SW8970408_HISTORICAL FILE_19970515

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 9'jo4r�;
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
oS is
YYYYMMDD

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
May 15, 1997
Major General Patrick G. Howard
Resident Officer in Charge of Construction
1005 Micbael Road, MCB
Camp Lejeune, NC 28547-2521
Subject: Permit No. SW8 970408
Hobbyshop Complex Phases I and 11
High Density Commercial Stormwater Project
Onslow County
Dear General Howard:
The Wilmington Regional Office received the Stormwater Management Permit Application for Hobbyshop Complex Phases
I and II on April 8, 1997, with final information on May 1, 1997. 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.1.000. We are
forwarding Permit No. SW8 970408 dated May 15, 1997, for the construction of Hobbyshop Complex Phases I and 11.
This permit shall be effective from the date of issuance until May 15, 2007, 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
adjudicatory hearing upon written request within thirty (30) days following receipt of this permit. This request must be in the
form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be
final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or me at (910)
395-3900.
Sincerely,
Rick Shiver, P.G.
Acting Regional Water Quality Supervisor
RSS/arl: S:IWQSISTORMWATIPERMIT1970408.MAY
CC'. Paul Kidd, Agent
Sharon Smith Jennings, Onslow County Inspections
Linda Lewis
--Wilmington-Regional Office
Central Piles
127 Cardinal Drive Extension, Wiitmingtm N.C. 28405-3M • Telephone [phone] • Pax 910-350-2004
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems=
Rermit No- SWR 97040
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
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
Camp Lejeune Marine Corps Base
Hobbyshop Complex Phases I and 11
Onslow County
FOR THE
construction, operation and maintenance of a detention pond in compliance with the provisions of 15A NCAC 2H .1000
(hereafter referred to as the "stormwater rules") and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until May 15, 2007 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. The stormwater control has been designed to handle the runoff from 122,839 ft2 of
impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the
permit.
2

State Stormwater Management Systems
EarmitSlo__S W R-93LOS
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Hobbyshop Complex Phases I and 11
970408
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth:
Permanent Pool Elevation:
Total Impervious Surfaces AIlowed:
Offsite Area entering Pond:
Required Surface Area:
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
Onslow County
Commanding General MCB
Resident Officer in Charge of Construction
1005 Michael Road, MCB
Camp Lejeune, NC 28547-2521
April 8, 1997
Beaverdam. Creek
"SB NSW"
NIA
4' feet
19 MSL
122,839 ft:1 square feet
As delineated on maps provided by Engineer
10,575 ft2
10,750 ft2
10,251 ft3
32,441 ft3
21.5 FMSL
1.5" + 1.25" pipes
3

State Stortnwater Management Systems
P rmit No. SWR 97040R
The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per,approved plans.
The permittee is responsible for verifying that the proposed built -upon area does not exceed the allowable built -upon
area.
6. 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.
C. 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.
7. 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.
H. SCHEDULE OF COMPLIANCE
I . 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 its entirety
and maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
C. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ.
The records will indicate the date, activity, name of person performing the work and what actions were taken.
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.
0

State Stormwater Management Systems
P-e mit No- SW8 970-4 8
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.
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 Water Quality 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 Water Quality, in accordance with North Carolina General Statute 143-215.6A to 143-
215.6C.
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.
The permittee grants DEHNR Staff permission to enter the property for the purpose of inspecting all components of
the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit
modification, revocation and reissuance.or termination does not stay any permit condition.
Permit issued this the 15th, day of May, 1997.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
1` l C V ' S% � `/ s- t-- -
i Q r:)-- A. Preston Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SWS 970408
S

State Stormwater Management Systems
Permit No" SWR 04Q$
Hobbyshop Complex Phases I and II
Stormwater Permit No. SW8 970408
Onslow County
Engineer's Certification
1, , 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,
(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
T

State Starmwater Management Systems
Permit-Nn—SW8-M.08
Hobbyshop Complex Phases I and I1
Stormwater Permit No. SW8 970408
Onslow County
Engineer's Certification
1, , as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (periodicall ylweeldylfulI time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the project construction such that the construction was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
on

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA COASTAL STORMWATER PERMIT APPLICATION
I. GENERAL INFORMATION (Refer to instruction sheet)
1. Project Name Hobbyshop Complex Phase II
2. Location, directions to project (include County, Address, State Road) Attach map Marine Corps
Base, Camp Lejeune, Jacksonville, NC
3. Owner's Name Commanding General MCB Phone [phone]
4. Owner's Mailing Address: Attn: Resident Officer in Charge of Construction, 1005 Michael Road
City Marine Corps Base (MCB) Camp Lejeune State NC Zip 28547-2521
5. Nearest Receiving Stream r3 everdq»a'. Creek to New River Class SB NSW
s-►5'a
6. Project description Youth Center and parking lot
II. PERMIT INFORMATION
1. Permit No. (To be filled in by DEM) -Y:sw F q?o 406
2. Permit Type X New Renewal Modification (ex. Permit No.?)_
3. Project Type: Low Density X Detention Infiltration Other
4. Other State/Federal Permits/Approvals Required (Check appropriate blanks)
CAMA Major Sedimentation/Erosion Control X 404 Permit
III. BUILT UPON AREA (Please see NCAC 2H.1005 thru .1007 for applicable density limits)
Drainage Drainage
Basin Basin
Classification 513iVSW_
Allowable Impervious Area 2.86 Acres
Total Project Area 5.72 Acres
Proposed Impervious Area 2.82Acres
Impervious Area 50%
Sc,(,0rCede5 SW F560420.
Breakdown of Impervious Area
(Please indicate below the design impervious area)
Buildings
(1) 0.37 Ac
(11) 0.43 Ac
(1&11) 0.80 Ac.
Streets
(1) 0.00 Ac
(II) 0.00 Ac
(1&II) 0.00 Ac.
Parking/SW
(1) 1.11 Ac
(11) 0.91 Ac
(1&11) 2.02 Ac.
Other
I NIA
II NIA
I&Il NIA
Totals
(1) 1.48 Ac
(11) 1.34 Ac
(1&11) 2.82 Ac

IV. STORMWATER TREATMENT (Describe how the runoff will be treated)
Routing through a stormwater management wet detention pond designed to remove 90% of the
Total Suspended Solids in the first 1" of runoff.
V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
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 the accompanying instruction sheet 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 parties and persons claiming under them, that they will run with the land, that the covenant
cannot be changed or deleted without concurrence from the State, and that they will be recorded prio
to the sale of any lot.
VI. OWNER'S CERTIFICATION
I, Paul T. Kidd , certify that the information included on this permit
(Please print or type name 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.
I authorize the below named person or firm to submit stormwater plans on my beha
Owner/ Authorized Agent Signature and Title{ d
fly direction of Commander, Atlantic Division Naval Facilities Engineering Command
VII. AUTHORIZATION (MUST BE COMPLETED)
Person or firm name Mr. Paul T. Kidd. Code 405. LANTNAVFACENGCOM
Mailing Address 1510 Gilbert Street
City Norfolk State Virginia Zip 23511-2699 Phone [phone]
cc: Applicant/WiRO//Central Files
OfficeflflUsse Only
TOR
E C E! V E
MAY 011997
D
PROD #tom
"��S

MAINTENANCE OF STORMWATER MANAGEMENT
AND EROSION CONTROL STRUCTURES
All permanent and temporary stormwater management and erosion control structures will be
maintained by the Contractor during construction. After construction is complete, the
temporary erosion control measures will be removed by the Contractor and the permanent
stormwater management pond will become the responsibility of the Facilities Maintenance
Officer, MCB Camp Lejeune.
I INSPECT AFTER EVERY RUNOFF PRODUCING RAINFALL EVENT:
1. Orifice - Remove any clogging debris.
2. Trash Rack - Remove trash accumulation.
3. Pond Side Slopes - Repair eroded areas, remove trash.
II INSPECT QUARTERLY:
1. Catch Basins - Remove trash
2. Inlet Piping - Repair undercutting, remove interior trash, replace riprap.
3. Grass Swales - Repair and reseed eroded areas, remove trash.
4. Vegetated Filter - Repair and reseed eroded areas.
III INSPECT SEMI-ANNUALLY (EVERY 6 MONTHS):
1. Pond Depth - Sediment shall be removed when it accumulates to a depth of
approximately one foot (up to elevation 15.00).
2. Check main outlet pipe for debris.
IV GENERAL MAINTENANCE NOTES:
l . Mow side slopes regularly. Encourage cattails along the perimeter of the pond, but do
not allow to cover the entire surface area.
2. The orifice must be visible after 5 days without rain. If it is not, unclog immediately
by removing trash, debris, and sediment.
�
_- T Os_!
E C E t V E
APR 0 a 1997
D
PROJ #5UJ Q OHO$
Lj_ _: t. P'_ - ':_ t '__ - -
Lt. Colonel R. W. Hestir
Facilities Maintenance Officer
By direction of
the Commanding General

HOBBY SHOP COMPLEX PHASE II
HADNOT POINT
MCB, CAMP LEJEUNE, NC
EROSION CONTROL AND STORMWATER
MANAGEMENT CALCULATIONS
PREPARED BY:
ATLANTIC DIVISION NAVAL FACILITIES
ENGINEERING COMMAND
NORFOLK, VIRGINIA
FEBRUARY, 1997
RF CEIVED
APR 0 �3 1997
BY: SGj Fc?7540'9

HOBBY SHOP COMPLEX PHASE II
HADNOT POINT
MCB, CAMP LEJEUNE, NC
TABLE OF CONTENTS:
1 - NARRATIVE
2 - VICINITY MAP
3 - STORM DRAINAGE CALCULATIONS
4 - STORMWATER MANAGEMENT CALCULATIONS
5 - STORM DRAINAGE AREAS PLAN AND POND PLAN
6 - MAINTENANCE SCHEDULE
7 - SUMMARY
S - FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENT POLLUTION CONTROL ACT
9 - NORTH CAROLINA COASTAL STORMWATER PERMIT APPLICATION
10 - NORTH CAROLINA PE EXEMPTION LETTER

NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is to construct the Prase Il of the Hobby Shop Complex.
This project includes a 17,000 square foot Hobby Shop, a parking lot, supporting utilities,
and expansion of the storm water management pond. The location of the building for Phase
II of the Hobby Shop Complex is on the west side of the Auto Hobby Shop currently under
construction. For the purpose of this permit application, the Auto Hobby Shop project
including the corresponding storm water management pond, will be referred to as "existing"
The total affected area is approximately 5.72 acres with 2.82 acres of impervious area.
The storm water management pond will be enlarged under this Phase II project to
handle both the existing Auto Hobby Shop (Phase l) and Hobby Shop Complex Phase II.
Permit number SW8 960420 was issued by the State of North Carolina, Department Of
Environment, Health and Natural Resources, Division of Water Quality in August of 1996,
for the Auto Hobby Shop.
SITE DESCRIPTION
The existing site slopes at about 5% from the East and flows into a existing storm
drainage channel. The overland flow will be collected into 15", 18", 24", 30", and 36"
diameter reinforced concrete storm pipes through 7 existing and 4 new catch basins. All the
storm water will then be carried into the storm water management pond. The storm water
will flow approximately 120' West from the pond outfall to an existing channel.
SOIL DESCRIPTION
The soils existing on the site are generally described as follows- 4" to 6" thick organic
layer(topsoil and or forest litter) overlying loose to medium dense silty sands or firm sandy
clay to a depth of 10 feet. Underlying this is a 6 feet thick layer of very soft to soft sandy
clay, except in the area of the proposed pumping station where the layer extends to a depth of
20 feet below the surface. This layer is very compressible and is believed to be the ancient
alluvial deposits of the now filled -in creek bed, the creek now smaller and flowing from
south to north and located immediately west of the new building location. Underlying the
i compressible layer existing fine sands of varying density to a depth of 50 feet below the
ground surface.
Groundwater is anticipated to be encountered in excavations at approximately 6 feet
below the existing grade. The uppermost surface soils are considered to be of moderate to
high erosion hazard and of low to medium permeability.

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
1. Temporary Gravel Construction Entrance: A temporary gravel construction entrance will
be provided off of the west front edge of the Auto Hobbyshop entrance and at new service
entrance to the storm water management pond.
2. Inlet Protection: All affected inlet structures will have Inlet Protection.
3. Temporary Sediment Fences: A temporary sediment fence will be provided around the
entire perimeter of the construction site to keep debris and soil from flowing off of the site.
4. Temporary Sediment Containment: The stormwater management pond may be used for
temporary sediment containment during construction. The pond will be cleaned of all eroded
materials, trash, and sediment at the completion of the project.
5. Storm Water Management Pond: The detention pond is designed to remove 85% of the
total suspended solids of the first I" of runoff.
b. Rip Rap: Rip -rap was provided at all the pipe and culvert outfalls in Phase I.

3Nn3r3-1
S M3N
3711AN2,3,-��

STORM DRAINAGE CALCULATIONS
DESIGN PARAMETERS
The storm drainage calculations were computed using the HYDRAIN - Integrated
Drainage Design Computer System.
The HYDRO program was used to complete the hydrologic analysis. HYDRO was
used to create an IDF (intensity duration frequency) curve from the latitude and longitude of
Jacksonville, NC. This curve was compared to the curve for Hatteras and found to be more
conservative.
The HYDRA program was used to design and analyze the storm sewer system. The
rational method was used for this storm sewer system. Results show that the pipes will cany
the flow at permissible velocities, with adequate cover, and the top of grates are above the
hydraulic gradeline elevations.
See following pages for results.

*************** HYDRO - Version 5.0 ***************
* HEC19 / Design Event vs Return Period Program
* Date of Run: 10-25-95
Page No 1
IDF MCB LEJUENE, JACKSONVILLE, NC
--- Input File: C:\HYDRO\LEJEUNE.HDO
IDF 10-YEAR RETURN PERIOD
_== IDS' CURVE Option Selected ...
LOC 34 40 77 20
--- The Latitude is 34 degrees, 40 minutes.
--- The Longitude is 77 degrees, 20 minutes.
RPD 10
--- The Selected Return Period is 10 years.
*** End of Command File
*** Warning *** Less than four points were used from
the
Rainfall Data Base
-- Check
Results
*** Warning
*** Less
than four points
were used
from
the
Rainfall Data Base
-- Check
Results
*** Warning
*** Less
than four points
were used
from
the
Rainfall Data Base
-- Check
Results
*** Warning
*** Less
than four points
were used
from
the
Rainfall Data Base
-- Check
Results
*** warning
*** Less
than four points
were used
from
the
Rainfall Data Base
-- Check
Results
*** Warning
*** Less
than four points
were used
from
the -Rainfall
Data Base
-- Check
Results
*** Warning
*** Less
than four points
were used
from
the
Rainfall Data Base
-- Check
Results

***** HYDRO ***** (Version 5.0) ***** Date 10-25-95
Page No 2
IDF MCB LEJUENE, JACKSONVILLE, NC
------------------------------------
IDF Curve for Various Return Periods
------------------------------------
intensities (in/hr)
Duration
10 Yr
2 Yr
5 Yr
25 Yr
50 Yr
100 Yr
-----------------------------------------------------------------------------
5
min
8.068
6.525
7.449
8.917
9.549
10.154
10
min
6.741
5.288
6.152
7.561
8.179
8.778
15
min
5.819
4.429
5.251
6.619
7.228
7.822
30
min
4.295
3.156
3.825
4.967
5.485
5.997
60
min
2.854
2.043
2.517
3.342
3.722
4.100
120
min
1.841
1.318
1.624
2.156
2.401
2.645
4
hrs
1.075
.770
.948
1.259
1.402
1.545
8
hrs
.587
.420
.518
.687
.765
.843
16
hrs
.308
.220
.271
.360
.401
.442
24
hrs
.208
.149
.184
.244
.272
.299
-------------------------------------------------.---------------,-----------------
10-YEAR RETURN PERK
Intensity Curve for 10 Year Return Period
Rainfall Intensity (in/hr) versus Duration (hrs)
8.07*...................................................................
*
6.05.
*
4.03.*
*
2.02.
*
.00...................................................................*
.00 6.00 12.00 18.00 24.00
File Created on Intermediate Directory: LEJEUNE.IDF
*** END OF RUN

Appendices
20
15
r0
8
m 6
0
U
T 2
N
O.E
C
04
C.c
C1
5
-w�ar.r..
�wirww+�rrr
•
%wLW�w+����
10 20 40 60
Minutes
Figure 8.03b Rainfall intensity, duration curves —Wilmington.
2
IS
6
6
0
C 4
0
r
U
C 2
n,
a=i r
08
0.6
0a
02
0.1
5
Duration
2 3 4 6 8 IZ 18 24
Hours
1
t0 20 40 60 2 3 4 6 8 12 i8 24
Minutes Hours
Duration
Figure 8.03c Rainfall intensity duration curves —Hatteras.
8.03.5

I
JOB9F61.20 HOBBY SHOP COMPLEX PHASE II @ LEJEUNE/ STORM DESIGN & HGL
SWI2
1-!DA0.013 15 3 2 2.5 0.001
RAILEJEUNE.IDF
TWE19.00
HGL1
NEWEASTERN BRANCH
REMINLET 16
STO0.94 .80 10
PIP180 23.50 23.50 20.08 19.64
PNC16 10 3 180 0 0
REMINLET 10
STO1.12 .8 10
PIP180 23.60 23.50 19.54 19.37
PNC10 4 3 90 0 0
HOLl
NEWMIDDLE BRANCH
REMINLET 15
STO1.02 .67 5
PIP180 23.31 23.50 20.00 19.74
PNC15 7 3 180 0 0
REMINLET 7
STO.72 .88 5
PIP180 23.50 23.50 19.64 19.28
PNC7 6 3 90 0 0
HOL2
NEWEST BRANCH & TRUNK BRANCH
REMINLET 19
STO.19 .97 5
PIP100 24.35 24.20 20.60 20.35
PNC19 20 3 170 0 0
REMINLET 20
STO.1.8 .97 5
PIP110 24.20 24.00 20.25 20.00
PNC20 21 3 140 0 0
REMINLET 21
STO.23 .93 5
PIP100 24.00 23.80 19.90 19.65
PNC21 22 3 145 0 0
REMINLET 22
STO.10 .88 5
PIP105 23.80 23.50 19.55 19.30
PNC22 6 3 170 0 0
REMAIN BRANCH
REMINLET 6
STO.32 .79 5
REC2
-30
-18
-24
PIP95 23.5 24.00 19.-23 19.08-__30 =
PNC 6 5 3 180 0 0
REMINLET 5
STO.05 .50 5
PIP85 24.00 23.50 19.03 18.90 -30
PNCS 4 3 90 0 0
REMINLET 4
STO.95 .8 5
REC1
PIP100 23.50 18.63 18.85 18.63 -36
PNC4 3 0 180 2
PFSO 60 10 2.0 0 0 0 30 .05
END

****** HYDRA ******* (Version 5.0) *****
Date 02-05-97
Page No 1
9F6120 HOBBY SHOP COMPLEX PHASE II Q LEJEUNE/ STORM DESIGN & HGL
+++ Commands Read From File C:\HYDRA\6120.HDA
JOB
SWI2
PDA0.013 15 3 2 2.5 0.001
RAILEJEUNE.IDF
IDF CURVE
.81E+01*......................................................................
*
.61E+01.
*
40E+01.*
*
.20E+01.
*
*
*
*
.00E+00*.....................................................................*
5. 210.
415. 620.
825.
1030.
1235.
144
PLOT -DATA (TIME
Vs.VALUE)
--------------------------------------------------------------------------------
5. 8.07 60.
2.85 960.
.31
0.
.00
0.
.00
10. 6.74 12.0-.
.1.84 1440.
.21
0.
.00
0.
.00
15. 5. 82 .:2401. 2 _ ..
t.1..D$- _ _ %.0....:.
. _ _ ,;,00
0.
.00
0.
.00
30. 4.30 480.
.59 0.
.00
0.
.00
0.
.00
---------------------------------------------------------------------------------
TWE19.00
HGL1
NEWEASTERN BRANCH
REMINLET 16
ST00.94 .80 10
PIP180 23.50 23.50 20.08
19.64 --18
+++ Tc = 10.0 minutes
+++ CA = .8
+++ Link # 1, Flow depth
= 1.20 ft
PNC16 10 3 180 0 0

