SW8950834_HISTORICAL FILE_19960403

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 015083Lt
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
D ] HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
\g0140iO3
YYYYMMDD

State of North Carolina
Department of Environment, LT. FAA
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor p E H N F1
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
April 3, 1996
Mr. G. Wayne Kinser. President
Peppertree Resorts, LTD
Post Office Box 6319
Asheville, North Carolina 28816
Subject: Permit No. SW8 950834
Peppertree Villas III
High Density Stormwater Project
Carteret County
Dear Mr. Kinser:
The Wilmington Regional Office received the Stormwater Application for Peppertree Villas III on August 28, 1995, with
final information on March 13, 1996. 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. SW8 950834 dated April 3, 1996, to Peppertree Resorts, LTD.
This permit shall be effective from the date of issuance until April 3, 2006, 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.
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
ajudicatory 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 Linda Lewis, or me at
[phone].
Sincerely,
/ "
6/r- Dave Adkins
Regional Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\PERMIT\950834.APR
cc: Joseph Rose, P.E.
Garry Yeomans, Carteret County Inspections
Linda Lewis
�W it mington-Reg final -Office
Central Files �S
P.O. Rox 49535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 950834
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL MANAGEMENT
STATE STORMWATER MAtNAGEMENT 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
Peppertree Resorts, L7D
Peppertree Villas III
Carteret County
construction, operation and maintenance of an Infiltration System including a pond and underground commercial
chambers in compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stonnwater
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 Environmental Management and considered a part of this
permit.
This permit shall be effective from the date of issuance until April 3, 2006 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on
page 3 of this permit, the Project Data Sheet.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
11

State Stormwater Management Systems
Permit No. SW8 950834
DIVISION OF ENVIRONMENTAL MANAGEMENT
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
Seasonal High Water Table Elevation:
Expected permeability of soil:
PROJECT DATA
Peppertree Villas III
950834
Carteret County
Mr. G. Wayne Kinser. President
Peppertree Resorts, LTD
Post Office Box 6319
Asheville, North Carolina 28816
August 28, 1995
Bogue Sound
"SA"
3.8 MSL
100 gpd/sf (.07 gpm/sf)
Maximum Bottom Elevation for Infiltrators:
5.8 MSL
Area
Impervious
Volume
Volume
Infiltrators
Drawdown
Required
Provided
Provided
Time
-1 Il W
00 rea_1=(Bldgs_28_&=29)
44-, I9 sf
�3 2 gal
264,550 gal
130
25.8 his
fArea 2_(Blags-26-&_27) MZS
.1-}�i5 sf
gal
264,550 gal
130
25.8 hrs
Area 3 (Parking east of 27 & 28)
12,420 sf ✓
gal
264,550 gal
130
25.8 hrs
Area 4 (South Parking Lot) 3040
34-,OM sf
, 3 gal
732,600 gal
360
25.8 hrs
Area 5 1 s g3�tt33,34, Drive)3..g12327531 sf
6 U00'a
�5 gal
140,654 gal
N/A
117 hrs
Area ing Lot) 2500
.7 8, sf
gal
162,800 gal
80
25.8 hrs
[Are'a_7_(Bldgs-30,_31); IGZA$
",.��,,�
8 P6 sf 51374°�
gal
183,150 gal
90
25.8 hrs
Total impervious surfaces US-,191 sf IZCnZ041
Each infiltrator has a volume of 122 gallons, a surrounding stone volume of 23 gallons, and an
infiltration area of 18.75 square feet. The recommended infiltration rate is 100 gpd/sf, or .07
gallons/minute/square foot. For the 25-year, 24-hour storm of 8", the expected infiltration rate per unit is 1890
gallons. Therefore, the total storage and infiltration capacity for each unit is 2,035 gallons per 24 hours. The
use of the 25 year, 24 hour design storm precludes the requirment for a bypass.
R]

State Stormwater Management Systems
Permit No. SWS 950834
4. The tract will be limited to the amount of built -upon area indicated in the supporting calculations and
per approved plans, and the permittee is responsible for verifying that the proposed built -upon area does
not exceed the allowable built -upon area.
5. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification
to the permit.
6. 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.
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for it's intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
2. 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 Plan must
be followed in it's 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. Mowine and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal from the system, including catch basins and piping.
4

In
State Stormwater Management Systems
Permit No. SW8 950834
3. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DEM. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
4. 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.
5. 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.
6. 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.
M. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a formal permit request must be submitted to the Division of
Environmental Management accompanied by an application fee, 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.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Environmental Management, in accordance with North Carolina
General Statute 143-215.6(a) to 143-215.6(c).
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) which have jurisdiction.
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.
R

State Stormwater Management Systems
Permit No. SW8 §50834
5. 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.
Permit issued this the 3rd day of April, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
ia, C V S iv t—
V7--Q t-D_ A. Preston Howard, Jr., P.E., Director
Division of Environmental Management
By Authority of the Environmental Management Commission
Permit Number SW8 950834
11

State Stormwater Management Systems
Permit No. SW8 950834
Peppertree Villas III
Stonnwater Project No. 950834
Carteret County
Engineer's Certification
I, , as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the
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.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
7

DIVISION OF ENVIRONMENTAL AGE?
NORTH CAROLINA STOR:IIWATER MANAGEMENT PERMI'j ..: PLICATION
I. GENERAL INFORMATION
1. Project Name Peppertree Villas III
2. Location, directions to project (include County, Address, State Road) Attach map
715 West Fort Macon Road, SR 58, Atlantic Beach, NC
Peppertree Resorts, LTD.
3. Owner's Name C. Wayne Kinser, President Pilo
4. Owner's Mailing Address: One Vance Gap Road, P.O. Box 6319
City Asheville State NC
5. Nearest Receiving Stream Bogue Sound Class
Carteret Count
704-251-8991
Zip 28816
SA
6.Projectdescription Nine (9) Buildings for 78 Unit True Sharing Re!;idents, Driveways,
Parking and Pools
I1. PERMIT INFORMATION
(Project submitted
I. PermitNo. (To befilledinbyDBkr) SW8 950834 Fee Enclosed$ 0.00 prior to 9-01-95)
2. Permit Type New X Renewal Modification (existing Permit. No.'?)
3. Project Type: _Low Density _Detention X Infiltration Other:_ Redevelop _General _Dir Cert
4. Other State/Federal Permits/Approvals Required (cheek appropriate blanks)
CAMA Major X Sedimentation/Erosion Control X 404 Permit_ x al l._ohcnined
M. BUILT UPON AREA (Please see N04C 211.1005 thm .1007for applicable density limits)
Classification
Allowable Impervious Area
Total Project Area
Draina a Drainaee
Basin Basin
SA
398,954
BreAdnwn of Impervious Area
(Please indicate below the design imp^n°iom+ area)
Buildings 43,538
Streets
Packing/SW74,175 so. rt.
Proposed Impervious Area 124,403 Other 6,690 Sq. Ft.
% Impervious Area 31.18 Totals 124,403 Sq. Ft.
IV. SfORMWATER TREATMENT (Describe how the r qff will be (reared)
All stormwater runoff of impervious surfaces shall be infiltrated. No off site
surface flow.

V. DEED RESTRICTIONS AND PROTECTIVE: COVENXNTS
Deed restrictions and protective covenants are required to be recorded for all Imv density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific iwms that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protect ice covenants for this project
shall include all the items required by die permit, that the covenants will be binding on all parties and persons
claiming under them, that they will ntn with the land, that the covenant cannot b:: chanted or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
1, C. Wayne Kinser _ certify that die information included on this permit
(Pkwr prba or type name rkarly) --
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I elf rize the / w named person or firm to submit stormwater plans on my itcitalf.
f
President September
O ner/Authorized Agent Signature and Title n:te
VII. AUTHORIZATION (musraEcouo E7FD)
(Rose and Associates, P.A) -
Personorfirmname _Peppertree Resorts, LTD; Mr. C. Wayne Kinser
Mailing Address P. 0. Box 6319 (P.O. Box 3396)
City Asheville Slate NC zip 28816 Phone [phone]L
(New Bern) (NC) (28564) (919/633-0327)
Please submit form to the Regional Office that serves the area that the projoA is located, as indicated on
Attachment B.
cc: ApplicanUWiRO//Central Files
tresobm1�
3-13- 4 ry
wl rew'51'61S
Office use only
TG'RN V,
E C E I V E
JAN 2 51996 D
PROJ# WM S34

1V,0
IU)19(a�7-T7770, D
MAR 13 1996
56t) 8 95a �3¢
STORIMNVATER
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
SE AND C.QSSOCIATES, P. A.
Engineers — Planners — Surveyors
March 11, 1996
Attention: Ms. Linda Lewis,
Environmental Engineer
Reference: Peppertree Resorts Ltd.
Villas III
Stormwater Project No. SW8 950834
PRL-9501.771
Dear Ms. Lewis:
Reference is made to your letter dated February 15, 1996 regarding
additional information as follows:
1. The enclosed print outlines elevations 6.0' and 12.0' with
the dimensions of 40' and 62.5' shown.
2. Revisions have been made to Stormwater Plan, Stormwater
Detail Plans and Engineering Calculations to provide for
the additional infiltration units due to the water storage
capacity elimination in the bottom four (4) inches of
gravel. We surveyed the ground elevation at the hand
augered hole to determine seasonal high water table
elevation:
Ground elevation 5.8 feet USGS
Seasonal high water 3.8 feet USGS
3. Section VII Authorization is the power to contract for
spending which rests with Mr. Wayne Kinser or Mr. Ken
Crume at the Asheville office of Peppertree Resorts Ltd.
I have included my name and signature for design only.
1610 Hwy. 70 East Post Office Box 124e New Bern, North Carolina 28568-[phone]
3396 'A3396

.Division of Environmental Management
March 11, 1996
Page Two
If you should have any questions or comments, please feel free
to call. Bids are being received on March 13th and the owner
wants to award contracts for the sewer, water and stormwater
April 1st.
Sincerely,
7 OW
Jose h W. Rose, Civil -PE ,RLS,
President
Encl.
CC; Dave Boegemann

AUTHORITY. Permission. People v, Howard, 31
Cal.App. 35g, 160 P. 697, 701. Control over, juris-
diction. State v. Home Brewing Co. of Indian-
apolis, 182 In,1. 75, 105 N.E. 909, 916. Often synon-
ymous with power. State v. District Court of
Eighth Judicial Dist. in and for Natrona County.
33 Wyo. 231, 238 P. 545, 548. The power delegated
by a principal to his agent. Clark v. Griffin, 9'i
N.J.Law, 508, 113 A. 234, 235. The lawful delega-
tion of power by one person to another. Rucks -
Brandt Const. Co. v. Price, 165 Oki. 178, 23 P.2d
690, 692. Power of agent to affect legal relations
of principal by acts done in accordance with prin-
cipal's manifestations of consent to agent. In n:
Fitzpatrick's Estate, Sur., 17 N.Y.S.2d 280, 288.

r•.
t
0
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
February 15, 1996
Mr. Joe Rose, P.E.
Rose and Associates
Post Office Box 3396
New Bern, North Carolina 28564-3396
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 950834
Peppertree
Carteret County
Dear Mr. Rose:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Peppertree on January 25, 1996. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. Please delineate the proposed 6.6 and 11.6 contours for the low area to serve buildings 32,
33, and 34. The calculations indicate that 40' and 62.5' diameter circles will be provided,
however, that is not shown on the plan.
2. Please have the locations for each set of infiltrators flagged so that the Regional Soil
Scientist can field verify soil infiltration rate assumption and Seasonal High Water Table
elevation.
3. Section VII of the permit application, Authorization, must provide the name and address of
the engineer/designer that is designing the project, ie., Rose and Associates. Mr. Kinser has
already signed as the owner, and cannot sign again as the person authorized to submit
stormwater plans to DEM.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Rose
February 15, 1996
Stormwater Project No. SW8 950834
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to March 15, 1996, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\950834.FEB
cc: Linda Lewis
Central Files
K

V.
V1.
VU
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all Inw density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be hindimi on all parties and persons
claiming under them, that they will nm with the land, that the covenant cannot b: chanted or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
OWNER'S CERTIFICATION
1, C Wayne Kinser certify that the informatir•n included on this permit
(Mme pdw or type carte erearry)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
named person or firm to submit stormwater plans on my behalf.
President
Agent Signature
YMORiZATION (MUST BE COUPLA7W)
Person or firm name _ Peppertree Resorts, LTD; Mr. C
Member 25, 1995
O.ae-
Kinser
Mailing Address P. 0. Box 6319 _
City Asheville State 7C Zip 28816 Phone [phone]L
Please submit form to the Regional Office that serves the area that the projo.:t is lor.ated, as indicated on
Attachment B.
cc: Applicant/WiRO//Central Files
Office use only
71
E C E I V E
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HOSE AND CQSSOCIATES, P.A.
CA
jtl ME�V5�� Er..', Engineers — Planners — Surveyors
p F f, 2 7
IL4npjJl IIII December 21, 1995
1995 !J
...........................
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Attention: Ms. Linda Lewis, Environmental Engineer
Reference: Stormwater Project No. SW8 950834
Peppertree Resorts Ltd., Atlantic Beach
Carteret County
PRL-9501.771
Dear Ms. Lewis:
9 E C E 0 V L
DEC 2 1 1"S
DAM
•.ROT
This is to confirm our phone conversation this date, regarding an
extension of time to make our impervious area totals all be consistent.
Additional revisions are under consideration, such as; omit elevator,
remove some of the concrete sidewalks, add another building for pool
equipment, laundry, rest rooms and other conveniences.
All of these revisions should be resolved within the next thirty (30)
days, on or before January 26, 1996.
Thank you very much for your cooperation and understanding.
Sincerely,
Josep W. Rose, Civil-PE,RLS,
President
JWR:rr
cc: David Boegemann
Peter Sherratt
Post Office Box 1248 New Bern, North Carolina 28569 1246 1919) 633-4300
3396 I/- 33f6

C7

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
November 27, 1995
Mr. Joe Rose, P.E.
Rose Engineering
Post Office Box 3396
New Bern, North Carolina 28564
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 950834
Peppertree Villas III
Carteret County
Dear Mr. Rose:
The Wilmington Regional Office received previously requested information for Peppertree Villas
III on November 7, 1995. A review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. The impervious area totals are different on the application form and in two places in the
calculations.
a. The application form lists 79,001 square feet of proposed impervious.
b. The overall calculations (page 2 of 12, 11-7-95) show a total impervious of 102,601
square feet.
C. Pages 4, 5 and 6 of 12 calculate the individual impervious areas for each infiltration
area on the plans. This total comes up to be 97,795 square feet.
Please clarify. Consistency is necessary. Please revise the calculations or the submittal form, as
necessary.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal opportunity Affirmative Action Employer

Mr. Rose
November 27, 1995
Stormwater Permit No. SW8 950834
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to December 27, 1995, or the application
will be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\950834.NOV
cc: Linda Lewis
Central Files
2

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
1. GENERAL INFORMATION
1. Project Name Peppertree Villas III
2. Location, directions to project (include County, Address, State Road) Attach map. Carteret County
715 West Fort Macon Road SR 58 Atlantic Beach NC
Peppertree Resorts, LTD.
3.0wner'sName C. Wayne Kinser, President Phone [phone]
4. owner's Mail ing Address: One Vance Gap Road; P. 0. Box 6319
City Asheville State NC Zip 28816
S. Nearest Receiving Stream Bogue Sound —Class SA
6.Projectdescription Seven (7) Buildings for 69 Unit True Sharing Residents, Driveways,
Parking and Pools
II. PERMIT INFORMATION (p7jed 5u6m,+644
7 cc prlor la ct—I—yS)
1.PermitNo.(robefilledinbyDEM) �iGt1 c(506 J4 Fee Enclosed S 0�
2.Permit Type
New X
Renewal
Modification (existing Permit No.?)
3. Project Type:
_Low Density
_Detention X
Infiltration Other:_ Redevelop _General _Dir Cert
4. Other State/Federal Permits/Approvals Required (Cheek opproprl reU Iles)
CAMA Major X Sedimentation/Erosion Control X 404 Permit X all obtained
III. BUILT UPON AREA (Please tee NGC 2N.1005 thm .)OQ77jor applie.,hle dewiy limit,)
Drainaee Drainage Breakdown of Impervious Area
Ra5in Basin (Please buScae below the &sign imperviow area)
Classification SA Buildings 34,239 Sq. Ft.
Allowable Impervious Area
Total Project Area 372,639
Parking/SW 58,785 Sq.Ft.
Proposed Impervious Area 79,001 Other 5,977 Sq.Ft.
% Impervious Area 26.57 Totals 99,001 Sq.Ft.
IV. STORMWATER TREATMENT Pt erlbe now the mmoff %ill be treated)
All stormwater runoff of impervious surfaces shall be infiltrated. No off site
surface flow.

