SW8080945_HISTORICAL FILE_20111117

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0 &O) q 5
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATEj�
YYYYMMDD

RCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
November 17, 2011
Commanding Officer
USMCB Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Rd.
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 080945 Mod.
CALA Ordnance Loading Area, New River
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for CALA Ordnance Loading Area, New River on November 14, 2011. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2006-246, Session Law 2008-211 and Title 15A NCAC 2H.1000.
We are forwarding Permit No. SW8 080945 dated November 17, 2011, for the construction, operation
and maintenance of the built -upon areas and BMP's associated with the subject project.
This permit modification will add 13 new sand filters to the existing permitted sand filter and an
additional 339,954 square feet of built -upon area. Please add the plans previously approved on
November 6, 2008, for Sand Filter #1 to the approved plan set for this modification.
This permit shall be effective from the date of issuance until November 6, 2018, 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 by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150E of the North Carolina General Statutes, and
must be filed with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH
with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing
process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or
visit their website at www.ncoah.com. 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 at [phone].
Sincrerely,
d.,!C'�een Sullins, Direci`or
Division of ater Quality
GDS/arl: S:IWQSIStormwater\Permits & Projects120081080945 HD12011 11 permit 080945
cc: C. Allan Bamforth, Jr., P.E.
David Towler, USMCB Camp Lejeune
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 North Carol i n a
Internet www,nrrvaterqualiiy.org Naturally
atura ly
An Equal Opportunity 1 AHirmaUve Action Employer �/ y

State Stormwater Management Systems
Permit No. SW8 080945
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
Commanding Officer USMCB Camp Lejeune
CALA Ordnance Loading Area, New River
Perimeter St., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of fourteen (14) Sand Filters in compliance
with the provisions of Session Law 2006-246, 2008-211 and 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 November 6, 2018, 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 in Section 1.8 on page 3 of this permit. The stormwater
controls labeled 1, A, Al, A2, A3, B, C, D, E, El, E2, E3, E4, and F, have been
designed to handle the runoff from 159,895, 24,436; 18,0677 10,4471 11,853
78,741; 78,927; 57,521; 13,418; 6,768; 6,804; 7,191; 7,306; and 18,475 square
feet of impervious area, respectively.
3. Each sand filter will be limited to the treatment of that amount of built -upon area
indicated in Section 1.2 and Section 1.7 of this permit, and as shown on the
approved plans and drainage area map. The built -upon area for the future
development is limited to 0 square feet.
4. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the appropriate permitted stormwater control
system.
5. The grated cover over the sediment chamber is designed for H-10 loading
because the filters are not subject to traffic loads. The sand chamber has no
cover.
6. The project shall provide a 50 foot wide buffer adjacent all surface waters,
measured horizontally from and perpendicular to the normal pool of
Page 2 of 7

State Stormwater Management Systems '
Permit No. SW8 080945
impoundments, the top of bank of both sides of rivers and streams, and the mean
high water mark of tidal waters.
7. The following design criteria have been permitted for the 14 proposed sand filters
and must be provided and maintained at design condition:
Design Criteria
DA 1
DA A
DA Al
DA A2
DA A3
DA B
DA C
a. Drainage Area: acres
-Onsile, ft2
-Offsite, ft2
3.69
160,895
0
0.7
30,401
0
0.56
24,385
0
0.37
16,079
0
0.40
17,225
0
2.09
90,940
0
2.08
90,566
0
b. Total BUA, ft2
159,895
24,436
18,067
10,447
11,853
78,471
78,927
c. Design Storm, in.
1.5
1.5
1.5
1.5
1.5
1,5
1.5
d. Adjusted WQV, ft
14,245
2,204
1,639
957
1,081
7,047
7,084
e. Provided WQV, ft :
16,192
2,198
1,704
1,704
1,704
7,251
7,251
f. HMax, feet
2.0
2.58
2.0
2.0
2.0
2.16
2.16
g. Weir Elevation, FMSL
12.5
15.49
16,16
16.87
17.06
16.75
16.35
h. Bottom elevation, FMSL
9.5
12,01
12.66
13.37
13.56
13.09
12.69
i. SHWT Elevation, FMSL:
5.0
13.3
15.40
13.00
13.00
14.00
14.00
j. Sand Filter Area,
8,096
852
852
852
852
3,357
3,357
k, Sediment Area, A5, ft2
5,544
437
437
437
437
2,263
2,263
I. Sand Area Af, ft
2,552
415
415
415
415
1,094
1,094
m. Underdrain dia. <40 hrs.
6"
6"
6"
6"
6"
6"
6"
Design Criteria
DA D
DA E
DA E1
DA E2
DA E3
DA E4
DA F
n. Drainage Area: acres
-Onsite, ft2
-Offsite, ft2
1.56
67,842
0
0.53
23,138
0
0.28
12,394
0
•0.29
12,543
0
0.30
12,947
0
0.31
13,422
0
1.12
48,371
0
o.Total BUA,ft2
57,521
13,418
6,768
6,804
7,191
7,306
18,475
p. Design Storm, in.
1.5
1.5
1.5
1.5
1.5
1.5
1.5
q. Adjusted WQV, ft
5,171
1,241
629
633
667
679
1,787
r. Provided WQV, ft :
5,568
1,256
1,256
1,256
1,256
1,256
1,890
s. HMax, feet
2.0
2.00
2.0
2.0
2.0
2.0
2.0
t. Weir Elevation, FMSL
17.44
18.95
18.59
18.23
18,05
17.91
17.39
u. Bottom elevation, FMSL
13.94
15.45
15.09
14.73
14.55
14.41
13.89
v. SHWT Elevation, FMSL:
14,50
10.7
15.0
14.0
14.50
15.50
15.00
w. Sand Filter Area, ft
2,784
628
628
628
628
628
945
x. Sediment Area, AS , ft2
1,878
322
322
322
322
322
482
y. Sand Area Af, ft2
906
306
306
306
306
306
463
z. Underdrain dia. <40 hrs.
6"
6"
6"
6"
6"
6"
6"
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
4. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 080945
5. 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 slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
6. The facilities shall be constructed in accordance with the approved plans and
specifications, the conditions of this permit, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. Clear and unobstructed access to the stormwater facilities shall be maintained at
all times.
9. 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.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
e. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
Page 4 of 7

State Stormwater Management Systems '
Permit No. SW8 080945
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. 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.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, 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.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
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.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit modified and reissued this the 17th day of November 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
z C ` een . Sullins, Director
i
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 080945
MCAS CALA Ordnance Loading Area, New River
Stormwater Permit No. SW8 080945
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems `
Permit No. SW8 080945
Certification Requirements:
1. The drainage area to the BMP contains approximately the permitted
acreage.
2. The drainage area to the BMP contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the appropriate BMP.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A grated cover is provided on the sediment chamber side.
8. A solid cover is provided on the sand chamber side.
9. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
10, The permitted amounts of filter chamber surface area and sediment
chamber surface area have been provided.
11. The required volume can be contained in the sand filter.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 7 of 7

1I
! , f
a BAN k ANNA LEE BAMFORTH, P.E., L.S.
w''• i� C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
q\
i3�p Q RiCHAR❑ E. GARRIOTT, P. E.
RICHARD W. CLAW, L.S.
❑AVID W. CAMPBELL
C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
November 9, 2011
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Ordnance Loading Area Addition, MCAS New River Camp Lejeune, NC (10.058)
Dear Ms, Lewis,
Please find attached; two (2) copies of revised plans; SWU-101 application with revised drainage
areas; revised anti -flotation calculations; revised sand filter supplements for all sand filters;
revised BMP calculations, revised pre -development and post -development Pondpack
calculations for all sand filters; a revised narrative with a drainage area of 10.57 acres; revised
storm drainage calculations and revised grate top justification. Our responses to comments
received by email on October 28, 2011 and November 8, 2011 follow:
Please demonstrate, via calculation, that the 6" underdrain will drain the sand Filter
within the minimum 40 hour time frame. Please refer to Chapter 5 Section 5.7 of the
BMP Manual for guidance on this calculation.
The required minnimmn sand fitter bed .surface area (Af) was ,sized with a draining
time (1) of 1.66 cloys or 40 hours. The sand fitter area provided exceeds the minimmun
sum.face area required for each sand filter. In addition, the underdramn system was
sized in accordance with Chanter S Section 5.7 of the RMP Manual using the sand
filler area provided.
2. I am unable to locate any reference to the ability to eliminate the solid top over the
sand chamber only when the sand filter is not in a sump condition in pavement. I
checked with the Raleigh staff who wrote that chapter and they are not aware of this
option. All of the details in Chapter 8 for a closed sand filter show a grated top over
the sediment chamber and a -solid top over the sand chamber. Please provide the
specific location of this requirement in the BMP Manual, e,YCg
See comment response no. 7.
NOV 1 4 2011
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: [phone] E-MAIL: [e-mail]

November 9, 2011
Ms. Linda Lewis
NCDENR
Ordnance Loading Area Addition
MCAS New River Camp Lejeune
Page 2 of 3
3. The DA's for A, A l , A? A3 and C are still not correct. Based on the current
proposed contours, it appears that approximately 10,500 sf of new BUA will simply
drain off to the southwest and is not draining to SF "A". Please see the attached pdf.
To capture what is not being picked up, please either regrade the pavement or provide
a swale along the southwest edge and direct it into the sand filter. Please also note
that DA C will need to be enlarged (revised supplement, talcs, etc.) if the contours
are not revised.
Revised drainage areas. Revised calculations and supplements attached.
4. The plans have been sealed, but they are not signed or dated.
Signed and doled seals provided.
5. The calculations for the minimum required As, Af, WQV and Rv for the A series
sand filters are incorrect. It appears that the new DA and BUA numbers were only
used to calculate the new Rv and WQV and were not carried over to the As and Af
calculations. In the case of A3, the old site area of 0.504 acres is used to calculate
WQV instead of the new site area of 0.562 acres. In all of the A series filters, an
incorrect WQV of 1715 of is used in the minimum Af calculation. In each of the
minimum As calculations, an incorrect or old DA value and Rv value are used.
Revised calculations attached.
6. The group is OK with not having a solid cover over the sand filter side for both the
CALA and the Parking Garage site. We are also willing to accept a grated cover for
the CALA site and no cover at all for the Parking Garage site, based on your
arguments. Please add a note to the sand filter details for the CALA site that the grate
bars should be parallel to the incoming flow.
Added note.
7. I'm a little concerned about the H-10 load for the CALA site. My understanding is
that the Base desires to be able to drive everywhere — so if the grates are designed for
an H-10 load, it may result in damage to the sand filter. Is there a large risk of traffic
or airplanes running over the sand filter grates on the CALA site? I am not able to
permit something that would create a "nuisance" condition if it can be avoided. I
don't think the Base wants to repair the sand filter and/or replace the grate every time
a plane or other traffic causes damage when they have to cross that grate. The grate
over the sand filter does not have to be all one piece — it can be a lot of smaller grates,
more manageable in size and weight to remove.
The sand.Jilters fo1- the CALA site are designed for emergency conditions only. 'There
is not any condition which Avould warrant an uirci'aft in the vicinity of the filters. The
Base does not intend to drive In the area of the sand filters. The 1-1- 20 traffic loading
was in case a maintenance vehicle by error backed over the filter. The main bars.for
NOV 1 4 Z011
DY:

November 9, 2011
Ms. Linda Lewis
NCDENR
Ordnance Loading Area Addition
MCAS New River Camp Lejeune
Page 3 of 3
the grating will he in the short span which is parallel to the flow. The grating is
placed in sections afihree (3),foot widths.
Please do not hesitate to contact us should you have any questions or require additional
information.
Sincerely,
Anna Lee Bamforth, P.E., L.S., LEED AP
President
flu-'
tTl
NOV 1 4 2011
i
6- Y:

GRATE TOP JUS TIFI CA TION
P705 PERIMETER STREET PARKING GARAGE
P710 ORDNANCE LOADING AREA ADDITION
MARINE CORPS AIR STATION, NEW RIVER, NC
NovEMBER 2011
DESIGN OBJECTIVE
Provide stormwater management for the above projects utilizing closed sand filters
due to high water table and poor soil conditions.
REQUEST
Due to the fact that none of the sand filters are located in pavement, the
requirement to cover the sand portion of the filter with a solid top is not applicable.
SUPPORTING DATA
The sand filter for the parking garage receives runoff thru a storm pipe system
only. The top of the sand filter is located 6-inches to 2 feet above finished grade;
therefore, no surface water enters the sand filter.
The sand filters for the Ordnance Loading Area receive surface runoff from a grass
surface only on the sedimentation chamber side of the sand filter structure. The
sand filters are separated from the pavement by a grass surface ranging from 40
feet to 60 feet in width. The sand filter chamber is downstream of the
sedimentation chamber; therefore, no surface water would enter the sand portion
of the filter.
The only purpose for the solid top over the sand filter chamber is to prevent
surface runoff from entering the sand filter chamber prior to entering the
sedimentation chamber. This would occur if the sand filter was located in
pavement and in a depressed area. Neither of the filters used in the proposed
projects meet these conditions; therefore, the solid cover serves no purpose.
The Navy on the Ordnance Loading Area project desires to place a grate top over
the entire filter for safety capable of H-20 loading. An H-20 loading solid cover
would be extremely heavy, requiring heavy cranes for removal. The solid cover
would deny visual access and would reduce ease of maintenance.
The solid cover over the sand filter chamber on the proposed projects does not
affect the ability of the sand filters, as designed, to meet the water quality
requirements.
The sand filters for the above projects indicate open grating over the sedimentation
chambers in order to meet the BASH requirements for airfields. The grate tops do
not affect the ability of the sand filters, as designed, to meet the water quality
requirements.
NOV 1 4 2D11 Page 1 of 1
BY:

i
ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
Stormwater Narrative:
This project is located within the vicinity of the existing runway at the Marine Corps Air Station,
New River, NC.
The project will consist of constructing eight additional aircraft parking positions for the combat
aircraft loading area, arming and disarming pads and an expansion to the taxiway. Total square
footage totals approximately 460,000 square feet. The CALA, anning and disanning pads and
apron will be of concrete pavement design with portions of the taxiways being of both concrete
and asphalt pavement. This addition will be constructed on the south east and southwest side of
the existing loading area ASF 8. Built-in equipment will include an apron lighting control
system. Electrical utilities include electrical distribution and apron lighting features with
control connectivity to the control tower. Paving and site improvements include landscaping,
stormwater piping and structures and demolition of existing pavement.
The total drainage area is 10.57 acres. The receiving stream for this project is Southwest Crcck
in the White Oak Basin, Stream Class C.
Site Conditions
The proposed project site consists of approximately 19.7 acres of open areas along the southern
portion of the air station and 19.7 acres of disturbed area. The project site is bordered to the
north and east by active aircraft landing, loading and maintenance facilities, and to the south and
west by wooded parcels and ancillary air station facilities. The project site consists of
approximately''/z wooded and/2 open areas. An existing asphalt paved road (Canal Street),
bordered on each side by large drainage swales, is located within the footprint of the proposed
parking deck. In addition, gravel roads and large drainage swales (ranging from approximately 7
to 10 feet in depth and about 25 to 30 feet in width) transverse through the approximate center of
the project area. A chain link fence located through the center of the project area separates the
active aircraft from the ancillary air station facilities. The project site is gently sloping generally
from the westerly to the easterly direction within the proposed construction area, with site
elevations ranging from approximately 16 to 22 feet above MSL. It is our understanding that cut
and/or fill operations are not expected to exceed about 5 feet in order to establish the design
grade elevations. As an exception, as much as 10 feet of fill will be required to establish final
grade elevations in the isolated low lying drainage swales, which are located within the
construction areas.
NOV 1 4 2011
1BY:

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
The proposed BMPs are closed sand filters and are designed according to the North Carolina
Division of Ifater Quality, Storinivater Best Management Practices Manual, July 2007.
The entire CALA site, including both new and existing pavement, drains to the BMPs. There are
6 drainage areas, labeled A — F. Areas of the new pavement either drain via overland flow or
proposed storm piping system to the new BMPs. The discharge from the filters, as well as any
flow that bypasses the BMPs, will drain to an existing ditch. The project site is located in C,
NSW waters, stream index number 19-17- (0.5). No wetlands exist on the site. There is no off -
site runoff coming onto the site. Road construction across other property will not be necessary to
access this project.
Soil Conditions
The soil field exploration indicated the presence of approximately I to 23 inches of topsoil
material at the boring locations. In addition, approximately 2 feet of "fill" material was
encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-8, P-20,
BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with varying_
amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to have been
previously placed as part of prior construction activities associated with the existing facilities
located within the project area. The topsoil and fill material thicknesses are expected to vary at
other locations throughout the site. Underlying the topsoil and fill materials and extending to the
SPT boring terniination depths of 15, 60 and 85 feet below the existing site grades, the natural
subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying
amounts of Silt and Clay. The N-values recorded within these granular soils ranged from 2 to
100 blows -per foot (BPF) indicating a very loose to very dense relative density. Deposits of very
soft to very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring locations
B-1, B-3 through B-6, B-10 through B-12, B-15, B-16, BMP-1, BMP-2, BMP-4, P-I through P-
3, P-10, P-11, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
Also, the soils recovered from boring BMP-1 through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-1 through BMP-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-1 1)
and 5.5 feet (BM P-12) below the existing site grades.
NOV 1 4 2011
B�:

..
t*5 ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
�. NORTH CAROLINA
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at deptlis ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
between boring locations. As such, the reported groundwater levels at these locations may not
be indicative of the static groundwater level. The groundwater table in the vicinity of the BMPs
was found to be around elevation 9.5.
Nov 1 4 2011
BY.