****** HYDRA ******* (Version 5.0) ***** Date 02-05-97
Page No 2
9F6120 HOBBY SHOP COMPLEX PHASE II @ LEJEUNE/ STORM DESIGN & HGL
REMINLET 10
ST01.12 .8 10
PIP180 23.60
23.50 19.54
19.37 -30
+++ Tc = 10.9
minutes
+++ CA = 1.6
+++ Link ## 2,
Flow depth
= 1.80 ft
PNC10 4 3 90
0 0
HOL1
NEWMIDDLE BRANCH
REMINLET 15
ST01.02 .67 5
PIP180 23.31
23.50 20.00
19.74 -18
+++ Tc = 5.0
minutes
+++ CA = .7
+++ Link ## 3,
Flow depth
= 1.50 ft
PNC15 7 3 180
0 0
REMINLET 7
STO.72 .88 5
PIP180 23.50
23.50 19.64
19.28 -24
+++ Tc = 6.0
minutes
+++ CA = 1.3
+++ Link ## 4,
Flow depth
= 2.00 ft
PNC7 6 3 90 0
0
HOL2
NEWWEST BRANCH & TRUNK BRANCH
REMINLET 19
STO.19 .97 5
PIP100 24.35
24.20 20.60
20.35
+++ Tc = 5.0
minutes
+++ CA = .2
+++ Link ## 5,
Flow depth
= .60 ft
PNC19 20 3 170 0 0
REMINLET 20
STO.18 .97 5
PIP110 24.20
24.00 20.25
20.00
+++ Tc = 5.6
minutes
+++ CA = .4
+++ Link ## 6,
Flow depth
= .95 ft
PNC20 21 3 140 0 0
REMINLET 21
STO.23 .93 5
PIP100 24.00
23.80 19.90
19.65
+++ Tc = 6.3
minutes
+++ CA = .6
+++ Link ## 7,
Flow depth
= 1.07 ft
PNC21 22 3 145 0 0
REMINLET 22

****** HYDRA ******* (Version 5.0) ***** Date 02-05-97
Page No 3
9F6120 HOBBY SHOP COMPLEX PHASE II Q LEJEUNE/ STORM DESIGN & HGL
+++ Tc =
6.8
minutes
+++ CA =
.7
+++ Link
# 8,
Flow depth =
1.20 ft
PNC22
6 3 170
0 0
REMMAIN BRANCH
REMINLET 6
STO.32
.79 5
REC2
PIP95
23.5 24.00
19.23 19.08
-30
+++ Tc =
7.3
minutes
+++ CA =
2.2
+++ Link
# 9,
Flow depth =
2.50 ft
PNC6 5
3 180
0 0
REMINLET
5
STO.05
.50 5
PIP85
24.00
23.50 19.03 18.90
-30
+++ Tc =
7.8
minutes
+++ CA =
2.3
+++ Link
## 10,
Flow depth =
2.50 ft
PNC5 4
3 90
0 0
REMINLET
4
STO.95
.8 5
REC1
PIP100
23.50
18.63 18.85 18.63
-36
+++ Tc =
11.9
minutes
+++ CA =
4.7
+++ Link
# 11,
Flow depth =
2.34 ft
PNC4 3
0 180
2
PFSO 60
10 2.0
0 0 0 30 .05
END
END OF
INPUT
DATA.

****** HYDRA ******* (Version 5.0) *****
Date 02-05-97
Page No 4
9F6120 HOBBY SHOP COMPLEX PHASE II @ LEJEUNE/ STORM DESIGN & HGL
*** EASTERN BRANCH Analysis of Existing Pipes
Invert Depth Cover Velocity --Flow-- -Solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/sec) (cfs) (°s) (cfs) (in)
------------------------------------------------------------------------------
01 180 18 20.08
.00244 3.4
1.8
3.4
5.07 97
19.64
3.9
2.2
2.9
5.21
(C) t} 2 180 30 19.54
.00094 4.1
1.4
2.9
10.84 86
19.37
4.1
1.4
2.6
12.64
------------------------------------------------------------------------------
LENGTH =
360. TOTAL
LENGTH =
360.
*** MIDDLE BRANCH Analysis of Existing Pipes
Invert Depth Cover Velocity --Flow-- -Solutions-
Link Length Dian Up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/sec) (cfs) ( o) (cfs) (in)
------------------------------------------------------------------------------
3
180 18 20.00
.00144 3.3
1.7
3.1
5.51 138 1.51 15
19.74
3.8
2.1
2.3
4.00
7 4
180 24 19.64
.00200 3.9
1.7
3.3
10.29 101 .15 15
19.28
4.2
2.1
3.2
10.14
------------------------------------------------------------------------------
LENGTH =
360. TOTAL
LENGTH =
360.
*** WEST BRANCH & TRUNK Pipe Design
Invert Depth Min. Velocity --Flow-- Estimated
Link Length Diam Up/Dn Slope Up/Dn Cover Act/Full Act/Full Cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/sec) (cfs) ($)
------------------------------------------------------------------------------
i ��`?ZC)5 100 15 20.60 .00250 3.7 2.4 2.6 1.49 0.

20.35 3.9 2.6 3.24
------------------------------------------------------------------------------
LENGTH = 100. TOTAL LENGTH = 100.
COST - 0. TOTAL COST = 0.

****** HYDRA ******* (Version 5.0) ***** Date 02-05-97
Page No 5
9F6120 HOBBY SHOP COMPLEX PHASE II Q LEJEUNE/ STORM DESIGN & HGL
***
WEST BRANCH &
TRUNK
Pipe
Design
Invert
Depth
Min.
Velocity
--Flow-- Estimated
Link
Length
Diam
Up/Dn
Slope
Up/Dn
Cover
Act/Full
Act/Full.
Cost
-------------------------------------------------------------------------------
(ft)
(in)
(ft)
(ft/ft)
(ft)
(ft)
(ft/sec)
(cfs)
($)
zL L�6
110
15
20.25
.00227
4.0
2.6
2.9
2.83
0.
20.00
4.0
2.5
3.09
Lj-=tZ 7
100
18
19.90
.00250
4.1
2.5
3.3
4.43
0.
19.65
4.1
3.0
5.27
ZL,---r(L,-,8
105
18
19.55
.00238
4.3
2.6
3.3
5.02
0.
19.30
4.2
2.9
5.14
------------------------------------------------------------------------------
LENGTH =
415.
TOTAL
LENGTH = 415.
COST
0.
TOTAL
COST
=
0.
*** WEST BRANCH &
TRUNK
Analysis of
Existing Pipes
Invert
Depth
Cover
Velocity
--Flow--
-Solutions-
Link
Length
Diam
Up/Dn
Slope
Up/Dn
Up/Dn
Act/Full
Act/Full
Load
Remove Diam
------------------------------------------------------------------------------
(ft)
(in)
(ft)
(ft/ft)
(ft)
(ft)
(ft/sec)
(cfs)
(°s)
(cfs) (in)
S 9
95
30
19.23
D0158
4.3
1.6
3.4
16.63
102
.28 15
'
19.08
4.9
2.2
3.3
16.34
5--70
85
30
19.03
.00153
5.0
2.3
3.4
16.53-
103,
.45 15
18.90
4.6
1.9
3.3
16.08
4-r311
100
36
18.85
.00220
4.7
1.4
5.0
29.78
95
18.63
.0
-3.3
4.4
31.37
------------------------------------------------------------------------------
LENGTH
=
695.
TOTAL
LENGTH = 1415.

****** HYDRA ******* (Version 5.0) *****
Date 02-05-97
Page No 6
9F6120 HOBBY SHOP COMPLEX PHASE II Q LEJEUNE/ STORM DESIGN & HGL
Hydraulic Gradeline Computations
Down-
Hydraulic
Minor
Link
stream
Gradeline
Crown
Possible
Ground Super-
Loss
#
Node #
Elevation
Elev.
Surcharge
Elev. critical
Coef.
------------------------------------------------------------------------
1
10
21.39
21.14
Y
23.60
N
.08
2
4
21.25
21.87
N
23.50
N
.17
3
7
22.20
21.24
Y
23.50
N/A
.14
4
6
21.80
21.28
Y
23.50
N/A
.37
5
20
22.69
21.60
Y
24.20
N
.48
6
21
22.42
21.25
Y
24.00
N
.62
7
22
22.13
21.15
Y
23.80
N
.64
8
6
21.78
20.80
Y
23.50
N
.26
9
5
21.58
21.58
N
24.00
N/A
.06
10
4
21.40
21.40
N
23.50
N/A
.27
11
--------------------------------------------------------------------------
3
20.96
21.63
N
18.63
N
.00
Minor
Terminal Hydraulic
Gradeline Ground
Loss
Link #
Node
#
Elevation
Elevation Coef.
------------_------------------------------------------------
1
16
22.07
23.50
1.50
3
15
22.92
23.31
1.50
5
-----------------------------------------------------------
19
22.90
24.35
1.50

****** HYDRA ******* (Version 5.0) *****
Date 02-05-97
Page No 7
9F6120 HOBBY SHOP COMPLEX PHASE II Q LEJEUNE/ STORM DESIGN & HGL
Pressurized Flow Simulations
Total Simulation time: 60 minutes
Incremental time: 2 minutes
Length of integration step: 5. seconds
Initial time .00 minutes
Surcharge variables: ITMAX 30 iterations
SURTOL .050
Printed output at the following 0 junctions
and for the following 0 pipes
Max.
Pipe
Length
Area
Manning
Width
Depth
Number
(ft) .
(sq ft)
'in',
(ft)
(ft)
------
1
------
180.
-------
1.77
-------
.013
-----
1.50
-----
1.50
2
180.
4.91
.013
2.50
2.50
3
180.
1.77
.013
1.50
1.50
4
180.
3.14
.013
2.00
2.00
5
100.
1.23
.013
-=1.25
1.25
6
110.
1.23
.013
1.25
1.25
7
100.
1.77
.013
1.50
1.50
8
105.
1.77
.013
1.50
1.50
9
95.
4.91
.013
2.50
2.50
10
85.
4.91
.013
2.50
2.50
11
100.
7.07
.013
3.00
3.00
*** ERROR:
Pipe 11
has caused crown
at junction
specified ground
elev
Pipe Characteristics
Junctions
Invert
Height
at
Ends
above Junctions
---------
16
10
---------------
.00
.10
10
4
.00
.52
15
7
.00
.10
7
6
.00
.05
19
20
.00
10
20
21
.00n
.10
21
22
.00
.10
22
6
.00
.07
6
5
.00
.05
5
4
.00
.05
4
3
.00
.00
3 to
lie above
the
Junction Characteristics

