extension to the
end of this week, August 9, 2006 to make a resubmittal. Thanks.
Clay
-----Original Message -----
From: Scott Vinson[mailto:Scott.Vinson@ncmail.n"et}
Sent: Tuesday, August 01, 2006 8:50 AM
To: Clay Massey
Cc: Lyn Hardison
Subject:' [Fwd: Re: Real Kiteboarding]
Clay,
have you and the owner been able to resolve the comments
from my information request .letter on July 12, 2006?
The request for an extension to submit the needed changes
ran up through yesterday. Is it possible to have either
the information or a second extension request sent to me
today?
1 of 1 8/8/2006 3:24 PM

RE: [Fwd: Re: Real Kiteboarding]
Subject: RE: [Fwd: Re: Real Kiteboarding]
From: "Clay Massey" <[e-mail]>
Date: Tue, 1 Aug 2006 12:05:58 -0400
To: "Scott Vinson" <[e-mail]>
CC: "Lyn Hardison" <[e-mail]>
Scott - I have come up with a design to provide all the storage on site
without the benefit of ongoing infiltration. That was the tough one on
this site. The plans are being re -drafted today and we should be able
to get out tomorrow. I would like to request a time extension to the
end of this week, August 4, 2006 to make a resubmittal. Thanks.
Clay
------Original Message -----
From: Scott Vinson[mailto:[e-mail]]
Sent: Tuesday, August 01, 2006 6:50 AM
To: Clay Massey
Cc: Lyn Hardison
Subject: [Fwd: Re: Real Kiteboarding]
Clay,
have you and the owner been able to resolve the comments
from my information request letter on July 12, 2006?
The request for an extension to submit the needed changes
ran up through yesterday. Is it possible to have either
the information or a second extension request sent to me
today?
I of 1 8/1/2006 12:33 PM

Date
* A` �7t Ow
State of North Carolina 51
RECIEJ�_V Department of Environment and Natural Resources
Division of Water Quality
,UN 2� �4��TORMWATER MANAGEMENT PERMIT APPLICATION FORM r�
This form may be photommpfed for use as an odgfrW
DWQ )NAR0
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
%an_ rd "01cki14s . Inc.
2. Pri t Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Pobe 4 5 • �-rr; ��i ro ce mavti -1
3. Mailing Address for person listed in item 2 above:
471-10 V4iaku3a.1 1A . PO. PLOx %(01
city: N. X r state: N G Zip:
Telephone Number. (
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
An 1 1-/+ 1 I- _ 1.
5_ Location of Project (street address):
a 5 (a,10 N G kA
City.
6. Directions to project (from nearest major intersection):
T
county: 1�avc'e
Latitude: 35. 510 Longitude: '75 • 41 of project
B. Contact person tw_ho can answer t:
AAr --questions about the project
Name:-- C,1m T9N1- -& - ` a6cse-j _ �. Telephone Number: [ �_5 }- 44�0q ' Q6 2'2-
H. PERMIT INFORMATION:
1. Specify whether project is (check one): /New Renewal Modification
Fonn SWU-101 Version 3.99 Page 1 of 4

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2. If this application is being sub as the result of a renewal or modification to an existing permit, list the
existing permit number^ and its issue date (if known)- --
3. Specify the type of project (check one):
Low Density High Density Redevelop General Permit Other
4. Additional Project Req ents (check applicable blanks):
_CAMA Major Sedimentation/Erosion Control 404l401 Permit ZNPDES Starmwater
Infiormation on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
IIL PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater t for the, eject.
'TVNZ11CICC4+%dtIN ASin�31n lu 1- nt1� ,r. 1zr1k1r14 l 1
�s uo k
2. S6orrnwater runoff from this project-dmins to the �a� �fltw� - - U _ River basin.
3. Total Project Area; � 3. 4$ acres
5. How many drainage areas does the project have? _ 3
4. Pr eject BulltUpon Area: 40& %
6. Complete the following inforrnatton for each drainage area. If there are more than two drainage areas in the
project. attach an additional sheet with the information for each area provided in the same format as below.
Basin hu%rmatlon Drainage Area 1 Drainage Area 2
Receiving Sinn Name
Receiving Stream Class
Drainage Area
Existing Impervious* Area
Proposed hnpm vkm*Area
% Impervious* Area (total)
Imp�oue Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
On -site Streets
On -site Parking
On -site Sidewalks
Other on -site
Off -site
Total:
Total:
* Impervious area is ddined as the bunt upon area includfng, but rxt limited to, buildings, reads, parking arm
sidewalks. gravel areas, etc.
1
Form SWU-lt}1 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? tAtasUr e A i C
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of -the State.
`loco i�34
2. No more than square feet of any lot shalt be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone; slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
Construction.
5. All permitted runoff from outparcels or future development shalt be directed into the permitted stormwa ter control
system. These connections to the stormwater control system shall be performed in a manner that maintains the Integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above. 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 State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of

cr
I '

AU
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. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP E M
• Permit application processing fee of!t% (payable to NCDENR) j� 1 QQJD G� M
• Detailed narrative description of stormwater treatment/management C fry -
• Two copies of plans and specifications, including. G l:-rA
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
-- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads. drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist '
- Existing drainage (including off -site). drainage easements, pipe sizes. runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
if you wish to designate authority to another individual or firm so that they may provide information on your
behalf. please complete this section.
Designated agent (individual or firm): 1r\1A >G I I JA_v4 5 A Qr�a M�19%yvtlC_
Mailing Address: 1510 Cf 5 01pq
City �� A ,�1 ^ Slate: _��1 Zip: p �4 rJrJ
Phone: (r1�r1 1 ��04' ��Dr�`�- _ - Fax:
VIM APPLICANT'S CERTIFICATION
I. (print or type name of person listed in General Information, Item
certify that the information included on t application form is, to the best of my knowledge, correct and
that the project will be constructed in ormanc with the approved plans, that the required deed restrictions
and protective covenants will be rded, and tha the proposed project complies with the requ men of 15A
NCAC ZH .1000. / J
Signature: Date:
Form SWU-101 Version 3.99 Page 4 of 4

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DRAINAGE AREAS
STWTR MGMT AREA
note
A
B
C
it 30 aa�l
BASIN INFORMATION
ry
Receiving Stream Name
PasWetfank
Pasgttotank
Pasqu6fank
Receiving Stream Class
00
SA - W
SA— W
Drainage Area
24539
42493
19747
Existing Impervious Area
0
0
0
Proposed Impervious Area
12872
31693
19482
%Impervious Area (total)
0.52
0.75
0.99
DRAINAGE AREAS
A
B
C
IMP. SURFACE AREA
On -Site Buildings
7425
. 15839
0
On -Site Streets
0
0
On -Site Parking
2945
, _:, .:..12542
2380
On -Site Sidewalks
0
Vic:,: -; , : 0
Other (Turf Stone Parking Areas)
1
3574
- ::;, F!4732
;: 0
Other (Grasspave 2 Parking Areas)
2
,:17102
Stormwater Surface Area
Off -Site
TOTAL:
13944
33113
19482
Adjusted Total for 70% Turf Stone Pavers
12872
31693
19482
NOTES:
1. Turf stone pavers have 8" washed #57 stone base and area will be discounted to 70% of area
2. Grasspave 2 system has 8" washed #57 stone base and will not be discounted as an impervious area.
J:V�C
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n Asscx;i,71s, Nc
June 16, 2006
Ms. Lyn Hardison
North Carolina Department of Environmental and Natural Resources
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
RE: Stormwater Permit Application for Real Kiteboarding, Waves, North Carolina
MDA Project No. 04.065
Dear Ms. Hardison:
Based on our pre -application review meetings on May 1, 2006 and June 12, 2006 we have revised the civil
construction plans for the re -construction of the Real Kiteboarding School and Complex in Waves, North
Carolina. The project will have a disturbed area of 2.3 acres, and an increase in impervious cover. We are
requesting a review and issuance of an express stormwater permit and erosion and sedimentation control permit
for the work. The project is located at 47170 Highway 12 and the site is currently in use as a Kiteboarding
School. Attached you will find the following:
• Check for $4,000 for the stormwater express permit fee,
• Project Narrative (revised),
• Express permit cover letter,
• Permit application SWU-101 (revised),
• Permit application SWU-103 (3 sets) (revised) with back-up computations,
• Permit application SWU-107 (revised) with backup computations, and
• Two sets of construction documents for stormwater review and erosion and sedimentation control
review (revised).
This Information is to supplement/replace the similar data submitted to your office previously. Please note that
the geotechnical report was not resubmitted (no changes) and the Erosion and Sedimentation package was
accepted and is currently in the review process.
Please review the information at your earliest convenience. If you have any questions or need additional
information, please contact me and I can immediately provide you with the data you are looking for. Thank
you.
Vcry truly yours,
MAS Y DEIGN D
Cla on E. M ey, E.
Presi t
Attachments
cc: Benjamin Cahoon
Trip Foreman
ASS; TES, PC
CV�®
JUN 2 0 2006
DWQ-WAR®
MASSEY DESIGN AND ASSOCIATES, PC
1561 Bradford Road, Suite 204
Virginia Beach, Va 23,155
[phone]

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N
REAL KITEBOA"ING
47170 Highway 12
Buxton, North Carolina
Project Narrative
June 16, 2006
The proposed Real Kiteboarding School, retail and residential facility is a major reconstruction
and upgrade of an existing kieboarding facility on the same site. The site is a 3.48 acre site
adjacent to the Pamlico Sound on Route 12 in the Waves area of Hatteras Island. The
improvements considered part of the stormwater permit are all on the uplands portion of the site.
The property owner has an existing permit and has previously performed dredging and bulkhead
work on the boat basin.
The uplands portion of the site has a natural ridgeline and the elevations range from 5.0' to 7.0'
above sea level. All improvements are concentrated at the higher elevations. As the site
approaches the Pamlico Sound, the elevations drop toward the water. Total disturbed area is
100,710 sf (2.3 acres) or 66% of the site. The soil scientist conducted five hand auger borings
on -site on March 24, 2005. The soils encountered belong to the Newhaii/Corolla fine sand
classification with 0 to 6% slopes. Based on the soils investigation, the sandy soils are very deep
and well drained. The soil scientist determined that the subsurface permeability exceeds 20
inches per hour throughout the soil profile. The highest high water table elevation was'measured
at 38.44 inches during the investigation which is considered to the seasonal high water table. For
the stormwater design, we followed the recommendation and utilized the infiltration rate of 20: ,
inches per hour. and a seasonal high water table of 3.5-feet: Refer to the soil report for additional
information and data on the soils investigation.
The proposed improvements consist of two building with parking areas of asphalt, turf stone
pavers and grasscrete 2 grid. Building #1 is 14,482 gross sf, building #2 is 7,488 sf and there are
17,133 sf of asphalt paving. To minimize the site coverage, we are also providing turfstone
paving parking (8,659 sf) and a Grasspaver 2 parking system (16,630 sf). One existing 229 sf
structure is to remain after the site improvements. Because of the high infiltration rate, we are
proposing to utilize a stormwater infiltration system for stormwater management. For the site,
we have identified four drainage areas and four basins dispersed throughout the site. The first
three basins are conventional storm infiltration drainage basins and the fourth is located under
the 100% pervious Grasspave 2 area. The grasspave product is a plastic grid system placed over
a stone/sand base. The grid's are filled with a sand mix and seeded or sprigged to grow a dense
turf area for overflow parking/occasional parking. All impervious and improved areas are
directed to the infiltration basins. For the conventional infiltration basins, depths range from a
0.2' to 0.5'. The bottom of the basins was established at 5.5', two feet above the high water table.
Drawdown time varies from 0.06 days to 0.10 days, well within the established criteria. The area
under the Grasspave 2 system is an approximate 92' x 180' area filled with washed 6" of #57
stone (voids = 30%) and wrapped with geotextile fabric to keep the fines out. The bottom of the
grasspave area infiltration is 5.50, 2.0' above the MHW.

For this project, either the Infiltration Basin Supplement (SWU-104) (3) or the Underground
Infiltration Trench Supplement (SWU-107) was submitted with the permit package for each
basin. Based on a 3" storm event, stormwater basin characteristics are as follows:
Basin "A" Characteristics:
Total Drainage Area: 26,658 SF Z 6 1 s'7.
Total Impervious Area: 26,092—ST (9§%)
Two Hour Run-off Volume: (3" storm) = 6,204 CF
Bottom Area of Basin: 1,588 SF
Total Stormwater Managed (Basin/Infiltration): 6,188 CF (99.74%)
Basin "B" Characteristics:
Total Drainage Area: 25,389 SF `4 (1
Total Impervious Area: 15,680 SF (adjusted) (62%)
Two Hour Run-off Volume: (3" storm) = 3,845 CF
Bottom Area of Basin: 1,002 SF
Total Stormwater Managed (Basin/Infiltration): 3,943 CF (102.5%)
Basin "C" Characteristics:
Total Drainage Area: 14,875 CF 710 3 4
Total Impervious Area: 7,596 SFladjusted) (51 %)
Two Hour Run-off Volume: (3" storm) = 1,895 CF
Bottom Area of Basin: 797 SF
Total Stormwater Managed (Basin/Infiltration): 2,744 CF (144.8%)
Basin "D" Characteristics:
Total Drainage Area: 18,644 SF
Total Impervious Area: 18,379 SF (99.0%) (assume 100% grasspave)
Two Hour Run-off Volume: (3" storm) = 4,368 CF
Bottom Area of Infiltration Zone: 16,630 SF
Total Stormwater Managed (Basin/Infiltration): 56,681 CF (1297.5% - theoretical)
In each case, the managed stormwater meets or exceeds the design volume.
A spreadsheet and calculation sheet is attached to better demonstrate the stormwater analysis.
The project civil design, the summary, and the stormwater calculations were prepared by Massey
Design and Associates, PC of Virginia Beach, Virginia. Please direct any questions to Clay
Massey at [phone] (phone), [phone] (fax)
or clay(a7massey_pc.com.

D E
C E V
JUiV
No person may initiate any land- disturbing activity on one or more acres as cove b &A 1 is
form and an acceptable erosion and sedimentation control plan have been comp] +
Land Quality Section, N.C. Department of Environment and Natural Resources. ( a
the question is not applicable or the e-mail andlor fax information unavailable, place NIA in the blank.)
S i®60623
FINANCIAL RESPONSIBILITYIOWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
Part A.
JUN 16 2006
1. Project Name LOVVY- o
Wift
2- Location of land -disturbing activity: County Q _ City or Townshi vvekCS
Highway/Street HWY iLatitude 35. 5(P Longitude --75. y-7 ;
3. Approximate date sand -disturbing activity will commence:.T ,%> � WO(v
4. Purpose of development (residential, commercial, industrial, institutiona(etc.): i G �`it al and
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): _ _ 2.5 A
6. Amount of fee enclosed: $_ _- 1,150 ra_ . The application fee of $50.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $4500)).
7_ Has an erosion and sediment control plan been Bled? Yes No Enclosed ✓
8. j�P�errrson to contact should erosion and sediment control issues arise during land -disturbing activity:
Name 1i2�am1t? �Q-tv�� E-mail Address ;�.
Telephone- Z^5 t��� S— (� � i� _ Cell # _ SQL - 3c� - l�S�i c� Fax
9. Landowner(s) of Record (attach accompanied page to list additional owners):
S� A �1 �'0 !-} L� ► n°, C Lam_ Z5"L-ZSy-
Name -�-r- Telephone Fax Number
hLN
Current Mailing Address Current Street Addrfiss
City State Zip City State Zip
1 D. Deed Book No., -{a_\ Page No._ i i�' fl Provide a copy of the most current deed.
Part B.
Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
t
Name E-mailAddress
Current Mailing Address Current Street Addredss
VD N
City State Zip City State Zip
Telephone_ ZSZ- 3�SW 1�5�1 Fax Number- Z 7-:

irs
2. (a) If the Financially Responsible Party is not
t a resident of North Carolina, give name i` *" ddress, ;.
of the designated North Carolina Agent ! n l� + R3
Name
Current Mailing Address
City
E-mail Address
State Zip City
Telephone Fax Number_
JAND 9UA451 � � � -
W fS�t� ,,ON REGIONAL OWED
State Zip
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Cer0cate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent
Name of Registered Agent
Current Mailing Address
E-mail Address
Current Street Address
City State Zip City State Zip
Telephone Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attomey-in fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there by any change in the information provided herein.
Type or print name Title or Authon
Signature bate
1, f , a Notary Public of the Countyof
State of North Carolina, hereby certify that e r a appeared
personally before me this day and being duly swom acknowledged that the above form was
executed by him_
Witness my hand and notarial seal, this day of TU n r? 2p()(-P
OFFICIAL SEAL 4
'r, Notary Public - Hu h Caiolins 4 Notary
`'`l�f DARE COUNTY
':;a;' 4ea1CHERYL LYNN PEELE g �7
N1Y COmMission Expires My commission expires 1 �_�

,
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT & NATURAL R
LAND QUALITY
SECTION
r
EROSION & SEDIMENTATION CONTROL PLAN APPLICATION CH CK
LAND QOMiv Si ry
The following items shall be incorporated with respect to specific site conditions, in an erosion & sedi Ig��eorREGIONAL
LOCATION INFORMATION
STORMWATER C CULATIONS
Project location (roads, streets, landmarks)
NIA Pre -construction runoff calculations for each
North arrow and scale
outlet from the site (at peak discharge points)
taIA Design calculations for peak discharges of
GENERAL SITE FEATURES (Plan_ elements)
runoff (including the construction phase & the
final runoff coefficients of the site)'
✓
Legend: North arrow, scale, etc.
Design talcs of culverts and storm sewers
Property Imes
Discharge and velocity calculations for open
!� E)dsting contours (raphic lines)
A[Al Proposed contours t5M GiZAVaG.S,
channel and ditch flows (easement & ri-dAvays)
✓ Design caics of cross sections and method of
Limits of disturbed area (provide acreage total,
stabilization of existing and planned channels
/ delineate limits, and label)
(include temporary linings)
�✓ Planned and existing building locations and
N A Design talcs and construction details of energy
elevations
dissipators below culvert and storm sewer
Planned & existing road locations & elevations
outlets (diameters & apron dimensions)
NIA
Lot and/or building numbers
Design calcs and dimension of sediment basins
Geologic features: rock outcrops, seeps,
:1 A Surface area and settling efficiency infomration
springs, wetland and their limits, streams,
for proposed sediment traps and/or basins
ponds, darns, etc.
Easements and drainageways
iNlakes,
Profiles of streets, utilities, ditchlines, Sperf
VEGETATIVE STABILIZATION
Stockpiled topsoil or subsoil locations G�bD��
f Area & acreage to be vegetatively stabilized
$fat R If the same person ormducts the landdisturbing arbwly &
Method of soil preparation
any related borrow or waste activity, the related borrow or
✓ Seed type & rates (temporary & permanent)
waste activity shall constitute part of the land -disturbing
ry A Fertilizer type and rates
activity unless the borrow or waste activity is regulated
✓ Mulch type and rates
under the Mining Act of 1971, or is a landfill regulated by
Me OMsion of Solid Waste Management. if the land-
NOTE: Plan should inctiede provisions for groundeover
disturbing activity and any related borrow or waste aWwly
on exposed slopes wWdn IS working days or 30
are not conducted by the same person. they shall be
calendar days (whichever Is shorter), following
considered separate Wndtiish*ng aar»ties and must be
completion of arty phase of grading: permanent
permitted either thru the Sedimentation Pollution Control
gmundcover for all disturbed areas within IS
woWng days or 90 calendar days (whchever is
Ad as a one -we gorraw site or through the Mini Ad
Stream disturbance over 150 linear feet may require 401
shorter) following completion of construction or
developmenL
Water Quality certilica5m via the Division of Water Quality
EROSION CONTROL MEASURES ton Dian
Legend
Location of temporary measures
Location of permanent measures
Construction drawings and details for
✓temporary
bbiLij
and permanent measures
Maintenance requirements of measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
FINANCIAL RESPONSIBILITYIOWNERSHIP FORM
VW"'z" Completed, signed & notarized FRIO Form
';7- Accurate application fee ($50.00 per acre
rounded up the next arse with no ceiling amount)
ldlA Certificate of assumed name, if the owner is a
rJ�A partnership
Name of Registered Agent [rf applicable)
FloCopy of the most current Deed for the site
NOTE: For the Express Permitting Option, inquire at the
local Regional Office for availability.
J Existing and planned drainage pattems (include NARRATIVE AND CONSTRUCTION SEQUENCE
/ off site areas that drain through project)
ti/ Method of determination of and calculati ns far
Acreage of land being disturbed (iAFc ll Utb) ✓
Size and location of culverts and sewers
Soil information: type, special characteristics(Scds ""t)
AMA-' Soil information below culvert storm outlets
Name and classification of receiving water
course or name of municipal operator (only a
where stormwater discharges are to occur)
Narrative describing the nature & purpose of
the construction activity
Construction sequence related to erosion and
sediment control (including installation of critical
measures prior to the initiation of the land -
disturbing activity & removal of measures after
areas they serve are permanently stabilized)
Bid specifications related only to erosion control
Updated WN

D _
..t
r�o
� I,IN SEG�IQty
Filed Book: 1688 Page: 452 1�+ND gt}A GIO�P1 OfF1G�.
01/10/2006 07:SepM Doc Id: 6188416 N �E
Doc Code: SAT Receipt #: 158085 w
BARBARA M GRAY, REGISTER OF DEEDS DARE CO, NC
IU�IIhI11111111111�II�I�I�IIIRIB "".'or :,
SATISFACTION OF SECURITY INSTRUMENT
(G.S. 45-36.10; G.S. 45-37(a)(7))
(This instrument should be indexed as a "subsequent instrument" pursuant to G.S. 161-14.1)
First -Citizens Bank & Trust Company is now the secured creditor in the security instrument identified as follows:
Type of Security Instrument: Deed of Trust
Original Grantor(s): Stanford Holdings, LLC
Original Secured Party(ies): First -Citizens Bank & Trust Company
Recording Data: The security instrument is recorded in Book 1461 at Page 109 or as document 6080755 and rr A
recordeclxozLI3ci©k 470,E Pa 'S adocurrl. t16-6$5` 8 in the office of the Register of Deeds for Dare County,
North Carolina.
This satisfaction terminates the effectiveness of the security instrument.
Date: •1/4/2006 FIRST -CITIZENS BANK & TRUST COMPANY,
Secured Creditor
Loan No. 937127/1331479
Amount: $700,000.00 �I By:
Print Name: Elaine Tayl
Title: Banking Officer
STATE OF NORTH CAROLINA_Durham COUNTY
I, Martricia Y Degree, a Notary Public of said County and State, do hereby certify that Elaine Taylor personally came
before me this day and acknowledged that he (or she) is Banking Officer of First -Citizens Bank & Trust Company, a
corporation, and that he/she, being authorized as such to do so, executed the foregoing on behalf of the corporation.
WITNESS my hand and official cal this 0 day of January, 2006.
P4-(Q
Notary Public MART CIA Y DEGREE
My Commission Exp' s: /o NOTARY PUBIJC
Durham County
North Carolina
My Commmian Expires Nov. 3D, 2010
19-806309 (NC) (9/05)
S:TEMP LATE/LENDING/CANCEL,RELEASE-43.30/NC