FINAL CIVIL STORMWATER CALCULATIONS
Fl�-'
c. t.. Y .L- s1
v Y 4 Z011
�5_
GALA ORDNANCE
LOADING AREA ADDITION
MCAS, NEW RIVER
JACKSONVILLE, NORTH CAROLINA
AIE Contract No. N40085-10-D-5304
EProjects Work Order Number: 803726
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD.
NORFOLK, VIRGINIA
November2011
11111/�/
CAROB/
�:•� SI ,•yam
4� SEAL.
• 029841

f ,2

BMP CAL CULA TIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
sum .
NoVEMBER 7, 2011
Basis of Design: The CALA Ordnance project constructs additional aircraft parking positions for the
combat aircraft loading area, arming and disarming pads and an expansion to the taxiway. The existing
site is primarily grass. Quality volume was determined using the runoff volume from the first inch and a
half of rain. The BMPs provided are closed sand filters. There are six drainage areas, labeled A through
F. All areas are treated with one sand filter with the exception of Area A, which has 4 sand filters and
Area E, which has 5 sand filters. Any runoff in excess of the design storm will run to the ditch behind the
sand filters.
Underdrain piping was sized using Darcy's Law and shall be designed to carry 2 —10 times the maximum
flow.
Time of concentration was found using Seelye's Chart for overland flow and Kirpich Chart for ditch flow.
The BMP was sized using the Haestad Methods "PondPack" software. It is in conformance with North
Carolina Division of Water Quality "Stormwater Best Management Practices Manual, July 2007".
Regional Requirements: Quality volume was determined using the runoff volume from the first inch and
a half of rain. Calculations have also been performed using the 1-year, 24- hour storm, Soil Group B. It
is in conformance with North Carolina Division of Water Quality "Stormwater Best Management
Practices Manual, July 2007".
LID: Low -impact development is designed to mimic the predevelopment hydrologic conditions through
various control functions. It is stated in the LID guidelines, that the design storm event shall be the 95th
percentile rainfall depth or the required water quality depth as defined by State or local requirements,
whichever is more stringent. In addition, the BMPs shall be designed to control all storm events, as
stipulated by Local and State regulations, to handle the peak rate and/or volume of discharge. LID has
been met by implementing the following:
Peak Runoff Rate Control: The volume detained in the sand filter will restrict the volume from the 95`h
percentile storm. There are no additional regional requirements.
Water Quality Control. The State of North Carolina uses the 951h percentile storm for their water quality
design. Therefore, a 1.5 inch design rainfall depth has been used and will satisfy both Regional and LID
requirements.
L1 4 Z011
Page 1 of 21

`' BMP CALCULATIONS
k! CALA ORDNANCE LOADING AREA ADDITION
�> y, MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
Area A
Area (Individual Sand Filter) — 0.698 ac
Impervious 0.561 ac C = 0.95 CN = 98
Grass 0.137 ac C = 0.30 CN = 69
1- r 24-hr Storm
Predevelopment = 0.59 cfs
Postdevelopment = 1.75 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 30401 sf or 0.698 acres
Impervious = 24436 sf
Runoff Coefficient = Rv T 0.05 + 0.009 (I)
= Percent Impervious = 24436/30401 = 80.4%
Rv = 0.05 + 0.009(80.4) = 0.77
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.77)(0.698 acres) = 0.0672 ac-ft or 2927 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)2927 = 2195 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (2927 x 1.5)/(3.5)(1.66)(1.29 + 1.5) = 271 sq. ft.
Area Provided = (103.82)(4.0) = 415 sq. ft.
Minimum Sediment Basin Surface Area As
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.77)(0.698)(1.5) = 194 sq. ft.
Area Provided = (109.16)(4.0) = 437 sq. ft.
L^���`- ..a u
NOV 1 4 2011
BY:
Page 2 of 21

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
2195/(437 + 415) = 2.58 ft.
Maximum Head Provided = 2.58 ft. = 2.58 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
.(415 + 437)(2.58) = 2198 cu. ft. > 2195 cu. ft. (WQVadj)
Underdrain System
Q = flow rate of soil media = kiA = 0.0938 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient= hf+ df = 2.79 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.58/2 = 1.29
A = filter bed area = 415 sq. ft.
COIN
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.0938 = 4.3 times max flow OK
'J Area A-1
Area (Individual Sand Filter) —0.560 ac
Impervious 0.415 ac C = 0.95 CN = 98
Grass 0.145 ac C = 0.30 CN = 69
1-vr 24-hr Storm
Predevelopment = 0.47 cfs
Postdevelopment = 1.32 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 24385 sf or 0.560 acres
Impervious = 18067 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (I)
I = Percent Impervious = 18067/24385 = 74.0%
Rv = 0.05 + 0.009 (74.0) = 0.72
NOV 1 4 2011 Page 3 of 21

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 7, 2011
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.72)(0.560 acres) = 0.0504 ac-ft or 2195 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)2195 = 1646 cu. ft.
Minimum Sand Filter Bed Surface Area
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (2195 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 227 sq. ft.
Area Provided = (103.82)(4.0) = 415 sq. ft.
Minimum Sediment Basin Surface Area (As
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.72)(0.560)(1.5) = 145 sq. ft.
Area Provided = (109.16)(4.0) = 437 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
1646/(437 + 415) = 1.93 ft.
Maximum Head Provided = 2.0 ft. > 1.93 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
(415 + 437)(2.0) = 1704 cu. ft. > 1646 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.084 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 415 sq. ft.
6-inch pipe at 0.50% carry = 0.40; 0,40/0.084 = 4.8 times max flow OK
NOV 14 2011 Page 4 of 21

BMP CALCULATIONS
1-Sl
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NO VEMBER 7, 2011
Area A-2
Area (Individual Sand Filter) —0.369 ac
Impervious 0.215 ac C = 0.95
Grass 0.240 ac C = 0.30
1-yr 24-hr Storm
Predevelopment = 0.31 cfs
Postdevelopment = 0.84 cfs
Water Quality Volume
Use "Simple Method"
CN = 98
CN=69
Site Area =16079 sf or 0.369 acres
Imperious = 10447 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 10447/16079 = 65.0%
Rv = 0.05 + 0.009 (65.0) = 0.635
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.635)(0.369 acres) = 0.0293 ac-ft or 1276 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)1276 = 957 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (1276 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 132 sq. ft.
Area Provided = (103.82)(4.0) = 415 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.635)(0.369)(1.5) = 84 sq. ft.
Area Provided = (109.16)(4.0) = 437 sq. ft.
F=�
NOV 1 4 2011
B;Y:
Page 5 of 21

"""'"°� BMP CAL COLA TIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NovEMBER 7, 2011
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
957/(328 + 312) = 1.50 ft.
Maximum Head Provided = 1.50 ft. < 2.0 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
(415 + 437)(2.0) = 1704 cu. ft. > 957 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.084 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 415 sq. ft.
6-inch pipe at 0.50%carry = 0.40; 0.40/0.084 = 4.8 times max flow OK
Area A-3
Area (Individual Sand Filter) —0.395 ac
Impervious 0.272 ac C = 0.95 CN = 98
Grass 0.123 ac C = 0.30 CN = 69
1-yr 24-hr Storm
Predevelopment = 0.33 cfs
Postdevelopment = 0.90 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 17225 sf or 0.395 acres
Impervious = 11853 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
= Percent impervious = 11853/17225 = 68.8%
Rv = 0.05 + 0.009 (68.8) = 0.67
NOV 1 4 2011 Page 6 of 21
BY:

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 7, 2011
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.67)(0.395 acres) = 0.033 ac-ft or 1441 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)1441= 1081 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (1441 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 149 sq. ft.
Area Provided = (103.82)(4.0) = 415 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.67)(0.395)(1.5) = 95 sq. ft.
Area Provided = (109.16)(4.0) = 437 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
1081/(437 + 415) = 1.27 ft.
Maximum Head Provided = 2.0 ft. > 1.27 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
(415 + 437)(2.0) = 1704 cu. ft. > 1081 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.084 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 =1.0
A = filter bed area = 415 sq. ft.
6-inch pipe at 0.50% carry = 0.40; 0.40/0.084 = 4.8 times max flow OK
Area B
NOV 1 4 Z811 Page 7 of 21
,r:jY.

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCA S, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 7, 2011
Area — 2.09 ac
Impervious 1.80 ac C = 0.95 CN = 98
Grass 0.29 ac C = 0.30 CN = 69
1-yr 24-hr Storm
Predevelopment = 1.75 cfs
Postdevelopment = 5.50 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 90940 sf or 2.09 Acres
Impervious = 78471 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (I)
I = Percent Impervious = 78471/90940 = 86.3%
Rv = 0.05 + 0.009 (86.3) = 0.83
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.83)(2.09 acres) = 0.217 ac-ft or 9445 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)9445 = 7084 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (9445 x 1.5)/(3.5)(1.66)(1.0 + 1.58) = 945 sq. ft.
Area Provided = (156.33)(7.0) = 1094 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.83)(2.09)(1.5) = 625 sq. ft.
Area Provided = (161.67)(7.0) + (161.67)(7.0) = 2263 sq. ft.
NOV 14 2011 Page 8 of 21

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 7, 2019
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
7084/(1094 + 2263) = 2.11 ft.
Maximum Head Provided = 2.16 ft.> 2.11 ft.
Storage Volume
Volume = (Area of Filter +Area of Basin)(Max.Head)
(1094 + 2263)(2.16) = 7251 cu. ft. > 7084 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.229 cfs
k = Coefficient of Permeability of Filter Media = 3.5'in/hr
i = Hydraulic Gradient = hf + df = 2.58 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.16/2 = 1.08
A = filter bed area = 1094 sq. ft.
(2) 6-inch pipes at 0.50% carry = 0.40 cfs x 2 = 0.80 cfs; 0.80/0.229 = 3.5 times max flow OK
Area C
Area — 2.08 ac
Impervious 1.81 ac C = 0.95 CN = 98
Grass 0.27 ac C = 0.30 CN = 69
1-yr 24-hr Storm
Predevelopment = 1.74 cfs
Postdevelopment = 5.48 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 90566 sf or 2.08 Acres
Impervious = 78927 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 78927/90566 = 87.1%
Rv = 0.05 + 0.009 (87.1) = 0.83
Page 9 of 21
NOV 1 4 2011
BY:

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
�v NOVEMBER 7, 2011
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.83)(2.08 acres) = 0.2158 ac-ft or 9400 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)9400 = 7050 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (9400 x 1.5)/(3.5)(1.66)(1.08 + 1.5) = 941 sq. ft.
Area Provided = (156.33)(7.0) = 1094.33 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.83)(2.08)(1.5) = 622 sq. ft.
Area Provided = (161.67)(7.0) + (161.67)(7.0) = 2263.33 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
7050/(1094 + 2263) = 2.10 ft.
Maximum Head Provided = 2.16 ft. > 2.10 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
(1094 + 2263)(2.16) = 7251 cu. ft. > 7050 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.229 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.55 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.16/2 = 1.08
A = filter bed area = 1094 sq. ft.
(2) 6-inch pipes at 0.50% carry = 0.40 cfs x 2 = 0.80 cfs; 0.80/0.229 = 3.5 times max flow OK
NOV 1 4 2011 Page 10 of 21
,- fir.

Aran — 1 Sf nr
Impervious
Grass
1-yr 24-hr Storm
BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
1.32ac C=0.95
0.24ac C=0.30
Predevelopment = 1.31 cfs
Postdevelopment = 4.11 cfs
Water Quality Volume
Use "Simple Method"
CN=98
CN = 69
Site Area = 67842 sf or 1.56 Acres
Impervious = 57521 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 57521/67842 = 84.8%
Rv = 0.05 + 0.009 (84.8) = 0.81
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.81)(1.56 acres) = 0.158 ac-ft.or 6880 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)6880 = 5160 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af = (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (6880 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 711 sq. ft.
Area Provided = (129.50)(7.0) = 906.50 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.81)(1.56)(1.5) =455 sq. ft.
Area Provided = (134.17)(7.0) + (134.17)(7.0) = 1878 sq. ft.
NOV 1 4 2011
Page 11 of 21

SMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
5160/(906.50 + 1878) = 1.85 ft.
Maximum Head Provided = 2.0 ft. > 1.85 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
(906.50 + 1878)(2.0) = 5569 cu. ft. > 5160 (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.184 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 906 sq. ft.
(2) 6-inch pipes at 0.50% carry = 0.40 cfs x 2 = 0.80 cfs; 0.80/0.184 = 4.3 times max flow OK
Area E
Aran —n S'41 nr
Impervious 0.308 ac C = 0.95 CN = 98
Grass 0.223 ac C = 0.30 CN = 69
1-vr 24-hr Storm
Predevelopment = 0.45 cfs
Postdevelopment = 1.10 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 23138 sf or 0.531 Acres
Impervious = 13418 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 13418/23138 = 58.0%
Rv = 0.05 + 0.009 (58.0) = 0.57
NOV 1 4 2011 Page 12 of 21

I I l
BMP CALCULATIONS
� T
`:4 • "r
K! CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.57)(0.531 acres) = 0.0378 ac-ft or 1648 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)1648 = 1236 cu. ft.
Minimum Sand Filter Bed Surface Area
Af= (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K ='Sand Permeability, t = Draining Time, ha = Average Head
A = (1648 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 170 sq. ft.
Area Provided = (102.08)(3.0) = 306 sq. ft.
Minimum Sediment Basin Surface Area
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.57)(0.531)(1.5) = 109 sq. ft.
Area Provided = (107.42)(3.0) = 322 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
1236/(322 + 306) = 1.97 ft.
Maximum Head Provided = 2.00 ft. > 1.97 ft.
Storage Volume
Volume =(Area of Filter +Area of Basin)(Max Head)
(306 + 322)(2.00) = 1256 cu. ft. > 1236 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.062 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 306 sq. ft.
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.062 = 6.5 times max flow OK
Area E-1
�- - --- Page 13 of 21
NOV 1 4 Z011

1 i 1
��� �;fv1 U•��`I,�lf
Area — 0.285 ac
Impervious 0.155 ac
Grass 0.130 ac
1-yr 24-fir Storm
Predevelopment = 0.24 cfs
Postdevelopment = 0.57 cfs
Water Quality Volume
Use "Simple Method"
BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEw RIVER, JACKSONVILLE, NC
MVEMBER 7, 2011
C=0.95 CN=98
C = 0.30 CN = 69
Site Area =12394 sf or 0.285 Acres
Impervious = 6768 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 6768/12394 = 54.6%
Rv = 0.05 + 0.009 (54.6) = 0.54
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.54)(0.285 acres) = 0.0192 ac-ft or 838 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)838 = 629 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af= (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (838 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 87 sq. ft.
Area Provided = (102.08)(3.0) = 306 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.54)(0.285)(1.5) = 190 sq. ft.
Area Provided = (107.42)(3.0) = 322 sq. ft.
NOV 1 4 2011
Page 14 of 21

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 7, 2011
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
629/(322 + 306) = 1.00 ft.
Maximum Head Provided = 2.0 ft. > 1.00 ft.
Storage Volume
Volume = (Area of Filter + Area of Basin)(Max Head)
(306 + 322)(2.0) = 1256 cu. ft. > 629 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.062 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 306 sq. ft.
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.062 = 6.5 times max flow
Area E-2
Area —0.288 ac
Impervious 0.150 ac
Grass 0.130 ac
1-vr 24-hr Storm
Predevelopment = 0.24 cfs
Postdevelopment = 0.56 cfs
Water Quality Volume
Use "Simple Method"
C=0.95 CN=98
C=0.30 CN=69
Site Area =12543 sf or 0.288 Acres
Impervious =6804 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 6804/12543 = 54.3%
Rv = 0.05 + 0.009 (54.3) = 0.54
�;`.�;_ - .% -�•� Page 15 of 21
NOv 1 4.2011
OK

BN►P CALCULATIONS
N CALA ORDNANCE LOADING AREA ADDITION
?' MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
m
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.54)(0.288 acres) = 0.01944 ac-ft or 847 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)847 = 635 cu. ft.
Minimum Sand Filter Bed Surface Area (A
Af= (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (847 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 88 sq. ft.
Area Provided = (102.08)(3.0) = 306 sq. ft.
Minimum Sediment Basin Surface Area As
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.54)(0.288)(1.5) = 56 sq. ft.
Area Provided = (107.42)(3.0) = 322 sq. ft.
Maximum Head on Filter
Hmaxfilter= WQVadj/(As + Af)
635/(322 + 306) =1.01 ft.
Maximum Head Provided = 2.0 ft. > 1.01 ft.
Storage Volume
Volume = (Area of Filter +Area of Basin)(Max Head)
(306 + 322)(2.0) = 1256 cu. ft. > 635 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.062 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf+df = 2.5 ft'
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 306 sq. ft.
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.062 = 6.5 times max flow OK
Area E-3
Page 16 of 21
NOV 1 4 2011

Area — 0.297 ac
Impervious 0.165 ac
Grass 0.132 ac
1-vr 24-hr Storm
Predevelopment = 0.25 cfs
Postdevelopment = 0.59 cfs
Water Quality Volume
Use "Simple Method"
BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
C=0.95 CN=98
C=0.30 CN=69
ti
Site Area = 12947 sf or 0.297 Acres
Impervious = 7191 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 7191/12947 = 55.5%
Rv = 0.05 + 0.009 (55.5) = 0.55
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.55)(0.297 acres) = 0.0204 ac-ft or 889 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)889 = 667 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af= (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (889 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 92 sq. ft.
Area Provided = (102.08)(3.0) = 306 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.55)(0.297)(1.5) = 59 sq. ft.
Area Provided = (107.42)(3.0) = 322 sq. ft.
Page 17 of 21
Nov 1 4 Z011

