SW8110906_HISTORICAL FILE_20170223

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \ 10c\O�p
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
Q HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Zvi -1 0223
YYYYMMDD

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
February 23, 2017
Commanding Officer
IJSMCI3 Camp Lejeune
c/o Neal Paul, Depot\,Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28457-2539
Subject: State Stormwater Management Permit No. SW8 110906
21) Anglico and 2N BN OPS Complexes
Overall Low Density Project with Areas of 13igher Density
Onslow County
Dear Mr. Paul
ROY COOPER
Gmernor
MICHAEL S. REGAN
Secrerary
TRACY DAVIS
Director
Effective August 1, 2013, the State Stormwater program was transferred from the Division of Water
Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DEMLR). All previous
references to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they are
modified. Please note that this permit references DEMLR as the Division responsible for issuance of the
permit.
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for 2D Anglico and 2N OPS Complexes on February 23, 2017. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater Regulations
set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We are forwarding modified Permit
No. SW8 110906 dated February 23, 2017, for the construction, operation and maintenance of the BMP's
and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until Aprilr�30;�,,2020, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this
permit regarding the Operation and Maintenance of the BMP(s), procedures for changing ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for operation
and maintenance of the stormwater management system, to transfer the permit, or to renew the permit,
will result in future compliance problems.
The modifications covered by this permit include:
1. Pond A: An increase in drainage area and the use of the previously allocated future built -upon
area for the construction of two new buildings and the relocated access road. The overall amount
of built -upon area remains the same.
2. Additional drainage areas: An infiltration basin and sand filter have been approved to treat the
runoff from a new parking lot and associated infrastructure.
3. Increase in project area: Additional project area has been delineated to ensure the project
continues to meet the requirements of an overall low density development.
4. Approved Plans: New approved plan sheets have been provided. Please replace sheets "PL
CE101, CE103, CE104, and drainage area sheets 1 of 2 and 2 of 2 with the new ones, attached.
The remaining sheets should be added to.the approved plan set.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington, NC 28405
910 79b 7215

State Storntwater PertnitNo. SW8 110906
Page 2 of 2
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). Per NCGS 143-215(e), the written petition must conform to Chapter 150B of the North Carolina
General Statutes, and must be filed with the OA14 within thirty (30) days of receipt of this permit. You
Should contact the O.AH 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 w,�vw.NCOAH.coin. Unless such demands are made this permit
shall be final and bindine.
If you have any questions, or need additional information concerning this matter, please contact Christine
Hall in the Wilmington Regional Office at [phone].
Sincerely,
7- Tracv Davis, P.L., Director
Division of Energy, Mineral and Land Resources
GDS/ canh: A\\Stormwatta-Termits ds Projects\201 I\110906HD\2017 02 permit 110906
cc: Brian Lowther, Ame.c Foster Wheeler
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Eergy.Mmml and Land Resources
Wilmington Regional Office 1 127 cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Management Systems
Permit No. SW8 110906
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY DEVELOPMENT WITH AREAS OF HIGHER DENSITY
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
USMCB Camp Lejeune
2D Anglico and 2N OPS Complexes
Off Holcomb Boulevard, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of an overall 24% low density project with areas of higher
density being treated by four (4) wet detention ponds, one (1) infiltration basin, and one (1) sand filter
in compliance with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter
referred to as the "storm water rules') the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of Energy,
Mineral and Land Resources (hereafter referred to as the Division or DEMLR) and considered a part
of this permit.
This permit shall be effective from the date of issuance until April 30, 2020, 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.
The overall density within the 160.65-acre project area must be maintained at 24% per the
requirements of the stormwater rules. This project area is limited to a maximum of 1,676,974
square feet of impervious area. This project currently proposes a total of 1,535,400 ft2 of built -
upon area and 141,574 ft2 of future impervious area. Within the project area, 192;750 ft2 of
impervious area is not being picked up or treated. The runoff from the remainder of the
project's built -upon area must be collected and treated in one of the stormwater control
measures covered by this permit.
3. The stormwater system has been approved for the management of stormwater runoff as
described in Section 1.10, 1.11, and 1.12 of this permit. The runoff from all built -upon area within
the permitted drainage areas of this project must be directed into the appropriate permitted
stormwater control measures. The stormwater controls labeled Pond A, Pond B, Pond C,
Pond D, Infiltration Basin, and Sand Filter, have been designed to handle the runoff from
627,687 ft2, 252,148 ft2, 133,601 ft2, 394,958 ft2, 29,621 ft2, and 174,240 ft2 of built -upon area,
respectively.
4. The tract and drainage areas will be limited to the amounts of built -upon area indicated in this
permit, and per approved plans. The built -upon area for the future development within the
drainage areas of Pond A, Pond B, Pond C and Pond D is limited to 3,649 ft2; 10,000 ft2,
10,000 ft2 and 10,000 ft2, respectively.
Page 1 of 12

State Stormwater Management Systems
Permit No. SW8 110906
5. Within the areas of low density, the only runoff conveyances systems allowed with be
vegetated conveyance such as swales with minimum side slows of 3:1 (KV) as defined in the
stormwater rules and approved by the Division.
6. Within the areas of low density, no piping shall be allowed except those minimum amounts
necessary to direct runoff beneath an impervious surface such as road or under driveways to
provide access.
7. The infiltration system is permitted per the Alternative Design Criteria under Section .1008 (h).
The proposed system provides equal or better control, equal or better protection of surface
waters and results in no increased potential for nuisance conditions. The infiltration system can
store at least 2.5 times the minimum design storm, therefore neither an LS/VFS nor an offline
bypass are required.
8. The project shall provide and maintain a minimum 50-foot wide vegetative buffer adjacent all
surface waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of each side of streams and rivers and the mean high
water line of tidal waters. All runoff directed into and through the vegetative buffer must flow
through the buffer in a diffuse manner. Any roof drains from the low density areas must
terminate at the outer edge of the buffer.
Stormwater runoff that is directed to flow through any wetlands shall flow into and through
these wetlands at a non -erosive velocity.
10. The following design criteria have been provided in the four wet detention ponds and must be
maintained at design condition:
Pond A
Pond B
Pond C
Pond D
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft?
23.4
1,019,304
0
11.42
497,272
0
5.25
228,797
0
18.52
806,844
0
b. Total Impervious Surfaces, ft2]
Onsite, ft':
Offsite, ft2:
627,687
627,687
0
252,148
252,148
0
133,601
133,601
0
394.958
394.958
0
c. Average Pond Design Depth, feet:
4.0
3.5
3.5
3.5
d. TSS Removal Efficiency:
90%
90%
90%
90%
e. Design Storm, inches:
1.5
1.5
1.5
1.5
f. Permanent Pool PP Elevation, FMSL:
13.0
12.0
12.0
10.0
Permitted PP Surface Area, ftz:
57,953
29,496
22,626
48,499
h. Permitted Storage Volume, ft3:
76,991
35,871
19,797
54,145
r Temporary Storage Elevation, FMSL:
14.2
13.1
12.8
11.0
j. Predevelopment 1 yr-24 hr. discharge
rate, cfs:
0.89
0.45
0.21
0.73
k. Controlling Orifice, inch O pipe:
4.00
2.75
2 50
3.50
I. Orifice Flow Rate, cfs:
0.26
0.12
0.09
0.18
gym. PP Volume, ft3:
219,464
93,377
70,586
145,008
n. Forebay Volume, ft3:
42,721
18,946
14,325
31,154
lo. Maximum Fountain Horsepower:
3/4
1/3
1/4
1/2
p. Receiving Stream/River Basin:
Wallace Creek / White Oak WOK02
lq. Stream Index Number:
19-20
r. Classification of Water Body:
SB, NSW
Page 2 of 12

State Stormwater Management Systems
Permit No. SW8 110906
11. The following design criteria have been provided in the infiltration basin and must be
maintained at design condition:
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
1.66
72,310
0
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
29,621
29,621
0
c. Design Storm, inches:
1.5
d. Basin Depth, feet:
3.0
e. Bottom Elevation, FMSL
245
I. Bottom Surface Area, ft2:
2.248
g. Bypass Weir Elevation, FMSL:
26.6
h. Permitted Storage Volume. ft3:
9,460
i. Predevelopment 1 yr-24 hr. discharge
rate, cfs:
0.07
j, Type of Soil
Baymeade
k. Expected Infiltration Rate, in/hr:
1.295
. Seasonal High Water Table, FMSL:
22.5
m. Time to Draw Dawn, hours:
1.7
n. Receiving Stream/River Basin:
Wallace Creek / White Oak WOK02
o. Stream Index Number:
19-20
p. Classification of Water Body
SB, NSW
12. The following design criteria have been provided in the sand filter and must be maintained at
design condition:
a.
Drainage Area, acres:
Onsite, ft':
Offsite, ft2:
5.25
228,690
0
b.
Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
174,240
174,240
0
C. Design Storm, inches:
1.5
d.
Sediment Chamber Bottom Elev. fmsl:
1&0
e.
Sediment Chamber Depth, feet:
2.0
f.
Sediment Chamber Surface Area, ft2:
4,117.8
g.
Weir Elevation, fmsl:
18.0
h.
Sand Chamber Bottom Elev., fmsl:
16.0
i.
Sand Chamber Depth, ft:
2.0
Sand Media Depth, ft:
1.5
k.
Sand Chamber Surface Area, ft2:
4,117.8
I.
Maximum Head, feet:
2.6
m.
Top of Ponding Elevation, fmsl:
20.6
n.
Permitted Storage Volume, ft':
27,301
o.
Predevelopment 1 yr-24 hr. discharge
rate, cfs:
0.36
p.
Orifice Diameter, inches:
6
Orifice Flowrate, cfs:
I 0.14
r.
Time to Draw Down, hours:
25
s. Seasonal High Water Table, fmsl:
11.33
t.
Receivin Stream/River Basin:
Wallace Creek / White Oak WOK02
u.
Stream Index Number:
19-20
v.
Classification of Water Body:
SB, NSW
Page 3 of 12

State Stormwater Management Systems
Permit No. SW8 110906
II. SCHEDULE OF COMPLIANCE
1. No person or entity, including the permittee, shall alter the approved stormwater management
system or fill in, alter; or pipe any drainage feature (such as swales) shown on the approved
plans unless and until the permittee submits a modification to the permit and receives approval
from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for the entire
project does not exceed the maximum allowed by this permit.
3. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
4. During construction, erosion shall be kept to a minimum and any eroded areas of the system
will be repaired immediately. 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.
5. The permittee shall at all times provide the operation and maintenance necessary to assure
that all components of the permitted stormwater system function at design condition. The
approved Operation and Maintenance Agreement is incorporated by reference into this permit
and must be followed in its entirety and maintenance must occur at the scheduled intervals.
6. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DEMLR. The records will indicate the date, activity, name of person
performing the work and what actions were taken.
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. Decorative spray fountains will be allowed in the wet detention ponds, subject to the following
criteria:
a. The fountain must draw its water from less than 2' below the permanent pool surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing, may be
used only if they draw water from the surface in the deepest part of the pond.
c. The fountain must not be placed into the forebay.
d. The falling water from the fountain must be centered in the main pond, away from the
shoreline.
e. The maximum horsepower for a fountain in any of these ponds is as listed in Section
1.10 (o) of this permit.
9. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
10. All stormwater collection and treatment systems must be located in either dedicated common
areas or recorded easements. The final plats for the project will be recorded showing all such
required easements, in accordance with the approved plans. Access to the stormwater
facilities for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
Page 4 of 12

State Stormwater Management Systems
Permit No. SW8 110906
11. 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 development, subdivision, acquisition, lease or sale of any, 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
e. The construction of any future BUA noted on the application.
11. 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.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by Division personnel.
The project and the stormwater facility must be in substantial compliance with all permit
conditions. Any items not in substantial compliance must be repaired, replaced or restored to
design condition prior to the transfer. Records of maintenance activities performed to date will
be required.
13. The Base is required to keep track of the approved project limits to assure that the approved
low density project area is not double -counted as project area in another low density project
located on MCB Camp Lejeune.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and approval by the
Director. The permittee shall submit a completed and signed Name/Ownership Change Form,
accompanied by the supporting documentation as listed on the form, to the Division of Energy,
Mineral and Land Resources at least 60 days prior to any one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in whole or
in part, except in the case of an individual lot sale that is made subject to the recorded
deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property Owner's
Association, subject to the requirements of Session Law 2011-256;
C. Bankruptcy;
d. Foreclosure, subject to the requirements of Session Law 2013-121;
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e) and
NCGS 57D-6-07;
f. A name change of the current permittee;
g. A name change of the project,
h. A mailing address change of the permittee;
2. The permittee is responsible for compliance with all permit conditions until such time as the
Division approves the transfer request. Neither the sale of the project in whole or in part, nor
the conveyance of common area to a third party constitutes an approved transfer of the
stormwater permit.
3. Any individual or entity found to be in noncompliance with the provisions of this storrmwater
management permit or the requirements of the Stormwater rules is subject to the enforcement
procedures as set forth in G.S. 143 Article 21,
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.
Page 5 of 12

State Stormwater Management Systems
Permit No. SW8 110906
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. Additional or replacement
stormwater management systems shall receive approval from the Division prior to
construction.
6. The permittee grants DEMLR Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted stormwater management
facility.
The permit remains in force and effect until modified, revoked, terminated or renewed. The
permit may be modified, revoked and reissued or terminated for cause. The filing of a request
for a permit modification, revocation and re -issuance or termination does not stay any permit
condition.
8. 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 for cause as allowed by the
laws, rules, and regulations contained in Title 15A of the North Carolina Administrative Code,
Subchapter 21-1.1000, and North Carolina General Statute 143-215.1 et. al.
9. Approved plans, application, supplements, operation and maintenance agreements, and
specifications for this project are incorporated by reference and are enforceable parts of the
permit. A copy of this permit, application, supplements, operation and maintenance
agreements, approved plans, and specifications shall be maintained on file by the Permittee at
all times.
10. Unless specified elsewhere, permanent seeding requirements for the stormwater control must
follow the guidelines established in the North Carolina Erosion and Sediment Control Planning
and Design Manual.
11. The permittee shall submit a permit renewal request 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 updated, and reissued this the 23'd day of February 2017.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
racy Davi P.E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 110906
Page 6 of 12

State Stormwater Management Systems
Permit No. SW8 110906
2D Anglico and 2N OPS Complexes
Stormwater Permit No. SW8 110906
Onslow County
Designer's Certification — Wet Detention Pond(s)
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 specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 12

State Stormwater Management Systems
Permit No. SW8 110906
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a.
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDEQ-DEMLR Regional Office
Page 8 of 12

State Stormwater Management Systems
Permit No. SW8 110906
2D Anglico and 2N OPS Complexes
Stormwater Permit No. SW8 110906
Onslow County
Designer's Certification — Infiltration Basin
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 9 of 12

State Stormwater Management Systems
Permit No. SW8 110906
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDEQ-DEMLR Wilmington Regional Office
Page 10 of 12

State Stormwater Management Systems
Permit No. SW8 110906
2D Anglico and 2N OPS Complexes
Stormwater Permit No. SW8 110906
Onslow County
Designer's Certification — Sand Filter
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 11 of 12

State Stormwater Management Systems
Permit No. SW8 110906
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The sand filter elevations are per the approved plan.
6. The sand filter is located per the approved plans.
7. A trash rack is provided on the outlet/bypass structure.
8. For open sand filters, all slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
.13. All required design depths are provided.
.14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
_15. The required dimensions of the system are provided, per the approved plan.
cc: NCDEQ-DEMLR Regional Office
Page 12 of 12

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
iev
_f
Appl cable Rules: ❑ Coastal SW - 1 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
2D Anglico and 2N BN OPS Complexes
2. Location of Project (street address):
Battalion Complex Road
City:Camp Lejeune County:Onslow County Zip:28547
3. Directions to project (from nearest major intersection):
Take Hwy 17 north to Hwy 24. Turn right from Hwy 24 to main gate at Camp Lejeune. Continue straight
on Holcomb Boulevard. Turn right onto Turner Construction access road. Site is at the intersection of this
road and Battalion Complex Road.
4. Latitude:34° 41' 15" N Longitude:77° 20' 12" W of the main entrance to the project.
II. PERMIT INFORMATION
1. a. Specify whether project is (check one): []New ®Modification ❑ Renewal w/ Modification*
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8110906 , its issue date (if known)01/31/2013 and the status of
construction: []Not Started ®Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
PKLow Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, N/A and the previous name of the project, if different than currently
proposed, N/A
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 19.95 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? Jf No 0 V j
If yes, see S.L. 2012-200, Part Vt: http://12ortal.ncdenr.org/web/ir/rules-and-re bons
N 2 6 2017
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:U.S. Marine Corps, Camp Lejeune
Signing Official & Title:Thomas Bradshaw, Public Works Civil Engineering
b. Contact information for person listed in item I above:
Street Address:Public Works Division, 1005 Michael Road
City:Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):PSC Box 20005
City:Camp Lejeune
Phone: (910 ) 451-3238 ext 3285
Email:[e-mail]
State:NC Zip:28542
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (i applicable):
City: State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Thomas Bradshaw, Civil Design Branch, Public Works
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:PSC Box 20005
City:Camp Lejeune State:NC Zip:28542
Phone: (910 ) 451-3238
Email: [e-mail]
4. Local jurisdiction for building permits:
Point of
Fax: (910 ) 451-2927
Form SWU-101 Version Oct. 31, 2013 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff for the area east of Battalion Complex Road will be treated in the Existing Wet Pond The
existing Wet Pond was designed to treat runoff from future developement which includes 2' Radio Batallion
Complex Operations Consolidation.
Runoff from the parking lot and the associated infrastructure west of Battalion Complex Road will be treated
with an infiltration basin and sandfilter.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUDApproval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW — 1995 ❑ Ph II — Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 38.56 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project Area':
38.56 acres
Total project area shall be calculated to exclude the following: the normal pool of impounded strictures, the area
between the banks of streams and rivers, the area below the �lormal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal Wetlands landward of the NHW (or MHW) line may be
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered
stornnvater BMP. For lozo density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
FJ
F-IVEml
AB % 6 2017
Form SWU-101 Version Oct. 31, 2013 Page 3 of 7

Basin Information
Drainage Area
Drainage Area _
Drainage Area _
Drainage Area
Receiving Stream Name
See attached
Stream Class *
Stream Index Number
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Pro osed Impervious Area`* (sf)
% Impervious Area** (total)
Impervious— Surface Area
Drain e Area _
Draina e Area _
Draina e Area _
Draina e Area
On -site Buildings/Lots (sf)
On -site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (so
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
Total (sf):
Stream Class and Index Number can be determined at: littn:,*ortal.ncdenr.ory web/u7q/psLcsu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stonnwater requirements as per ISA NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from htto://t)ortal.ncdenr.ore/web/wo/ws/su/bmo-manual.
Vt. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office maybe found by locating project on the
interactive online map at httl2:ZZportal.ncdenr.org/web/wq/ws/su/mates.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.orgzwebZwq/ws/su/"statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. <CT
2. Original and one copy of the signed and notarized Deed Re sti enants
Form. (if required as per Part VII below))
3. Original of the applicable Supplement Form(s) (sealed si d aittri ate 21OCL
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDE ,(For an Ex xevtew, refer toGL
htto://www.envhelp.org/pages/onestopexl2ress.html for' ormation on the Express program
Form SWU-101 Version Oct. 31, 2013 Page 4 of