Junction
Ground
Number
Elev.
16
23.50
Crown
Elev.
21.58
Invert Connecting Pipes
Elev.
20.08 1

****** HYDRA ******* (Version 5.0) *****
Date 02-05-97
Page No 8
9F6120 HOBBY SHOP COMPLEX PHASE II @ LEJEUNE/ STORM DESIGN & HGL
Junction Characteristics
Junction
Ground
Crown
Invert
Connecting Pipes
Number
Elev.
Elev.
Elev.
--------
10
------
23.60
------
22.04
------
19.54
----------------
1
2
15
23.31
21.50
20.00
3
7
23.50
21.64
19.64
3
4
19
24.35
21.85
20.60
5
20
24.20
21.60
20.25
5
6
21
24.00
21.40
19.90
6
7
22
23.80
21.15
19.55
7
8
6
23.50
21.73
19.23
4
8 9
5
24.00
21.58
19.03
9
10
4
23.50
21.87
18.85
2
10 11
3
18.63
18.62
18.63
11
.+. Outfall control water -surface elev = 19.00 feet
Summary of initial heads, flows and velocities
Initial heads, flows and velocities are zero
Junction Hydrographs Obtained by Simplified Rational Formula
Junction
`Triangle Hydrograph
Number
Time
(min)/Inflow
(cfs)
------------------------------------------------------------------
16
.00/
.00
10.00/
5.07
20.00/
.00
10
.00/
.00
10.00/
6.04
20.00/
.00
15
.00/
.00
5.00/
5.51
10.00/
.00
7
.00/
.00
5.00/
5.11
10.00/
.00
19
.00/
.00
5.00/
1.49
10.00/
.00
20
.00/
.00
5.00/
1.41
10.00/
.00
21
.00/
.00
5.00/
1.73
10.00/
.00
22
.00/
.00
5.00/
.71
10.00/
.00
6
.00/
.00
5.00/
2.04
10.00/
.00
5
.00/
.00
5.00/
.20
10.00/
.00
4
.00/
.00
5.00/
6.13
10.00/
.00

****** HYDRA ******* (Version 5.0) ***** Date 02-05-97
Page No 9
9F6120 HOBBY SHOP COMPLEX PHASE II @ LEJEUNE/ STORM DESIGN & HGL
Summary of Junction Results
Ground
Uppermost
Feet Max.
Time
Feet of
Length
/Invert
Pipe crown
Computed
of
Surcharge
of
Junction
Elev.
Elev.
Water Surface
Occurence
at Max.
Surcharge
Number
---------
(ft)
-------
(ft)
----------
Elev
-----------------------
(hr:min)
Depth
---------
(min)
---------
16
23.50
21.58
21.47
0
10
.00
.00
20.08
10
23.60
22.04
21.12
0
10
.00
.00
19.54
15
23.31
21.50
21.63
0
5
.13
.92
20.00
7
23.50
21.64
21.23
0
6
.00
.00
19.64
19
24.35
21.85
21.39
0
7
.00
.00
20.60
20
24.20
21.60
21.34
0
6
.00
.00
20.25
21
24.00
21.40
21.26
0
6
.00
.00
19.90
22
23.80
21.15
21.29
0
5
.14
.50
19.55
6
23.50
21.7-7=3 -z
2-11:0-4
0:
6
.:00
".00
19.23
5
24.00
21.58
20.88
0
6
.00
.00
19.03
4
23.50
21.87
20.75
0
7
.00
.00
18.85
3
18.63
18.62
20.21
0
6
1.59
60.00
18.63

****** HYDRA ******* (Version 5.0) ***** Date 02-05-97
Page No 10
9F6120 HOBBY SHOP COMPLEX PHASE II @ LEJEUNE/ STORM DESIGN & HGL
Summary of Pipe Results
Pipe
Maximum
Time
Ratio of
Max. Depth
above
Design
Vertical
Computed
of
Max. to
Invert Pipe Ends
Pipe
Flo/Vel
Depth
Flo/Vel
Occurence
Design
Up
Dn
Number
cfs/fps
(in)
cfs/fps
(hr:min)
Flow
(ft)
(ft)
1
5.2
18.0
4.9
0 10
.9
1.39
1.48
2.9
2.8
2
12.6
30.0
11.0
0 10
.9
1.58
1.38
2.6
4.1
3
4.0
18.0
5.2
0 5
1.3
1.63
1.49
2.3
3.0
4
10.1
24.0
9.7
0 : 6
1.0
1.59
1.76
3.2
3.5
5
3.2
15.0
1.4
0 : 5
.4
.79
.99
2.6
2.1
6
3.1
15.0
2.6
0 : 5
.8
1.09
1.26
2.5
2.7
7
5.3
18.0
3.5
0 : 5
.7
1.36
1.64
3.0
3.1
8
5.1
18.0
3.9
0 : 6
.8
1.74
1.74
a
2.9
2.2
9
16.3
30.0
15.1
0 6.
_:-9- -
1-. 8 l --
-: 1 .8 0
3.3
4.1
10
16.0
30.0
14.9
0 6
.9
1.85
1.85
3.3
3.9
11
31.3
36.0
24.1
0 6
.8
1.90
1.58
4.4
5.7
------------------------------------------------------------------------------
NORMAL
END OF HYDRA

4. STORMWATER MANAGEMENT CALCULATIONS

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Job
Job No. Sheet of
,.� Loc Date By
1, v Nl
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.Z 93
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LANTDIV NQRVA 11100/1 (NEW 9--92)

CHART 3
NORTH CAROLINA COASTAL REGIONS
SA/DA PERCENTAGES FOR WET DETENTION BASINS
DESIGNED TO REMOVE 85% TSS (1" STORM)
SA/DA % For Basin Depths
Impervious V.
3 Ft
3.5 Ft
4 Pt
30
2.5
2.2
1.9
40
3.4
3.0
2.6
50
4.2
3.7
3.3
60
5.0
4.5
3.8
70
6.0
5.2
4.5
80
6.8
6.0
5.2
90
7.5
6.5
5.8
CHART 4
SA/DA PERCENTAGES FOR WET DETENTION BASINS
DISCHARGING DIRECTLY TO A STREAM
(HENCE NO VEGETATIVE FILTER, POST --DEVELOPMENT DISCHARGE
RATE < PRE -DEVELOPMENT RATE FOR 10 YEAR STORM)
5 1= t
1.6
2.1
2.7
.3.2
3.7
4.2
4.8
SA/DA V. For
Basin
Depths
Impervious_% 3.0 Ft
3.5 Ft
4 Ft
5 Pt
6 Pt
30
3.5
3
2.7
2.2
1.6
40
4.5
4
2.5
2 .8
2. 1
{
0
5.6
5
4. 3
3.5
2.7
--
60
7.0
6
5.3
4.3
3.4
70
8.1
7
6.0
5.0
3.9
SO
9.4
8
7.0
5.7
4.6
90
10.7
9
7.9
6.5
5.2
Interpolate intermediate values
SA/DA % = surface
area basin/drainage
area to
basin
;3i

5. STORM DRAINAGE AREAS PLAN AND POND PLAN

STORM DRAINAGE AREAS PLAN
Z- --
/ A
w 0 0 0 E0 /
Z,
w 0 0 0 E 0
I IIF
AREA 5
A/ w 000E 0
y AREA je - 022 ACRES
ij
x II. AREA 14 - OA5 ACW3
22 r II
k ..
AREA 10 - 1.12 ACRES +
E
E
HOBBY SHOP
COMPLEX
PHASE II
i
e
AEAJ}13 - 1.02
0 �15
z
AREA 12 -
a.la RE3 II
SCALE : r - 100'
COMPY SHOP
LLEXX 1i
w000Eo PHASEI ;
0
:5 0' 50' 100' 150' 200' 250'
SCALE 1- = 100'

WATER SURFACE AREA AT PERMANENT POOL
ELEVATION 19.00 = 10,750 SQUARE FEET -
61
6 '- 7 y 5/
3.79
A*'& -4 5
/2-85 10.51
1% 8i _9,5 2
4
149
49
EXISTING
LEVEL
SPREADER
RIV="2150
-2 i
-
IS.2a
30- INV-
WATER SURFACE AREA AT DESIGN
STORAGE POOL ELEVATION 21.50
- 15,141 SQUARE FEET
POND BOTTOM
ELEVATION 14,00
EXPANDED
P E0 LE N V ' BOTTOM
AT10N To 4 M ,00
STORMWATER
N
23 MANAGEMENT
POND
16
3' WIDE, 6:1
VEGETATED SHE
WLF 0 0 D E D
------ t:�� - - - ------ 5k— EXISTING
22 ------- STORMWATER
MANAGEMENT
Ln
H
2
.---2
24
n2
2.2 0 r 24
-STORMWATER MANAGEMENT POND PLAN
SEE PLANS AND DETAILS FOR MORE INFORMATION
GRAPHIC SCALE:
0. 25' 5D' 75' loo, 125'
SCALE : 11" - 50'

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
April 16, 1997
Mr. Paul Kidd
Code 405, LANTNAVFACENGCOM
1510 Gilbert Street
Norfolk, VA 23511-2699
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970408
Hobbyshop Complex Phase II
Onslow County
Dear Mr. Kidd:
The Wilmington Regional Office received a Stormwater Management Permit Application for the
Hobbyshop Complex Phase II on April 8, 1997. 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. This is a project that will drain to the previously permitted 960420 detention pond, and will
expand that pond to accomodate Phase II runoff. In order to permit this correctly, I will need
to rescind the 960420 permit, and issue the 970408 permit to cover both projects. Given that,
please split out the two phases on the application form.
2. This Office strongly recommends designing the pond now for Phase III and not continually
disturbing a settled pond.
3. Delineate all wetlands on site, or note on the plans that none exist.
4. The total site area of 5.72 acres is confusing. For Phase I, this Office approved a site area of
4.9 acres. If you add the new impervious for Phase II, the minimum new site area would be
6.24 acres. The only way this could be true is if the 4.9 acres previously permitted included
a portion of the new project, and was overlapping. Please delineate the 5.72 acre drainage
area.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Kidd
April 16, 1997
Stormwater Project No. SW8 970408
---------------------------------------------
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 May 16, 1997, 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,
X".
Ms. Linda Lewis
Environmental Engineer
RSSlarl: S:1WQSISTORMWATIADD1NF01970408.APR
cc: Linda Lewis
Central Files
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] + Fax 910-350 ?004
An Equal Opportunity Affirmative Action Employer

SUMMARY
The proposed stormwater management facility is a Wet Detention. Pond designed to
remove 85% of the total suspend solids. The pond is designed for the Hobbyshop Complex
Phase I and Phase 11 construction site area, and adjacent areas that drain toward the site. The
pond drains out of an existing 36" diameter pipe which outfalls over an existing flow
spreader and vegetative inter traveling 60 more feet to an existing storm drainage channel.
Summary of design parameters:
1 - Basin surface area required (SA) = 10,714 square feet
provided (SA) 10,750 square feet
2 - Drainage area (DA) = 5.72 Ac.
3 - SA/DA ratio required = 4.3%
provided = 4.3%
4 - Pond depth = 4 feet
5 - % impervious area = 50%
6 - Temporary water quality pool volume required = 12,043 cubic ft.
provided = 13,420 cubic ft.