AtU
Maximum Head on Filter
,BMP CAL CULA TIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMeER 7, 2019
Hmaxfilter= WQVadj/(As + Af)
667/(322 + 306) = 1.06 ft.
Maximum Head Provided = 2.0 ft. > 1.06 ft.
Storage Volume
Volume = (Area of Filter+ Area of Basin)(Max Head)
(306 + 322)(2.0) =1256 cu. ft. > 667 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.062 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 306 sq. ft.
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.062 = 6.5 times max flow
DArea E-4
Area — 0.308 ac
Impervious 0.160 ac
Grass 0.148 ac
1-yr 24-hr Storm
Predevelopment = 0.26 cfs
Postdevelopment = 0.59 cfs
Water Quality Volume
Use "Simple Method"
C=0.95 CN=98
C = 0.30 CN = 69
Site Area = 13422 sf or 0.308 Acres
Impervious = 7306 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (1)
I = Percent Impervious = 7306/13422 = 54.4%
Rv = 0.05 + 0.009 (54.4) = 0.54
Page 18 of 21
NOV 1 4 2011
M

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEw RIVER, JACKSONVILLE, NC
NoVEMBER 7, 2011
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.54)(0.308 acres) = 0.0208 ac-ft or 906 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.7S)906 = 680 cu. ft.
Minimum Sand Filter Bed Surface Area (Af)
Af= (WQV)(df)/(k)(t)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (906 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 94 sq. ft.
Area Provided = (102.08)(3.0)'= 306 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.54)(0.308)(1.5) = 60 sq. ft.
Area Provided = (107.42)(3.0) = 322 sq. ft.
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
680/(306 + 322) = 1.08 ft.
Maximum Head Provided = 2.0 ft. > 1.08 ft.
Storage Volume
Volume = (Area of Filter+Area of Basin)(Max Head)
(306 + 322)(2.0) = 1256 cu. ft. > 680 cu. ft. (WQVadj) OK
Underdrain System
Q = flow rate of soil media = kiA = 0.062 cfs
k = Coefficient of Permeability of Filter Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 306 sq. ft.
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.062 = 6.5 times max flow OK
C. 11., �3._� . jl Page 19 of 21
NOV 1 4 2011

BMP CALCULATIONS
/ T
Area F
Area —1.12 ac
Impervious
G rass
1-yr 24-hr Storm
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEw RIVER, JACKSONVILLE, NC
NoVEMSER 7, 2011
0.423 ac C = 0.95 CN = 98
0.695 ac C = 0.30 CN = 69
Predevelopment = 0.94 cfs
Postdevelopment = 1.81 cfs
Water Quality Volume
Use "Simple Method"
Site Area = 48731 sf or 1.12 Acres
Impervious = 18475 sf
Runoff Coefficient = Rv = 0.05 + 0.009 (I)
= Percent Impervious = 18475/48731 = 37.9%
Rv=0.05+0.009(37.9)=0.39
Water Quality Volume (WQV) = (Design Rainfall) (Rv) (Drainage Area)
(1.5 in/12in/ft)(0.39)(1.12 acres) = 0.0546 ac-ft or 2378 cu. ft.
Adjusted Water Quality Volume (WQVadj) = The volume that must be contained in the sediment
basin and sand filter (above the sand) = (0.75)WQV = (0.75)2378 = 1783 cu. ft.
Minimum Sand Filter Bed Surface Area W)
Af = (WQV)(df)/(Qt)(ha + df)
WQV = Water Quality Volume, df = Filter Depth,
K = Sand Permeability, t = Draining Time, ha = Average Head
A = (2378 x 1.5)/(3.5)(1.66)(1.0 + 1.5) = 246 sq. ft.
Area Provided = (132.33)(3.5) = 463 sq. ft.
Minimum Sediment Basin Surface Area (As)
As = (240)(Rv)(Ad Acres)(Rd)
(240)(0.39)(1.12)(1.5) = 157 sq. ft.
Area Provided = (137.66)(3.5) = 482 sq. ft.
Nov 1 4 2011
J
Page 20 of 21

BMP CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 7, 2011
Maximum Head on Filter
Hmaxfilter = WQVadj/(As + Af)
1783/(482 + 463) = 1.89 ft.
Maximum Head Provided = 2.0 ft. > 1.89 ft.
Storage Volume
Volume = (Area of Filter+ Area of Basin)(Max Head)
(463 + 482)(2.0) = 1890 cu. ft. > 1783 cu. ft. (WQVadj)
'Underdrain System
Q = flow rate of soil media = kiA = 0.0938 cfs
k = Coefficient of Permeability of Filter'Media = 3.5 in/hr
i = Hydraulic Gradient = hf + df = 2.5 ft
df = Filter Bed Depth (ft) = 1.5 ft
hf = Average Height of Water Above Filter Media (ft) = 2.0/2 = 1.0
A = filter bed area = 463 sq. ft.
OK
6-inch pipe at 0.50% carry = 0.40 cfs; 0.40/0.0938 = 4.3 times max flow OK
NOV 1 4 2011
Page 21 of 21

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr Storm "A"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .698 acres Runoff CN= 69
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .59 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .58 cfs
DRAINAGE AREA
ID:SCS UH 10
CN — 69
Area .698 acres
S = 4.4928 in
0.25 = .8986 in
Cumulative Runoff
-------------------
.9540 in
2417 cu.ft
HYG Volume... 2417 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1,6698
(solved
from K = .7491)
Unit
peak,
qp =
4.75
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:34:09 Date: 11-03-2011
NOV 1 4 Z011
B

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: .1 Event: 1 yr
File.... K:\J08-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "A"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = .698 acres Runoff CN= 92
Computational Time Increment = 1,067 min
Computed Peak Time = 727,47 min
Computed Peak Flow = 1.75 cfs
Time Increment for HYG File — 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = 1.73 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 92
Area = .698 acres
S = .8696 in
0.2S = .1739 in
Cumulative Runoff
-------------------
2.6367 in
6681 cu.ft
HYG Volume... 6680 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS '* ***
Time
Concentration.
Tc =
8.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.067
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
5.93
cfs
Unit
peak time
Tp =
5,333
min
Unit
receding limb,
Tr =
21.333
min
Total
unit time,
Tb =
26.667
min
SIN: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:16:03 Date: 11-03-2011
NOV 1 4 2011
ri; r.

Type.... SCS Unit Hyd. Summary Page 4,03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm "Al"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .560 acres Runoff CN= 69
--------------------------------------------
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow — .47 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .47 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = .560 acres
5 = 4.4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
1939 cu.ft
HYG Volume... 1939 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor =
483,432
(37.46%
under rising limb)
K =
483.43/645.333.
K
= .7491
(also,
K = 2/(I+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
3.81
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26,667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:36:05 Date: 11-03-2011
NOV 14 20i1
.�3Y:

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: .1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "A-1"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = .560 acres Runoff CN= 90
Computational Time Increment = 1.067 min
Computed Peak Time = 727.47 min
Computed Peak Flow = 1.32 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = 1.31 cfs
DRAINAGE AREA
ID: SCS UH 10
CN = 90
Area = .560 acres
S = 1.1111 in
0.2S = .2222 in
Cumulative Runoff
-------------------
2.4480 in
4976 cu.ft
HYG Volume... 4976 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 8.000 min (ID: None Selected)
Computational Incr, Tm = 1.067 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 4.76 cfs
Unit peak time Tp = 5.333 min
Unit receding limb. Tr = 21.333 min
Total unit time, Tb = 26.667 min
S/N: 1219OIA06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:14:54 Date: 11-03-2011
J.��✓
NOV 1 4 2011
�tr.

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: I yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm "A-2"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .369 acres Runoff CN= 69
Computational Time Increment - 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .31 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .31 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = .369 acres
S = 4.4928 in
0.2S = 8986 in
Cumulative Runoff
-------------------
.9540 in
1278 cu.ft
HYG Volume... 1278 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10,000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
2.51
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901AOGA84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:38:45 Date: 11-03-2011
L7��NOV142011

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "A-2"
STORM EVENT: 1 year storm
Duration
=
1440.00 min Rain Depth = 3.5000 in
Rain Dir
=
C:\HAESTAD\PPKW\RAINFALL\
Rain File
-ID =
SCSTYPES.RNF - TypeIII 24hr
Unit Hyd
Type =
Default Curvilinear
HYG Dir
= K:\JOB-FILES\2011\11026\CALCS\
HYG File
- ID
= WORK PAD.HYG - SCS UH 10 ..1
Tc
= 8.00lmin
Drainage
Area
= .455 acres Runoff CN= 83
Computational Time Increment = 1.067 min
Computed Peak Time = 727,47 min
Computed Peak Flow = .84 cfs
Time
Increment for HYG
File
= 3.00
min
Peak
Time, Interpolated
Output
= 726.00
min
Peak
Flow, Interpolated
Output
= .82
cfs
WARNING:
The difference
between
calculated
peak flow
and
interpolated peak flow
is
greater than
1.50%
DRAINAGE AREA
ID:SCS UH 10
CN — 83
Area = .455 acres
5 — 2.0482 in
0.2S = .4096 in
Cumulative Runoff
-------------------
1.8586 in
3070 cu.ft
HYG Volume... 3069 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
8.000
min (ID: None Selected)
Computational
Incr,
Tm =
1.067
min = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
3.87
cfs
Unit
peak time
Tp =
5.333
min
Unit
receding limb,
Tr =
21.333
min
Total
unit time,
Tb =
26,667
min
S/N: 121901AOGA84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:12:49 Date: 11-03-2011
NOV 1 4 2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hrstorm "A-Y
STORM EVENT: 1 year storm
Duration
=
1440.00 min Rain Depth = 3.5000 in
Rain
Dir
=
C:\HAESTAD\PPKW\RAINFALL\
Rain
File
-ID =
SCSTYPES.RNF - TypeIII 24hr
Unit
Hyd
Type =
Default Curvilinear
HYG
Dir
=
K:\JOB-FILES\2011\11026\CALCS\
HYG
File
- ID
= WORK PAD.HYG - SCS UH 10 ..1
Tc
= 10.00 min
Drainage
Area
= .395 acres Runoff CN= 69
--------------------------------------------
Computational Time Increment = 1.333 min
Computed Peak Time — 729.33 min
Computed Peak Flow = .33 cfs
Time
Increment for HYG
File =
3.00
min
Peak
Time, Interpolated
Output =
729.00
min
Peak
Flow, Interpolated
Output =
.33
cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = .395 acres
S — 4.4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
1368 cu.ft
HYG Volume... 1368 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333.
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
2.69
cfs
Unit
peak time
Tp =
6,667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901AOGA84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:39:54 Date: 11-03-2011
Nov 1 4 2011
��r

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "A-3"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = .395 acres Runoff CN= 89
Computational Time Increment = 1.067 min
Computed Peak Time — 727.47 min
Computed Peak Flow = .90 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = .89 cfs
--------------------------------------------
DRAINAGE AREA
ID:SCS UH 10
CN = 89
Area = .395 acres
S = 1.2360 in
O.2S = .2472 in
Cumulative Runoff
-------------------
2.3572 in
3380 cu.ft
HYG Volume... 3379 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.067
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
3.36
cfs
Unit
peak time
Tp =
5.333
min
Unit
receding limb,
Tr =
21.333
min
Total
unit time,
Tb =
26.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:11:38 Date: 11-03-2011
NOV 1 4 2011
Bff:

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: I yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm "B"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = 2.090 acres Runoff CN= 69
Computational Time Increment = 1.333 min
Computed Peak Time — 729.33 min
Computed Peak Flow = 1.75 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 1.74 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = 2.090 acres
S = 4.4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
7237 cu.ft
HYG Volume... 7237 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also.
K = 2/(1+(Tr/Tp))
Receding/Rising.
Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
14.21
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:41:11 Date: 11-03-2011
NOV 1 4 2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "B"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = 2.090 acres Runoff CN= 94
Computational Time Increment = 1.067 min
Computed Peak Time 726.40 min
Computed Peak Flow — 5.50 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = 5.47 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 94
Area = 2.090 acres
S = .6383 in
0.2S = .1277 in
Cumulative Runoff
-------------------
2.8356 in
21513 cu.ft
HYG Volume... 21512 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational Incr,
Tm =
1.067
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483,43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
17.76
cfs
Unit peak time
Tp =
5.333
min
Unit receding limb,
Tr =
21.333
min
Total unit time,
Tb =
26.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr.. Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:10:26 Date: 11-03-2011
NOV 1 4 2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILE5\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm "C"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = 2.080 acres Runoff CN= 69
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = 1.74 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 1.74 cfs
---------------------------------------------
7:�1�1:[eI�:li�:
ID:SCS UH 10
CN = 69
Area = 2.080 acres
S = 4.4928 in
0.25 = .8986 in
Cumulative Runoff
-------------------
.9540 in
7203 cu.ft
HYG Volume... 7203 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID: None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
14.14
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:42:10 Date: 11-03-2011
NOV 1 4 2011
lBY:

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "C"
STORM EVENT: 1 year storm
Duration
= 1440.00 min Rain Depth = 3.5000 in
Rain Dir
= C:\HAESTAD\PPKW\RAINFALL\
Rain File
-ID
= SCSTYPES.RNF - TypeIII 24hr
Unit Hyd
Type
= Default Curvilinear
HYG Dir
= K:\JOB-FILES\2011\11026\CALCS\
HYG File
- ID
= WORK_PAD.HYG - SCS UH 10 ..1
Tc
= 8,00 min
Drainage
Area
= 2.080 acres Runoff CN= 94
Computational Time Increment — 1.067 min
Computed Peak Time = 726.40 min
Computed Peak Flow — 5.48 cfs
Time
Increment for HYG
File =
3.00 min
Peak
Time, Interpolated
Output =
726.00 min
Peak
Flow, Interpolated
Output =
5.45 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 94
Area = 2.080 acres
S = .6383 in
0.25 = .1277 in
Cumulative Runoff
-------------------
2.8356 in
21410 cu.ft
HYG Volume... 21409 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *'"**"
Time Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational Incr,
Tm =
1.067
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483,432
(37.46%
under rising limb)
K = 483,43/645,333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak,
qp =
17.68
cfs
Unit peak time
Tp =
5.333
min
Unit receding limb,
Tr =
21.333
min
Total unit time,
Tb =
26.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:06:46 Date: 11-03-2011
LNOV 1 L4Z011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD PredeVelopment 1-yr, 24-hr storm T"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = 1.560 acres Runoff CN= 69
--------------------------------------------
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow — 1.31 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = 1.30 cfs
--------------------------------------------
.&*L•►IJLI14:1 .0FLI
ID:SCS UH 10
CN 69
Area = 1.560 acres
S = 4.4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
5402 cu.ft
HYG Volume... 5402 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = 10.000 min (ID: None Selected)
Computational Incr, Tm = 1.333 min = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 10.61 cfs
Unit peak time Tp = 6.667 min
Unit receding limb, Tr = 26.667 min
Total unit time, Tb = 33.333 min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:43:23 Date: 11-03-2011
NOV 1 4 2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm T"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = 1.560 acres Runoff CN= 94
Computational Time Increment — 1.067 min
Computed Peak Time = 726.40 min
Computed Peak Flow = 4.11 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = 4.08 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 94
Area = 1.560 acres
S = .6383 in
0.2S = .1277 in
Cumulative Runoff
-------------------
2.8356 in
16058 cu.ft
HYG Volume... 16057 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational Incr,
Tm =
1.067
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit peak,
qp =
13.26
cfs
Unit peak time
Tp =
5.333
min
Unit receding limb,
Tr =
21.333
min
Total unit time,
Tb =
26.667
min
5/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7,0 (325) Compute Time: 13:05:42 Date: 11-03-2011
Nov 1 4 2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\J08-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm "E"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3,5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .531 acres Runoff CN= 69
Computational Time Increment = 1,333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .45 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .44 cfs
--------------------------------------------
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = .531 acres
S = 4,4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
1839 cu.ft
HYG Volume... 1839 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0,20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
3.61
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33,333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:44:28 Date: 11-03-2011
NOV 1 4 2011
�TJ:

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "E"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3,5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = .531 acres Runoff CN= 86
Computational Time Increment = 1.067 min
Computed Peak Time = 727.47 min
Computed Peak Flow — 1.10 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = 1.08 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:SCS UH 10
CN — 86
Area = .531 acres
S = 1.6279 in
0.25 = .3256 in
Cumulative Runoff
-------------------
2.0983 in
4045 cu.ft
HYG Volume... 4044 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational
Incr.
Tm =
1.067
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.431645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
4.51
cfs
Unit
peak time
Tp =
5.333
min
Unit
receding limb,
Tr =
21.333
min
Total
unit time,
Tb =
26.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:04:08 Date: 11-03-2011
NOV 1 4 2011
wl:

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..I Event: 1 yr
File.... K:\JOS-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr Storm "E-1"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .285 acres Runoff CN= 69
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .24 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .24 cfs
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = .285 acres
S = 4.4928 in
O.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
987 cu.ft
HYG Volume... 987 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10,000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645,333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1,6698
(solved
from K = .7491)
Unit
peak,
qp =
1.94
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:45:52 Date: 11-03-2011
+4 �a.t ��n-.,d--,•V •,Ii1r Jl.1�
NOV 1 4 2011
IY:

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm T-1"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = .285 acres Runoff CN= 85
---------------------------------------------
Computational Time Increment = 1.067 min
Computed Peak Time 727.47 min
Computed Peak Flow = .57 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = .56 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
11231�CTelW,&110
ID:SCS UH 10
CN = 85
Area = .285 acres
S = 1.7647 in
0.2S = .3529 in
Cumulative Runoff
-------------------
2.0164 in
2086 cu.ft
HYG Volume... 2085 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
8.000
min (ID: None Selected)
Computational
Incr,
Tm =
1.067
min = 0,20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
2.42
cfs
Unit
peak time
Tp =
5,333
min
Unit
receding limb,
Tr =
21.333
min
Total
unit time,
Tb =
26.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:02:03 Date: 11-03-2011
Nov 1 4 Z011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:1JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm T-2"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:1JOB-FILES12011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .288 acres Runoff CN= 69
Computational Time Increment = 1.333 min
Computed Peak Time — 729.33 min
Computed Peak Flow = .24 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .24 cfs
--------------------------------------------
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = .288 acres
S = 4.4928 in
0,25 = .8986 in
Cumulative Runoff
-------------------
.9540 in
997 cu.ft
HYG Volume... 997 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
1.96
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901AOGA84 C. Allan Samforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:48:16 Date: 11-03-2011
Nov 14 2011

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "E-2"
STORM EVENT: 1 year storm
Duration
= 1440.00 min Rain Depth = 3.5000 in
Rain Dir
= C:\HAESTAD\PPKW\RAINFALL\
Rain File
-ID
= SCSTYPES.RNF - TypeIII 24hr
Unit Hyd
Type
= Default Curvilinear
HYG Dir
= K:\JOB-FILES\2011\11026\CALCS\
HYG File
- ID
= WORK PAD.HYG - SCS UH 10 ..1
Tc
= 8.00 min
Drainage
Area
= .280 acres Runoff CN= 85
--------------------------------------------
Computational Time Increment = 1.067 min
Computed Peak Time = 727.47 min
Computed Peak Flow = .56 cfs
Time
Increment for HYG
File =
3.00 min
Peak
Time, Interpolated
Output =
726.00 min
Peak
Flow, Interpolated
Output =
.55 cfs
WARNING:
The difference
between
calculated peak flow
and
interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:SCS UH 10
CN — 85
Area = .280 acres
S — 1.7647 in
0.2S = .3529 in
Cumulative Runoff
-------------------
2.0164 in
2049 cu.ft
HYG Volume... 2049 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
8.000
min (ID: None Selected)
Computational Incr,
Tm =
1.067
min = 0.20000 Tp
Unit Hyd. Shape Factor
=
483,432
(37,46% under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak,
qp =
2.38
cfs
Unit peak time
Tp =
5.333
min
Unit receding limb,
Tr =
21.333
min
Total unit time,
Tb =
26.667
min
SIN: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 13:01:02 Date: 11-03-2011
LNOVA2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm T-Y
STORM EVENT: I year storm
Duration
= 1440.00 min Rain Depth = 3.5000 in
Rain
Dir
= C:\HAESTAD\PPKW\RAINFALL\
Rain
File
-ID
= SCSTYPES.RNF - TypeIII 24hr
Unit
Hyd
Type
= Default Curvilinear
HYG
Dir
= K:\JOB-FILES\2011\11026\CALCS\
HYG
File
- ID
= WORK PAD.HYG - SCS UH 10 ..1
Tc
= 10.00 min
Drainage
Area
= .297 acres Runoff CN= 69
--------------------------------------------
Computational Time Increment — 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .25 cfs
Time
Increment for HYG
File =
3.00 min
Peak
Time, Interpolated
Output =
729.00 min
Peak
--------------------------------------------
Flow, Interpolated
Output =
.25 cfs
11[dillI:GTtlaw'd I10
ID:SCS UH 10
CN = 69
Area = .297 acres
S = 4.4928 in
0.25 = .8986 in
Cumulative Runoff
-------------------
.9540 in
1028 cu.ft
HYG Volume... 1028 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483,432
(37.46%
under rising limb)
K =
483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
2.02
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:49:48 Date: 11-03-2011
NOV 1 4 2011

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALLS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "E-3"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 8.00 min
Drainage Area = .297 acres Runoff CN= 85
Computational Time Increment = 1.067 min
Computed Peak Time = 727.47 min
Computed Peak Flow - .59 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 726.00 min
Peak Flow, Interpolated Output = .58 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:SCS UH 10
CN = 85
Area = .297 acres
S = 1.7647 in
0.2S = .3529 in
Cumulative Runoff
-------------------
2.0164 in
2174 cu.ft
HYG Volume... 2173 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
8.000
min (ID: None Selected)
Computational Incr,
Tm =
1.067
min = 0.20000 Tp
Unit Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
2.52
cfs
Unit peak time
Tp =
5.333
min
Unit receding limb,
Tr =
21,333
min
Total unit time,
Tb =
26,667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:59:52 Date: 11-03-2011

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr Storm T-4"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK_PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = .308 acres Runoff CN= 69
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .26 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .26 cfs
ID:SCS UH 10
CN = 69
Area = .308 acres
S = 4.4928 in
0.25 = .8986 in
Cumulative Runoff
-------------------
.9540 in
1067 cu.ft
HYG Volume... 1066 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
10.000
min (ID: None Selected)
Computational Incr,
Tm =
1.333
min = 0.20000 Tp
Unit Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K = 483,43/645,333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
2.09
cfs
Unit peak time
Tp =
6.667
min
Unit receding limb,
Tr =
26,667
min
Total unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:50:46 Date: 11-03-2011
NOV 1 4 2011
Y:

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm "E-4"
STORM EVENT: 1 year storm
Duration
= 1440.00 min Rain Depth = 3.5000 in
Rain Dir
= C:\HAESTAD\PPKW\RAINFALL\
Rain File
-ID
= SCSTYPES.RNF - TypeIII 24hr
Unit Hyd
Type
= Default Curvilinear
HYG Dir
= K:\JOB-FILES\2011\11026\CALCS\
HYG File
- ID
= WORK_PAD.HYG - SCS UH 10 ..1
Tc
= 8.00 min
Drainage
Area
= .308 acres Runoff CN= 84
--------------------------------------------
--------------------------------------------
Computational Time Increment = 1.067 min
Computed Peak Time = 727.47 min
Computed Peak Flow = .59 cfs
Time
Increment for HYG
File =
3.00
min
Peak
Time, Interpolated
Output
= 726.00
min
Peak
Flow, Interpolated
Output
= .58
cfs
WARNING:
The difference
between
calculated
peak flow
and
interpolated peak flow
is greater than
1.50%
DRAINAGE AREA
ID:SCS UH 10
CN — 84
Area = .308 acres
S — 1.9048 in
0.2S W .3810 in
Cumulative Runoff
-------------------
1.9365 in
2165 cu.ft
HYG Volume... 2164 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational Incr,
Tm =
1.067
min = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
2.62
cfs
Unit peak time
Tp =
5.333
min
Unit receding limb,
Tr =
21.333
min
Total unit time,
Tb =
26.667
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:58:33 Date: 11-03-2011
- i ' , Y1
NO 1 4 2 V 011
�1Y

Type.... SCS Unit Hyd. Summary Page 4.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Predevelopment 1-yr, 24-hr storm T"
STORM EVENT: 1 year storm
Duration = 1440.00 min Rain Depth = 3.5000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = K:\JOB-FILES\2011\11026\CALCS\
HYG File - ID = WORK PAD.HYG - SCS UH 10 ..1
Tc = 10.00 min
Drainage Area = 1.120 acres Runoff CN= 69
--------------------------------------------
Computational Time Increment = 1.333 min
Computed Peak Time = 729.33 min
Computed Peak Flow = .94 cfs
Time Increment for HYG File = 3.00 min
Peak Time, Interpolated Output = 729.00 min
Peak Flow, Interpolated Output = .93 cfs
--------------------------------------------
DRAINAGE AREA
ID:SCS UH 10
CN = 69
Area = 1.120 acres
S = 4.4928 in
0.2S = .8986 in
Cumulative Runoff
-------------------
.9540 in
3878 cu.ft
HYG Volume... 3878 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
10.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.333
min = 0,20000
Tp
Unit
Hyd. Shape Factor
=
483,432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
7.61
cfs
Unit
peak time
Tp =
6.667
min
Unit
receding limb,
Tr =
26.667
min
Total
unit time,
Tb =
33.333
min
S/N: 121901A06A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:55:54 Date: 11-03-2011
).. _
NOV X 4 2011
r ;7,

Type.... SCS Unit Hyd, Summary Page 5.03
Name.... SCS UH 10 Tag: ..1 Event: 1 yr
File.... K:\JOB-FILES\2011\11026\CALCS\PROJECTI.PPW
SCS UNIT HYDROGRAPH METHOD Postdevelopment 1-yr, 24-hr storm T"
STORM EVENT: 1 year storm
Duration
=
1440.00 min Rain Depth = 3.5000 in
Rain Dir
= C:\HAESTAD\PPKW\RAINFALL\
Rain File
-ID
= SCSTYPES.RNF - TypeIII 24hr
Unit Hyd
Type
= Default Curvilinear
HYG Dir
= K:\JOB-FILES\2011\11026\CALCS\
HYG File
- ID
= WORK PAD.HYG - SCS UH 10 ..1
Tc
= 8.00 min
Drainage
Area
= 1.118 acres Runoff CN= 80
--------------------------------------------
Computational Time Increment = 1.067 min
Computed Peak Time = 727.47 min
Computed Peak Flow = 1.81 cfs
Time
Increment for HYG
File =
3.00
min
Peak
Time, Interpolated
Output =
726.00
min
Peak
Flow, Interpolated
Output =
1.76
cfs
WARNING:
The difference
between
calculated
peak flow
and
--------------------------------------------
interpolated peak flow
is greater than
1.50%
DRAINAGE AREA
ID:SCS UH 10
CN = 80
Area = 1,118 acres
S = 2.5000 in
0.25 = .5000 in
Cumulative Runoff
-------------------
1.6364 in
6641 cu.ft
HYG Volume... 6641 cu.ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
8.000
min (ID:
None Selected)
Computational
Incr,
Tm =
1.067
min = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483-431645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
9.50
cfs
Unit
peak time
Tp =
5.333
min
Unit
receding limb,
Tr =
21.333
min
Total
unit time,
Tb =
26.667
min
S/N: 121901AO6A84 C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
PondPack Ver: 7.0 (325) Compute Time: 12:57:14 Date: 11-03-2011
NOV 1 4 2011

Flotation Calculations
rNOV
1 4 2011

FLOA TA PON CAL CULA TIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 4, 2019
Check Ability of Filter to Withstand Floatation
Total Loads
Weight of Sand Filter = Volume of Concrete x Concrete Load = Vol,,,,, x 150 pcf
Weight of Sand = Area of Sand filter x Depth of Sand x Sand Weight = Area x 1.5 ft x 100 pcf
Weight of Grate = Square Footage of Grate x 40 lbs/sf
Weight of Soil Above Footing = Footing Area x Soil Depth x Soil Weight = x 60 pcf
Weight of water = 62.4 pef
The weight of water over the sand media will provide additional weight that has not been
included in the calculations.
Page 1
NOV 1 4 2011

FL OA TA TION CA L CULA TIONS
\ CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 4, 2011
Buoyant Force Actina on Filter
Sand Filter Type A
Volume of Concrete:
Base = 1,350 of
Walls = 1003.5 cf
Weirs = 21.8 of
Total weight of concrete = 2,375.4 x 150 pcf = 356,310 lbs
Volume of Soil:
Base area — Filter area = 1,350 — 1,105 = 245 sf
Volume of soil = 245 sf x 4.58 ft (depth of soil) = 1,122.1 cf
Total weight of soil = 1,122.1 x 60 pcf = 67,326 lbs
Volume of Sand:
Area of sand = 415.28 sf
Depth of sand = 1.5 ft
Total weight of sand = 415.28 sf x 1.5 ft x 160 pcf = 62,292 lbs
Area of 3.5-inch Grating:
Area of grating = 985.5 sf
Total weight of grating = 985.5 sf x 40 lbs/sf = 39,420 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 525,348 lbs
Buoyant Force = Volume of filter x Weight of Water = Volume of filter x 62.4 pcf
Buoyant Force = 5,792.3 of x 62.4 pcf= 361,440 lbs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety = 525,348 / 361,440 = 1.45 OK
r - --
I_ .NOV 1 4 2011
Pa-e 2

FL Oil TA TION CAL CULA TIO VS
fir/
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NoVEMBER 4, 20 91
m
SAND FILTER TYPE A I, A2, A3
Volume of Concrete:
Base= 1,350cf
Walls = 872.9 of
Weirs = 20.2 cf
Total weight of concrete = 2,243.2 x 150 pef = 336,480 lbs
Volume of Soil:
Base area— Filter area = 1,350 — 1,105 = 245 sf
Volume of soil = 245sf x 4 ft (depth of soil) = 980 cf
Total weight of soil = 980 x 60 pef = 58,800 lbs
Volume of Sand:
Area of sand = 622.9 sf
Depth of sand = 1.5 ft
Total weight of sand = 622.9 sf x 1.5 ft x 100 pcf = 93,435 lbs
Area of3.5-inell Grating:
Area of grating = 985.5 sf
Total weight of grating = 985.5 sf x 40 lbslsf= 39,420 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 528,135 lbs
Buoyant Force = Volume x Weight of Water = Volume of filter x 62.4 pef
Buoyant Force = 5,770 cf x 62.4 pef = 360,048 lbs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety = 528,1351360,048 = 1.46 OK
Page 3
NOV 1 4 2011

FL ®A TATION CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEWRlVER, JACKSONVILLE, NC
NOVEMBER 4, 2011
SAND FILTER TYPE B
Volume of Concrete:
Base = 4,235.5 cf
Walls = 1,874.3 of
Weirs = 32.8 of
Total weight of concrete = 6,142.6 x 150 pcf = 921,390 lbs
Volume of Soil '
Base area— Filter area = 4,235.5 - 3,858.2 = 377.4 sf
Volume of soil = 377.4 sf x 4.25 ft {depth of soil} = 1,604 of
Total weight of soil = 1,604 x 60 pcf = 96,240 lbs
Volume of Sand:
Area of sand = 1,103.7 sf .
Depth of sand = 1.5 ft
'Total weight of sand = 1,103.7 sf x 1.5 ft x 100 pcf = 165,553.5 lbs
Area of 5-inch Grating:
Area of grating = 2,460.5 sf
Total weight of grating = 2,460.5 sf x 70 lbs/sf = 172,235 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 1,355,418 lbs
Buoyant Force = Volume x Weight of Water = Volume of filter x 62.4 pcf
Buoyant Force = 20,632.9 cf x 62.4 pcf= 1,287,493 lbs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety= 1,3155,418 / 1,287,493 = 1.05 OK.
Page 4
NOV 1 4 2011

FLOATATION CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION,
>--, MCAS, NEw R1vER, JACKSONVILLE, NC
NoVEMBER 4, 2011
SAND FILTER TYPE C
Volume of Concrete:
Base = 4,235.5 cf
Walls — 1,962.7 of
Weirs = 34.6 of
Total weight of concrete = 6,286.2 x 150 pcf = 942,930 lbs
Volume of Soil:
Base area — Filter area = 4,235.5 — 3,858.2 = 377.4 sf
Volume of soil = 377.4 sf x 4.44 ft (depth of soil) = 1,675.6 of
Total weight of soil = 1,675.6 x 60 pef = 100,536 lbs
Volume of Sand:
Area of sand = 1,103.7 sf
Depth of sand = 1.5 ft
Total weight of sand = 1,103.7 sf x 1.5 ft x 100 pcf = 165,553 lbs
Area of 5-inch Grating:
Area of grating = 2,460.5 sf
Total «night of gyrating = 2,460.5 sf x 70 lbs/sf = 172,235 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 1,381,254 lbs
Buoyant Force = Volume x Weight of Water = Volume of filter x 62.4 pcf
Buoyant Force= 21,419.5 cf x 62.4 pcf= 1,336,576 lbs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety= 1,381,254 11,336,576 = 1.03 OK.
----
- Page 5
NOV 1 4 Z011

FL OA TA TION CA L CULA TIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 4, 2011
SAND FILTER TYPE 1)
Volume of Concrete:
Base = 3,478.3 cf
Walls= 1,776.1 cf
Weirs = 15.2 of
Total weight of concrete = 5,269.6 x 150 pcf = 790,440 lbs
Volume of Soil:
Base area — Filter area = 3,529.63 — 3,207.3 = 322.3 sf
Volume of soil = 322.3 sf x 4.29 ft (depth of soil) = 1,382.8 cf
Total weight of soil = 1,382.8 x 60 pcf = 82,968 lbs
Volume of Sand:
Area of sand = 878.4 sf
Depth of sand = 1.5 ft
Total weight of sand = 878.4 sf x 1.5 ft x 100 pcf= 131,760 lbs
Area of 5-inch Grating:
Area of grating = 13,523.2 sf
Total weight of grating = 13,523.2 sf x 70 lbs/sf = 946,624 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filterweight= 1,951,792lbs
Buoyant Force = Volume x Weight of Water = Volume of filter x 62.4 pcf
Buoyant Force = 17,237.6 cf x 62.4 pcf = 1,075,627.3 lbs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety= 1,951,792 / 1,075,627 = 1.81 OK
Page 6
NOV 1 4 2011