Drainage Area
Drmnaec ArciC
Drainage AreaK
-
-.,
Unll'alLd Area
$u>in Infomulion
tnr ht17 tion
lot Modification
for hlgdificalion
Drainage Area A G
Draimlcc Area P to,
Dramuge Area B
Drainage Area C
Drainage Area D:
Chilvde of Pond
�
+
vDr
fur Modification 1117
Mfxlitiratiim 2017
_
DAs
20
2U1,
2017
211I7
Untreated Area
Area
Overall -Loa
Infillrntiun R;nin
Sand Filter
Gxisting Pond e\
Easement
Bxi>ting fund 14
Fxi>ling Punt C
F\16ting Pond D
OulsiJe uC Pond
Ihnaity
DA'c
Kcueiving Stream Nwae
Wallace Creek
Wallace C'rmk
Wallace Creek
\\':flare Creak
Wallace Creek
\\'aline, Creek
Wa11acc Creek
Wallace Crsk
Wallace Creak
Strewn Clas> '
.SB NSW
SR NSW
Sit NSW
SB NSW
SB NSW
SB NSW
SR NSW
SR NSVA'
SR SSW
Swear, Ind,., Nund x
19-20
19-20
110-20
19 '_0
110-20
19-20
19-_0
1941)
19 20
Total Drunaa, Arca (,Cl
69999.
72311)
22S,690
87.556
497.272
225,797
906.844
4(35.165
On-.ileDrainage Area (sf)
5U75
075
710
228.690
1A1930.1
87556
0
0
0
11
Otf-.ate Drainage Ama(st)
n
n
n
0
n
n
0
u
o
Pmprsed Impervious AreaR9 fsD
1.676.974
29,621
174?_40
627,6S7
3 9hS
252, 148
133 601
394.955
I58.785
% Impervious Area** ftotall
24.I1
41.0
76.2
61.6
4.5
50.7
58.4
49.0
4,7
;Imps rvinuv-'Sndnn. Area
DrwnagccAre I
ForMuiiilicanon
DninugeAn I C
It 1. Modihcnuonfoi
Drlina c Area B
Sludlhcatinn
Drainage Area Q-('
-Cur hlndiGcafion
ql nnage,Arr I F for
Modilic awn_-
Drainage Area R
Drainage At C
Drainage:\rcn D
Ulitn:ated At
Outadc of Pnnd
DA's
On -sin Rmldingslb,t, lsp
0
0
0
77.171
0
113,512
6.778
21.095
0
On -'a, Strecls (,11
101.897
19,962
36,271
45.664
ll
('5,014
II
0
48.2_24
On -site Parking (sQ
200,060
6,673
135,041
58,346
11
52830
117.323
363,863
$818
On -sire Sidea:dke (ef)
30.654
2J)86
2.928
21.072
3,6h8
10,792
0
II
19,761
Odle, on-mlc tsq
I8.297
0
0
IS.(NHI
_197
0
0
it
111,980
Finaro lsD
141.574
U
II
3,6A9
U
10,(100
10.000
10m(1()
U
Off -site hD
U
o
o
u
B
u
u
o
o
B.xi.ming BDA"'(sl)
I,IS4.492
U
0
40-,.785
U
U
i)
B
V
'Total lst):
1.670,974
29.621
174.240
617697
3,965
252,618
133,h01
394,958
IS8.7S5
rAQx^ `% pie.w,\..y
Permitted Existing IMA M),
Pond A
403,785
Pond R
212.148
Puad C
113,601
Pond 1)
394.958
Told
1. 184d92

and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for _ 2
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the �CZ
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1/2
mile radius on the map. yp
7. Sealed, signed and dated calculations (one copy). P�C7
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
It. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required). y'f��
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify 16/p
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httl2://www.secretary.state.nc.us/Corporations/CSearch.aspx
EG1__R ` E
JAId 2 6 2017
BY:
Form SWU-101 Version Oct. 31. 2013 Page 5 of 7

VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http:/://12ortal ncdenr.org/web/Ir/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
Vill. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Brian C Lowther. PE
Consulting Firm: Amec Foster Wheeler
Mailing Address:4021 Stirrup Creek Drive
City:Durham
Phone: (919 ) 765-9985
[e-mail]
State:NC Zip:27703
Fax: (919 ) 381-9901
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) . certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
JAid 2 6 F
Bv:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 7

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
I, a Notary Public for the State of
do hereby certify that
before me this _ day of
stormwater permit. Witness my hand and official seal,
SEAL
County of
personally appeared
and acknowledge the due execution of the application for a
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Thomas Bradshaw
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater r s under 15AN� 2�any other applicable state stormwater requirements.
Signature: Date: I/27,I�%
Iyy,��,, a Notary Public for the State of ��jV11 C 4I1G� , County of
y�tk"Jl ) , do hereby certify that \Q'(`t�M�jS aiAd'.dr%V 0 personally appeared
before me thisQJ53 day of and,�7ack�now_ledge the due execution of the application for a
stormwater permit. Witness my hand and official sea9,,e'! r
\%J nsAtnp G
N0101y Public
Onsiow County
=My Commission fxF
OSI26I2010
°'a,R!HtC AR
SEAL
My commission expires`o��(t`��i��
EGE. Vim'
1AP12 6 2017
Form SWU-101 Version Oct. 31, 2013 Page 7 of 7

L- t.
_ Ot'7Na� C;:nUTA

Hall, Christine
From: Lowther, Brian <[e-mail]>
Sent: Thursday, February 23, 2017 3:08 PM
To: Hall, Christine
Cc: Lowe, Lester, Riccitiello, Michael
Subject: Sw8110906 Revised Application Table
Attachments: SW8 110906_Application_Table_rev2.pdf
Christine,
Thanks for the call. As we discussed, attached is the revised application table. I moved the 10,000 sq ft to future for
Ponds B, C and D.
Let me know if you need anything else or have any questions.
Brian
Brian Lowther, P.E.
Project Engineer
Amec Foster Wheeler Environment & Infrastructure
4021 Stirrup Creek Drive, Suite 100
Durham, NC 27703
Direct [phone]
Email [e-mail]
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2ND RADIO BATTALION COMPLEX
OPERATIONS CONSOLIDATION (P1280)
MCB CAMP LEJEUNE, NC
STORMWATER MANAGEMENT REPORT
(STORMWATER ROUTING AND CALCULATIONS)
Prepared for:
Marine Corps IPT
Building Z-140, Room 104
9324 Virginia Avenue
Norfolk, VA 23511-3095
Prepared by:
Amec Foster Wheeler Environment & Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, NC 27703
NAVFAC Project Number: N40085-14-D-8406 TO 0007
Amec Foster -Wheeler Project Number: 6466155024.0001
February 20, 2017
A
:m SEAL
03912j1
i��gNl r i 1 La
Brian C. Lowther PE
Water Resources Engineer
Amec Foster Wheeler Environment B Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
Licensure: NC Engineering F-1253; NC Geology C-247
Y-P
44V
amec
foster
wheeler
ZCEIVE
FEB 2 2 2091 0
Tel —[phone]
Fax — [phone]
vmnv.amecfw.com
Q2016 Amec Foster Wheeler. All Rights Reserved.

Stormwater Management Report for 2"d Radio Battalion Facility U
m
Camp Lejeune, North Carolina aec
February 2017 foster
wheeler
TABLE OF CONTENTS
PAGE
1.0 PURPOSE.......................................................................................................................1
2.0 SITE DESCRIPTION.......................................................................................................1
3.0 STORMWATER MANAGEMENT ...........................
3.1 Design Calculations for BMP Volumes ...............
3.1.1 Water Quality Volume Calculations..........
3.2 Evaluation of Infiltration Basin and Sandfilter .....
3.2.1 Infiltration Basin .......................................
3.2.2 Sandfilter..................................................
3.2.3 Outlet Control Structures ..........................
Ill
4.0 HYDROLOGIC MODELING............................................................................................7
5.0 EVALUATING COMPLIANCE WITH EXISTING WET POND PERMIT ...........................8
6.0 DRAINAGE DESIGN.....................................................................................................10
6.1 Storm Sewer System................................................................................................10
6.2 Culverts.....................................................................................................................11
7.0 CONCLUSION..............................................................................................................11
8.0 CLOSURE.....................................................................................................................11
LIST OF TABLES
Table 3.1 - Stage -Storage for Infiltration Basin ..................................
Table 3.2 - Stage -Storage for Sand Filter above the Internal Weir ....
Table 5.1 - Permitted Drainage Area Parameters ..............................
Table 5.2 - Design Drainage Area Parameters ..................................
Amec Foster Wheeler Environment B Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
Licensors: NC Engineering F-1253; NC Geology C-247
......................................4
......................................5
......................................8
......................................9
¢EB 2 � 2p17
Tel — [phone]
Fax— [phone]
vmnv.amecf v.com
02016 Amec Foster Wheeler. All Rights Reserved

ATP
Stormwater Management Report for 2ne Radio Battalion Facility U
Camp Lejeune, North Carolina amec
February 2017 foster
wheeler
LIST OF APPENDICES
Appendix A Figures
Appendix B Runoff Coefficient and Drainage Area Calculations
Water Quality Volume Calculations and Sand Filter Design
Soils Report
Hydraflow Output
Ditches/Swales Reports
Culvert Reports
Storm Sewer Analysis
Storm Sewer Profiles
HydroCAD Output - Infiltration Basin and Sand Filter — 10 yr 24 hr
Outlet Protection Calculations
Amec Foster Wheeler Environment B Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
Licensure: NC Engineering F-1253: NC Geology C-247
Page ii
TtFEB 2 2 V17
Tel — [phone]
Fax — [phone]
wwW.amecfW.com
02016 Amec Foster Wheeler. All Rights Reserved.

Stormwater Management Report for 2nd Radio Battalion Facility ameC (�
Camp Lejeune, North Carolina foster
February 2017
wheeler
1.0 PURPOSE
The purpose of this report is to present a method for regulating stormwater run-off from 2nd Radio
Battalion in Camp Lejeune, NC, in accordance with standard engineering practices and methods
of analysis for stormwater management in the State of North Carolina and all applicable UFC
codes. The method will prevent increase in runoff from the development from adversely impacting
downstream conditions.
Due to the location of the site, the project is covered under North Carolina's State Stormwater
Program. Phase 1 of this project has an existing stormwater permit (Permit No. SW8110906) and
all new developments that fall within the limit of the existing permit will have to comply with the
conditions and requirements of this permit.
This project is subject to the Low Impact Development (LID) requirements outlines in UFC 3-210-
1 (1 July 2015). LID is a stormwater management strategy designed to maintain site hydrology
and mitigate the adverse impacts of stormwater runoff and nonpoint source pollution. To meet the
LID requirements, the site will provide grass areas to promote infiltration and treat stormwater
onsite with an infiltration basin, a sand filter, and utilize an existing wet detention basin. Technical
constraints for this site include high groundwater table and low infiltration rates in areas of the
site.
The stormwater BMP's were designed to meet the EPA -established guidelines in Section 438 of
the Energy Independence and Security Act (EISA) of the ninety-fifth percentile storm event
(approximately 2.50 inches of rain) from new built upon areas and the State Stormwater
requirement (Coastal County) of 1.5 inches. The BMPs were designed for the largest water quality
volume for the storm events. The new development also meets pre- vs post- runoff control
requirements for the design storm event.
2.0 SITE DESCRIPTION
The site of the proposed development is located in the north Wallace Creek area of Camp
Lejeune, NC in Onslow County. Refer to Figure 1 (Appendix A) for the Site Vicinity Map. The
total area to be developed is separated into two areas by Battalion Complex Road (BCR). The
area east of BCR is partially developed and consists of a number of buildings supporting
ANGLICO and 2nd Intel Battalion, driveways, parking, landscaped areas, and the associated
utilities. An inactive landfill borders the eastern section of this development. This area is drained
by a series of pipes and a ditch that discharges into an existing wet pond.
Stormwater management for 2nd Radio Battalion, Phase I was taken into consideration in design
of the existing wet pond subject to the conditions of the approved pond permit. The area west of
BCR is wooded with medium to thick underbrush. It has rolling terrain with slopes ranging from 1
to 10%. Located between this area and BCR is a 200-foot wide utility easement containing Duke
Energy transmission lines, a Piedmont Natural Gas main, an overhead electric distribution line,
and a sanitary force -main.
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Wetlands have been identified southeast of the site and the site is not located within a 100-yr
floodplain based on FEMA Flood Insurance Maps 3720530400J and 3720438400J, 11/03/05. The
latest version of the United States Department of Agriculture Soil Conservation Service Soil
Survey of Onslow County, North Carolina map indicates that the on -site soils are primarily
Baymeade fine sand with lesser amounts of Marvyn loamy fine sand and Pactolus fine sand —
which are classified as Hydrologic Soils Group A, B, and A/C respectively.
3.0 STORMWATER MANAGEMENT
A total of approximately 19.95 acres will be disturbed for the proposed development, separated
into two areas by Battalion Complex Road (BCR). Development to the east of BCR and south of
the existing Intel Ops facility consists of two new buildings (P1280), driveways, parking,
landscaped areas and the associated utilities. Stormwater management for the new development
in this area was taken into consideration in the design of the existing wet pond subject to the
approved permit conditions (Permit No. SW8 110906) of the pond. The new development
complies with the permit conditions as shown in Tables 5.1 and 5.2 in Section 5 below. The table
provides a comparison of the relevant permitted design parameters to the proposed design
parameters.
The total area west of BCR with the new parking lot has two existing drainage basins, 6.19 and
11.56 acres respectively. One basin drains in a southeasterly direction to upstream of the culvert
that convey surface runoff across BCR to the wetlands downstream. The other basin drains in a
northwesterly direction upstream of the 18"RCP that convey surface runoff in westerly direction
across Wallace Creek Road. Wallace Creek is the receiving stream for the development and the
stream class is SB NSW.
The proposed infiltration basin and sand filter will attenuate post -development peak flows to
values that are less than the pre -developed. The site plan on sheets CS-101-105 show the
location of the infiltration basin and sand filter. To effectively model stormwater BMPs, the post
developed drainage basins are shown on CG-101-103. Provided in Appendix B are detailed
calculations for Runoff Coefficient. Preliminary Time of Concentration (Tc) calculations indicated
that post development Tc values would be close to the minimum of 5 minutes; therefore, for
conservatism, time of concentration values were maintained at the minimum of 5 minutes for this
analysis for post developed conditions. Figure 2 illustrates basin delineation for Pre- developed
basin conditions.
From our analysis, the projected post -development peak flows are less than the post -
development peak flows for the 1-year 24 hour event. The development also complies with the
conditions of the permit (Permit No. SW8 110906) for the existing wet pond.
3.1 Design Calculations for BMP Volumes
3.1.1 Water Quality Volume Calculations
The following calculation was used to compute the minimum water quality volume ((...Wov .
WQv = 3630 x Rd x R. x Aa
245�
2
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WQ� = Water Quality Volume (ft3)
Rd = Design storm rainfall depth (in)
R, = Volumetric Runoff Coefficient = 0.05 + (1) x (0.9)
1 = Imperviousness (ratio)
As = Area Draining to Wet Pond or LID BMP
Imperviousness (1) obtained by dividing the total paved/impervious area by the total area that
drains directly into the BMP.
3.2 Evaluation of Infiltration Basin and Sandfilter
3.2.1 Infiltration Basin
Infiltration Basin Design Calculations:
Drainage area (DA) = 1.66 acres
Impervious Area = 0.68 acres
Percentage Impervious (1) = 0.68/1.66 = 0.4096= 40.96%; Use I = 0.41
Minimum required water quality volume (WQv) based on the 95th percentile rainfall (2.50 in.)
Rv = 0.05 + (1)*(0.9)
Rv = 0.05 + 0.41 *(0.9)
Rv = 0.42
WQv = 3630*RD*Rv*A
WQv = 3630*2.5*(0.42)*(1.66)
Therefore, WQv (required) = 6,307.13 CF
Minimum required storage for the Coastal Stormwater rules (1.5 in) and oversized to waive offline
bypass and vegetated filter strip requirements
The NC BMP Manual states "To waive both the offline bypass and vegetated filter strip
requirements in a single infiltration system, the applicant must provide active storage volume in
the system for 2.5 times the regulated design storm and infiltrate that volume within 5 days using
a soils infiltration rate of one-half the infiltration rate reported in the soils report."
Rv = 0.05 + (1)*(0.9) 9)tit1
Rv = 0.05 + 0.41*(0.9) �—
Rv = 0.42 FEB 2 2 2�i7
WQv = 3630*RD*Rv*A
WQv = 3630*1.5*(0.42)*(1.66) -
Therefore, WQv (required) = 3,784.28 CF * 2.5 = 9,460.69 CF 6V;
Storage volume required for the Coastal Stormwater rules (1.5 in) and oversized to waive offline
bypass and vegetated filter strip requirements is greater than volume for 95th percentile rainfall
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(2.50 in.), therefore, the infiltration basin is designed for the water quality volume of at least 9,461
CF at Flev. 26.54 ft.
Evaluation of the infiltration basin shows that it has adequate storage for water quality and 2.20
ft. freeboard to the top of basin at Elev. 27.5' for the 10 yr storm event with half the infiltration rate
incorporated per DEQ Guidance Manual (See plan view on CG-101). The storage surface area
for the basin is 7,386 ft2 at Elev. 26.60 ft.
A detailed description of the OCS is provided in section 3.2.1 below.
Infiltration Basin Design Calculations:
Table 3.1, shows the stage -storage relationship for the infiltration basin.
Table 3.1 - Stage -Storage for Infiltration Basin
�24.5
2,248
0.00
25
3,371
1,405
25.5
4,543
3,383
26
5,823
5,975
26.5
7,084
9,202
27
8,594
13,121
27.5
9,187
17,567
Solve for Dewatering Time:
A=V/2*(K*T)
where:
A = effective infiltrating area (ft2)
V = volume of water requiring infiltration (ft3)
K = hydraulic conductivity of soil (in/hr) one-half the infiltration rate reported in the soils report
T = dewatering time (days)
2,248.04 ft2 = 9,925 ft3 / 2 * (1.295 * T)
T= 1.70 days
3.2.2 Sandfilter
Below is the calculation for the 95th percentile rainfall (2.50 in. The calculation for the Coastal
Stormwater rules (1.5 in) design storm is in Appendix B.
Sand filter Design Calculations:
Drainage area (DA) flowing into Sand Filter = 5.25 acres
Impervious Area = 4.00 acres
Percentage Impervious (1) = 5.25/4.00 = 0.7619 = 76.19%; Use I = 0.76
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Minimum required water quality volume (WQv) based on the 95th percentile rainfall (2.50 in.)
Rv = 0.05 + (1)*(0.9)
Rv = 0.05 + 0.76*(0.9)
Rv = 0.74
WQv = 3630*RD*RV*A
WQv = 3630*2.5*(0.74)*(5.25)
Therefore, WQv (required) = 35,052.19 CF
Adjusted WQv = WQv * 0.75 = 35,052.19 CF * 0.75 = 26,289.14 CF
Evaluation of the Sand Filter shows that it has adequate storage for water quality volume with a
minimum 1.00 ft. freeboard to the top of pond and bypass elevation of 20.6' (See plan view on
CG-101 and details on C-513). The total storage volume in the sand filter above the weir elevation
is 27,301 ft3. A diversion box in the forebay of the sand filter is designed to divert flows in excess
of minimum active storage volume at elevation 20.6'. This sand filter is designed to completely
drain the BMP design volume within 40-hours. A detailed description of the OCS (Diversion Box)
is provided in section 3.2.6 below. Table 3.2 shows the total stage -storage relationship for the
sand filter (main pond and sediment chamber above the weir elevation).
Table 3.2 - Stage -Storage for Sand Filter above the Internal Weir
8.236
0
18
19
10,144
9,190
20
11,605
20,065
21
13,123
32,429
22
14,697
46,339
23
16,328
61,851
Provided below is a summary of the minimum required areas for the sedimentation chamber and
sand filter bed. Detailed calculations for the minimum required areas for the sedimentation
chamber and sand filter bed have been provided in Appendix B.
Minimum area for sedimentation chamber As = 2,313.44 SF. Provided As = 4,118 SF
Minimum area for sand filter bed = Af = 2,262.40 SF. Provided Af = 4,118 SF
These are minimum areas - larger sand filters are acceptable.
3.2.3 Outlet Control Structures
The infiltration basin is designed 2.5 times the 1.5" water quality volume and infiltrates that volume
within 5 days using a soils infiltration rate of one-half the infiltration rate reported in the soils report.
Volume over 2.5 times the water quality volume will discharge through a 2ft x 3ft drop inlet style
overflow structure 'ZQ, Eiv �
FEB 2 2 VA7
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For the sand filter, a diversion box is designed to send all of the flow from rainfalls event into the
BMP until the BMP design volume has been reached, at which point the flow splitter starts to
divert a portion or all of the additional flow around the BMP. An infiltration rate of 3.5 ft/day or 1.75
in/hr is assumed for the filter bed. The BMP design volume is based the water quality volume
(WQv) using the 95th percentile rainfall depth.
Due to low infiltration rates in the subgrade, underdrains are provided in the sandfilter to facilitate
drainage and prevent clogging of the soil media and these underdrains are connected to the
sandfilter OCS's.
The number of pipes needed for the underdrain system was determined using the following 4-
step process from the DEQ BMP manual.
1. Determine flow rate through the soil media and apply a safety factor of 2 (this is now the
underdrain design flow, Q).
Estimated infiltration rate for media — 1.75 in/hr
3,509.7 ft2 x 1.75 in/hr x (1 ft/ 12 in) x (1 hour/3,600 sec) = 0.14 cfs
By providing the safety factor (2) the flowrates becomes = 0.28 cfs.
2. Use the following equation: Use the following equation: D — 16(Qosl(a) Where D =
s
Diameter of single pipe, n = roughness factor (recommended to be 0.011), s = internal
slope (recommended to be 0.005). Units: Q (cfs), D (in).
Find diameter of single pipe for the sand filter. (n of 0.011 was used for PVC)
0.28*0.011 (8)
D = 16 = 4.94 inches
oos� 6
3. The only unknown is D. This is the diameter of a single pipe that could carry all the water
were it to be the only underdrain. Pipe diameters are typically either 4 inches or 6 inches.
Table 5-1 from the manual converts "D" (in inches) to an equal number of 4 or 6 inch
underdrains at 0.5% slope.
Table 5-1
Number of Pipes Required in the Underdrain
If D is less than
# of 4" pipes
If D is less than
# of 6" pipes
5.13
2
7.84
2
5.95
3
9.11
3
6.66
4
10.13
4
7.22
5
7.75
6
8.2
7
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4. With D = 4.94, the sandfilter will need (2) 4" pipes. Therefore, the sandfilter has (2) 4"
pipes
The drawdown calculation for the sandfilter is shown in Appendix B.
4.0 HYDROLOGIC MODELING
The Rational method was used to determine the stormwater runoff from the site for the 1-year
Pre and Post peak flow rates, using NOAA Atlas 14 Precipitation Data for Onslow County where
Camp Lejeune is located.
Peak Flow Calculations
These were completed for the 1-yr, 24-hr rainfall depth using the rational method.
Rational Equation: Q=ciA
The Rational equation requires the following units:
Q = Peak discharge, cfs
c = Rational method runoff coefficient
i = Rainfall intensity, inch/hour
A = Drainage area, acre
Infiltration Pre -Development
c = 2.26 (0.2) / (2.26) = 0.2
i = 0.15 inch/hour
A = 2.26 acres
Q = 0.2*0.15*2.26 = 0.07 cfs
Infiltration Post -Development
c = 0.68 (0.9) + 1.58 (0.2) / (.68+1.58) = 0.41
i = 0.15 inch/hour
A = 2.26 acres
Q = 0.41*0.15*2.26 = 0.14 cfs
Post -Development flow was routed in HydroCAD using the rational method through the infiltration
basin and taking into account exfiltration at'/z the infiltration rate of 2.59 in/hr over the surface
area of the basin (2817.46 sq ft) the basin results in no discharge from the basin (0.0 cfs).
Attached is the HydroCAD report for the model.
Sandfilter Pre -Development
c=1.4(0.9)+4.79(0.2)/(1.4+4.79)=0.39
� � -7\
jN1
i = 0.15 inch/hour
A=6.19acres
9Gnt
:, FE622
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Q = 0.39*0.15*6.19 = 0.36 cfs
Sondfil ter Post -Development
c = 4.07 (0.9) + 1.58 (0.2) / (4.07+1.58) = 0.70
i = 0.15 inch/hour
A = 5.65 acres
Q = 0.70*0.15*5.65 = 0.29 cfs
Post -Development flow was routed in HydroCAD using the rational method through the sandfilter
resulting in a discharge rate of 0.14 cfs. Attached is the HydroCAD report for the model.
5.0 EVALUATING COMPLIANCE WITH EXISTING WET POND PERMIT
In reference to the approved permit (Permit No. SW8 110906) for the existing wet pond (Pond A)
at Camp Lejeune, the relevant conditions that apply to our development are as follows, otherwise
requiring modification of the existing permit:
1. For any future development the total area draining to existing wet pond should not exceed
22.48 acres
2. The total built-up area draining to pond should not exceed 601,893 S.F.
Table 5.1 below provides a breakdown of drainage areas from the existing approved permit for
the wet pond and Table 5.2 provides a breakdown of drainage areas from our current design for
comparison purposes.
Table 5.1 - Permitted Drainage Area Parameters
Land Use
Pond A
[�Amrea per approved permitted cr7es
Drainage Area to Existing Wet Pond
22.48 acres
Land Use Distribution (impervious Surface Area
Area As Permitted ft2
On -site Buildings/Driveways
89,378
Onsite Streets & Curbing
130,913
On -site Parking
280,810
On -Site Sidewalks
10,793
Other on -site future im erviousness
90,000
Off -site
0
Total
601,894
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Table 5.2 - Design Drainage Area Parameters
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Land Use
Drainage Area to wet pond
Area per current design (q_cres)_
23.4 acres 1,019,945 ft2
Land Use Distribution (impervious Surface Area
Areas per current design ft2
On -site Buildings
77,171
Onsite Streets
45,664
On -site Parking
58,346
On -Site Sidewalks
21,072
Other on -site concretepavement)
18,000
Future
1 3,649
Off -site
0
i
Existin BUA'
403,785
Total
1 14.3 acres 627,687 ft2
*Represents existing buildup area that will remain after development.
Tables 5.1 and 5.2 above, show that the total area draining to the existing wet pond and the total
paved area/BUA from our design is greater than maximum values approved in the existing permit
for the wet pond. Therefore, the revised calculations that show the existing pond is adequately
sized are provided below. The permit will be modified but there are not proposed improvements
to the existing wet pond.
Minimum required water quality volume (WQv)
Drainage area (DA) = 23.4 acres
Impervious Area = 14.3 acres
Percentage Impervious (1) = 627,687 112/1
Rv = 0.05 + (1)*(0.9)
Rv = 0.05 + 0.615*(0.9)
Rv = 0.6035
WQv = 3630*RD*RV*A
WQv = 3630*1.5*(0.6035)*(23.4)
Therefore, WQv (required) = 76,894 ft3
019,945 ft2 = 0.615 = 61.5%; Use I = 0.615
The existing wet pond has adequate storage for the water quality volume with an existing
storage volume 76,991 W.
The existing average depth is 4.22 but the impervious percentage and drainage area increased;
therefore, a revised SA/DA calculation was completed. The Ratio SA/DA for an average depth of
4ft and 61 % impervious is 5.37% (0.0537), with reference to interpolated numberlfrom Table 10-
2, Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 901P& cent TSS
r1{ G
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Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll, 1986 (NCDENR
Stormwater BMP Manual, Chapter Revised 06-16-09):
Where SA = Surface area at permanent pool elevation; and DA = Drainage Area.
Therefore required permanent pool area = (0.0537)*(1,019,945 ft') = 54,771.05 ft'
Total area at the existing permanent pool elevation (Elev. 6.4 ft.) = 67,603 ft'
Therefore, the existing wet pond has sufficient surface area and volume to remove 90
percent of total suspended solids from the drainage area with the proposed additions.
The existing outlet control structure for the wet pond consists of a 4 in orifice at Elev. 13.0' with
the top of the riser at Elev.14.2'. Provided below are calculations to verify the draw -down of the
WQv based on the existing orifice size.
d = 0.33 ft. = 4" WQ Orifice @ Elev. 13.0 ft.
A = Area of Orifice, ft2
A = Pi*(d2)/4; d2 = 0.11;
A = 0.0873
Q = Flow through orifice, cfs
Q = 0.6*A*[(2*32.2*(H/3))A0.50]
H = Height above the centroid of the orifice, ft.
Q = 0.6*0.0873*[(2*32.2*(1.03/3))A0.50]
Q = 0.246 cfs
Q = WQv/t or t = WQv/Q
WQv = Water Quality Volume, ft'
t = time, sec
t = 76,991 ft3/0.246 cfs
t= 312,971 secs, 86.9 hours, or 3.62 days
6.0 DRAINAGE DESIGN
6.1 Storm Sewer System
The storm sewer for the proposed parking lot were modeled using the Hydraflow Storm Sewers
Extension for AutoCAD. The drainage areas were delineated in AutoCAD using the topographic
survey data and knowledge from recent site visits. Runoff coefficients were determined in
Hydraflow by impervious and open areas for each drainage area. Time of concentrations (Tc)
were calculated with TR-55 methods in Hydraflow as shown in Table 4.1. Calculations indicate
that the proposed storm drain system is adequately sized for a 10-year design storm. The storm
sewer network draining into the Sand Filter was run with both the (d/2 + D)/2 tailwater condition
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as well as a full condition with water at Elev. 21. The model with tailwater at 21.0' shows
pressurized flow; however, no surcharge is present at grade, and the flow is contained within the
structures. The modeling results and profiles are included in Appendix B.
6.2 Culverts
Culverts for the site were modeled using the Hydraflow Storm Sewers Extension for AutoCAD
similar to the storm sewer system. The modeling results and profiles are included in Appendix
B.
7.0 CONCLUSION
The proposed development does not adversely impact downstream conditions in terms of runoff
volume, flow velocity, and pollution because:
The post -developed peak flow computed at the POA of the basins is less than the
pre -developed values resulting in a reduction in flow velocity and volume at those locations.
This will alleviate or eliminate the potential for flooding and erosion/scouring in downstream
receiving channels and/or water bodies.
The wet pond and LID BMP's will allow most suspended sediments and other pollutants in the
surface runoff from the development to settle, thus improving water quality discharged to
downstream receiving water bodies.
The stormwater management facilities discussed in this report exceeds the standard of care for
control of stormwater runoff from the project site. This development would not adversely impact
downstream conditions.
8.0 CLOSURE
This report is based on, and limited by, the interpretation of data, circumstances, and conditions
available at the time of completion of the work as referenced throughout the report. It has been
prepared in accordance with generally accepted engineering practices. No other warranty,
express or implied, is made.
This report has been prepared for the exclusive use of 21d Radio Battalion Complex Operations
Consolidation. Amec Foster Wheeler does not accept any responsibility for the use of this report,
in whole, or in part, for any purpose other than that intended or to any third party for any use
whatsoever.
Amec Foster Wheeler appreciates the opportunity to provide 2nd Radio Battalion with this
information. If additional information is required, please contact Brian Lowther, PE, at 919-765-
9985 or [e-mail].
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amec foster wheeler ��° COMMAND - MIDATLANTIC VICINITY MAP COMPLEX OPERATIONS FIGURE 1
CONSOLIDATION