V.
VI.
VII
cc:
DEED RESTRICTIONS AND PROTECTIVE COVENXNTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all pasties and persons
claiming under them, that they will nm with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
OWNER'S CERTUICATION
I, C. Wayne Kinser certify that 0te information included on this permit
(Plewe print or type nave clearly)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
1 adttlbrize thQ*w named person or firm to submit stormwater plans on my behalf.
Agent Signature
ZATION (MUST BE commEm:o)
ptember 25, 1995
Date
Person or firm name Peppertree Resorts, LTD; Mr. C. Wayne Kinser
Mailing Address
City
Asheville
P. 0. Box 6319
Slate NC Zip 28816 Phone [phone]
Please submit form to die Regional Office that serves the area that the project is located, as indicated on
Attachment B.
Applicant/NiRO//Central Files
r 'Office use only -�
IS C IS U U IS DDSEP 2 9 1995
5� 8 95Og34-

l HOSE AND vQSSOCIATES, P.A.
Engineers — Planners — Surveyors
November 3, 1995
Division of Environmental Management
Water Quality Section
127 Cardinal Drive
Wilmington, NC 28405-3845
Attention: Ms. Linda Lewis, Environmental Engineer
Reference: Peppertree Villas III
Carteret County
Stormwater Project No. SW8 950834
PRL-9501.771
Dear Ms. Lewis:
STORRIWATER
R
LSDD
NOV 0 7 IW5
D&m
PROJ # Sw8 950854-
Reference is made to your letter dated October 16, 1995 regarding eight
(8) additional information items.
The following is our reply to those items:
Item 1 - Infiltrator dimensions and radius: As the chamber manu-
facturer changes the unit configuration changes. The client
has elected to use Infiltrator Systems Inc., 1-800-221-
4436. Our original calculations and dimensions have been
enclosed, Sheets 1 through 4. As previously stated no storm
water can run off this site and the infiltration rate is
far greater than required.
It is not possible to provide exact dimensions for this
chamber. Using the 118 gallon calculated amount does not
change the project design or environment effects, we didn't
include the pipe line storage and several other factors
that would be a plus. At an added expense, the best way
to prove our 122 gallons is to fill a unit with water, that
has been piped through a certified meter. This is how the
manufacturer confirmed their calculations and the 122
gallons.
Item 2 - Existing entrance road runoff. Please note "Site Plan"
entrance road elevations as follows:
9.0
at
W. Fort Macon
Raod
8.0
at
155' south of
W. Fort Macon
6.0
at
230' south of
W. Fort Macon
6.0
at
370' south of
W. Fort Macon
1610 Hwy. 70 East Post Office Box 1248 New Bern, North Carolina 2856 [phone]
3391 �/

Division of Environmental Management
November 3, 1995
Page Two
also note on the "Stormwater" plan the north and south
parking lots have proposed elevations of 8.5 feet.
As previously stated all existing project stormwater
infiltrates into the sand and shows no sign of washing or
sand disturbance caused by stormwater.
We have not accounted for this area as noted on Page 2 of
10 "Stormwater Analysis" under Project Area.
This area does not drain to the system.
Item 3 - Refer to the enclosed certified Sheets I of 2 and 2 of 2.
Item 4 - Label sediment tanks on detail Sheet 6 of 8. Completed.
Item 5 - Thirty-five (35) gallons storage in stone. Refer to the
attached sheet titled "Stone Water Storage."
Item 6 - The Town of Atlantic Beach has permitted us to construct
this construction access gravel road, 10 feet wide, for
the construction of Buildings 26, 27, 28 and 29, after which
it must be removed. We have obtained a DOT permit for a
temporary approach good for one year, this can be extended
another year, but it is only temporary. This is a temporary
road and this area must be planted with trees to replace
those removed in the building and driveway areas, per our
permit with the town.
Item 7 - Drawdown calculations have been sealed per Item 3.
Item 8 - The proposed well 400 feet away from the infiltration system
was in the direction of the total subsurface system flow
as per ECS's reports, and would have provided more accurate
subsurface water levels and sampling. We have moved the
north well to the landscaped island southeast of Building
28.
The second well is located just north of the south property
line, south of the infiltration pond and in the direction
of the subsurface water flow for this area.
Please feel free to call this office if you have any questions.
Sincerely,
�
J eph W. ose, Civil-PE,RLS,
President
Encl.
cc: Wayne Kisner

i ROSE AND ASSOCIATES, P.A.
1610 Hwy. 70 East P.O. Box 1248
NEW BERN, NORTH CAROLINA 28560-1248
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ROSE AND ASSOCIATES, P.A.
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ROSE AND ASSOCIATES, P.A.
1610 Hwy. 70 East P.O. Box 1248
NEW BERN, NORTH CAROLINA 28560-1248
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ROSE AND ASSOCIATES, P.A. 1610 Hwy. 70 East P.O. Box 1248 SHEET NO. OF
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ROSE AND ASSOCIATES, P.A. JOB
1610 Hwy. 70 East P.O. Box 1248 SHEET NO. OF
NEW BERN, NORTH CAROLINA 28560-1248 CALCULATED BY DATE
[phone]
CHECKED BY DATE
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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
October 16, 1995
Mr. Joseph Rose, P.E.
Rose and Associates, P.A.
Post Office Box 3396
New Bern, North Carolina 28564-3396
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 950834
Peppertree
Carteret County
Dear Mr. Rose:
The Wilmington Regional Office received previously requested information for Peppertree on
September 29, 1995. A preliminary review of that information has determined that the submittal for the
subject project is not complete. The following information is needed to continue the stormwater review:
1. Please provide the information requested for the infiltrators. It is your responsibility to
ensure that this Office has all the necessary documentation to review a project. Exact interior
dimensions and radii are needed to verify the interior storage, which you calculate as 2.23
cubic feet per linear foot.
2. A portion of the existing entrance road will runoff into the north and south parking lots.
Have you accounted for this offsite runoff in the storage calculations? The rules require that
all off -site areas which drain to the system must be included in the design calculations. If
the off -site areas can be routed around the system, they do not have to be included.
3. Your response to this Office's request to provide calculations to show that the runoff from
the 25 yr-24 hr storm event is stored in the system was unsatisfactory. You state that the
infiltration rate is high enough to provide storage for this storm, and you even give an
example calculation. Please repeat the calculation for each area, seal the pages, and submit.
The red -lined calculations were not sealed.
4. Please label the sediment tanks, A & B, on the detail sheet 6 of 8.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Rose
October 16, 1995
Stormwater Project No. SW8 950834
5. How did you arrive at 35 gallons of storage in the stone?
6. Please verify for me that the road shown leading from Fort Macon Road to the backs of the
buildings 27 and 29 is only a temporary construction road and is not a permanent impervious
surface.
7. Please make the dmwdown calculations a part of the calculations, sealed.
8. I would like to see one observation well more centrally located within the infiltration zones,
such as in one of the landscaped islands, and another located near the natural low area you
plan to use for infiltration. The presence of buildings and parking lot will influence the water
table elevation, therefore, my request to relocate the well from it's present proposed location
of approximately 400 feet away from the furtherest infiltration area, is justified.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to November 16, 1995, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
4-c�o 4x�
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\950834.00T
cc: Linda Lewis
Central Files
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"SE AND ASSOCIATES, P.A.
fII�ILII�I�'�1rliS r (7
fiFP 2 9 1995
Engineers — Planners — Surveyors
........................... September 27, 1995
NC EH&NR
DEM Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Attention: Ms. Linda Lewis, Environmental Engineer BUJ E C E 0 V E II II
Reference: Peppertree Resort Villas III IUj`l\` SEP 2 9 1"5 U
Carteret County
Stormwater Project No. SW8 950834 De M
PRL-9301.771 'ROJ # 2a1 a50, 34-_
Dear Ms. Lewis:
Reference is made to your letter dated September 19, 1995 regarding
additional information which listed sixteen (16) items.
The following is a reply to those items:
Item 1 - $385.00 (325.00) check returned. Thank you.
Item 2 - Permit Application is being mailed direct from Asheville,
Peppertree.
Item 3 - Operation and Maintenance Plan. I'm assuming you are
referring to our Operation and Maintenance Schedule. Mr.
Kinser's office is mailing a signed copy direct to your
office.
Item 4 - Refer to plan titled "Stormwater Plan" whereon I have high-
lighted catch basins and collection piping for the four
(4) northern buildings 26, 27, 28 and 29, also the 12"
collection pipe for the three (3) buildings south of the
secondary dune, buildings 30, 31 and 32.
Sheet flow is for.the asphalt parking areas to drop inlet.
Buildings will have gutters and down spouts connected to
the 12" collection pipes as shown on "Stormwater Pipe
Profile".
Item 5 - Individual drainage areas outlined on the plan, one (1)
copy attached.
Item 6 - Print quality. New Bern doesn't have the same print copy
ability you have in Wilmington at Copycat or Raleigh at
Case Blue Print. Our printer is not that good, only with
ink. After all the government changes, including those
1l the owners, have made, we will draw in ink for recordation.
Item.6 - Dimensions. A copy has been made showing the dimensions
as you requested. We control all field layout and due to
recordation requirements, we have had to draw at a 1"=50'
scale. Previous State personnel have used planimeters to
check areas.
1610 Hwy. 70 East Post Office Box 1248 New Bern, North Carolina 28568-4248 1919) 633-4300
3396 '1-3396

NC EHOR
September 27, 1995
Page Two
Item 8 - 25 year, 24 hour, 8.5 inches compared to 10 year, 30 min.,
3 inches or as shown on sheet 3 of 10 Stormwater Analysis
25 year, 6 hour, 5.71 inches.
The infiltration rate is high enough, 100 gallons per square
foot per 24 hours, that all three of these storm concentrations
will not cause an off site flow. As stated no stormwater
can flow or run off this property, it must infiltrate to
the subsurface waters. Major storms may cause ponding
around drop inlets and gutter overflow, but this is after
the 3.0 inches and the present area has this same driveway
pending.
Example: South parking area
25 year 24 hour 8.5 inches
31,500 sq.ft. x 8.5 in. x 7.48 gal. = 166,897 gals.
12 ft. cu.ft.
Infiltration: 5,850 sq.ft. x 100 gal./24 hrs. = 585,000 gals.
or 6.85 hours for total infiltration.
Refer to sheet 6 of 10 Stormwater Analysis for the 25 year,
6 hour, 5.71 inch concentration.
Item 9 - Seasonal highwater. This item has been referred to the
geologist, Mr. Roger Moore, with ECS Ltd., who will reply
directly to you.
Item 10- As demonstrated in Item 8 and Stormwater Analysis Report,
it is within hours, not days, the total rainfall from
impervious surfaces will be infiltrated through our system.
North parking area:
11,340 sq.ft. x 825 x 7.48 = 60,083 gallons
60,083 - (24' x 91' x 4.17 in./hr./sq.ft.) = 6.6 hrs.
South parking area:
31,500 sq.ft. x25 x 7.48 (45' x 130' x 4.17) = 6.85 hrs.
Buildings 26 and 27:
10,824 sq.ft. x25 x 7.48 (36' x 52' x 4.17) = 7.35 hrs.
Building 28 and 29:
10,824 sq.ft. x 125 x 7.48 - (36' x 65' x 4.17) = 5.88 hrs.
South Buildings 30, 31, 32 and Asphalt Drive:
32,531 sq.ft. x 125 x 7.48 - (1256 sq.ft. x 4.17) = 32.91 hrs.
Item 11- Infiltrator Fact Sheet. We have changed the chambers to
Cultex Contactor 100 HD 12.5 inches high, 2.23 cu.ft./lin.ft.

NC EH&NR
September 27, 1995
Page Three
storage, 36 inches width, 7.5 (7'-6") long, each unit comes
with fixed end plates, 3/4" perforation diameter, storage
capacity 125 per unit.
Located in Brookfield, CT 203-775-4416.
Item 12- Sediment/catch basin water infiltrated. We think it is
important to collect sediments and gasoline or oils when
necessary. This may come under "Alternative Design".
Item 13- Geogrid
Manufactured by:
Huesker Inc. distributed by
T. G. Collins, Charlotte, North Carolina
1-800-942-9418
Product is Fortrac 35/20-20 woven
PVC coating, polyester polymer, 1322 lb./ft.
long term design strength in sand for
base reinforcement.
Geotextile
Manufactured by: same as Geogrid
Product is Comtrac 60.006 woven
polypropylene, 40-70 mm openings
Mullen burst 600 psi, puncture 120 lbs.
Item 14- Observation wells. We moved the north well 100 feet south
and east. I'm not sure the reason for this move. The other
well would have worked for the proposed two buildings and
driveway to the north of building 29, not shown or town
approved at this time.
Item 15- Sediment tanks have been numbered.
Item 16- Dry infiltration pond southwest of building 32, elevations
red lined and dimension (radius) shown. They are all the
same except one has two manholes and the 4 for driveways
have drop inlet grating and manhole.
It was necessary to pave this gravel road so as to provide
containment (restrain) the stormwater and not have the
gravel settlement fill the dry pond.
One additional set of plans have been enclosed plus a red lined "Stormwater
Plan" and the architects drawing for buildings 26, 27, 28 and 29. Buildings
30, 31 and 32 will have an overall roof size of 50' x 100', design has
not been completed at this time. We have enclosed one (1) red lined
Engineer's Report where revisions were made for the Cultec Chambers.
Thank you very much and if you need to have a conference, please feel
free to call and I will meet you at your office.
Sincerely,
os Civil-PE,RLS,
President
Encl.
cc: Wayne Kinser

11i �WIN
� H ��S � y
II R , d
September 26,1995
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
Attention: Ms. Linda Lewis
SEP 2 9 1995
...........................
Enclosed is the completed and signed North Carolina Stormwater Management Permit
Application for Peppertree Resorts, Ltd. and the Operation and Maintenance Schedule, for
stormwater project number SW8-950834 as requested in your September 19, 1995 letter.
If you need any additional information, please let me know.
Very truly yours,
C. Wa e ins r
President
Attachment
E C E I W k DD
SEP 2 9 1995
"ROJ
s� 8 g5o834
P.O. BOX 6319, ASHEVILLE, NORTH CAROLINA 28816
704 / 884-8991