BMW()
FLOATATION FLOATATION CALCULATIONS
r, CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 4, 2011
o -
SAND FILTER TYPE E
Volume of Concrete
Base = 1,107.5 cf
Walls = 583.6 of
Weirs = 6.53 cf
Total weight of concrete = 1,697.6 x 150 pef = 254,640 lbs
Volume of Soil:
Base area — Filter area = 1,107.5 — 870 = 237.5 sf
Volume of soli = 243 sf x 4 ft (depth of soil) = 980 cf
Total weight of soil = 980 x 60 pcf = 58,800 lbs
Vol urn e of Sand:
Area of sand = 306.2 sf
Depth of sand = 1.5 ft
Total weight of sand = 306.2 sf x 1.5 ft x 100 pcf = 45,936 lbs
Area of 3-inch Grating:
Area of grating = 1,689.9 sf
Total weight of grating = 1,689.9 sf x 30 lbs/sf = 50,696 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 410,072 lbs
Buoyant Force = Volume x Weight of Water = Volume of filter x 62.4 pcf
Buoyant Force = 4,587.5 of x 62.4 pcf = 286,260 lbs
Factor of Safety = Weight of Filter / Buoyant Force
Factor of safety = 410,072 / 286,260 = 1.43 OK
LNOV
Pale 7
4 Z011

FLOATATION CALCULATIONS
CALA ORDNANCE LOADING AREA ADDITION
MCAS, NEW RIVER, JACKSONVILLE, NC
NOVEMBER 4, 2011
SAND FILTER TYPE F
Volume of,Concrete
Base= 1,551 of
Walls= 1,IS1.3 of
Weirs = 17.35 of
'Total weight of concrete = 2,749.7 x 150 pcf = 412,455 lbs
Volume of Soil:
Base area — Filter area = 1,551 sf— 1,251 sf = 300 sf
Volume of soil = 300 sf x 4.25 ft (depth of soil) = 1,275 of
Total weight of soil = 1,275 x 60 pcf= 76,500 lbs
Volume of Sand:
Area of sand = 463 sf
Depth of sand = 1.5 ft
Total weight of sand = 463 sf x 1.5 ft x 100 pcf= 69,468 lbs
Area of 3.5-inch Grating:
Area of grating = 1,128.8 sf
Total weight of grating; = 1,128.8 sf x 40 lbs/sf = 45,152 lbs
Total weight of filter = Concrete + Soil + Sand + Grating
Total Filter weight = 603,575 lbs
Buoyant Force = Volume of filter x Weight of Water = Volume of filter x 62.4 pef
Buoyant Force = 6,867.7 of x 62.4 pcf = 428,544 lbs
Factor of Safety = Weight of Filter./ Buoyant Force
Factor of safety = 603,575 / 428,544 = 1.40 OK
Page 8
NOV 1 4 2011
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.. Lewis,Linda
From: Lewis,Linda
Sent: Friday, October 28, 2011 1:30 PM
To: Bamforth, Anna Lee
Cc: Bradshaw CIV Thomas C; 'Towler CIV David W'; Russell, Janet
Subject: Ordnance Loading Area SW8 080945
Attachments: 2011 10 misc 080945 - DA Map. pdf
Anna
I've reviewed the October 25, 2011 revised Express application for the subject project and still have some
concerns:
1. Please demonstrate, via calculation, that the 6" underdrain will drain the sand filter within the minimum
40 hour time frame. Please refer to Chapter 5 Section 5.7 of the BMP Manual for guidance on this
calculation.
2, 1 am unable to locate any reference to the ability to eliminate the solid top over the sand chamber only
when the sand filter is not in a sump condition in pavement. I checked with the Raleigh staff who wrote
that chapter and they are not aware of this option. All of the details in Chapter 8 for a closed sand filter
show a grated top over the sediment chamber and a solid top over the sand chamber. Please provide
the specific location of this requirement in the BMP Manual,
3. The DA's for A, Al, A2, A3 and C are still not correct. Based on the current proposed contours, it
appears that approximately 10,500 sf of new BUA will simply drain off to the southwest and is not
draining to SF "A". Please see the attached pdf. To capture what is not being picked up, please either
regrade the pavement or provide a swale along the southwest edge and direct it into the sand filter.
Please also note that DA C will need to be enlarged (revised supplement, calcs, etc.) if the contours are
not revised.
4. The plans have been sealed, but they are not signed or dated.
5. The calculations for the minimum required As, Af, WQV and Rv for the A series sand filters are
incorrect. It appears that the new DA and BUA numbers were only used to calculate the new Rv and
WQV and were not carried over to the As and Af calculations. In the case of A3, the old site area of
0.504 acres is used to calculate WQV instead of the new site area of 0.562 acres. In all of the A series
filters, an incorrect WQV of 1715 cf is used in the minimum Af calculation. In each of the minimum As
calculations, an incorrect or old DA value and Rv value are used.
Please correct the calculations and supplements as needed, and provide 2 copies the signed, sealed and
dated plan sheets prior to November 4, 2011.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

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C. ALLAN BAMFORTH, JR.
ENGINEER - SURVEYOR, LTD.
EST. 1977
October 24, 2011
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
ANNA LEE BAMFCRTH, P.E., L.S.
C. ALLAN BAMFORTH, JR., P.E., L.S.
LINDA Z. BAMFORTH
RICHARD E. GARRIOTT, P. E.
RICHARD W. CLARK, L.S.
❑AVID W. CAMPBELL�+
U6�
0
S�
RE: Ordnance Loading; Area Addition, MCAS New River Camp Lejeune, NC (10.058)
Dear Ms. Lewis,
Please find attached the $1,000.00 reapplication fee; two (2) copies of revised plans; anti -
flotation calculations; revised sand filter supplements A, Al, A2, A3, B, D, E, El, E2, E3, E4;
revised BMP calculations; revised pre -development and post -development Pondpack
calculations for sand filter supplements A, Al, A2, A3, and a revised narrative with the actual
19.7 acres of project area; Our responses to comments follow:
Calculations:
Please provide drawdown calculations for the 6" orifice to demonstrate that it will
drain the filter within 40 hours. �5a1�1
There are no orlf ces on the sand hers. There are only 6-inch underdrain 1 e ,
which are Set at a 0.50% slope. This hill sufficiently drain the i1,aler leaving sand
.filters within 40 hours. .
2. Please provide anti -float calculations for those filters where the SHWT is less than 1
foot below the bottom of the filter.
Al?ll-17oatCallon calculations attached.
RECEIVED
OCT 252011
BY:
2207 HAMPTON BOULEVARD, NORFOLK, VIRGINIA 23517 1 P.O. BOX 6377, NORFOLK, VIRGINIA 23508
TEL: [phone] FAX: (757] 625-7434 1 E-MAIL: ALB@BAMFORTH,COM

October,24, 2011
Ms. Linda Lewis
NCDENR
Ordnance Loading Area Addition
MCAS New River Camp Lejeune
3. For Filters A I, A2, and A3, the calculated surface areas for the sediment and sand
chamber do not match up with the dimensions provided in the details. Filter A is
proposed at 110.5 feet long. If you account for the 8" walls on each side, the
sediment chamber area is (110.5 — 1.33)* 3.5 = 382 square feet. Your calculations
and the supplement report 417 square feet. Similarly for the sand chamber (removing
the 4' wide space in the middle and the 2 additional 8" walls), the area is (110.5 — 4 —
2.67)* 3.5 = 363 square feet.
I'11lei-, A, A1, A2 aiid A3 hUNG beeii 1"eV1,;ed. T17e calezllcitlolls hai,e beei1 1'C17ised us
appropriate.
4. Because of the error in the surface areas for Filters' A1, A2 and A3, the minimum (As
+ Af) area has not been provided and the volume provided in those filters is not
sufficient to meet the minimum required adjusted WQV.
Fdtei1 s A, A 1, A 7 (ilzd A3 have be'e'11 1'eV2sed. The calculations have been rev sed as
appropriate.
5. Hmax is the maximum head that can be allowed on the sand filter, therefore, if the
calculated head is greater, then something needs to be adjusted to bring the calculated
head down to Hmax or less. Per the BMP Manual, you should use the adjusted WQV
to determine the provided head. I think you will find that if you make that change, it
will work out fine.
The Hina-v calculations have been revised to use 141QV adjusted. The revised
calculations work as shoivn.
Plans and Details:
1. The existing and proposed contours in Drainage Area "D" appear to indicate that a lot
of existing offsite runoff that will enter the sand filter. Please advise and show on the
plan exactly how the existing drainage has been routed around DA "D" or has been
accounted for in the sizing of the filter.
The csisting gffsite rurrofJ will continue the saine drainage path it is currently taking.
It will enter into the new drop inlet or ditches and drain through the same system.
RECEIVED
OCT 2 5 Z011
BY:

October 24, 2011
Ms. Linda Lewis
NCDENR
Ordnance loading Area Addition
MCAS New River Camp Lejeune
2. The proposed contours in drainage areas A, Al, A2 and A3 do not support the
delineated drainage areas. Please check and either revise those DA lines or revise the
proposed contours. The DA lines arc drawn perpendicular to the sand filter, so one
would expect that the proposed contours are parallel with the sand filter, but they are
`N not.
The drainage area lines have been revised to accommodate area draining both north
to south and east to west.
3. Please specify a solid, watertight cover over the sand chamber side of the filter on the
details. A grated top is OK only on the sediment side. //DA�
Per the NCDENR drainage manual, a solid cover top is only required in a sumJ7condition in pal ement. Our sand filters are, not in par Gment and are designed to
receive overland flow. The sediment basin it -ill receive the ivate'r,iist and the sand
filler will 7101 reCL'iVG' any O1'G'1"1a71dflOYh. T1iL'1"G'fbre, the grated tort will remain on the
sand filter.for both cost and maintenance reasons.
/4. Please specify the V wall thickness on the sand filter structure detail.
Detail has been revised.
Application I Supplements I O&M's
1. For Filter B, please correct the weir elevation between the chambers and the As
provided reported on the supplement form. These numbers should be 16.75 and
2,263, respectively.
Supplement has been revised.
2. Please correct and resubmit the supplements for Filters A1, A2 and A3.
Revised supplements are attached.
3. Please check the As and Af areas reported on the supplements for all of the E filters,
E, El, E2, E3, and E4. Currently, they all report As of 1611 sf and an Af of 1541.
The calculations indicate these areas are 322 and 306, respectively.
The areas have been revised as appropriate. The supplements are attached.
RECEIVED
OCT 2'5 2011
BY:

October 24, 2011
Ms. Linda Lewis
NCDENR
Ordnance Loading Area Addition
WAS New River Camp Lejeune
4. For Filter D, please check the reported values on the supplement form for the weir
elevation and the bottom of sand filter. The reported values are 15.49 and 12.99,
respectively, but 1 think they should be 15.45 and 12.95, respectively, based on a 2'-
9%" depth from the top of the wall at 18.24 to the weir and a 4'- 3% " depth from the
top of wall to the bottom.
Supplement has been revised,
5. The signed O&M document for Sand Filter "A" is missing.
J
Signed O & M document will be sent under separate cover.
Please do not hesitate to contact us should you have any questions or require additional
information.
Sincerely,
Anna Lee Bamforth, P.E., L.S.
President
RECEIVED
OCT 2 6 2011
BX:

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
October 18, 2011
Carl H. Baker, Deputy Public Works Officer
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 080945 Mod.
CALA Ordnance Loading Area
Onslow County
Dear Mr. Baker:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for CALA Ordnance Loading Area on October 7, 2011. A preliminary review
of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
Calculations:
Please provide drawdown calculations for,the 6" orifice to demonstrate
that it will drain the filter within 40 hours.
2. Please provide anti -float calculations for those filters where the SHWT is
less than 1 foot below the bottom of the filter.
3. For Filters Al, A2, and A3, the calculated surface areas for the sediment
and sand chamber do not match up with the dimensions provided in the
details. Filter A is proposed at 110.5 feet long. if you account for the 8"
walls on each side, the sediment chamber area is (110.5 — 1.33)* 3.5 =
382 square feet. Your calculations and the supplement report 417 square
feet. Similarly for the sand chamber (removing the 4' wide space in the
middle and the 2 additional 8" walls), the area is (110.5 — 4 — 2.67)* 3.5 =
363 square feet.
4. Because of the error in the surface areas for Filters Al, A2 and A3, the
minimum (AS + Af) area has not been provided and the volume provided in
those filters is not sufficient to meet the minimum required adjusted WQV.
5. Hmax is the maximum head that can be allowed on the sand filter,
therefore, if the calculated head is greater, then something needs to be
adjusted to bring the calculated head down to Hmax or less. Per the BMP
Manual, you should use the adjusted WQV to determine the provided
head. I think you will find that if you make that change, it will work out fine.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 NorthCarolina
nternet' wwJncwaterquality org Natura!!r,

Mr. Baker
October 18, 2011
Stormwater Application No. SW8 080945 Mod.
Plans and details:
1. The existing and proposed contours in Drainage Area "D" appear to
indicate that a lot of existing offsite runoff that will enter the sand filter.
Please advise and show on the plan exactly how the existing drainage has
been routed around DA "D° or has been accounted for in the sizing of the
filter.
2. The proposed contours in drainage areas A, Al, A2 and A3 do not support
the delineated drainage areas. Please check and either revise those DA
lines or revise. the proposed contours. The DA lines are drawn
perpendicular to the sand filter, so one would expect that the proposed
contours are parallel with the sand filter, but they are not.
3. Please specify a solid, watertight cover over the sand chamber side of the
filter on the details. A grated top is OK only on the sediment side.
4. Please specify the 8" wall thickness on the sand filter structure detail.
Application 1 Supplements I O&M's
For Filter B, please correct the weir elevation between the chambers and
the As provided reported on the supplement form. These numbers should
be 16.75 and 2,263, respectively.
2. Please correct and resubmit the supplements for Filters Al, A2 and A3.
3. Please check the AS and Af areas reported on the supplements for all of
the E.filters, E, E1, E2, E3, and E4. Currently, they all report As of 1611 sf
and an Af of 1531. The calculations indicate these areas are 322 and 306,
respectively.
4. For Filter D, please check the reported values on the supplement form for
the weir elevation and the bottom of sand filter. The reported values are
15.49 and 12.99, respectively, but I think they should be 15.45 and 12.95,
respectively, based on a 2'-9Y2" depth from the top of the wall at 18.24 to
the weir and a 4'-3'/z" depth from the top of wall to the bottom.
5. The signed O&M document for Sand Filter "A" is missing.
Due to the significant application deficiencies, please submit a reapplication fee of
$1,000.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to October 25,
2011, 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 need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. Please note that a second significant request for additional information
may result in the return of the project. If that occurs, you will need to reschedule the
project through the Express coordinator for the next available review date, and resubmit
all of the required items, including the application fee.
Page 2of3

Mr. Baker
October 18, 2011
Stormwater Application No. SW8.080945 Mod.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project
name and State assigned project number on all correspondence. Any original
documents that need to be revised have been returned to the engineer or agent. All
original documents must either be revised and returned, or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter
please feel free to call me at [phone] or email me at [e-mail].
Sincerely,
Linda Lewis
Environmental Engineer III
GDSlarl: S:lwgslstormwaterlpermits & projects120081080945 HD12011 10 addinfo 080945
cc: C. Allan Bamforth, Jr., P.E.
Wilmington Regional Office Stormwater File
Page 3 of 3

.7 .
SPECIFICATIONS
CALA ORDNANCE LOADING AREA ADDITION
MARINE CORPS BASE CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
C. ALLAN BAMFORTH, JR.,
ENGINEER -SURVEYOR, LTD
NORFOLK, VIRGINIA
September 2011
ECIVED
OCT a 7 201
CAR0��i�
K , a SEAL
• 029841
aq%42-I!
1
' CMG

CALA Ordnance Loading Area Addtion, MCAS New River, NC
10058
SECTION 01 57 13.00 22
EROSION AND SEDIMENT CONTROL
03/11
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.
ASTM INTERNATIONAL (ASTM)
ASTM D 3787 (2007) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533 (2004; R 2009) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (2008) Grab Breaking Load and Elongation
of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (2006; R 2009) 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 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment Fence
Dust Suppressors
Temporary Channel Liner
Filter Fabric
E1[�TED
q OCT 0 7 2011
l
SECTION 01 57 13.00 22 Page 1

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
1.4 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.
1.5 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 State Standard Sediment Fence
NCSCC ESCM Standard 6.62, sediment fence (maximum height of 18 inches).
2.2 SILT FENCE DROP INLET 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 (TF 25 #1/ASTM D 4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D 3787) 75 psi in the weakest direction
c. Apparent Opening Size 40-80 (U.S. Sieve Size)
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
SECTION 01 57 13.00 22 Page 2

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide straw mulch.
2.6 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17.
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 sediment fences as grading
progresses. Provide drop inlet 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 entitled "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 sediment deposition.
Remove temporary erosion control measures at the end of construction and
provide permanent seeding.
3.2 SEDIMENT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. Sediment fence height
shall be approximately 16 inches. no not attach filter fabric to existing
trees. 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.
3.3 DROP INLET.PROTECTION
Provide stakes evenly spaced around the perimeter of the drop inlet , a
maximum of 3 feet apart. Stakes shall be driven immediately adjacent to
the drainage structure, a minimum of 18 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
SECTION 01 57 13.00 22 Page 3

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
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 48 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. 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.
C. Grading operations for a specific area are completed and the seeding
seasons specified for permanent seeding are more than 30 days away.
-� d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil materials.
3.6.2 Seeding Requirements
3.6.2.1 state Standard Seeding Requirements
Provide seed, lime, fertilizer, and mulch in accordance with NCSCC ESCM,
Standards 6.10 and 6.14. Provide 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. Provide seed, lime, fertilizer, and
mulch in accordance with NCSCC ESCM, Standards 6.11 and 6.14. Provide
seeding of Centipedegrass per Table 6.11s, Seeding No. 4CP.
SECTION 01 57 13.00 22 Page 4

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
3.7 TEMPORARY CHANNEL LINER
Provide temporary channel liner in accordance with NCSCC ESCM, Standard
6.17.
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
Contracting 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
devices may remain in place after job completion when approved by the
Contracting Officer.
-- End of Section --
RECEIVED
OCT 0 7 2011
SECTION 01 57 13.00 22 Page 5
BY:

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
SECTION 31 23 00.00 20
EXCAVATION AND FILL
02/11
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 WATER WORKS ASSOCIATION (AWWA)
AWWA C600 (2010) Installation of Ductile -Iron Water
Mains and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM C 136 (2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM D 1140 (2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve .
ASTM D 1556 (2007) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM D 1557 (2009) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D 2321 (2011) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D 2487 (2010) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D 4318 (2010) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D 4355 (2007) Deterioration of Geotextiles from
Exposure to Light, Moisture and Heat in a
Xenon -Arc Type Apparatus
ASTM D 4491 (1999a; R 2009) Water Permeability of
Geotextiles by Permittivity
ASTM D 4533 (2004; R 2009) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (2008) Grab Breaking Load and Elongation
of Geotextiles
r'. C'F�I�TED
OCT o 7 2011
SECTION 31 23 00.00 20 Page 1

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
ASTM D 4751 (2004) Determining Apparent Opening Size
of a Geotextile
ASTM D 4759 (2002; R 2007) Determining the
Specification Conformance of Geosynthetics
ASTM D 4833 (2007) Index Puncture Resistance of
Geotextiles, Geomembranes, and Related
Products
ASTM D 6938 (2010) Standard Test Method for In -Place
Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2006) Standard Specifications for Roads
and Structures
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1 (2008; Change 1-2010; Change 3-2010;
Errata 1-2010) Safety and Health
Requirements Manual
1.2 DEFINITIONS
1.2.1 Degree of Compaction
Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D 1557, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.2 Hard Materials
Weathered rock, dense consolidated deposits, or conglomerate materials
which are not included in the definition of "rock" but which usually
require the use of heavy excavation equipment, ripper teeth, or jack
hammers for removal.
1.2.3 Rock
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding 1/2 cubic yard in -
volume. Removal of hard material will not be considered rock excavation
because of intermittent drilling and blasting that is performed -merely to
increase production.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:
SECTION 31 23 00.00 20 Page 2

CALA Ordnance Loading Area Addtion, MCAS New Raver, NC 10058
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
Fill and Backfill/Structural Fill Material Testing
Density tests
Copies of all laboratory and field test reports within 24 hours of the
completion of the test.
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated, will
not be encountered.
C. Ground water elevations indicated by the boring log were those existing
at the time subsurface investigations were made and do not necessarily
represent ground water elevation at the time of construction.d.
Material character is indicated by the boring logs.
de. Hard materials and rock will not be encountered.
f. Borrow material Suitable backfill and bedding material in the
quantities required is not available on Government property.
g. Blasting will not be permitted. Remove material in an approved manner.
1.6 REQUIREMENTS FOR SOIL FROM OFF GOVERNMENT PROPERTY
Soils brought in from off Government property for use as backfill shall be
tested as indicated below and not brought on site until Borrow Site Testing
reports have been approved by the Contracting Officer.
Do not furnish or transport sails onto the MCB Camp Lejeune when such act
would violate the Comprehensive Environmental Response Compensation and
Liability Act (CERCLA) or the General Statutes of North Carolina.
Provide certification that all soil furnished under the contract contains
no petroleum or hazardous or toxic materials as defined in DoD Instruction
4715.6, which implements 10 U.S.C. 2692. The following methods shall be
used to determine if soil meets this standard:
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is less than 200 cubic yards, certify the soil meets the
standard by inspecting for "Apparent Contamination" (visual or other
indications of contamination including abnormal or unnatural color,
chemical or petroleum odors, or saturation with a chemical or petroleum).
Soil which is contaminated, as determined by inspecting for "Apparent
SECTION 31 23 00.00 20 Page 3

CALA Ordnance Loading Area Addtion, MCAS New River, NC
10058
Contamination", shall not be utilized on the MCB Camp Lejeune or outlying
fields.
If the total amount of soil to be brought onto the MCB Camp Lejeune for a
single contract is greater than 200 cubic yards, provide certification that
the soil meets the standard by analytical testing performed by a laboratory
holding current certification from the North Carolina Department of
Environment and Natural Resources, Division of Water Quality. Collect one
representative sample of the soil to be used for each 200 cubic yards or
fraction thereof, and analyze for Gasoline Range Organics, Diesel Range
Organics, Oil and Grease, and 8 RCRA Metals (Totals). If any of the test
results are greater than the Method Detection Limits for petroleum, the
soil from which the sample was taken shall not be certified as meeting the
standard. If any test results are greater than the following North
Carolina soil -to -groundwater target concentrations for the 8 RCRA metals,
the soil from which the sample was taken shall not be certified as meeting
the standard. All units are mg/kg (ppm); Arsenic 26.2; Barium 848; Cadmium
2.72, Chromium 27.2; Lead 270.06; Mercury 0.0154; Selenium 12.2; and Silver
0.223.
1.7 QUALITY ASSURANCE
1.7.1 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Perform work
adjacent to non -Government utilities as indicated in accordance with
procedures outlined by utility company. Excavation made with power -driven
equipment is not permitted within two feet of known Government -owned
utility or subsurface construction. For work immediately adjacent to or
for excavations exposing a utility or other buried obstruction, excavate by
hand. Start hand excavation on each side of the indicated obstruction and
continue until the obstruction is uncovered or until clearance for the new
grade is assured. Support uncovered lines or other existing work affected
by the contract excavation until approval for backfill is granted by the
Contracting Officer. Report damage to utility lines or subsurface
construction immediately to the Contracting Officer.
1.8 Regulatory Requirements
Provide work and materials in accordance with applicable requirements of
NCDOT RS. Divisions and Sections mentioned herein refer to those
specifications. Paragraphs in NCDOT RS entitled "Method of Measurement"
shall not apply.
1.9 Modification of References
Where term "Engineer" is used in NCDOT RS it shall be construed to mean
Contracting Officer. Where term "state" is used, it shall mean "Federal
Government".
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM, SC, SP-SM, free of debris, roots, wood, scrap
SECTION 31 23 00.00 20 Page 4

CALA Ordnance Loading Area Addtion, MCAS New River, NC
10058
material, vegetation, refuse, soft unsound particles, and frozen,
deleterious, or objectionable materials. Unless specified otherwise, the
maximum particle diameter shall be one-half the lift thickness at the
intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
other organic matter, frozen material, and stones larger than 2 inches.
The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.4 Backfill and Fill Material/Structural Fill
Provide-ASTM D,2487, classification GW, GP, SW, SP, SM, with a ASTM D 4318
liquid limit less than 20; ASTM D 4318 plasticlimit less than 6; percent by
weight passing ASTM D 1140, No. 200 sieve less than 20; and free of rubble,
organics, clay, debris, and other unsuitable material..
2.1.5 Topsoil
Natural, friable soil representative of productive, well -drained soils in
the area, free of subsoil, stumps, rocks larger than one inch diameter,
brush, weeds, toxic substances, and other material detrimental to plant
growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.
2.2 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
of ASTM D 1557 maximum density. Plastic piping shall have bedding to
spring line of pipe. Provide ASTM D 2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number
of fill materials that have regional significance such as coral, slag,
cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of 1.5
inches, including various graded sands and gravels containing small
percentages of fines, generally granular and noncohesive, either wet or
dry. Soil Types GW, GP, SW, and SP are included in this class as
specified in ASTM D 2487.
2.3 BORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property..
2.4 SEPARATION GEOTEXTILE FOR PAVEMENTS
Provide a woven geotextile, manufactured for
SECTION 31 23 00.00 20
separation applications, made T
1 C IEI d ED
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CALA-Ordnance Loading Area Addtion, MCAS New River, NC
10058
from polyolefins or polyesters into a nonraveling fabric with uniform
thickness and strength. Fabric shall have the following manufacturer
certified minimum average roll properties as determined by ASTM D 4759:
Class A
a.
Grab tensile strength (ASTM D 4632)
min.
200
machine and transversed direction
b.
Grab elongation (ASTM D 4632)
min.
15
machine and transverse direction
C.
Puncture resistance (ASTM D 4833)
min.
90
d.
Mullen burst strength (ASTM D 3786)
min.
400
e.
Trapezoidal Tear (ASTM D 4533)
min.
75
f. Apparent Opening Size (ASTM D 4751) U.S. Sieve 40
g. Permittivity (ASTM D 4491) 0.05 sec-1.
h. Ultraviolet Degradation (ASTM D 4355)- 70 percent Strength
retained at 500 hours
2.5 MATERIAL FOR RIP -RAP
Rock for erosion control rip -rap shall conform to NCDOT RS, Section 1042,
Class B.
2.6 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch .
minimum width, color coded as specified below for the intended utility with
warning and identification imprinted in bold black letters continuously
over the entire tape length. Warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
Warning Tape Color Codes
Yellow: Electric
Yellow: Gas, Oil; Dangerous Materials
Orange: Telephone and Other
Communications
2.6.1 warning Tape
Acid and alkali -resistant polyethylene plastic tape conforming to the
width, color, and printing requirements specified above. Minimum thickness
of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi
lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.
2.7 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
SECTION 31 23 00.00 20 Page 6

GALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
Provide shoring and sheeting where necessary. In addition to Section 25 A
and B of EM 385-1-1, include provisions in the shoring and sheeting plan
that will accomplish the following:
a. Prevent undermining of pavements, foundations and slabs.
b. Prevent slippage or movement in banks or slopes adjacent to the
excavation.
3.1.2 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.2.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features at the earliest stages of site development, and throughout
construction grade the construction area to provide positive surface water
runoff away from the construction activity and/or provide temporary
ditches, swales, and other drainage features and equipment as required to
maintain dry soils. When unsuitable working platforms for equipment
operation and unsuitable soil support for subsequent construction features
develop, remove unsuitable material and provide new soil material as
specified herein. It is the responsibility of the Contractor to assess the
soil and ground water conditions presented by the plans and specifications
and to employ necessary measures to permit construction to proceed.
Excavated slopes and backfill surfaces shall be protected to prevent
erosion and sloughing. Excavation shall be performed so that the site, the
area immediately surrounding the site, and the area affecting operations at
the site shall be continually and effectively drained.
3.1.2.2 Dewatering
Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
in the excavation and to eliminate interference with orderly progress of
construction. French drains, sumps, ditches or trenches will not be
permitted within 3 feet of the foundation of any structure, except with
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material. While the excavation is
open, the water level shall be maintained continuously, at least 2 feet
below the working level.
Operate dewatering system continuously until construction work below
existing water levels is complete.
F,-VKD
OCT 0 7 2011
SECTION 31 23 00.00 20 Page 7
a

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
3.1.3 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall scan the construction site with electromagnetic and sonic
equipment and mark the surface of the ground where existing underground
utilities are discovered.
3.1.4 Machinery and Equipment
Movement of construction machinery and equipment over pipes during
construction shall be at the Contractor's risk. Repair, or remove and
provide new pipe for existing or newly installed pipe that has been
displaced or damaged.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the clearing limits indicated by the temporary sediment
fence. Remove stumps entirely— Grub out matted roots and roots over 2
inches in diameter to at least 18 inches below existing surface.
3.2.2 Stripping
Strip suitable soil for topsoil with depth up to 12 inches without
contamination by subsoil material from the site where"excavation or grading
is indicated and stockpile separately from other excavated material.
Additional undercut may be required in isolated areas to remove all
unsuitable soil. Extend clearing and stripping laterally at least 5 feet
beyond the perimeter of the proposed construction areas. Satisfactory m
aterial unsuitable for use as topsoil shall be stockpiled and used for
backfilling. Locate topsoil so that the material can be used readily for
the finished grading. Where sufficient existing topsoil conforming to the
material requirements is not available on site, provide borrow materials
suitable for use as topsoil. Protect topsoil and keep in segregated piles
until needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations,'soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with backfill
and fill material and compact to 95 percent of ASTM A 1557 maximum
_density. Unless specified otherwise, refill excavations cut below
indicated depth with backfill and fill material and compact to 95 percent
" t
SECTION 31 23 00.00 20 Page 8

CALA Ordnance Loading Area Addtion, WAS New River, NC
10058
of ASTM D 1557 maximum density. Satisfactory material removed below the
depths indicated, without specific direction of the Contracting Officer,
shall be replaced with satisfactory materials to the indicated excavation
grade; except as specified for spread footings. Determination of
elevations and measurements of approved overdepth excavation of
unsatisfactory material below grades indicated shall be done under the
direction of the Contracting Officer.
3.3.1 Structures With Spread Footings
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length.
3.3.3 Excavated Materials
Satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
3.3.4 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
to be placed.
3.4 SUBGRADE PREPARATION
Unsatisfactory material in surfaces to receive fill or in excavated areas
shall be removed and replaced with satisfactory materials as directed by
the Contracting officer. The surface shall be scarified to a depth of 6
inches before the fill is started. Sloped surfaces steeper than 1 vertical
to 4 horizontal shall be plowed, stepped, benched, or broken up so that the
fill material will bond with the existing material. when subgrades are
less than the specified density, the ground surface shall be broken up to a
minimum depth of 6 inches, pulverized, and compacted to the specified
density. When the subgrade is part fill and part excavation or natural
ground, the excavated or natural ground portion shall be scarified to a
depth of 12 inches and compacted as specified for the adjacent fill.
Material shall not be placed on surfaces that are muddy, frozen, or contain
frost. Compaction shall be accomplished by sheepsfoot rollers,
pneumatic -tired rollers, steel -wheeled rollers, or other approved equipment
well suited to the soil being compacted. Material shall be moistened or
aerated as necessary to plus or minus 2 percent of optimum moisture.
Minimum subgrade density shall be as specified herein.
3.4.1 Proof Rolling
Proof rolling shall be done on an exposed subgrade free of surface water
IMF C E�`,TED
SECTION 31 23 00.00 20 Page 9 OCT 0 7 2011
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CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
(wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade. After stripping, proof roll the existing
subgrade of the paved areas with six passes of a dump truck loaded with 212
cubic feet of soil or 15 ton, pneumatic -tired roller. Operate the roller
or truck in a systematic manner to ensure the number of passes over all
areas, and at speeds between 2 1/2 to 3 1/2 miles per hour. Notify the
Contracting Officer a minimum of 3 days prior to proof rolling. Proof
rolling shall be performed in the presence of the Contracting Officer.
Rutting or pumping of material shall be undercut as directed by the
Contracting Officer and replaced with fill and backfill material.
3.5 SEPARATION GEOTEXTILE FOR PAVEMENTS
Place geotextile on prepared subgrade free of vegetation, stumps, rocks
larger than 2 inches diameter and other debris which may puncture or
otherwise damage the fabric. Repair damaged geotextile by placing an
additional layer of geotextile to cover the damaged area a minimum of 3 feet
overlap in all directions. Overlap geotextile at joints a minimum of 3
feet. Obtain approval of geotextile installation before placing fill or
backfill. Place fill or backfill on geotextile in the direction of
overlaps and compact as specified herein. Follow manufacturer's
recommended installation procedures.
3.6 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.6.1 Common Fill Placement
Provide for general site. Use satisfactory materials. Place in 8 inch
lifts. Compact areas not accessible to rollers or compactors with
mechanical hand tampers. Aerate material excessively moistened by rain -to
a satisfactory moisture content. Finish to a smooth surface by blading,
rolling with a smooth roller, or both.
3.6.2 Backfill and Fill Material Placement
Provide for paved areas, utility trenches , and nder structures not pile
supported and . Place in 8 inch lifts. Do not place over wet or frozen
areas. Place backfill material adjacent to structures as the structural
elements are completed and accepted. Backfill against concrete only when
approved. Place and compact material to avoid loading upon or against the
structure.
3.6.3 Backfill and Fill Material Placement Over Pipes and at walls
Backfilling shall not begin until construction below finish grade has been
approved, underground utilities systems have been inspected, tested and
approved, forms removed, and the excavation cleaned of trash and debris.
Backfill shall be brought to indicated finish grade. Heavy equipment for
spreading and compacting backfill shall not be operated closer to
foundation or retaining walls than a distance equal to the height of
backfill above the top of footing; the area remaining shall be compacted in
layers not more than 4 inches in compacted thickness with power -driven hand
tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes or tanks to avoid damage to coatings,
wrappings, or tanks. Backfill shall not be placed against foundation walls
pr.ior..to 7 days after completion of the walls. As far as practicable,
. t SECTION 31 23 00.00 20 Page 10

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
backfill shall be brought up evenly on each side of the wall and sloped to
drain away from the wall.
3.6.4 Trench Backfilling
Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 6
inch lifts to top of trench and in 6 inch lifts to one foot over pipe
outside structures and paved areas. place backfill in 4 to 6 inch lifts
when hand compaction is used.
3.7 BORROW
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.8 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
3.9 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.10 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required.
3.10.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area to 85 percent of ASTM D 1557.
3.10.2 Structures and Spread Footings
Compact top 12 inches of subgrades to 95 percent of ASTM D 1557. Compact
fill and backfill material to 95 percent of ASTM D 1557.
3.10.3 Adjacent Area
Compact areas within 5 feet of structures or paved areas to 90 percent of
ASTM D 1557.
3.10.4 Airfield Pavements
Compact top 24 inches below finished pavement or top 12 inches of
subgrades, whichever is greater, to 100 percent of ASTM D 1557; m
CEIVED
SECTION 31 23 00.00 20 Page 11 OCT 0 7 2011