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amec
U
foster
wheeler
Runoff Coefficient and Drainage Area Calculations

Paved and Landscaped Areas draining into Sandfilter and Infiltration Practice
Sand Filter
Total Area ac
Total Area SF
Impervious (ac)
Impervious (ac)
Landscaped
Landscaped (ac)
Runoff Coeffient
Basin Bl
0.61
26571.6
0
0.00
26571.60
0.61
0.20
Basin B2
0.47
20473.2
17025
0.39
3448.20
0.08
0.78
Basin B3
0.77
33541.2
27515
0.63
6026.20
0.14
0.77
Basin B4
0.66
28749.6
25200
0.58
3549.60
0.08
0.81
Basin B5
0.23
10018.8
9409
0.22
609.80
0.01
0.86
Basin B6
0.95
1 41382.0
36009
0.83
5373.00
0.12
0.81
Basin B7
0.75
32670.0
28690
0.66
3980.00
0.09
0.81
Basin B8
0.39
16988.4
14418
0.33
2570.40
0.06
0.79
Basin 89
0.42
18295.2
15974
0.37
2321.20
0.05
0.81
TOTALS
5.25
228690.0
174240
4.00
54450.00
1.25
Infiltration Basin
Basin C-1
1.66
72309.6
29621
0.68
42553.60
0.98
0.49
TOTALS
1.66
93566.9
29621
0.68
63810.88
1.46
Bypassing Areas to culverts
Basin F-6
0.49
21344.4
0
0.00
21344.40
0.49
0.20
Basin F-4
0.81
35283.6
3187
0.07
32096.60
0.74
0.26
Basin F-2
0.71
30927.6
778
0.02
30149.60
0.69
0.22
TOTALS
2.01
875SS-6
3965
0.09
83590.60
1.92
D-2 CULVERT TO WETLANDS
2.69
117176.4
0
0
117176.40
2.69
0.2
Total Area to Sand Filter
Totallmpevious
Percent Impervious
228690.00 5.249979
174240.00 3.999984
76.19%
m 0 w
N M
N
O

Paved and Landscaped Areas draining into Pond A
e e 0A jv5�
q
Area
Total Area ac
Total Area SF
Impervious
Impervious (ac)
Landscaped
Landscaped (ac)
Comment
A-1
0.40
17424.07
13217.31
0.30
4206.76
0.10
A-2
0.37
16117.26
10418.56
0.24
5698.70
0.13
A-3
0.08
3484.81
47.90
0.00
3436.91
0.08
A-4
0.64
27878.51
18913.39
0.43
8965.12
0.21
A-5
0.44
19166.48
5319.03
0.12
13847.44
0.32
A-6
0.18
7840.93
5708.30
0.13
2132.53
0.05
A-7
0.23
10018.84
6936.10
0.16
3082.74
0.07
A-8
0.36
15681.66
11750.63
0.27
3931.03
0.09
A-8.1
0.19
8276.43
3064.82
0.07
5211.61
0.12
A-8.2
0.20
8712.03
2481.38
0.06
6230.66
0.14
A-9
0.63
27442.91
22146.12
0.51
5296.79
0.12
A-10
0.25
10890.04
8683.37
0.20
2206.67
0.05
A-11
0.74
32234.53
31486.55
0.72
747.98
0.02
A-12
0.59
25700.50
11540.34
0.26
14160.16
0.33
A-13
0.00
0.00
0.00
0.00
0.00
0.00
not used as inlet (JB only)
42 cfs = Q at capacity here
A-14
1.08
47044.99
38970.51
0.89
8074.49
0.19
A-15
0.43
19730.87
3325.91
0.08
15404.96
0.35
DIRECT DRAINAGE TO
WEST FOREBAY POND
SW -Al
2.86
124582.10
78799.18
1.81
45782.92
1.05
Drainage to FES-Ai
SW-A2
0.62
27007.31
9086.04
0.21
17921.27
0.41
No Inlet, Direct Flow of
SW-A2 into Forebay
SW-133
2.74
119354.88
400.00
0.01
118954.88
2.73
DISCHARGE TO
WETLANDS FROM FES D-1,
includes drainage from F-2
and D-2 areas plus sand
filter outflow
Gl
3.36
146362.19
126459.34
2.90
Draining to anglico 36"
G2
1.20
52261.57
44213.40
1.01
Draining to anglico 36"
G3
0.62
26799.04
25862.67
0.59
Draining to anglico 42"
G4
5.01
218236.47
128933.63
2.96
D2 IN ANGLICO
GS
2.94
128051.57
16673.47
0.38
EAST SIDE POND A piped
inflow and direct drainage
Total
1 30.06
1 1309620.19
715649.10

amec
U
foster
wheeler
Water Quality Volume Calculations and Sand Filter Design

Water Quality Volume Calculations (2.5" runoff) - Infiltration Basin
On-siteArea
Total On -site Basin
As=
1.66
Acre
Impervious Area
TIA=
0.68
Acre
% Impervious
1=
0.4096
0.41
95%Strom Event
Weighted Volumetric Runoff Coefficient
Rv=
0.05+Ix(0.9)
Rv =
0.05 +
0.41 x (0.9)
Rv =
0.42
Water Quality Volume Required
WQv=
3630*Rp*Rv*A
WQv =
3630 * 2.5 *
0.42 * 1.66
WQv =
6307.13 cf
1.5" Storm Event
Weighted Volumetric Runoff Coefficient
Rv=
0.05+Ix(0.9)
Rv =
0.05 +
0.00 x (0.9)
Rv =
0.42
Water Quality Volume Required
WQv=
3630*RD*Rv*A
WQv=
3630 * 1.5 *
0.42 * 0
WQv=
3784.28 cf
To waive both the offline bypass and vegetated filter strip requirements in a EC E OVE
single infiltration system, the applicant must provide active storage volume in
the system for 2.5 times the regulated design storm and infiltrate that volume FEB 2 2 2017
within 5 days using a soils infiltration rate of one-half the infiltration rate
reported in the soils report. BY:
WQV = 3784.28 CF
WQV*(2.5) = 9460.6875 CF
Therefore, 9,460.69 CF is greater than the 95% storm volume and the BMP will be sized for 1.5" x 2.5 to wave
the bypass and filter strip.

Drawdown based on min. infiltration rate
Solve for Dewatering Time:
A=V/2*(K*T)
where:
A = effective infiltrating area (ft2)
V = volume of water requiring infiltration (ft3)
K = hydraulic conductivity of soil (in/hr) one-half the infiltration rate reported in the soils report
T = dewatering time (days)
2,248.04 ft2 = 9,925 ft3 / 2 * (1.295 * T)
T= 1.70 days
C ,11E
FEB 2 2 26V
syl� -

Water Quality Volume Calculations (1.5" runoff) - Sandfilter
On-siteArea
Total On -site Basin As= 5.25 Acre
Impervious Area TIA= 4.00 Acre
Impervious 1= 0.76
Weighted Volumetric Runoff Coefficient
Rv =
Rv =
Rv =
Water Quality Volume Required
WQV =
WQV =
WQV =
Recommended treatment: Sand Filter
WQV = 21031.31 CF
WQV (adjusted) _ (0.75)(WQV) _
0.76
0.05+Ix(0.9)
0.05 + 0.76 x (0.9)
0.74
3630 * Rp * Rv * A
3630 * 1.5 * 0.74
21031.31 cf
15773.48 CF
5.25
Maximum Head on Sand Filter = hMaxFilter(ft)
This head is typically measured from the top of the overflow weir which separates the sediment
chamber from the sand chamber, to the top of the sand and should be no more than 6 feet. Choose
the maximum head so that the following equation is true:
hMaxFilter(ft) = WQV Adj (ft')
A,: Surface area of the sedimentation basin (ft')
At: Surface area of the sand filter (ft')
hA(ft) = WQV Adi (ft 3)
As(ft') _-Qo(ft3/sec)/w(ft/sec)*In(1-E)

Qo (ft'/sec) = (WQv/24)*(1/3600) = 0.183 cfs
E = Trap efficiency of the chamber = 0.9 (unitless)
w = Settling Velocity = 0.0004 ft/sec
Assume that the particles collected by the filter are 20 microns in diameter
As = = 0.066WQV = 1388.07 ftZ
Af(ft2) = (WQV)(cIF)/(k)(t)(hA+cIF)
dF = Depth of sand filter bed, (ft). This should be a minimum of 1.50 ft.
K: Coefficient of permeability for sand filter bed = 3.50 (ft/day)
t: time required to drain the WQV through the and filter bed (day).
This time should be 40 hours (1.66 days). Center for Watershed Protection, 1996.)
assuming 3 foot max head, average at 1.5
Af(ft2) = (WQV)(dF)/(k*t*(hA+dF))=
(35052.19)(1.5)/((3.5)(1.66)(1.3+1.5)) = 1939.20 ft'
As +Af = 3327.27 ftZ
Max Filter Head = 2.60 ft
Average Filter head = 1.3 ft
Drawdown within 40 hours - solve for t with Af = 4,117.8 ft, df = 2ft to include washed stone per design
t = 21,031.31*2/((4117.8*(1.3+1.5)*3.5))
Drawdown = 1.04 days
Drawdown = 25.02 hours

Water Quality Volume Calculations (2.5" runoff) - Sandfilter
On-siteArea
Total On -site Basin As= 5.25 Acre
Impervious Area TIA= 4.00 Acre
Impervious 1= 0.76
Weighted Volumetric Runoff Coefficient
Rv =
Rv =
Rv =
Water Quality Volume Required
WQv =
WQV =
WQV =
Recommended treatment: Sand Filter
WQV = 35052.19 CF
WQV (adjusted) _ (0.75)(WQV) _
0.76
0.05 + I x (0.9)
0.05 + 0.76 x (0.9)
0.74
3630 * Rp * Rv * A
3630 * 2.5 * 0.74
35052.19 cf
26289.14 CF
5.25
Maximum Head on Sand Filter = hM,„Fill,r(ft)
This head is typically measured from the top of the overflow weir which separates the sediment
chamber from the sand chamber, to the top of the sand and should be no more than 6 feet. Choose
the maximum head so that the following equation is true:
hMa„Nter(ft) = WQv Adj (ft3)
A,: Surface area of the sedimentation basin (ftZ)
At: Surface area of the sand filter (ftZ)
hA(ft) = WQV Adj (ft3)
As(ftZ)=-Qa(ft3/sec)/w(ft/sec)*ln(1-E)

0
0 (ft3/sec) = (WQv/24)*(1/3600) =
0.304 cfs
E = Trap efficiency of the chamber = 0.9 (unitless)
w = Settling Velocity = 0.0004 ft/sec
Assume that the particles collected by the filter are 20 microns in diameter
As = = 0.066WQV =
Af(ft) = (WQV)(dF)/(k)(t)(hA+dF)
2313.44 ft2
dF = Depth of sand filter bed, (ft). This should be a minimum of 1.50 ft.
K: Coefficient of permeability for sand filter bed = 3.50 (ft/day)
t: time required to drain the WQV through the and filter bed (day).
This time should be 40 hours (1.66 days). Center for Watershed Protection, 1996.)
assuming 3 foot max head, average at 1.5
Af(ft2) _ (WQV)(dF)/(k*t*(hA+dF))=
(35052.19)(1.S)/((3.5)(1.66)(1.3+1.5)) =
As +Af = 5545.45 ft2
Max Filter Head =
Average Filter head =
3232.01 ft2
2.60 ft
1.3 ft
Drawdown within 40 hours based on 3.50 ft/day and 3.0 ft maximum head
Drawdown = 0.74 days
Drawdown = 17.83 hours

2n0 Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 6 of 14
The soils in this province are typically of those laid down in a shallow sloping sea bottom; sands,
silts and clays with irregular deposits of shells. Some of the existing formations contain
predominantly plastic clays interbedded with strata of sands and poorly consolidated limestones.
Others contain predominantly sands and chalky or porous limestones with local lenticular deposits
of highly plastic clays.
Subsurface Conditions
In the area of the proposed structures, approximately 5 to 24 inches of organics laden soil was
encountered at the surface in the majority of the borings. Beneath the organics laden soil material,
uncontrolled fill was encountered in the majority of the borings ranging in thicknesses of 0.5 to 5.0
feet. Natural soils encountered beneath the fill consisted mainly of poorly graded fine sands with
varying fines contents (USCS symbols SC, SM, SP-SM, SP-SC, SW, SP). The upper 15 feet of the
soil profile is comprised of loose to medium dense sands. Below 15 feet the density of the sands are
highly variable ranging from very loose to dense. A very loose layer of sand was encountered at a
consistent elevation of -20 feet in the majority of the borings and was typically around 5 feet in
thickness.
Natural soils consisting of silty and clayey sands to clean sands were encountered in all of the
borings performed in the proposed surface parking area. In the majority of the borings the density of
the sands encountered was very loose to loose. Below elevation 15 feet, some borings encountered
medium dense to dense sands. A thin, low plastic clay layer typically 2 feet in thickness was
encountered in Borings B-13, B-14 and B-19. Elevations of the clay layer ranged from 23.4 feet to
18.5 feet.
Groundwater Levels
Groundwater measurements were taken at the end of drilling operations in borings performed using
hollow stem auger techniques (Borings B-13 through B-22). No groundwater was encountered at the
end of drilling operations in these borings with the exception of Borings B-13 and B-18 in which
groundwater was encountered at 5.1 and 4.9 feet below ground surface, respectively.
Measurements were not taken immediately after drilling in borings in which mud rotary techniques
were used due to the use of drilling slurry. Based on the observed moisture condition of the soils in
the borings and the historical reports, it is estimated that the water table in the building areas is
approximately elevation 18 feet. Fluctuations in the location of the groundwater table may occur
depending on variations in precipitation, evaporation and surface water runoff. Water could also be
perched on less permeable layers.
Soil Infiltration Rates
Soil infiltration rate (Ksat) measurements were conducted with a Guelph Permeameter (GP). Test
locations evaluated included Soil Borings (SB) SB-3 within proposed sand filter areas and NB-1
and NB-2 within proposed infiltration basin areas. The K.t measurements were conducted in the
unsaturated material above the apparent water table (if observed) on December 2 and 3, 2015,
May 25 and 26, 2016, June 3, 2016 and August 4, 2016. These measurements were conducted at
soil depths ranging from 46 to 66 inches BGS. Table 1 summarizes the in -situ Ksat measurements
for each location.