State of North Carolina
Department of Environment, Health, and Natural
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT
Governor WATER QUALITY SECTION
September 19, 1995
Mr. Joe Rose, P.E.
Post Office Box 3396
New Bern, North Carolina 28564
Resources
Jonathan B. Howes
Secretary
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 950834
Peppertree Resort Villas III
Carteret County
Dear Mr. Rose:
The Wilmington Regional Office received a Stormwater Submittal for the Peppertree Resort Villas
III on August H, 1995. A preliminary review of that information has determined that the submittal for
the subject project is not complete. The following information is needed to continue the stormwater
review:
LQya�' 1. The application was received prior to September 1, 1995, therefore, no fee is required.
( Check No. 094924, in the amount of $385.00 is returned via certified mail to Mr. Wayne
Kinser.
✓ 2. A completed permit application form, attached. In the space for fee, please mark N/A.
/ 3. The Operation and Maintenance Plan must be signed by the owner, or his authorized
representative.
4. The plans do not show any catch basins or other collection piping to direct the runoff to the
infiltration areas. Is sheet flow the only method used to achieve collection? How are the
western entrance drive, roof drains, and gravel road collected and routed to the infiltrators?
5. Please indicate the individual drainage areas to each set of infiltration chambers. Regardless
of the fact that you may have provided enough infiltration based on the overall volume, each
area must be evaluated separately to check that the required volume is provided, as you have
done in your calculations. You may delineate the drainage areas on sheet 5 of 8 with a
highlighter. Only one copy of the marked sheet is needed.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Rose
September 19, 1995
Stormwater Project No. SW8 950834
6. The print quality of the drawings is very poor. The writing is faded while the background
is dark, making it hard to read.
7. Please add the proposed dimensions for the buildings, parking areas, entrance drives, and
sidewalks, including widths, lengths, etc.
8. The waiver of the required bypass for infiltration is dependent on being able to store and
�,i infiltrate the runoff volume associated with the 25 yr-24 hr storm event, which produces
G,Xe5Q, approximately 8.5" of rain in Carteret County. Your design shows use of a 10 yr storm
event, and 3" of rain to determine volume. The rules address infiltration requirements in
�� Section .1008(d) and SA water requirements in .1005(2)(b). You must either provide
bypasses, or show that the volume associated with the 25 yr-24 hr storm can be stored.
\-% 9. Is the water table elevation referred to in the engineer's report the SEASONAL high water
Q� table? The infiltration areas must be able to meet the 2' separation requirement during wet
Q(, times, when the water table is running higher than normal.
- 10. Please provide calculations of the drawdown time for each set of infiltrators.
j�
\C, LZaQy �11. Please provide another copy of the fact sheets for the infiltrators. .- Nee rAU�Pnl
/V CaIC. S�Ui 2
nn t2. From the sediment/catch basin tank details, it appears that the runoff which is stored in the
Gh tank below the invert of the 12" manifold will not be infiltrated until the next storm event
pushes it out. It is the intent of the stormwater rules that the entire volume be infiltrated
ill r C`�Q2`S within 5 days. Please provide a design to accomplish complete infiltration.
t
y13. Please provide a detail of the Geogrid used to line the bottom of the chambers.
to 0 14. Please relocate the observation well closer to the actual infiltration areas.
P�7
15. Please specify on the plans the type of tank for each location; either a catch basin, or a plain
one. Perhaps you could do as most other engineers do, and number each detail with a unique
number that uses a sequential number and a sheet number. The detail number is then added
to the plans at the locations of the infiltrators.
16. For nmoff in the low area by building 32, please draw in the 6.6 and 11.6 contours so that
the areas may be verified. Was the asphalt drive included in the impervious area draining
to this depression?
dZ7
01 S-M 5f 401 9°'�5 2
C�ryifSlC /�9U�
le) u4Cte', er e 2-r-40—
Prov. Cqi Ur5 I6C,'Ifr
Ore2i

Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to October 19, 1995, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\950834.SEP
cc: Wayne Kinser, Peppertree Resorts
CLinda-LewisN
Central Files
3

}) DATE..-.�/C�.,... _.L 9J�^ ❑ URGENT
ROSE AND ASSOCIATES, P.A (�SPStJ 77 El SOON AS POSSIBLE
D ILE NO __ _. NO REPL Y NEEDED
1610 Hwy. 70 East P.O. Box 33 I ] NEW BERN, NORTH CAROL INA 28564- 60CT O 4.7
ATTENTION/�.S % QQ .EINLS
TO
[phone] """"""""'""
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........ ............
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DATE OF REPL Y
........._..................................... .................. ........--........ ..................._....................._..._..._..._......----..............................._....._._ _ .... SIGNED

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ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental
WILSON ENGINEERING DIVISION
September 29, 1995
Rose And Associates
PO Box 3396
New Bern, NC 28564
Attention: Mr. Joe Rose, P.E.
Reference: Seasonal High Water Table Level for the Design of Storm Water Infiltration
Galleries - Additional Buildings-Peppertree Resort, Atlantic Beach, NC
ECS, Ltd. Project Number: W1287
Dear Mr. Rose,
Upon further review of the large amount of groundwater elevation data which has been
gathered over the past two years at the above referenced site, it appears that the seasonal
high water table elevation for the:area of the new buildings and parking area is elevation
+ 3.5 mean sea level. This elevation is based on long term monitoring of groundwater
elevations in temporary wells on the property and on the main Peppertree Resort
property. Water levels ranged from elevation 3.1 to elevation 3.4 over the wettest portion
of the calendar year, that is the late winter and early spring of both 1994 and 1995.
Should you have any questions with regard to this determination of the seasonal high
water table elevation please do not hesitate to contact us.
Respectfully Submitted,
Engineering Consulting Service, Ltd.
James K. Connors, P.E.
Professional Engineer
�a�,c. �• Morrcz.
Roger D. Moore, P.G.
Professional Geologist/Branch:Manager.,
JKC/RDM/sd
ECEIRVE
OCT "u 4 1995
D: E
rxoJ sw8 so834
P.O. Box 10434, Wilmington, North Carolina 28405 • [phone] • FAX [phone]
Offices: Washington, DC; Baltimore, MD: Richmond, Norfolk, VA; Research Triangle Park, Wilmington, NC

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1

ENGINEER'S AND GEOLOGIST'S REPORTS
STORMWATER FACILITIES
FOR
PEPPERTREE RESORTS LTD.
VILLAS III (�`y� a?a ATER
1
ATLANTIC BEACH, NORTH CAROLINA `Np71pl +
CAR
�F ESS
SEAL
6893
c1V?
AUGUST 1995
PROJECT NO.: PRL-9301.771
AUG 2 8 M5
DEM
R of ?s6834-
OWNER: MR. WAYNE KINSER
PEPPERTREE RESORTS LTD.
P.O. BOX 6319
ASHEVILLE, NC 28816
704-254-8991
704-254-8073 - FAX
ENGINEER: ROSE AND ASSOCIATES, P.A.
P.O. BOX 3396
NEW BERN; NC 28564
919-633-0327
919-638-4499 - FAX

. _ _ _ __ JOB �"-'�/� /C / /�•�� A /J VU-LRS
=- ROSE AND ASSOCIATES, P.A.
1610 Hwy. 70 East P.O. Box 1248 SHEET NO. OF
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0
ENGINEERING CONSULTING SERVICES, LTD.
p• ,..
.K..o Geotechnical a Construction Materials e Environmental
m WILSON ENGINEERING DIVISION
August 14, 1995
Rose and Associates
PO Box 3396
New Bern, North Carolina 28564
Attention: Mr. Joe Rose, P.E.
Reference: Field Permeability Testing for Stormwater Disposal at the Peppertree Resort
Addition Atlantic Beach, Carteret County, North Carolina
ECS, Ltd. Project Number: W 1287
Dear Mr. Rose,
Engineering Consulting Services, Ltd. has completed the field permeability testing for the
proposed Stormwater Disposal System for the above referenced project. This letter with
the attachments provides the results of our testing as well as an explanation of field
testing methodology, and the laboratory testing results upon which the estimated
permeability of the near surface soils is based.
PROJECT INFORMATION:
The field permeability tests performed for this phase of the project were to provide an
estimate of the permeability of the soil strata at the proposed disposal depth for the
stormwater disposal system for the additional parking and roadway areas for the
Peppertree Resort Villas, Atlantic Beach, North Carolina. We understand based on the
drawings faxed to us, that stormwater from the parking and roadway areas on the north
side of the project will be routed to drop inlets and collection basins and then routed to an
infiltration system to release the stormwater to the watertable aquifer. The existing
ground surface elevations in the area of the proposed infiltration systems range from
approximately 6.0 to 6'/2 feet above mean sea level. Proposed elevation for the base of
the infiltration system is approximately elevation 5.5 or approximately 2 feet above mean
high water table. In order to apply for a stormwater disposal permit, the permeability of
the subsurface soils in the proposed area is required. The selected method for this
particular area was an in -situ permeability test in a shallow hand auger boring at the
approximate depth of the influent water disposal.
P.O. Box 10434, Wilmington, North Carolina 28405 • [phone] • FAX [phone]

FIELD TESTING:
In order to perform the field permeability tests, shallow hand auger borings were
advanced to the proposed base of the storm water disposal system at a depth of
approximately 1.75 to 2.25 feet below existing site grade. Four locations were selected
for field permeability testing and are shown on the boring location diagram. Additional
hand auger borings were also performed in the proposed infiltration area in order to
determine the depth to the watertable. Hand auger equipment was used to advance the
borehole to the test depth and a sample of the subgrade soil encountered was retrieved
and returned to the ECS, Ltd. laboratory. Upon reaching the required depth, a 2 inch steel
pipe was driven into the soil a depth of approximately 6 inches and a clear plastic 1 inch
diameter tube was installed with a water tight seal to the top of the 2 inch steel pipe.
Clean on site water was introduced into the test apparatus by means of a funnel on the top
of the plastic tube. The tube was filled to a predetermined height above the ground
surface and then water was allowed to infiltrate into the subsurface soils to a
predetermined lower height. The time required for the water to infiltrate over this
predetermined length was measured for three consecutive test periods and the results
were the average of the three tests. The vertical permeability of the soil was then
calculated using the methodology described in Lamb and Whitman, 1951, page 284 and
285 method E. The results of are summarized in table 1. The calculated average was 495
gpd/ftz. Because the soils were not saturated during the test however, this value should
only be considered an estimate. Upon completion of the field testing the boreholes were
properly backfilled with on site material and thoroughly tamped in place. At all test
r l�
2�
locations the surfical water table aquifer was encountered at a depth of approximately 3�.5
to 4.0 feet below existing site grade. However, it is likely that this level will fluctuate
-C
ihd
depending on the season of the year, recent rainfall levels, and tidal influences.
opxI
3 t1�P,d-
5
LABORATORY TESTING:
The recovered soil samples from the hand auger borings at the stormwater disposal depth
were tested in the ECS, Ltd. laboratory for grain size in accordance with ASTM D-422.
Based on the results of the grain size analyses, a grain size curve was established for each
soil sample and an estimate of the permeability of the soil was calculated using Hazens
method. This method uses the diameter of the grains at 10% finer on the grain size curve,
to calculate estimated soil permeability in accordance with the following formula:
K=A(D,o)Z where A=1 when K is to be determined in centimeters per second and DjO is
in millimeters. The estimated permeability of the soil determined using Hazens method
is shown in the attached table. The average permeability determined using this method
z
was approximately 215 gpd!ft. The Blain size analysis data and grain size carves arc
attached for reference as well as the locations of the shallow hand auger borings on the
site plan.
Based on the results of the field permeability testing and the calculations using Hazens
method we would recommend a value of K of 100 gpd/ft2 for design purposes. Should

you have any questions with regard to the information submitted in this report please do
not hesitate to contact us.
Respectfully Submitted,
Engineering Consulting Services, Ltd.
gle" .D. /nwz.,
Roger D. Moore P.G.
Professional Geologist/Branch Man
Benjamin V. Wilson P.E.
Principle Engineer/North Carolina Operations Manager
Attachments:
Sieve Analyses
Table 1 & 2
RDM/BV W:sd

TABLE 1
PEPPERTREE RESORT - INFILTRATION TESTING
ATLANTIC BEACH, NORTH CAROLINA
ECS, LTD PROJECT NUMBER: W1287
Values of K obtained using Hazen's Method
and from Field Permeability Testing
C =%
DIO
K = A(D 10)2 - Hazen's Method
D60 = Soil Diameter (mm) where 60% of the soil weight is finer
D10 = Soil Diameter (mm) where 10% of the soil weight is finer
A = 1 when K in cm/s and DIO is mm
Restrictions:
0.1< D10 <0.3mm
Cu<5.0

TABLE 2
PEPPERTREE RESORT
ATLANTIC BEACH, NORTH CAROLINA
ECS, LTD. PROJECT NUMBER: W1287
�� "�,3;�+AMI,!Ll��.;j��:�,€,r��,�1,Y„RO(13VD,Ei•EY�tTt©E�„���.�WA`i'Et�EVEi�ELEVA°T'IQNS
BASED ON ELEVATIONS OF EXISTING MANHOLE COVER NEXT TO SALES OFFICE
MANHOLE COVER = 6.43
BASED ON ELEVATIONS OF EXISTING MANHOLE COVER NEXT TO SALES OFFICE
MANHOLE COVER = 6.43

ENGINEERING
.CONSULTING
SERVICES, LTD.
. P.O. Box 10434
Wlndngtoo. NC 28405
[phone]
FAX [phone]
SIEVE ANALYSIS
PROJECT NAME: Peppertree DATE: 8-10-95
PROJECT NUMBER: W 1287 SAMPLE NUMBER: B2
SAMPLE DESCRIPTION: Tannish gray fine to medium sand, trace of silt
CLASSIFICATION: SP
COMPUTED BY: Kris Stamm
Sieve Openings
US Standard Sieve
Size or Number
weight
Retained in
grams
Percent Retained
Percent
Finer by
Weight
Millimeters
Partial
Total
2.00
Number 10
0
0
0
100
0.84
Number 20
Pinches
0.42
Number 40
4.8
3.2
3.2
96.8
0.297
Number 60
47.0
31.3
34.5
65.5
0.149
Number 100
87.0
58.0
92.5
7.5
0.074
Number 200
9.6
6.4
98.9
1.1
Total Weight
in Grams
DRY WEIGHT BEFORE WASH 1150.0
DRY WEIGHT AFTER WASH 149.4
PERCENT PASSING # 200 SIEVE 1.1

•ENGINEERING
.CONSULTING
. SERVICES, LTD.
P.O. Box 10434
Wilmington, NC 29405
(910) 270-3M
FAX [phone]"
SIEVE ANALYSIS
PROJECT NAME: Peppertree DATE: 8-10-95
PROJECT NUMBER- W1287 SAMPLENUMBER: B8
SAMPLE DESCRIPTION: Tannish gray fine to medium sand, trace of silt
CLASSIFICATION: SP
COMPUTED BY: Kris Stamm
Sieve Openings
US Standard Sieve
Size or Number
weight
Retained in
grams
Percent Retained
Percent
Finer by
Weight
inches
Millimeters
Partial
Total
0.079
2.00
Number 10
0
0
0
100
0.033
0.84
Number 20
0.0165
0.42
Number 40
5.6
3.7
3.7
1 96.3
0.0117
0.297
Number 60
44.7
29.8
33.5
66.5
0.0059
0.149
Number 100
86.1
57.4
90.9
9.1
0.0029
0.074
Number 200
12.1
8.1
99.0
1.0
Total Weight
in Grams
DRY WEIGHT BEFORE WASH 150.0
DRY WEIGHT AFTER WASH 148.5
PERCENT PASSING # 200 SIEVE 1_0