JINN 16 2006
REAL KITROWifflING
POLLUTION PREVENTIO
DSC # Kll-609
Dare County, North Carolina
JUG t M:-..
-I
PROJECT DESCRIPTION
THE PURPOSE OF THIS PROJECT IS THE RECONSTRUCTION AND EXPANSION
OF AN EXISTING COMMERCIAL PROPERTY ON NC ROUTE 12. THE SITE IS
CURRENTLY IN USE AS A KITEBOARDING SCHOOL. THIS SITE WILL
CONSIST OF CONSTRUCTION OF TWO NEW BUILDINGS, CHANGES TO THE
PARKING AREA AND A NEW UTILITY SYSTEM
EXISTING SITE CONDITIONS
THE SITE PRESENTLY IS DEVELOPED AND IN USE AS A BUSINESS. THE SITE
IS SITUATED BETWEEN NC ROUTE 12 AND THE PAMLICO SOUND. THE SITE
IS ON A NATURAL RIDGELINE WITH AN AVERAGE ELEVATION OF 4.0'.
ADJACENT AREAS
THE SITE IS LOCATED ON NC ROUTE 12, IN THE HAMLET OF WAVES. THE
AREA IS A MIX OF LIGHT COMMERCIAL AND RESIDENTIAL PROPERTIES.
SOIL
SOILS ARE A DEEP WELL DRAINED SANDY SOIL FROM THE NEWHAN-
COROLLA FAMILY. THIS SITE IS PRESENTLY DEVELOPED.
CRITICAL EROSION AREAS
THE MOST CRITICAL EROSION AREA WILL BE THE SURFACE OF THE
WORKING AREA DURING CONSTRUCTION OPERATIONS. IF GRASS IS NOT
ESTABLISHED ON DORMANT DENUDED AREAS THEN THERE IS A
SIGNIFICANT POTENTIAL FOR THE COVERED AREAS TO BE ERODED AND
FOR SEDIMENT TO BE CARRIED IN THE RUNOFF. TO MINIMIZE THE
POTENTIAL FOR EROSION, AREAS THAT ARE TO BE LEFT INACTIVE FOR A
PERIOD GREATER THAN 30 DAYS SHALL RECEIVE TEMPORARY SOIL
STABILIZATION WITHIN 7 DAYS OF SOIL PLACEMENT.
THERE WILL BE NO OFF -SITE LAND DISTURBING ACTIVITIES, SUCH AS OFF -
SITE BORROW AREAS, WASTE OR SURPLUS AREAS, ETC., THAT WILL
OCCUR DURING CONSTRUCTION OF THIS PROJECT.
THIS SITE WILL NOT CAUSE AN INCREASE IN PEAK RUNOFF RATES OR
DOWNSTREAM FLOODING DUE TO THE FACT THAT THE SITE HAS AN
EXISTING STORM DRAINAGE SYSTEM AND THE SOILS ARE WELL DRAINED
DEEP SANDY MATERIAL.
Page 1

EROSION_ CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL
EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED
AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENT
CONTROL STANDARDS. THE MINIMUM STANDARDS OF THE NCDENR
SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A
VARIANCE.
ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN
ACCORDANCE WITH THE CURRENT NORTH CAROLINA DEPARTMENT OF
ENVIRONMENTAL AND NATURAL RESOURCES GUIDELINES. THE
PERMITTEE OR HIS AGENT AND/OR CONTRACTOR SHALL SECURE A COPY
OF EACH PUBLICATION AND THOROUGHLY FAMILIARIZE THEMSELVES
WITH ALL APPLICABLE PRACTICES CONTAINED THEREIN WHICH MAY BE
PERTINENT TO THIS PROJECT. 4
THE PURPOSE OF SUCH PRACTICES INCLUDING, BUT NOT LIMITED TO
THOSE SHOWN ON THESE PLAN SHEETS SHALL BE TO PRECLUDE THE
TRANSPORT OF ALL WATERBORNE OR AIRBORNE SEDIMENTS RESULTING
FROM CONSTRUCTION ACTIVITIES FROM ENTERING ONTO ADJACENT
PROPERTIES OR INTO STATE WATERS. ALL SEDIMENTS MUST BE
CONFINED TO THE PROJECT SITE AT THE LOCATIONS SHOWN ON THE
PLANS. PROTECTION OF EXISTING NATURAL VEGETATION FROM
NEEDLESS DISTURBANCE IS ESSENTIAL. ALL CONSTRUCTION PERSONNEL
SHALL BE CAUTIONED TO AVOID DAMAGE TO EXISTING TREES AND
VEGETATION DURING CONSTRUCTION ACTIVITIES.
STRUCTURAL PRACTICES
I. STORM DRAIN INLET PROTECTION (3.07) - ALL STORM SEWER INLETS
SHALL BE PROTECTED DURING CONSTRUCTION. SEDIMENT- LADEN
WATER SHALL BE FILTERED BEFORE ENTERING THE STORM SEWER
INLETS.
2. TEMPORARY STONE CONSTRUCTION ENTRANCE (3.02) - A TEMPORARY
CONSTRUCTION ENTRANCE SHALL BE INSTALLED WHERE THE EXISTING
ENTRANCE IS LOCATED. DURING MUDDY CONDITIONS, DRIVERS OF
CONSTRUCTION VEHICLES WILL BE REQUIRED TO WASH THEIR WHEELS
BEFORE ENTERING THE ROADWAY.
3. SILT FENCE (3.05) - SILT FENCE SEDIMENT BARRIERS WILL BE
INSTALLED DOWNSLOPES OF DISTURBED AREAS AS INDICATED ON THE
PLAN,
Page 2

rt
4. ALL TEMPORARY OR PERMANENT EROSION AND SEDIMENT CONTROL
PRACTICES NECESSARY FOR RETAINING SEDIMENTS ON THE
CONSTRUCTION SITE SHALL BE INSTALLED AND TREE PROTECTION
FENCING SHALL BE ERECTED AT THE LOCATIONS AS SPECIFIED ON THE
APPROVED PLANS PRIOR TO ANY LAND CLEARING, GRUBBING, GRADING
OR EARTH MOVING ACTIVITIES.
S. CONSTRUCTION ENTRANCE (CE) SHALL BE INSTALLED CONCURRENTLY
WITH THE INITIATION OF CLEARING AND GRUBBING OPERATIONS.
b. CLEARING AND GRUBBING DEBRIS SHALL BE PROPERLY DISPOSED OF.
7. THE INSTALLATION OF EROSION CONTROL AND DRAINAGE FACILITIES
SHALL TAKE PRECEDENCE OVER ALL OTHER CONSTRUCTION ACTIVITIES.
SITE DRAINAGE FACILITIES SHALL BE SCHEDULED TO BE COMPLETED
WITHIN 30 DAYS FOLLOWING COMPLETION OF TOPSOIL.
8. TOPSOIL STOCKPILES SHALL BE PLACED IN THE LOCATIONS SHOWN ON
THESE PLANS. SILT FENCE OR STRAW BALE BARRIERS SHALL BE ERECTED
AT THE TOE OF THE STOCKPILE(S). SILT FENCE OR STRAW BALE BARRIERS
SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT.
STOCKPILES SHALL BE SEEDED AND STABILIZED WITH A FIRM STAND OF
GRASS.
VEGETATIVE PRACTICES
1. ALL DENUDED AREAS THAT WILL BE LEFT DORMANT FOR EXTENDED
PERIODS OF TIME SHALL BE SEEDED WITH FAST GERMINATING
TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING.
SELECTION OF THE SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR IT
IS APPLIED.
MANAGEMENT STRATEGIES
1. CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS
CAN BEGIN AND END AS QUICKLY AS POSSIBLE.
2. TEMPORARY SEEDING OR OTHER STABILIZATION WILL FOLLOW
IMMEDIATELY AFTER GRADING.
3. AREAS THAT ARE NOT TO BE DISTURBED WILL BE CLEARLY MARKED
BY FLAGS, SIGNS, ETC.
4. THE JOB SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE
INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT
CONTROL PRACTICES.
Page 3

5. AFTER ACHIEVING ADEQUATE STABILIZATION, THE TEMPORARY E&S
CONTROLS WILL BE CLEANED UP AND REMOVED.
PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO
DENUDED AREAS.WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED
ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL
BE APPLIED TO DENUDED AREAS THAT MAY NOT BE FINAL GRADE BUT
WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS.
PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO
BE LEFT DORMANT FOR MORE THAN ONE YEAR. TEMPORARY
VEGETATIVE COVER MAY BE ELIMINATED IN FAVOR OF THE PERMANENT
VEGETATIVE COVER IF SITE CONDITIONS PERMIT AND THE OWNER
AND/OR ENGINEER SO DIRECTS. PERMANENT VEGETATION SHALL NOT BE
CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT,
IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
PERMANENT VEGETATIVE COVER (STABILIZATION) SHALL CONSIST OF
TOPSOILING, LIMING, FERTILIZING, SEEDING, AND MULCHING TO ASSURE
A FIRM STAND OF GRASS.
8. THE PERMITTEE SHALL BE HELD RESPONSIBLE FOR THE ACTIONS AND
PERFORMANCE OF ANY OTHER PARTIES PERFORMING WORK ON THIS
PROJECT.
MAINTENANCE
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE
CHECKED DAILY AND AFTER EACH RAINFALL PRODUCING EVENT. THE
FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR:
1. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR
UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE
REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES HALF
WAY TO THE TOP OF THE BARRIER.
2. THE SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A
GOOD STAND OF VEGETATION IS MAINTAINED. AREAS SHOULD BE
FERTILIZED AND RE -SEEDED AS NEEDED.
3. MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL PRACTICES
SHALL BE SCHEDULED ON A WEEKLY BASIS AND AFTER EACH RUNOFF
PRODUCING RAINFALL EVENT. ANY SEDIMENT THAT HAS BEEN
TRANSPORTED BEYOND THE PROJECT LIMITS SHALL BE REMOVED.
Page 4

4. ALL TEMPORARY EROSION CONTROL MEASURES ARE TO BE REMOVED
ONLY WHEN STABILIZATION HAS BEEN ESTABLISHED. TRAPPED
SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE
DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. ALL
TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER
THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
OTHERWISE DIRECTED BY THE LOCAL AND STATE INSPECTOR.
5. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS
PERTAINING TO THIS PROTECT SHALL BE MET.
6. THE PERMITTEE SHALL BE HELD RESPONSIBLE FOR THE ACTIONS AND
PERFORMANCE OF ANY OTHER PARTIES PERFORMING WORK ON THIS
PROTECT.
7. ALL EROSION CONTROL DEVICES SHALL BE INSTALLED, MAINTAINED,
AND REMOVED IN ACCORDANCE WITH THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES GUIDELINES
AND STANDARD PRACTICES.
Page 5

Luho :f Eu
JUN 1 6, U&TH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL
qq�� LAND QUALITY SECTION
DWQ WER0510N & SEDIMENTATION CONTROL PLAN APPLICATION
The following items shall be incorporated with respect to specific site conditions, in an erosion &
LOCATION INFORMATION
✓ Project location (roads, streets, landmarks)
North arrow and scale
r � t•
,_ ECK�IST t�C
iment control EI
F,10,1 11 c11 OFFICE
-gL)L_ Pre -construction runoff calcul thin
outlet from the site (at peak disc arge points)
NIA Design calculations for peak discharges of
STORMWATER CALCULATIONS
GENERAL SITE FEATURES (Plan elemental
runoff (including the construction phase & the
✓
final runoff coefficients of the site)'
Legend: Forth arrow, scale, etc.
1/
Design calcs of culverts and storm sewers
Property lines
Discharge and velocity calculations for open
+�
Existing contours (topographic lines)
Proposed contours (5mr
channel and ditch flows (easement & right-of-ways)
Design calcs of cross sections and method of
Limits of disturbed area (provide acreage total,
stabilization of existing and planned channels
/
✓
delineate limits, and label)
Planned and existing building locations and
N 1A
(include temporary linings)
Design calcs and construction details of energy
elevations
dissipators below culvert and storm sewer
_
Planned & existing road locations & elevations
NIA
outlets (diameters & apron dimensions)
Lot and/or building numbers
Design calcs and dimension of sediment basins
✓
Geologic features: rock outcrops, seeps,
XA�:
Surface area and settling efficiency information
springs, wetland and their limits, streams,
for proposed sediment traps and/or basins
lakes, ponds, dams, etc.
Easements and drainageways
Profiles of streets, utilities, ditchlines, etc Svc f
VEGETATIVE STABILIZATION
H A
Stockpiled topsoil or subsoil locations lu► G
u) ✓
Area & acreage to be vegetatively stabilized
bWM,ek
If the same person conducts the land-isturbing activity &
✓
Method of soil preparation
any related borrow or waste activity, the related borrow or
✓
Seed type & rates (temporary & permanent)
waste activity shall constitute part of the land -disturbing
H A
Fertilizer type and rates
activity unless the borrow or waste activity is regulated
✓
Mulch type and rates
under the Mining Act of 1971, or is a landfill reguiated by
the Division of Solid Waste Management. It the land-
NOTE:
Plan should include provisions for groundcover
disturbing activity and any related borrow or waste activity
on exposed slopes within 15 working days or 30
are not conducted by the same person, they shall be
calendar days (whichever is shorter), following
considered separate land -disturbing activities and must be
completion of any phase of grading; permanent
permitted either thnl the Sedimentation Pollution Control
groundcover for all disturbed areas within 15
working days 9a calendar days (whichever is
AA
Act as a one -use bon w site or through the Mini Art_
g �
Stream disturbance 150 linear feet may 401
shorter) followinng completion of construction or
over require
development.
Water Quality certification via the Division of Water Qualify
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
EROSION CONTROL MEASURES (on plan)
✓
�u
Legend ��
Completed, signed & notarized FWO Form
Accurate application fee ($50.00 per acre
Location of temporary measures
rounded up the next acre with no ceiling amount)
Location of permanent measures NIA
Certificate of assumed name, if the owner is a
Construction drawings and details for
partnership
✓
temporary and permanent measures r,/IA
{game of Registered Agent (if applicable)
W
Maintenance requirements of measures j4o _
Copy of the most current Deed for the site
06)�
Contact person responsible for maintenance
NOTE:
For the Express Permitting Option, Inquire at the
SITE DRAINAGE FEATURES
local Regional Office for availability:
Existing and planned drainage patterns (include NARRATIVE AND CONSTRUCTION SEQUENCE
/
off -site areas that drain through project)
Narrative describing the &
✓
Method of determination of and calculatipn��s for
(t11
nature purpose of
the construction activity
Acreage of land being disturbed AIA� in CAP)
Size and location of culverts and sewers
Construction sequence related to erosion and
Soil information: type, special characteristics (Sods "ht)
sediment control (including installation of critical
ffA
Soil information below culvert storm outlets
measures prior to the initiation of the land-
_�
Name and classification of receiving water
disturbing activity & removal of measures after
course or name of operator municipal o on
p ( IY �+IA
areas they serve are permanently stabilized)
where stormwater discharges are to occur)
Bid specifications related only to erosion control
Updated 8104

1 � ►
Subject EAL 1
SSE)/
Project # _
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Client
Computed Checked
& MsociATES, PC
Date 3w0i Sheet #
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vJ :cAr_ _ _ -

WA7,
O�OF jq
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
-�
Alan W. Klimek, P.E. Director
Division of Water Quality
July 12, 2006
Mr. Robert S. Foreman, III
Stanford Holdings, Inc.
47170 Hwy 12
PO Box 1614
Buxton, NC 27920
Subject: Stormwater Review SW7060623
Real Kiteboarding
Dare County
Dear Mr. Foreman:
This office received a Coastal Stormwater permit application and plans for the subject project on
June 20, 2006. A preliminary review of the project indicates that before a State Stormwater permit can be
issued the following additional information is needed.
➢ It is not necessary to account for the proposed use of the three infiltration basins A, B, & C as
impervious area. It is and should be accounted in the overall drainage areas, but not as 1
impervious area. Section III, no. 6 of the application and the calculations show stormwater
surface area for the 3 infiltration basins as impervious area.
➢ Please provide the minimum required design storage volumes within each infiltration system
without accounting for the "infiltrating volume". The entire design volume should be provided
starting at the bottom of each system. The Division keeps a conservative design view and has
historically not allowed for the ongoing infiltration to be accounted for in the provided storage
volume. Please revise the infiltration systems, plans, application forms and calculations.
➢ Please provide calculations for the minimum required design storm volume for each infiltration
system like that of the sample calculation that was submitted for Basin A. The spread sheets do
not have this information either.
➢ Please note on plans where fill material will be needed in the areas of the infiltration systems and
include the type of suitable fill to be placed by the contractor, The fill soil should be as close to
the existing on -site soils as possible. There should also be field verification by the designing
engineer of the type and placement of this fill material. Please note on the plans that the
contractor should/will contact the consultant to field verify at that stage of construction. Field
notes by the engineer should be included in the required stormwater certification after
construction is finalized.
➢ In order to raise the overflow parking up there will be extensive fill required. Will there be a
proposed bulk head around this edge or will there be proposed fill in portions of the 404/401
wetlands immediately to the West of the parking area? Please show a cross sectional detail of
this area. If wetlands fill is required please contact the Army Corp of Engineers for permitting
requirements,
Noy` Caro
Natural
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX (2i2) 946-9215 Customer Service
Internet: h2o.enr,state-mus 943 Washington Square Mall, Washington, NC 27889 1-877-623-6748
An Equal OpportunitylAffirmative Action Employer— 50% Recycledl10% Post Consumer Paper

➢ Whether there is a bulkhead or graded slope on the West edge of the parking lot, there will need
to be some kind of berm/flow spreader mechanism to disperse any flow coming out from the
vegetated filter and before entering into the wetlands. Please show on plans and include a cross
sectional detail.
➢ In order to receive impervious area credit for the porous pavement and to use porous pavement as
a conveyance system (Grasspave2 allows stormwater to drain down to an infiltration trench), a
signed, dated and notarized operation and maintenance agreement is required. Please refer to any
manufacture's maintenance requirements as well as the draft BMP document DWQ has on-line,
➢ Please don't forget to have any revised plans or calculations signed and sealed.
➢ Please provide the 25% additional information fee associated with the Express Stormwater
Review Program of $1000.00 by check made payable to "NC DENR".
The above requested information must be received in this office prior to July 21, 2006 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee. If you need additional time to submit the required
information, please mail or fax your request for time extension to this office at the Letterhead
address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at [phone].
Sincerely,
cott Vinson
Environmental Engineer
Washington Regional Office
cc: Cl yton E. Massey, PE
ashington Regional Office

Page 1 of 1
Clay Massey
From: Scott Vinson [[e-mail]]
Sent: Thursday, May 11, 2006 10:25 AM
To: Clay Massey
Subject: Real Kite boarding.
Clay,
Regarding the set backs for the -infiltration systems, they have to be a minimum 30'
from the boat basin, but 50' from the Coastal Marsh line, since the coastal marsh
is considered class SA surface waters.
If you propose an infiltration system for the overflow parking it would be best to
have the storage required under the geo-web/grass pave2' in washed 57 stone &/or pipe,
instead of proposing the required storage above the parking elevation with the
parking area bermed up.
This underground storage would be viewed as an Infiltration Trench designed system.
(There is a "Underground Infil. Trench Supplement Form" that will need to be submitted.)
The bottom would have to have the 2' separation and because
there would be no by-pass for storms greater than 1.5" then there would have to
be at least double the storage volume, or 3", provided in the rock. There would still have to
be a 50' vegetated filter or grassed buffer area for large storms that might overflow
the parking area. One possible design would be to have a level edge of the parking
area overflow through 50' of grassed area before entering the marsh.
The other two infiltration basins will also have to have a 50' long vegetated filter as well.
Please note that a vegetated swale is not the same as a vegetated filter.
(See 15A NCAC 2H .1008 (f) and the BMP manual for the veg. filter requirements.)
Please call or write if you have further questions,
Scott
5/11/2006

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
UNDERGROUND INFILTRATION TRENCH SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
underground infiltration trench supplement for each system, design calculations, and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name :
Contact Person:
Phone Number. ( a§ a) 21t1 - (05 q_ fp
For projects with multiple infiltration systems, a supplement form must be completed for each system. This
worksheet applies to: Trench 13951 v% C in Drainage Area C
(Prom plans) (From Form SWU--101)
II. DESIGN INFORMATION (attach supporting calculations/documentation):
Soils Report Summary (based upon an actual field investigation and soil borings)
Soil Type wevi p f✓om 1 la.
Infiltration Rate 20 r cf/hr/sf (circle appropriate units)
SHWT Elevation 3 • J1— f nsl (Seasonal High Water Table elevation)
Trench Design Parameters !� 55
Design Volume c.f
Design Storm inch event (1.5 inch eventforSA waters, I inch even tfor others)
Drawdown Time N days
Perforated Pipe Size 01 A inch diameter
Perforated Pipe Length N fl.
No. Observation Wells (may be required on a case -by -case basis)
Stone Type (if used)F
Stone Void Ratio 0• 35
Trench Elevations (in feet mean sea level)
Bottom Elevation S. So fmsl
Storage/Overflow Elevation 6.9 fmsl
Form SWU-107 Rev 3.99 Page 1 of 4