DEPARTMENT OF THE NAVY
ATLANTIC DIVISION
NAVAL FACILITIES ENGINEERING COMMAND
1510 GILBERT ST
NORFOLK VA 23511-2699
State of North Carolina
Department of Environment, Health, and Natural Resources
Water Quality Section
Attn. Ms. Linda Lewis
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
TZL.EF+4C*Z NO,
[phone]
ix Rertr RUW% TO,
11010
28 April 1997
MAY 01 1997
BY:
Subj: STORMWATER PROJECT NO. SW8970408, HOBBY SHOP COMPLEX PHASE Il
Ref: (a) DEHNR letter of 16 April 1997
(b) Telephone discussion of 21 April 1997 between Ms. Tracy Quast,
LANTNAVFACENGCOM, and Ms. Linda Lewis, North Carolina DEHNR
Encl: (1) New Permit Application
(2) Phase I Drainage Areas Plan
(3) Phase II Drainage Areas Plan
Dear Ms, Lewis:
Per reference (b), please find enclosed additional information for Stormwater Project No. SW8
970408, Hobby Shop Complex Phase II. The four items addressed in reference (a), are discussed
below.
1. The two phases are now each shown in the "Breakdown of Impervious Area" section
of the permit. The new signed permit is enclosed.
2. Although we agree with you, we cannot fund a pond sized for future construction
under this project. Although projects may be added or deleted at any time, Phase III
is not currently listed for design from 1997 to 2001 and future construction of this
project is indefinite.
3. Wetlands are delineated on plan sheets C-1, C-2, C-3, C-4, and C-5. They run along
the stream bed at the south edge of the site.
Quality Performance - - . Quality Results

4. The total site area shown on the Phase I permit was 4.90 acres. This included a 1.07
acre area that drained away from the site and should not have been included in the
Phase I calculations. This area is not included in the Phase II calculations with the
total site area of 5.72 acres. Please see enclosed site plans for Phase I and Phase II for
drainage areas.
If you have any questions concerning the additional information or the application package
please feel free to call the Civil Designer, Tracy G. Quast, P.E. at [phone], or me at (757)
322-4405.
Sincerely,
PAUL T. KIDD, P.E.
Head, Civil Engineering Branch
Engineering and Design Division

DEPARTMENT OF THE NAVY
ATLANTIC DIVISION, NAVAL FACILITIES ENGINEERING COMMAND
NAVAL STATION, NORFOLK, VIRGINIA
N62470-96-B-6120
NAVFAC
SPECIFICATION
No. 05-96-6120
Appropriation:
NAF
HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
AT THE
MARINE CORPS BASE, CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
DESIGN BY:
Atlantic Division
Naval Facilities Engineering Command
1510 Gilbert Street
Norfolk, Virginia
23511
These documents have been prepared in accordance with Section
25, paragraph 6, of the North Carolina Engineering and Land
Surveying Act, G.S. 89C regarding the practice of Professional
Engineering
1
Signed: February 20, 1997
S.M. Hauser, P.E., Title: Acting Head, Specification Branch

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 0596GI20
SECTION 01561
EROSION AND SEDIMENT CONTROL
10/94
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A185 1990 (Rev. A) Steel welded Wire Fabric, Plain,
for Concrete Reinforcement
ASTM D3786 1967 Hydraulic Bursting Strength of Knitted Goods
and Nonwoven Fabrics - Diaphragm Bursting Strength
Tester Method
ASTM D4632 1991 Grab Breaking Load and Elongation of
Geotextiles
ASTM D4751 1993 Determining Apparent Opening Size of a
Geotextile
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM 1993 Erosion and Sediment Control Planning and
Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01300, "Submittals."
1.3.1 SD-02, Manufacturer's Catalog Data
a. Filter Barriers
b. Sediment Fence
C. Dust Suppressors
d. Erosion Control Matting
SECTION 01561 PAGE 1

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
1.3.2 SD-04, Drawings
a. Erosion Control Plan G
1.3.3 SD-08, Statements
a. Construction Sequence Schedule G
1.3.3.1 Construction Sequence Schedule
Submit a Contractor furnished construction work sequence schedule a minimum
of 30 days prior to start of construction. The work schedule shall
coordinate the timing of land disturbing activities with the provision of
erosion control measures to reduce on site erosion and off site
sedimentation. Installation of temporary erosion control features shall be
coordinated with the construction of permanent erosion control features to
assure effective and continuous control of erosion and pollution.
1.4 State Approved Plan
The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated. Should the Contractor desire to modify the State approved plan,
a resubmittal to the State, including the State's approval is required
prior to the start of construction. The contractor shall be responsible for
any additional costs and time incurred as a result of the resubmittal of
the previously approved erosion control plan. The contractor shall
anticipate a minimum 45 day review period by the State. Provide and
maintain erosion control measures in accordance with NCSCC ESCM, and as
specified herein.
PART 2 - PRODUCTS
2.1 SEDIMENT FENCE
2.1.1 LANTDIV STANDARD SILT FENCE
2.1.1.1 Posts
4 inch by 4 inch wood posts, minimum 3 inch diameter wood, or 1.33 pound
per linear foot steel posts. Posts shall be minimum 6 feet long.
2.1.1.2 Wire Fabric
ASTM A185, 6 by 6, minimum 12-1/2 gage.
2.1.1.3 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing stabiliz-
ers and/or inhibitors to make the fabric resistant to deterioration from
SECTION 01561 PAGE 2

.HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
ultraviolet, and with the following properties:
a. Minimum grab tensile strength (ASTM D4632)
100 pounds
b. Minimum grab elongation (ASTM D4632)
25 percent
C. Minimum mullen burst strength (ASTM D3786)
210 psi
d. E.O.S. (ASTM D4751)
20-100
2.1.1.4 Standard Catalog Product
A manufacturer's standard catalog product for a preassembled
silt fence may
be provided in lieu of the indicated silt fence, except
that the filter
fabric shall be as specified, and the height of the structure
shall be as
indicated.
2.2 CATCH BASIN PROTECTION
2.2.1 STATE STANDARD DROP INLET PROTECTION
NCSCC ESCM Standard 6.51, using silt fencing.
2.3 CONSTRUCTION ENTRANCE
2.3.1 STATE STANDARD CONSTRUCTION ENTRANCE
2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester
containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (ASTM D4632)
200 pounds
b. Minimum grab elongation (ASTM D4632)
220 percent
at failure
C. Minimum mullen burst strength (ASTM D3786)
430 psi
d. E.O.S. (ASTM D4751)
40-80
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
SECTION 01561 PAGE 3

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
2.5 TEMPORARY SEEDING
2.5.1 STATE STANDARD TEMPORARY SEEDING
Provide seed, lime, and fertilizer in accordance with NCSCC ESCM,
Standard 6.10. Provide hay or straw mulch.
2.6 EROSION CONTROL MATTING
Paper matting that has not been bleached or dyed. Provide matting in
minimum 4 feet widths. Staples for anchoring the matting shall be minimum
11 gage wire, formed into a "U" shape with a minimum throat width of 1 inch
and minimum length of 6 inches after forming.
2.6.1 Paper Matting
Shall be a knitted polypropylene yarn with uniform openings with biodegrad-
able paper strips continuously interwoven. The matting shall weigh a mini-
mum of 0.09 pounds per square yard with maximum openings of 3/4 inch and
minimum openings of 1/2 inch.
PART 3 - EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Install
principal sediment basins and traps before any major site grading takes
place. Provide additional sediment traps, and silt fences as grading
progresses. Provide catch basin protection around existing drainage
structures, and inlet and outlet protection at the ends of new drainage
systems. Stabilize graded and disturbed areas immediately after grading.
Permanent stabilization shall be provided immediately on areas that have
been final graded. Temporary seeding and mulching shall be provided on
disturbed areas as specified in the paragraph titled "Temporary Seeding."
Installation of temporary erosion control features shall be coordinated
with the construction of permanent erosion control features to assure
effective and continuous control of erosion and pollution. Remove temporary
erosion control measures at the end of construction and provide permanent
seeding.
3.2 SILT FENCES
Install posts A maximum of 6 feet on center, and at an angle between 2
degrees and 20 degrees towards the potential silt load area. Silt fence
height shall be approximately 34 inches. Do not attach filter fabric to
existing tree. secure filter fabric to the post and wire fabric using
staples, tie wire, or hog rings. Imbed the filter fabric into the ground
as indicated. Splice filter fabric at support pole using a 6 inch overlap
and securely seal. Top of the filter fabric shall have a 1 inch tuck or a
reinforced top end section.
SECTION 01561 PAGE 4