ENGINEERING
.CONSULTING
SERVICES,LTD.
.. P.O. Doc 10474 .
w1nd69t o, NC 28405
[phone]
FAX [phone]"
6Y1WWAIM Y[. I
PROJECT NAME: Peppertree DATE: 8-10-95
PROJECT NUMBER: W 1287 SAMPLE NUMBER: B4
SAMPLE DESCRIPTION: Tannish gray fine to medium sand
CLASSIFICATION: SP
COMPUTED BY: Kris Stamm
Sieve Openings
US Standard Sieve
Size or Number
weight
Retained in
grams
Percent Retained
Percent
Finer by
Weight
inches
Millimeters
Partial
Total
0.079
2.00
Number 10
0
0
0
100
0.033
0.84
Number 20
0.0165
0.42
Number 40
3.0
2.0
2.0
98.0
0.0117
0.297
Number 60
45.5
30.3
32.3
1 67.7
0.0059
0.149
Number 100
91.1
60.7
93.0
7.0
0.0029
0.074
Number 200
9.5
6.3
99.3
.7
Total Weight
I in Grams
DRY WEIGHT BEFORE WASH 150.0
DRY WEIGHT AFTER WASH 149.1
PERCENT PASSING # 200 SIEVE 2

ENGINEERING
CONSULTING
SERVICES, LTD.
P.O. Box 10474
W1mia6ton. NC 28405
(9I0) T7030I6
FAX [phone]
SIEVE ANALYSIS
PROJECT NAME: Peppertree DATE: 8-10-95
PROJECT NUMBER: W 1287 SAMPLE NUMBER: B6
SAMPLE DESCRIPTION: Tannish gray fine to medium sand, trace of silt
CLASSIFICATION: SP
COMPUTED BY: Kris Stamm
Sieve Openings
US Standard Sieve
Size or Number
weight
Retained in
grams
Percent Retained
Percent
Finer by
Weight
inches
Millimeters
Partial
Total
0.079
2.00
Number 10
0
0
0
100
0.033
0.84
Number 20
0.0165
0.42
Number 40
3.5
2.3
2.3
97-7
0.0117
0.297
Number 60
40.5
27.0
29.3
70.7
0.0059
0.149
Number 100
90.7
60.5
89.8
10.2
0.0029
0.074
Number 200
12.5
8.3
98.1
1.9
Total Weight
in Grams
DRY WEIGHT BEFORE WASH 150.0
DRY WEIGHT AFTER WASH 147.2
PERCENT PASSING # 200 SIEVE 19

®' IJO fl nl'
=. OEVELOPA6ENr f. s�JK6Ef
A REA
I
Z\ SITE 9.M AC
L
G Co
CP
ME
MOM
n
So REIFuS6
q !
8-7 B-6 B s
FIGURE 1
INFILTRATION TEST LOCATIONS
IPEPPERTREE RESORTS
ENGINEERING ,�-- —--- ; -
CONSULTI` C; ! !
S, L't i) iKJS S-15-95 1'=65' V'J12S7

....... ..... ..
Job
C Cal ons by: Date Y2-`�, /97-5" page
alculations by*.
I Checked
by.
e Date.
hecked by:
fM / 2f) /Q 5 15: 57 TX/RX N0.0110 r. 002

Job Name
Calculations by:
Chocked by.
te: T ��1 Page 2
te:
TOiML P.W
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of
012 k1 i ._�t_;�rf1 ✓ D/L �£ 5� /�1 ✓Ti I
-- - -
' I �
;7-2E Sri
23

R-17
4
B-22
�620
.0
B-21
va.10,
93 1 F— P-1
p-jo :-P6
Bl
B2
B15
2 OOB-23
Z
B113 0 OB8
'B9
BI * B10
5 m El +
PWI
B27 .26 O "�•® Jm'vfA%
LM
O Boring Location
Peppertrep,,R,
Atlantic p3aci
sy RPM Q/94
cmc� BY

HAND
AUGER PROFILE LOG
HlkND AUGER No. I�_�
JOB NO.
W 0882 JOB NAME AND LOCATION Peppertree
Resorts
Atlantic Beach,
NC
ENGINEER
WEATHER clear 700
DATE 4-4-94
GROUND
ELEV. DEPTH TO
WATER
4.0'
DEPTH
HORIZON
SOIL DESCRIPTIONSA
NO
DAP
REMARK
0
Tannish gray fine to medium SAND, trace of silt (SP)
i
2 d
1
3 —�
i
i
4. —I
5
6
"l
8
Gray fine to medium SAND, trace of silt with shell
fragments (SP)
BORING TEININATED AT 8.75 FEET
9
10
REMARKS:
14000 THUNDERBOLT PUCE
PROPORTIONS
ABBREV.
EXCAVATION
SUITE R
USED
F - FINE
EFFORT
t9SUD
TRACE (tr.) 5-127.
M - MEDIUM
E - EASY
CHANTTLLY, VA. 22021
WITH (w/) 12-29%
C - COARSE
V - VERY
M — MODERATE
703/471-8400
ma
ADD TO NAME 30-50%
GR. - GRAY
D - DIFFICULT
FAX/B34-0527
BN. - BROWN
GROUNDWATER
(SANDY)
YEL. - YELLOW

HAND AUGER PROFILE LOG
HAND
AUGER NO. B-3
JOB NO.w'1082 JOB
NAME AND LOCATION _ Peppertree
Resorts
Atlantic
Beach, NC
ENGINEER
WEATHER
clear 700
DATE . 4-4-94
GROUND ELEV.
DEPTH TO WATER
4.0'
DEP'Cii
HORI20N
DES)CRIPTiON
SAMPLE
DCP
REOK
,SOIL
N
Whitish gray
fine to mediw^. SAND, trace of
silt (SP)
1 —7
I
2
3
I
I
h I
5—
6
7-
8-
9
10-
BORING TERMINATED AT 10.0 ITT
RPA'ARKS:
C
i
14000 THUNDERBOLT PL1cE
PROPORTIONS
ABBREV.
EXCAVATION
SUITE R
CHANTILIY. VA.
nVrD
22021'
USED
TRACE (tr.) 5-12�
F - FINE
M - MEDIUM
C COARSE
I EFFORT
E — EASY
7na/47!-8400
WITH (•.•:/) 12-297
—
v - VERY
M — MODERATE
ADD TO NAME 30-50%
GR. - GRAY
I D — DIFFICULT
FAx/e34-3527
BN. -BROWN
vet. _ veL oW
GROUNDWATER
TOTMa

HAND AUGR PROFILE LOG IIAND AUGER NO. B-17
JOB NO. W1082 JOB
NAME AND LOCATION Peppertree Resorts
Atlantic Beach NC
ENGINEER
WEATHER Sunny 750 DATE 5-4-94
GROUND ELEV.
—_ DEPTH TO WATER 3.8'
HORIZONI
SOIL, DESCRIPTION
Sp NO.
MPLEDEPTH
DC P
REO.
0
Tannish gray
fine SAND, trace of silt (Sp)
1 �
II
2
I
3 —�
t
Gray fine to mediLun SAND, trace of silt (SP)
4 J
BORING TERMINATED AT 4.0 FEEi
5
6
7
8
9 �{
10 —I
REMARKS:
=-
PROPORTIONS
"'REV.
EXCAVATION
14000 THUNDERBOLT
PLACE
USED
F -- FINE
EFFORT
AML SURER
TRACE (tr.) 5-12%
?.1 — MEDIUM
E — EASY
NSCfiANTIII.Y. VA.
��®
22021
WITH (w/) 12-29%
C — COARSE
V — VERY
M — MODERATE
Toa/aT>-eaoo
ADD TO NAME 30-50%
GR. — GRAY
BN. - DROWN
D — DIFFICULT
FAR/034-5527
—
—I
(SANDY)
YEL — YELLOW
i GROUNDWATER

HAND AUGER PROFILE LOG [-LAND AUGER NO. R---ta
JOB N0. W1082 JOB NAME AND LOCATION Peppertree Resorts
Atlantic BeachNC
ENGINEER WEATHER Sunny 750 DATE 5-4-94
GROUND ELEV. -- _-- DEPTH TO WATER _ 3.50 --
DEPTH
HORIZON
SOIL DESCRIPTION
SAMPLE
DCP
KEMARK NO.
0
Tannish gray fine SAND, trace of silt (SP)
1 �
II
2 —j
i
3 --�
fine SAND, trace of silt (SP)
i
Gray to medilun
4 J
BORING TERMINATED AT 4.0 FEET
5-
6-
9
10
�
I
0
REMARKS:
PROPORTIONS
ABBREV.
EXCAVATION
14000 THUNDERBOLT PLACE
USED
F - FINE
EFFORT
sorre R
TRACE (tr.) 5-12%
IUM
E - FASY
CHANTIILY, VA. 22021
WITH (wj) 12-29%
C - COARSE
V - VERY
M - MODERATE
703/471-8400
ADD TO NAME 30-50%
GR- - GRAY
D _ DIFFICULT
l
FAX/034-5527
BN. - DROWN
GROUNDWATER
_,��
(SANDY) �
YEL. - YELLOW
I

II ND AUGER PROFILE LOG
HAND AUGER NO. B-19
JOB NO. W1082 JOB
NAME AND LOCATION Peppertree Resorts
Atlantic Beach,
NC
ENGINEER
WEATHER sunny 750 DATE 5-4-94
GROUND ELEV.
DEPTH TO WATER
3.51
DEPTH
FIORIZON
SOIL DESCRIPTION
S"No`�
DCP
RENOO.
0
1
Tannish gray
fine SAND, trace of silt (Sp)
2-
3—
Greenish gray fine to medium SAND, trace of
silt (SP)
4
BORING TERMINATED. AT 4.0 FEET
5
6
8
i
9
10
R,,'D5ARK5:
14000 THUNDER90LT PUCE
PROPORTIONS
ABBREV.
EXCAVATION
y SUITE R
CHANfIILY, VA.
22021
USED
TRACE (tr.) 5-12%
F - FINE
M - MEDIUM
C - COARSE
EFFORT
E - EASY
p�+p
a lfa0 i,� Tos/aT1-eaao
W171H (iv/) 12-29%
V - VERY
M - MODERATE
c
g FAX/1134-5527
ADD TO NAME 30-50%
GR. - GRAY
BN. - BROWN
D - DIFFICULT
GROUNDWATER 4_
(SANDY?
YEL. - YE!!,U OW

HAND AUGER PROFILE LOG HAND AUGER NO. B-20
JOB NO. W1082 JOB NAME AND LOCATION Peppertree Resorts
ENGINEER _
GROUND ELEV
DEPTH iri0n1"LGNI
0
1
2
9
WEATHER Sunny 750 DATE 5-4-94
DEPTH TO WATER 3.8'
SOIL DESCRIPTION i ANo DCP
Gray fine SAND, trace of silt (SP)
Brownish gray fine -to medium SAND, trace of silt (SP-SM)
4 Gray fine to medium SAND (SP)
I
BORING TERMINATED AT 4.0 FEE'
5
0
7
X
E
10
REMAP.KS:
a
14000 THUNDERBOLT PLACE
PROPORTIONS
ABBREV.
EXCAVATION
00
SUITE R
CHANTII.LY, VA. 22021
USED
TRACE (tr.) 5-127.
F -
M —
FINE
MEDIUM
EFFORT
E — EASY
LT®
WITH (w/) 12-29%
V -
VERY
M — MODERATE
703/471-➢400
eAx/e3a-ssn
ADD TO NAME 30-50%
GR.
BN.
- GRAY
- BROWN
D — DIFFICULT
(SANDY)
YEL.
— YELLOW
GROUNDWATER
4��c

HAND
AUGER PROFILE LOG
HAND AUGER NO. B-21
JOB NOW1082 JOB NAME AND LOCATION Peppertree Resorts
Atlantic Beach,
NC
ENGINEER
WEATHER sunny 750 DATE 5-4-94
GROUND
ELEV: DEPTH TO WATER
3.75-
DEPTH
HORIZON
SOIL DESCRIPTION
bA NO,
DCP
REMARK
0
Tan fine SAND, trace of silt (SP-SM)
1
2
3
Gray fine to medium SAND, trace of silt (SP)
4
BORING TERMINATED AT 4.0 FEET
5
6
7
8-
9
10
REMARKS:
®
14000 THUNDERBOLT PLACE
PROPORTIONS
ABBREV.
EXCAVATION
USED
F — FINE
EFFORT
Ta Et;TRACE
SUITE R
(tr.) 5-12%
M - MEDIUM
F. - EASY
LT®
CIIAIIT LLY. VA. 22021
ViITH (w/`) 12-29%
C - COARSE
V — vERY
M - MODERATE
703/471-8400
ADD TO NAME 30-50%
I(SANDY)
OR. - GRAY
D - DIFFICULT
FAR/834-5527
FIN. — BROwN
'iELLOw
Q
GROUNDWATER=
YEL. —
wr�xnc

HAND
AUGER PROFILE LOG HAND AUGER NO. B-22
JOB PJO.
W1082 JOB
NAME AND LOCATION Peppertree Resorts
Atlantic Beach,
NC
ENGINEER
WEATHER sunny 750 DATE 5-4-94
GROUND
ELEV.
DEPTH TO WATER
3.75'
DEPTH �HORIZONI
,JOIL DESCRIPTION
SA
NO �
DCP
i6NO v.
0 —}
-
Tannish gray
fine SAND, trace of silt (sp)
I
2
I
3
Tannish gray
fine to medium SAND, trace of silt (SP)
4-
—
BORING TERMINATED AT 4.0 FEET
5
6
7—
8
9-
REMARKS:
14000 THUNDERBOLT PLACE
PROPORTIONS
ABBREV.
EXCAVATION
USED
F - FINE.
EFFORT
,�(J'�'
SUITE R
TRACE (tr.) 5-12%
M - MEDIUM
E - EASY
. H N
J LT®
CRANTIll.Y, VA.
22021
WITH (w/) 12-29%
C - COAREE
V - VERY
bi — MODERATE
=
703/471-0400
ADD TO NAME 30-50%
GR. - GRAY
D - DIFFICULT
_� ��
FAX/1334-5527
BYFi.
GROUNDWATER 2_
(SANDY)
-HyFLLnw

I-IAND AUGER
PROFILE LOG
HAND AUGER NO. B-23
JOB NO. W1082 JOB NAME
AND LOCATION Peppertree Resorts
Atlantic
Beach
NC
ENGINEER
WEATHER
Sunny 750
DATE 5-4-94
GROUND ELEV.
DEPTH TO
WATER
3.0'
DEPTH
HORIZON
SOIL DESCRIPTION
SAMPLE
DCPREMARK
.0
i
1
Gray fine SAND, trace of silt (Sp)
2 —�
i
3
i
Tannish gray fine
to medium SAND, trace of
silt (Sp)
4=
BORING TERMINATED AT 4.0 FEET
5
6
7
9
10
REMARK;:
9
—�— 14000 THUNDERBOLT PLACE
PROPORTIONS
ABBREV.
EXCAVATION
SUITE R
E, CHA77TILLY, VA. 22021
OWD
USED
TRACE (tr.) 5-12%
F - FINE
M - MEDIUM
C
EFFORT
E — EASY
03 „1_5;
WITH (w/) 12-29%
— COAR$c
V - VERYA.
M — MODERATE °
FAX/894-5527
ADD TO NAME 30-50%
GR. - BROWN
D — DIFFICULT
CROUNDWATER Q
(SANDY)
YEL. - YENow
1