20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 7 of 14
Additional testing locations were performed in the area but are not included in this report. Data
that is not presented in this report was used in early phases of the site design. Data presented in
this report reflects that which is used in the civil site design.
Table 1: In -situ Saturated Hydraulic Conductivity Measurements
Test Location
Approximate
Existing
Grade ft
Depth
(inches BGS)
I
Method
Ksat
cm/sec in/hr
Proposed Sand Filter Areas
SB-3 15.0 1 46 1 In -Situ GP 6.3E-05 0.10
Pro osed Infiltration Basin Areas
NB-1
30.0
66
In -Situ GP
9.6E-03
13.58
NB-2
27.0
30
In -Situ (GP)
1.8E-03
2.59
Seasonal High Water Table
The hand -auger borings were terminated at depths ranging from 44 to 112 inches BGS. SHWT
depths were estimated based on observation of soil characteristics through identification of low
chroma redoximorphic features (mottles) and/or evidence of soil saturation. The low chroma
mottles suggest past conditions of saturation and reducing soil conditions. Evidence of a SHWT
was observed at depths ranging from 56 to greater than 124 inches BGS as indicated in Table 2.
Additional testing locations were performed in the area but are not included in this report. Data
that is not presented in this report was used in early phases of the site design. Data presented in
this report reflects that which is used in the civil site design.
Table 2: SHWT Estimates on November 18 and December 3, 2015, and May 24, 2016
Test Location
Approximate
Existing Grade ft
SHWT Depth (inches
BGS)
AWT Depth
(inches BGS
Proposed Sand Filter Areas
SB-3 15.0 1 44 56
Proposed Infiltration Basin Area
NB-1
30.0
96
>110
NB-2
27.0
112
>124
Recommendations
Approx
Elev. of SHWT
11.33
22.50
17.7
Recommendations developed for this project are based on the information outlined in the applicable
portions of the Unified Facilities Criteria (UFC).
The conditions encountered will allow support of the expected structural loads on shallow depth
footings bearing in undisturbed natural soils or properly placed structural fill. Presented in the
following sections are our recommendations for construction and design of earth supported
structures.

17
amec
U
foster
wheeler
Hydraflow Output
Ditches/Swales Reports
Culvert Reports
Storm Sewer Analysis
Storm Sewer Profiles
HydroCAD Output

SWALE & DITCH CALCULATIONS
SW A-1 TO DI A-12 BETWEEN FENCES
SW A-2 DIRECTLY TO POND A FOREBAY
SW B-3 TO WETLANDS FROM EASEMENT
SW C-1 TO INFILTRATION
SW F-6 TO DI F-6
SW TO FES F-4

Channel Report
Hydranow Express Extension for Autodesk®AutoCADO Civil 3D® by Autodesk, Inc.
SW A-1 TO DI
A-12 BETWEEN FENCES
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 13.50
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.47
Elev (ft)
16.00 -
15.50
15'.00
14.50
14.00
13.50
13.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Oct 4 2016
= 1.01
= 16.47
= 8.12
= 2.03
= 12.33
= 0.65
= 12.08
= 1.07
2 4 6 8 10 12 14 16 18
Reach (ft)
Depth (ft)
2.50
2.00
1.50
1.00
0.50
� e]
-0.50

Channel Report
HydraFlow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
SW-A2 DITCH TO POND A
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.12
Invert Elev (ft)
= 12.00
Slope (%)
= 1.10
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.45
Elev (ft) Section
14.00
13.50
13.00
12.50
12.00
11.50
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Oct 4 2016
= 0.31
= 2.450
= 1.22
= 2.01
= 4.96
= 0.26
= 4.86
= 0.37
1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)
Depth (ft)
2.00
fR4A1
0.50
M
n gn

Channel Report
Hydraflow Express Extension for Autodesk®AutoCADO Civil 3D@ by Autodesk, Inc.
SW-B3 TO WETLANDS
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 13.50
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.67
Elev (ft)
Section
Tuesday, Oct 4 2016
Highlighted
Depth (ft)
= 0.75
Q (cfs)
= 6.670
Area (sqft)
= 3.94
Velocity (ft/s)
= 1.69
Wetted Perim (ft)
= 7.74
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 7.50
EGL (ft)
= 0.79
Depth (ft)
16.00
2.50
2.00
15.50
15.00
1.50
1.00
14.50
14.00
7--E-E
0.50
0.00
13.50
1 z nn
-0 50
2 4 6
8
Reach (ft)
10 12 14 16

Channel Report
Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc.
SW-C-1 DITCH TO
INFILTRATION
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 24.00
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.47
M161H
25.00
24.50
24.00
Section
Tuesday, Oct 4 2016
Highlighted
Depth (ft)
= 0.73
Q (cfs)
= 4.470
Area (sqft)
= 2.33
Velocity (fUs)
= 1.92
Wetted Perim (ft)
= 5.62
Crit Depth, Yc (ft)
= 0.54
Top Width (ft)
= 5.38
EGL (ft)
= 0.79
P!E !EN__
1 2 3 4 5
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
911111,
n an
6 7 8 9 -

Channel Report
HydraFlow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc.
SW F-6 TO DI F-6
Trapezoidal
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 26.58
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.88
Elev (ft)
28.00 -1
27.50
27.00
26.50
26.00
Section
Tuesday, Nov 15 2016
Highlighted
Depth (ft)
= 0.35
Q (cfs)
= 0.880
Area (sqft)
= 0.72
Velocity (ft/s)
= 1.23
Wetted Perim (ft)
= 3.21
Crit Depth, Yc (ft)
= 0.23
Top Width (ft)
= 3.10
EGL (ft)
= 0.37
0 1 2 3 4 5 6 7 8 9
Reach (ft)
Depth (ft)
1.42
I11VX
111MIN
-0.58

Channel Report
HydraFlow Express Extension for Autodesk@ AutoCAD® Civil 3DO by Autodesk, Inc.
Swale to F-4
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 10.00, 10.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 24.00
Slope (%)
= 0.60
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.68
Elev (ft)
26.00
25.50
25.00
24.50
24.00
23.50
Section
1 5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Friday, Nov 18 2016
= 0.52
= 9.680
= 5.30
= 1.83
= 15.45
= 0.38
= 15.40
= 0.57
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
35

CULVERT CALCULATIONS
FES D-2 TO FES D-1 CROSSNG BATTALION COMPLEX ROAD
FES F-2 TO FES F-1 CROSSING DRIVEWAY 1
FES F-4 TO FES F-3 CROSSING NORTHERN SIDEWALK IN UTILITY EASEMENT

Culvert Report
Hydraflow Express Extension for Autodesk®AutoCADO Civil 3D® by Autodesk, Inc. Tuesday, Nov 15 2016
FES D-2 to FES D-1 - Crossing Battalion Complex Road
Invert Elev Dn (ft)
= 13.91
Calculations
Pipe Length (ft)
= 123.48
Qmin (cfs)
= 9.22
Slope (%)
= 0.20
Qmax (cfs)
= 9.22
Invert Elev Up (ft)
= 14.16
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 9.22
No. Barrels
= 1
Qpipe (cfs)
= 9.22
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 3.55
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 5.31
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 15.45
HGL Up (ft)
= 15.24
Embankment
Hw Elev (ft)
= 15.72
Top Elevation (ft)
= 19.00
Hw/D (ft)
= 0.78
Top Width (ft)
= 35.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 60.00
FES W m FES D-1 - Cro ng O Ilon C« ple Road
A. DAIn(m
504
19. W
Ixm
Isx
IIII
11 m
uz
12M
0
tp
30
]0
N
60
W
iY
60
S4 1[0
fl:
f30
tU
ICi
1W
16i
t)J
cIrWUCWm NGL Empenx
seem IN
l&
]*

Culvert Report
HydraFlow Express Extension for Autodeskm AutoCADO Civil 31310 by Autodesk, Inc. Tuesday, Nov 15 2016
HW F-2 to HW F-1 - Crossing Driveway 1
Invert Elev Dn (ft)
= 17.06
Calculations
Pipe Length (ft)
= 70.75
Qmin (cfs)
= 4.39
Slope (%)
= 0.51
Qmax (cfs)
= 4.39
Invert Elev Up (ft)
= 17.42
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 4.39
No. Barrels
= 1
Qpipe (cfs)
= 4.39
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 3.99
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.95
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 18.11
HGL Up (ft)
= 18.27
Embankment
Hw Elev (ft)
= 18.77
Top Elevation (ft)
= 22.00
Hw/D (ft)
= 1.08
Top Width (ft)
= 52.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 211.00
rJr IN
Mw F2 to Mw F-1 -Crossing onvp.,sy 1
Rt DepN IU
su
33.N
21M
MOD—
IB N
Ie
IT:
ISw
0
6
i. Is Y l5 v
M W K
66
6
M
M
76
U 06
W
p6
Qm4rWve HGL Fn,e.ns
Reu+w IN

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Nov 15 2016
FES F-4 to FES F-3 - Northern Most Pipe Crossing in Utility Easement
Invert Elev Dn (ft)
= 22.04
Calculations
Pipe Length (ft)
= 17.25
Qmin (cfs)
= 2.99
Slope (%)
= 0.52
Qmax (cfs)
= 2.99
Invert Elev Up (ft)
= 22.13
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 2.99
No. Barrels
= 1
Qpipe (cfs)
= 2.99
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 2.92
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.27
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 23.01
HGL Up (ft)
= 22.82
Embankment
Hw Elev (ft)
= 23.16
Top Elevation (ft)
= 25.00
Hw/D (ft)
= 0.83
Top Width (ft)
= 8.30
Flow Regime
= Inlet Control
Crest Width (ft)
= 93.00
Eye lm
26pp
25
U
x)
22
21
FES FI to FES FJ - NeMem WuPi, Canal., in Whits Easement
Irr Germ try.
)B2
9
m
w
m
O
0 3 e 5 ! Tl
12
tl
16
1B
30
32
N
26
GlroluGlret MGL � 5m5u,Y
4eecn l�I

HYDRAFLOW REPORT OUTPUT WITH
STORM SEWER PROFILES
SHOWING HGL

Hvdraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
DI F-6
C-I 1 2
2Q1-A2
8m1
DI-A8.2 DI -Al
DI-A3 20
DI-B2
14
19
DI-84.3
DI-A8.1
DI-A4
HW Fd
30
YOuHall
t3 12
VI-10 18
28
DI-B3
10 15
12 -A2 DI-A8 A9
DIAl
01-B4.2
D
DI -AS
10
466tlall
Outtall
HW F-2
SMH-A13
DI-A11
29
9
8
2]
2B B4
BB
S
DI 1
OuHall
DI-84.1
25
DI-B 1
DNERSIO
13VERSION BOX
FES-Ai
3
Oulall
Outfall
5 �Outfall
FES D-2 r�
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Date: 1111812016
Strom Sewers 00.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
_ - Physical Data
Line ID
"
No.
Dnstr
Line
Deli
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
Oil
33
End
31.952
-73.682
MH
1.30
0.00
0.00
5.0
17.38
0.31
17.48
36
Cir
0.013
1.00
23.77
Pipe OCS-FES 2
32
31
98.680
62.050
Grate
0.00
0.23
0.86
5.0
19.21
0.58
19.78
15
Cir
0.013
1.00
21.72
Pipe B6- SMH 1
31
23
82.117
90.443
MH
0.00
0.00
0.00
5.0
18.73
0.58
19.21
15
Cir
0.013
0.90
25.80
Pipe SMH 1 - OCS
30
29
136.004
0.001
Grate
0.00
0.42
0.81
5.0
20.50
0.44
21.10
15
Cir
0.013
1.00
26.91
Pipe B2-B3
29
25
135.997
34.873
Grate
0.00
0.75
0.81
5.0
19.27
0.50
19.95
24
Cir
0.013
0.50
26.14
Pipe-B3-B4
28
27
141,019
8.958
Grate
0.00
0.39
0.79
5.0
21.00
0.57
21.81
15
Cir
0.013
1.00
26.97
Pipe B4.3-B4.2
27
26
149.209
65.710
Grate
0.00
0.95
0.81
5.0
20.00
0.50
20.75
24
Cir
0.013
0.50
25.49
Pipe B4.2-134.1
26
25
145.840
-55A28
Grate
0.00
0.77
0.77
5.0
18.77
0.50
19.50
30
Cir
0.013
1.39
24.40
Pipe B4.1-84
25
24
88.943
31.480
Grate
0.00
0.66
0.81
5.0
18.33
0.49
18.77
30
Cir
0.013
1.41
24.26
Pipe B4-135
24
23
69.111
0.471
Grate
0.00
0.47
0.78
5.0
17.48
0.51
17.83
36
Cir
0.013
0.87
22.87
Pipe 135-OCS
23
End
18.000
-163.83
MH
0.00
0.00
0.00
5.0
17.38
0.56
17.48
36
Cir
0.013
1.00
23.77
Pipe OCS-FES 1
22
8
110.191
-21.063
Hdwl
0.00
2.86
0.64
10.0
14.15
0.56
14.77
24
Cir
0.013
1.00
17.85
PIPE FES-At -At2
21
20
149.693
-88.048
Grate
0.00
0.40
0.72
5.0
17.25
0.49
17.99
15
Cir
0.013
1.00
23.00
PIPE AI-A2
20
19
46.698
0.009
Grate
0.00
0.37
0.65
5.0
16.92
0.49
17.15
18
Cir
0.013
1.50
22.42
PIPE A2-A3
19
18
80.095
0.111
Grate
0.00
0.08
0.20
5.0
16.42
0.50
16.82
18
Cir
0.013
0.50
21.24
PIPE A3-A4
18
10
53.952
18.214
Grate
0.00
0.64
0.67
5.0
16.05
0.50
16.32
24
Cir
0.013
0.50
20.71
PIPE A4-Al0
17
16
59.919
-14.968
Grate
0.00
0.44
0.39
5.0
18.30
0.33
18.50
15
Cir
0.013
1.00
21.00
PIPE A5-A6
16
15
52.592
-7.185
Grate
0.00
0.18
0.71
5.0
18.20
0.38
18.40
15
Cir
0.013
0.50
22.32
PIPE A6-A7
15
12
85.800
6.696
Grate
0.00
0.23
0.69
5.0
17.90
0.35
18.20
18
Cir
0.013
0.50
22.22
PIPE A7-A8
14
13
60.960
-0.351
Grate
0.00
0.20
0.41
5.0
19.10
0.49
19.40
15
Cir
0.013
1.00
22.65
PIPE A8.2-A8.1
13
12
79.459
90.859
Grate
0.00
0.19
0.46
5.0
18.60
0.50
19.00
15
Cir
0.013
0.50
22.16
PIPE A8.1-AS
12
11
121.267
-5.912
Grate
0.00
0.36
0.72
5.0
17.30
0.41
17.80
24
Cir
0.013
1.63
22.22
PIPE A8-A9
11
10
141.351
-65.580
Grate
0.00
0.63
0.77
5.0
16.02
1.00
17.43
24
Cir
0.013
0.50
22.07
PIPE A9-Al0
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Date: 11/18/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
- - Physical Data
Line ID
No.
Dnstr
Line
Deli
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Cooff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
(%)
(ft)
(in)
(n)
(K)
(ft)
10
9
124,383
26.142
Grate
0.00
0.25
0.76
5.0
14.83
0.90
15.95
24
Cir
0.013
1.84
21.12
PIPE A10-Al1
9
8
84.313
60.521
Grate
0.00
0.74
0.88
5.0
13.55
0.65
14.10
36
Cir
0.013
0.74
19.11
PIPE Al 1-Al2
8
End
200.229
158.090
Grate
0.00
0.59
0.51
5.0
12.15
0.67
13.50
42
Cir
0.013
1.39
18.11
PIPE Al2- FES-A2
7
End
18.918
-95.623
Howl
1.10
0.81
0.26
5.0
22.04
1.90
22.40
15
Cir
0.013
1.00
23.92
HW F-4 TO HW F-3
6
End
70.745
-97.393
Hdwl
2.99
0.71
0.22
5.0
17.06
0.51
17.42
15
Cir
0.013
1.00
18.93
HW F-2 TO HW F-1
5
End
123.484
172.383
Hdwl
4.39
2.69
0.20
5.0
13.91
0.20
14.16
24
Cir
0.013
1.00
16.54
FES D-2 TO FES D-1
4
End
167.158
178A33
MH
42.00
0.00
0.00
5.0
12.15
0.21
12.50
42
Cir
0.013
1.00
16.59
PIPE SMH-A13 -FES-
3
End
75.961
-168.13
Genr
0.00
1.08
0.78
5.0
13.15
0.50
13.53
18
Cir
0.013
1.00
15.33
PIPE DI-A-14 TO FE
2
End
66.922
-105.03
Hdwl
0.00
0.49
0.20
5.0
24.08
0.66
24.52
15
Cir
0.013
1.00
26.46
DI F-6 TO FES F-5
1
End
113.077
-168.93
Grate
0.22
0.00
0.00
5.0
24.04
0.20
24.27
15
Cir
0.013
1.00
26.60
C-1 TO FES C-1.1
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Date: 11/18/2016
Storm Savers v10 40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim -
- Structure
Line Out
Line In
No.
-
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(It)
(in)
(ft)
(in)
(ft)
33
DIVERSION BOX
Manhole
23.77
Rect
6.00
6.00
36
Cir
17.48
32
DI-B6
Grate
21.72
Rect
3.00
2.00
15
Cir
19.78
31
SMH 1
Manhole
25.80
Cir
4.00
4.00
15
Cir
19.21
15
Cir
19.21
30
DI-62
Grate
26.91
Rect
3.00
2.00
15
Cir
21.10
29
DI-63
Grate
26.14
Rect
4.00
4.00
24
Cir
19.95
15
Cir
20.50
28
DI-B4.3
Grate
26.97
Rect
4.00
4.00
15
Cir
21.81
27
DI-B4.2
Grate
25.49
Rect
4.00
4.00
24
Cir
20.75
15
Cir
21.00
26
DI-134.1
Grate
24.40
Rect
4.00
4.00
30
Cir
19.50
24
Cir
20.00
25
DI-134
Grate
24.26
Rect
4.00
4.00
30
Cir
18.77
30
Cir
18.77
24
Cir
19.27
24
DI-85
Grate
22.87
Rect
4.00
4.00
36
Cir
17.83
30
Cir
18.33
23
DIVERSION BOX
Manhole
23.77
Rect
6.00
6.00
36
Cir
17.48
36
Cir
17.46
15
Cir
18.73
22
FES-Ai
OpenHeadwall
17.85
n/a
We
n/a
24
Cir
14.77
21
DI -Al
Grate
23.00
Rect
3.00
2.00
15
Cir
17.99
20
DI-A2
Grate
22.42
Rect
3.00
2.00
18
Cir
17.15
15
Cir
17.25
19
DI-A3
Grate
21.24
Rect
3.00
2.00
18
Cir
16.82
18
Cir
16.92
18
DI-A4
Grate
20.71
Rect
4.00
4.00
24
Cir
16.32
18
Cir
16.42
17
DI-A5
Grate
21.00
Rect
3.00
2.00
15
Cir
18.50
16
DI-A6
Grate
22.32
Rect
3.00
2.00
15
Cir
18.40
15
Cir
18.30
15
DI-A7
Grate
22.22
Rect
3.00
2.00
18
Cir
18.20
15
Cir
18.20
14
DI-A8.2
Grate
22.65
Rect
3.00
2.00
15
Cir
19.40
13
DI-A8.1
Grate
22.16
Rect
4.00
4.00
15
Cir
19.00
15
Cir
19.10
12
DI-A8
Grate
22.22
Rect
4.00
4.00
24
Cir
17.80
15
Cir
18.60
18
Cir
17.90
Project File: P1280_Combined Storm Network.stm
Number of Structures: 33
Run Date: 11/18/2016
Stour, sewers 00.4o