Trench Dimensions
Height 5 &
Width 1°12' &
M. REQUIRED rrMdS CHECK LJgr
Length--120`. - - - &
Volume Provided 5 Co t cu_ft.
55, y33r�
ILLJ I GF SSouee (ta! 30% uvlds)
The following checklist oudintes design xequireanesris per the Stormwaffir Bestanagnerct Practices manual (N_G
Department of Envinmment, Health and Natmai Resources, November 1995) and Administrative Cade Section_ 15
A NCAC 2H .1008.
initial in the space provided to indicate that the following design rxxlun+ements have been met and supporting
d .- UUea#atiorr is attached. If the applicant has designated an agent in the Stormwater Mariageoneat Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been m.et.
ApPUMMts Lutials 30
UM a. System is loud 56 feet from class SA waters and 30 feet fmm other surface waters_ (5A.
CV rn b. System is located at least 100 feet from water Supply wells. PW;TkV%_ -bnat% $�
- C,V.)n- - c. Bottom of system is at least 2 feet above the seasonal high water table-
rG M d. Bottom ofthe system is 3 feet above any bedrock or impervious soil horizon -
MIA - - e. Off -Una system, runoff in excess of the design volume bypasses the system (bypass detail
provided).
f- System is designed to draw down the desgp storage volume to fire proposed bottom
elevation under -seasonal high water conditions within five days based upon mfiltration
through the bottoms only (a hydrogeoiogic evaluation may be rcgmwrd).
(,fro g_ SoUs have a vMrininim hydraulic conductivity of 032 inches per hover. It
C&A h. System is not sited on or in fill material or DWQ approval has been obtained.
GfC r^ L Plans ensure that the installed system will meet design speefficauans (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
j. System is sized to take into account the rawff at the ultimate bmit-out potential from all
surfaces draining to the system, including any off -she drainage.
rJ I�► k. System is located m a recorded drainage mat for the purposes of operation and
maintenance and has recorded acvess easements to the nearest public right -of --way.
L System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event
for areas draining to SA waters ). (1. 5" d t5 �q•• S Rm
G� M m. Drainage area for the device is less thap 5 acres.
Gle m n. A t device- filter � �e e� �A UrnWA mac. Bus E )
P� { � � �� �P, etc-? is provided
o. Trench-bodamn is covered with a layer of clean sand to an average depth of 4 inches.
M P. sides of the infiltration trench are lined with geotextile fabric. (37%hc - UJ&AFPe_a
MWI _ q. Rock used is free of fines (washed stone) and has a large void ratio. ( jV 57
Cr. Side to bottom area, ratio is less than 4:1. /
Farm SWU-107 Rev 3.99 - Page 2 of 4

e
'
e
J
f
r

1 LA s. Observation well(s) are provided (case -by -case basis)_
GeN1 t. Vegetated filter is provided for overflow (50 feet for SA waters, 30 feet for other waters)
and detail is shown on plans.
MIA u. A benchmark for checking sediment accumulation is provided.
IV. UNDERGROUND INFILTRATION TRENCH OPERAIZON AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the bypass/overflow structure for
blockage and deterioration and the infiltration system for erosion, trash accumulation, grass cover, and general
condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash and blockages as needed to maiDWn
system performance.
3. Remove accumulated sediment annually or when depth is reduced to 75% of the original design depth. Restore
depth to original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed
4. The water level in any monitoring wells will be recorded after a 1 inch rainfall event and at least once a month
Chronic high water table elevations (within l foot of the bottom of the system for a period of three months)
shall be reported to DWQ immediately.
S. If DWQ determines that the system is sailing, the system with immediately be repaired or replaced to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater control
devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
6. Remove accumulated sediment from the infiltration system annually or when depth in the unit is reduced to
75%. of the original design depth. The system shall be restored to the original design depth without over -
excavating. Over -excavating may case the required water table separation to be reduced and may
compromise the ability of the system to'perform as designed. Removed sediment shall be disposed of in an
appropriate manner and shall not be handled in a manner that will adversely impact water quality (i.e.
stockpiling near a stormwater treatment device or stream,'etc.).
A benchmark shall be established in the infiltration system. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the depth at the benchmark reads N A the accumulated sediment shall be removed
from the system.
Fora; SWU-107 Rev 3.99 Page 3 of 4

I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater
collection system in accordance with the six maintenance procedures listed above. I agree to notify DWQ
of any problems with the system or prior to any changes to the system or responsible party.
Note' The legally response party should not be a homemmem association unless more than 5M ofthe lots have been sold and a
resident of the suhdivision has been named the president
XUAIML, CountY of ,
personally appeared before me this ±�
day of-'LWin -- - _, and acknowledge the due execution of the forgoing infiltration basin maintenance
requirements. Witness my band and official sea]
OFFICIAL SEAL
Na,ary Public - Nwlh CUVOEv
DARE COUNTY It
CHERYL L'YNN PEELS
hir Commission Expires
SEAL
Forin SVJU-197 Rev 3.99 Page 4 of 4
� 3$

REAL KITEBGARDING -&ZC
47170 Highway 12 vz-b
Buxton, North Carolina 1 0 ?006
Project Narrative PRO'I'V bwQ
August 7, 2006
The proposed Real Kiteboarding School, retail and residential facility is a major reconstruction and
upgrade of an existing kiteboarding facility on the same site. The site is a 3.48 acre site adjacent to
the Pamlico Sound on Route 12 in the Waves area of Hatteras Island. The improvements
considered part of the stormwater permit are all on the uplands portion of the site. The property
owner has an existing permit and has previously performed dredging and bulkhead work on the boat
basin.
The uplands portion of the site has a natural ridgeline and the elevations range from 5.0' to 7.0'
above sea level. All building and hard surface improvements are concentrated at the higher
elevations. As the site approaches the Pamlico Sound, the elevations drop toward the water. Total
disturbed area is 100,710 sf (2.3 acres) or 66% of the site. The soil scientist conducted five hand
auger orings on -site on March 24, 2005. The soils encountered belong to the NewhanlCorolla fine
sand classification with 0 to 6% slopes. Based on the soils investigation, the sandy soils are very
deep and well drained. The soil scientist determined that the subsurface permeability exceeds 20
inches per hour throughout the soil profile. The highest high water table elevation was measured at
38.44 inches during the investigation which is considered to the seasonal high water table. For the
stormwater design, we followed the recommendation and utilized the infiltration rate of 20 inches
per hour and a seasonal high water table of 3.5 feet. Refer to the soil report for additional
information and data on the soils investigation.
S, q w,
The proposed improvements consist of two uilding with parking areas of asphalt, turf stone pavers
and Grasscrete 2 grid. Building #1 is 14; 82 gross sf, building #2 is 7,488 sf and there are 17,133 sf
of asphalt paving. To minimize the site coverage, we are also providing turfstone paving parking
gv.t^J L�(8,659 sf) and a Grasspaver 2 parking system (16,630 sf). One existing 229 sf structure is to remain
�D' 6 after the site improvements. Because of the outstanding natural sandy material and high infiltration
! rate, we are proposing to utilize a stormwater infiltration system for stormwater management. For
the site, we have identified three drainage areas and three stormwater management systems
dispersed throughout the site. The first basin is a conventional storm infiltration drainage basins
associated with a planted swalelbypass the second combines the swale and the infiltration basin
with a Stormtech 310 underground storage cells to meet the quality requirements. The third system
is located under the 100% pervious Grasspave 2 area. The gmsspave product is a plastic grid
system placed over a stonelsand base. The grid's are filled with a sand mix and seeded or sprigged
to grow a dense turf area for overflow parkingloccasional parking. All impervious and improved
areas are directed to the infiltration basins. For the conventional infiltration basins, depths range
from a 0.2' to 0.5'. The bottom of the basins was established at 5.5', two feet above the high water
table. Drawdown time varies from 0.06 days to 0.10 days, well within the established criteria. The
area under the Grasspave 2 system is an approximate 92' x 180' area filled with washed 6" of #57
stone (voids = 350/9) and wrapped with geotextile fabric to keep the fines out. The bottom of the
gmsspave stormwater management area infiltration is 5.50, 2.0' above the MHW.

For this project, either the Infiltration Basin Supplement (SWU-104) or the Underground Infiltration
Trench Supplement (SWU-107) was submitted with the permit package for each basin. Based on a
1 %z" storm event, stormwater basin characteristics are as follows:
Area "A" Characteristics:
Total Drainage Area: 27,572 SF
Total Impervious Area: 17,083 SF (62%) (Adjusted for turf stone areas.)
Two Hour Run-off Volume: (1'/2" storm) = 2,094 CF
Bottom Area of Swale Basins: 2,595 SF (982 CF)
Stone Base Under Pavers (Infiltration. Trenches): 1,258 CF
Total Stormwater Managed: 2,240 CF (107%)
Area `B" Characteristics:
Total Drainage Area: 42,754 SF
Total Impervious Area: 32,946 SF (77%) (Adjusted for turf stone areas.)
Two Hour Run-off Volume: (1 V2" storm) = 3,974 CF
Bottom Area of Basin Swale: 1,282 SF (848 CF)
Stone Base Under Pavers (Infiltration Trenches): 883 CF
Stormtech 310 System: 3,470 CF Storage
Total Stormwater Managed: 5,201 CF (131 %)
Area "C" Characteristics:
Total Drainage Area: 18,644 SF
Total Impervious Area: 11,727 SF (63%) Adjusted to Grasspave System
Two Hour Run-off Volume: 01/2" storm) = 1,436 CF
Bottom Area of infiltration Zone: 16,630 SF
Total Stormwater Managed: 1,455 CF (101%)
In each case, the managed stormwater meets or exceeds the design volume.
A spreadsheet and calculation sheet is attached to better demonstrate the stormwater analysis. The
project civil design, the summary, and the stormwater calculations were prepared by Massey Design
and Associates, PC of Virginia Beach, Virginia. Please direct any questions to Clay Massey at
[phone] (phone), [phone] (fax)
or cia (aiRmasseync.corn.

Mr. Robert S. Foreman,
Standford Holdings, Inc.
PG-B6z'1614
Buxton, NC 27920
Dear Mr. Foreman:
Michael F. Easley, Governor f� 1.
William G. Ross Jr., Secretary ��
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
C7*.
ber 2, 2006
I1I, Manember
Subject: Stormwater Permit No SW7060623
`Real-Kiteboarding- A `-
High Density -Project
`Dare County-)
The Washington Regional Office received a complete Stormwater Management Permit
Application for Real Kiteboarding on September 19, 2006. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW7060623 dated October 2, 2006, for the construction of the subject
project.
This permit shall be effective from the date of issuance until October 2, 2016, and shall
be subject to the conditions and limitations as specified therein. Please pay special
attention to the Operation and Maintenance requirements in this permit and in the
submitted application. Failure to establish an adequate system for operation and
maintenance -of the stormwater management system will-result.in_future compliance
probl"ems.
If any parts, requirements, or limitations contained in this permit are unar= ,,--^.1able, you
have the right to request an adjudicatory hearing upon written request wCeN"" :, ,�(30)
days following receipt of this permit. This request must be in the form o,a thirty ;�
petition, conforming to Chapter 150B of the North Carolina General Sta4a written filed
with the Office of Administrative Hearings, P.O. Drawer 27447 Ralei hates and 11-
7447. Unless such demands are made this permit shall be final and bilNC 276'.
.ldmg.
If you have any questions, or need additional information concerning ttis matte''r, please
contact either Scott Vinson, or me at [phone]. ,
ince ely,
Regional Supervisor
Surface Water Protection Section
AHlsav: C:ISTORMWATERIPERMIT1SW7060623
cc: Clay Massey, PE
Dare County Building•lnspections
Washington Regional t Office "
entral Files
N��o..�`hCato
f Vatkrai
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX {252) 946-9215 Customer Service
Internet: www.ncwater(lualitv.ora 943 Washington Square Mall,.Washinb on, NC 27889 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SV 7060507
Po
STATE OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES 11�>
DIVISION OF WATER QUALITY 50g960
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Stanford Holdings, Inc.
Real Kiteboarding
Dare County
FOR THE
construction, operation and maintenance of two infiltration basins and two underground
infiltration -trench systems in compliance with the provisions of 15A NCAC 2H .1000 (hereafter
referred to as the 'stormwater rules") and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until October 2, 2016, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data. The drainage areas will be
limited to the amount of built -upon area indicated on page 3 of this permit, and per
approved plans.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.6 and 7 on page 3 of this permit. The stormwater controls have
been designed to handle the runoff from 66,539 square feet of impervious area.
3. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing. all. such required, easements, in accordance with the approved plans and permit.
4. The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the permitted stormwater control systems.
5. The stormwater treatment systems include two (2) infiltration basins, and two (2)
underground infiltration trench systems to treat runoff from drainage areas A, B & C.
Runoff from drainage area "B" is treated with an underground infiltration trench working
in series with an infiltration basin.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW7060507
6. The following design criteria have been provided in the infiltration basins and must be
maintained at design condition:
DA "A" DA "B"
a.
Drainage Area, ft :
_ N� 4274
` - b.
Total Impervious Surfaces, ft2:
13,944 33,113
C.
Design Storm, inches:
3.00 3.00
d.
Basin Depth, ft.:
0.65 0.70
e.
Bottom elevations, FMSL:
5.50 5.50
f.
Bottom Surface Area, ft2:
5,275 1,042
g.
Bypass Overflow Elevations, FMSL:
6.20 6.20
h.
Permitted Storage Volume, ft:
3,333 914
i.
Type of Soil:
Newhan Corolla
j.
Expected Infiltration Rate, in/hr:
20 20
k.
Seasonal High Water Table, FMSL:
3.50 3.50
I.
Receiving Stream 1 River Basin:
Pamlico Sound / Pasquotank
M.
Stream Index Number:
30-22
n.
Classification of Water Body:
"SA; HQW°
7. The
following design criteria have been provided in the underground infiltration trench
and
must be maintainegat design condition:
DA "B" DA "C"
a.
Drainage Area, ft :
4T,493 9�' T
b.
Total Impervious Surfaces, ft2:
33,113 19,482
C.
Design Storm, inches:
3.0 3.0
d.
Trench Dimensions*, L x W x H, ft:
170 x 30 x 2.33 180 x 192 x 0.67
e.
Perforated Pipe Diameter/Length:
Stormtech 310- / 1,707ft n/a
f.
Bottom Elevation, FMSL:
5.25 5.25
g.
Bypass Weir Elevation, FMSL:
7.33 5.90
h.
Permitted Storage Volume, ft3:
6,960 4,583
i.
Type of Soil:
Newhan Corolla
j.
Expected Infiltration Rate, in/hr:
20 20
k.
Seasonal High Water Table, FMSL:
3.50 3.50
I.
Receiving Stream/River Basin:
Pamlico Sound / Pasquotank
M.
Stream Index Number:
30-22
n.
Classification of Water Body:
"SA; HQW'
Page 3of8

State Stormwater Management Systems
Permit No. SW7060507
8. For Drainage Area B the stormwater runoff will be captured and treated in a Stormtech
310 piped infiltration trench which will provide 6,960 cubic feet of storage. This trench
system is tied directly, by pipe, into infiltration basin "B" which will provide an additional
914 cf of storage volume. These two systems are to work in series in order to provide
the minimum storage for the 3.0 inch design storm.
9. Stormwater runoff in Drainage Area C is conveyed to the infiltration trench "C" by the use
of porous/permeable pavement. The porous/permeable pavement is required to be
properly,constructed,: operated and maintained in accordance with the approved plans
and signed Operation and Maintenance Agreement.
If. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plans must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of bypass structure, filter media, flow spreader,
catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
7. The stormwater systems shall not be used as Erosion Control devices. They must be
kept off line and free from sediment until the project is complete and the entire site has
been stabilized.
8. Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW7060507
9. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those,listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -.upon area or to the drainage
area.
e. Further subdivision, acquisition, lease or sale of all or part of the project area. The
project area is defined as all prope owned by the permittee, for which
Sedimentation and Erosion Control�lan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
13. This permit shall be effective from the date of issuance until October 2, 2016.
Application for permit renewal shall be submitted 180 days prior to the expiration date of
this permit and must be accompanied by the processing fee.
14. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any items not in
compliance must be repaired or replaced to design condition prior to the transfer.
Records of maintenance activities performed to date will be required.
Ill. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
namelownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such,time as the Division approves the
transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW7060 I
6�
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
5. The permittee grants DEN Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall be
maintained on file by the Permittee for a minimum of ten years from the date of the
completion of construction.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 2nd day of October, 2006.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for
Alan VV. KlimeK, F.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit No. SW7060623
r
Page 6 of 8

State Stormwater Management Systems
Permit No. SW7060507
Real Kiteboarding
Stormwater Permit No. SW7060623
Dare County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
cc." -:- G2
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW7060507
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2, The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1. .
10. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Dare County Building Inspections
90 9 -130
Page 8 of 8

Mr. Robert S. Foreman,
Standford Holdings, Inc.
PO'Box 1614
Buxton, NC 27920
Dear Mr. Foreman:
Michael F. Easley, Govemor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 12, 2006
III, Managing Member
Subject: Stormwater Permit No. SW7060623
Real Kiteboarding
High Density Project
Dare County
The Washington Regional Office received a complete Stormwater Management Permit
Application for Real Kiteboarding on September 19, 2006. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. On October 2, 2006
Permit No. SW7060623 was issued for the construction of the subject project.
There were typographical errors noted in the header of each page of the permit
listing the permit number incorrectly as SW7060507. These errors have been
corrected and this permit is being reissued effective today, October 12, 2006.
Please discard the permit issued October 2, 2006 and replace with this permit.
This permit shall be effective from the date of issuance until October 2, 2016, and shall
be subject to the conditions and limitations as specified therein. Please pay special
attention to the -Operation and Maintenance requirements in this permit and in the
submitted application. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance
problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact either Scott Vinson, or me at [phone].
Sincer ly,
A41
� Hod e
Regional Supervisor
Surface Water Protection Section
AHlsav: C:ISTORMWATERIPERMITISW7060623
cc: Clay Massey, PE
reCounty Building Inspections
W�ington
Regional Office
Central Files
wa:Ro
WI Caro
aMurat
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet; www.ncwaterquality.org 943 Washington Square Mall, Washington, NC 27889 1-877-623-6748
An Equal OpponunitylAffirmadve Action Employer — 50% Recycledll0% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW7060623
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Stanford Holdings, Inc.
Real Kiteboarding
Dare County
FOR THE
construction, operation and maintenance of two infiltration basins and two underground
infiltration. trench systems in compliance with the provisions of 15A NCAC 2H .1000 (hereafter
referred to as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until October 2, 2016, and shall be
subject to.the following specified conditions and limitations:
1. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data. The drainage areas will be
limited to the amount of built -upon area indicated on page 3 of this permit, and per
approved plans.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Section 1.6 and 7 on page 3 of this permit. The stormwater controls have
been designed to handle the runoff from 66,539 square feet of impervious area.
3. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans and permit.
4. The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the permitted stormwater control systems.
5. The stormwater treatment systems include two (2) infiltration basins, and two (2)
underground infiltration trench systems to treat runoff from drainage areas A, B & C.
Runoff from drainspe area "B" is treated with an underground infiltration trench working
in series with an infiltration basin.
Page 2 of 8

0
7
State Stormwater Management Systems
Permit No. SV 7060623
The
following design criteria have been provided in the infiltration basins and must be
maintained at design condition:
DA "A" DA "B"
a.
Drainage Area, ft : .
24,42��
b.
Total Impervious Surfaces, ft2:
13,944 33,113
C.
Design Storm, inches:
3.00 3.00
d.
Basin Depth, ft.:
0.65 0.70
e.
Bottom elevations, FMSL:
5.50 5.50
f.
Bottom Surface Area, ft2:
5,275 1,042
g.
Bypass Overflow Elevations, FMSL:
6.20 6.20
h.
Permitted Storage Volume, ft3:
3,333 914
i.
Type of Soil:
Newhan Corolla
j.
Expected Infiltration Rate, in/hr:
20 20
k.
Seasonal High Water Table, FMSL:
3.50 3.50
I.
Receiving Stream / River Basin:
Pamlico Sound / Pasquotank
m.
Stream Index Number:
30-22
n.
Classification of Water Body:
"SA; HQW'
The
following design criteria have been provided
in the underground infiltration trench
and
must be maintainegat design condition:
DA "B" DA "C"
a.
Drainage Area, ft :
42,493 9�
b.
Total Impervious Surfaces, ft2:
33,113 19,482
C.
Design Storm, inches:
3.0 3.0
d.
Trench Dimensions*, L x W x H, ft:
170 x 30 x 2.33 180 x 192 x 0.67
e.
Perforated Pipe Diameter/Length:
Stormtech 310- / 1,707ft n/a
f.
Bottom Elevation, FMSL:
5.25 5.25
g.
Bypass Weir Elevation, FMSL:
7.33 5.90
h.
Permitted Storage Volume, ft3:
6,960 4,583
i.
Type of Soil:
Newhan Corolla
j.
Expected Infiltration Rate, in/hr:
20 20
k.
Seasonal High Water Table, FMSL:
3.50 3.50
I.
Receiving Stream/River Basin:
Pamlico Sound / Pasquotank
m.
Stream Index Number:
30-22
n. Classification of Water Body: "SA; HQW'
Page 3 of 8

State Stormwater Management Systems
Permit No. SV 7060623
8. For Drainage Area B the stormwater runoff will be captured and treated in a Stormtech
310 piped infiltration trench which will provide 6,960 cubic feet of storage. This trench
system is tied directly, by pipe, into infiltration basin "B" which will provide an additional
914 cf of storage volume. These two systems are to work in series in order to provide
the minimum storage for the 3.0 inch design storm.
9. Stormwater runoff in Drainage Area C is conveyed to the infiltration trench "C" by the use
of porous/permeable pavement. The porous/permeable pavement is required to be
properly.constructed; operated and maintained -in accordancewith the approved plans
and signed Operation and Maintenance Agreement.
11. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide -the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plans must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin,9 and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of bypass structure, filter media, flow spreader,
catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
7. The stormwater systems shall not be used as Erosion Control devices. They must be
kept off line and free from sediment until the project is complete and the entire site has
been stabilized.
8. Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SV 7060623 ;
9. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
e. Further subdivision, acquisition, lease or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
10. The permittee shall submit final site layout and grading plans for any permitted future'
areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
13. This permit shall -.be effective from the date of issuance until October 2, 2016..
Application for permit renewal shall be submitted 180 days prior to the expiration date of
this permit and must be accompanied by the processing fee.
14. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any items not in
compliance must be repaired or replaced to design condition prior to the transfer.
Records of maintenance activities performed to date will be required.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
2. Failure to abideby the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
Page 5of8

State Stormwater Management Systems
Permit No. SW7060623
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for'this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall be
maintained on file by the Permittee for a minimum of ten years from the date of the
completion of construction.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued .this the 12fh day of October, 2006.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
fr—lTr— - for
Rlan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit No. SW7060623
Page 6 of 8

State Stormwater Management Systems
Permit No. SV 7060623
Real Kiteboarding
Stormwater Permit No. SV 7060623
Dare Count
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL_
Page 7of8

State Stormwater Management Systems
Permit No. SW7060623
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
,3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
M. NCDENR-DWQ Regional Office
Dare County Building Inspections
Page 8 of 8

s
ENGINEER:
Massey 0 sign and Associates, PC
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Figure 1
StormTech SC-740 Chamber (not to scale)
Nominal Chamber Specifications
Size (w x H x installed t.) 5Ur x 30.0' x 85.4'
Chamber Storage 45.9 ft'
Minimum Installed Storage' 74.9 f'
Vileight 741bs
i+ — •-- 85.4' INSTALLED — i
.rj
Figure 2
StormTech SC-310 Chamber (not to scale)
Nominal Chamber Specifications
S x H x Installed Q XT x 18.0' x 85.4'
Chamber Storage __ 14.7 ft'
Minimum Instatied Storage' 31.0 fV
weight 37 lbs
t8.�
I
F-a4.a•
ACCEPTS 4' SCH 40 PIPE
FOR OPTIONAL
INSPECTION PORT
85.4" INSTALLED
'This assumes a minimum of 6-inches of stone below, above and between chamber rows and 40% stone porosity-
4 Call StormTech at 088.892.2694 or visit our website at www.stormtech.com for technical and product information.