HAND AUGER PROFILE LOG
H^.ND
AUGER NO.
B-24
JOB N0.
W1082 JOB NAME AND LOCATION Peooertree
Resorts
Atlantic Beach,
NC
ENGINEER WEATHER sunny 750
DATE 5-4-94
GROUND
ELEV. DEPTH TO
WATER
_ 3.25'
DEPTHHORIZON
SOIL DESCRIPTION
SAMPLE
DAP
REMARK
--
tin,
1 _I
I
Grayish tan fine SAND, trace of silt (Sp)
2 —�
3
I
I
4 J
i
Gray fine to medium SAND, trace of silt (Sp)
PARING TERMINATED AT 4.0 FEET
5
6
t
8
9
10—
REMARKS.
® 14000 THUNDERBOLT PLACE
PROPORTIONS
ABBREV.
EXCAVATION
SUITE R
USED
F -
FINE
EFFORT
6T®OHANTILLY.
VA. 22021
TRACE (tr.) 5- 12%
WITH
M -
C -
MEDIUM
COARSE
E _ EASY
703/471-8400
(w/) 12-29%
V -
VERY
M — MODERATE
FAX/834-5527
ADD TO NAME 30-50%
CR.
B? j-
- GRAY
- BROWN I
T
D _ DIFFICULT
(SANDY) _
YEL.
- YELLOW,
GROUNDWATER -

Peppertree Resort B-2
log t (min)
-3.00 -2.00 -1.00 0.00 1.00
1.00
0.67
H/H0
0.33
IMME
«
h �o
«
«
0
o«
2.00
momwj
0.67
H/ HO
-1.65 -0.65 0.35 1.35 2.35 3.35
log Tt/rc2
o - Data
+ - Type Curve
Slug Test: alpha = -7.0
SOLUTION
Transmissivity = 9.570E+0002 gpd/ft
Aquifer Thick. = 4.000E+0001 ft
Hydraulic Cond.= 2.392E+0001 gpd/sq ft
Storativity = 1.000E-0007
0.33
0.00
L

Peppertree Resort B-3
log t (min)
-3.00 -2.00 -1.00 0.00 1.00
1.00
0.67
H/H0
0.33
0.00
M
2.00
--� 1.00
0.67
H/HO
0.33
0.00
-2.42 -1.42 -0.42 0.58 1.58 2.58
log Tt/rc2
o - Data
+ - Type Curve
Slug Test: alpha = -2.0
SOLUTION
Transmissivity = 1.625E+0002 gpd/ft
Aquifer Thick. = 4.000E+0001 ft
Hydraulic Cond.= 4.063E+0000 gpd/sq ft
Storativity = 1.016E-0002

Data for Slug Injection/withdrawal Test
Well Name:
B=2
Date of Test:
5-4-94
Aquifer Thickness
(b):
40.000 ft
Change in
Vol.of Water
= 0.267 cu
ft
Effective
Radius of Well
= 0.063 ft
Radius of
Casing(rc) over
Water Level
Decline =
0.063 ft
Entry
Time(t)
Head
H
H/HO
No.
(min)
(ft)
(ft)
1
-1.000
5.760
2
0.000
3.900
1.860
1.000
3
0.250
5.170
0.590
0.317
4
0.500
5.650
0.110
0.059
5
0.750
5.720
0.040
0.022
6
1.250
5.740
0.020
0.011
7
.1.500
5.750
0.010
0.005
8
1.750
5.750
0.010
0.005

Data for Slug Injection/withdrawal Test
W ll N ne• B-3 Date of Test: 5-3-94
e a i
Aquifer Thickness (b): 40.000 ft
Change in Vol -of Water = 0.267 cu ft
Effective Radius of Well = 0.063 ft
Radius of Casing(rc) over Water Level Decline = 0.063 ft
Entry
No.
1
2
3
4
5
6
7
8
9
10
11
12
1.3
14
Time
(min)
-1.000
0.000
0.250
0.500
0.750
1.000
1.250
1.500
1.750
2.000
2.250
2.500
2.750
3.000
Head
(ft)
9.350
7.800
8.660
8.880
9.090
9.140
9.190
9.220
9.230
9.250
9.270
9.280
9.290
9.300
H
(ft)
************
1.550
0.690
0.470
0.260
0.210
0.160
0.130
0.120
0.100
0.080
0.070
0.060
0.050
H/HO
1.000
0.445
0.303
0.168
0.135
0.103
0.084
0.077
0.065
0.052
0.045
0.039
0.032

PEPPERTREE RESORT
ECS, LTD. PROJECT NUMBER: W1082
Location: Atlantic Beach, NC Date: 4-25-94
Boring #: B-2 Sample #: 1
Tested By: Eris J. Stamm Initial Sample Wt.: 150.0
Sample Description: Tan fine to medium SAND, trace of
silt (SP)
Remarks: EST Perm. = 2.89 x 10-2 cm/sec
Depth 0.0' to 4.5'
GRAIN SIZE ANALYSIS
....SIEVE -if
SIEVE
WT.'OF
:PERCENT
CUMULATIVE
CUMULATIVE...
SOIL:
RETAINED
PERCENT.';•
PERCENT
(mm)
RETAINED
RETAINED`
FINER
(q)
iy
# 4
4.75
-0-
-0-
-0-
100
# 10
2.00
-0-
-0-
-0-
100
# 16
1.18
-0-
-0-
-0-
100
if 30
.600
1.6
1.1
1.1
98.9
# 40
.425
4.0
2.7
3.8
96.2
# 50
.300
24.5
16.3
20.1
79.9
# 60
.250
37.1
24.7
44.8
55.2
#100
.150
73.5
49.0
93.8
6.2
#200
.075
8.8
5.9

x ENGINEERING CONSULTING SERVICES, LTD.
;u Geotechnical o Construction Materials a Environmental
WILSON ENGINEERING DIVISION
August 23, 1994
Rose and Associates
- Post Office Box 3396
New Bern, North Carolina 28564
Attention: Mr. Joe Rose
Reference: Infiltration Testing for the Disposal of
Effluent Water from the Groundwater Loweri
System P`eppertree el o t—Villas
Atlantic Beach, North Carolina
ECS, Ltd. Project Number: W1142
Dear Mr. Rose:
Engineering Consulting Services, Ltd. has completed the
infiltration testing for the proposed effluent disposal area
for the above referenced project. This letter with the
attachments provides the results of our testing as well as
an explanation of the field testing methodology and the
laboratory testing results upon which the estimated
permeability is based.
Project Information
The infiltration tests performed for this phase of the
project were to provide an estimate of permeability of the
soils at the proposes: disposal depth for the groundwater
lowering system for the nitrification field at the
Peppertree Resort Villas. We understand that the effluent
water from the groundwater lowering system is proposed to be
piped to the new building area and disposed of in a trench
adjacent to the parking area to the .west of the new
P.O. Box 10434, Wilmington, North Carolina 28405 a [phone] o FAX [phone]
Offlnpc- Wachinomn n('- Raltimorf%. Mt): Rirhmnnei Nnrfnik VA- Rrsearr.h Triangle Park. Wilmington. NC

ECS, Ltd. Project Humber: W1142 - 2 -
Infiltraton TesO no - Peppsctree Resort Villas
building. Ground surface elevations in the area of the
proposed trench range from 11 to approximately 13 feet above
mean sea level. The proposed elevation for the base of the
disposal trench is approximately 5.5 feet above mean sea
level. In order to apply for a permit for disposal of this
effluent water, an accurate infiltration rate for the
subsurface soils is required for the design of the disposal
trench. A double -ring infiltrometer test was considered for
providing the necessary data on the infiltration rate of the
subsurface soils, however given the location and cost, this
method was determined to be unacceptable. The selected
method for this particular site was an in -situ infiltrometer
test in a shallow hand auger boring at the approximate depth
of effluent water disposal.
Field Testing Procedures
In order to perform the field permeability tests, shallow
hand auger borings were advanced to the proposed base of the
effluent disposal trench at a depth of approximately 6.5
feet below existing site grade. Three locations were
selected for field permeability testing and are shown on the
test boring location diagram. Hand auger equipment was used
to advance the borehole to the test depth and a sample of
the subgrade soil was retrieved and returned to the ECS,
Ltd. laboratory. Upon reaching the required depth, a 2 inch
diameter steel pipe was driven into the soil, a depth of
approximately 6 inches and a clear plastic '_ irl,h tube was
mounted with a water tight seal to the top of the 2 inch
steel pipe. water was introduced into the test apparatus by
means of a funnel at the top of the plastic tube. The tube
was filled to a predetermined height atiove ground surface
and then the water was allowed to infiltrate into the
subsurface soils to a predetermined lower height. The time
u

ECS, Ltd. Project Number: W7142 - 3 -
Infiltraton Testing - Peppertree Resort Villas
required for the water to infiltrate over this predetermined
length was measured for 3 consecutive test periods and the
result was the average of the three tests. The vertical
permeability of the soil was then calculated using the
methodology described in Lambe and Whitman 1951, page 284
and 285 Method E. Results are summarized in Table 1. The
calculated average -was 985-gpd/ft2. Since the soils were
not saturated during the test, this value can only be
considered an estimate. Upon completion of the field
testing, hand auger boring B-3 was advanced to the water
table in order to determine the depth of unsaturated soils
between the base of the trench and the top of the water
table elevation. The surficial water table aquifer was
encountered at a depth of approximately 12.8 feet below
existing site. grade. However it is likely that this level
will fluctuate depending on the time of year, recent
rainfall levels and tidal influences.
Laboratory Testing
The recovered soil samples from hand auger borings B-1
through B-3 at the effluent disposal depth were tested in
the ECS, Ltd. laboratory for grain size in accordance with
ASTM D-422. -Based on the results of the grain size
analysis, a grain size curve was established for each soil
sample and an estimate of the permeability of the soil was
calculated using Hazen's Method. This method uses the
diameter of tho grains at 10$ firer on the grain size curve
to calculate an estimated soil permeability in accordance
with the following formula: K = A(DIO)where A is equal to
1 when K is to be determined in centimeters per second and
DIo is in millimeters. The estimated permeability of the
soil determined using Hazen's Method is shown in the
attached table. The average of the permeability estimates

ECS, Ltd. Project Nu.ber: '11142 _ - 4 -
Infiltraton Testing - Peppertree Resort Villas
using this method was approximately 600 gpd/ft2. The grain
size analysis data and grain size curves are attached for
reference as well as the locations of the shallow hand auger
borings.
Based on the results from field testing and Hazen's Method,
we recommend a K of 700 gpd/ft2 for design purposes.
Should you have any question with regard to the information
submitted in this report, please do not hesitate to contact
US.
Respectfully submitted,
Engineering Consulting Services, Ltd.
-0. �Y7we-P,-
Ro r D. Moore, P.G.
Professional Geologist/Branch Manager
P 771a"'
Ron B. Manilla, P.E.
Project Engineer
RDM/RBM:lyc
CARO<iy<
SEAL
H07
It 06%
:t

- 5 -
ECS, Ltd. Project Number: W1142
Infiltraton Testing - Peppertree Resort Villas
ATTACHMENTS:
INFILTRATION TESTING RESULTS
GRAIN SIZE ANALYSES
FIGURE 1 - HAND AUGER BORING LOCATION DIAGRAM

PEPPERTREE RESORT - INFILTRATION TESTING
ECS, LTD. PROJECT NUMBER: W1142
Values of K obtained using Hazen's Method
and from Field Permeability Testing
amp qx,!
Boring,
pia
j)
'X' gp,
dY ft)
sq,
b-fit
D Ptif
. . ..... ....
F,leId T eti
.. ....... ...
. ... ... .
. . ....... . ..
RigAd q.ft
S-1
B-1, 6.5'
0.170
0.295
1.74
2. 89X,0-2
612.8
674.3
S-2
B-2, 6.5'
0.171
0.297
1.74
2.92x10-'
619.2
1513.7
S-3
B-3, 6.5'
0.163
0.300
1.84
2.66x10-2
564.1
767.7
Average
598.0
985.0
Cu = V�60
Dio
K = A(D 10)2 - Hazen's Method
D60 = Soil Diameter (mm) where 60% of the soil weight is finer
D io = Soil Diameter (mm) where 10% of the soil weight is finer
A = I when K in cm/s and D10 is mm
Restrictions:
0. 1 < D10 < 0.3 mm
Cu < 5.0

GRAIN SIZE ANALYSIS
Project Name: Peppertree Resort - Infiltration Testing
Job Number: W1142
Date: 8-11-94
Computed by: Kris J. Stamm
Sample Number: S-1
Classification: SP
Sample Description: Tan fine to medium SAND
SIEVE #
SIEVE
PVT, OF SOIL
PERCENT
CUMULATIVE
CUMULATIVE
OPENINGS
RETAINED
RETAINED
PERCENT
PERCENT
(mm)
(cp
i2ETAINED
FINER
# 10
2.00
-0-
-0-
-0-
100
# 40
0.425
5.7
3.0
3.0
97.0
# 60
0.250
80.0
41.5
44.5
55.5
#100
0.150
97.8
50.7
95.2
4.8
#200
0.075
8.5
4.4
99.6
0.4
Dry Weight Before Wash: 193.0
Dry Weight After Wash: 192.0
Percent Passing #200 Sieve: 0.4

GRAIN SIZE ANALYSIS
Project Name: Peppertree Resort - Infiltration Testing
Job Number: W1 142
Date: 8-11-94
Computed by: Kris J. Stamm
Sample Number: S-2
Classification: SP
Sample Description: Tan fine SAND
SIEVE 4
SIEVE
WT. OF SOIL.
:�PERCENT :
:CUMULATIVE:
-.:CUMULATIVE
OPENINGS.,::::
RETAINED
RETAINED
PERCENT
PERCENT.
RETAINED
# 10
2.00
-0-
-0-
-0-
100
#40
0.425
1.7
0.9
0.9
99.1
# 60
80.0
41.3
42.2
57.8
#100
0.150
Lt0.250
101.7
52.6
94.9
5.2
4200
00 5
0.075
9.7
5.0
99.8
0.2
Dry Weight Before Wash: 193.8
Dry Weight After Wash: 193.1
Percent Passing #200 Sieve: 0.2

0 5"LA/
Gr.NPt
Figure 1
Hand Auger Boring Location Diagram
J
r---- Peppertree Resort Villas -Atlantic Beach, N.C.
ENGINEERING CONSULTING CONSUETING RDM 8� 23-94 1"= 50' W1142

GRAIN SIZE. ANALYSIS
Project Name: Peppertree Resort - Infiltration Testing
Job Number: W 1142
Date. 8-11-94
Computed by: Kris r ctm -
Sample Number: S-3
Classification: SP
Sample Description: Tan fine SAND
SIEVE # :
SIEVE
WT, OF. SOIL
PERCENT
CUMULATIVE
CUMULATIVE :>
OPENINGS
RETAINED
RETAINED
PERCENT
PERCEI4'T '
(mm)
(c))
RETAINED
FINER
# 10
2.00
-0-
-0-
-0-
100
940
0.425
1.6
0.8
0.8
99.2
# 60
0.250
68.6
35.0
35.8
64.2
4100
0.150
112.7
57.5
93.3
6.7
#200
0.075
12.3
6.3
99.6
0.4
Dry Weight Before Wash: 196.0
Dry Weight After Wash: 195.2
Percent Passing 4200 Sieve: 0.4