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
fill and backfill material to 100 percent of ASTM D 1557.
3.11 FINISH OPERATIONS
3.11.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and
debris. For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.11.2 Topsoil and Seed
Provide as specified in Section 01 57 13.00 22 EROSION AND SEDIMENT CONTROL.
3.11.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
3.12 DISPOSITION OF SURPLUS MATERIAL
waste in Government disposal area indicated by Contracting Officer and
01 57 19.00 20, TEMPORARY ENVIRONMENTAL CONTROLS.
3.13 FIELD QUALITY CONTROL
3.13.1 Sampling
Take the number and size of samples required to perform the following tests.
3.13.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.13.2.1 Fill and Backfill/Structural Fill Material Testing
Test fill and backfill material in accordance with ASTM C 136 for
conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer
than the No. 200 sieve; ASTM D 4318 for liquid limit and for plastic limit;
ASTM D 1557 for moisture density relations.
3.13.2.2 Density Tests
Test density in accordance with ASTM D 1556, or ASTM D 6938. When
ASTM D 6938 density tests are used, verify density test results by
performing an ASTM D 1556 density test at a location already ASTM D 6938
tested as specified herein. Perform an ASTM D 1556 density test at the
start of the job, and for every 10.ASTM D 6938 density tests thereafter.
Test each lift at randomly selected locations every 2000 square feet of
existing grade in fills for structures and concrete slabs, and every 2500
square feet for other fill areas and every 2000 square feet of subgrade in
cut. Include density test results in daily report.
Bedding and backfill in trenches: One test per 50 linear feet in each lift.
-- End of Section --
;_ SECTION 31 23 00.00 20 Page 12

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CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
RE CFIVER
SECTION 31 23 00.00 20 Page 13 i O C T 0 7 2011

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CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
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 within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 198 (2010) Standard Specification for Joints
for Concrete Pipe, Manholes, and Precast
Box Sections Using Preformed Flexible
Joint Sealants
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01-102 (2000) Concrete Pipe Handbook
ACPA 01-103 (2000) Concrete Pipe Installation Manual
ASTM INTERNATIONAL (ASTM)
ASTM A 48/A 48M (2003; R 2008) Standard Specification for
Gray Iron Castings
ASTM C 1103 (2003; R 2009) Standard Practice for Joint
Acceptance Testing of Installed Precast
Concrete Pipe Sewer Lines
ASTM C 425 (2004; R 2009) Standard Specification for
Compression Joints for Vitrified Clay Pipe
and Fittings
ASTM C 443 (2005ael) Standard Specification for
Joints for Concrete Pipe and Manholes,
Using Rubber Gaskets
ASTM C 76 (2010a) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C 877 (2008) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
ASTM C.923 (2008) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C 924 (2002; R 2009) Testing Concrete_ PipL Sewer
CVD
SECTION 33 40 00 Page 1 OCT 0 7 2011

CA -LA Ordnance Loading Area Addtion, MCAS New River, NC 10058
Lines by Low -Pressure Air Test Method
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-60005 (Basic) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacture's recommendations for
installation procedures of the materials being placed, prior to
installation.
Metal Items
Frames and Covers for Airfield Facilities
Ductile Iron Frames and Covers for Airfield Facilities
SD-07 Certificates
Pipeline Testing
Hydrostatic Test on Watertight Joints1.3 DELIVERY, STORAGE, AND
HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the manufacturer's
instructions available at the construction site at all times and follow
these instructions unless directed otherwise by the Contracting Officer.
Solvents, solvent compounds, lubricants, elastomeric gaskets, and any
similar materials required to install plastic pipe shall be stored in
accordance with the manufacturer's recommendations and shall be discarded
if the storage period exceeds the recommended shelf life. Solvents in use
shall be discarded when the recommended pot life is exceeded.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
SECTION 33 40 00 Page 2

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1,1. Concrete Pipe
Manufactured in accordance with and conforming to ASTM C 76, Class III and V,
as indicated.
2.1.1.1 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. AASHTO M 198, Type B preformed plastic gaskets.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from reinforced concrete.
Flared ends are included in the lengths of pipe indicated.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Provide as specified in Section 32 13 11, "Concrete Pavement for Airfields
and other Heavy --Duty Pavements more than 10,000 cubic yards."
2.3.2 Drainage Structures
Construct of cast -in -place concrete. 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.
2.3.3 Metal Items
2.3.3.1 Frames and Covers for Airfield Facilities
Fabricate frames and covers for airfield use of standard commercial grade
steel welded by qualified welders in accordance with AWS D1.1/Dl.1M.
Covers shall be of rolled steel floor plate having an approved anti -slip
surface. Steel frames and covers shall be hot dipped galvanized after
fabrication.
2.3.3.2 Ductile Iron Frames and Covers for Airfield Facilities
At the contractor's option, ductile iron covers and frames desigwsv-e,-.fK
SECTION 33 40 00 Page 3 OCT 0 7 2011

CALLA Ordnance Loading Area Addtion, MCAS New River, NC 10058
minimum proof load of 100,000 pounds , may be provided in lieu of the steel
frames and covers indicated. Covers shall be of the same material as the
frames (i.e. ductile iron frame with ductile iron cover, galvanized steel
frame with galvanized steel cover). Proof loading shall be performed in
accordance with FS A-A-60005 and ASTM A 48/A 48M. Proof loads shall be
physically stamped into the cover. Provide the Contracting Officer copies
of previous proof load test results performed on the same frames and covers
as proposed for this contract. The top of the structure shall be modified
to accept the ductile iron structure in lieu of the steel structure
indicated. The finished structure shall be level and non -rocking, with the
top flush with the surrounding pavement.
2.3.3.3 Drainage Structure Steps
Zinc -coated steel as indicate conforming to 29 CFR 1910.27. As an option,
plastic or rubber coating pressure -molded to the steel may be used.
Plastic coating shall conform to ASTM D 4101, copolymer polypropylene.
Rubber shall conform to ASTM C 443, except shore A durometer hardness shall
be 70 plus or minus 5. Aluminum steps or rungs will not be permitted.
Steps are not required in catch basins less than 4 feet deep.
2.3.4 Joints2.3.4.1 Flexible Watertight Joints
a. Materials: Flexible watertight joints shall be made with plastic or
rubber -type gaskets for concrete pipe. The design of joints and the
physical requirements for plastic gaskets shall conform to AASHTO M 198,
and rubber -type gaskets shall conform to ASTM C 443.
Factory -fabricated resilient joint materials shall conform to ASTM C 425.
Gaskets shall have not more than one factory -fabricated splice, except
that two factory -fabricated splices of the rubber -type gasket are
permitted if the nominal diameter of the pipe being gasketed exceeds 54
inches.
b. Test Requirements: Watertight joints shall be tested and shall meet
test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.
Rubber gaskets shall comply with the oil resistant gasket requirements
of ASTM C 443. Certified copies of test results shall be delivered to
the Contracting Officer before gaskets or jointing materials are
installed. Alternate types of watertight joint may be furnished, if
specifically approved.
2.3.4.2 External Sealing Bands
Requirements for external sealing bands shall conform to ASTM C 877.
2.4 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C 923.
2.5 HYDROSTATIC TEST ON WATERTIGHT JOINTS
2.5.1 Concrete Pipe
A hydrostatic test shall be made on the watertight joint types as
proposed. Only one sample joint of each type needs testing; however, if
the sample joint fails because of faulty design or workmanship, an
additional sample joint may be tested. During the test period, gaskets or
other•_jointing material shall be protected from extreme temperatures which
11
SECTION 33 40 00 Page 4

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
might adversely affect the performance of such materials. Performance
requirements for joints in reinforced concrete pipe shall conform to
AASHTO M 198 or ASTM C 443.
2.6 EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 15 inches in its greatest dimension
and choked with sufficient small rocks to provide a dense mass with a
minimum thickness ofas indicated.
PART 3 EXECUTION
3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 23 00.00 20, EXCAVATION AND FILL and the requirements specified
below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than indicated to permit satisfactory jointing and thorough tamping
of the bedding material under and around the pipe. Sheeting and bracing,
where required, shall be placed within the trench width as -specified,
without any overexcavation. Where trench widths are exceeded, redesign
with a resultant increase in cost of stronger pipe or special installation
procedures will be necessary. Cost of this redesign and increased cost of
pipe or installation shall be borne by the Contractor without additional
cost to the Government.
3.1.2 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall. be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width re
,FI�JED
SECTION 33 40 00 Page 5 1 OCT o 7 2011
BY:

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
properly making the particular type of joint.
3.3 PLACING PIPE
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to installation.
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Pipelines shall be laid to the grades and
alignment indicated. Proper facilities shall be provided for lowering
sections of pipe into trenches. Pipe shall not be laid in water, and pipe
shall not be laid when trench conditions or weather are unsuitable for such
work. Diversion of drainage or dewatering of trenches during construction
shall be provided as necessary. Deflection of installed flexible pipe
shall not exceed the following limits:
3.3.1 Concrete Pipe
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
tongue ends of tongue -and -groove pipe pointing in the direction of the flow.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Flexible Watertight Joints
Install pipe and fittings in accordance with paragraph entitled "General.
Requirements for Installation of Pipelines" of this section and with.the
provisions for rugger gasket jointing and jointing procedures of ACPA O1-103
or of ACPA 01-102, Chapter 9. Make joints with the gaskets previously
specified for joints with this piping. Gaskets and jointing materials
shall be as recommended by the particular manufacturer in regard to use of
lubricants, cements, adhesives, and other special installation
requirements. Surfaces to receive lubricants, cements, or adhesives shall
be clean and dry. Gaskets and jointing materials shall be affixed to the
pipe not more than 24 hours prior to the installation of the pipe, and
shall be protected from the sun, blowing dust, and other deleterious agents
at all times. Gaskets and jointing materials shall be inspected before
installing the pipe; any loose or improperly affixed gaskets and jointing
materials shall be removed and replaced. The pipe shall be aligned with
the previously installed pipe, and the joint pushed home. If, while the
joint is being made the gasket becomes visibly dislocated the pipe shall be
removed and the joint remade.
3.4.1.2 External Sealing Band Joint for Noncircular Pipe
Surfaces to receive sealing bands shall be dry and clean. Bands shall be
installed.in accordance with manufacturer's recommendations.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete; complete with frames and
covers or gratings. Pipe connections to concrete manholes and inlets shall
be made with flexible, watertight connectors.
SECTION 33 40 00 Page 6

CALA Ordnance Loading Area Addtion, MCAS New River, NC 10058
3.6 BACKFILLING
Perform earthwork operations in accordance with Section 31 23 00.00 20,
EXCAVATION AND FILL.
3.6.1 Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
3.7 PIPELINE TESTING
3.7.1 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. Be
able to produce evidence, when required, that each item of work has been
constructed properly in accordance with the drawings and specifications.
3.7.2 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.
3.7.3 Leakage Tests
Lines shall be tested for leakage by low pressure air or water testing or
exfiltration tests, as appropriate. Low pressure air testing for concrete
pipes shall conform to ASTM C 924, Testing of individual joints for
leakage by low pressure air or water shall conform to ASTM C 1103, Prior
to exfiltration tests, the trench shall be backfilled up to at least the
lower half of the pipe. If required, sufficient additional backfill shall
be placed to prevent pipe movement during testing, leaving the joints
uncovered to permit inspection. Visible leaks encountered shall be
corrected regardless of leakage test results. When the water table is 2
feet or more above the top of the pipe at the upper end of the pipeline
section to be tested, infiltration shall be measured using a suitable weir
or other device acceptable to the Contracting Officer. An exfiltration
test shall be made by filling the line to be tested with water so that a
head of at least 2 feet is provided above both the water table and the top
of the pipe at the upper end of the pipeline to be tested. The filled line
shall be allowed to stand until the pipe has reached its maximum
absorption, but not less than 4 hours. After absorption, the head shall be
reestablished. The amount of water required to maintain this water level
during a 2-hour test period shall be measured. Leakage as measured by the
exfiltration test shall not exceed 250 gallons per inch in diameter per
mile of pipeline per day. when leakage exceeds the maximum amount
specified, satisfactory correction shall be made and retesting accomplished.
-- End of Section --
��� CE1VED
OCT 0 7 2011
SECTION 33 40 00 Page 7
,BY:

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
Stormwater Narrative:
This project is located within the vicinity of the existing runway at the Marine Corps Air Station,
New River, NC.
The project will consist of constructing eight additional aircraft parking positions for the combat
aircraft loading area, arming and disarming pads and an expansion to the taxiway. Total square
footage totals approximately 368,000 square feet. The GALA, arming and disarming pads and
apron will be of concrete pavement design with portions of the taxiways being of both concrete
and asphalt pavement. This addition will be constructed on the south east and southwest side of
the existing loading area ASF 8. Built-in equipment will include an apron lighting control
system. Electrical utilities include electrical distribution and apron lighting features with
control connectivity to the control tower. Paving and site improvements include landscaping,
stormwater piping and structures and demolition of existing pavement.
The total drainage area is 8.61 acres. The receiving stream for this project is Southwest Creek in
the White Oak Basin, Stream Class C.
Site Conditions
The proposed project site consists of approximately 19.5 acres of open areas along the southern
portion of the air station and 19.5 acres of disturbed area. The project site is bordered to the
north and east by active aircraft landing, loading and maintenance facilities, and to the south and
west by wooded parcels and ancillary air station facilities. The project site consists of
approximately''/2 wooded and open areas. An existing asphalt paved road (Canal Street),
bordered on each side by large drainage swales, is located within the footprint of the proposed
parking deck. In addition, gravel roads and large drainage swales (ranging from approximately 7
to 10 feet in depth and about 25 to 30 feet in width) transverse through the approximate center of
the project area. A chain link fence located through the center of the project area separates the
active aircraft from the ancillary air station facilities. The project site is gently sloping generally
from the westerly to the easterly direction within the proposed construction area, with site
elevations ranging from approximately 16 to 22 feet above MSL. It is our understanding that cut
and/or fill operations are not expected to exceed about 5 feet in order to establish the design
grade elevations. As an exception, as much as 10 feet of fill will be required to establish final
grade elevations in the isolated low lying drainage swales, which are located within the
construction areas.
.RECEIVED
OCT 0 7 2011
BY:

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
The proposed BMPs are closed sand filters and are designed according to the North Carolina
Division of Water Quality, Stormwater Best Management Practices Manual, July 2007.
The entire CALA site, including both new and existing pavement, drains to the BMPs. There are
6 drainage areas, labeled A — F. Areas of the new pavement either drain via overland flow or
proposed storm piping system to the new BMPs. The discharge from the filters, as well as any
flow that bypasses the BMPs, will drain to an existing ditch. The project site is located in C,
NSW waters, stream index number 19-17- (0.5). No wetlands exist on the site. There is no off -
site runoff coming onto the site. Road construction across other property will not be necessary to
access this project.
Soil Conditions
The soil field exploration indicated the presence of approximately I to 23 inches of topsoil
material at the boring locations. In addition, approximately 2 feet of "Fill" material was
encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-8, P-20,
BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with varying
amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to have been
previously placed as part of prior construction activities associated with the existing facilities
located within the project area. The topsoil and fill material thicknesses are expected to vary at
other locations throughout the site. Underlying the topsoil and fill materials and extending to the
SPT boring termination depths of 15, 60 and 85 feet below the existing site grades, the natural
subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying
amounts of Silt and Clay. The N-values recorded within these granular soils ranged from 2 to
100 blows -per foot (BPF) indicating a very loose to very dense relative density. Deposits of very
soft to very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring locations
13-1, B-3 through B-6, 13-10 through 13-12, 13-15, 13-16, BMP-1, BMP-2, BMP-4, P-1 through P-
3, P-10, P-11, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
Also, the soils recovered from boring BMP-1 through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-1 through BMP-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-11)
and 5.5 feet (BMP-12) below the existing site grades.
RF G EIVIED
OCT 0 7 2011
BY:

rf
f ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
AE
NORTH CAROLINA
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
between boring locations. As such, the reported groundwater levels at these locations may not
be indicative of the static groundwater level. The groundwater table in the vicinity of the BMPs
was found to be around elevation 9.5.
[T5F-,CF-,1VED
OCT 0 7 2011
BY:

Russell, Janet
From: Lewis,Linda
Sent: Thursday, September 29, 2011 9:28 AM
To: Gregory L. Herron
Cc: Russell, Janet; Andrea Murden
Subject: RE. CAL -.A Ordnance Loading Area Addition
Greg:
Based on what I see, there are 14 sand filters, one existing and 13 new. As discussed at the meeting, there
must be one column completed on the application form for each sand filter, for a total of 14 DA columns. The
information listed in each column should match up to the corresponding supplement form.
As discussed at the meeting, you should correct Section IV.9 of the application form to reflect 14 drainage
areas, not 6.
You need to correlate the PondPack outputs to each proposed sand filter by providing the unique identifying
number on the output to match up with the supplement form, which in turn matches the DA columns. Right
now, I have no idea which PondPack output goes with what sand filter.
Before you ask, no, if you are not changing any of the design parameters for the existing sand filter, you do not
need to provide calculations, a new supplement or a signed O&M for that filter.
Don't forget to sign, seal & date the plans and calcs.
Once you take care of these items, please schedule your Express review date through Janet.
Linda Lewis
NC Division of Water Quality
127 Cardinal drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Gregory L. Herron [mailto:glh@)bamforth.com]
Sent: Wednesday, September 28, 2011 5:01 PM
To: Lewi5,Linda
Cc: Russell, Janet; Andrea Murden
Subject: CAL:A Ordnance Loading Area Addition
Linda,
Attached is the stormwater permit application and supporting documents for the CALA Ordnance Loading Area Addition
for review as requested. Plans and supplements will follow in separate emails. Please do not hesitate to contact us
should
you have any questions or require additional information.
Gregory L. Herron
C. Allan Bamforth, Jr.