Is
af #Lpt tTOa[-'A ".1Fri
;'n].^21 1 « aFa'1 g'� �` I�'� Jr•rfi�.
Table 5 and Table 6 provide incremental storage volumes
for SC-310 and SC-740 chamber systems. This infor-
mation may be used to calculate a detention/retention
system's stage storage volume.
Product Specifications: 1. 1, 2.2, 2.3, 2.4 and 2.6
.r.� TABLE 5 - SC-310 Incremental Storage Volumes Per Chamber
Assumes 40% Stone Porosity. Calculations are Based
Upon a 6-inch Stone Base Under the Chambers.
28 ;
27
p�
- 14.70 31.00
14.70 30.21
26
Slone 14.70
29.42
_
25
Cover 14.70
28.63 ^ T
I 24
14.70
27.84
23
14,70
27.05
22
14.70
26.26
21
14.54
25.43
_
20
14.49
24.54
19
14.22
23.58
18
13.68
22.47
17
12.99
21.25
16
12.17
1 19.97
15
11.25
18.62
14
10.23
17.22
13
9.15
15.76
12
7.99
14.29
11
6.78
12.77
10
5.51
11.22
9
4.19
9.64
8
2.B3
8.03
7
1,43
6.40
6
_
0
4.74
5
0
3.95
4
Stone 0
3.16
3
Foundation 0
2.37
2
0
1.58
1
0
0.79
Note. Add a79 cu. ft. of storage for each additional inch of
stone foundation.
TABU 6 - SC-740 Incremental Storage Volumes Per Chamber
Assumes 40% Stone Porosity. Calculations are Based
Upon a 6-inch Stone Base Under the Chambers.
11�-
r s r
MT,
#
42�
45,9D_
74.90 I
41
_
45.94
73.77
40
Stone 45.90
_ 72.64
39
Cover 45.90
71.52
38
4545.900
_ _
70.39
37
45.90
69.26
36
45.90
68.14
35
45.85
66.98
34
45.69
65.75
33
45.41
64.46
32
44.81
62.97
31
44.01
61,36
^
30
43.06
_
_ 59.66
29
41.98
57.89
_
28
40.80
56.05
27
39.54
_
54.17
_
26
38.18
52.23
25
36.74
50.23
24
35.22
I 48.19 --
23
33.64
_
4fi.11
22
31.99
44.00
21
30.29
41.85
_
20
28.54
39.67
19
26.74
37.47
18
24.89
35.23 I
17
23.00
32.96
16
21.06
30,68
15
19.09
28.36
14
17.08
26.03
13
15.04 _�
23.68
12
12.97
21.31
A 11
10
10.87
8.74
_ 18.92
1 1.51
9
6.58
14.09
8
T 4.41
11.66
7
2.21
9.21
6
0
_
6.76
-
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- 5.63
4
g Stone 0
4.51
3
2
1
Foundation 0
1 0
t 0
_ 3.38
2.25
1.13
Note: Add 1. 13 cu. ft. of storage for each additional inch of
stone foundation.
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REAL KITEBOARDING
MANNING'S EQUATION FOR
SUB DRAINAGE AREA #4
6/13/2006
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ENGINEER:
Massey Design
and Associates,
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r �1uuCiau�,3'l;
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DATE
12-Jun4)6
Storrntnrater Com utations for North Carolina Outer Banks
Project Name:
Real IQteboardi School
Project Location:
Dare County. North Carolina
Total Site Area:
100,710 SF
SITE CHARACTERISTICS - DRAINAGE AREA "A"
Adjusted
Impervious
Existing Area
Proposed Use
Area
Buildings:
01
15482
15482
Walks, Paving and hand Surface:
0
8,469
8469
STORMWATER
SWALE
"A"
Turf Stone Pam ed rs 0%)
216
151
Grass Pavel Turf Armes 0%
0
0
x sectionLera
a
Volume
swm
Open Graded Stone:
0
0
Elev
area SFa
SF
de
CF
volume
U open
26,8W
0
Septic Leach Field (IrrliltrabWrepair areal 1
0
0
5.50
1588
Landscaping tirrprrurklr):
0
501
1789
0.5
894.5
Infiltration Basins
J
0
1,990
1990
6.00
1990
894.5
TOTAL
26,688
26,658
26092
0
N=, (A liuste� Area I Total Area)
0.98
Rv-- 0.05+
.009 (l)
0.93
STORMWATER
SYSTEM DESIGN
(INFITRATION BASIN ! SWALES)
"
Stormwater Bastrts.
Stomwater Swales.
Bolcom Area (S
0
-A"
"B"
Surface Area F)
0
Bottom S :
1588
10D2
797
De
0
Surface Area SF
1990
1409
949
Side Slope Design:
0
De Yoh (
0.5
0.5
0.2
Bench Elevation:
0
Side Slopes:
3:1
varies
3:1
VOLUME:
0
VOLUME:
894.5
NIA
_
WA
TOTAL STORAGE VOLUME
894.5
CF
TOTAL BOTTOM AREA
OF BASIN
1588
SF
INFILTRATION RATE FOR 2 HOUR
PERIOD
\�
I
Bottom Area (SF):
15M
Infitration Rate (irdh)
20.00
•o
•
/
OLIJ C
5293.3'
•
STORUWATER
MANAGEMENT
ANALYSIS
2-hour Rainfall (m):
1
1.5
3
4.3
5
Intensity (rVhr}:
0.50
0.75
1.50
2.15
2.50
5-
24xw storage volume (CF):
V= (rainfail) (Rv)(1112)(area)
2068
3102
6204
9892
10340
Pond/Swale Storage (CF):
8951
895
895
895
895
PDndMwale tntilti9tion (CF):
5293
5293
5293
5293
5293
Total Storm Managed (CF):
6188
6188
6188
e188
6188
RATIO OF MANAGED STt1AVVTR
299.22%
199.48%
99.74%
69.59%
59.84%
Notes:
1,
infiltration
is based on 2-tour infiltration rate of an assumed 20,00 Inchesfhour as Geot6Grnmal
2.
Assume Fir water Groundwater Elevation Q elevation 3.5' based on nical report.'

ENGINEER:
DATE:
Massey Design
12.1un-06
and Associates,
PC
%SESS
1 i.
Stormwater Com utations for North
Carolina Outer Banks
?r2ject Name: Real lGteboardi School
_
Pra�act !station: Dare County, North CaroUna
T
Total Site Am: 100,710 SF
SITE CHARACTERISTICS - DRAINAGE AREA "B"
Ad),rsted
-
Impervious
Existing Area
Proposed Usa
Area
Buildings:
0
7488
7488
Walks, Paving and hard Surface:
0
4,308
430E
STORMWATER
SWALE
-B-
Turf Stone Paving (gF±!! graded (I046)
3,535
2475
Grass Pav62 Turf Areas (70%)
0
0
x sacbon
Average
Votume
sum
Open Graded Stuns: 1
0
0
Elev
area SF
area SF
depth
CF
volume
UrxfaveWL d (open)
25.352
0
' Leach Field irrfittratesl Ir area
0
6,898
land turflmulch :
0
1.751
Infiltration
Basins
0
1 409
1409
5.50
1002
TOTAL
1 25,352
25,389
15680
1205.5
0.5
602.75
6.00
1409
I= LAdAnied Impervrous Area I TOW
Area
0.62
Rv= 0.05+ .OD9 !
0.61
STORMWATER
SYSTEM
DESIGN (INFITRATION BASIN l SWALES)
Storurrater Basins:
Stornlwater Swalew
Bohan hrea (S
D
"A"
'9"
Surface Area (SFJ
0
8otbnl $F :
i588
1002
797
0
Surface Ama SF
1990
1409
949
Side Sbpe n:
0
De
0.5
0.5
0.2
Bench Eknm* t:
0
Side Sbpes:
3:1
varies
3:1
VOLUME
0
VOLUME:
WA
602.8
NIA
TOTAL STORAGE
VOLUME:
602.8
CF
TOTAL BOTTOM AREA OF BASIN 1002
INFILTRATION RATE FOR 2 HOUR PERIOD
SF
_
_
e—�
«`..
Bolton! Area �:
1002
Infitration Rate (infir)
20.00
VOLUME(CF):
3340.0
STORMWATER MANAGEMENT
ANALYSIS
2-hocvR81yd (in):
1
1.5
3
4.3
5
Inbumity (lnllrr):
0.5D
0.75
1.50
Z15
2.50
2-hour Storage VoWme (CF):
V- (rainfall) (Rv)(1112)(area)
1282
1923
3M
5512
6409
PondPWade Storage (CF):
W3
603
603
603
603
Pond/Swale Iriftation (CF)
3340
3340
3340
3340
3340
Total Storm Manager! (CF):
3943
3943
3943
3943
3943
RATIO OF MANAGED STMWTR
307.61%
205.0T%
102.64%
71.54%
61.52%
Notes:
i.
Irlfdtration is based on 2-hour infiltration rate of an assumed 20.00 inches/hour as par Geoteehnical
Report
2_
Assume High water C4oundwater Elevation ft elevation 3.5' based on $eafachnical

ENGINEER:
Massey Design
and
Associates,
PC
It `J
ESI N
DATE.
12-Jun-06
Stormwater Computations for North Carolina Outer Banks
Project Name:
Real Kiteboarding School
Project Location;
Dare County,_ North Carolina
Total Site Area:
100,710 SF
SITE CHARACTERISTICS - DRAINAGE AREA "C"
Adjusted
Impervious
Existing Area
Proposed Use
Area
Buildings:
0
2291
229
Walks, Paving and hard Surface: 1
0
2,607
2607
STORMWATER
SWALE
"C"
Turf Stone Pavings2pen graded pavers) 70°
Grass Pavel Turf Areas (70%)
Open Graded Stone:
0
4,9081,
3436
0
0
0
x-section I
Avaragtj
sum
0
0
Elev
area SF
area SF
depth,
CF
volume
Undeveloped (open) 1
Septic Leach Field (infiltrates/ pair area)
14.675
0
0
5,249
Landscaping(turflmulch):
0
933
Infiltration Basins
01
9491
13241
5.50
797
TOTAL
1
14,875
14,875
7596
873
0.1
87.3
87.3
5.60
949
1= (Adjusted Impervious Area / Total Area)
0.51
Rv= 0.05+ (.009)(1)
0.51
I
I
I i
I
I l
I
STORMWATER
SYSTEM DESIGN
(INFITRATION BASIN I SWALES)
Stormwater Basins:
Stomwmter Swales:
Bottom Area (SF)
_
0
"A"
"B"
Surface Area (5P)
0
Bottom Area(S_F):
1588
1002
797
Depth: 1
0
Surface Area SO
1890
1409
949
Side Slope Design_
0
Depth (FT):
0.5
0.5
0.1
Bench Elevation:
0
Side Slopes:
3:1
varies
3:1
VOLUME:
01
VOLUME:
87.3
TbTA—L STORAGE VOLUME:
TOTAL BOTTOM AREA OF BASIN
INFILTRATION RATE FOR 2 HOUR
PERIOD
87.31CF
797
SF
Bottom Area (SF)_ 797
I r I f i I i
Infitration Rata (In1hr) 20.00
VOLUME (CF): 2656.7
r
11`�
r
STORMWATER MANAGEMENT ANALYSIS
2-hour Rainfall (in):
1
1.5
3
4.3
5
Intensity (inlhr):
0.50
0.75
1.50
2.15
2.50
2-hour Storage Volume (CF):
V= (rainfall) (Rv)(1I12)(area)
632
947
1895
2716
3158
Pond/Swale Storage (CF):
87
87
87
87
67
Pond/Swale Infiltration (CF):
2657
2657
2657
2657
2657
Total Storm Managed (CF):
2744
2744
2744
1 2744
2744
RATIO OF MANAGED STMWTR
434.41%
289.61%1
144.80%1
1011.03%1
86.88%
Notes:
1.
Infiltration
is based on 2-hour infiltration rate of an assumed 20.00 inchesthour as per Geotechnical Report
2.
Assume water Groundwater Elevation @ elevation 3.5' based on geotechnical report.'

ENGINEER:
Massey Design
and
Associates,
PC
{
SSF
%ESi N
G Asso:1mcs, PC;
I
I I
DATE:
12-Jun-06
D,
Stormwater Computations for North Carolina Outer Banks
project Name:
Real Kiteboarding School
Project Location:
DareCounty, North Carolina
Total Site Area: 1100,710
SF
SITE CHARACTERISTICS DRAINAGE AREA "D"
Adjusted
Impervious
Existing Area
Proposed Use
0j
Area
0
Buildings:
0
Walks, Paving and hard Surface:
0
1,7491
1749
STORMWATER
SW LE "D"
Turf Stone Paving (open graded pavers) 70
0
0
0
Grass Pave2 Turf Areas (70%)
0
0
0
x-section
Average_
Voids
sum
Grass Pave2 Turf Areas 100%)
r _ : _
0
. 18.630
. 16630
': -
Open Graded Stone:
0
0
Elev
area SF
area fSQ
de th
PMportion
volume
Undeveloped (open)
18,644
0
Septic Leach Field (infiltmteslrepair area)
0
0
5.501
16630
Landing(turf/mulch):
0
265
16630
0.25
0.3
1247.25
Infiltration Basins
0
01
1
5.75
16630
TOTAL 1
18.644
18,644
18379
1= (Adjusted Impervious Area I Total Area)
0.99
Rv= 0.05; (,009)(1)
0.94
I i I I
I
I I
I
STORMWATER SYSTEM DESIGN
(INFITRATION BASIN 1 SWALES)
Infiltration Trench
'ID"
Stormwater Swales:
Bottom Area (SF)
16630
W
"B"
.,C"
Surface Area (SF)
16630
Bottom Area(SF):
1588
1002
797
Depth:
0.25
Surface Area(SF)
1990
1409
949
voids proportion
Bench Elevation:
0.3
Depth (FT):
0.5
0.5
0.2
0
Side Slopes:
3:1
varies
3:1
VOLUME:
1247.25
VOLUME:
NIA
NIA
TOTAL STORAGE VC
1247.3
CF
\�
*CARpi
TOTAL BOTTOM AREA OF BASIN
16630
SF
INFILTRATION RATE FOR 2 HOUR PERIOD
Bottom Area (SF): j 16630.0
Infitration Rate (inlhr) 20.00
✓� q
�s:'r���
VOLUME CF): 55433.3
i I I I
I
STORMWATER MANAGEMENT ANALYSIS
_�I1
\�
2-hour Rainfall (in):
1
1.5
3
4.3
5
Intensity (inlhr):
0.50
0.75
1.50
2.15
2.50
2-hour Storage Volume (CF):
V= (rainfaln (Rv)(1112)(area)—
1456
2184
4368
6261
7281
PondlSwale Storage (CF):
1247
1247
1247
1247
1247
Pond/Swale Infiltration (CF):
55433
55433
55433
55433
55433
Total Storm Managed (CF):
56681
56681
66681
56681
56681
RATIO OF MANAGED STMWTR
3892.61 %
2595.07%
1297.54%
905.26%
778.52%
Notes:
1.
Infiltration is based on 2-hour infiltration rate of an assumed 20.00 inches/hour as per Geotechnical Report
2.
Assume High water Groundwater Elevation @ elevation 3.5' based on geotechnical report.'

V'U
Subject EAL KqG aR tZ
Computed hJ2 Checked
SSE
ESI N
ASSOCIATES, PC
Project #
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Date CO 0 Sheet #
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RECEBVIED
1
REAL KITEBOARDING 6/13/2006
MANNING'S EQUATION FOR
SUB DRAINAGE AREA #4
4uuv
DESIGN STORM EVENT
DESIGN PIPE SIZE (INTERATION
CALCULATIONS)
yStructure
Structure
Area
Runoff c
Storm {")_
Q
diameter
area
wet per
slope
n
Q
1
2
0.194421
0.9
3
0.52
4
0.09
0.19
0.0006
0.012
0.05
6
0.201
0.25
0.0006
0.012
0.15
8
0.35
0.30
0.0006
0.012
0.32
10
0.55
0.35
0.0006
0.012
0.58
12
0.79
0.40
0.0006
0.012
0.94
15
1.23
0.46
0.001
0.012
2.21
2
3
0.052
4
0.09
0.19
0.0018
0.012
am
6
0.20
0.25
0.0018
0.012
0.26
8
0.35
0.30
0.0018
0.012
0.56
10
0.55
0.35
0.0018
0.012
1.01
12
0.79
D.40
0.0027
0.0121
2.00

Real Kiteboarding - Stormwater Permit No SW7060623
Subject: Real Kiteboarding - Stormwater Permit No SW7060623 r
From: "Clay Massey" <[e-mail]>��
Date: Mon, 23 Jul 2007 11:35:01 -0400
To: "Scott Vinson" <Scott. [e-mail]>
CC: "Lyn Hardison" <Lyn. Hardison@ncmail. net>
�`�
October 2, 2006
Stormwater permit # SW7060623
Real Kiteboarding
High Density
Dare County
Scott — we had a small revision to the southeast comer of building 1 and the service drive on the Real
Kiteboarding project that resulted'in a loss of 104 SF of proposed impervious cover. The permitted amount of
impervious cover was 41,079 SF (27.1%) and the new proposed impervious cover will be 40,975 SF (27.1%).
There are no changes to the drainage areas, nor to the size, location, depths of the proposed stormwater facilities
from the original permitted drawings. I did not re -run the computations since the proposed impervious cover was
decreased and with the small change in the impervious cover, I do not believe there would be any changes to the
design.
I trust this e-mail will be sufficient for your records along with the PDF copy of the revised plan sheet. If you need
any additional documentation, please let me know. Thank you.
Clay
Clayton E. Massey, PE
Massey Design and Associates, PC
1561 Bradford Road, Suite 204
Virginia Beach, VA 23455
[phone] (cel)
[phone] (office)
[phone] (fax)
[e-mail]
Content -Description: Real Kiteboarding C3.I .pdf
Real Kiteboarding C3.1.pdf Content -Type: application/octet-stream
Content -Encoding: base64
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wcc Ro
Michael F. Easley, Govenor
William G. Ross, Jr. Secretary
Department of Environment and Natural Resources
Alan W. IQ! mek, P. E.., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
December 3, 2003
Mr. Kendall Turnage
Environmental Professionals, Inc.
Post Office Box 3368
Kill Devil Hills, North Carolina 27948
Subject: Real Kiteboarding.
`SW7011105 `
Dare County
Dear Mr. Turnage:
This office received your CAMA Permit application and supporting information on
November 13, 2003. Staff review of the plans and specifications has determined that the project,
as proposed, will not consist of any significant amount of new impervious surfaces on site. For
this reason, your project should not pose surface water quality threats from stormwater runoff.
The Director has determined that projects that are reviewed and approved by the Division as not
posing water quality threats from stormwater runoff should not be subject to the stormwater
management permitting requirements of 15A NCAC 2H.1000. For this reason, we are informing
you by way of this letter that your project will not require a stormwater management permit at
this time.
Please keep in mind that this determination does not affect your legal requirements to
obtain other permits which may be required by the Division of Water Quality, the Division of
Land Resources, Coastal Area Management Act or any other Federal, State or Local
Government. Any future modifications to the project may require an additional review from this
office to assure that stormwater impacts are not an issue.
If you have any questions or need additional information concerning this matter, please
contact Mr. Robert Tankard at [phone], extension 233.
Sincerely,
V Jim ulligan
Regional Water Quality Supervisor
cc: Dare County Inspections
Doug Huggett
Washington Regional Office
Central Files
943 Washington Square Mall, Washington, North Carolina 27889 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

��� �wwwwwria
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
Michael F. Easley, Governor Donna D. Moffitt, Director William G. Ross Jr., Secretary
November 7, 2003
MEMORANDUM:
TO:
FROM:
SUBJECT:
Applicant:
Project Location:
Proposed Project:
RECOVED
NOV 13 2003
Mr. Alan Klimek, Director
Division of Water Quality DWQ-WARO
Doug Huggett
Major Permits Processing Coordinator
CAMA/DREDGE & FILL Permit Application Review
Stanford Holdings
25706 Hwy 12, Waves, man-made basin adjacent to Pamlico Sound, Dare Co.
Maintenance excavation and shoreline stabilization of existing boat basin,
Addition of 8 PWC slips and concrete boat ramp in Village of Waves
Please indicate below your agency's position or viewpoint on the proposed project and return this
form by November 28, 2003. If you have any questions regarding the proposed project, please
contact Dennis Hawthorn at [phone]. When appropriate, in-depth comments with
supporting data are requested.
REPLY: This agency has no objection to the project as proposed.
This agency has no comment on the proposed project.
This agency approves of the project only if the recommended changes are
incorporated. See attached.
This agency objects to the project for reasons described in the attached
comments.
SIGNED DATE
1367 U.S. 17 South, Elizabeth City, North Carolina 27909
Phone: [phone] \ FAX: [phone] Internet: www.nccoastaimanagement.net
An Equal Opportunity 1 Affirmative Action Employer — 50% Recycled 110% Post Consumer Paper

DIVISION OF COASTAL MANAGEMENT
APPLICATION TRANSMITTAL AND PROCESSING RECORD
1) APPLICANT: Stanford Holdings, LLC, dba Real Kiteboarding County: Dare .
LOCATION OF PROJECT: 25706 Hwy 12, Waves, man-made basin adjacent to Pamlico Sound
DATE APPLICATION RECEIVED COMPLETE BY FIELD: 09/03/03
FIELD RECOMMENDATION: Attached: NO To Be forwarded: YES
CONSISTENCY DETERMINATION: Attached: NO To Be Forwarded: YES
FIELD REPRESENTATIVE: Dennis W. Hawthorn DISTRICT OFFICE: Elizabeth City
DISTRICT MANAGER REVIEW:
B) DATE APPLICATION RECEIVED IN RALEIGH: FEE REC'D:$ D. ,
PUBLIC NOTICE REC'D: END OF NOTICE DATE:
ADJ. RIP. PROP NOTICES REC'D: DEED REC'D:
APPLICATION ASSIGNED TO: ON:
C) 75 DAY DEADLINE: 150 DAY DEADLINE:
MAIL OUT DATE: STATE DUE DATE:
FEDERAL DUE DATE: FED COMMENTS REC'D:
PERMIT FINAL ACTION: ISSUE DENY DRAFT ON
AGENCY
DATE coMMENTs
R&TURNED
OBJECTIONS:
YES NO
NOTES
Coastal Management - Regional Representative
Coastal Management - LUP Consistency
Division of Community Assistance
Land Quality Section
Division of Water Quality
Storm Water Management (DWQ)
State Property Office
Division of Archives & History
Division of Environmental Health
Division of Highways
Wildlife Resources Commission
Division. of Water Resources
Division of Marine Fisheries
Submerged Lands (DMF)

DIVISION OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
1. APPLICANT'S NAME: Stanford Holdings, LLC, dba Real Kiteboarding
2. LOCATION OF PROJECT SITE: 25706 Hwy 12, Waves, man-made basin adjacent to the Pamlico
Sound, Dare County
Photo Index - 2000: 174-2053, H-6 1995:174-1799, 6-16
State Plane Coordinates - X: 2304900; Y: 679400; GPS: C101614A; Rodanthe, NC quadrangle
3. INVESTIGATION TYPE: CAMA 1 D & F
4. INVESTIGATIVE PROCEDURE: Dates of Site Visit - 10/23/2003; Was Applicant Present - yes
5. PROCESSING PROCEDURE: Application Received Complete - 9/3/2003; Office - Elizabeth City
6. SITE DESCRIPTION:
(A) Local Land Use Plan - Dare County Land -Use Plan
Land Classification From LUP - Conservation
(B) AEC(s) Involved: PTA, EW, ES, CW
(C) Water Dependent: yes
(D) Intended Use: Private
(E) Wastewater Treatment: Existing - septic tank at existing residence; Planned - nothing additional
(F) Type of Structures: Existing - SFR, basin, 2 existing Personal Water Craft (PWC) slips off
of an existing 34 feet by 4 feet wide pier; Planned - 477 linear feet of bulkhead and associated
backfill activities, 38 feet long by 10 feet wide boat ramp and gravel approach, 40 feet of
additional pier with 8 additional PWC slips, maintenance excavation of the existing basin and
entrance canal.
(G) Estimated Annual Rate of Erosion:, 1 foot; Source - owner
7. HABITAT DESCRIPTION:
[AREA]
DREDGED FILLED SHADING
(A) Coastal Wetlands
238-sf (0.005 A)
(B) `404'Vegetated Wetlands
312-sf (0.007 A)
(C) Estuarine & Public Trust Water
7,500-sf
11 5 A)
2 I20-sf
(0.05 A)
800�-sf (0.018 A)
(D) Total Area Disturbed: 0.41 A
(E) Primary Nursery Area: No
(F) Water Classification: SA Open: No
8. PROJECT SUMMARY: This project is located within an existing boat basin in the Village of Waves
.along NC 12. This proposal involves maintenance excavation and shoreline stabilization of the basin,
the addition of 8 additional PWC slips, and the construction of a concrete boat ramp.