LTJ'
ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical e Construction Materials • Environmental
WILSON ENGINEERING DIVISION
Rose and Associates
1610 Flighway 70 East
Post Office Box 3396
New Bern, North Carolina 28564-3396
Attention: Mr. Joe Rose
December 8, 199
L� v J n
l
Reference: Groundwater Flow Direction for Surficial Aquifer Beneath the S
V
Proposed Buildings 26 - 29 31 L
Peppertree Resort Villas, Atlantic Beach, North Carolina j
ECS, Ltd. Project Number- W1082
Dear Mr. Rose:
Please find attached diagrams showing the approximate groundwater contours for the
surficial aquifer at the above reference sites on various dates over the past four to six
weeks. Our report has been prepared in response to your request in the letter dated
October 17, 1994, item number 3. In order to complete the groundwater flow direction
calculations, three (3) shallow piezometers were installed to depths of approximately 10 to
13 feet below existing site grade at the locations shown on the diagrams. The piezometers
were installed using hand auger apparatus and consisted of 1 1/2 inch 0.01C slot screen
pipe with a slip cap and pointed plug end. Water levels were checked periodically by
means of an electronic water level sensing device. The elevation of the top of each of the
piezometer casings was surveyed using the reference from the existing asphalt parking lot.
In general, the groundwater Eow direction appears to range froru appfoximately
southwest to southeast with the shift in direction occurring apparently due to seasonal
change in the overall regional groundwater elevation. As the regional_ groundwater
elevation decreased, the flow tended to be more directly toward the ocean and toward the
17 N
P.O. Box 10434, Wilmington, North Carolina 28405 • [phone] o FAX [phone]
eAn. VA. A=o —W, T.i. ,I, V—L- W,

southeast. During wetter periods of the year, the apparent flow direction tends to follow a
more. southwesterly flow direction generally, following a subdued outline of the existing
ground contours. Should you have any question with regard to the information
transmitted in this letter, please do not hesitate to contact us.
Respectfully submitted, .
ENGINEERING CONSULTING SERVICES, LTD.
Roger D. Moore, P.G.
Professional Geologist/Branch Manager
amesno; P.E.
Project Engineer
RDM/JKC:Iyc
cc: Mr. Wayne Kinser - Peppertree Resort
0

GROUNDWATER RIB E LEVAMNS 10-20-94
E
so too
ra � ah
Mile
Owv,A i.w Val
wn �aa vxro
Mm v} Wi'h
FJf f,Q 5`b 7.b
[/,MnI Cs�wlRp N�lvl W
iPO.IE[i/CLIENT
Peppertree Resort
!atlantic (Peach, MC
WU er I K13 J12234 scue t_50'
c�cnEo it
/✓novEo er w-102

PROPOSED BUQLDINGS
26
27
29
eoo At
I � of c ON 415
I (4.174 PZ�k2
J
1 OPOSED ASPHALT SUR AC� 1 4.10
' y (a.oe)--�--i
Pz 19 0 SO 100
(4.09)
PZ it
REv Dn IE
(Lkw 5n1546C55
PzJ. S9 Sbt�3
irpl.My fvWlp KM.1. LN
roo.FClrctFln
Peppertree ]Resort
Atlantic Beach, NC
7
Mn'n er U1 u]LH scuE 1• . 50' RDUF
UFL[ED �r
unavEv e. w-1082

N
PROPOSED BUELDINGS /
26 </
27
28
29 ono u ♦TEE /
12 \
1 I 11�R POSED ASPHALT SURFAC 1 ( /
13.74) I \ / 050 100
P (3.
WE Pam. as
P..q.n P } P�
1bn Coda D: o'i
Mn,Sn Z
PaW g, ex» sY.n�
RO;Cl/CIENI
Peppestaee Resort
Atlantic Beach, NC
Q°vRQ UJIlDWA'Ii'IER IEILlEVATHONS 10-31-94

PROPOSED BUILDINGS
0 SO 100
® PA 8. M6
pwaJ� i,m} Pal
yen Cn.w DIOD
Cv1o. 9n SUVb
pda* 9k 5`bPb
KEY C✓r>AI IwYr IN
RoACiRIEM
Peppertree Resort
Atlantic Beach, MSC
pnw er ua �.vs. xwE
r . So•
—_ --- iamev[o er w-IOC2

ENGINEERING CONSULTING SERVICES, LTD.
n Geotechnical • Constriction Materials o Environmental
1 M7,1US45N ENGINEERING DIVISION
Rose and Associates h aR l i 4
P.Q. Bnt :396
New Berne, NC 28564
Attention: Mr. Joe Rose
RE: Groundwater flow direction for the surfical aquifer at several locations at the
PcpperTrec Resort Villas, Atlantic Beach, NC
ECS, Ltd. project number W1242
Dear Mr. Rose:
Please find attached, diagrams showing the approximate groundwater contours for the
surfical aquifer at two locations at the Peppertree Resort Villas Property Atlantic Beach,
NC. This information has been prepared in response to your request in March 1994 and
as listed in our proposal. In order to complete the groundwater flow direction calculations
four sets of three shallow piezometers were installed to depths ranging from 8 to 17 feet
below existing site grade at the locations shown on the contour diagrams. The
peizometers were installed using hand auger apparatus and consisted of 1'/4 in. 0.010 slot
screen with a pointed plug end and slip cap. Water levels in the piezometers were
checked immediately upon completion of the installation procedures and were
periodically checked at several outer visits to the site. The elevation of the top of each of
the piezometer casings were surveyed using the reference from the existing asphalt
parking lot adjacent to buildings 15 and 16. In general the groundwater flow direction
within the surfical aquifer beneath buildings 15 and 16 and the surrounding area appears
to be moving toward the north and east. The periodic measurements made several days
later show contours which are consistent with a general flattening of the surfical aquifer
as the water lc rels have decreased due to dryer weather and a gradual drop in the seasonal
high water table. Should you have any questions wit,h. regard to 4,�c information
transmitted in this letter please do not hesitate to contact us.
Respectfully Subr_ti cd,
Engineering Consulting Services, Ltd.
Roger D. Moore P.G.
Professional GcologisvBranch Manager
Jifnes K. Cormors P.E.
Project Engineer
P.O. Box 10434, Wilmington., North Carolina 28405 9 (910; 270-3016 9 FAX [phone]

-(3.4�9) -- P9
� P-t
(156)
(3.55)
ra at \
3.55
3.6
GROUNDWATER ELEVATIONS 3-28-9
i
p 35 70
Fer.- • r�
,."',ti
Iaf 1pJv
i
[.M+.N :wump B. na.l 1n
lylq, rtn 5`o-:
KOhC1ICl(F'
GROUNDWATER CONT.
Peppertrec Resort
i
i
Atlantic Beach, NC
gnBL er B,B s0 ,f r cVC
1
ntiBDKD BI � W-ISQ

P-8
(3.40)
P-9""""""
0 (3.V91
P-1
3.41
(3.48)_._---�
�.
\\
P-2
f 521
---TT3.45
3.5
3.4
GROUNDWATER ELEVATIONS 3-31-9
U l5 70
I
1
I
[M.�N fn✓sq
a.. a._�a
- -�
NOR C„CE(x,
I
GROUNDWATER CONT.'
Peppertrcc Resort
Atlantic Beach, NC
W.I.Y ]1
{I5
-10]
SC.tE
UIiE
r . to'�____�
u�um e. JI
umvto EE
w.Eiai

H W Y 58 FNI-RANCE To P -Pr'ER i REE
P l o---
3.
P11 i3.34)
3.4-
0A izFl
GROUNDWATER CONT.
Peppertree Resort
Atlantic Beach, NC
GROUNDWATER ELEVATIONS 3-28-9
_
A111010 c, I W-1242

HWY 58
P10
3. 2
p rf (3.27)
3.2 5"�
3 (3.32)
.3
GROUNDWATER ELEVATIONS 3-31-9
0 35 10
Gl',OUNDWATER CONT,
Peppertree Resort
Atlantic Beach, NC
m" F-

P1EZOv11;'I'ER
1' I
P2
I'3
P4
PS
P6
P7
P8
P9
LRSl11 l PIO
f2-A I PH
P12
11h:i'1'l,R] ltF:l: RESORT
lVI - A.N ITC WF.ACII, NC,
GROI'N5NN;ATLk' ELEVATIONS
ECS, LTD. PROJECT{1 W1242
TOP OF CASING
ELEVATION
21.14
21.42
22.45
11.59
14.04
10.17
11.49
11.47
18.41
6.40
6.42
6.69
STATIC WATER
ELEVATION
17.58
17.81
18.90
S.0S
10.52
6.67
8.00
7.98
14.90
3.18
3.03
3.35
GROUNDWATER
ELEVATION
3.56
3.61
3.55
3.54
3.52
3.50
3.49
3.49
3.51
3.22
3.39
3.34

'o AT
AUG 2 8 1995
NARRATIVE
D R 95b$34
Ra�oJ ��
PROJECT DESCRIPTION
The purpose of the project is to provide parking,
stormwater infiltration systems and sewage piped to
existing treatment system.
SITE DESCRIPTION
Sites are relatively flat with high secondary dune
to the north and south of the proposed buildings.
There is no evidence of significant erosion under
the present use of the properties. Along the south
property line a few myrtle shrubs and several larger
myrtle trees are present. On the north side and the
remaining properties are over 100 oaks and cedar
trees. These are to be replaced in areas not
proposed for development in accordance with the Town
of Atlantic Beach's approval.
ADJACENT PROPERTIES
SOILS
Property along the south property line has been
subdivided into residental lots and most of the lots
have resident homes, property to the west is a Food
Lion shopping center, north side is W. Fort Macon
Road and east side is Peppertree's existing development,
Villas I and II.
Soils in the project area are Duneland-Newhan complex,
primary Duneland. Duckston fine sand is presently
covered by Duneland sand.
CONSTRUCTION SCHEDULE
Receive Bids October 1995
Preconstruction Conference October 1995
Start Construction October 1995
Complete Project December 1997
All erosion and sediment control practices will be
inspected weekly and after rainfall events. Needed
repairs will be made immediately.

i
Estimated time before stabilization, three (3) months.
CONSTRUCTION ITEMS
Temporary block and gravel drop inlet protection
structures around drop inlets.
Three (3) temporary gravel construction entrance.
Silt fence along the south side of property.
MAINTENANCE PLAN
1. All erosion and sediment control practices shall
be checked for stability and operation following
every runoff producing rainfall but in no case
less than once every week.
2. Sediment shall be removed from the sediment traps
when sediment storage capacity has reached fifty
(50) percent. Gravel will be cleaned or replaced
when the sediment pool no longer drains properly.
3. Sediment shall be removed from behind the sediment
fence when it becomes about 0.5 feet deep at the
fence. The sediment fence shall be repaired as
necessary to maintain a barrier.
4. All seeded areas will be fertilized, reseeded
as necessary,. and mulched according to specifications
to maintain a vigorous, dense vegetative cover.
CONSTRUCTION SEQUENCE
Temporary road shall be constructed from existing
paved developed area and Fort Macon Road.
Elevator foundation and shaft.
Building #28 piling and structure.
Stormwater infiltration system.
Driveway and all impervious pavement.
Building #26, #27 and #29 piling foundation.

Building #29
Building #26
Building #27
Building #30, elevator and tunnel.
Building #31
Building #32
NATURE AND PURPOSE OF THE CONSTRUCTION ACTIVITIES
The four (4) north end three (3) story buildings,
asphalt pavement, utilities including stormwater and
pools will be constructed first. The buildings will
be constructed on piling seven (7) to eight (8) feet
off proposed ground level. The units will be sold
as time sharing and the association will provide all
maintenance. All sewage will be treated in the
existing treatment system under a DEM permitted
facility.
The three (3) larger three (3) story buildings located
on the south end of the property along with the tunnel
and elevator construction will follow the north end
facilities and may be started early in 1997.
Sedimentation and erosion control sequence shall
consist of the following:
Areas north of the secondary dune, all stormwater
will be retained on -site during construction and
after site has been developed.
Gravel approach will be constructed at one location,
18' wide and 50' long, for limited construction
equipment to enter and exit site, this will be
located east of the south parking area and north
of the secondary dune.
It is proposed to construct a temporary approach
and driveway 12' wide into building- #27 and #29.
This driveway will be constructed of stone only
and use temporarily for construction access. No
stormwater ditches exist in this area. The area
will be restored to its original condition, except
the trees.

No erosion and sedimentation is expected, only
around the drop inlets located in the parking lots
and special efforts will be taken to protect these
areas. The drop inlets will.extend two (2) inches
above the stone base and we will construct silt
fences around these drop inlets until the asphalt
has been installed.
Area south of the secondary dune will have a dry pond
constructed to provide temporary stormwater collection
area during construction and cleaned out during
and after development for permanent stormwater
infiltration. Presently water drains into this
area from an existing house and a portion of the
street to the south. No visible indications of
restricted infiltration. Geologist reports
infiltraiton good in this area.
Silt fence, 350 feet will be constructed south of
the asphalt drive the first thing, before the asphalt
driveway. Construction equipment will enter the
project from Ocean Ridge Road.
These buildings will also be constructed on a piling
foundation.
Very limited erosion and sedimentation facilities will
be necessary, because the sands will provide natural
infiltration of stormwater.

MORMW TER
STORM DRAINAGE SPECIFICATIONS
rHDIaiDI1M
DECEIuL 0
AUC 2 8 1995
DEM
Work under this section includes all storm drainage
systems including all drainage structures, pipe cleanout,
and other appurtenances.
All structures shall be built in accordance with local
authorities specifications.
PRODUCTS
Catch Basin Frame and Grate: Shall conform to Neenah
Foundation Co. #R-3�3+9-A or Vulcan Foundary V-5650 25"
x 35" or larger.
Pipe: Shall be PVC Pressure Class
gaskets, Hancor Hi-Q high capacity
1-800-682-2236 or approved equal.
EXECUTION
200, SDR 21 elastomeric
smooth interior pipe,
Tren�chin and Bedding for Pipe: Where pipe is to be
laid below the ground =e, a trench shall be excavated
to the required depth.
When the foundation material is of poor supporting
value, the pipe shall, if practicable, be relocated
in firm material. 1,hen this is impractical, the
foundation shall be reinforced by one of the following
methods as designed by the Engineer or by special details
as shown in the plans.
1. By replacing the unsuitable material with a
layer of local material of sand.
2. By replacing the poor material with a layer
of #5 stone.
The pipe shall be laid true to Line and grade on,a bed
which is uniformly firm throughout its entire length
and carefully shaped to fit the outside of the pipe.
SD-1

Installation of Pipe: Each pipe shall be carefully
inspect immediately before it is laid, and defective
pipe shall be rejected. Bell -and -spigot joint type
pipe shall be bedded to the established grade line,
placing the bell end upstream. The spigot end of the
second pipe shall be cleaned. Pipe lines shall be laid
to the grades and alignment indicated on the drawings.
Backf�illin : After the bedding using #5 stone has been
prepared and the pipe installed, selected #5 stone
material shall be placed alongside the pipe in layers.
Care shall be taken to insure thorough compaction of
the fill under the haunches of the pipe. Each layer
shall be thoroughly compacted by hand tamping with heavy
iron tampers, the tamping face area of which shall not
exceed twenty-five (25) square inches. The method of
filling and compacting shall be continued until the
fill has reached an elevation of two (2) inches over
the pipe.
Alignment and Grade: All pipe shall be laid and
maintained to the required lines and grades. No
deviation shall be made from the required line or grade
except with the written consent of the Engineer.
Excavation and Preparation of Trench: The trench shall
be dug the required a_n7 depth shown on
the Contract drawings and only so far in advance of
pipelaying as the Engineer shall permit. The trench
shall be braced when necessary so that workmen may work
therein safely and efficiently. The trench width at
the ground surface may vary with, and depend upon, its
depth and the nature of the ground encountered.
Pipe Joints: When pipelaying is not in progress, the
open enc�f installed pipe shall be sealed by approved
means to prevent entrance of trench water into the line.
Backfill shall be placed on the pipe to prevent floating.
Any pipe that has floated shall be removed from the
trench and relaid as directed by the Engineer. No pipe
shall be laid in wet trench conditions that preclude
proper bedding, or on a frozen trench bottom, or when,
in the opinln n of the Engineer, the trench conditions
or the weather are unsuitable for proper installation.
Drop Inlets, Manholes and Concrete Tanks to Retain Solids:
Shall be constructed in aaccorcTance with t —ee applicable
requirements of the local. authorities except that details
of construction shown on drawings shall govern.
SD- 2