Structure Report
Page 2
Struct
Structure ID -
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(i n)
(ft)
(in)
(ft)
11
DI-A9
Grate
22.07
Rect
4.00
4.00
24
Cir
17.43
24
Cir
17.30
10
DI-10
Grate
21.12
Rect
4.00
4.00
24
Cir
15.95
24
Cir
16.02
24
Cir
16.05
9
DI -Al 1
Grate
19.11
Rect
4.00
4.00
36
Cir
14.10
24
Cir
14.83
8
DI-Al2
Grate
18.11
Rect
5.00
5.00
42
Cir
13.50
36
Cir
13.55
24
Cir
14.15
7
HW F-4
OpenHeadwall
23.92
We
n/a
n/a
15
Cir
22.40
6
HW F-2
OpenHeadwall
18.93
We
n/a
n/a
15
Cir
17.42
5
FES D-2
OpenHeadwall
16.54
n/a
n/a
n/a
24
Cir
14.16
4
SMH-A13
Manhole
16.59
Cir
6.00
6.00
42
Cir
12.50
3
DI-A14
Generic
15.33
Rect
3.00
2.00
18
Cir
13.53
2
DI F-6
OpenHeadwall
26.46
n/a
n/a
n/a
15
Cir
24.52
1
C-1
Grate
26.60
Rect
3.00
2.00
15
Cir
24.27
Project File: P1280_Combined Storm Network.stm
Number of Structures: 33
Run Date: 1111812016
Storm sewers v10.40

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line -
HGL -
HGL
Minor
HGL
Dns
Junction
No.
_
rate -
-Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
33
Pipe OCS-FES 2
1.30
36
Cir
31.952
17.38
17.48
0.313
17.73
17.88
0.08
17.96
End
Manhole
32
Pipe 66- SMH 1
1.77
15
Cir
98.680
19.21
19.78
0.578
20.98
21.03
0.03
21.06
31
Grate
31
Pipe SMH 1 - OCS
1.69
15
Cir
82.117
18.73
19.21
0.585
20.89'
20.95'
0.03
20.98
23
Manhole
30
Pipe B2-B3
3.05
15
Cir
136.004
20.50
21.10
0.441
22.36'
22.66'
0.10
22.76
29
Grate
29
Pipe-B3-B4
8.16
24
Cir
135.997
19.27
19.95
0.500
22.13`
22.31
0.05
22.36
25
Grate
28
Pipe B4.3-B4.2
2.76
15
Cir
141.019
21.00
21.81
0.574
22.77
23.01
0.08
23.09
27
Grate
27
Pipe 64.2-B4.1
9.23
24
Cir
149.209
20.00
20.75
0.503
22.47
22.70
0.07
22.77
26
Grate
26
Pipe B4.1-B4
13.79
30
Cir
145.840
18.77
19.50
0.501
22.13'
22.30'
0.17
22.47
25
Grate
25
Pipe B4-B5
25.13
30
Cir
88.943
18.33
18.77
0.495
21.22'
21.56'
0.57
22.13
24
Grate
24
Pipe 135-OCS
27.73
36
Cir
69.111
17.48
17.83
0.506
20.89'
21.01'
0.21
21.22
23
Grate
23
Pipe OCS-FES 1
28.95
36
Cir
18.000
17.38
17.48
0.556
20.60'
20.63'
0.26
20.89
End
Manhole
22
PIPE FES-Al -Al2
13.39
24
Cir
110.191
14.15
14.77
0.563
16.50'
16.89'
0.28
17.17
8
OpenHeadwall
21
PIPE Al-A2
2.58
15
Cir
149.693
17.25
17.99
0.494
18.46
18.73
0.18
18.91
20
Grate
20
PIPE A2-A3
4.55
18
Cir
46.698
16.92
17A5
0.493
17.84
17.99
0.47
18.46
19
Grate
19
PIPE A3-A4
4.65
18
Cir
80.095
16.42
16.82
0.499
17.54
17.70
0.15
17.84
18
Grate
18
PIPE A4-A10
8.19
24
Cir
53.952
16.05
16.32
0.500
17.56
17.34
0.20
17.54
10
Grate
17
PIPE A5-A6
1.54
15
Cir
59.919
18.30
18.50
0.334
19.60
19.63
0.03
19.66
16
Grate
16
PIPEA6-A7
2.59
15
Cir
52.592
18.20
18.40
0.380
19.49
19.56
0.04
19.60
15
Grate
15
PIPEA7-AS
3.90
18
Cir
85.800
17.90
18.20
0.350
19.35
19.44
0.05
19.49
12
Grate
14
PIPEA8.2-A8.1
0.74
15
Cir
60.960
19.10
19.40
0.492
19.57
19.74
0.12
19.86
13
Grate
13
PIPEA8.1-A8
1.49
15
Cir
79.459
18.60
19.00
0.503
19.35
19.49
0.09
19.57
12
Grate
12
PIPEAS-A9
7.35
24
Cir
121.267
17.30
17.80
0.412
18.87
18.99
0.36
19.35
11
Grate
11
PIPE A9-A10
11.08
24
Cir
141,351
16.02
17.43
0.998
17.56
18.62
n/a
18.87j
10
Grate
10
PIPE A10-A11
20.10
24
Cir
124.383
14.83
15.95
0.900
16.37
17.56
n/a
17.56
9
Grate
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Run Date: 11/18/2016
NOTES: Return period = 10 Yrs. ; 'Surcharged (HGL above crown). j - Line contains hyd. jump.
Storm Sewers 00,40

Storm Sewer Summary Report
Page 2
Line
Line ID
Flow
Line
Line
Line
Invert
Invert -
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
9
PIPE At 1-Al2
24.99
36
Cir
84.313
13.55
14.10
0.652
16.50
15.71
0.48
15.71
8
Grate
8
PIPE Al2- FES-A2
38.32
42
Cir
200.229
12.15
13.50
0.674
15.65
15.77
0.73
16.50
End
Grate
7
HW F-4 TO HW F-3
2.99
15
Cir
18.918
22.04
22.40
1.903
22.54
23.09
0.28
23.09
End
OpenHeadwall
6
HW F-2 TO HW F-1
4.39
15
Cir
70.745
17.06
17.42
0.509
17.91
18.45
0.26
18.70
End
OpenHeadwall
5
FES D-2 TO FES D-1
9.22
24
Cir
123.484
13.91
14.16
0.202
14.99
15.66
0.21
15.87
End
OpenHeadwall
4
PIPE SMH-Al3-FES-A3
42.00
42
Cir
167.158
12.15
12.50
0.209
15.65
15.92
0.30
16.22
End
Manhole
3
PIPE DI-A-14 TO FES-A4
7.56
18
Cir
75.961
13A5
13.53
0.500
14.65
15.03
0.28
15.31
End
Generic
2
DI F-6 TO FES F-5
0.88
15
Cir
66.922
24.08
24.52
0.657
24.45
24.89
Na
24.89 j
End
OpenHeadwall
1
C-1 TO FES C-1.1
0.22
15
Cir
113.077
24.04
24.27
0.203
25.12
25.12
0.00
25.12
End
Grate
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Run Date: 1111812016
NOTES: Return period = 10 Yrs. ;'Surcharged (HGL above crown). j - Line contains hyd. jump.
Storm Sewers 00 40

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area -
Rnoff
Area C
- Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd I Rim Elev
Line ID
Incr Total
coeff
(1)
flow
full
Line
To
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac) (ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
33
End
31.952
0.00
0.00
0.00
0.00
0.00
5.0
5.0
0.0
1.30
37.31
2.54
36
0.31
17.38
17.48
17.73
17.88
21.50
23.77
Pipe OCS-FES 2
32
31
98.680
0.23
0.23
0.86
0.20
0.20
5.0
5.0
9.0
1.77
4.91
1.45
15
0.58
19.21
19.78
20.98
21.03
25.80
21.72
Pipe B6- SMH 1
31
23
82.117
0.00
0.23
0.00
0.00
0.20
5.0
6.1
8.5
1.69
4.94
1.37
15
0.58
18.73
19.21
20.89
20.95
23.77
25.80
Pipe SMH 1 - OC
30
29
136.004
0.42
0.42
0.81
0.34
0.34
5.0
5.O
9.0
3.05
4.29
2.49
15
0.44
20.50
21.10
22.36
22.66
26.14
26.91
Pipe B2-B3
29
25
135.997
0.75
1.17
0.81
0.61
0.95
5.0
5.9
8.6
8.16
15.99
2.60
24
0.50
19.27
19.95
22.13
22.31
24,26
26.14
Pipe-B3-B4
28
27
141.019
0.39
0.39
0.79
0.31
0.31
5.0
5.0
9.0
2.76
4.89
2.27
15
0.57
21.00
21.81
22.77
23.01
25.49
26.97
Pipe 84.3-B4.2
27
26
149.209
0.95
1.34
0.81
0.77
1.08
5.0
6.0
8.6
9.23
16.04
2.95
24
0.50
20.00
20.75
22.47
22.70
24.40
25.49
Pipe B4.2-B4.1
26
25
145.840
0.77
2A1
0.77
0.59
1.67
5.0
6.9
8.3
13.79
29.02
2.81
30
0.50
18.77
19.50
22.13
22.30
24.26
24.40
Pipe B4.1-B4
25
24
88.943
0.66
3.94
0.81
0.53
3.15
5.0
7.7
8.0
25.13
28.85
5.12
30
0.49
18.33
18.77
21.22
21.56
22.87
24.26
Pipe 134-135
24
23
69A 11
0.47
4.41
0.78
0.37
3.52
5.0
8.0
7.9
27.73
47.46
3.92
36
0.51
17.48
17.83
20.89
21.01
23.77
22.87
Pipe 135-OCS
23
End
18.000
0.00
4.64
0.00
0.00
3.72
5.0
8.3
7.8
28.95
49.71
4.10
36
0.56
17.38
17.48
20.60
20.63
22.84
23.77
Pipe OCS-FES 1
22
8
110.191
2.86
2.86
0.64
1.83
1.83
10.0
10.0
7.3
13.39
16.97
4.26
24
0.56
14.15
14.77
16.50
16.89
18.11
17.85
PIPE FES-Al -Al
21
20
149.693
0.40
0.40
0.72
0.29
0.29
5.0
5.0
9.0
2.58
4.54
2.78
15
0.49
17.25
17.99
18.46
18.73
22.42
23.00
PIPE A1-A2
20
19
46.698
0.37
0.77
0.65
0.24
0.53
5.0
5.9
8.6
4.55
7.37
4.22
18
0.49
16.92
17.15
17.84
17.99
21.24
22.42
PIPEA2-A3
19
18
80.095
0.08
0.85
0.20
0.02
0.54
5.0
6.1
8.5
4.65
7.42
3.80
18
0.50
16.42
16.82
17.54
17.70
20.71
21.24
PIPE A3-A4
18
10
53.952
0.64
1.49
0.67
0.43
0.97
5.0
6.4
8.4
8.19
16.00
4.16
24
0.50
16.05
16.32
17.56
17.34
21.12
20.71
PIPEA4-A10
17
16
59.919
0.44
0.44
0.39
0.17
0.17
5.0
5.0
9.0
1.54
3.73
1.29
15
0.33
18.30
18.50
19.60
19.63
22.32
21.00
PIPE A5-A6
16
15
52.592
0.18
0.62
0.71
0.13
0.30
5.0
5.8
8.7
2.59
3.98
2.15
15
0.38
18.20
18.40
19.49
19.56
22.22
22.32
PIPE A6-A7
15
12
85.800
0.23
0.85
0.69
0.16
0.46
5.0
6.2
8.5
3.90
6.21
2.36
18
0.35
17.90
18.20
19.35
19.44
22.22
22.22
PIPE A7-A8
14
13
60.960
0.20
0.20
0.41
0.08
0.08
5.0
5.0
9.0
0.74
4.53
2.23
15
0.49
19.10
19.40
19.57
19.74
22.16
22.65
PIPE A8.2-A8.1
13
12
79.459
0.19
0.39
0.46
0.09
0.17
5.0
5.5
8.8
1.49
4.58
2.66
15
0.50
18.60
19.00
19.35
19.49
22.22
22.16
PIPE A8.1-A8
12
11
121.267
0.36
1.60
0.72
0.26
0.89
5.0
6.8
8.3
7.35
14.52
3.28
24
0.41
17.30
17.80
18.87
18.99
22.07
22.22
PIPE A8-A9
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Run Date: 11/18/2016
NOTES:Intensity = 88.16 / (Inlet time + 12,30) A 0.80; Return period =Yrs. 10 c = cir e = ellip b = box
stom, s�m.t040

Storm Sewer Tabulation
Page 2
Station -
Len
Drng Area
Rnoff
Area x C -
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Incr Total
coeff
(I)
flow
full
Line
To
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac) (ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
11
10
141.351
0.63
2.23
0.77
0.49
1.37
5.0
7.4
8.1
11.08
22.59
4.97
24
1.00
16.02
17.43
1L56
18.62
21.12
22.07
PIPE A9-A70
10
9
124.383
0.25
3.97
0.76
0.19
2.54
5.0
7.9
7.9
20.10
21.46
7.59
24
0.90
14.83
15.95
16.37
17.56
19.11
21.12
PIPE A10-Al1
9
8
84.313
0.74
4.71
0.88
0.65
3.19
5.0
8.2
7.8
24.99
53.87
5.01
36
0.65
13.55
14.10
16.50
15.71
18.11
19.11
PIPE Al 1-Al2
8
End
IM229
0.59
8.16
0.51
0.30
5.32
5.0
10.4
7.2
38.32
82.61
4.89
42
0.67
12.15
13.50
15.65
15.77
18.86
18.11
PIPE Al2- FES-A
7
End
18.918
0.81
0.81
0.26
0.21
0.21
5.0
5.0
9.0
2.99
8.91
5.39
15
1.90
22.04
22.40
22.54
23.09
23.56
23.92
HW F-4 TO HW F
6
End
70.745
0.71
0.71
0.22
0.16
0.16
5.0
5.0
9.0
4.39
4.61
4.50
15
0.51
17.06
17.42
17.91
18.45
19.79
18.93
HW F-2 TO HW F
5
End
123.484
2.69
2.69
0.20
0.54
0.54
5.0
5.0
9.0
9.22
10.18
4.48
24
0.20
13.91
14.16
14.99
15.66
17.52
16.54
FES D-2 TO FES
4
End
167.158
0.00
0.00
0.00
0.00
0.00
5.0
5.0
0.0
42.00
46.04
4.38
42
0.21
12.15
12.50
15.65
15.92
16.24
16.59
PIPE SMH-A13 -F
3
End
75.961
1.08
1.08
0.78
0.84
0.84
5.0
5.0
9.0
7.56
7.43
4.28
18
0.50
13.15
13.53
14.65
15.03
16.39
15.33
PIPE DI-A-14 TO
2
End
66.922
0.49
0.49
0.20
0.10
0.10
5.0
5.0
9.0
0.88
5.24
2.91
15
0.66
24.08
24.52
24.45
24.89
26.02
26.46
DI F-6 TO FES F-
1
End
113.077
0.00
0.00
0.00
0.00
0.00
5.0
5.0
0.0
0.22
2.91
0.22
15
0.20
24.04
24.27
25.12
25.12
28.31
26.60
C-1 TO FES C-1.1
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Run Date: 11/18/2016
NOTES:Intensity = 88.16 / (Inlet time + 12.30) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box
Sto m Sewers V10.40

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
- I Downstream _
Len
Upstream
Check
JL
Minor
coeff
loss
Depth
Area
Vel
Val
EGL
Sf
Depth
Area
Vel
Val
EGL
Sf
head
elev
head
elev
(1)
(in)
(2)
(cfs)
(3)
TnH
(it)
(6)
(sgft)
(7)
(its)
(8)
(it)
(9)
(ft)
(10)
(%)
(11)
(it)
(12)
TInHG
(ft)
(15)
(sgft)
(16)
(ft/s)
(17)
(it)
(18)
(it)
(19)
N
(20)
T22)y
(K)
(23)
(ft)
(24)
33
36
1.30
17.38
17.73
0.35'
0.47
2.79
0.12
17.85
0.443
31.952
17.48
17.88
0.40
0.57
2.30
0.08
17.96
0.255
0.349
0.112
1.00
0.08
32
15
1.77
19.21
20.98
1.25
1.23
1.45
0.03
21.01
0.076
98.680
19.78
21.03
1.25
1.23
1.45
0.03
21.06
0.075
0.075
0.074
1.00
0.03
31
15
1.69
18.73
20.89
1.25
1.23
1.37
0.03
20.92
0.068
82.117
19.21
20.95
1.25
1.23
1.37
0.03
20.98
0.068
0.068
0.056
0.90
0.03
30
15
3.05
20.50
22.36
1.25
1.23
2.49
0.10
22.46
0.223
136.00
21.10
22.66
1.25
1.23
2.49
0.10
22.76
0.223
0.223
0.304
1.00
0.10
29
24
8.16
19.27
22.13
2.00
3.14
2.60
0.10
22.24
0.130
135.99
19.95
22.31
2.00
3.14
2.60
0.10
22.41
0.130
0.130
0.177
0.50
0.05
28
15
2.76
21.00
22.77
1.25
1.23
2.25
0.08
22.85
0.183
141.01
21.81
23.01
1.20
1.21
2.29
0.08
23.09
0.159
0.171
0.241
1.00
0.08
27
24
9.23
20.00
22.47
2.00
3.14
2.94
0.13
22.60
0.166
149.20
20.75
22.70
1.95
3.12
2.96
0.14
22.83
0.147
0.157
0.234
0.50
0.07
26
30
13.79
18.77
22.13
2.50
4.91
2.81
0.12
22.25
0.113
145.84
19.50
22.30
2.50
4.91
2.81
0.12
22.42
0.113
0.113
0.165
1.39
0.17
25
30
25.13
18.33
21.22
2.50
4.91
5.12
0.41
21.63
0.376
88.943
18.77
21.56
2.50
4.91
5.12
0.41
21.96
0.375
0.376
0.334
1.41
0.57
24
36
27.73
17.48
20.89
3.00
7.07
3.92
0.24
21A3
0.173
69.111
17.83
21.01
3.00
7.07
3.92
0.24
21.25
0.173
0.173
0.120
0.87
0.21
23
36
28.95
17.38
20.60
3.00
7.07
4.10
0.26
20.86
0.189
18.000
17.48
20.63
3.00
7.07
4.10
0.26
20.89
0.188
0.189
0.034
1.00
0.26
22
24
13.39
14.15
16.50
2.00
3.14
4.26
0.28
16.78
0.351
110.19
14.77
16.89
2.00
3.14
4.26
0.28
17.17
0.351
0.351
0.387
1.00
0.28
21
15
2.58
17.25
18.46
1.21
1.21
2.13
0.07
18.53
0.140
149.69
17A9
18.73
0.74
0.75
3.43
0.18
18.91
0.375
0.257
0.385
1.00
0.18
20
18
4.55
16.92
17.84
0.92
1.14
3.98
0.25
18.09
0.384
46.698
17.15
17.99
0.84
1.02
4.47
0.31
18.30
0.516
0.450
0.210
1.50
0.47
19
18
4.65
16.42
17.54
1.12
1.42
3.29
0.17
17.71
0.238
80.095
16.82
17.70
0.88
1.08
4.32
0.29
17.99
0.467
0.353
0.282
0.50
0.15
18
24
8.19
16.05
17.56
1.51
1.61
3.22
0.40
17.96
0.000
53.952
16.32
17.34
1.02"
1.61
5.10
0.40
17.74
0.000
0.000
n/a
0.50
0.20
17
15
1.54
18.30
19.60
1.25
1.23
1.25
0.02
19.62
0.057
59.919
18.50
19.63
1.13
1.17
1.32
0.03
19.66
0.050
0.053
0.032
1.00
0.03
16
15
2.59
1&20
19.49
1.25
1.23
2.11
0.07
19.56
0.161
52.592
18A0
19.56
1.16
1.19
2.18
0.07
19.64
0.139
0.150
0.079
0.50
0.04
15
18
3.90
17.90
19.35
1.45
1.75
2.23
0.08
19.43
0.121
85.800
18.20
19.44
1.24
1.56
2.50
0.10
19.54
0.136
0.128
0.110
0.50
0.05
14
15
0.74
19.10
19.57
0.47
0.26
1.72
0.05
19.62
0.139
60.960
19.40
1974.
0.34"
0.27
2.75
0.12
19.86
0.508
0.323
0.197
1.00
0.12
13
15
1.49
18.60
19.35
0.75
0.44
1.94
0.06
19.41
0.118
79.459
19.00
19.49
0.49•'
0.44
3.38
0.18
19.66
0.520
0.319
0.254
0.50
0.09
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Run Date: 11/18/2016
Notes: ' depth assumed.; '• Critical depth. ; c = cir e = ellip b = box
Swan Ser mVIO<o