Stanford Holdings, LLC, dba Real Kiteboarding, Dare County
FIELD INVESTIGATION REPORT
Page 2
Project Setting
This project is located within an existing boat basin in the Village of Waves along NC 12. This
proposal involves maintenance excavation and shoreline stabilization of the basin, and the
lengthening of an existing pier to create 8 additional PWC slips. The site consists of a 2.89
acre lot that is situated on the west side of NC 12, adjacent to the Pamlico Sound. According
to the North Carolina General Warranty Deed provided with this permit application, this parcel
is presently owned by Stanford Holdings, LLC of Bayshore, New York, and was recorded by
the Dare County Register of Deeds on November 14, 2002. The owner also holds title to the
submerged water bottom area of the basin.
The site currently includes a single story wood frame house: The basin currently includes a 32
feet long by 4 feet wide pier with 2 PWC slips, located in the northeast corner of the basin.
The basin is approximately 150 feet long, and 85 feet wide. A 180 feet long by 40 feet wide
entrance canal connects the basin to the Pamlico Sound. The existing water depths of the canal
and basin range between 1.5 feet and 2.8 feet below the Normal Water Level (NWL). The
shoreline areas of the basin and canal are vegetated in an irregular and scant wetland fringe,
consisting mostly of `404' jurisdictional wetlands. Some of this fringe includes 3uncus
roemerianus, and Scirpus spp. This fringe is not significant and current site foot traffic has
resulted in this fringe's disappearance along the east side of the basin. One-third of the
applicant's property is vegetated in coastal and `404' wetlands, and most of these areas have
been placed under a conservation easement by the property owner. The applicant estimates
that 1 foot of shoreline has been lost to erosion in the last year. The shorelines of the adjacent
properties are not developed, and are not stabilized with any hardened structures or bulkheads.
These shorelines are also vegetated with coastal wetland marsh.
The basin and canal bottom consists predominately of sand and silt, and during the application site
visit, there were no significant areas of submerged aquatic vegetation noted. During this visit, no
shellfish were observed along the water bottom. Juvenile finfish and some crustaceans were
observed within the waters and wetlands along the shoreline. The waters of this basin carry the
same water classification as the Pamlico Sound. The North Carolina Environmental Management
Commission has designated these waters as `SA' waters (suitable for shellfish propagation and
harvesting); however, the waters in this vicinity are closed to the commercial harvest of shellfish.
The North Carolina Marine Fisheries and Wildlife Resources Commissions classify the waters of
the Pamlico Sound as Coastal Waters.
The Coastal Resources Commission (CRC) has also designated these waters as Estuarine Waters
and Public Trust Areas of Environmental Concern (AEC). Also under the designation of the
CRC, an Estuarine Shoreline AEC extends in a contour 75 feet landward of the NWL.

Stanford Holdings, LLC, dba Real Kiteboarding, Dare County
FIELD INVESTIGATION REPORT
Page 3
Project Description
This proposal involves maintenance excavation and shoreline stabilization of the basin, the
addition of 8 additional PWC slips, and the installation of a concrete boat ramp to launch the
PWC.
This proposal involves the maintenance of approximately 17,500 square feet.of the basin and
canal to a final depth of 3 feet below the NWL Dredge spoil will be placed on an upland
retention area 30 feet from the shoreline between the basin and the existing residential
structure on site. It is estimated that the maintenance excavation will generate 640 cubic yards
of spoil. Once the spoil is dewatered, it will be either used as bulkhead backfill, or graded out
onsite.
The applicant proposes to bulkhead 477 linear feet of the basin and canal shoreline. The
bulkhead alignment is planned to run an average of 5 feet waterward of the NWL and will
result in 78 cubic yards of material being placed below the NWL. A 38 feet long by 12 feet
wide concrete boat ramp will be placed in the southeast comer of the basin. Approximately 20
feet of this ramp will extend beyond the NWL.
The applicant also plans to extend the existing 32 feet long pier to a total length of 72 feet, and
add 8 additional PWC slips to the structure. These slip structures are made of molded
plastic/vinyl, and will be attached to the pilings of the pier. These slip structures are specially
designed for PWC, and can be removed during storms or the off-season.
Anticipated Impacts
This project does not propose any development for non -water dependent uses, and will not impact
any adjacent riparian uses.
This project will result in the :
Pilling of approximately 550 square feet of wetland fringe, of which about one-half are
coastal wetlands;
Excavation of 17,500 square feet of Estuarine Waters and Public Trust Area of a man-
made basin;

Stanford Holdings, LLC, dba Real Kiteboarding, Dare County
FIELD INVESTIGATION REPORT
Page 4
+ Placement of 78 cubic yards of fill material behind 477 linear feet of bulkhead;
Loss of 2,120 square feet of Estuarine Waters;
• Shading of approximately 800 square feet of Estuarine Waters;
+ Creational of 8 additional (for a total of 10) PWC slips, and improved riparian access for
the property owner;
• Increased water turbidity during construction, associated with this work, as well as
approximately 15,000 square feet of upland area land disturbance associated with the
dredge spoil retention site and miscellaneous grading after work is complete;
• Reduced shoreline erosion.
An inspection of mapping data on cultural resources revealed that archaeological or cultural
resource findings in the vicinity of this project have been recorded on the available maps. It is
important to note that Hatteras Island has a rich heritage in cultural resources, and these maps
have not been updated in at least 10 years.
Submitted by: Dennis W. Hawthorn
Date: November b, 2003

Form DCM-MP-1
d. Is proposed work within city limits or planning
1. APPLICANT
jurisdiction? Yes X No
�, T
e. ;, Name �.Fb body of water nearest project (e.g. river,
n
a. Landowner.
creek, sound, bay) Pamlico Sound
Name Stanford Hoidin,gs LLC
CNTPTION AND PLANNED USE
Address 84 Garner Lane
OF PROPOSED PROJECT
City Ba shore State NY
Zip 11706 Day Phone [phone] a. List all development activities you propose (e.g.
jqS (05q(p building a home, motel, marina, bulkhead, pier, and
194 252-995-6596 LtI&A excavation and/or filling activities.
Boat Ramp with gravel access, addition of 8 personal
b. Authorized Agent: watercraft slips, 477 ft wooden or vinyl bulkhead and
associated backfill activities, 305 SF proposed gravel
Name Environmental Professionals, Inc. drive to access boat ramp from the Existing .gavel
- _ parking lot, dredging of Canal and Basin
Address PO Box 3368
City Kill Devil Hills State NC
Zip 27948 Day Phone [phone]
Fax [phone]
c. Project name (if any) -"Real Kiteboarding"
NOTE; Permit will be issued in name of landoxmer(s), and/or
project name.
2. LOCATION OF PROPOSED
PROJECT
a. County Dare
b. City, town, community or landmark
Waves, across from Dare Building Supply _
c. Street address or secondary road number
25706 NC HM 12
b. Is the proposed activity maintenance of an existing
project, new work, or both? Both
c. Will the project be for public, private or commercial
use?. Commercial/Retail/Instruction
d. Give a brief description of purpose, use, methods of
construction and daily operations of proposed project.
If more space is needed, please attach additional
pages. See Attached Narrative for full details
4. LAND AND WATER
CHARACTERISTICS
a. Size of entire tract 2.89 acres
b. Size of individual lot(s) N/A
c. Approximate elevation of tract above MHW or NWL
0-8 feet
d. Soil type(s) and texture(s) of tract
Carteret sand,_Duckston fine sands. Newhan-Corolla codex
C. Vegetation on tract Spartt'na Allerniilora, Distehilis
Spicato, Phragmites sp., Juncus roemerionus, lawn
gLass
f Man-made features now on tract: man made canal
and basin, 3 three buildings, existing gravel parkin
lot 2 floating slips
Revised 03195

Form DCM-MP-1
g. What is the CAMA Land Use Plan land classification
of the site? (Consult the local land use plan.)
Conservation X Transitional
Developed Community
Rural Other
h. How is the tract zoned by local government?
commercial
Is the proposed project consistent with the applicable
zoning? X Yes No
(Attach zoning compliance certificate, ifapplicable)
Has a professional archaeological assessment been
done for the tract? Yes X No
If yes, by whom?
k. Is the project located in a National Registered
Historic District or does it involve a National Register
listed or eligible property?
Yes X No
Are there wetlands on the site? X Yes _ No
Coastal (marsh) X Other 404 wetlands
If yes, has a delineation been conducted? No
(Attach documentation, ifavailable) approxirnale lbnilsshmm
on plat
m. Describe existing wastewater treatment facilities.
_Individual septic systems planned
n. Describe location and type of discharges to waters of
the state. (For example, surface runoff, sanitary
wastewater, industrial/commercial effluent, "wash
down" and residential discharges.) Surface runoff
o. Describe existing drinking water supply source.
Dare County Water System
5. ADDITIONAL INFORMATION
In addition to the completed application form, the
following items must be submitted:
• A copy of the deed (with state application only) or
other instrument under which the applicant claims title
to the affected properties.. If the applicant is not
claiming to be the owner of said property, then forward
a copy of the deed or other instrument under which the
owner claims title, plus written permission from the
owner to carry out the project.
• An accurate, dated work plat (including plan view
and cross -sectional drawings) drawn to scale in black
ink on an 8 112" by 11" white paper. (Refer to Coastal
Resources Commission Rule 710203 for a detailed
description.)
Please note that original drawings are preferred and
only, high quality copies will be accepted. Blue -line
prints or other larger plats are acceptable only if an
adequate number of quality copies are provided by
applicant. (Contact the U.S. Army Corps of Engineers
regarding that agency's use of larger drawings.) A site
or location map is a part of plat requirements and it
must be sufficiently detailed to guide agency personnel
unfamiliar with the area to the site. Include highway or
secondary road (SR) numbers, landmarks, and the like.
•A Stormwater Certification, if one is necessary.
•A list of the names and complete addresses of the
adjacent waterfront (riparian) landowners and
signed return receipts as proof that such owners
have received a copy of the application and plats by
certified mail. Such landowners must be advised that
they have 30 days in which to submit comments on the
proposed project to the Division of Coastal
Management. Upon signing this form, the applicant
further certifies that such notice has been provided.
Name Asa Hamilton Gray Jr. Estate
Address P.O. Box 37 Rodanthe, NC _27968
Phone
Name Terri L. Lynch and Mary K. Coomer do Terri L. Lynch
Address 2909 Cardo Place, Virginia Beach, NC 23456
Phone
• A list of previous state or federal permits issued for
work on the project tract. Include permit numbers,
permittee, and issuing dates.
General ermit No. 33096A issued on A ril lb 2003 Eiced
ermsts may a on file withor Work
yprevious owner of parcel, Leland Midgett,
• A check for $250 made payable to the Department of
Environment, Health, and Natural Resources
(DEHNR) to cover the costs of processing the
r R
application.i'i,
• A signed AEC hazarngice? for projects in
oceanfront and inlet areas.
Re,,ised 03195

Form DCM-MP-1
• A statement of compliance with the N.C.
Environmental Policy Act (N.C.G.S. 113A - 1 to 10)
If the project involves the expenditure of public funds
or use of public lands, attach a statement documenting
compliance with the North Carolina Environmental
Policy Act.
6. CERTIFICATION AND PERMISSION
TO ENTER ON LAND
I understand that any permit issued in response to this
application will allow only the development described in
the application. The project will be subject to conditions
and restrictions contained in the permit.
I certify that to the best of my knowledge, the proposed
activity complies with the State of North Carolina's
approved Coastal Management Program and will be
conducted in a manner consistent with such program.
I certify that I am authorized to grant, and do in fact, grant
permission to representatives of state and federal review
agencies to enter on the aforementioned lands in
connection with evaluating information related to this
permit application and follow-up monitoring of the
project.
I further certify that the information provided in this
application is truthful to the best of my knowledge.
This is the 29th day of August , 2003.
Print Name Kendall Turnaae (Agent)
Signature
Landown er or Authorized Agent
Please indicate attachments pertaining to your proposed
project.
X DCM MP-2
Excavation and Fill Information
X DCM MP-3
Upland Development
X DCM MP-4
Structures Information
DCM MP-5
Bridges and Culverts
DCM MP-6
Marina Development
NOTE: Please sign and date each attachment in the
space provided at the bottom of each form.
r
SEP4-1
Revised 03/95

Form DCM -MP-2
EXCAVATION
AND FILL
(Except bridges and culverts)
Attach this form to Joint Application for CAMA
Major Permit, Form DCM-MP-1. Be sure to
complete all other sections of the Joint Application
that relate to this proposed project.
Describe below the purpose of proposed excavation
or fill activities. All values to be given in feet.
Access
channel
(MLW)or
(NWL)
Maintenance
Dredge
Canal
Maintenance
Dredge
Boat
Basin
Boat
Ramp Total
Rock
Groin
Rock (rip rap)
Breakwater
Other
(Excluding
shoreline
stabilization)
Average Final
Existing Project
T,ennth Width Depth Depth
N/A
-------
-------
-------
150'
17'
2.0
3.0
152'
80'
2.0
3.0
38'
12'
at ex. NWL)
0
at ex. NWL)
0.3'
NIA--------
-------
-------
NIA--------
-------
-------
NIA--------
-------
-------
1. EXCAVATION
a. Amount of material to be excavated from below
MHW or NWL in cubic yards Approx. 638
CY
b. Type of material to be excavated Sand/silt
c. Does the area to be excavated include coastal
wetlands? Yes X No
d. Highground excavation in cubic yards 6.6 CY for
boat ramp
2. DISPOSAL OF EXCAVATED
MATERIAL
a. Location of disposal area spoil disposal area .
shown on plat
b. Dimensions of disposal area
Oversized 105' X
87' spoil area
shown on plat
c. Do you claim title to disposal area?
X Yes No
If no, attach a letter granting permission from the
owner.
d. Will a disposal area be available for future
Maintenance? X Yes No
If yes, where? Upland area north of arkin
Area
Revised 03/95

Form DCM-MP-2
e. Does the disposal area include any coastal
wetlands (marsh), SAVs or other wetlands?
Yes X No
f. Does the disposal include any area in the water?
Yes X No
excavated material may be used as backfill only AFTER
DEWATERrNtG
3. SHORELINE STABILIZATION
a. Type of shoreline stabilization
X Bulkhead Riprap
b. Length
477 ft
c. Average distance waterward of MHW or NWL
5 foot
d. Maximum distance waterward of MHW or NWL
10 feet
e. Shoreline erosion during preceding 12 months
1 ft
(Source -of applicant
information)
f. Type of bulkhead or riprap material
Wooden or Vinyl Bulkhead
g. Amount of fill in cubic yards to be placed below
water level
(1) Riprap NIA
(2) Bulkhead fill 78 CY
h. Type of fill material: sand
i. Source of fill material : permitted quarry
and spoil from dredging (after dewaterin )
4. OTHER FILL ACTIVITIES
(Excluding Shoreline Stabilization)
a. Will fill material be brought to site?
X Yes No
If yes,
(1) Amount of material to be placed in the
water 2.44 CY concrete
(2) Dimensions of fill area 10 `x 20'x 0.33'
(3) Purpose of fill boat ramp
b. Will fill material be placed in coastal wetlands
(marsh), SAVs or other wetlands?
X Yes No
5.GENERAL
a. How will excavated fill material be kept on site
and erosion controlled?'
Silt fence around spoil site
b. What type of construction equipment will be
used (for example, dragline, backhoe, or
hydraulic dredge)?
Dump truck, backhoe, front end loader
c. Will wetlands be crossed in transporting
Equipment? Yes X No
If yes, explain steps that will be taken to lessen
Environmental impacts.
"Real Kiteboardina" EPI Proiect 403-009
Applicant or Project Name
Signature.
Date
Revised 03195

Form DCM-MP-3
UPLAND
DEVELOPMENT
(Construction and/or land disturbing activities)
Attach this form to Joint Application for CAMA Major
Permit,
Form DCM-MP-1, Be sure to complete all other sections of
the Joint Application that relate to this proposed project.
a. Type and number of buildings, facilities, units or
structures proposed
I concrete boat ramp
1 gravel access to boat ramp
b. Number of lots or parcels
c. Density (give the number of residential units and the units
Per N/A
acre)
d. Size of area to be graded, filled or disturbed including
Roads, ditches, etc. 15, 015 SF land disturbance
e. If the proposed project will disturb more than one acre of
land, the Division of Land Resources must receive an
erosion and sedimentation control plan at least 30 days
before land disturbing activity begins. If applicable, has a
sedimentation and erosion control plan been submitted to
the Division of Land Resources? Yes X No
If Yes, date submitted
f. List the materials (such as marl, paver stone, asphalt, or
or concrete) to be used for paved surfaces.
Gravel surface for boat ramp access
Asphalt for parking Area
g. Give the percentage of the tract within 75 feet of MHW or
NWL, or within 575 feet in the case of an Outstanding
Resource Water, to be covered by impervious and/or built -
upon surfaces, such as pavement, buildings, rooftops, or to
be used for vehicular driveways or parking. 5.4%
h. Projects that require a CAMA Major Development Permit
may also require a Stormwater Certification, Has a site
development plan been submitted to the Division of
Environmental Management for review?
Yes X No
If yes, date submitted
i. Describe proposed method of sewage disposal.
On site sewage system
j. Have the facilities described in Item i. above received
state or local approval? Yes, Local provisional approval
(Attach appropriate documentation)
k. Describe location and type of proposed discharges to
waters of the state (for example, surface runoff, sanitary
wastewater, industrial/commercial effluent, "wash down"
and residential discharges).
Surface runoff from boat ramp
I. Describe proposed drinking water supply source
(e.g. well, community, public system, etc.)
Dare County_ Water System
m. Will water be impounded? Yes X No
n.
If yes, how many acres?
If the project is an oceanfront development, when was the
lot(s) platted and recorded? N/A
"Real Kiteboarding" EPI #03-0_09
Applicant or Project Name
Signature
e/"a 4
Date
y w �.,:' .

Form DCM-MP-4
STRUCTURES
(Construction within Public Trust Areas)
Attach this form to Joint Application for CAMA Major Permit,
Form DCM-MP-1. Be sure to complete all other sections of
the
Joint Application which relate to this proposed project.
Dock(s) and/or Pier(s)
(1) Private X Community _
(2) Number i (replaces floating access
walkway from General
Permit)
(3)
(4)
(5)
(6)
Length 24'
Finger pier
Yes X
(i) Number
NIA
(ii) Length
NIA
(iii) Width
NIA
Platform(s)
Yes
(i) Number
NIA
(ii) Length
NIA
(iii) Width
NIA
e. Mooring buoys NIA
(1) Commercial Private _ Community
(2) Number N/A
(3) Description of buoy (Color, inscription, size, anchor, etc.
NIA
(4) Width of water body NIA
(5) Distance buoy(s) to be placed beyond shoreline
No
f. Mooring structure (boatlift, mooring pilings, etc.) NIA
(1) Commercial Community Priv
X No (2) Number
(3) Length
(4) Width
Number of slips proposed 10 (2 existing) g.
(total)
Proximity of structure to adjacent riparian property
lines 240 feet
Width of water body Basin-8Oft, Sound- 16.5 mi.
Water depth at water -ward end of pier at MLW or
NWL currently 2 feet
b. Boathouse (including covered lifts) NIA
(1) Commercial Private
(2) Length
(3) Width
C. Groin (e.g. wood, sheetpile, etc.) NIA
(1) Number NIA
(2) Length
Breakwater (e.g. wood, sheetpile, etc,) NIA
(1) Length NIA
(2) Average distance from MHW, NWL, or
Wetlands NIA
(3) Maximum distance beyond MHW, NWL or
Wetlands NIA
Other (Give complete descniv on)
3 pilings to secure 8 PWC slips 10-12" 16 feet long
Floating walkway attached to PWC Slips
$ floatin drive -on PWC docks and floating (addition)
_Boat ramp under MP-2
"Real Kiteboarding" EPI# 03-009 _
Cy,e : L7
Signature r
Date

REAL KITEBOARDING
CAMA MAJOR NARRATIVE
Proposed activities:
Construct 477 LF of bulkhead and associated backfill activities
Construct 10' X 38' Boat ramp and gravel approach
Maintenance Dredge man Made Canal and Basin and designation of spoil area
Addition of 8 floating PWC slips to the existing 2 floating PWC slips with associated pilings
Construct access walkway to PWC slips
The 2.89 site is used as a sound access to the Pamlico Sound for kiteboarding students and clients of the
commercial kiteboarding operation.
The site contains a manmade canal and boat basin excavated by the previous owner. The applicant is
proposing the requested bulkhead and backfill to stop the shoreline erosion currently occurring within the
basin due to numerous daily ingress/egress operations into the Pamlico Sound. This activity is producing
erosion along the side slopes of the shoreline. The requested placement of the bulkhead into the basin is
requested most importantly to allow for adequate space for long arm excavator dredging operations to be
accomplished preventing hydraulic dredge requests for the basin. Hydraulic dredging will require a larger
spoil site due to settling basin requirements and will constantly wash any existing contaminants out of the
dredged material back into the surface waters. The placement of the bulkhead waterward of the NWL will
also reduce the size of the basin and will reduce the volume of potentially stagnant or anoxic waters that
may potentially flow into the sound.
The Division of Coastal Management current guidelines does not allow basins of the configuration to be
currently permitted and therefore should recognize that by reducing the basin's landward extents, this may
possibly reduce the stagnation problems associated with the inland basin. Another plus is that surface
runoff will be forced to infiltrate across a greater distance prior to release into surface waters, thereby
providing filtration and thermal loading of the basin. This will also provide a greater separation from the
spoil site to surface waters.
The applicant recognizes the loss of the 404 wetland fringe and coastal wetland fringe on the east side of
the basin, but at the current rate of shoreline erosion, the wetland fringe will not exist within a year or two.
This would result in a site condition of a highground escarpment at the shoreline being eligible for a
General Permit within the near future, accomplishing the same bulkhead goal as being proposed herein.
This is the reason we are currently requesting the activity, and being honest about the intentions of the
conditions leading up to the request to bulkhead the shoreline and provided shoreline stabilization. The
applicant is willing to place conservation easements or deed restrictions on the on the remaining 29,991 SF
of 404 wetlands and coastal wetlands on the property as mitigation for the filling of the area behind the
proposed bulkhead. This will allow conservation of significant areas of 404 area versus misplaced efforts
to save a 404 fringe area in the basin, rapidly decreasing in area from erosion. Mr. Tom Walker (US Army
Corps of Engineers) has visited the site and confirmed that the 404 line on the north and south sides of the
basin begin at the NWL along the escarpment and he will not claim a 404 wetland fringe on the north and
south sides, These sides have a steep 2-3 feet escarpment, which do not meet 404 wetland parameters.
BOAT RAMP
A IOX 38 feet concrete boat ramp is proposed to provide ingress/egress for the applicant. Twenty (20) feet
of ramp will lie below the NWL while the remaining eighteen (18) feet will lie above the NWL. A gravel
approach is also being requested to connect to the EXISTING parking lot. This will provide the applicant
to maintain and fuel the PWCs used in kiteboarding operations in upland areas versus the maintenance
being performed near surface waters.