A. Concrete - Concrete and reinforced concrete shall
conform to the applicable requirements of specification
"Concrete". All manholes shall be precast type.
B. Frame and Gratings - Frame and gratings shall
conform to the requirements of the local authority
and in accordance with the details on the drawings.
Hancor storm drain pipes shall be connected with Hi-Q
standard coupling bands, 90' elbows, 45' elbows, 22.5°
elbows and tees.
Soil over the Hi-Q shall not be less than one (1) foot.
All delivered pipe shall be inspected, all damaged pipe
cannot be accepted, and must be returned by shipper.
CONCRETE SOLID COLLECTION TANKS
Precast concrete tank to be manufactured by Stay -Right Tank
Company, or 'approved equal.
Concrete shall have a minimum strength of 4,000 p.s.i. in
twenty-eight (28) days, H-20 loading. Cement shall be ASTM
C-150, Type 1. Reinforcing steel shall conform to ASTM A-615
and all joint sealant shall be "Ramnek" strips manufactured
by K. T. Snyder Company, or approved equal.
Tanks shall be excavated to the depths indicated on the
plans, to provide gravity flow for the stormwater from its
source. Tanks shall be placed on a bed of six (6) inch
minimum crushed stone and carefully backfilled with soil
and tamped. No large stones or clods shall be used as
backfill. Backfill shall be compacted to ninety (90)
percent of maximum density. Tank joints and all penetrations
shall be coated inside and outside with grout and/or Thoroseal.
CONCRETE TANKS LEAKAGE TEST
Tanks shall be filled with water twenty-four (24) hours prior
to following test procedure:
Refill. tank cn day of the test accurate :Pater depth
measurements shall be taken, recording time and date.
Twenty-four (24) hours later accurate water depth
measurements shall be again recorded. If the water
SD- 3

level has dropped more than 1/2 inch the water will
be removed and the interior of the tank rechecked for
leaks. Depending upon the crack or area of the leak,
Sika.Corporation, Old North Manufacturing Co., Inc.
of Lenoir, N.C. products shall be used to correct the
condition.
The Engineer shall observe this test.
SD-4

INSTALLATION OF STORMWATER CHAMBER
SINGLE LAYER SYSTEM
GENERAL
Work under this section includes the chamber system for
storage, distribution and infiltration of the stormwater
runoff from impervious surfaces.
MATERIALS AND EQUIPMENT
High capacity H-20 bridge loading infiltrator chambers as
manufactured by Infiltrator Systems Inc., 4 Business Park
Road, Old Saybrook, CT 06475, 1-800-221-4436 or Cultec Inc.,
Brookfield, CT 06804, 1-800-428-5832, Units; Contactor #100.
° High capacity end plates.
2" - 22" washed rounded stone.
Non -woven geotextile fabric Mirafi 140-N, Amoco 45/53
or approved equal.
Geogrid Tensar Bx 1100, Mirafi MX1 or approved equal.
° Cordless drill.
Self -drilling S.S.#6 12" to 2" dry wall type screws.
Excavator.
Bulldozer, not to exceed ground pressure of 1,100 lbs.
per square foot.
Plate compactor and/or a walk -behind vibratory roller
which will not exceed dynamic force of 10,000 lbs.
° Level or one man laser type level.
SPECIAL INSTRUCTIONS.
Contact Buried Cable Locating Service 1-800-632-4949
prior to construction.
Contact Infiltrator Systems Inc., 1-800-221-4436 at
least one (1) week prior to start of installation.
Check all infiltrator chambers for shipping damage at
time materials are received and prior to installation.
For large beds that cannot be filled from the sides,
use a light -tracked vehicle such as a Caterpillar D-3.
Ground pressure of track shall not exceed 1,100 lbs.
per square foot. Be sure to maintain six (6) inch
minimum of compacted cover beneath the tracks at all
times.
ISC-1

Compacted fill over geotextile shall be local sand
materials or a well graded soil containing an even
distribution of approximately ten (10%) percent fines,
ranging from silt through sand to gravel.
INSTALLATION SPECIFICATIONS
Excavate and level designated areas as staked by the
Surveyor, for grades and areas.
Flood the excavated areas with water for a minimum period
of eight (8) hours. Water to be obtained from a nearby
fire -hydrant. This flooding should simulate two (2)
inches of water over the area.
Install the geogrid, Tensar or Mirafi, in accordance
with the manufacturers instruction and/or as follows:
Place geogrid in position and roll over the prepared -
grade. Material shall be overlapped two (2) feet,
pin overlaps and ends to provide anchorage. Overlap
end geogrids in the direction fill will be spread.
Pin grid with plastic ties, wire or hog rings five
(5) to twenty (20) foot spacing as necessary to
secure the overlaps. Pull geogrid tight by hand
to take up all slack.
Four (4) inch layer of 2" to 2z" rounded stone shall
be spread over geogrid by hand, where the backhoe and/or
front end loaders can not reach. Compact the stone
with vibratory roller or plate compactor to achieve
a flat surface and proper compaction. To ensure maximum
stone compaction, compact twice, the second pass being
perpendicular to the first. For this reason, the Contractor
must have a plate compactor.
Cut hole in closed end plate for appropriately -sized
distribution pipe, according to plan.
Screw end plates into "inlet end" (without interlocks)
of first infiltrator chamber.
End plates are required only at the beginning and end
of each row of chambers.
End plates are reversible to fit either end of chamber.
(Upper steps fit into "Inlet End" and lower step in
downstream end (with interlocks).

A cordless drill and,self-drilling screws work well
for all connections.
Use the four (4) starter holes around perimeter of
flange.
Place first infiltrator chamber in the inlet end of
excavation with interlocks downstream.
Place rows of infiltrator chambers next to each other
to fit desired bed area as per plan detail drawing.
Do not overlap the "feet" of the chamber onto adjacent
chambers.
Place catch basin and other sedimentation structures
as required by drawing.
Run distribution pipe to rows of chambers as per design
requirements.
Run distribution pipe through inlet opening in endplate.
Pipe does not run the length of the system.
Fit infiltrator chambers together, fully engaging
interlocks to fit desired bed area.
Interlock chambers by holding at 45' angle. Place
"Inlet End" on end of previous chamber. Lower chamber,
fully interlocking units.
To keep joints from disengaging during construction,
joints must be screwed together at the two (2) top
locations, similar to end plates.
Fill area to a minimum of 3" - 6" over top of chambers
with stone per plan.
For the large bed that cannot be filled from the sides,
use a light -tracked vehicle such as a Caterpillar D-3.
(Tracked vehicle size must not exceed D-5. Ground
pressure of track not to exceed 1,100 lbs. per ft').
Be sure to maintain six (6) inch minimum of compacted
cover beneath tracks at all times.
Compact stone with walk -behind plate compactor or
vibratory roller, not to exceed dynamic force of 10,000
pounds.
ISC-3

Cover entire installation area with geotextile fabric
by taking it from perimeter and laying it onto area,
making sure that it overlaps onto itself by two (2)
feet.
Backfill in six (6) inch lifts over top of chambers
with well -graded soil. Avoid large rocks and organic
matter such as roots, stumps, etc. in the backfill
material. A well -graded soil contains an even
distribution of approximately ten (10) percent fines,
ranging from silt through sand to gravel.
COMPACTED FILL OVER GEOTEXTILE
Compact all lifts to ninety-five (95) percent maximum
density at optimum moisture content as determined by
Standard Proctor Test ASTM D-698. Use vibratory roller
with maximum gross vehicle weight of 12,000 lbs., and
a maximum dynamic force of 20,000 lbs. Backfill shall
be in one six (6) inch layer.
Refer to asphalt specifications.
ISC-4

SCOPE
ASPHALT PAVING
Furnish all labor, materials, and equipment necessary
for fine grading and compaction of subgrade, placing
and compaction of aggregate base course, and placing
and compacting bituminous paving as specified herein
and as shown on the drawings.
MATERIALS
A. Subgrade material shall be from approved stockpiles
located near the project site where fill is required
or existing subgrade is unacceptable.
B. Aggregate Base shall be ABC crusher run compacted
to a thickness of six (6) inches.
C. Tack Coat shall be RC-250 applied at a rate of 0.1
gallons maximum to existing pavements and structures,
and at a rate of 0.03 to 0.1 gallons per square
yard to existing pavements receiving resurfacing.
D. Bituminous Concrete Paving shall be Type I-2.
Thickness shall be a minimum of two (2) inches.
EXECUTION
A. Subgrade preparation shall be in accordance with
the specifications for the Stormwater Chamber section
of these specifications and graded as shown on the
drawings. Fine grade subgrade to final specified
elevations and slope. Compact subgrade to ninety-
five (95) percent maximum density at optimum moisture
content as determined by Standard Proctor Test ASTM
D-698.
B. Aggregate base course shall be applied on properly
prepared subgrade.
C. Castings, gutter edges and all other surfaces which
the pavement will rest against shall be tack coated.
Prior to resurfacing existing pavement, the existing
F.1viawl

pavement shall be tack coated and be allowed
sufficient time to "break" prior to the resurfacing.
Extreme care shall be taken when applying to prevent
tack coat from getting on exposed gutter areas or
any other exposed surfaces.
D. Bituminous concrete surface course shall be applied
on properly prepared primed base course.
E. To insure that these specifications are met the
subgrade, aggregate base, and pavement are subject
to testing for compaction, thickness, design mix,
and other related tests.
AP - 04

GENERAL
precaution
throughout the life of the p r:_icct to prevent the eroding
Of Soii ar-^ .::iC Sil[ind' Of IiCr_-r: , 5ti'c_rMs, lakes, r.=se_--
voirs, other :cater impoundments, ground surface, or other
property.
Excavated materials shall not be deposited, nor shall
earth dikes or other temporary earth structures be
constructed in streams or so near to such water that
they will he carried into any stream or impoundment by
stream flow or surface runoff. As an exception to the
above, confined earth materials will be permitted when
approved in writing by the Engineer or as shown on plans.
Frequent fording of live streams with construction
equipment chill not be permitted. unless otherwise
approved in writing by the Engineer, mechanized
equipment, shall not be operated in live streams except
as may be necessary to construct channel changes and
to construct or remove temporary or permanent structures.
COORDINATION OF GRADING OPERATIOi:S
All clearing and grubbing, excavation, borrow, embankment,
ditch construction, and other grading operatings shall
be so coordinated and performed as to cause a minimum
of soil erosion.
Grading operations shall be so scheduled and performed
that permanent erosion control structures and features
can follow immediately thereafter if project conditions
permit. The Contractor may be required to perform temporary
erosion control Treasures between successive construction
stages.
All land -disturbing activities undertaken on a tract
comprising of more than one (1) acre, if more than one
(1) continuous acre is uncovered, a ground cover suffi-
cient to restrain erosion must be planted or otherwise
provided within thirty (30) working days on that portion
of the tract upon which further active construction is
being undertaken.
ES-1

Failure or. the pare. of thy- Contractor to perform the
required erosion cont!'ol measures will be just cause for
the Engineer to direct the suspension of operations. The
suspension will be effective until such time as the
Contractor has satisfactorily performed the required
erosion control work.
The Contractor shall perform excavation, borrow, and
ctr.banki-,:c .t operations iu sucl: a manner that cut and fill.
slopes will be completed to final slopes and grade in
a continuous operation. The operation or removing
excavation material from any cut and the placement of
embankment in any fill shall be a continuous operation
to completion unless otherwise permitted by the Engineer.
If grading operations are suspended for any reason
whatsoever, partially completed cut and fill slopes shall
be brought to the required slope, and the work of seeding
and mulching or other required erosion control operations
shall be performed.
During construction and until final acceptance, the
Contractor shall maintain the work by shaping to provide
for the drainage of surface run-off along and throughout
the length of the project by constructing temporary
ditches, and by using any other methods necessary to
maintain the work covered by this article so that the
work will not contribute to excessive soil erosion.
WATER AND AIR POLLUTION
The Contractor shall exercise every reasonable precaution
throughout the life of the project to prevent pollution
of rivers, streams, and water impoundments. Pollutants
such as - chemicals, fuels, lubricants, bitumens, raw
sewage, and other harmful waste shall not be discharged
into or alongside of rivers, streams, or impoundments,
or into natural or man-made channels leading thereto.
The Contractor shall comply with all State or local Air
Pollution Regulations throughout the life of the project.
DUST CONTROL
The Contractor shall control dust throughout the life
of the project within the project area and at all other
ES-2

areas affected by the construction of the project, including
but not specifically limited to, unpaved secondary roads,
haul roads, access roads, disposal sites, borrow and
material pits and production sites. Dust control shall
not be considered effective where the amount of dust
creates a potential or actual unsafe condition, public
nuisance, or c:onditiun endangering the value, utility,
or appearance of any property.
APPLICATION OF SPECIFICATIONS
The provisions of this article shall apply to all con-
struction operations. Further references and detailed
requirements concerning erosion, siltation, and pollu-
tion prevention and control are given in the plans and
special provisions as supplements to the general requirements
of this article.
ES-3

I'ILTE; "ABRIC rCGR iE`PORAR� SILT FENCE
BURLAP
Burlap shall weigh at least 6.7 ounces per square yard, and
s :a11 have a .::inimum wic:i_h of ti:irty-six (36) inches.
S'iNTHETIC FABRICS
The filter fabric shall be composed of strong rot -proof
synthetic fibers formed into a fabric of either the woven
or nonwoven type. Either type of fabric shall be free of
any treatment or coating which might significantly alter
its physical properties after installation. The fabric shall
contain stabilizers and/or inhibitors to make the filaments
resistant to deterioration resulting from exposure to sunlight
or heat. The fabric shall be a pervious sheet of synthetic
fibers oriented into a stable network sn that the fibers
retain their relative position with respect to each other.
The edges of the fabric shall be finished to prevent the
outer yarn from pulling away from the fabric. The fabric
shall be free of defects or flaws which significantly affect
its physical and/or filtering properties. The fabric shall
have a minimum width of thirty-six (36) inches. Sheets of
fabric may be sewn or bonded together. No deviation from
any physical requirements will be permitted due to the
presence of the seam.
During all periods of shipment and storage, the fabric shall
be wrapped in a heavy duty protective covering which will
protect the cloth from sunlight, mud, dust, dirt, and debris.
The fabric shall not be exposed to temperatures greater than
140 degrees F.
The fabric shall meet the following physical requirements:
PHYSICAL TEST REQUIREMENTS
PROPERTY METHOD CLASS A CLASS B
Tensile AST14 D1682 Grab 50 lb.min. 100 lb.min.
SLrengt:: Test i%�thod using
1 inch square jaws
and a travel rate of
12 inches per
minute.
FFT-1

PHYSICAL
TEST
REQUIREMENTS
PROPERTY
METHOD
CLASS A
CLASS B
Grab
ASTM D1682 Grab
15% min.
25% max.
Elongation
Test Method using 1
inch square jaws
and a travel rate of
12 inches per
minute.
Puncture
ASTM D751 Tension
60 lb.min.
60 lb.min.
Strength
Testing Machine
with ring clamp;
steel ball replaced
with a 5/16 inch
diameter solid
steel cylinder with
a hemispherical tip
centered within the
ring clamp.
EOS
Corps of Engineers
No. 100
No. 100 Sieve,
(Equivalent
Guide Specifications
Sieve, min.;
min.; No. 40
Opening Size)
CW 02215 Nov. 1977
No. 40
Sieve, max.
Sieve, max.
Ultra Violet
ASTM D1682 Grab
40 lb.min.
80 lb.min.
Stability
Test Method using
1 inch square jaws
and a travel rate of
12 inches per
minute. Tests to be
made after 500 hours
exposure on xenon
arc weatherometer
as detailed in ASTM
G 26.
Bursting
ASTM D751 Diaphragm
100 psi min.
180 psi min.
Strength
Bursting Tester.
FFT-2