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
3.3 CATCH BASIN PROTECTION
Provide stakes evenly spaced around the perimeter of the catch basin, a
maximum of 3 feet apart. Stakes shall be driven immediately adjacent to the
drainage structure, a minimum of 16 inches into the ground. The fabric
shall be securely fastened to the outside of the stakes, with the bottom of
the fabric placed into a trench and backfilled.
3.4 CONSTRUCTION ENTRANCE
Provide as indicated, a minimum of 6 inches thick, at points of vehicular
ingress and egress on the construction site. Construction entrances shall
be cleared and grubbed, and then excavated a minimum of 3 inches prior to
placement of the filter fabric and aggregate. The aggregate shall be placed
in a manner that will prevent damage and movement of the fabric. Place
fabric in one piece, where possible. Overlap fabric joints a minimum of 12
inches.
3.5 DUST SUPPRESSORS
Immediately dampen the surface before calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.6 TEMPORARY SEEDING
3.6.1 Time Restrictions
Within 46 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or
more.
b. Provide on the slopes of cuts and fill slopes for every 5 foot
increment of vertical height of the cut or fill.
C. When it is impossible or impractical to bring an area to finish
grade so that permanent seeding operations can be performed without
serious disturbance from additional grading.
d. Grading operations for a specific area are completed and the
seeding seasons specified for permanent seeding in Section
02921, "Turf" is more than 30 days away.
SECTION 01561 PAGE 5

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
e. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
f. Provide on erosion control devices constructed using soil
materials.
3.6.2 Seeding Requirements
3.6.2.1 State Seeding Requirements
Provide seed, lime, and fertilizer in accordance with NCSCC ESCM,
Standard 6.10. Provide hay or straw mulch in an air dried condition, and
secure mulch in place.
3.6.2.2 Permanent Seeding
Temporary seeding shall be removed, and permanent seeding shall be provided
during the specified planting season as specified in Section 02921,
"Turf" .
3.7 EROSION CONTROL MATTING
Place matting in the direction of the flow of water. The up channel mat-
ting end shall be toed in a narrow trench a minimum of 5 inches deep.
Where one roll of matting ends and a second roll begins, the end of the
upper roll shall be brought over the buried end of the second roll, to
provide a 6 inch overlap. Where matting widths are laid side by side, the
overlap between matting shall be 4 inches. Provide check slots every 50
feet longitudinally in the matting. Construct check slots by providing a
narrow trench 5 inches deep and folding the matting down in to the trench,
across the bottom of the trench, and then back up the trench to the
existing ground Backfill and compact the trench using the excavated
material from the trench. Staple matting ends, junctions, and check slots
at 10 inches on center. Staple matting outer edges and overlaps and the
center of each matting strip at 3 feet on center. Install excelsior
matting with the woven fabric on top.
3.8 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro-
longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting Officer.
3.9 CLEAN UP
At the completion of the job, or when directed or approved by the Contract-
ing Officer, temporary erosion control devices shall be removed. Erosion
control devices and areas immediately adjacent to the device shall be
filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
SECTION 01561 PAGE 6

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
devices may remain in place when approved by the Contracting Officer.
--End of Section --
SECTION 01SGI PAGE 7

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
SECTION 02630
STORM DRAINAGE SYSTEM
03/95
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS (AASHTO)
AASHTO M198 (1990; R 1993) Joints for Circular
Concrete Sewer and Culvert Pipe Using
Flexible Watertight Gaskets
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01•-1.02 (1988) Concrete Pipe Handbook
ACPA 01-103 (1990) Concrete Pipe Installation Manual
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 307 1994 Carbon Steel Bolts and Studs
ASTM A 497 (1990; Rev. B) Steel Welded Wire Fabric,
Deformed, for Concrete Reinforcement
ASTM A 615/A 615M (1993) Deformed and Plain Billet -Steel
Bars for Concrete Reinforcement
ASTM A 760/A 760M (1993; Rev. A) Corrugated Steel Pipe,
Metallic -Coated for Sewers and Drains
ASTM A 798 (1988) Installing Factory -Made Corrugated
Steel Pipe for Sewers and Other Applications
ASTM A 819 (1990) Steel Sheet, Aluminum -Coated Type
2 for Storm Sewer and Drainage Pipe
ASTM A 849 (1990) Posted -Applied Coatings, Pavings,
and Lining for Corrugated Steel Sewer and
Drainage Pipe
ASTM C 32 (1993) Sewer and Manhole Brick (Made from
Clay or Shale)
ASTM C 62 (1992; Rev. C) Building Brick (Solid
Masonry Units Made from Clay or Shale)
SECTION 02630 PAGE 1

•HOBBY SHOP COMPLEX, HADNOT POINT, PHASE 11 05966120
ASTM
C
76
(1990) Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe
ASTM
C
139
(1973; R 1989) Concrete Masonry Units for
Construction of Catch Basins and Manholes
ASTM
C
270
(1994) Mortar for Unit Masonry
ASTM
C
361
(1993) Reinforced Concrete Low -Head
Pressure Pipe
ASTM
C
443
(1985; Rev. A, R 1990) Joints for
Circular Concrete Sewer and Culvert Pipe,
Using Rubber Gaskets
ASTM
C
476
(1991) Grout for Masonry
ASTM
C
478
(1993) Precast Reinforced Concrete
Manhole Sections
ASTM
C
923
(1989) Resilient Connectors Between
Reinforced Concrete Manhole Structures, Pipes
and Laterals
FEDERAL
SPECIFICATIONS (FS)
FS RR-F-621
(Rev. E) Frames, Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
FS FF-S-325
Shield expansion; Nial Expansion; and
Nail Drive Screws
1.2 SUBMITTALS
Submit the following in accordance with Section 01300, "Submittals."
1.2.1 SD-02, Manufacturer's Catalog Data
a. Corrugated steel piping including fittings and jointing
materials
1.2.2 SD-04, Drawings
a. Precast concrete structures
b. Metal items
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
SECTION 02630 PAGE 2

•HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
OS966120
1.3.1.1 Piping
Inspect materials delivered to site for damage; store with minimum of
handling. Store rubber gaskets under cover out of direct sunlight. Do not
store materials directly on the ground. Keep inside of pipes and fittings
free of dirt and debris.
1.3.1.2 Metal Items
Check upon arrival; identify and segregate as to types, functions, and
sizes. Store off the ground in a manner affording easy accessibility and
not causing excessive rusting or coating with grease or other objectionable
materials.
1.3.1.3 Cement, Aggregates, and Reinforcement
Store as specified in Section 03300, "Cast in Place Concrete."
1.3.2 Handling
Handle pipe, fittings, and other accessories in a manner to ensure delivery
to the trench in sound undamaged condition. Take special care not to
damage coating and lining on pipe and fittings; if damaged, make repairs.
Carry, do not drag pipe to trench.
PART 2 PRODUCTS
2.1 PIPELINE AND CULVERT MATERIALS
2.1.1 Concrete Piping
2.1.1.1 Concrete Pipe and Fittings
Storm drainage pipe shall be reinforced concrete pipe conforming to ASTM
C 76, Class III.
2.1.1.2 Joint Sealants
Provide primers and lubricants as recommended by the manufacturer.
Concrete pipe joints shall be suitable for use with the joint sealants
specified.
a. Butyl gaskets.
b. ASTM C 443 rubber O-ring gaskets.
C. AASHTO M198, Type B preformed plastic gaskets.
2.1.2 Corrugated Steel Piping
ASTM A 760/A 760M, Type I and Type II, annular or helical corrugations.
Provide a minimum wall thickness of 14 gage. Fabricate fittings of the same
material as the pipe with strength not less than that of the pipe, and
having the same size and shape of corrugations as the pipe. Helically
corrugated pipe and fittings, when used with hugger -type coupling bands,
SECTION 02630 PAGE 3

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
shall have factory -rolled annular corrugations at each end. Provide
coating and paving as follows:
a. Annular corrugations:
(1) Fully bituminous coated, half paved, for pipe diameters less
than 18 inches and fully bituminous coated,
fully paved, for pipe diameters 18 inches and
larger.
(2) Aluminized Type 2 coating, ASTM A 819, half paved for pipe
diameters less than 18 inches and fully
concrete lined conforming to ASTM A 849, Type C-3, or
fully bituminous coated and fully paved for pipe diameters
18 inches and larger.
b. Helical corrugations: Helically -corrugated pipe and fittings, when
used with pipe joints, shall have a minimum of two factory -rolled
annular corrugations at each end.
(1) Fully bituminous coated for pipe diameters 18
inches and smaller and fully bituminous coated, fully paved,
or fully concrete lined conforming to ASTM A 849, Type C-3
for pipe diameters larger than 18 inches.
(2) Aluminized Type 2 coating, ASTM A 819, for pipe diameters
18 inches and smaller and fully paved or fully
concrete lined conforming to ASTM A 649, Type C-3, for
pipe diameters larger than 18 inches.
2.1.2.1 Jointing Materials for Corrugated Steel Piping
Coupling bands shall be as specified in ASTM A 760/A 760M. Connecting
angles shall be omitted and the circumference of the band shall be such
that when coupled, a 3-inch lap will be provided. Do not use coupling
bands with projections. Coupling bands shall be bituminous coated to a
minimum thickness of 0.05 inch. For tightening each coupling band, provide
four 1 1/2-inch diameter zinc -coated steel rod hoops with silo lugs.
Gaskets shall be cylindrical in shape, fabricated of 3/8-inch thick by 6
1/2-inch minimum width rubber, diameter of cylindrical gasket shall be 10
percent less than the nominal pipe diameter. Coupling bands may also be
hugger type, having a flat central section with a corrugated section near
each end designed to mesh with the annular corrugation on the pipe, and
with two -bolt steel bar -and -strap connector. Gaskets for use with hugger
type bands shall be O-ring type, 1 3/16-inch diameter, conforming to
requirements specified for rubber gaskets in ASTM C 361.
2.2 CONCRETE MATERIALS
Provide as specified in Section 03300, "Cast in Place Concrete."
SECTION 02630 PAGE 4