Hydraulic Grade Line Computations
Page 2
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Val
Val
EGL
Sf
EGL
Sf
Ave
Enrgyhead
elev
head
elev
Sf
loss(in)
(1)
(2)
(cfs)
(3)
(ftl
(4)
Ift)
(5)
(ft)
(6)
(s9ft)
(7)
(ftfs)
(8)
(ft)
(9)
(ft)
(10)
M
(11)
(ft)
(12)(15)
TnHDepth
(ftl(ft)
TeaVeVol
(18)
(ft) (!
(19)
)
(20)
(�)
(21)
(ft)
(22)
(K)
(23)
(ft)
(24)
12
24
7.35
17.30
18.87
1.57
2.65
2.77
0.12
18.99
0.114
121.26
17.80
18.99
1.19
1.94
3.79
0.22
19.21
0.242
0.178
0.216
1.63
0.36
11
24
11.08
1&02
17.56
1.54
1.95
4.27
0.50
18.06
0.000
141.35
17.43
18.62j
1.19--
1.95
5.67
0.50
19.12
0.000
0.000
n/a
0.50
0.25
10
24
20.10
14.83
16.37
1.54'
2.59
7.77
0.86
17.22
0.000
124.38
15.95
17.56
1.61"
2.71
7.42
0.86
18.41
0.000
0.000
n/a
1.84
n/a
9
36
24.99
13.55
16.50
2.95
3.87
3.55
0.65
17.15
0.000
84.313
14.10
15.71
1.61"
3.87
6.46
0.65
16.36
0.000
0.000
n/a
0.74
0.48
8
42
38.32
12A5
15.65
3.50'
9.62
3.98
0.25
15.90
0.145
200.22
13.50
15.77
2.27
6.61
5.80
0.52
16.29
0.254
0.200
0.400
1.39
0.73
7
15
2.99
22.04
22.54
0.50
0.46
6.52
0.28
22.82
0.000
18.918
22.40
23.09
0.69"
0.70
4.27
0.28
23.38
0.000
0.000
n/a
1.00
0.28
6
15
4.39
17.06
17.91
0.85
0.89
4.94
0.38
18.29
0.713
70.745
17.42
18.45
1.03
1.08
4.07
0.26
18.70
0.460
0.586
0.415
1.00
0.26
5
24
9.22
13.91
14.99
1.08'
1.74
5.31
0.44
15.43
0.509
123.48
14.16
15.66
1.50
2.53
3.65
0.21
15.87
0.200
0.354
0.438
1.00
0.21
4
42
42.00
12.15
15.65
3.50'
9.62
4.37
0.30
15.95
0.174
167.15
12.50
15.92
3.42
9.57
4.39
0.30
16.22
0.155
0.165
0.276
1.00
0.30
3
18
7.56
13.15
14.65
1.50'
1.77
4.28
0.28
14.93
0.518
75.961
13.53
15.03
1.50
1.77
4.28
0.28
15.31
0.494
0.506
0.384
1.00
0.28
2
15
0.88
24.08
24.45
0.37
0.30
2.89
0.13
24.58
0.000
66.922
24.52
24.89 j
0.37"
0.30
2.92
0.13
25.02
0.000
0.000
n/a
1.00
0.13
1
15
0.22
24.04
25.12
1.08
1.13
0.20
0.00
25.12
0.001
113.07
24.27
25.12
0.85
0.89
0.25
0.00
25.12
0.002
0.001
0.002
1.00
0.00
Project File: P1280_Combined Storm Network.stm
Number of lines: 33
Run Date: 11 /1812016
Notes: ` depth assumed.; " Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box
Stoop Sewers v1040

Hydraflow HGL Computation Procedure
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross -sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross -sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16).
-Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). .
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/l00 x Line Length (Col. 211100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
Page 1

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
�
Om�
Elev. (ft)
+�oW
0
g [95
m -
26.00
J �
O
o* wW
m K'=
26.00
23.00
23.00
20.00
20.00
17.00
17.00
14.00 -
14.00
—
�s seau: _tee'®.o
sox
11.00
11.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
29.00
_q
Y.
p
p C
C
J 7
0
25.00
21.00
17.00
13.00
9.00
9.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
g
00
m
m wW �
� � m
wui
ems'
zs.00
2s.00
21.00
17.00
—
13.00
197:15BL7-4Z'�U.2176
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
33.00
PRx0161
a-16181
tKxria
:r
r
o m m
O'er-
pQ
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BEi
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. m m
N
N N
g
m
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46.698Lf
- 18"
@ 0.49%.
80.0951-f-18"@0.50%
2�
53.9521 f'-24-@-0.50%
124:383V
-.24'=@-0:90%
33.00
28.00
23.00
18.00
13.00
8.00
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
— HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
DD m
O C J �L, J 3C J �C J �C J �� J �C J �C J
0 0 0 0 0 0 0 0
p
m
Elev. (ft)
w
33.00 00
28.00 00
23.00 00
18.00 00
5" @ 0.33%
13.00 00
8.00 8.00
0 100 200 300 400 500 600 700 800 900
HGL EGL Reach (ft)
4
oow
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N N
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@ 0.38
85.800Lf
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121.267Lf
- 24" @ 0.41 %
13.
7 24:3836
84r373Lf-3B"@085
f -24'= @ 0:80
°h
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
YI
D L
o �m .�-
W ^
oom
BEi
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m
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ami men
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m mp
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33.00
33.00
28.00
28.00
23.00
23.00
18.00
18.00
_
79:4590-115"""
.9606f.-45149
@a 0-5096
0.49°/
13.00 -
2no.. (_'4Y0�.�q6—
141351LL- 241" @-1..00%
12L267Lf-24"@0.41
13.00
124.383Lf-24"
@-0:90°.6
8.00
84-319tf-3B"@0:05Ya
8.00
0
100 200
HGL EGL
300
400 500 600 700 800 900
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
29.00
WDIII
"K,ir1
17.00
iKIIIII
m
J 7
J
------
---
-
25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
I
0
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
_
m
�
O R C
Omp
4 lV
Elev. (ft) po ui
OpW
H E i
WOE
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JyJ
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m tim
o ui`�`.
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37.00
37.00
34.00
34.00
31.00
31.00
28.00
28.00
25.00 —
25.00
�
66:9211P-1S-®O.fiCi9L
22.00
22.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: P1280—Combined Storm Network.stm
Elev. (ft)
J
Pf �
Om0
4 Ct
00
B E
m Es
J �
Imo. OA
A mN
Q b p
m K�
37.00
37.00
34.00
34.00
31.00
31.00
28.00
28.00
25.00 —
—
25.00
_- -
11&077U-1S@0:20%
22.00
22.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
_
o
0
34.00
30.00
0
26.00
0
0
22.00
18.00
0
0
14 00
0
50
HGL
100 150 200 250 300 350 400
EGL Reach (ft)
450
• r r r
m r
��—�—��
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
34.00
26.00
22.00
16.00
14.00
0
50 100 150 200
HGL EGL
34.00
30.00
26.00
22.00
:::
14.00
250 300 350 400 450 500 550 600 650
Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
�
N
Y
C
i
34.00
30.00
26.00
22.00
1 B.00
14.00
0
25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
29.00
OmC
-Ain
H
g w
pO W
ME ;
WOE
m
J OE
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Q 4
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9
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29.00
25.00
25.00
21.00
21.00
17.00
17.00
110.1811i--2A10
0,
13.00 —
13.00
—�p;y�IJ=42'
�.0.6Z7L
9.00
9.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
33.00
28.00
23.00
MUDI.7
MNOT]
8.00
0
O
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53.952Lf
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84313Lf-98"�iT0:6
A nr
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
- HGL EGL Reach (ft)
7
Storm Sewers

Storm Sewer Profile
Proj. file: P1280—Combined Storm Network.stm
u
O SE
m
J QL
m
J OL
J OC J O'L
J OE J OE
J O
m!
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
33.00
pm L
PAN
w
O.6
-0Ei
mOE
QL
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N- m
.
m WW
5 Ei
m WE
33.00
28.00
28.00
23.00
23.00
18.00
18.00
0.49%
-
i
60.960Lt.--15'-�d
_
Z�•�yt1:4r
79:459Lf--15''@-0:
1-4.1.351 LL24" @_1-00°l
121.267Lf -
"
24@ 0.41%
12438W.--24'=@-0:90%
8.00
0
100 200
HGL EGL
84-313Li-36"-@-0:65%
8.00
300 400 500 600 700 800 900
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
J
m �
Elev. (ft) o ui
• v w
0
Ai
m L9E
26.00
J
Q
o w ru
M.i
m K�
26.00
23.00
23.00
20.00
20.00
17.00
17.00
14.00 —
—
14.00
75.B61LE-18_'@.a
jM
11.00
11.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
D
o
J
o
0
29.00
25.00
0
0
21.00
0
17.00
13.00
0
9.00
9.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
4�ry
S
o
m9
�
v
Em iY
[c
aim
W W
E>
5
29.0
25.0
21.0
17.0
—
13.0
iB7:158LT-4T�Q0,29 %
Storm Sewers

Storm Sewer Profile
Proj. file: P1280—Combined Storm Network.stm
Elev. (ft)
t
J
O
omp
P (V
ocW
J J
� mnn
W (K
o ow
37.00
37.00
34.00
34.00
31.00
31.00
28.00
28.00
25.00 —
25.00
66:aza
N ®.o.6�x
22.00
2200.
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
J
�
4lV
p 9 W
m L9E
J O
O
Q mp
W W
Ej
m WE
37.00
37.00
34.00
34.00
31.00
31.00
28.00
28.00
25.00 -
25.00
_
113:077L1=1S�'0:211%
22.00
22.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
N � �
Elev. (ft)
34.00
30.00
26.00
22.00
18.00
14.00 -
0
N
M
L
34.00
30.00
26.00
22.00
18.00
14.00
50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
34.00
30.00
26.00
22.00
18.00
m � N t•I [L LV N
Will
14.00 -
0
50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: P1280_Combined Storm Network.stm
Elev. (ft)
n
c
34.00
34.00
30.00
30.00
26.00
28.00
22.00
22.00
18.00
,8.00
14.00 -
14.00 -
0
25
HGL
50 75 100 125 150 175 200
EGL Reach (ft)
Storm Sewers

2S
Basin DA
Subcat Reach Aon Link
A
Infiltration Basin

Infiltration_ No Infiltration
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD@ 10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
1.660 0.49 (2S)

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: Basin DA Runoff Area=1.660 ac 0.00% Impervious Runoff Depth=3.36"
Tc=5.0 min C=0.49 Runoff=0.23 cfs 0.464 of
Pond 1 P: Infiltration Basin Peak Elev=26.6362' Storage=10,194 cf Inflow=0.23 cfs 0.464 of
Outflow=0.23 cfs 0.236 of

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
Summary for Subcatchment 2S: Basin DA
Runoff = 0.23 cfs @ 0.09 hrs, Volume= 0.464 af, Depth= 3.36"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Area (ac) C Description
1.660 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Basin DA
Hydrograph
0.267
...
0 Runoff
0.
0.oaas
0.23-
ejeun' e1DF 10-yr
0.22.
021'
- ... . .. - D
ation-l:440min
0.
r r
0:1fl
Inten-0:29 in/hr
016-
Ru
ff Area_1.660 ac
0.14
a.,4-
Runo
Volume-0.464 of
° 0.11
R
off Depth_3.36
`
0.1-
Tc=5.0 min
o.os-
-
0.06
C-0.49
0.07;
0.osi
0.05-
0.04'
0.03-
0.02'
, -
-
0.01
0 `.
_,. .., .... ,....,_ ,,_.,._,. ...,.._...... .. .........._�.
,_..8 ,....,....,_... _..,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
26 27 28 29 30 31 32 33 34 35 36
Time (hours)

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 02015 HydroCAD Software Solutions LLC Paoe 5
Time Runoff
(hours) (cfs)
0.00 0.00
0.20 0.23
0.40 0.23
0.60 0.23
0.80 0.23
1.00 0.23
1.20 0.23
1.40 0.23
1.60 0.23
1.80 0.23
2.00 0.23
2.20 0.23
2.40 0.23
2.60 0.23
2.80 0.23
3.00 0.23
3.20 0.23
3.40 0.23
3.60 0.23
3.80 0.23
4.00 0.23
4.20 0.23
4.40 0.23
4.60 0.23
4.80 0.23
5.00 0.23
5.20 0.23
5.40 0.23
5.60 0.23
5.80 0.23
6.00 0.23
6.20 0.23
6.40 0.23
6.60 0.23
6.80 0.23
7.00 0.23
7.20 0.23
7.40 0.23
7.60 0.23
7.80 0.23
8.00 0.23
8.20 0.23
8.40 0.23
8.60 0.23
8.80 0.23
9.00 0.23
9.20 0.23
9.40 0.23
9.60 0.23
9.80 0.23
10.00 0.23
10.20 0.23
Hydrograph for Subcatchment 2S: Basin DA
Time Runoff
(hours) (cfs)
10.40 0.23
10.60 0.23
10.80 0.23
11.00 0.23
11.20 0.23
11.40 0.23
11.60 0.23
11.80 0.23
12.00 0.23
12.20 0.23
12.40 0.23
12.60 0.23
12.80 0.23
13.00 0.23
13.20 0.23
13.40 0.23
13.60 0.23
13.80 0.23
14.00 0.23
14.20 0.23
14.40 0.23
14.60 0.23
14.80 0.23
15.00 0.23
15.20 0.23
15.40 0.23
15.60 0.23
15.80 0.23
16.00 0.23
16.20 0.23
16.40 0.23
16.60 0.23
16.80 0.23
17.00 0.23
17.20 0.23
17.40 0.23
17.60 0.23
17.80 0.23
18.00 0.23
18.20 0.23
18.40 0.23
18.60 0.23
18.80 0.23
19.00 0.23
19.20 0.23
19.40 0.23
19.60 0.23
19.80 0.23
20.00 0.23
20.20 0.23
20.40 0.23
20.60 0.23
Time Runoff
(hours) (cfs)
20.80 0.23
21.00 0.23
21.20 0.23
21.40 0.23
21.60 0.23
21.80 0.23
22.00 0.23
22.20 0.23
22.40 0.23
22.60 0.23
22.80 0.23
23.00 0.23
23.20 0.23
23.40 0.23
23.60 0.23
23.80 0.23
24.00 0.23
24.20 0.00
24.40 0.00
24.60 0.00
24.80 0.00
25.00 0.00
25.20 0.00
25.40 0.00
25.60 0.00
25.80 0.00
26.00 0.00
26.20 0.00
26.40 0.00
26.60 0.00
26.80 0.00
27.00 0.00
27.20 0.00
27.40 0.00
27.60 0.00
27.80 0.00
28.00 0.00
28.20 0.00
28.40 0.00
28.60 0.00
28.80 0.00
29.00 0.00
29.20 0.00
29.40 0.00
29.60 0.00
29.80 0.00
30.00 0.00
30.20 0.00
30.40 0.00
30.60 0.00
30.80 0.00
31.00 0.00
Time Runoff
(hours)
(cfs)
31.20
0.00
31.40
0.00
31.60
0.00
31.80
0.00
32.00
0.00
32.20
0.00
32.40
0.00
32.60
0.00
32.80
0.00
33.00
0.00
33.20
0.00
33.40
0.00
33.60
0.00
33.80
0.00
34.00
0.00
34.20
0.00
34.40
0.00
34.60
0.00
34.80
0.00
35.00
0.00
35.20
0.00
35.40
0.00
35.60
0.00
35.80
0.00
36.00
0.00

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD@ 10.00-15 s/n 08711 02015 HydroCAD Software Solutions LLC Page 6
Summary for Pond 1 P: Infiltration Basin
Inflow Area = 1.660 ac, 0.00% Impervious, Inflow Depth = 3.36" for 10-yr event
Inflow = 0.23 cfs @ 0.09 hrs, Volume= 0.464 of
Outflow = 0.23 cfs @ 18.05 hrs, Volume= 0.236 af, Atten= 0%, Lag= 1,077.6 min
Primary = 0.23 cfs @ 18.05 hrs, Volume= 0.236 of
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 26.6362' @ 18.04 hrs Surf.Area= 7,495 sf Storage= 10,194 cf
Plug -Flow detention time= 725.9 min calculated for 0.236 of (51 % of inflow)
Center -of -Mass det. time= 372.6 min ( 1,095.2 - 722.5 )
Volume
Invert Avail.Storage Storage
Description
#1
24.5000'
17,567 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
24.5000
2,248
0
0
25.0000
3,371
1,405
1,405
25.5000
4,543
1,979
3,383
26.0000
5,823
2,592
5,975
26.5000
7,084
3,227
9,202
27.0000
8,594
3,920
13,121
27.5000
9,188
4,446
17,567
Device Routing Invert Outlet Devices
#1 Primary 26.6000' 2.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns
X 6 rows C= 0.600 in 24.0" x 36.0" Grate (33% open area)
Limited to weir flow at low heads
Primary OutFlow Max=0.23 cfs @ 18.05 hrs HW=26.6362' (Free Discharge)
t1=Orifice/Grate (Weir Controls 0.23 cfs @ 0.62 fps)

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pa ece77
Pond 1 P: Infiltration Basin
0.18- .
0.16-
N
0 0.12'
LL
0.1-
0.06-
0.04-
0
0
q
1
M
aa Area=1.,660 ac
Elev_26.6362'
age=1,0,194 cf,
v
0
i
0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 1816 17 18 19 20 21 22 23 24 F
Time (hours)
Pond 1 P: Infiltration Basin
Discharge (cfs)
Minflow
0 Primary
O Primary

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Page 8
Pond 1 P: Infiltration Basin
Stage -Area -Storage
❑ Surface
0 Storage
Storage (cublc-feat)

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pacie 9
Hydrograph for Pond 1 P: Infiltration Basin
Time
Inflow
Storage
Elevation
Primary
(hours)
Ids)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
24.5000
0.00
1.00
0.23
808
24.8108
0.00
2.00
0.23
1,650
25.0711
0.00
3.00
0.23
2,493
25.2929
0.00
4.00
0.23
3,336
25.4895
0.00
5.00
0.23
4,178
25.6671
0.00
6.00
0.23
5,021
25.8298
0.00
7.00
0.23
5,864
25.9808
0.00
8.00
0.23
6,707
26.1224
0.00
9.00
0.23
7,549
26.2562
0.00
10.00
0.23
8,392
26.3833
0.00
11.00
0.23
9,235
26.5047
0.00
12.00
0.23
10,045
26.6162
0.09
13.00
0.23
10,193
26.6360
0.23
14.00
0.23
10,195
26.6362
0.23
15.00
0.23
10,195
26.6362
0.23
16.00
0.23
10,195
26.6362
0.23
17.00
0.23
10,195
26.6362
0.23
18.00
0.23
10,195
26.6362
0.23
19.00
0.23
10,195
26.6362
0.23
20.00
0.23
10,195
26.6362
0.23
21.00
0.23
10,195
26.6362
0.23
22.00
0.23
10,195
26.6362
0.23
23.00
0.23
10,195
26.6362
0.23
24.00
0.23
10,195
26.6362
0.23
25.00
0.00
9,944
26.6026
0.01
26.00
0.00
9,926
26.6002
0.00
27.00
0.00
9,925
26.6000
0.00
28.00
0.00
9,925
26.6000
0.00
29.00
0.00
9,925
26.6000
0.00
30.00
0.00
9,925
26.6000
0.00
31.00
0.00
9,925
26.6000
0.00
32.00
0.00
9,925
26.6000
0.00
33.00
0.00
9,925
26.6000
0.00
34.00
0.00
9,925
26.6000
0.00
35.00
0.00
9,925
26.6000
0.00
36.00
0.00
9,925
26.6000
0.00