SEEDING AND MULCHING
Seeding and mulching is to be performed according to North
Carolina State, Department of Transportation requirements,
Section 880, :with the following special provisions:
Seeding and mulching shall be done on all earth areas
disturbed by construction or as designated by the
Engineer.
No seeding and mulching work shall be done between June
15 and August 15 unless otherwise approved by the
Engineer.
In order to prevent excessive soil erosion and siltation
by establishing a grass cover as soon as possible, the
Contractor shall complete grading to the proper cross
section and perform seeding and mulching or within 30
days thereof, as the grading progresses unless the
Engineer approved a specific permissible length of
delay due to circumstances beyond the control of the
Contractor.
Superficial scratching of the slope surface will not
be sufficient seed bed preparation. On 2:1 or 1-1/2:1
slopes, a seed bed preparation will be required approaching
the degree of preparation required on flatter areas
as far as depth is concerned although the same degree
of smoothness of seed bed will not be required.
The kind of seed, the rate of application of seed,
fertilizer and limestone, and the seasonal limitations
shall be as follows: All rates are in pounds per 1,000
square feet.
6 lbs. - Fescue
2 lbs. - Grain Type Rye
23 lbs. - Fertilizer (12-4-8)
120 lbs. - Limestone
Limestone shall contain not less than 85 percent of
calcium and magnesium carbonates and shall conform to
the following mini!-num screening standards. One
SM-1

hundri:d [: i'Z Ci: it !_ (1U!i ro) mtisL p&s5 Li'. ": OL:£h L.S. Standard
10 mesh scr,on, ::d Purttl po-ccnt. (;O o) must uass through
U.S. Sta^:da_ds 1G; ;-:esh screcr_
EoLLLpment to be uSed for the, application, covering, and
..-L:.CL and :Cl2d 3ha l ht..
approved b.1 the Ea,ineer before used on the project.
!ii•iiliCatlC:? ..: Se.'d :in C: .._rt1��"7.e' _._ wt.er suspension
or by air blast r.:c'_hods will not be permitted on slopes
flatter than 2:1. Should a hydraulic seeder be used
for application of seed and fertilizer, the seed shall
not remain in water containing fertilizer for more than
thirty (30) minutes prior to application.
Mulching - Mulch shall be spread uniformly over the area
by hard or by means of appropriate mechanical spreaders
or blowers to obtain an application satisfactory to the
Engineer. It is the intent of this specification that
satisfactory applications shall allow some sunlight to
penetrate and air to circulate, but also partially shade
the ground, reduce erosion, and conserve soil moisture.
Care shall be exercised to prevent displacement of soil
or seed or other damage to the seeded area during mulching
operations. No seeded areas shall be allowed to remain
for more than twenty-four (24) hours without mulching
having been completed.
The Contractor will be required to take sufficient
precautions to prevent mulch entering catch.basins or
pipe lines through displacement by wind, water or other
causes. The Contractor shall apply a sufficient amount
of asphalt to insure that the mulch is properly held
in place.
In the application of fertilizer in seeding operations,
or in the application of asphalt materials during mulching
operations, adequate precautions shall be taken to prevent
damage to traffic, traffic signs, curb and gutter, or
any other concrete or metal structures. Such structures
shall be adequately covered or application methods changed
so as to avoid damage. [;There any damage occurs as a
result of the Contractor's failure to take adequate
precautions, the Contractor will be required to repair
such damage including any cleaning that may be necessary
before final acceptance of the :fork Jill be Lade.

Once an a'.:c:; haS oe. n S EilEu and mulched, the Contractor
is requirec tc; take adequate urecau'_ions to insure that
all future cor:struction operations do not damage these
areas. No payment c:i11 be made for repairs of any kind
that are c;;a to negligence of the Contractor.
Fertilizer shall be the standard commercial product of
a na 1Y�!�. "E _'t 1112�r S[1d11 be Cte l-vereo 1:: bags
bearing the manu_`acturer's name, the chemical analysis
of the product, and its weight. If not used immediately
after delivery, fertilizer shall be stored in a manner
that will not allow it to harden or destroy its
effectiveness.
Seed shall be certified seed or equivalent based on North
Carolina Seed Improvement Association requirements for
certification.. If the seed is not grown in the state
:where it is to be used, it shall meet the certification
requirements of the Seed Improvement Association for
the state in which it is grown. All seed shall be
furnished in sealed standard containers. Seed which
has become wet, moldy, or otherwise damaged prior to
seeding, will not be acceptable.
Mulch shall be any of the materials noted below:
Grain straw or dry hav: Mulch materials which
contain an excessive quantity of matured seed of
noxious weed or other species which would hinder
the establishment of desirable vegetation will not
be acceptable. Any mulch material which is in an
advanced stage of decomposition as to smother or
retard growth of grass will not be acceptable.
Asphaltic adhesive: Asphaltic material to anchor
straw mulch shall be thin enough to be bloom from
spray equipment. It shall be SS-1 emulsion or RS
liquid asphalt 1 or 2.
Seed: Furnish duplicate signed copies of a statement
from the vender, certifying that each container of seed
is fully labeled in accordance with the Seed Improvement
Association requirements for certification. finis
certification shall appear on, or with, all copies of
iri'JOiCBS for the Deed. Each lot Cf eed ?4 _ be S`—bi act
to sampling and testing at the discretion of the Engineer.
Sampling and testing will be in accordance with the
latest regulation under the Federal Seed Act.
SM-3

ertili%cr and I.il.:e: Furnish dl:pliCL?te cupic-s of invoices
for all fertilizer a,id ;.imp used on the project. Invoices
fur ferui.iizer st:a1.L show the anaLysis and the quantity
furnished. Invoices for lime shall show the percentage
of magnesi._:i oxice and quantity furnished. Upon completion
i5i: ti:... pi ll'.0 i., a i.iiitii Check of i:l.`.: tc�l:ai quani-hies
of fertilizer and lime used will be made against the
_otal area seeded and Jif t!-.e _ates C?,: appliCati .. naV_
not been met, additional quantities of these materials
shall be applied to make up the application specified.
Prior to or during grading and tillage operations, the
ground surface sham be cleared of stumps, stones, roots,
cable, wire, grade stakes, and other materials that might
hinder proper grading, tillage, seeding, or subsequent
maintenance operations.
Grades on the area to be treated shall be maintained
in a true and even condition. Maintenance shall include
any necessary repairs to previously graded areas.
All graded areas shall be thoroughly tilled to a depth
of at least four (4) inches by plowing, disking, harrowing,
or other approved methods until the condition of the
soil is acceptable. On sites where soil conditions are
such that high clay content and excessive compaction
cause difficulty in getting clods and lumps effectively
pulverized, the Contractor shall use the rotary tillage
machinery, until the mixing of the soil is acceptable
and no clods or clumps remain larger than 1-1/2 inches
in diameter. A firm and compact seedbed is required,
and after being graded, the seedbed shall be lightly
compacted with a land roller, such as a cultipacker,
before and after seeding. All tillage operations shall
be as near on the contour as is practical but in no
instance up and dorm the slope.
Timestoae may b- applied to the area prior to the
preparation of the seedbed, but in all cases, it shall
be applied before seeding and thoroughly incorporated
into the entire depth of the prepared seedbed. The
incorporation of the lime may form a part of the tillage
operation specified above.
The fertilize_ S171all be Co:rpo_C.ted into the upper three
(3) or four (4) inches of prepared seedbed. This can
be done just prior to the last tillage operation or just
prior to seeding, but in no case, will it be applied
SM-4

more than. Three (3) days before seeding or before the
lime is applied. Distribution by means of an approved
seed drill equipped to sow seed and distribute fertilizer
at the same time will be acceptable. 1-.Then hydroseeding
equipment is used for planting operation, fertilizer
shall be applied simultaneously with seed using the above
rate of application.
When condi.ri.ons are such, by reason of draught, high
winds, excessive moisture, or other factors that
satisfactory results are not likely to be obtained, the
work shall be stopped, and resumed only when conditions
are favorable. If inspection during seeding operation,
or after there is a show of green, indicates that strips
wider than the space between the rows planted have been
left, or other areas skipped, additional seed shall be
soUm on these areas.
Straw or hay mulch shall be anchored in place by uniformly
spraying the straw with the hereinbefore specified asphalt
material at the rate of 0.10 gallon per square yard.
The area shall be protected against foot and vehicular
traffic by erecting adequate barricades immediately after
seeding is completed, and by placing warning signs of
an approved type.
The Contractor shall be responsible for the proper care
of the seeded area during the period when the vegetation
is being established. In the event of an erosive rain
before an adequate stand of vegetation is established,
damaged areas shall be repaired, limed, fertilized,
seeded, and mulched wholly at the Contractor's expense.
If upon substantial completion of the finish grading,
the seeding or landscaping cannot be completed during
the specified periods, then the seeding and landscaping
shall be accomplished during the next seeding period
specified. Only an amount considered sufficient by the
Engineer to cover payment for this work will be withheld
from the progress payments. The beneficial occupancy
of the facility shall not be delayed by the postponement
of the seeding and landscaping.
SM-5

s
DOSE AND v4SSOCIATES, P.A.
- -1
�I'
U Engineers — Planners — Surveyors
AUG ? 8 1995L�August 24, 1995
STO YTER
Division of Environmental Management E C E pp
127 Cardinal Drive Extension IIIluuulnnnJ"`((('jjj E IS L5 U LS UD
Wilmington, NC 28405
AUG 2 8 W95
Attention: Ms. Linda Lewis, Stormwater
DEM
Reference: Peppertree Resorts Ltd., Atlantic Beach FROJ
Villas III
Stormwater Facilities
PRL-9301.771
Dear Ms. Lewis:
Please find the following enclosed documents for the above referenced
facility:
1. Three (3) sets of plans.
2. Three (3) Engineer's and Geologist's Reports.
a "___ �;) --'- - -
4. Check for $325.00.
5. Three (3) copies of Operations and Maintenance Manual.
6. Three (3) copies of the Deed Restrictions.
7. Three (3) copies of Corps of Engineer's letter regarding
wetlands.
Please note, and in accordance with our previous conversations, all
stormwater must be infiltrated on site including the State's DOT roadway.
It is not possible, with the present highway system and site elevations
to provide any off -site surface drainage system.
At the present, Peppertree's development to the east of proposed
development, all stormwater and 30,000 GPD wastewater treatment plant
effluent has been surface (stormwater) and subsurface (wastewater plant
effluent) applied and samples obtained from test wells indicated no
limit violations. The above limits are for wastewater subsurface
systems.
Our plans have included infiltration systems for the entire design
rainfall. The design rainfall in this case includes all storm
intensities. It is possible that extreme rainfalls of six (6) inches
in six (6) hours may pool on the driveway for a short period of time.
This occurs once in four or five years in the existing low areas of
the present development.
+64"IY7 -A-Eest Post Office Box 1246 New Bern, North Carolina 28569 1248 1919) 633-439A
3396 339E 0327

Division of Environmental Management
August 24, 1995
Page Two
The system design conforms the following:
30 feet from surface water - over 300 feet.
50 feet from Class SA water - over 500 feet.
100 feet from water supply wells - two Town of Atlantic
Beach wells are located over 200 feet on adjacent
properties. One north of the entrance to Peppertree
on the north side of West Fort Macon Road and another
south of the major dune and west of Peppertree's proposed
development property.
2' above seasonal high water table - the Geologist's Report
shows USGS elevations of less than 3.4, we have used 3.7
feet.
Our Engineer's Report has included the stormwater from the pool's
concrete decks, our plans have not. A lot of consideration was given
to this area and could be accomplished with concrete trenches and cast
iron gratings along.the outer limits of the concrete decks. This
requires.more impervious surfaces and provides a wetted trench surface
that is very difficult to clean and could create an environmental
condition harmful to children. We think our two existing pools have
the best environmental systems, where the stormwater drains evenly off
the concrete decks to the surrounding sand and/or grass areas. We felt
this may come under the area of an allow exemption for some activities
that "cause minimal impact to surface waters."
As stated in DEM's Report of Proceedings, page S-9 "In the permit review
process, it is helpful to work with the applicants early on in their
application process to ensure that all appropriate information is being
put together to avoid the need for various project revisions."
We.would appreciate your comments and assistance to.accomplish the
environmental requirements in the most cost effective manner. Thank
you.
Sincerly,
Joseph W. Rose, Civil-PE,RLS,
President
JWR:rr
Encl.
cc: Wayne Kinser
Bradley Bennett

PEPPERTREE
RESORTS, LTD.
August 21, 1995
North Carolina Department of Environment,
Health and Natural Resources
Raleigh, NC
Dear North Carolina Department of EH&NR:
AUG ? R 1995
......................
Please consider this as authorization for Joe Rose, of Rose and Associates, to sign
applications on behalf of Peppertree Atlantic Beach Associates.
if you have any questions or concerns regarding this, please do not hesitate to give me a
call. Thank you.
Very truly yours,
nl E C E g V. IS Dnl
I'Jn(U AUG 2 8 1995 U
DEm
�oJ 5w895o839-
P.O. 60X 6319, ASHEVILLE, NORTH CAROLINA 28816
704 / 584-8991

%sIs form must be completed bhethe
pro,iectoSubamittal informatioll.
INSTRUCTIONS TO NC PROFESSIONAL ENGLNEERt
and included m a part of
The elassiricat�on of she dounslo;e surface waters (the surface Haler, tbat any overflow imm the lad;ity would flow toward)
in which Lbls spray irrigation S�'St..::1 wall be conswcit4 tnust be determined by the appropriate DE.'r1 regional office.
Therefore, you ar. rcquired. prior to submittal of the application paekege, to 1ubmit this form6 with items 1
through 7 completed to the appropriatt Division of Environmental Management Regio Water Quality Supervisor (see
page 8 of 8). Al. a tnininuat, you must include an 8.5" by 110 copy Of lbe portion of wall
minute USGS opOgraphle Map
wt ch slows Abe laation Of this Spr=_y irriga1jor systew and the dowoslope surface wall in which they will be [Ocated.
Identify the closest dowoslope surface waters on the anacbed map copy. Once tbi regional office has cOmPltted toe
classification, reincorporate this completed page and the topographic map into the eomplote
appilution (crm and submit the applieatloa package.
Applicant (specify na.^:e Of the muniapality. corperallon, individual, etc.):
Pnonertree Resorts Lt,
2. Name 6c coe�ptc:e address of engiaee;ing tIrrr:
Telepbone outnber: ( 919 )
a and Associates, Y.A.
New Bero. NC 28564
633-03
3, Project nano: ` `yr`
4. Name of closest dowr,slope surface wavers: Gro
ree Resorts Ltd.
indwattr flows to Bo
P.O._ Boa 3396 ,
5. County(ies) wberc the spray irrigation system and surface waters art located: Carteret _
6, Map n=c Lad date: U, Sa COa&t and GeodQt" Survey 1949
7. NC Professional Engir.w's Seal. Signature, end Dace:
69 93 •
T,
TOS REGIONAL WA
7/ 0/9'r
SUPERVISOR
L i lk
MIMI
4UG 2 8 1995
D E M
PROJ
Please provide me with the classiflc2don of the watersbed wbere these sewers will be coastruetad. at idenuried on the atWbcd
map segrsent:
Name of surface waters: •-poop PC eACIFA X � dez q7N
Classification (as established by the En+Ironaie:ital Management Curadsslon): &!�&_
Proposed classification, if applicable:
Signature of regional orAre personnel
(All anacbments must *x signed)
.FORM: SIDS 06194
Page 6 of 8
Data:
..
in: ....