PWC SLIPS
The applicant is requesting the addition of 8 PWC slips in addition to the 2 previously permitted under a
CAMA General permit (TOTAL 10). These slips are floating, drive -on type slips. Included with the
construction of the slips is the emplacement of four more pilings to secure these floating slips. A 4 feet
wide by 24 feet long wooden walk will access the floating slips via the east side of the basin from the
proposed bulkhead.
DREDGING ACTIVITIES
The applicant is proposing to dredge the basin and access channel to provide better access to the connecting
depth of 3 feet in the Pamlico Sound, shown on the plat. The basin is currently an average of 1.5 -2 feet
deep that is due for maintenance dredging. The canal provides access to the Pamlico Sound for the
commercial/recreational activities associated with the kiteboarding, averaging 30-40 trips per day. Use of
the Pamlico Sound by such activities as kiteboarding that involve human to surface water contact, supports
regulatory agencies efforts to protect water quality.
The requested dredging depth is 3 feet for the basin and canal. The spoil has been placed outside of the 30
feet shoreline buffer. Construction of the bulkhead (waterward of the NWL) on the east side will provide
even greater distance from the spoil disposal area providing better surface water quality protection for
future dredge activities for the basin and canal. Silt fencing will be installed around the spoil disposal area
prior to any dredging activities.
Total Impacts:
Area within 75' AEC: 46,550 SF
Impervious within 75' AEC: 2,513 SF (5.4 %
Total Fill: 551 SF of404 non -inundated 404 wetlands (of which 238 SF is Coastal wetlands) filled with sand
2,120 SF backfill of Section 10 waters to allow for current and future use of an excavator to dredge basin (to
avoid hydraulic dredging alternative), improve stormwater infiltration distances and greater
distance from spoil area to surface waters.
200 SF concrete boat ramp below NWC.ramp (10'x 20'x 0.33')
Dredge: 17,230 SF of canal and basin to —3 feet for access and to promote flushing of basin
Spoil Area: Provided Oversized (87'X 105') Upland spoil area greater than 30 feet from current NWL
to be surrounded by silt fence
Construction: 477 SF of Wooden or Vinyl Bulkhead shoreline stabilization _
Addition of 8 Floating, drive -on PWC slips'' • 'ri
Construct 4 ft x 24 ft walkway to access PWC Slips
Install 3 additional 10" to 12" by 16 ft pilings to secure the 8 PWC slips
Boat Ramp: 10 ft x 38 ft x 0.33 ft concrete boat ramp (10' x 20' of which will lie below NWL)
(404 fill included within Fill calculations above)
305 SF gravel access to boat ramp
Mitigation for fill impacts:
All remaining 404 and coastal wetlands (approximately 29,991 SF) to placed under permanent conservation
easement or deed restriction to prevent further fill impacts, Conservation areas wetland are shown clearly
and noted on the plat.

FROM : 12 FAX HO. : 252-995-3682 Jul. 30 200.3 08: 24PM F'2
07/17/2003 1.7;04 25.24410721 ENVIRONMENTAL PROFES PAGE 02'
I hereby grant permission to allow En«rom neatal Professionals Inc_ to file for ,CAA
Major permit on my behali'for the improvements at Real Kiteboarding site in vcs,
NC, (owned by Stanford Moldings, LLC),
Title
Date
-4 46
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LL' L
RE Ey�
I
AU� 7 ?0f ?
C'OASTAMANAGEMEN-r
Fi.IZIBETH CITY

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DREDGE SPOIL CROSS SECTION
Real Kiteboarding, Waves, NC
Silt fence
2H 1 V Slope
SCALE 1 in = 1 Oft
1. Dike walls to be constructed first.
South
2. Remaining fill to be dewatered inside
dike walls.
3. Spoil material to remain in place until
completly dewatered prior to use as
bulkhead backfill
4. Spoil area to be stabilized and
vegetated after disturbance activities
2,
Silt fence
2H : I V Slope
***Proposed dredging
accomplished by an excavator.
Environmental Professionals, Inc
Date: 8114/03 Drawn by: KT
North

Proposed gravel access
Excavate
404 fringe
Coastal wetland fringe
BOAT RAMP
DETAIL
Real Kiteboarding
Waves, NC
Date: July 16, 2003
Drawn by: KT
SCALE I" = 5 FEET
W 20 . 00' 1�
Concrete ramp
Fill
Man made Basin
8 3.00 ft
s Bpi
M
Ell
<
M
'0
601li-i.-

Backfill
North
Dredge detail
REAL KITEBOARDING
Waves, NC
Proposed bulkhead
see bulkhead detail
NWL
Dredge to -3 feet
FOR PERMITTING PURPOSES ONLY
-IJ
94.17'
Scale I in = 10 ft
Dredged material must be dewatered in the
apoil area if to be used as backfill
Backfill
Proposed bulkhe a4-- N
South
CAMA conditions for dredging must be met for
drdgeing activities

50.00,
KLW
E G
E
B Proposed PWC F
o
ting
Slips (drive --on
y
e)
Exist'n
substrate
10- 12 inch wooden piling
(typical)
WEST
For Permitting Purposes Only
Construction must meet Dare
County Building Code
REAL KITEBOARDING
Environmental Professionals, Inc.
Drawn: KT Date: 9IO2/03
EAST

�--ANCHOR SKIRT 6' ►6Nimum
IN LIEU OF OUR = SKIRT. Ir OF
j5 WASHED STONE MAY BE USED
OVER TURNDOWN.
OR WOOD POST
dLll4IES 1. FILTER FABRIC FENCE SHALL BE A MINMLIM OF 32' IN MOTH AND
SHALL HAVE A MINIMUM OF 6 LINE WARE$ WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SLT FENCE IS TO RETRAIN
FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0' HN HEIGHT AND BE OF THE
SELF -FASTENER ANGLE STEEL TYPE.
4. WOOD POSTS SHALL BE 6 TO 7 FEET W HEIGHT AND 3 TO 4
INCHES IN DIAMETER. WIRE FABRIC SHALL BE FASTENED TO
WOODEN POST PATH NOT LESS THAN 19 WIRE STAPLES 1-1/2- LONG.
g. WASHED STONE SHALL BE USED TO 13URY SKIRT WHEN SILT FENCE
1S USED ADJACENT TO A CHANNEL. CREEK OR POND.
B. TURN SILT FENCE UP SLOPE AT ENDS.
7. WHEN FABRIC IS USED WITH WIRE MESH U* CENTERED POSTS MAY BE USE.
MAINTENAII 1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH
RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL
ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME 114EFFECTIVE PRIOR TO THE END
OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY. THE
FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT OR SILT
FENCE SHOULD BE REPLACED. THEY MUST BE REMOVED WHEN DEPOSITS REACH
APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSTS REMAINING IN
PLACE AFTER THE SLT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM
TO THE E)3"NG GRADE. PREPARED AND SEEDED.
SILT FENCE DETAIL
N.T.S.
•,Ef 0 u [:-....1
COASTAL klr" NAC:•7'hriVl"
ELIZAL,c JH C.'iY ..

404
WETLAND
FRINGE
Fi-l-_ 5.0 ft
Tieback
Sand/peat
substrate
17
4j
rn
Fill Area
5 FEET
BULKHEAD
ALIGNMNENT
Proposed Wooden
Bulkhead
Mean Low Water Level
Man Made Canal
Existing Substrate
Post
REAL KITEBOARDING
WAVES, NC
SCALE I in = 2 ft

404 Wetlands 10 ft Bulkhead
1-4 -� Alignment Detail
Coastal
Wetland
Fringe
HHN�
Uplands 10.0 ft Proposed
Grassed Lawn Bulkhead
Sandy soils / / //j//jj�/%//������/� .�k�
FILL AREA
REAL KITEBOARDING
Waves, NC
SCALE I in = 5 ft
177
>
CD
S�
Mean Low Water Level
Man Made Basin

SILT BOOM AND TURBIDITY CURTAIN DETAIL
AREA OF NO DREDGING
ACTIVITY
STAKE INTO BOTTOM
STAKE
-L L
FLOAT
TURBIDITY CURTAIN/GEOTEXTILE SILT
BARRIER
ALLOW ADEQUATE SLACK FOR
TIDAL VARIATION
DREDGING ACTIVITIES ow
Turbidity Curtain to remain
in place for a minimum of 24
hours after cessation of
dredging activities
EXISTING SUBSTRATE

Development Type
F=5
(14300 1601-435100093 1625 6253)
f24300 1502 43S100095 2341
1. private, non-commercial
development that does not Involve
5250
100°„ ($250)
0% (So)
the filling or excavation of any
wetlands or open water areas:
I1. public ar commercial develcpment
that does not involve the filling or
546o
100%, (S400)
C % (SO)
excavation of any wetlands or open
water areas:
Ill. For development that involves the
filling and/or excavation of up to 1
acre of wetlands and/or open water
areas, determine if k B. C, or D
below applies:
Ill(A). For Private, ncn-commercial
development. 1f General water Quality
$250
100% (S250)
0% S0
( )
Certification Na.330i (see attached)
can be applied:
III(B): For public or commercial
development, if General water Quality
5400
100% ($400)
0'% (SO)
Certification Na.3301 (see attached)
can be applied:
11
1ll(C). if Gene ter duality
Certification No: 30 (see attached)
could be applied, bu DCM staff
determined that additional review and
5400
60% ($240)
40°% (S160)
written DWQ concurrence Is needed
because of concerns related to water
quality or aquatic life:
'
Ill(D). If G era/ Water t?uZed)
//.(5240)
Cerlifica' n No.3301 (see
S400
6
40°% (S1GO)
can n be applied: /
.
IV. For development that involves
the filling andlor excavation of more
5475
601,e (S2E5)
40% (S190)
than one acre of wetlands and/or
Open water areas:

1863
ENVIRONMENTAL PROFESSIONALS, INC.
P.O. BOX 3368 919-441-0239 W251531
KILL DEVIL HILLS, NC 27946 �7'J ' �� 647
PAY TO THE
ORDER OF
D O L L A R S
NationsBan [
NationsBank of North Carolina, N.A.
Munteo / Kitty Hawk
Stq11 1vZ��
FOR . o3- 610 lit

Page 1 of l
Clay Massey
From: Scott Vinson.[ScottVnson aQncmail.net]
Sent Thursday, May 11, 2006 10:25 AM
To: Clay Massey
Subject Real Kite boarding
Clay;
Regarding the set backs for the infiltration systems, they have to be a minimum 30'
from the boat basin, but 50' from the Coastal Marsh line, since the coastal marsh
is considered class SA surface waters.
If you propose an infiltration system for the overflow parking it would be best to
have the storage required under the geo-web/grass pave2-in washed 57 stone Wor pipe,
instead of proposing the required storage above the parking elevation with the
parking area bermed up.
This underground storage would be viewed as an Infiltration Trench designed system.
(There is a "Underground Infil. Trench Supplement Form" that will need to be submitted.)
The bottom would have to have the 2' separation and because
there would be no by-pass for stomas greater than 1.5" then there would have to
be at least double the storage volume, or 3 ", provided in the rock. There would still have to
be a 59 vegetated filter or grassed buffer area for large storms that might overflow
the parking area. One possible design would be to have a level edge of the parking
area overflow through 59 of grassed area before entering the marsh.
The other two infiltration basins will also have to have a 50' long vegetated filter as well.
Please note that a vegetated Swale is not the same as a vegetated filter.
(See 15A NCAC 2H .1008 (f) and the BMP manual for the veg. filter requirements.)
Please call or write if you have further questions,
Scott
5/1112006

TATED FILTER
.TER SWAL
;/
:VELIMG
R BASINS A AND C.
' � 7�
WAT R METER TO
.K_ BE SET BY COUNTY i
.__ r
J.�sxry`= 'f, 0 f"` FORC S. CONTRACT R
,�: ►°• TO P 0VIDE WATE
METER BOX
T\�PE K 2 112"CONNEC'
�IRP'ORATION
DOUBLE CHECK/VALVE
r ASSEMBLY VAULT, SET
TO GRADE, ± .0'; SEE
r DETAIL, C-5
WATER SER ICE NOTES:
1. WATER 1SERVICE TAPS�REQD: S" TS &
VALVE=MEST16%E
IRE ERVICE AND 2 1/2" Ti
FORDV.0 E r 2. CONTRACTOR TO LOCATE EXISTING
,f WATER SERVICE LINE FOR LOCATIO Al
DEPTH OF CONNECTION

ISCHARGE OG
77
Is
pip
m
E*
. ;-7-X ,
+/62
MG

rATED FILTER
Mvv ATER
SS
S-roRMWATER y B
�NAGEMENT BASIN
:.I`S � F�
t1 I �s'rifmat- 1
GUTTERIROOF DRAINS
G TO BE DIRECTED TO
S
STORN1WATER BA
%V Q
'....._......................................................�....,--:
E;.........................................................................................................
.............................. i
CONNECT ROOF DRAINAGE �y
- FC.R.V,
T STORM ECH SYSTEM �,. ° ..........................
3 -..... RO : FDRAINS W ............_............ . ...................... a::::::::::::::::::::::::::::::::.:.:
SE MEp DRAWINGS FOR:
N NORTHSIDE TO BE,.._.._......... -........ ;
r�TED...I[ aRDER TO,�_ C4NTINUp►TIO QF
it DIRECT .. TO
W°ATERISE.RVIC.:::::::::::::::a�:
MRMWA'FER.......... .............Q...:........
IwE.CTIO�N SYSTEM[. NOTE: GHAMBSRB................
ST
........... - FOR OVERFLO*:::STORAV"
VQLUME, ISOLATOR
g �4 ROWS NOTQD. P 8F
100` VEGETATED FI
STORMWATER SW
o0, „
VI 2� w
T

WATER/SERVIG' TQ:::::.:::.:.:.::::;:
o. nn► h
.......:..........
LECTiCIN SYSTEMU NOTE: CHAMBER$ H­� T
ST
.._.._.............$ _ STQRA E.., r
�FOR aVERFL01t M 1. ` � � ': F
Yi a ,
v6sTaRMr
• T� VOLUME, ISOLATOR _ 4
S
......,., p 8 OO ROW NOTpD. P
g• B�pD 4
::. R'f`
:;... STORMWATER I
MANAGEMENT
BASIN •'A"(UNDE
COVERED DECK
< ouK
9'
DFU
d5tQ i,tlgWil�i
KAYAK
so
CU TER1RlO DRAIN ON
D
�fORTH9fDt Tb-gE LD
IN ORDER IRECTED
TO STRMWp►TER
COLLECTION SYSTEM
BUILDING #1
FFE Y 9,135
A
b
u
PWAR.EHOUSF ;
SEE {IAEi' DRAWINGS FOR
CONTINUATION Orr WATER a i
SERVICE
R

w-r.a sa.sr.a-,• w#s;n s-a:r�a,-;_—,
I ON
STORMWAT�R ERlRoO D
O GATED7
MANAGEMENT DIRECTED �
BASIN "A"(UNDE qo1 ORDER TO BE
KU KAYaV I CATER
COVERED DECK) TO STORM gTEIV1
COLLECTION SY,, i.
BUILDING #1
�nREn FFE _ ,9, 35 o
d5itl •U�3f'l.LVSIIS � �
WAR6Hpi7CF' 's
C. INGS FOR
f SEE MEP DRAB W Al o
CONTINUATION or ,
SERVICE
Nf
TY-
.,
VY ATEWMANAGEM T.
vex ; i r
i11V 6.0 BASIN "A 1 RMK µ '
40
. v
w '
ED FILTER
DRAINS �
.'.; u..'', GUTTE,���OOF FILTER
ER ;�; ����� �; � � , � SO�TI {S1UE TO PORD TO � ETA-�Ep
ir
t t w ���( � s t,�E, � LOCATED{EOTEO TO STO�,, VU ��
i r*w w* }►

SEE SHEET C5.1 FOR DETAIL DIMENSION
ON STORMTECH 310 SYSTEM
R/W
GRADE TO
5.8 DRAIN TOP OF BANK = 5.8
3 3
i
BOTTOM = 5.5'
4'
STORMWATER MANAGMENT BASIN "C"
SECTION C-C
i
S 'T
FFE = 8.05
J
BOTTOM = 5.5'
MAXIMUM
STORMWATER MANAGEMENT BASIN "B"
r CFCT1r'liar a a
...:, `
STORMK
BASIN 'A'COVERED
Afo
7 .
ww 16
�
TNV.
6:©
83006
VEGETATED FILTER,,
STORMWATER
SWALE
r:

FFE = 8.05
j
BOTTOM = 5.5'
MAXIMUM
STORMWATER MANAGEMENT BASIN "B"
SECTION B-B
r
y �
O AT { TOP OF BANK = 6.2 a0 0
3 m �
BOTTOM = 5.5' a m
r - 13. 8' - — -�-_
MAXIMUM
STORMWATER MANAGEMENT BASIN "A"
SECTION A -A
� q+
VEGED
STORM
SWALE
t

DATA SHEET Grasspavez
GrasspaveZ Maintenance Guide
Grasspave2 Maintenance Guide
Regular maintenance is required to maximise traffic on grass paved areas with minimum
wear and tear problems. The following maintenance and repair information, compiled from
more than a decade of client experience with GrasspaveZ, will enable staff to keep your
grass paved areas healthy and beautiful all year long.
For more information about basic maintenance, or for answers to questions about a unique
site, contact Invisible Structures Pty Ltd
Normal Maintenance
GrasspaveZ paved areas require basically the same care as other turf areas. Mow, irrigate,
and fertilise as necessary for selected grass species for a healthy turf. As levels and
frequency of traffic increase, greater stress is placed on the turf, which requires careful
observation and response by maintenance staff. Recommended fertilisers and
micronutrients are:
• N,P,K Fertilisers - for other fertiliser applications, use fertilisers best for grass
species used. As traffic frequency increases, the need for additional nitrogen increase
in order to make the grass grow faster and replace damaged blades quickly. Take care
to use fertilisers that do not have poor materials such as clay as "fillers." The best
fertilisers are:
• Slow release (temperature activated)
• Liquid concentrates (through an irrigation system)
• Micronutrients- apply fertiliser supplemented with micronutrients available from
reputable nurseries and turf suppliers. '
• Other Chemicals- apply water, herbicide, and insecticides as needed in response to
site specific needs/problems. ,
Aeration.
IMPORTANT!! DO NOT AERATE GRASSPAVE2 INSTALLATIONS!
Aeration is a treatment for compaction problems, associated with poor percolation.
GrasspaveZ paved areas do not need aeration because, when properly installed,
compaction will not occur. Aeration equipment will damage the GrasspaveZ structure and
could prevent its long term function.
If compaction problems and poor water penetration problems arise, they can be due to
filling rings with organic soils. (Many sod farms grow instant turf in high organic soils, such
as peat,) When these soils dry out, there can be severe shrinking. The use of dry fertilisers
with clay as a "filler" material (sometimes as much as 70% of the bag contents) can also
contribute to compaction and poor water penetration. Organics (silt, clay, peat) can
effectively seal off the surface of the grass paved areas, preventing entry of air and water
to the roots.
Poor percolation can also be a result of chemical change to soils of ionic charges that might
increase water repellency of soils. Solutions include treatment with products of chemicals
such as wetting agents (diluted detergents), gypsum, etc. Your local garden suppliers can
be excellent source for advice on local conditions.
Antifreeze Spills- See Oil/Antifreeze Spills
Bare Spots- Causes and Solutions
It is import to determine' the cause of bare spots in order to select the most appropriate'
solution. Some possible causes and solutions:
(Cause/Solution)
• Incorrect instant turf (instant turf grown in peat, silt or clay) for high traffic areas.
Totally replace with sand grown instant turf. For low traffic areas; amend soil with
chemicals such as detergents and add sand to cracks for low traffic areas, and reseed
as needed.
INVISIBLE STRUCTURES PTY LTD Ph. [phone]
www.invisiblestructures.com.au Fax. [phone]
[e-mail]

r�
DATA SHEET GrasspaveZ
GrasspaveZ Maintenance Guide
• Poor quality seed
Reseed with fresh source.
• Erosion
Intercept source of water and redirect to reduce impact.
• Lack of nutrient
Increase water and fertiliser.
• Shade
Reduce shade cover or change grass to more shade tolerant species.
• high traffic
Increase fertilisation and water, and/or reduce traffic frequency by limiting or
alternating zones of access.
Bare Spots — Repair
1. Fill rings uniformly with clean sand (concrete sand is preferable) to the top of all rings.
When seeding, use a plastic leaf rake to lightly rake, disturb and loosen surface.
2. Moisten area with a diluted detergent solution to break the soil's surface tension.
3. Topdress small bare areas with a mixture of sand and grass seed that either matches
the installed grass species or changes the species for an environmental response (such
as a shade mix).
4. Mulch with a layer of cellulose (paper) placed over the topdressing mix to speed
germination and prevent surface erosion by irrigation or rainfall, Commercial mulch
materials should have a fine texture, such as those used for hydromulching. If visually
acceptable,'thin strips of newspaper (per office shredders) can be used very effectively
as mulch.
5. Inject Hydrogro. Hydrogro's advantage is that it is able to store moisture and dissolved
nutrients within the root zone, making them directly available to plant roots. Check
local dealers or equipment rental sources for machines to inject dry polymers by
compressed air into existing installations.
Irrigation
Regular irrigation is necessary for grass subjected to the stress of daily traffic, even in
areas with "historically high average rainfall." The combination of daily traffic and even a
week without rainfall can quickly destroy a quality grass paved area. Repaired areas also
usually require supplemental water to establish grass.
The irrigation system can be a hose and sprinkler, a simple manual valve system, or an
automatic pop-up system as appropriate for the owner's maintenance program and
budget. Automatic irrigation systems are low in labor costs, provide quick response to
usager conserve water, and allow for easy and rapid fertiliser applications. Standard large
diameter spray heads will keep the irrigation cost per square metre to a minium. Manual
systems have higher labor and water costs and variable response to water needs.
Buried low-pressure porous pipe irrigation systems have also been used with success.
This type of irrigation can work during daylight hours without wasteful spray damaging
people of objects above the ground. However grass leaves do not receive cleansing water
falling from above.
Oil/Antifreeze Spills
Small Spills -
Naturally occurring micro-organisms in turf can break down oil and "clean" spills prior to
their reaching the water table below. Thus, turf is capable of accepting a small amount oil
drippings without harm to grass plants. Small amounts of diluted detergent (dishwashing
concentrates) applied to minor spills will also help to reduce oil particles to a manageable
size and speed recovery.
INVISIBLE STRUCTURES PTY LTD Ph. [phone]
www.invisiblestructures.com.au Fax. [phone]
[e-mail]