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
2.3 MISCELLANEOUS MATERIALS
2.3.1 Drainage Structures
Construct of clay brick, solid concrete masonry units or concrete, except
that headwalls, gutters, top of curb inlets, and bases shall be concrete.
Precast structures may be provided in lieu of cast -in -place concrete except
for airfield catch basins, headwalls, and gutters. Pipe -to -wall
connections shall be mortared to produce smooth transitions and watertight
joints or provided with ASTM C 923 .resilient connectors. Bases shall
have smooth inverts accurately shaped to a semicircular bottom conforming
to the inside contour of the adjacent sewer sections. Changes in direction
of the sewer and entering branches into the manhole shall have a circular
curve in the manhole invert of as large a radius as the size of the manhole
will permit.
2.3.1.1 Precast Concrete Structures
ASTM. C 478, except as specified herein. Provide an air content of 6
percent, plus or minus 2 percent and a minimum wall thickness of 5 inches.
ASTM A 615/A 615M reinforcing bars. ASTM A 497 welded wire fabric. ASTM.
C 443 or AASHTO M198, Type B gaskets for joint connections. Provide a
4-inch layer of clean gravel bedding with a maximum size of 2 inches.
2.3.2 Masonry Materials
Shall conform to the following specifications and other requirements
specified hereunder.
2.3.2.1 Brick
ASTM C 32, Grade MS, or ASTM C 62, Grade SW, except that the
absorption test will be waived.
2.3.2.2 Concrete Masonry Units
ASTM C 139.
2.3.2.3 Mortar
ASTM C 270, Type M.
2.3.2.4 Water
Water for masonry mortar shall be fresh, clean, potable.
2.3.2.5 Grout
ASTM C 476.
2.3.3 Metal Items
SECTION 02630 PAGE 5

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
2.3.3.1 Frames, Covers, and Gratings
Shall be cast iron conforming to FS RR-F-621, figure numbers as
follows.
a. Non -traffic manhole:
Frame: Figure 4, Size 22
Cover: Figure 12, Size 22
b. Catch Basin
Frame: Figure 6, Size 22A
Grating: Figure 14, Size 22A, Style 1.
..SUBPART
2.3.4 DETENTION POND EFFLUENT STRUCTURE
2.3.3.2 Shear Gate
Provide shear gate as indicated. The shear gate shall have a cast iron
body, bronze mounted with flanged connections. The wedges shall be
replaceable without a new frame. The lifting handle shall be 6 feet.
2.3.3.3 Wall Pipe
Provide cast iron or ductile iron wall pipe where indicated.
2.3.3.4 Trash Baffle
Shall be galvanized steel, fabricated to the dimensions indicated. Provide
hot dipped galvanized ASTM A 307 threaded rods, nuts and washers where
indicated.
2.3.3.5 Fasteners
Provide type 304 or 316 stainless steel FS FF-S-325, group II, type 4,
class 1, expansion anchors where indicated.
2.4 FLARED ENDS
Flared end sections shall be same material as pipe material except that
only reinforced concrete flared ends shall be provided for concrete pipe.
[Flared ends are included in the lengths of pipe indicated.]
2.5 EROSION CONTROL STONE & RIPRAP
NC SSRS, Section 1042-2, Class S stone or Class 1 Riprap, as indicated.
SECTION 02630 PAGE 6

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
PART 3 EXECUTION
3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION
3.1.1 General Requirements for Installation of Pipelines
These requirements shall apply to pipeline installation except where
specific exception is made under paragraph entitled "Special Requirements."
3.1.1.1 Location
The work covered by this section shall terminate at a point approximately
5 feet from the building.
3.1.1.2 Earthwork
Perform earthwork operations in accordance with Section 02220,
"General Excavation, Filing and Backfilling."
3.1.1.3 Pipe Laying and Jointing
Inspect each pipe and fitting before and after installation; remove those
found defective from site and replace with new. Provide proper facilities
for lowering sections of pipe into trenches. Lay pipe with the bell or
groove ends in the upgrade direction. Adjust spigots in bells and tongues
in grooves to produce a uniform space. Blocking or wedging between bells
and spigots or tongues and grooves will not be permitted. Replace by one
of the proper dimensions any pipe or fitting that does not allow sufficient
space for proper calking or installation of joint material. At the end of
each work day, close open ends of pipe temporarily with wood blocks or
bulkheads. Provide batterboards not more than 25 feet apart in trenches
for checking and ensuring that pipe invert elevations are as indicated.
Laser beam method may be used in lieu of batterboards for the same
purpose.
3.1.1.4 Connections to Existing Lines
Notify Contracting Officer in writing at least 10 days prior to date that
connections are to be made. Obtain approval of the Contracting Officer
before interrupting service. Conduct work so that there is minimum
interruption of service on existing line.
3.1.2 Special Requirements
3.1.2.1 Installation of Concrete Piping
Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" of this section and with the
provisions for rubber gasket jointing and jointing procedures of ACPA
01.-103 or of ACPA 01-102, Chapter 9. Make joints with the gaskets
previously specified for joints with this piping. Clean and dry surfaces
receiving lubricants, cements, or adhesives. Affix gaskets to pipe not
more than 24 hours prior to the installation of the pipe. Protect gaskets
from sun, blowing dust, and other deleterious agents at all times. Before
installation of the pipe, inspect gaskets and remove and replace loose or
SECTION 02630 PAGE 7

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
improperly affixed gaskets. Align each pipe section with the previously
installed pipe section, and pull the joint together. If, while pulling the
joint, the gasket becomes loose and can be seen through the exterior joint
recess when the pipe is pulled up to within one inch of closure, remove the
pipe and remake the joint.
3.1.2.2 Installation of Corrugated Metal Piping
Install corrugated steel pipe, and fittings in accordance with the general
requirements for installation of pipelines and with the recommendations of
ASTM A 798, except as otherwise specified in the other subparagraphs
hereunder.
a. Pipe laying: Handle pipe carefully so as not to damage coating
and paving. If damage occurs, give damaged areas of pipe and
couplings an application of coating and paving equal to that
specified for the pipe ; remove pipe on which coating and paving
has been damaged to such extent that satisfactory repairs cannot be
made and replace with new, as determined by the Contracting
Officer. Install paved invert corrugated metal pipe with the paved
area centered at the bottom.
b. Jointing: Make standard coupling band and watertight joints using
the coupling bands previously specified for this purpose. In
making pipe joints, keep space between pipe and coupling free from
dirt and grit so that corrugations will fit snugly. While
tightening the coupling band, tap it with a soft -head mallet of
wood, rubber, or plastic to take up slack and ensure a tight joint.
Assemble standard coupling band joints in accordance with the
recommendations of the pipe manufacturer. Fill the annular space
between abutting sections of piping larger than 30 inch size paved
invert pipe with bituminous material after jointing. Make
watertight joints in the following manner: Place cylindrical gasket
over one end of the pipe section in place for half the width of the
gasket; double over the other half of the gasket back onto the half
of the gasket already in place on the pipe end. When the adjoining
pipe section is in place, roll the doubled -over half of the gasket
over onto the end of this adjoining pipe section. Correct
unevenness in overlap so that gasket covers ends of pipe sections
evenly, Use lubricants with gasket as recommended by manufacturer.
Center coupling band in position over the joint and draw tight by
means of the four 1/2-inch diameter steel rod hoops and silo lugs
until the ends of the coupling band lap 3 inches under the lugs.
With hugger -type coupling bands, make joints using O-ring gaskets;
assemble in accordance with the recommendations of the pipe
manufacturer.
3.1.3 Concrete Work
Perform cast -in -place concrete work in accordance with Section 03300,
"Cast in Place Concrete."
SECTION 02630 PAGE 8

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
3.1.4 Manhole and Catch Basin Construction
Construct base slab of cast -in -place concrete or use precast concrete base
sections. Make inverts in cast -in -place concrete and precast concrete
bases with a smooth -surfaced semi -circular bottom conforming to the inside
contour of the adjacent drainage sections. For changes in direction of
drains and entering branches into the manhole, make a circular curve in the
manhole invert of as large a radius as manhole size will permit. For
cast -in -place concrete construction, either pour bottom slabs and walls
integrally or key and bond walls to bottom slab. For precast concrete
construction, make joints between sections with the gaskets specified for
this purpose; install in the manner specified for installing joints in
concrete piping. Give a smooth finish to inside joints of precast concrete
manholes and catch basins. Parging will not be required for precast
concrete manholes. Cast -in -place concrete work shall be in accordance with
the paragraph entitled, "Concrete Work." Make joints between concrete
manholes and pipes entering manholes with the resilient connectors
specified for this purpose or mortared to produce a watertight joint;
install in accordance with the recommendations of the connector
manufacturer. where a new manhole is constructed on an existing line,
remove existing pipe as required to construct the manhole. Cut existing
pipe so that pipe ends are approximately flush with the interior face of
manhole wall, but not protruding beyond into the manhole.
3.1.5 Metal Work
3.1.5.1 Workmanship and Finish
Perform metal work so that workmanship and finish will be equal to the best
practice in modern structural shops and foundries. Form iron to shape and
size with sharp lines and angles. Do shearing and punching so that clean
true lines and surfaces are produced. Make castings sound and free from
warp, cold shuts, and blow holes that may impair their strength or
appearance. Give exposed surfaces a smooth finish with sharp well-defined
lines and arises. Provide rabbets, lugs, and brackets wherever necessary
for fitting and support.
3.2 FIELD QUALITY CONTROL
3.2.1 Field Tests and Inspections
The Contracting Officer will conduct field inspections and witness field
tests specified in this section. The Contractor shall perform field
tests and provide labor, equipment, and incidentals required for testing
, except that water and electric power needed for field tests will be
furnished as set forth in Section 01560, "Temporary Controls." Be able
to produce evidence, when required, that each item of work has been
constructed properly in accordance with the drawings and specifications.
3.2.2 Pipeline Testing
Check each straight run of pipeline for gross deficiencies by holding a
light in a manhole; it shall show a practically full circle of light
through the pipeline when viewed from the adjoining end of line.
SECTION 02630 PAGE 9

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
3.2.3 Field Tests for Concrete
Field testing requirements are covered in Section 03300,
"Cast -In -Place Concrete."
-- End of Section --
SECTION 02630 PAGE 10