we
For 1
r' DEN se ONLY
O0 O��
yY1nr� ct'-k j i? �l
North Carolina Department of Environment and Reviewer:
Natural Resources t�
NCDENR
00
Request for Express Permit Review t'T
sub 1
me: �,1j
Confirm: ` 23
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(alncmail-net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; daviddee(a.ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.arosran(a.ncmail.nei
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(a)ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russellAncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
(7 C e_-V�
Project Name: GALA ORDNANCE LOADING AREA ADDITION County: ONSLOW
Applicant: CAL H. BAKER JR., P.E. Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location: PERIMETER STREET SOUTH OF WHITE STREET NORTH OF RUNWAY 5123
Project Drains into SOUTHWEST CREEK waters — Water classification C. NSW (for classification see-http:11h2o.enr.state.nc.us/bimslreportslreportsWB.htm1)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N�EIV
Engineer/Consultant: ANNA LEE SAMFORTH Company: C. ALLAN BAMFORTH, JR.
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_ LSEP 2 2 Z011
Phone: [phone], Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE -REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermiltent/Perennial Determination: — # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ isolated Wetland (linear ft or _acres)
El Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ' ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ElOff-site[SW (Provide permit #)l
ElHigh Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other 13# Treatment Systems /® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev, Exclusion S C80809)45Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 19 acres to be disturbed,(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request}
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
+++***+++*+*+*++*++*++*+**++++*++++++++++++**+*++*++++*Pnr DENR use only+**+*+*+++++*++***++++*++**+***++++ **+*+*+*+*+++*+*+**++++*
Fee Split for multiple permits: (Check # 1 Total Fee Amount $
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LID, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
U rat ram--�--
"`Q I <cftk�-s. $ r. a
NCDENR EXPRESS March 2009

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V
ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
The proposed BMI's are closed sand filters and are designed according to the North Carolina
Division of Water Quality, Stormwater Best Management Practices Manual, July 2007.
The entire CALA site, including both new and existing pavement, drains to the BMPs. There are
6 drainage areas, labeled A — F. Areas of the new pavement either drain via overland flow or
proposed storm piping system to the new BMPs. The discharge from the filters, as well as any
flow that bypasses the BMPs, will drain to an existing ditch. The .project site is located in C,
NSW waters, stream index number 19-17- (0.5). No wetlands exist on the site. There is no off -
site runoff coming onto the site. Road construction across other property will not be necessary to
access this project.
Soil Conditions
The soil field exploration indicated the presence of approximately 1 to 23 inches of topsoil
material at the boring locations. In addition, approximately 2 feet of "Fill" material was
encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-8, P-20,
BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with varying
amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to have been
previously placed as part of prior construction activities associated with the existing facilities
located within the project area. The topsoil and fill material thicknesses are expected to vary at
other locations throughout the site. Underlying the topsoil and fill materials and extending to the
SPT boring termination depths of 15, 60 and 85 feet below the existing site grades, the natural
subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying
amounts of Silt and Clay. The N-values recorded within these granular soils ranged from 2 to
100 blows -per foot (BPF) indicating a very loose to very dense relative density. Deposits of very
soft to very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring locations
13-1, B-3 through B-6, 13-10 through B-12, B-15, B-16, BMP-1, BMP-2, BMP-4, P-1 through P-
3, P-10, P-11, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
Also, the soils recovered from boring BMP-1 through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-1 through BMI'-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-11)
and 5.5 feet (BMP-12) below the existing site grades.
SEP2 3 ��11
BY: ___.

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
�y
NORTH CAROLINA
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
between boring locations. As such, the reported groundwater levels at these locations may not
be indicative of the static groundwater level. The groundwater table in the vicinity of the BMPs
was found to be around elevation 9.5.

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
Stormwater Narrative:
"Phis project is located within the vicinity of the existing runway at the Marine Corps Air Station,
New River, NC.
The project will consist of constructing eight additional aircraft parking positions for the combat
aircraft loading area, arming and disarming pads and an expansion to the taxiway. Total square
footage totals approximately 368,000 square feet. The CALA, arming and disarming pads and
apron will be of concrete pavement design with portions of the taxiways being of both concrete
and asphalt pavement. This addition will be constructed on the south east and southwest side of
the existing loading area AST S. Built-in equipment will include an apron lighting control
system. Electrical utilities include electrical distribution and apron lighting features with
control connectivity to the control tower. Paving and site improvements include landscaping,
stormwater piping and structures and demolition of existing pavement.
The total drainage area is 19.7 acres. The receiving stream for this project is Southwest Creek in
the White Oak Basin, Stream Class C.
Site Conditions
The proposed project site consists of approximately 19.7 acres of open areas along the southern
portion of the air station and 19.7 acres of disturbed area. The project site is bordered to the
north and east by active aircraft landing, loading and maintenance facilities, and to the south and
west by wooded parcels and ancillary air station facilities. The project site consists of
approximately % wooded and'/2 open areas. An existing asphalt paved road (Canal Street),
bordered on each side by large drainage swales, is located within the footprint of the proposed
parking deck. In addition, gravel roads and large drainage swales (ranging from approximately 7
to 10 feet in depth and about 25 to 30 feet in width) transverse through the approximate center of
the project area. A chain link fence located through the center of the project area separates the
active aircraft from the ancillary air station facilities. The project site is gently sloping generally
from the westerly to the easterly direction within the proposed construction area, with site
elevations ranging from approximately 16 to 22 feet above MSL. It is our understanding that cut
and/or fill operations are not expected to exceed about 5 feet in order to establish the design
grade elevations. As an exception, as much as 10 feet of fill will be required to establish final
grade elevations in the isolated low lying drainage swales, which are located within the
construction areas.
RECEIVED
SEP 2 2 2011

Russell, Janet
From: Towler CIV David W [[e-mail]]
Sent: Thursday, September 29, 2011 3:30 PM
To: Gregory L. Herron; Russell, Janet; Bradshaw CIV Thomas C
Subject: RE: P-705 Parking Garage @ Air Station
The applications are on Carl's desk. They should be signed by Tuesday's meeting.
v/r,
David
-----Original Message -----
From: Gregory L. Herron _[mailto:elh(@tamforth.coml
Sent: Thursday, September 29, 2011 15:03
To: Russell, Janet; Towler CIV David W; Bradshaw CIV Thomas C
Subject: RE: P-705 Parking Garage @ Air Station
Janet,
The Parking Garage is not a modification to an existing permit. Marty has verified no'
jurisdictional ditches exist on the CALA site. -
There is a jurisdictional ditch near the Garage site but beyond the project limits. We are
seeking verification of the project impact"
and coordination if required.
Thomas and David,
Are we on track to have the CALA signed dots at the meeting? Is there anything you need from
Bamforth?
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, VA 23517
[phone]
1

oho �i 4 ��
1kA
North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review.
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (san
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson828-296-4698;aiison.davidson(cDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(@ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.sfrogan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(o?rlcmail.net
• Wilmington Region -Janet Russell 910-350-2004 or lanet.russell(a.ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
God I�
For DEN se U LY
Reviewer: L L_
Submit: Ct -" I �
Time: 2'• CN�
Conn=
FAX or Email the completed form to Express
Enter Related SW
Permits of request
136W5
025 k 2
C tI
Project Name: GALA ORDNANCE LOADING AREA ADDITION County: ONSLOW
Applicant: CARL H. BAKER JR., P.E. Company: MCB CAMP LEJEUNE �-
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State:yC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:PERIMETER STREET, SOUTH OF WHITE STREET, NORTH OF RUNWAY 5123
Project Drains into SOUTHWEST CREEK waters - Water classification C, NSW (for classification see-http:/ih2o.enr. state. nc.uslbims/reportslrepartsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH JR, L��
Address: 2207 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23517-_ RECEIVED
Phone: [phone], Fax: [phone], Email: [e-mail] Gre S '1A�r o ,� SEP 0 7 2011
SECT VESTING A SCOPiNG MEETING ONLY
(aco ping Meeting ONLY DWQ, ❑ DCM, ❑ DLR, ❑OTHER: BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
SW
SW
SW
SW
SW
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization El Minor Variance El Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ElOff-site[SW (Provide permit #)]
ElHigh Density -Detention Pond , # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention — # Treatment Systems El High Density —SW Wetlands _ # Treatment Systems,
® High Density -Other 13 # Treatment Systems /® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8080945 (Provide Permit #)
❑ Coastal Management ❑.Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 19 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scouinci and express meeting renuest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ALOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
DENR use only+*****+++*++*«*+«+*+++++«+++++++*+**+*+****++*+++++*+*+*++++
Fee Split for multiplepermits: Check # Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
LAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
s
401:
$
LQS
$
Stream Deter—
$
SG"J+ - � rr�e-4-� o�-'
NCIDENR EXPRESS March 2009
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ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
Stormwater Narrative:
This project is located within the vicinity of the existing runway at the Marine Corps Air Station,
New River, NC.
The project will consist of constructing eight additional aircraft parking positions for the combat
aircraft loading area, arming and disarming pads and an expansion to the taxiway. Total square
footage totals approximately 368,000 square feet. The CALA, arming and disarming pads and
apron will be of concrete pavement design with portions of the taxiways being of both concrete
and asphalt pavement. This addition will be constructed on the south east and southwest side of
the existing loading area ASF 8. Built-in equipment will include an apron lighting control
system. Electrical utilities include electrical distribution and apron lighting features with
control connectivity to the control tower. Paving and site improvements include landscaping,
stormwater piping and structures and demolition of existing pavement.
The total drainage area is 19.7 acres. The receiving stream for this project is Southwest Creek in
the White Oak Basin, Stream Class C.
Site Conditions
The proposed project site consists of approximately 19.7 acres of open areas along the southern
portion of the air station and 19.7 acres of disturbed area. The project site is bordered to the
north and cast by active aircraft landing, loading and maintenance facilities, and to the south and
west by wooded parcels and ancillary air station facilities. The project site consists of
approximately %z wooded and '/z open areas. An existing asphalt paved road (Canal Street),
bordered on each side by large drainage swales, is located within the footprint of the proposed
parking deck. In addition, gravel roads and large drainage swales (ranging from approximately 7
to 10 feet in depth and about 25 to 30 feet in width) transverse through the approximate center of
the project area. A chain link fence located through the center o t e project area separates the
active aircra t rom the ancillary air station facilities. The project site is gently sloping generally
from the westerly to the easterly direction within the proposed construction area, with site
elevations ranging from approximately 16 to 22 feet above MSL. It is our understanding that cut
and/or fill operations are not expected to exceed about 5 feet in order to establish the design
grade elevations. As an exception, as much as 10 feet of fill will be required to establish final
grade elevations in the isolated low lying drainage swales, which are located within the
construction areas.

NCDENR
ModOB094S
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
ForD aONLY
ewer:
Submit:
Time: l �"" ✓
Confirm:�-
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map,
_(same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson()ncmail.net
• Fayetteville or Raleigh Region -David Lee 919.791-4203; david.leefincmail.net
• Mooresville B -Patrick Grogan 704-663-3772 or patrick.grogan(ftcmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lvn.hardison(EDncmail.not
• Wilmington Region -Janet Russell 910-350-2004 or ianet.russell(ftcmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Enter Related SW
Permits of request
SW
SW
SW
SW
SW
Project Name: CALA ORDNANCE LOADING AREA ADDITION County: ONSLOW
Applicant: CARL H. BAKER JR., P.E. ' Company: MCB CAMP LEJEUNE
Address: 1005 MICHAEL RD MCB City: CAMP LEJEUNE, State: NC Zip: 28547-____
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location: PERIMETER STREET, SOUTH OF WHITE STREET, NORTH OF RUNWAY 5123
Project Drains into SOUTHWEST CREEK waters —Water classification C. INS w (for classification see-http:11h2o.enr.state.nc.us/bims/reportsireportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Yz mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N RECEIVED
Engineer/Consultant: ANNA LEE BAMFORTH Company: C. ALLAN BAMFORTH, JR,
Address: 2207 HAMPTON BLVD City: NORFOLK. State: VA Zip: 23517-_ S EP 0 7
Phone: [phone]
, Fax: [phone], Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY BY: Tcji " S C, �
❑ Scoping Meetin ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: X�u«
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING 1
❑ 401 Unit ❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter —
# Curb Outlet Swales ElOff-site[SW (Provide permit #)]
❑ High Density -Detention Pond # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other 6 # Treatment Systems1l ® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8080945 (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 19 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scooino and express meetina request
Wetlands on Site ❑ Yes ® No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process wl US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
*+*+++++++***+*+++++++***+++v+*+****+*++*+*******+++****FOr DENR use'Only"*
Fee Split for multiple permits: (Check # Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ([IMal; ElMin)
$
SW (❑ HD, ❑ LID,ElGen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
The proposed BMPs are closed sand filters and are designed according to the North Carolina
Division of Water Quality, Stormwater Best Management Practices Manual, July 2007.
The entire CALA site, including both new and existing pavement, drains to the BMPs. There are
6 drainage areas, labeled A — F. Areas of the new pavement either drain via overland now or
proposed storm piping system to the new BMPs. The discharge from the filters, -as well as any
flow that bypasses the BMPs, will drain to an existing ditch. The project site is located in C,.
NSW waters, stream index number 19-17- (0.5). No wetlands exist on the site. There is no off -
site runoff coming onto the site. Road construction across other property will not be necessary to
access this project.
Soil Conditions
The soil field exploration indicated the presence of approximately I to 23 inches of topsoil
material at the boring locations. In addition, approximately 2 feet of "Fill' material was
encountered beneath the topsoi I material at boring locations B-3, B-4, B-6, P- I, P-7, P-8, P-20,
BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with varyirig
amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to have been
previously placed as part of prior construction activities associated with the existing facilities
located within the project area. The topsoil and fill material thicknesses are expected to vary at
other locations throughout the site. Underlying the topsoil and fill materials and extending to the
SPT boring termination depths of 15, 60 and 85 feet below the existing site grades, the natural
subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying
amounts of Silt and Clay. The N-values recorded within these granular soils ranged from 2 to
100 blows -per foot (BPF) indicating a very loose to very dense relative density. Deposits of very
soft to very stiff CLAY (CL) and medium stiff to stiff SILT(ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring locations
13-1, B-3 through B-6, 13-10 through 13-12, B-15, 13-16, BMP-1, BMP-2, BMP-4, P-I through P-
3, P-10, P-1 1, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
Also, the soils recovered from boring BMP-I through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-I through BMP-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-1 1)
and 5.5 feet (BMP-12) below the existing site grades.

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
The proposed BMPs are closed sand filters and are designed according to the North Carolina
Division of Water Qualily, 51ormwater Best Management Practices Manual, July 2007.
The entire CALA site, including both new and existing pavement, drains to the BMPs. There are
6 drainage areas, labeled A — F. Areas of the new pavement either drain via overland flow or
proposed storm piping system to the new BMPs. The discharge from the filters, as well as any
flow that bypasses the BMPs, will drain to an existing ditch. The project site is located in C,
NSW waters, stream index number 19-17- (0.5). No wetlands exist on the site. There is no off -
site runoff coming onto the site. Road construction across other property will not be necessary to
access this project. �
Soil Conditions
,Srr?
The soil field exploration indicated the presence of approximately l to 23 inches of topsoil
material at the boring locations. In addition, approximately 2 feet of "Fill" material was
encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-8, P-20,
BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with varying
amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to have been
previously placed as part of prior construction activities associated with the existing facilities
located within the project area. The topsoil and fill material thicknesses are expected to vary at
other locations throughout the site. Underlying the topsoil and fill materials and extending to the
SPT boring termination depths of 15, 60 and 85 feet below the existing site grades, the natural
subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying
amounts of Silt and Clay. The N-values recorded within these granular soils ranged from 2 to
100 blows -per foot (BPI") indicating a very loose to very dense relative density. Deposits of very
soft to very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring locations
B- l , 13-3 through 13-6, B-10 through B-12, B- l 5, B-16, BMP-1, BMP-2, BMP-4, P-1 through P-
3, P-10, P-1 1, P-13 through P- 15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance

ORDNANCE LOADING AREA ADDITION
CAMP LEJUENE
NORTH CAROLINA
between boring locations. As such, the reported groundwater levels at these locations may not
be indicative of the static groundwater level. The groundwater table in the vicinity of the BMPs
was found to be around elevation 9.5.

Russell, Janet
From: Gregory L. Herron [[e-mail]]
Sent: Wednesday, September 07, 2011 2:55 PM
To: Russell, Janet
Subject: RE: CALA Ordinance Loading Area Addition
Janet,
The sand filters are not infiltration BMPs. They are underground concrete chambers
that discharge to existing stormwater ditches. I did not have the entire soils report, here
is what I found regarding the SHWT. I will add this to the narrative:
Also, the soils recovered from boring BMP-1 through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-1 through BMP-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-11)
and 5.5 feet (BMP-12) below the existing site grades.
Gregory L. Herron
C. Allan Bamforth, Jr.
Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, VA 23517
[phone]
[phone] Fax
[e-mail]
From: Russell, Janet [mailto:[e-mail]]
Sent: Wednesday, September 07, 2011 9:29 AM
To: Gregory L. Herron
Subject: CALA Ordinance Loading Area Addition
Greg, please provide a project narrative describing the proposed stormwater treatment systems and a vicinity map with
surrounding road names sufficient for an inspector to find the site in the field.
Thanks,
Janet
From: Gregory L. Herron [mailto:[e-mail]]
Sent: Wednesday, September 07, 2011 8:09 AM
To: Russell, Janet
Subject: RE: Express Review Requests - Plans
Good Morning Janet,
We would like to request Chris Baker for the ball fields review (all three). We met with Chris for the scoping meeting
and have been responding to his comments. Camp Lejeune considers all three ball fields one project.