I�
DATA SHEET
Grasspavez Maintenance Guide
Grasspave2
Large Spills - Large oil or antifreeze spills will effectively sterilise affected soils for years
and prevent growth of most vegetation. Thus, affected soil, base course, rings and grass
should be replaced and soil disposed of according to local codes relating to hazardous
materials.
To create a uniform edge for repair, use a turf cutter or circular saw with masonry blade to
cut the upper 50mm of soil and Grasspavez structure. Be sure to wear appropriate eye and
body protection when cutting into rings, soil, and gravel. The disturbed base can be dug by .
shovel or backhoe depending on the size of the area. Replace materials per Grasspavez
Installation Guide.
Rings- Repair When Exposed
When properly installed, Grasspavez units are protected from damaging ultraviolet (UV)
rays, which make plastics brittle, because they lie just below the soil surface. When
impressions of the rings are visible as creases in grass blades (during the growing season),
or when actual rings are visible to the eye, immediately cover the exposed rings with sand
topdressing to a depth of between 3mm to 6mrn above the top of the rings. This is easily
done by spreader equipment or with a shovel and broom.
Ruts
The appearance of ruts in grass paving is a sign of improper installation. Possible errors
include:
1. Improper depth of base, or inadequate compaction.
2. "Topsoil" placed between base and Grasspavez
3. More than 13mm of soil above top of rings.
Contact the original contractor to repair and reinstall to specifications.
Shade
As trees mature in the landscape, grass paved areas (especially those carrying daily
traffic) can experience a loss of grass vigor due to increased levels of shade. Some grasses
are more tolerant of shade than others and may have to be seeded into the affected area.
This can be done without removing the existing grass because a shade tolerant mix will
overcome a weaker grass. For a more rapid and complete conversion, however, an
application of a short-term herbicide such as Roundup can be applied according to
manufacturer's recommendations in preparation for reseeding. Use reseeding steps in
"Bare Sports - Repair" described on Page 3.
Grass paved areas not subject to daily traffic (such as firelanes) will probably not show any
stress from shading.
Snow Removal
Grasspavez paved areas can easily be plowed of snow using standard truck -mounted snow
plow blades with small skids on the corners to keep the bottom of the blade off grass
surface by approximately 25mm. This minimises surface skinning. This apparatus should
be used regardless of the pavement surface type.
The Grasspavez paved area surface should be at, or slightly below, that of adjacent hard
surfaces to avoid gouging. Grass plants are dormant in the winter and damage to grass
blades will be replaced with new growth in the spring. *Damage to grass crowns can be
repaired by topdressing as described in "Bare Spot - Repair" page 3.
Avoid long-term pile up of snow on grass paved surfaces to minimise possible damage
from snow mould and other related diseases. Snow melts from grass areas at about he
same rate as that of asphalt.
Thatch Removal
Over time, most grass installations, including Grasspavez areas, will develop layers of
thatch - usually defined as old leafiess stems of grass, or layers of grass clippings in
various states of decomposition. Thatch is a problem because it can prevent percolation
and, if allowed to build layers over 13mm in depth above rings, can allow compaction to
INVISIBLE STRUCTURES PTY LTD Ph. [phone]
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[e-mail]

r'
DATA SHEET Grasspave'
Grasspavez Maintenance Guide
take place above the Grasspave2 structure. This layer of thatch must be removed for the
long-term health of turf.
Different grasses require different techniques for thatch removal. The two most common
methods are:
• Use of spring tines on rotary mower blades (best for buildup from clippings)
• Use of turf cutter, set to shallow depth to skim tops of rings (best for air/waterborne
soil deposits over long term)
Depending on the depth of thatch removed and the condition of grass crowns remaining, it
may be necessary to topdress and reseed. (See "Bare Spots -- Repair" page 3)
Utilities — Subsurface Access
Subsurface utilities can be installed or repaired by cutting the Grasspavez structure and
turf with a turf cutter (set to depth below the Grasspave?), pulling/rolling up the section
and setting it aside. To reinstall Grasspavez, rebuild the base as in a new installation (See
Grasspavez Installation Guide) and replace the Grasspavez and turf. Be sure to compact
the base course material to 95% Australian Standard Compaction (3 to 4 passes with
vibrating roller on moist material).
In the case of a broken water or gas line below Grasspave2 paved areas, use a standard
backhoe for rapid and easy emergency access. Reinstall following instructions for a new
installation. If necessary, new Grasspavez units can be delivered by courier within 48hrs in
most parts of the country. The finish grade of base course (usually Finish Grade Less
35mm) can be used for temporary access until Grasspavez and grass are ready to
complete the finished surface.
Grasspavez Normal Maintenance Checklist
Aeration
NEVER AERATE GRASSPAVEz PAVED AREA
Fertilising
As appropriate for selected grass species.
Herbicides/Insecticides
As needed, following manufacturer's instructions.
Irrigation
As appropriate for selected grass species and rainfall amounts in area.
Micronutrients
Apply once a year (or every 6 months in warm areas).
Mowing
As appropriate for the selected grass species.
Thatch Removal
Remove when thatch reaches 13mm in depth above rings.
Grasspavez Installation Procedure
1. Excavate intended Grasspavez area to depth required for anticipated traffic and
remove spoil.
• Check exposed sub base for foreign debris eg. Tree roots or buried material.
• Grade sub -base with fall to allow for infiltrated water drainage to installed agricultural
drain lines or alternate drainage.
• Ensure total stability of sub -base by compacting if necessary.
2. Place sandy gravel base course material in lifts not exceeding 150mm compact each
lift to 95% Aust. Std. Compaction (2 or 3 passes with compaction on moist material is
usually sufficient).
• Ensure porosity of compacted sandy gravel base by running water onto base to
observe absorption/infiltration.
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DATA SHEET
Grasspave2 Maintenance Guide
Grasspavez
3. On final grading of base course fill, incorporate Hydrogro base conditioner at rate on
package in top 50mm, and compact to 95% Aust. Std. Compaction on carefully
screeded material.
4. Lay Grasspavez elements with rings up using interlocking mechanism.
• Fill Grasspavez elements with coarse sand as per spec. sheet for instant turfing or
hydromulch application.
5. Hydromulch or instant turf.
• Fertilise and water immediately continuing maintenance schedule as per installation
spec. sheet.
• Protect from traffic until turf root system is well established {emergency vehicles
excluded} usually 4-6 weeks.
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[e-mail]
Ph. [phone]
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DATA SHEET GrasspaveZ
GrasspaveZ Applications and Benefits
Grasspave2 Applications and Benefits
Strength of GrasspaveZ Paving
• GrasspaveZ paving offers a high level of rigidity and load bearing capacity,
consistent with hard surfaced materials, such as asphalt and concrete.
• Equal to or greater than 30,000 kPa when filled with sand (seeded or turfed)
Environmental Advantages of GrasspaveZ Paving
• Lower stormwater runoff
• 'High percolation rates
• Ground water recharge
• Lower reflected heat
• Appealing aesthetics
• Made from local recycled materials
Other Features of GrasspaveZ Paving
• Australian made
• East to install - rapid speed and low skills required
• Easy to maintain - same skills, materials and equipment as for lawn care
• Easy to repair - standard turf cutter, or shovel to patch small areas
Long fife - non -biodegradable, structural materials, UV resistance.
• Maintenance frequency - same as for turf lawns, greater use = more care
• Spill damage to turf - leaks of automotive fluids (can be repaired)
Examples of excellent applications for GrasspaveZ Paving:
• Peak demand parking - shopping centres, parks recreation facilities, sports
and amusement facilities.
• Occasional/Infrequent Parking- Churches etc.
• Event Parking - sports grounds, show grounds, racing, golf etc.
• Guest Parking - multi unit developments, high density housing developments
• Employee parking
• Overflow parking
• Occasional Traffic Routes - Emergency vehicle access etc.
INVISIBLE STRUCTURES PTY LTD
www.invisiblestructures.com.au
[e-mail]
Ph. [phone]
Fax. [phone]

:a �.Y..E r7r �.l� .r. -.. .- ,: ,.. -.-•. ik .. �L 7�. _., nb �Oire .-,. ..
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Air.

New Headquarters
Just immediately south or the newDenver International Airport
before you reach Interstate 70 you'll find our lr„ isible Structures.
Inc. corporate headquarters and manufacturing facility off Tower
Road In tho M Jessie Commerce Ccnter.
When you norm to Colorado, plan to stop
and visit with us, tour our facility, and enjoy
the pamr—k viers of the spectocular
Rack) MaunW— We'll make sure you ha.e
the latest Information on any of our growing
hsc of products, including Grassp—.2 for
grass paving, Gravelpavo2 for porous gravel
paving. Slopetame2 for soil stahllls d—on
slopes. Dralncore2 for subsurface water
collectlon and nl—oleut, arrd Ralnstoi el for
underground water t,,rage. P—nietional i ewards are available
L. designers and contractors who use our products and give us
Job Information,
Work With Professionals
Since one of our company s founders Is a licensed Landscape
Architect, ae Iromedlatcly saw the —ite, or being able to -talk
shori with designers. For our endee carp—te hIstary (since
1932) wn have focused on hiring sales staff with professional
design and contracting capeclenre. You will get straight answers
and current technology solution, to your specific design problems
from design professionals with construction experience.
Fast Friendly Service
We realise that you are tight for time in designing a project or in
.. _ E constructing—. We provide instant
! response with f—back information, product
quotes, installation cost estimates. hest ship-
ping routes. access to the Internet. high -qual-
ity brochures, and cur CD-ROM with
AutoCAD mrtstruetion details and graphics.
Grasspavez Early Years
In I982 our £lest gra. s paving vstem was
called Ria-bogs and was composed of 3' PVC
white rings glued onto netting and sold in 4' w 20' mats. It was the
start -a -business -in -your -garage approach. In 1988 we begair
molding 3' [,lark recycled HDPH plant lc rings and still glued
them onto nening. This roll rormat made installation very easy
for contractors and still is the single mast distinguishing feature
setting us apart from all modular pavers.
Metric Influence
In 1991 Grassrings2 (Grasspa-2) was introduced as a half -meter
by half meter square of rigid 2' black recycled HDPE plastic
Cover photo: bop Cent". krine. CA—Freiane raWdand Denmr. C0—Yak[ parking in the backyardat a city estatr-

ring. and integral flexible grid. Living In Australia from 1974 to
1976 g-e us the impetus for using melds — the -2' arter
Grasspave2 slgnifles square meter. In 1993 se. changed the name
to Gmsspare2, co —bin log the ward grass wit 1. the action word
'pave.' All of our products hart action wrords — pare. tame,
drain, store. We want you to art now and use our products!
Large Roll Sizes
In 1996 a she foreman from Valley Landscaping
Crest Landaping comment-
ed on how he preferred our old 4' x 20' rolls to the meter squares_
He claimed that the rolls cut down his installation tline conslder-
ably and were easier to handle. We took his advice and started
pre -assembling the meter squares into several roll size. wh4rh
ha,o been extremely popular with both contractors and
hontmwners.
Tire rolls Interlock with pegl hole conrtectors- dace fastened
together, t1—will arc ns one—tstent piece. Other pent
reinforcement -terns are grooved together and react in a stifror
rigid utanner leadhibto inns king, warping or heaving at he aurlace.
We use model numbers that coincide with metric ureasure•
ments, A chart of mil -sizes ran be found in the remerfold. Model
1010 Is one meter wide (3-31 by 10 meters long (32.8). Model 1020
is 20 meters long. Model 1520 Is 1.5 ureters wide {4.9). Model
20201, two meters wide. Model 2520 is Z,5 meterswide {8.2] by
20 meters long (65.13). Our largost roll, Model 2550, Is available
for parking lot projects as shown below. Each roll co,crs 125
square meters (1,346.0.
Fast Installation Time
Our .Its can be placed and rolled out In minutes! Rates axe
approximately 300 square metes, (3,00)10 per person -hour on
larger sdzeJabs, and I50-250 mz (1,500-2,500 s0 per person -hour
on smaller jobs. The —,:,,If Installation of base. Hydrogrnw.
Grasspa,c2 rolls. sand rill, and seed or sod Is 100 m2 (1.080 so in
one hour by two workers.
Cutting Rolls
Cutting is done with pruning shears! Shape around all site pro-
truslons including sprinkler heads, control boxes, curbing, bo).
lards, and adjacent hard Pavers. Maur designers are still using
width Incromrnts of 4 feet ,hick Is right between our one meter
(331 and our 1.5 meter (4.91. To solve this. simply cut our 2.5
meter piece don-o the middle ro achieve a 41width. Don't throw
odd pieces awns because they can be used for small areas. leery
little. product Is wasted!
Free Hydrogrow Mix with Grasspave2
Our turf ralnfor-nient syretcen 1s unique. In that we provide free
of charge, a soil amendment called Hvdrogrnw. which Vs designer!
to help grass geow in sand based root zones, We custom blend
Hydrogrnw, which Is a uilxture of —lite. hur—t,. palyerrer, and
porous ceramic. The results are amazing and cur Grasspare2
areas often look healthier than surrounding turf By using this
speelal mixture in the sand, porasit}' wll I be mainlalned, turf will
be attractiro, and aeration will not be necessary.
west Fainklall.rlkst Hartford Li—vnppig terdc parting time for om low m wedeitdsand drringbolkl*, Ter!chub indicate prting rows nusarea 5 planed inthewitter.

5
Firelanes
Our long and well established hlstorvarpr—iding safe, well can-
stractcd firelmres began In 1992 witlr out First Job in $:wwmass.
Calaradu, ,.at Aspen Ski Resort, Since then we have firmlv
establlshed our expertiu In thin area with tests having fsee-n done
by --al fire departments, bcgi nning right hire in Aurora,
Colorado. See the Lab Compression Test Results on Page 7. An
Irving, CA, Fire Department test can be seen on page I I
Please note that these details are sdwmtk in nature. Designer shall specify spacing
and design of edgetreavrcnts. Spacing mil vary with tintype, slope, and fire
departmenl requirements.
Swtare rrgnrrled landscape uplfight on
Ieltwithbotlard/I ght riximoringhl.
Visit our web site for updated new, on this application of
Grasspave2, You will also find our CD-ROM disk helpful when
designing firdanes. hlectronlc specifl-ti.n. are included as welt
as CAI) diawings similar to the ones shown here. Strnargth is
required In the base course design to hold up these heavy v blcles-
Prirnarlly what would fin used under asphalt pay ing Is similar
to that required under Grasspse2. Design vertical tontours in
ac­rdarece with long axle spacing, Submit your plans to your
applicable fire department to obtain approval. 14e can asslst with
Shnbnrassm kit atdgratud taimen tart pathrap that r¢sover Grasspaver
right, Note We mirilwted sandy gravel on left. Strappingtape arounditngs
roadba tviderGresspavO. wntairengeithelgravtl.nor shrink
mortar, a wncretir
t E
Feelane ardasd buildings is delineated with anyof these edge treatments. _
1ti } 6 3j�•
s OUT:�3�^ � r91���a�171E
51Gs-1 » �
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. bRhbrdtn
Vaud dfoadM
I re hlingathl es

7
Strength When Installed
5,700 pounds per square Inch (psi) can he exerted on sand-ftlltd
rings wilhuut deflection ur compromise to safety, w1wn resting
upon a base course thick enough and eompaeted to 95% Procter.
The. ring form Is the strongest shalm for grass paring in that it
has no weak corners. Supporting heavy loads with the rings
aU.— us to use less plastic in the
product, hence a 92% cold area
for root development, combined
with unbelievable strength! w�
Less plastic rneatrs I.— cost �—
to you,
120 psi Maximum on Public
Highways!
E.rn empty, Grasspare2 will
support 2,100 p,l (14,470 kPa)
well over the 120 psi high-
est truck the pressure allosced
—public highss'ays. This Iv a
safety fartur of 17 titu is. When
Grasspaxe2 is filled with sand
for wart of the rent zone medi-
um, the strength incr-- to
5.700 psi (39.273 kPa). The.
safety factor increases from 17.
to 47x. The heavier a —hide,
the more axles and tires f I
nmds to support the load being
carried. Grasspave2 will meet
and cxn.•ed all loading criteria.
Vehicle Loading Examples:
Auto toes: 40 pst
Truck tires: 110 psl
DC-10 Lhes' 250 psi
F-16 ilres:350 psi
Firc truck with oulriggcrs; $I
psi (MOOD lbtruck distritr
,red to four outrigger pads -
17,5001hs, each with 12' x 18'surface contact with Grasspave2).
All these erhiclos are well within our 5,700 psi loading capa-
bility. He sure your base course design is sturdy enough, and our
rings will ea silo do the job under all rondltimes. Also plan in
strengthrn concrete sidewalks and ruching that will be mounted
by floe trucks.
I.ab Compression Test Re5u its
Load -bearing capacity of sand -filled Grasspave2 r ings vs
concrete, and vahicle load big examples
tapat ty
Runoff Comparison Chat L
Runoff coeiTid—tn, 6,..pave2 and sandy gravel base
over various soil tyyes
100%
90% er+
60% e� trrw
50%
40%
2"
10%
,r.r.r�rr
04
1 2 3 4 S 6 7 8 9 10 I1 12
Inchesof Rain Dut mg 24 i'iours
e..,.n.,a.,..,uo-r-rs..o.••' owe...[ e•.r..,a, r..,.o e....a.,�, wa w.r,..m...nl. ma�..e
77
Base Strength Is Critical
All grass paving reinforcement structures are destgned for two
prlruary function. -- transfer, loads through the walls of the prod-
uct to prevent compaction, and provide small cellular confine-
ment areas for optimal g-1h, stability. and protection of the
grass root zone. A rigid base below all grass paving products is
required to receive and spread
loads that are ttan,fer,erl
[hrough the structure- Same
load spreading exists on the.
�L bottom of our products, but
~� should not be factoredinte
dosigncalndations.Tho upper
layer of pavement crass-sec-
ttens, whether asphah or
grass, is appropriately called
.y' $'. ehe'wearing tours.' and fun,
j,Lions to transfer loads to the
base course.
as i Water Runoff Concerns
f Park an grass! It will be afford-
-_
ahle as rmni—el to asphalt
and-11 pnwide the pnrn,kty
necessary for storm water tul-
le Iran, which is a mnJor ran,
tern m roan)' caonmunities.
Detention lee tns, manholes,
anti underground piping will
not be ,--,y in most shua-
tlons. Also many existing [vets
ran he saved, and new tr—
planted to further assist in
reducing runoff. Pieasercfeno
cur runoff chart for coefficients
even'arlousoll tvpes, You'll see
that Gcasspare2 with sand fill
can totally absorb up to 5* of
- rairfall In a 24-Iwer iwrkai and
thtratcs arc exmllem up to 12'
in a 24-hour period. The curoff for asphalt 1, 95%r anyamet.nL.
Drainage of Base
Be careful not to create a bath tub effect if subsoils are aotparous-
In tall Draincom2 underground drainage mats to move water,
away. Hating a sandy gravel Lase directly beeieath Grasspave2
(conthmed nr page 11)

Grasspave2 Installation — Mats can be rolled out in minutes!
600 m2 (6,000 51 per tsw-person Imur! For steps sll wn belcns — 100 m2 (1,0&0 so per two -person hour!
trasate tarlsmccuirse a determined
bysoihandloadingregui ements. Place
and compmI sandygrarcl whithshould
be a miatrae of clean sharp sand and
graelvarying in sin but not coeclirg
344: la Owk poreshy,sae a hose to see
that wa[es flows into the base and
drainsmay. Add aftwfare drainage
asoftKQryto Imwspols.
Apply Hydrogow mature thatisinclud4d
rrce-Lh your order. Hydrogrow is a mis-
ure of polyroo and fendim deigned
esptsially for ay GraSWp 02 system
Ran outGranpave2, aligning the side
hole fastenersover the site pegs. The
warmth of the stet will ielas the plastit
m it laysflaL iu1 the grid hetween rugs
saelg pruning steam. 1110msmall
pieces to thesame sparing.
Fill mgtwiN [lean sharp rmoe[e sand
using large rakes and brooms mthat
the top at One nngssim when dose.
laytnrf oaer the rings. On warnsdays.
wei the sand first to laver sand temper
aure and provide moisture forgrass
roost Seeding and hydronwlthing is
also an accepted vegetating method al
this stage. A do ANol[opsoilmay be
beneficial ip the case of seeding and
hydon"C irw.
Ron sad with heart' nano to dirrdnate
air pockets and make sure roon are in
carttact mththe sand fill. water Fawn as
us bcoordingtodmwkrequirements.
Whinto the area hasism seeded or
sodded, wait to drix an grasiuntii of tes
two n,owirgs. a time wrNdnwin eNab
Rsh the rootsysumad lock the sad
pieces in place. In an emargerxy such as
foe mickaccm, grassmay be driven on
immediately after ilntallatim
tage rolls sax irntatationddlam— itVihe fastest gaspmrig syNem! Rolls
apply to Gnwipave7, Gravelpx0, Orainvore2 and Slope[ame; w m roll sires
available by Mque$L
10
Mall
n
R
ft
ma f"
ka In.
1010
1 3.3
10 3?.8
0.5 1.7
_ 10
ion
I 33
20 65.6
0.B 2.7
20 215
37 82�
1050
l 33
So 164
12 4
50 533
93 205
�1520
1.5 49
70 65.6
0.6 23
30 323
56 123
1550'
1.5 4.9
50 164
12 4
75 40r
139 308
2020
2 6.6
20 65.6
0.8 7.7
40 430
7$ 164
2050'
2 6.6
50 164
12 4
100 1.076
195 4t0
2520
2.5 82
20 656
03 2.7
50 SU
93 205
L550•
25 62
50 164
12 4
t25 1346 233 513
..wwIN QM �.=vn=