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
SECTION 02930
TURF
03/95
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM C 602 (1990) Agricultural Liming Materials
ASTM E 11 (1987) Wire -Cloth Sieves for Testing
Purposes
DEPARTMENT OF AGRICULTURE (DOA)
DOA FSA (January 1985) Federal Seed Act Rules and
Regulations of the Secretary of Agriculture
DOA SSIR (April 1984) Soil Survey Investigation
Report No. 1, Soil Survey Laboratory Methods
and Procedures for Collecting Soil Samples,
Soil Conservation Service
1.2 DEFINITIONS
1.2.1 Pesticide
Soil fumigants, herbicides, insecticides and fungicides.
1.2.2 Stand of Turf
95 percent ground cover of the established species.
1.3 SUBMITTALS
Submit the following in accordance with Section 01300, "Submittals."
1.3.1 SD-10, Test Reports
a. Topsoil composition tests
Submit reports for test specified in DOA SSIR.
1.4 DELIVERY, STORAGE, AND HANDLING
SECTION 02930 PAGE 1

•HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
1.4.1 Delivery
1.4.1.1 Seed Protection
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.4.1.2 Fertilizer and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
and lime may be furnished in bulk with certificate indicating the above
information.
1.4.2 Storage
1.4.2.1 Seed, Lime, and Fertilizer Storage
Store in cool, dry locations away from contaminants.
1.4.2.2 Pesticide Storage
Do not store with other landscape materials.
1.4.2.3 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Treat when foliage is 6 to
10 inches high and approximately 4 to 6 weeks prior to stockpiling.
1.4.3 Handling
Do not drop or dump materials from vehicles.
1.5 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.5.1 Planting Dates
1.5.1.1 Seed
Sow seed from May 15 to July 15 for Season 1, August 15 to October 15 for
Season 2, and October 6 to April 30 for Season 3.
1.5.2 Restrictions
Do not plant when the ground is frozen, snow covered, or muddy.
1.6 EXTENT OF WORK
Provide seedbed preparation, topsoiling, fertilizing, seeding, and mulching
of all newly graded finished earth surfaces, unless indicated otherwise,
and at all areas inside or outside the limits of construction that are
disturbed by the Contractor's operations. Seed by hydroseeding.
SECTION 02930 PAGE 2

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
State -certified of the latest season's crop delivered in original sealed
packages, bearing producer's guaranteed analysis for percentages of
mixtures, purity, germination, weedseed content, and inert material. Label
in conformance with DOA FSA and applicable state seed laws. Wet,
moldy, or otherwise damaged seed will be rejected. Field mixes will be
acceptable when field mix is performed•on site in the presence of the
Contracting Officer.
2.1.2 Composition
Planting Season
Season 1
Season 2
Season 3
Variety
Common Bermuda
(hulled)
Fescue MY 31)
Bermuda
Annual Rye
Proportion seed mixtures by weight.
2.2 TOPSOIL
2.2.1 Existing Soil
Percent (by Weight)
100%
50
50
100%
Modify existing soil to conform to the requirements specified in paragraph
entitled "Composition."
2.2.2 On -Site Topsoil
Reusable surface soil stripped and stockpiled on site if requirements
specified for topsoil in paragraph entitled "Composition" are met.
2.2.3 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor.
2.2.4 Composition
Containing from 5 to 20 percent organic matter as determined by the
topsoil composition tests of the Organic Carbon, 6A, Chemical Analysis
Method described in DOA SSIR. Maximum particle size, 3/4 inch, with
maximum 3 percent retained on 1/4 inch screen. Other components shall be
within the following percentages:
SECTION 02930 PAGE 3

'HOBBY SHOP COMPLEX, HADNOT POINT, PHASE 11
05966120
Silt
Clay
Sand
pH
Soluble Salts
2.3 pH ADJUSTERS
2.3.1 Lime
25-50
10-30
20-35
5 to 7.6
600 ppm maximum
ASTM C 602, commercial agricultural limestone containing a minimum of
94 percent of total carbonates, 52 percent calcium, and 42 percent
magnesium. Provide the following ASTM E 11 gradation: minimum 86
percent passing the No. 20 sieve and 28 percent passing the No. 100
sieve.
2.3.2 Aluminum Sulfate
Commercial grade.
2.4 SOIL CONDITIONERS
Provide singly or in combination as required to meet specified requirements
for topsoil. Soil conditioners shall be nontoxic to plants.
2.5 FERTILIZER
2.5.1 Controlled Release Fertilizer with Hydroseeding
Nitrogen -phosphorus -potassium ratio of 16-7-12 plus 2 percent iron,
composed of pills coated with plastic resin to provide continuous release
of fertilizer for at least 6 months.]
2.6 MULCHES
Free from, noxious weeds, mold, and other deleterious materials.
2.6.1 Wood Cellulose Fiber Mulch
Processed to contain no growth or germination -inhibiting factors and dyed
an appropriate color to facilitate visual metering of materials
application. Composition on air-dry weight basis: 9 to 15 percent
moisture, pH range from 3.5 to 5.0. Use with hydraulic application of
grass seed and fertilizer.
2.7 WATER
Suitable quality for irrigation.
2.8 EROSION CONTROL MATERIALS
Shall be a knitted polypropylene yarn with uniform openings with
biodegradable paper strips continuously interwoven. The matting shall weigh
a minimum of 0.09 pounds per square yard withmaximum openings of 3/4 inch
SECTION 02930 PAGE 4

-HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II 05966120
and minimum openings of 1/2 inch.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Subgrade
After areas required to be turfed have been brought to the required
subgrade, thoroughly till to minimum depth of 6 inches by scarifying,
disking, harrowing, or other approved methods. Remove debris and stones
larger than one inch in any dimension remaining on surface after
tillage.
3.1.2 Topsoiling
Immediately prior to placing topsoil, scarify subgrade to a 2 inch depth
for bonding of topsoil with subsoil. Provide 4 inches of topsoil over all
areas to be turfed. If the quantity of on site topsoil is insufficient,
provide additional topsoil quantity as required. Spread topsoil evenly to
a minimum depth of 4 inches. Do not spread topsoil when frozen or
excessively wet or dry. Correct irregularities in finished surfaces to
eliminate depressions. Protect finished topsoil areas from damage by
vehicular or pedestrian traffic.
3.1.3 Hydroseeding
Apply liquid fertilizer in amounts sufficient to promote the specified
stand of turf. Apply lime manually during subgrade preparation at the rate
of 3000 pounds per 1000 square feet.
3.2 SEEDING
3.2.1 Seeding Seasons, Conditions, and'Method
Immediately before seeding, restore soil to the proper grade. Do not seed
when ground is muddy , frozen, snow covered, or in an unsatisfactory
condition for seeding. If special conditions exist that may warrant a
variance in the above seeding dates or conditions, submit a written request
to the Contracting Officer stating the special conditions and proposed
variance. Apply seed within 24 hours after seedbed preparation. Sow seed
by hydroseeding with approved sowing equipment using one or a combination
of the following methods at the rate of 2 pounds per 1000 square feet for
Season 1, 12 pounds per 1000 square feet for Season 2, and 6 pounds per
1000 square feet for Season 3. Sow one-half the seed in one direction, and
sow remainder at right angles to the first sowing.
3.2.2 Hydroseeding
Mix seed, fertilizer, and wood cellulose fiber in required amount of water
to produce a homogeneous slurry. Add wood cellulose fiber after seed,
water, and fertilizer have been thoroughly mixed and apply at the rate of
200 pounds per acre dry weight. when hydraulically sprayed on the ground,
material shall form a blotterlike cover impregnated uniformly with grass
SECTION 02930. PAGE 5

HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
seed. Immediately following the application of the slurry mix, make
separate application of wood cellulose mulch at the rate of 1,000 pounds,
dry weight, per acre. Cover shall allow rainfall or applied water to
percolate to underlying soil.
3.2.3 Erosion Control Material
Install in accordance with manufacturer's instructions.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turfing operations. Keep clean at all times at least one paved
pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work in adjacent areas is complete.
3.5 TURF ESTABLISHMENT PERIOD
3.5.1 Period Parameters
Turf establishment period will be in effect until turf has been mowed
three times.
3.5.2 Maintenance During Turf Establishment Period
3.5.2.1 Mowing
Mow turfed area to an average height of 1 1/2 inches when average height of
grass becomes 3 inches for Season 1 planting, to an average height of 2 1/2
inches when the grass becomes 4 inches for Seasson 2, and to an average
height of 2 1/2 inches whenever the average height of grass reaches
4 inches for fall planting.
3.5.2.2 Promotion of Turf Growth
Mow, remove excess clippings, eradicate weeds, water, fertilize, overseed,
and perform other operations necessary to promote turf growth.
3.6 FIELD QUALITY CONTROL
3.6.1 Final Inspection and Acceptance
Final inspection will be made upon written request from the Contractor at
least 10 days prior to the last day of the turf establishment period. Final
acceptance will be based upon a satisfactory stand of turf. Prior to
final acceptance, apply 2 pounds per 1,000 square feet of controlled
release fertilizer.
SECTION 02930 PAGE 6

•HOBBY SHOP COMPLEX, HADNOT POINT, PHASE II
05966120
3.6.2 Replanting
Replant within specified planting dates areas which do not have a
satisfactory stand of turf.
-- End of Section --
SECTION 02930 PACE 7

1'
DEPARTMENT OF THE NAVY
ATLANTIC DIVISION
NAVAL FACILITIES ENGINEERING COMMAND
1510 GILBERT ST
y` NORFOLK VA ETVZD
APR 0 8 1997
]BY
North Carolina Department of Environmental
Management
Water Quality Section
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Dear Sir or Madam:
TELEPHONE NO:
[phone]
I APR 1997
IN REPLY REFER TO.
N62470-96-B-612O
03141)
01 APR 1997
SUBJECT: CONSTRUCTION CONTRACT N62470-96-B-6120, HOBBY SHOP COMPLEX,
PHASE Il, MARINE CORPS BASE (MCB), CAMP LEJEUNE, NORTH
CAROLINA
The enclosed Stormwater Permit Application is being submitted to the Water Quality Section
concurrently with the Erosion and Sedimentation Control Plan being submitted to the Land
Quality Section of the State of North Carolina Department of Environment, Health, and Natural
Resources.
Please direct any technical questions to Ms. Tracy Quast of our Civil Engineering Division at
[phone].
The point of contact for LANTNAVFACENGCOM is Ms. Suzanne Spence, at [phone].
Sincerely,
0��A' t�
D. L. BRYANT, P.E.
Project Manager, CONUS Branch
Programs and Project Management Division
By direction of the Commander
Enclosures: 1. Stormwater Permit Application
2. Check in the amount of $385.00 for Application Fee
Quality Performance... Results
t