Infiltration No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD0 10.00-15 s/n 08711 02015 HydroCAD Software Solutions LLC Page 10
Elevation Primary
(feet)
(Cfs)
24.5000
0.00
24.5300
0.00
24.5600
0.00
24.5900
0.00
24.6200
0.00
24.6500
0.00
24.6800
0.00
24.7100
0.00
24.7400
0.00
24.7700
0.00
24.8000
0.00
24.8300
0.00
24.8600
0.00
24.8900
0.00
24.9200
0.00
24.9500
0.00
24.9800
0.00
25.0100
0.00
25.0400
0.00
25.0700
0.00
25.1000
0.00
25.1300
0.00
25.1600
0.00
25.1900
0.00
25.2200
0.00
25.2500
0.00
25.2800
0.00
25.3100
0.00
25.3400
0.00
25.3700
0.00
25.4000
0.00
25.4300
0.00
25.4600
0.00
25.4900
0.00
25.5200
0.00
25.5500
0.00
25.5800
0.00
25.6100
0.00
25.6400
0.00
25.6700
0.00
25.7000
0.00
25.7300
0.00
25.7600
0.00
25.7900
0.00
25.8200
0.00
25.8500
0.00
25.8800
0.00
25.9100
0.00
25.9400
0.00
25.9700
0.00
26.0000
0.00
26.0300
0.00
Stage -Discharge for Pond 1 P: Infiltration Basin
Elevation Primary
(feet)
(Cfs)
26.0600
0.00
26.0900
0.00
26.1200
0.00
26.1500
0.00
26.1800
0.00
26.2100
0.00
26.2400
0.00
26.2700
0.00
26.3000
0.00
26.3300
0.00
26.3600
0.00
26.3900
0.00
26.4200
0.00
26.4500
0.00
26.4800
0.00
26.5100
0.00
26.5400
0.00
26.5700
0.00
26.6000
0.00
26.6300
0.17
26.6600
0.48
26.6900
0.88
26.7200
1.36
26.7500
1.90
26.7800
2.50
26.8100
3.15
26.8400
3.84
26.8700
4.59
26.9000
5.27
26.9300
5.53
26.9600
5.78
26.9900
6.01
27.0200
6.24
27.0500
6.46
27.0800
6.67
27.1100
6.88
27.1400
7.08
27.1700
7.27
27.2000
7.46
27.2300
7.64
27.2600
7.82
27.2900
8.00
27.3200
8.17
27.3500
8.34
27.3800
8.50
27.4100
8.67
27.4400 -
8.83
27.4700
8.98
27.5000
9.14

Infiltration_ No Infiltration CampLejeunelDF 10-yr Duration=1,440 min, Inten=0.29 in/hr
Prepared byAmec Foster Wheeler Printed 11/18/2016
HVdroCAD® 10.00-15 s/n 08711 © 2015 HVdroCAD Software Solutions LLC Page 11
Stage -Area -Storage for Pond 1 P: Infiltration Basin
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
24.5000
2,248
0
24.5300
2,315
68
24.5600
2,383
139
24.5900
2,450
211
24.6200
2,518
286
24.6500
2,585
362
24.6800
2,652
441
24.7100
2,720
522
24.7400
2,787
604
24.7700
2,854
689
24.8000
2,922
775
24.8300
2,989
864
24.8600
3,057
955
24.8900
3,124
1,048
24.9200
3,191
1,142
24.9500
3,259
1,239
24.9800
3,326
1,338
25.0100
3,394
1,439
25.0400
3,465
1,541
25.0700
3,535
1,646
25.1000
3,605
1,754
25.1300
3,676
1,863
25.1600
3,746
1,974
25.1900
3,816
2,088
25.2200
3,887
2,203
25.2500
3,957
2,321
25.2800
4,027
2,441
25.3100
4,098
2,562
25.3400
4,168
2,686
25.3700
4,238
2,812
25.4000
4,309
2,941
25.4300
4,379
3,071
25.4600
4,449
3,203
25.4900
4,520
3,338
25.5200
4,594
3,475
25.5500
4,671
3,614
25.5800
4,748
3,755
25.6100
4,825
3,898
25.6400
4,901
4,044
25.6700
4,978
4,193
25.7000
5,055
4,343
25.7300
5,132
4,496
25.7600
5,209
4,651
25.7900
5,285
4,808
25.8200
5,362
4,968
25.8500
5,439
5,130
25.8800
5,516
5,294
25.9100
5,593
5,461
25.9400
5,669
5,630
25.9700
5,746
5,801
26.0000
5,823
5,975
26.0300
5,899
6,151
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.0600
5,974
6,329
26.0900
6,050
6,509
26.1200
6,126
6,692
26.1500
6,201
6,877
26.1800
6,277
7,064
26.2100
6,353
7,253
26.2400
6,428
7,445
26.2700
6,504
7,639
26.3000
6,580
7,835
26.3300
6,655
8,034
26.3600
6,731
8,234
26.3900
6,807
8,438
26.4200
6,882
8,643
26.4500
6,958
8,850
26.4800
7,034
9,060
26.5100
7,114
9,272
26.5400
7,205
9,487
26.5700
7,295
9,705
26.6000
7,386
9,925
26.6300
7,477
10,148
26.6600
7,567
10,374
26.6900
7,658
10,602
26.7200
7,748
10,833
26.7500
7,839
11,067
26.7800
7,930
11,303
26.8100
8,020
11,543
26.8400
8,111
11,785
26.8700
8,201
12,029
26.9000
8,292
12,277
26.9300
8,383
12,527
26.9600
8,473
12,780
26.9900
8,564
13,035
27.0200
8,618
13,293
27.0500
8,653
13,552
27.0800
8,689
13,812
27.1100
8,725
14,074
27.1400
8,760
14,336
27.1700
8,796
14,599
27.2000
8,832
14,864
27.2300
8,867
15,129
27.2600
8,903
15,396
27.2900
8,939
15,663
27.3200
8,974
15,932
27.3500
9,010
16,202
27.3800
9,045
16,472
27.4100
9,081
16,744
27.4400
9,117
17,017
27.4700
9,152
17,291
27.5000
9,188
17,567

2S
Basin DA
9 Reach Aon Link
A
Infiltration Basin

Infiltration
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
1.660 0.49 (2S)

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 O 2015 HydroCAD Software Solutions LLC Paoe 3
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: Basin DA Runoff Area=1.660 ac 0.00% Impervious Runoff Depth=0.24"
Tc=5.0 min C=0.49 Runoff=4.65 cfs 0.033 of
Pond iP: Infiltration Basin Peak Elev=25.00' Storage=1,398 cf Inflow=4.65 cfs 0.033 of
Discarded=0.10 cfs 0.033 of Primary=0.00 cfs 0.000 of Outflow=0.10 cfs 0.033 of

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Basin DA
Runoff = 4.65 cfs @ 0.08 hrs, Volume= 0.033 af, Depth= 0.24"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
1.660 0.49
1.660 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
3-
m
g
Subcatchment 2S: Basin DA
Hydrograph
Time (hours)
CampLejeunelDF 1-yr
Duration=5 min;
Inten=5.88 in/he
Runoff Area=1.660 aid
Runoff Volume=0.033 of
Runoff .Depth=0.24"
Tc=5.0 min
C=0.49
� Runoff

Infiltration CampLejeunelDF 1-yr Duration=5 min, lnten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 5
Time Runoff
(hours) (cfs)
0.00 0.00
0.20 0.00
0.40 0.00
0.60 0.00
0.80 0.00
1.00 0.00
1.20 0.00
1.40 0.00
1.60 0.00
1.80 0.00
2.00 0.00
2.20 0.00
2.40 0.00
2.60 0.00
2.80 0.00
3.00 0.00
3.20 0.00
3.40 0.00
3.60 0.00
3.80 0.00
4.00 0.00
4.20 0.00
4.40 0.00
4.60 0.00
4.80 0.00
5.00 0.00
5.20 0.00
5.40 0.00
5.60 0.00
5.80 0.00
6.00 0.00
6.20 0.00
6.40 0.00
6.60 0.00
6.80 0.00
7.00 0.00
7.20 0.00
7.40 0.00
7.60 0.00
7.80 0.00
8.00 0.00
8.20 0.00
8.40 0.00
8.60 0.00
8.80 0.00
9.00 0.00
9.20 0.00
9.40 0.00
9.60 0.00
9.80 0.00
10.00 0.00
10.20 0.00
Hydrograph for Subcatchment 2S: Basin DA
Time Runoff
(hours) (cfs)
10.40 0.00
10.60 0.00
10.80 0.00
11.00 0.00
11.20 0.00
11.40 0.00
11.60 0.00
11.80 0.00
12.00 0.00
12.20 0.00
12.40 0.00
12.60 0.00
12.80 0.00
13.00 0.00
13.20 0.00
13.40 0.00
13.60 0.00
13.80 0.00
14.00 0.00
14.20 0.00
14.40 0.00
14.60 0.00
14.80 0.00
15.00 0.00
15.20 0.00
15.40 0.00
15.60 0.00
15.80 0.00
16.00 0.00
16.20 0.00
16.40 0.00
16.60 0.00
16.80 0.00
17.00 0.00
17.20 0.00
17.40 0.00
17.60 0.00
17.80 0.00
18.00 0.00
18.20 0.00
18.40 0.00
18.60 0.00
18.80 0.00
19.00 0.00
19.20 0.00
19.40 0.00
19.60 0.00
19.80 0.00
20.00 0.00
20.20 0.00
20.40 0.00
20.60 0.00
Time Runoff
(hours) (cfs)
20.80 0.00
21.00 0.00
21.20 0.00
21.40 0.00
21.60 0.00
21.80 0.00
22.00 0.00
22.20 0.00
22.40 0.00
22.60 0.00
22.80 0.00
23.00 0.00
23.20 0.00
23.40 0.00
23.60 0.00
23.80 0.00
24.00 0.00
24.20 0.00
24.40 0.00
24.60 0.00
24.80 0.00
25.00 0.00
25.20 0.00
25.40 0.00
25.60 0.00
25.80 0.00
26.00 0.00
26.20 0.00
26.40 0.00
26.60 0.00
26.80 0.00
27.00 0.00
27.20 0.00
27.40 0.00
27.60 0.00
27.80 0.00
28.00 0.00
28.20 0.00
28.40 0.00
28.60 0.00
28.80 0.00
29.00 0.00
29.20 0.00
29.40 0.00
29.60 0.00
29.80 0.00
30.00 0.00
30.20 0.00
30.40 0.00
30.60 0.00
30.80 0.00
31.00 0.00
Time Runoff
(hours)
(cfs)
31.20
0.00
31.40
0.00
31.60
0.00
31.80
0.00
32.00
0.00
32.20
0.00
32.40
0.00
32.60
0.00
32.80
0.00
33.00
0.00
33.20
0.00
33.40
0.00
33.60
0.00
33.80
0.00
34.00
0.00
34.20
0.00
34.40
0.00
34.60
0.00
34.80
0.00
35.00
0.00
35.20
0.00
35.40
0.00
35.60
0.00
35.80
0.00
36.00
0.00

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 6
Summary for Pond 1 P: Infiltration Basin
Inflow Area = 1.660 ac, 0.00% Impervious, Inflow Depth = 0.24" for 1-yr event
Inflow =
4.65 cfs @
0.08 hrs,
Volume=
0.033 of
Outflow =
0.10 cfs @
0.17 hrs,
Volume=
0.033 af, Atten= 98%, Lag= 5.2 min
Discarded =
0.10 cfs @
0.17 hrs,
Volume=
0.033 of
Primary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 25.00' @ 0.17 hrs Surf.Area= 3,367 sf Storage= 1,398 cf
Plug -Flow detention time= 134.5 min calculated for 0.033 of (100% of inflow)
Center -of -Mass det. time= 134.6 min ( 139.6 - 5.0 )
Volume Invert
Avail.Storage Storage Description
#1 24.50'
17,567 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft) (cubic -feet) (cubic -feet)
24.50
2,248 0 0
25.00
3,371 1,405 1,405
25.50
4,543 1,979 3,383
26.00
5,823 2,592 5,975
26.50
7,084 3,227 9,202
27.00
8,594 3,920 13,121
27.50
9,188 4,446 17,567
Device Routing
Invert Outlet Devices
#1 Discarded
24.50' 1.100 in/hr Exfiltration over Horizontal area
Conductivity to Groundwater Elevation = 22.50'
#2 Primary
26.60' 2.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns
X 6 rows C= 0.600 in 24.0" x 36.0" Grate (33% open area)
Limited to weir flow at low heads
Discarded OutFlow
Max=0.10 cfs @ 0.17 hrs HW=25.00' (Free Discharge)
t-1=Exfiltration ( Controls 0.10 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.50' (Free Discharge)
t-2=Orifice/Grate
( Controls 0.00 cfs)

Infiltration CampLejeunelDF 1-yr Duration=5 min, lnten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydrOCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 7
Pond 1 P: Infiltration Basin
Hydrograph
■ Inflow
4.650. : ❑Outflow
Inflow Area=1 660 ac°'s`a`ded
p Primary 5-Peak Elev=25.00'
Storage 1;398 cf
4.
m 3- --.
Ui
O
LL
2- _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)
Pond 1 P: Infiltration Basin
Stage -Discharge
❑ Total
❑ Discarded
O Primary
0 1 2 3 4 5 6 7 8 9
Discharge (cfs)

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD010.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pacie 8
Pond 1 P: Infiltration Basin
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 0Surface
9 Horizontal
❑ Storage
0 2,000 4,000 6,000 8,000 10,000 12,000
Storage (cubic -teat)

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 1 P: Infiltration Basin
Time
ours)
Inflow
(cfs)
Storage
(cubic -feet)
Elevation
(feet)
Outflow
(cfs)
Discarded
(cfs)
Primary
(cfs)
0.00
0.00
0
24.50
0.00
0.00
0.00
1.00
0.00
1,104
24.91
0.09
0.09
0.00
2.00
0.00
782
24.80
0.08
0.08
0.00
3.00
0.00
496
24.70
0.07
0.07
0.00
4.00
0.00
242
24.60
0.07
0.07
0.00
5.00
0.00
33
24.51
0.03
0.03
0.00
6.00
0.00
1
24.50
0.00
0.00
0.00
7.00
0.00
0
24.50
0.00
0.00
0.00
8.00
0.00
0
24.50
0.00
0.00
0.00
9.00
0.00
0
24.50
0.00
0.00
0.00
10.00
0.00
0
24.50
0.00
0.00
0.00
11.00
0.00
0
24.50
0.00
0.00
0.00
12.00
0.00
0
24.50
0.00
0.00
0.00
13.00
0.00
0
24.50
0.00
0.00
0.00
14.00
0.00
0
24.50
0.00
0.00
0.00
15.00
0.00
0
24.50
0.00
0.00
0.00
16.00
0.00
0
24.50
0.00
0.00
0.00
17.00
0.00
0
24.50
0.00
0.00
0.00
18.00
0.00
0
24.50
0.00
0.00
0.00
19.00
0.00
0
24.50
0.00
0.00
0.00
20.00
0.00
0
24.50
0.00
0.00
0.00
21.00
0.00
0
24.50
0.00
0.00
0.00
22.00
0.00
0
24.50
0.00
0.00
0.00
23.00
0.00
0
24.50
0.00
0.00
0.00
24.00
0.00
0
24.50
0.00
0.00
0.00
25.00
0.00
0
24.50
0.00
0.00
0.00
26.00
0.00
0
24.50
0.00
0.00
0.00
27.00
0.00
0
24.50
0.00
0.00
0.00
28.00
0.00
0
24.50
0.00
0.00
0.00
29.00
0.00
0
24.50
0.00
0.00
0.00
30.00
0.00
0
24.50
0.00
0.00
0.00
31.00
0.00
0
24.50
0.00
0.00
0.00
32.00
0.00
0
24.50
0.00
0.00
0.00
33.00
0.00
0
24.50
0.00
0.00
0.00
34.00
0.00
0
24.50
0.00
0.00
0.00
35.00
0.00
0
24.50
0.00
0.00
0.00
36.00
0.00
0
24.50
0.00
0.00
0.00

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 10
Stage -Discharge for Pond 1P: Infiltration Basin
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
24.50
0.00
0.00
0.00
24.55
0.06
0.06
0.00
24.60
0.07
0.07
0.00
24.65
0.07
0.07
0.00
24.70
0.07
0.07
0.00
24.75
0.08
0.08
0.00
24.80
0.08
0.08
0.00
24.85
0.09
0.09
0.00
24.90
0.09
0.09
0.00
24.95
0.10
0.10
0.00
25.00
0.10
0.10
0.00
25.05
0.11
0.11
0.00
25.10
0.11
0.11
0.00
25.15
0.12
0.12
0.00
25.20
0.12
0.12
0.00
25.25
0.13
0.13
0.00
25.30
0.13
0.13
0.00
25.35
0.14
0.14
0.00
25.40
0.15
0.15
0.00
25.45
0.15
0.15
0.00
25.50
0.16
0.16
0.00
25.55
0.16
0.16
0.00
25.60
0.17
0.17
0.00
25.65
0.17
0.17
0.00
25.70
0.18
0.18
0.00
25.75
0.19
0.19
0.00
25.80
0.19
0.19
0.00
25.85
0.20
0.20
0.00
25.90
0.20
0.20
0.00
25.95
0.21
0.21
0.00
26.00
0.22
0.22
0.00
26.05
0.22
0.22
0.00
26.10
0.23
0.23
0.00
26.15
0.24
0.24
0.00
26.20
0.24
0.24
0.00
26.25
0.25
0.25
0.00
26.30
0.26
0.26
0.00
26.35
0.26
0.26
0.00
26.40
0.27
0.27
0.00
26.45
0.28
0.28
0.00
26.50
0.28
0.28
0.00
26.55
0.29
0.29
0.00
26.60
0.30
0.30
0.00
26.65
0.67
0.30
0.37
26.70
1.35
0.31
1.03
26.75
2.22
0.32
1.90
26.80
3.25
0.33
2.92
26.85
4.42
0.34
4.09
26.90
5.62
0.34
5.27
26.95
6.05
0.35
5.70
27.00
6.45
0.36
6.09
27.05
6.82
0.36
6.46
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
27.10
7.18
0.37
6.81
27.15
7.52
0.38
7.14
27.20
7.84
0.38
7.46
27.25
8.15
0.39
7.76
27.30
8.45
0.39
8.06
27.35
8.74
0.40
8.34
27.40
9.02
0.40
8.61
27.45
9.29
0.41
8.88
27.50
9.55
0.41
9.14

Infiltration CampLejeunelDF 1-yr Duration=5 min, Inten=5.88 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pape 11
Stage -Area -Storage for Pond 1 P: Infiltration Basin
Elevation
Surface
Horizontal
Storage
(feet)
(sq-ft)
(sq-ft)
(cubic -feet)
24.50
2,248
2,248
0
24.60
2,473
2,473
236
24.70
2,697
2,697
495
24.80
2,922
2,922
775
24.90
3,146
3,146
1,079
25.00
3,371
3,371
1,405
25.10
3,605
3,605
1,754
25.20
3,840
3,840
2,126
25.30
4,074
4,074
2,522
25.40
4,309
4,309
2,941
25.50
4,543
4,543
3,383
25.60
4,799
4,799
3,850
25.70
5,055
5,055
4,343
25.80
5,311
5,311
4,861
25.90
5,567
5,567
5,405
26.00
5,823
5,823
5,975
26.10
6,075
6,075
6,570
26.20
6,327
6,327
7,190
26.30
6,580
6,580
7,835
26.40
6,832
6,832
8,506
26.50
7,084
7,084
9,202
26.60
7,386
7,386
9,925
26.70
7,688
7,688
10,679
26.80
7,990
7,990
11,463
26.90
8,292
8,292
12,277
27.00
8,594
8,594
13,121
27.10
8,713
8,713
13,986
27.20
8,832
8,832
14,864
27.30
8,950
8,950
15,753
27.40
9,069
9,069
16,654
27.50
9,188
9,188
17,567

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 12
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: Basin DA Runoff Area=1.660 ac 0.00% Impervious Runoff Depth=0.37"
Tc=5.0 min C=0.49 Runoff=7.22 cis 0.051 of
Pond 1P: Infiltration Basin Peak Elev=25.22' Storage=2,186 cf Inflow=7.22 cfs 0.051 of
Discarded=0.13 cfs 0.051 of Primary=0.00 cfs 0.000 of Outflow=0.13 cfs 0.051 of