m
(canttnued from page 7)
provides for good drainage at the surface and makes the flrelane or
park big area not only safer but mortdu cable Do a sItduspeitticln
when hdrase is insralled kou-rs re thcdeptitsn re aczvram and
drainagds cffertivr-
Base Course Design
Calntlating the depth and Composition of materials for the. basso
course hnot"ratesihe same desitit, riterla as forurher pavements:
load bearing capacity of native (or fill) subsoil
plastic sty or Impact of iralsture on
strength and longevity
• frost heave polemist
traffic load, frequency and/or duration.
Sample Base Course Depths
pleas. consult with a .it. engineer
for site -specific base requlrements.
Generally, the depth that Is used under
asphalt will be the regal-mr m under
Grasspay.2. Gnlr carts a ld pedesu Ian
traffic may require nothing over sandy
gravel soils, and Just 2' to 4' (5-10 on)
over very weak soils. Cars usually need
4' to 8' (10-20 cm). Buses, trucks, and fire
trucks can easily require 6' to 12- (20-30
cm) or mare. The use of geotevt Iles.
though rent requlrsxl. below the base will
prevent Integration with sultsalls and Is
strongly advised In areas of clay or slh
soils and frost heave.
Fi Iling Grasspave2 with Topsoil
Is Unwise
Remember that we. are building a road-
way with grass as the surface. Maintaining porosity for air and
water mov ement Is very important. When ergauic. clay or silt
particles are in the rings, compaction can take place within the
small cells, defeating the structure, and restricting across by air
and water to roots. Growing grass In sand over a sandy gravel
road base Is morn difficult to get established. but horticulturally
and structurally It works! If nits should appear In a finished
Installation, topsoil has been used either under Cher i ngsom [thin
theri ngs.contraryt wuri nstallationinstructions
ensure that the root system is well established. Seeding allows
total customiza Lion of plant selection and ell minates possible ran-
morination of the root zone from clay based or high peat content
sod. loth problems with high use areas.
92% Root Area and 100% Grass Coverage
Our installations are hard to find because they are invi+lhlel
1Vdh so Ititle plastic near the crow n of the grass, the blades of
grass are not stashed by product. hoot development Is not inter,
rvpi,cl from sprcading laterally. The rings ore strong and rigid,
keeping gray root system protected
from harm. The coots grew directly
downward and deeply Into the sandy
graced box recast G r a s s p a v 2 by
lnvlsihln Structures is, by far, the best
passibl,'living' paving surface
designed by a landscape arrlitt—L.
pttp" Claw, twirls CA— Fie department testate of
rrasspayeti with sand -filled rings to deform on stability of
outriggers when ladder was erivrided rklow Firelax
shewnyears laser. riassenha Ced the tarith ai mg art0
softened the appearance of this building.
Seeding Grasspavex Is Popular
In California and nl her teml•erare of !mate zones many of our
installations are seeded. Wall tine far a period of two no—ings will
Grasspave2Uniqueness
Large rolls for fast Installation — 10
In 125 m2
02% root area for best grass growth
• Strong rigid rings that coniorut to
undulating terrain with flexible grid
between rings
• 100% recycled post -consumer plastic
Kydrogrow— polymer, fertilizer, .it
amendment provided free
• Rolls eau be cut and shaper/ with
prontng shears
CSI Grants Specification Number
02795 Po=PatYig— Recognluoi 1 by CSI
has heipeci establish legitimacy to the
porous (grass and gravel) paving Indus-
tries, Nowwe ran all agree on 027951As designers expand their
vse and acceptance of porous paving, the industry will gmw
Creativity With Hard Surface Pavers
Ideas Include: Cmnb{ne Grusspave� wllh (lush paths, padsor mark-
ers of concrete In a flrelane for pedr,11h- tramq design elements
or ditlineation; rise brick pathways through the grass; flit therings
with other plant materials such aslalsies and ground covers: lay
strips of mncroto to define parking areas, especially handicapped
parking; rho-rkerl—rds of grass and paver it other patterns to
beenjoyed from high-rise ofnces; design of company logos in the
parkingiots or firelanes wit hrolymerbound:nlored�ton, narrow
residentlaktreets with guest parking on grass shoulders.
Handicapped Parking and Ramps
Because our system creates firm support in the grass, It Is very
acceptable as a wheelchair acres surface, loulllug a sultrase with
wheels across mat ble floors Is much easier than pulling it sera.,
carpeting. Likewise, wheeling across roncrete will be easler than
a Grasspacc2 grass surface by about the same amount- Care
should 6e taken to adhere to our speclfl-
catlons and either use the seeding
method or sand -baser/ sod to attain a
smoother profile, less coarse grass mixes
t ores will also increase the smoothness,
as will maintaining a short blade cut.
Porous Paving vs. Asphalt
Currently asphalt is substituted for
GrasspaveZ when the construction budget
Is cut. if campatisons are made pradun
to product, asphalt Is cheaper. Haweser,
when projects are large and the initial
engineering of the site Is begun with
pru.us grass paving as the first choice.
savings .sill be rrali-d with reducing or
allminaring .mein water collection ys-
terns, deleution basin areas, modifying
grading requlrements, and saving an
maintenance —tiff-trig.
Avoid Thin -Wall Web Systems
Several companies market an acrordion-
shaped mllular confinement system far
use as a porous pavement alternative.
These structures were developed fin the
mlllmry m stabilize Mall%-11, suffl-
Clently to allow for short term access by
military vehicles, The cells use a thin
12
suspended particles, traps alrborn dust, produce, oxygen, and
allows for cures in parking lots while cook ng the ambient air tom-
peratures. Our'ronectmeted' world needs to be more agreeable to
the human body.
'Urban parking lots are pollutant tot spots, says U.S. Forest
Sect ke pllotstudy diroctor Gregory MCP nee. n in a recent article
in National Wlldl lfc. Rising from the. cars is an invisible cloud of
Euhaive Private Residetre, Ca —Fort garage racrtyard
with prrvarywalls, open on one side to the spettanilarview.
Area doubts for rweatiorslentertainment use. Belwr. High
halsan gass—Gasspaw!� prarides a fain gasastrfaa,
protected from pedestrian wear, i hiaefiminatirg cow paths.
flexible wall to rnnhne soils or aggregam, but are nut able to etiec-
0%,Iy transfer loads vertically. The product price la attractive. but
the cells are too large to prevent compaction for,—. and dlstury
bance of the upper root woe Is inevitahl e, causing loss of turf.
Environmental Pressures
The pendulum has swung away from heightened concern vor the
environment. but it will soon swing hack. In our Immediate
fit Lure there will be further wil linguess to imprint water quality
and clean air— both of which are benefits offered by Grasapa-2.
The installed system biodegrades engine ails, filters silt and other
.vapecating gasol Ine, which releases
polluting hydror-bites I.E. the atmos-
phere. The hatter the cars. the faster the
fuel evaporates
There USFS scientists report that
'peak summer air temperatures can be
4.8 degrees cooler In lots that are well -
shaded compared to those with no
shade.' They are also doing a pilot
study of the effects of shad, on gasoline
evaporation front car! parked on
asphalt. 'Of the total hydracarbans
emitted into the atmosphere due to
human auivily, motor vehicles con-
tribute about 30%, and parked cars
supply almost 20% of the hydi-c—iborts
that come from vehicles- (Grasspave2
allows more trees in parking areas —
double cooling with grass and tars.)
Environmental Benefits
Grasspay.2 offers the following eavbun-
mental benefits per 100 mz (1.080 sl
or cmeragc:
• 410 lbs of recycled plastic consumed
and kept out of landfills
6.710 gallons of rain water kept on
site For every 10• of rainfall
22 adults supplied with oxygen Far one year from turf (carbon
dioxide gas converted)
1.7 tons of air conditioning effect annually from turf.
Maintenance
Irrigation Is required in dry di mates for w ar ing grass. Any popu-
lar pap -up system ran he use/. Simply cut out rings to reveal the
Irrigation mead- The use of Hydrogrcw all polymer quickly puts
the Grasspa-2 testa llation on the sanst, irrigat lon cycle as sur-
rounding turf. Be careful not to over water as this will encourage
shallm, ram de, ehnpment.

13
Fcrtllize once a year with an NPK slew release fertilizer that
contains trace elements. There are many brands on the market.
Do not aerate! You'll end up a lih product damage. When installed
using sand in the. rings, there will not he a compaction pruhlern,
Be careful not to use clay based sods in pedestrian or vehicular
traffic areas — use sandy moil sod. or seed and mulch. There
seems In be no problem with sod selection for fire lanes- Soddl„g
a it, will allow driving that same day If necessary.
Snow Removal
Our clients have calved this by attachhsg skids I. their plows.,
Fite departments require snow removal usually with storms
dropping over 3'. Consult with vour loyal fire department fnr
their guidelines.
Shipping
5Ve use three methods: UPS, Common Carrier. anti TruckfRail.
Your quote will hst the designated carrier that is best for vour
size order. Model 1010 t oils go UPS In quantities Ee that, 1.200
sf. Common Carrier Is used for Model. 1020. 1520, 2020, 2520
and larger. For orders of 3.000 m2 J32,280 sf) fir more -e utilize
Truck)Rail transportation — Model 2520 (2.5 meters high to max-
imize Inside traller dimens$ons).
Order Terms
Since your schedule rs tight. we usually stock Inventory ao that
we ran ship product to your site an the same day as financial
arrangements ore made, Discounts are given for pae-payment of
Your order — Mastercard, Visa, American Express, wire transfer,
Federal Express a check -- are all available. We also offer 30 day
terms to time clients with app-,od credit. In rare Instances,
terms beyond 30 days are avallablu.
Quantities larger than 200 m2 (2,000 so should be reserved in
advance through Purchase orders. The more advance not Ice we
have, the better we can meet vour schedule.
installation Difficulties
Should you perr,i.0 It problem with a Grasspave2 Installation,
please call us immediately so that we can consult with you to
resolve the Issues and give you protesslmwl guldance.
Thank You Customers
Through your creativity and loyal support we continue to enjoy our
relationship i with you. We appreciate your faith and commitmem
to us, and look ferwant to a long and lasting frieraisldp. Good Suck
with your wonderful pY jests Lets hear from You more often.
Vicki and BIII Bohuhoff and the families of Invisible Structures
Detroit Grand Pru, Bell hk, MI —loam rare tars, pedestrian, bases. and 80 000-h ttan sperter lacks use tAe area emy l ne for the week4ong event ftickswont get slack in the mod.
TECHNICAL SPECIFICATION
SECTION 02795 — Porous Paving
PART I — GENERAL
L61 Co.-[ Provisions
A. The Coadiuons of the Contraet and all SeetI.— or Division 1
are he by mode a part of this Sectinm
102 Description of %Vark
A. Work Included:
1. Provide and Install sandy grave I
madbase as per Geotechniral E.nglneer s
rccmnmendations anchor an shown one
drawings. to pmvlde adequate support fnr,
project design loads. See 2.02 Materials.
2. Provide G. asspave2 Paving System
pled -us Including Grasspavo2 units.
Hydrogrow soil conditioner, and installa-
tion per the atanufocturet s instructions
furnlshrxi under this section. forteatng,
3. Proside and mst.11 clean, sharp
sand to fin the Crasspave2 units, when needed.
4. Provide and install grass by using sod or hydroseeding.
B. Related Wirrk:
1. Subgrade preparation under Section 02200 Earthwork,
2. Submm race drainage materials — Sect lon 02710
Subsurface Drainage, when needed
3. Irrigation Installation — Section 02810 h rigation, when
needed.
1-03 Quality Assurance
A. Follow Section 01340 requirements.
B. Installation: Performed only by skilled work people with sat-
Ixfactory record of performance on lundscaping nr paving prefects
of comparable size: and quality:
Available in 9 roll um.
squares weigh 465
grams 01i.4 ot1 eatb.
Laler—bladt.
Resin—10%P6R HOPE.
strength-402 kgiud
j5,720Pv1.
14
1.04 Submittals
A, Submit manufacturer's product data and Installation
Irtsfrecdens.
B. Submit. 10-s l0-section of Grasspave2 materiaYo. review.
Review d and accepted samples will be returned to the contractor
C_ Submit material certifle ccis for base course and sand fill
materials_
1.05 Delivery, Storage, and Handling
A. Protect Grasspavez units from dam-
age during delivery and store under tarp
when time from delivery to Installation
exceeds one week. Keep Hydmgrnsv In a
dark and dry 1x tion,
1.06 Project Conditions
A, Revlew lnstallai lots procedures and
CWrdinate Crasspave2 work with other
work affected. Generally. Grasspavez is
installed at the same, time as Pn Jett grass
installation, nearly the last site construe
Lion attivlty.
B. All hard surface paving adjacent to Grasspave2 arras,
including concrete walks and asphalt paving, roust be completed
prier to installatlnn of Grasspave2.
C. Cold weather:
1. Do not use frursn materials or materials mixed or coated
with [to or Frost.
2. Do not build on frozen work or wet, saturated or muddy
suhgrade,
3- Grasspave2 is best placed when ambient air temperaturos
oxceed 55' F,
D. Protect partially completed paving against damage from
other construction traffic when work is In progress, and until
grass root system has matured (from 3 to 8 weeks). Aqv harrV-
tmlpaded sardygavel
_—•••-�..
road We plated also"
wmpacledsubgrade.
' -
95% modified prat Lot
dptsity. Hlgmgnaw
{
spread beforey-;r
a'
GmsspaveZrolls are laid
- 3
and h0edwitlidears
sharp sand.

15
cedes con eructed most still be—tessthle by emergency and fire
equipment during and after installation,
E. Protect adjacent —,k and surfaces from damage du, Ing
GrasspaveZ tnstallatlnn
PART 2 — PRODUCTS
201 Avatlablllty
A- A1ana(acturer: (GrasspaveZ,
Hydrogrow) Invisible Structures. Inc..
20100 East 35th Drive, Aurora. Cnlnrodn
80011-8160. Call from USA and Canada
800-233-1510 tcl I h ee, Internatlonal
303-373-1234. Fax [phone].
B. Local Sales Representatbe: (Contact
ManuFacturer)
2.02 Materials
A. Base Course.: Sandy gr e1 material
(corn local sources commonly used for road
base most ruction, passing the following
siecn analysis. '
3. Alternative materials such as crushed shell• limerock,
andlar crushed lava may be considered for hose course use, pro-
vided they are mixed with sharp sand 12000%j, and brought to
proper compaction. (Crashed shell and limerack since ran set up
Bee Tech Rnteniletunttionsrts111enowy-NVW.
100
314
85
3W
60
M4
30
440
< 3
#200
1. Sources of the material can include either -pit run' or
crusher run. Crusher run material will generally require sharp
sand to he added to mixture (20 to 3D% by volume) to ensure long
term panui[y.
2_ Selected materials should he nearly neutral in pH (range
from 6-5 to 7.2) to provide adequate root rune development far turf.
Irrigation Head Installation
Eitavalecornpectedsb
(
grade as req"W to permit
olivenentofinigabonppes.
FalinandcarrWroadbase
�, •.
arovdirrigatialnisu.Gut
it - - =
'N
and rensave GsasspvW rugs
_ r
-err
and9dilto amornawdate
1
irrigatgn head.
like concrete without sand added.)
B, Hydrogrow Conditioner: A dry syn-
Ihetle crystal made of polyacrylirotde
(4.1%) polymer. This polymer is nan-toxic
and neutral in pH, and will absorb 150 On
350 times Its weight in water from most
tap sources. Hydrogrow Is a non-ionic form
of polymer which allows absorption of fer-
011, sand tither ndnerals without degra-
dation, Alm—mi,e pnlymers of Ionic, or
a nlonic, forms will nor be allowed to be
substituted.
C. G,tsspave2 Grass Paving Unhx:
Lightweight I jcctfon-molded plastic units
0.5 x 0S x 0,025m (20, x 2". 1' high, 2.7
ft2 each) with hollow rings rising from a
strong open grid allowing maximum grass
rent pene[ratton and development. The
plaid, shall be 100%past-c ,armor recyeled plastic resins, pre-
d.,ni—tely HDPE. with mlnlrnurn 3%-rbon black concentrate
added for UV protect Ion.
Loading capability Is equal to 402 kglcm2 (5.700 psi) when
fitted with sand, over an appropriate depth of roadhase. Standard
color Is black. Unit weight = 510 g (18 oz.). volume - 8% solid.
Units will be shipped to pre -assembled rolls from 1 meter (401 to
2,5 meters (8.2) wide. Contact Manufacturer for size options.
D. Sand: Obtain dean sharp sand (washed concrete sand) to rill
the 25 rem (I ") high rings and spaces between the rings when
seeding car using 13 Tam (0,5' thick sod (sntl thickness}.
E. Grass: Use species resistant to wear by traffic generally a
�a.yr _ Clasnpof
and holeatlaidiment
plated above compacted
sarJ
gra
caurseSandand r oo
►. .•��ft_M.ty.
mass tofill 2.
�±Se!5K_
ma
lop at grass coMass;
6 Tam (.251 above lop of Ping.
Blu Qy4Fesrue mix used for athletic fields in northern climates,
and Zoysia, Fescue. or Bermuda types in southern climates. (Check
with tocal sod and seed suppliers for preferred mixtures. Dedicated
firelanes can use same grass species used on sur-unding turf.
Parking applications require greatest wear -resistant specles posse
ble, generally mailable only by seed or sprigging. Ch rom one of the
following paragraphs to suit proje requirements)
1. Sod: Use 13 rum (0.51) thick (sail thickness) rolled sod
fn>m a reputable local grower. Species should be wear resistunt,
free from disease. and In excellent condition, Sod shall be grown
In sand ar sandy luarn rolls only, or suppI led from a re gnlzed
"4Yashcd Sod- prorr_ss, Srxi grown In soil, c clay, silt. or high
organic materials such as peat, will not be accepted.
2. Seed: Use seed materials, of the preferred species for heal
environmental and projected [raffle --fit Inns, from to, I ifird
sou mess Seed shall he provided In contalners clearly labeled to
show seed name, lot number, not ,vnlght, %weed seed content,
and guaranteed % of purity and germination, Pure Live Seed
types and amount shall be as shown on plans.
F. Mitch: (Needed only Car seeding.( Shull be of wood or paper
cellulose types of carurnerclal mulch mate, I:ds oftea used In con-
junction with hydr—ee ling aperat4ma. Mulches ed straw, pine
needles, etc. will not be acceptance hec,11- of their law moisture
holding capacity.
G. Fertilizer: A commerdal 'starter" fertilizer, wilh Guarantis d
Analysis of 17-23-6, or as recommended by local grass supplier,
For rapid germination and root development.
H. Firelane Slgnage & Delineation: Flrelanes must be Identi-
fied regarding lheir ent-lice and physical location with Ilse
placement of signs, gates, curbs, bollards, etc. Specific signage
wording and other details must be coordlnat edwll h and
approved by local firs i ulb-il lei.
1. C,o—pave2 Sign: A sign to Identify the prexnm of
GrasspaveZ pavlog, stating that spacial maintenance Is rryuhed.
Parents panting with Grasspavei to save ezittirg trees — wrsstructutng minimal
fill over existing graft leaving tree roots undisturbed. Prot zone diameter equals
12' per l'trunk talipu. Mukh around tank withs[ooeor wood drips.
16
tdth the manufacturer s phone number, and made of durable
materials for outdoor exposure shall be provided and installed.
PART 3 — EXECUTION
3.01 Inspection
(It is recommended that Fire Department inspectors be scheduled
to Inspect Installation of Grasspave2 during preparation of the
subbase, installation of the base course, and Installation of
GrasspaveZ units. Most small pr jrcts can accommodate these
inspecllorts all on the same day. Verify with Fire Department It
restlflcales of Inspection are required_)
A. $,amine sabgr.s& and base course Installed conditions. Do
not start GrasspaveZ Irt-uallatinn until unxatisf—Wry mnditime,
are corrected. Check for porosity or subsoils, existence ofsubsur-
fare dra Image (If needed). irnproperly compacted trenches, debris,
and Improper gradients.
R. Installatior constitutes acceptance of existing conditions
and responsibility for satlsfactory performance. If existing condi-
tions are. found unsatisfactory. contact project manager for resolu-
tion.
3.02 Nepu—tinn
(Ensure that subbase. materials are structurally adequate to
rerelve designed base course, wearing course, and designed leads.
insure that grading and sell porosity of the subbase will provide
adequate subsurface drainage.)
A. Place brio course material over prepared subbase to grades
shown on plans, In lifts not to exceed 150 min WE compacting
each lift separately to 95%Modified Proctor. Leave 25 min (1") for
GrasspaveZ unit and sandlsad fill to Final Grade.
B. Spread all Hydrogrow mix provided (spreader rate = 4.5 kg
per 100 Tali (10 lb, per 1 00D sl) evenly aver the surface of the
base course with a handheld - wheeled mtacy spreader. The
Hydrogrow mix should be placed immediately before installing
weak with -_
rl
r
Frmdtdranfrc •
dranageinvehiada,-
',
- \
trafikarea use !i
,
Grainmreifabric 1�
-
wfappedinnavwosm
j _
geotextile Ito depth as needed). -"
i-
.

17
the GrasspaveZ units to as.ure that the polymer dces not become
wet and expanded when lnslalli ng the units.
3,03 Installation of GrasspaveZ Units
A. Install the GrasspaveZ units by placing units with rings fac-
ing up, and using pegs and holes provided to maintain proper
spaciug and Intetlmk the units. Units can be easily shaped with
pruning shears or kn lfe. Units placed on curves and slopes %hall
be anchored to the base course, using IS] Anchors, or 16d
Cornrrwn nails with fender washer, as required to senue units in
place. Tops of rings shall be flush with the surface of adjacent
hard-su rface pavcncnts.
B, Install sand in rings by `hackdumping directly from a
dump truck, or from buckets mounted on tractors. which then
exit the site by do icing over rings already Filled with sand_ The
land is then spread laternlh, from the pile using flat bonnmed
shovels and/or wide `asphalt rakes to nit the rings. A stiff bris-
tled broom should be used far final -finishing of the sand. The
sand must he'rompacicd` by using water from hose. Irrigation
heads. or rainfall, with Tire no Vsh grade no less than the top of
rings and no more than 6 mm (0.251 aheme top o1 rings.
3.04 Installation of Grass
(Choose one paragraph below to meet grass installation method
desired,)
A. Install grass seed and -,rich over sand-flllyd rings with com-
merclal hydnoseedhig equipment, at rates shown on plans and per
tuanofacturer,s—amsendetiom. Coverage must be: uniform and
templet,. Following germination of the seed, areas lacking gcrmt-
notlon larger than 20 cm x 20 — (8' x W) niust be reseeded in,me-
diatety. Seeded areas moist he mulched. fertilized and kept moist
during development of 11w turf plants (6 to 8 weeks).
B, Install thin sell (or'washed sad•( directly over sand filled
rings (filled no higher than the top of the rings)). Sod strips
should be placed with eery tight joints. Sodded areas must be fer-
Grarnparea male for drainage invehiculat trafk areas. This area candoutileas a
detention basin. Thewkkh anEdepthsha0 beats specified.
tilized and kept moist during rent establishment (minimum of 3
weeks}. Sodded areas most be protected from any traffic other
than emergency vehlcies, for a period of 3 to 4 weeks, or until the
root system has penetrated and established grass well below the
GrasspaveZ units.
C, Install thick (25 to 35 men) sod m cr bare rings. using t i g h t
Joints be--' sod strips. Vibrate the sod Into rings with roller or
plate. will, sod in a moist cmnditlon, until the bottom of sod touch-
es base of paver (usually 3 to 4 passes with vibration}. Protect
from traffic for minimum period of 1 week.
3,05 Cleanfng
A. Remrn-e and replace segment, of GrasspaveZ units w'herc
three or more adjacent rings are broken or damaged, reinstall Ing
as specified. so no evidence of replacement is apparent.
B. Perform cleaning during the lustallation of work and upon
completlort or the work, Remove all rxress materials, dcbfis, and
eclulpment fmm site. Repair any damage to adjacent materials
and surfaces resulting from Installation of this work.
If you hove atry qu estlons regarding this specificat Ion,
please all Invisible Strunures, Inc. 1-800-233-15I0,
over.ens call 303-373-1234,
Grasspaaeaataspbah
edgewhenrelydorrirg
grass parking sulTaces in
frnmi'thaw or wet di-
matmAlSeGravelpavea
with geolettile wrapping
to morewater to a wpec-
Lion pipe llaswJl keep
rnoasphaltedgefrom
breaking.

Invisible Structures, Inc. family of other products for site improvement.
20100 E. 35th Drivc, Agora, CO 80011-8160
800-233-1510 . Fax: [phone]
Overseas acid locally: 303-373-1234 • Fax; 303-373-1223 ® ee44l� r 4
—A nvislblestrauurc5.MM ® •'YJaY,i+•rwte
P.— n.r r 5260.340. C�rigM a 1998 [—Mbk $trw1-- tar. rnw