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD810.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Paoe 13
Summary for Subcatchment 2S: Basin DA
Runoff = 7.22 cfs @ 0.08 hrs, Volume= 0.051 af, Depth= 0.37"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Area (ac) C Description
1.660 0.49
1.660 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Basin DA
Hydrograph
6-
5-
4-
0
2-
� Runoff
CampLejeunelDF 10-yr
Duration=5 min,
Inten=9.12 in/hr
Runoff Area=1.660 ac
Runoff Volume=0.051 of
Runoff Depth=0.37"
Tc=5.0 min
C_0.49
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
Time Runoff
(hours) (cfs)
0.00 0.00
0.20 0.00
0.40 0.00
0.60 0.00
0.80 0.00
1.00 0.00
1.20 0.00
1.40 0.00
1.60 0.00
1.80 0.00
2.00 0.00
2.20 0.00
2.40 0.00
2.60 0.00
2.80 0.00
3.00 0.00
3.20 0.00
3.40 0.00
3.60 0.00
3.80 0.00
4.00 0.00
4.20 0.00
4.40 0.00
4.60 0.00
4.80 0.00
5.00 0.00
5.20 0.00
5.40 0.00
5.60 0.00
5.80 0.00
6.00 0.00
6.20 0.00
6.40 0.00
6.60 0.00
6.80 0.00
7.00 0.00
7.20 0.00
7.40 0.00
7.60 0.00
7.80 0.00
8.00 0.00
8.20 0.00
8.40 0.00
8.60 0.00
8.80 0.00
9.00 0.00
9.20 0.00
9.40 0.00
9.60 0.00
9.80 0.00
10.00 0.00
10.20 0.00
Hydrograph for Subcatchment 2S: Basin DA
Time Runoff
(hours) (cfs)
10.40 0.00
10.60 0.00
10.80 0.00
11.00 0.00
11.20 0.00
11.40 0.00
11.60 0.00
11.80 0.00
12.00 0.00
12.20 0.00
12.40 0.00
12.60 0.00
12.80 0.00
13.00 0.00
13.20 0.00
13.40 0.00
13.60 0.00
13.80 0.00
14.00 0.00
14.20 0.00
14.40 0.00
14.60 0.00
14.80 0.00
15.00 0.00
15.20 0.00
15.40 0.00
15.60 0.00
15.80 0.00
16.00 0.00
16.20 0.00
16.40 0.00
16.60 0.00
16.80 0.00
17.00 0.00
17.20 0.00
17.40 0.00
17.60 0.00
17.80 0.00
18.00 0.00
18.20 0.00
18.40 0.00
18.60 0.00
18.80 0.00
19.00 0.00
19.20 0.00
19.40 0.00
19.60 0.00
19.80 0.00
20.00 0.00
20.20 0.00
20.40 0.00
20.60 0.00
Time Runoff
(hours) (cfs)
20.80 0.00
21.00 0.00
21.20 0.00
21.40 0.00
21.60 0.00
21.80 0.00
22.00 0.00
22.20 0.00
22.40 0.00
22.60 0.00
22.80 0.00
23.00 0.00
23.20 0.00
23.40 0.00
23.60 0.00
23.80 0.00
24.00 0.00
24.20 0.00
24.40 0.00
24.60 0.00
24.80 0.00
25.00 0.00
25.20 0.00
25.40 0.00
25.60 0.00
25.80 0.00
26.00 0.00
26.20 0.00
26.40 0.00
26.60 0.00
26.80 0.00
27.00 0.00
27.20 0.00
27.40 0.00
27.60 0.00
27.80 0.00
28.00 0.00
28.20 0.00
28.40 0.00
28.60 0.00
28.80 0.00
29.00 0.00
29.20 0.00
29.40 0.00
29.60 0.00
29.80 0.00
30.00 0.00
30.20 0.00
30.40 0.00
30.60 0.00
30.80 0.00
31.00 0.00
1 r11T�:i M11
(hours)
(cfs)
31.20
0.00
31.40
0.00
31.60
0.00
31.80
0.00
32.00
0.00
32.20
0.00
32.40
0.00
32.60
0.00
32.80
0.00
33.00
0.00
33.20
0.00
33.40
0.00
33.60
0.00
33.80
0.00
34.00
0.00
34.20
0.00
34.40
0.00
34.60
0.00
34.80
0.00
35.00
0.00
35.20
0.00
35.40
0.00
35.60
0.00
35.80
0.00
36.00
0.00

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 15
Summary for Pond 1 P: Infiltration Basin
Inflow Area = 1.660 ac, 0.00% Impervious, Inflow Depth = 0.37" for 10-yr event
Inflow = 7.22 cfs @ 0.08 hrs, Volume= 0.051 of
Outflow = 0.13 cfs @ 0.17 hrs, Volume= 0.051 af, Atten= 98%, Lag= 5.3 min
Discarded = 0.13 cfs @ 0.17 hrs, Volume= 0.051 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 25.22' @ 0.17 hrs Surf.Area= 3,876 sf Storage= 2,186 cf
Plug -Flow detention time= 179.9 min calculated for 0.051 of (100% of inflow)
Center -of -Mass det. time= 180.0 min ( 185.0 - 5.0 )
Volume Invert Avail.Storage Storage Description
#1 24.50' 17,567 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
24.50 2,248 0 0
25.00 3,371 1,405 1,405
25.50 4,543 1,979 3,383
26.00 5,823 2,592 5,975
26.50 7,084 3,227 9,202
27.00 8,594 3,920 13,121
27.50 9,188 4,446 17,567
Device Routing Invert Outlet Devices
#1 Discarded 24.50' 1.100 in/hr Exfiltration over Horizontal area
Conductivity to Groundwater Elevation = 22.50'
#2 Primary 26.60' 2.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns
X 6 rows C= 0.600 in 24.0" x 36.0" Grate (33% open area)
Limited to weir flow at low heads
Discarded OutFlow Max=0.13 cfs @ 0.17 hrs HW=25.22' (Free Discharge)
t1=Exfiltration ( Controls 0.13 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.50' (Free Discharge)
t2=Orifice/Grate ( Controls 0.00 cfs)

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 16
Pond 1 P: Infiltration Basin
Hydrograph
■ Inflow
T22 di ❑ Outflow
6- Inflow Area-1 660 ac, OPrmaryed
7=
v_25.22C
Peak Ele
Storage=2;186 cf
6-
0 1 2 3 4 5 6 7 8 9 10 11 12
w
a
Time (hours)
Pond 1 P: Infiltration Basin
Stage -Discharge
Discharge (cfs)
❑ Total
❑ Discarded
Primary

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 17
Pond 1 P: Infiltration Basin
Stage -Area -Storage
Surface/HorizontallWetted Area (eq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 0Surface
■ Horizontal
O Storage
27-
a
0 26-
w
6,000 8,000 10,000 12,000 14,000 16,000
Storage (cubic -feet)

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCAD®10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pace 18
Hydrograph for Pond 1P: Infiltration Basin
Time
Inflow
Storage
Elevation
Outflow
Discarded
Primary
lours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
24.50
0.00
0.00
0.00
1.00
0.00
1,826
25.12
0.12
0.12
0.00
2.00
0.00
1,431
25.01
0.10
0.10
0.00
3.00
0.00
1,076
24.90
0.09
0.09
0.00
4.00
0.00
758
24.79
0.08
0.08
0.00
5.00
0.00
474
24.69
0.07
0.07
0.00
6.00
0.00
223
24.59
0.07
0.07
0.00
7.00
0.00
25
24.51
0.02
0.02
0.00
8.00
0.00
1
24.50
0.00
0.00
0.00
9.00
0.00
0
24.50
0.00
0.00
0.00
10.00
0.00
0
24.50
0.00
0.00
0.00
11.00
0.00
0
24.50
0.00
0.00
0.00
12.00
0.00
0
24.50
0.00
0.00
0.00
13.00
0.00
0
24.50
0.00
0.00
0.00
14.00
0.00
0
24.50
0.00
0.00
0.00
15.00
0.00
0
24.50
0.00
0.00
0.00
16.00
0.00
0
24.50
0.00
0.00
0.00
17.00
0.00
0
24.50
0.00
0.00
0.00
18.00
0.00
0
24.50
0.00
0.00
0.00
19.00
0.00
0
24.50
0.00
0.00
0.00
20.00
0.00
0
24.50
0.00
0.00
0.00
21.00
0.00
0
24.50
0.00
0.00
0.00
22.00
0.00
0
24.50
0.00
0.00
0.00
23.00
0.00
0
24.50
0.00
0.00
0.00
24.00
0.00
0
24.50
0.00
0.00
0.00
25.00
0.00
0
24.50
0.00
0.00
0.00
26.00
0.00
0
24.50
0.00
0.00
0.00
27.00
0.00
0
24.50
0.00
0.00
0.00
28.00
0.00
0
24.50
0.00
0.00
0.00
29.00
0.00
0
24.50
0.00
0.00
0.00
30.00
0.00
0
24.50
0.00
0.00
0.00
31.00
0.00
0
24.50
0.00
0.00
0.00
32.00
0.00
0
24.50
0.00
0.00
0.00
33.00
0.00
0
24.50
0.00
0.00
0.00
34.00
0.00
0
24.50
0.00
0.00
0.00
35.00
0.00
0
24.50
0.00
0.00
0.00
36.00
0.00
0
24.50
0.00
0.00
0.00

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
Stage -Discharge for Pond 1P: Infiltration Basin
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
24.50
0.00
0.00
0.00
24.55
0.06
0.06
0.00
24.60
0.07
0.07
0.00
24.65
0.07
0.07
0.00
24.70
0.07
0.07
0.00
24.75
0.08
0.08
0.00
24.80
0.08
0.08
0.00
24.85
0.09
0.09
0.00
24.90
0.09
0.09
0.00
24.95
0.10
0.10
0.00
25.00
0.10
0.10
0.00
25.05
0.11
0.11
0.00
25.10
0.11
0.11
0.00
25.15
0.12
0.12
0.00
25.20
0.12
0.12
0.00
25.25
0.13
0.13
0.00
25.30
0.13
0.13
0.00
25.35
0.14
0.14
0.00
25.40
0.15
0.15
0.00
25.45
0.15
0.15
0.00
25.50
0.16
0.16
0.00
25.55
0.16
0.16
0.00
25.60
0.17
0.17
0.00
25.65
0.17
0.17
0.00
25.70
0.18
0.18
0.00
25.75
0.19
0.19
0.00
25.80
0.19
0.19
0.00
25.85
0.20
0.20
0.00
25.90
0.20
0.20
0.00
25.95
0.21
0.21
0.00
26.00
0.22
0.22
0.00
26.05
0.22
0.22
0.00
26.10
0.23
0.23
0.00
26.15
0.24
0.24
0.00
26.20
0.24
0.24
0.00
26.25
0.25
0.25
0.00
26.30
0.26
0.26
0.00
26.35
0.26
0.26
0.00
26.40
0.27
0.27
0.00
26.45
0.28
0.28
0.00
26.50
0.28
0.28
0.00
26.55
0.29
0.29
0.00
26.60
0.30
0.30
0.00
26.65
0.67
0.30
0.37
26.70
1.35
0.31
1.03
26.75
2.22
0.32
1.90
26.80
3.25
0.33
2.92
26.85
4.42
0.34
4.09
26.90
5.62
0.34
5.27
26.95
6.05
0.35
5.70
27.00
6.45
0.36
6.09
27.05
6.82
0.36
6.46
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
27.10
7.18
0.37
6.81
27.15
7.52
0.38
7.14
27.20
7.84
0.38
7.46
27.25
8.15
0.39
7.76
27.30
8.45
0.39
8.06
27.35
8.74
0.40
8.34
27.40
9.02
0.40
8.61
27.45
9.29
0.41
8.88
27.50
9.55
0.41
9.14

Infiltration CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 11/18/2016
HydroCADO 10.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Pace 20
Stage -Area -Storage for Pond 1 P: Infiltration Basin
Elevation
Surface
Horizontal
Storage
(feet)
(sq-ft)
(sq-ft)
(cubic -feet)
24.50
2,248
2,248
0
24.60
2,473
2,473
236
24.70
2,697
2,697
495
24.80
2,922
2,922
775
24.90
3,146
3,146
1,079
25.00
3,371
3,371
1,405
25.10
3,605
3,605
1,754
25.20
3,840
3,840
2,126
25.30
4,074
4,074
2,522
25.40
4,309
4,309
2,941
25.50
4,543
4,543
3,383
25.60
4,799
4,799
3,850
25.70
5,055
5,055
4,343
25.80
5,311
5,311
4,861
25.90
5,567
5,567
5,405
26.00
5,823
5,823
5,975
26.10
6,075
6,075
6,570
26.20
6,327
6,327
7,190
26.30
6,580
6,580
7,835
26.40
6,832
6,832
8,506
26.50
7,084
7,084
9,202
26.60
7,386
7,386
9,925
26.70
7,688
7,688
10,679
26.80
7,990
7,990
11,463
26.90
8,292
8,292
12,277
27.00
8,594
8,594
13,121
27.10
8,713
8,713
13,986
27.20
8,832
8,832
14,864
27.30
8,950
8,950
15,753
27.40
9,069
9,069
16,654
27.50
9,188
9,188
17,567

1S
\� CB
Sandfilter DA 2 P 3 P
Junction Box Sandfilter
Subcat Reach Pon Link

Sandfilter
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
1.250 0.20 50-75% Grass cover, Fair (1 S)
4.000 0.90 Paved parking (1S)

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 3
Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment iS: Sandfilter DA Runoff Area=5.250 ac 0.00% Impervious Runoff Depth=2.66"
Tc=0.0 min C=0.73 Runoff=0.59 cfs 1.163 of
Pond 2P: Junction Box Peak EIev=21.08' Inflow=0.59 cfs 1.163 of
Discarded=0.45 cfs 0.116 of Primary=0.59 cfs 1.047 of Outflow=0.59 cfs 1.163 of
Pond 3P: Sandfilter Peak EIev=21.08' Storage=33,485 cf Inflow=0.59 cfs 1.047 of
Primary=0.14 cfs 1.047 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 1.047 of

Sandfilter CampLejeunelDF1-yr Duration=1,440min, Inten=0.15in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 1 S: Sandfilter DA
Runoff = 0.59 cfs @ 0.00 hrs, Volume= 1.163 af, Depth= 2.66"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Area fac) C Descriotion
4.000
0.90 Paved parking
1.250
0.20 50-75% Grass cover, Fair
5.250
0.73 Weighted Average
5.250
100.00% Pervious Area
Subcatchment 1S: Sandfilter DA
u 0.35-
rr 0.3-
LL
0.1
CampLejeunelDF 1-yr
Duration=1,446 min,
Inten-0:15 in/hr
Runoff Area=5.250 ac
Runoff Volume=1.163 of
Runoff Depth=2.66"
Tc=0.0 min
C=0.73
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)
0 Runort

Sandfilter CampLejeunelDF 1 -yr Duration= 1, 440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
Time Runoff
(hours) (cfs)
0.00 0.59
1.00 0.59
2.00 0.59
3.00 0.59
4.00 0.59
5.00 0.59
6.00 0.59
7.00 0.59
8.00 0.59
9.00 0.59
10.00 0.59
11.00 0.59
12.00 0.59
13.00 0.59
14.00 0.59
15.00 0.59
16.00 0.59
17.00 0.59
18.00 0.59
19.00 0.59
20.00 0.59
21.00 0.59
22.00 0.59
23.00 0.59
24.00 0.59
25.00 0.00
26.00 0.00
27.00 0.00
28.00 0.00
29.00 0.00
30.00 0.00
31.00 0.00
32.00 0.00
33.00 0.00
34.00 0.00
35.00 0.00
36.00 0.00
37.00 0.00
38.00 0.00
39.00 0.00
40.00 0.00
41.00 0.00
42.00 0.00
43.00 0.00
44.00 0.00
45.00 0.00
46.00 0.00
47.00 0.00
48.00 0.00
49.00 0.00
50.00 0.00
51.00 0.00
Hydrograph for Subcatchment 1S: Sandfilter DA
Time Runoff
(hours) (cfs)
52.00 0.00
53.00 0.00
54.00 0.00
55.00 0.00
56.00 0.00
57.00 0.00
58.00 0.00
59.00 0.00
60.00 0.00
61.00 0.00
62.00 0.00
63.00 0.00
64.00 0.00
65.00 0.00
66.00 0.00
67.00 0.00
68.00 0.00
69.00 0.00
70.00 0.00
71.00 0.00
72.00 0.00
73.00 0.00
74.00 0.00
75.00 0.00
76.00 0.00
77.00 0.00
78.00 0.00
79.00 0.00
80.00 0.00
81.00 0.00
82.00 0.00
83.00 0.00
84.00 0.00
85.00 0.00
86.00 0.00
87.00 0.00
88.00 0.00
89.00 0.00
90.00 0.00
91.00 0.00
92.00 0.00
93.00 0.00
94.00 0.00
95.00 0.00
96.00 0.00
97.00 0.00
98.00 0.00
99.00 0.00
100.00 0.00
101.00 0.00
102.00 0.00
103.00 0.00
Time Runoff
(hours)
(cfs)
104.00
0.00
105.00
0.00
106.00
0.00
107.00
0.00
108.00
0.00
109.00
0.00
110.00
0.00
111.00
0.00
112.00
0.00
113.00
0.00
114.00
0.00
115.00
0.00
116.00
0.00
117.00
0.00
118.00
0.00
119.00
0.00
120.00
0.00

Sandfilter CampLejeunelDF1-yr Duration=1,440min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
Summary for Pond 2P: Junction Box
Inflow Area = 5.250 ac, 0.00% Impervious, Inflow Depth = 2.66" for 1-yr event
Inflow =
0.59 cfs @
0.00 hrs,
Volume=
1.163 of
Outflow =
0.59 cfs @
21.07 hrs,
Volume=
1.163 af, Allen= 0%, Lag= 1,264.2 min
Discarded =
0.45 cfs @
24.00 hrs,
Volume=
0.116 of
Primary =
0.59 cfs @
7.54 hrs,
Volume=
1.047 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 21.08' @ 24.00 hrs
Device Routing Invert Outlet Devices
#1 Discarded 21.00' 6.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#2 Primary 17.48' 36.0" Round Culvert
L= 31.9' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 17.48' / 17.38' S= 0.0031 7' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
Discarded OutFlow Max=0.45 cfs @ 24.00 hrs HW=21.08' (Free Discharge)
t1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.45 cis @ 0.93 fps)
Primary OutFlow Max=0.00 cfs @ 7.54 hrs HW=19.28' TW=19.28' (Dynamic Tailwater)
t2=Culvert ( Controls 0.00 cfs)
0.1
0.
Pond 2P: Junction Box
Hydrograph
_
■Inflow
'
❑ Outflow
Inflow Area-5.250 ac
®P maryetl
TI Peak EIev=21.08'
25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 7
Pond 2P: Junction Box
❑ Total
❑ Discarded
❑ Primary
Discharge (cfs)
Pond 2P: Junction Box
Stage -Area -Storage
O Storage
Storage (cubic -feet)

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 2P: Junction Box
Time
Inflow
Elevation
Outflow
Discarded
Primary
(hours)
(cfs)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.59
18.03
0.59
0.00
0.59
5.00
0.59
18.89
0.59
0.00
0.59
10.00
0.59
19.65
0.59
0.00
0.59
15.00
0.59
20.34
0.59
0.00
0.59
20.00
0.59
20.98
0.59
0.00
0.59
25.00
0.00
20.93
0.00
0.00
0.00
30.00
0.00
20.82
0.00
0.00
0.00
35.00
0.00
20.65
0.00
0.00
0.00
40.00
0.00
20.44
0.00
0.00
0.00
45.00
0.00
20.23
0.00
0.00
0.00
50.00
0.00
20.01
0.00
0.00
0.00
55.00
0.00
19.80
0.00
0.00
0.00
60.00
0.00
19.56
0.00
0.00
0.00
65.00
0.00
19.35
0.00
0.00
0.00
70.00
0.00
19.10
0.00
0.00
0.00
75.00
0.00
18.85
0.00
0.00
0.00
80.00
0.00
18.57
0.00
0.00
0.00
85.00
0.00
18.29
0.00
0.00
0.00
90.00
0.00
18.01
0.00
0.00
0.00
95.00
0.00
17.97
0.00
0.00
0.00
100.00
0.00
17.97
0.00
0.00
0.00
105.00
0.00
17.97
0.00
0.00
0.00
110.00
0.00
17.97
0.00
0.00
0.00
115.00
0.00
17.97
0.00
0.00
0.00
120.00
0.00
17.97
0.00
0.00
0.00

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15in/hr
Amec Foster Wheeler Printed 1/23/2017
Stage -Discharge for Pond 21P: Junction Box
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
17.48
0.00
0.00
0.00
17.53
0.00
0.00
0.00
17.58
0.00
0.00
0.00
17.63
0.00
0.00
0.00
17.68
0.00
0.00
0.00
17.73
0.00
0.00
0.00
17.78
0.00
0.00
0.00
17.83
0.00
0.00
0.00
17.88
0.00
0.00
0.00
17.93
0.00
0.00
0.00
17.98
0.00
0.00
0.00
18.03
0.55
0.00
0.55
18.08
1.04
0.00
1.04
18.13
1.50
0.00
1.50
18.18
1.99
0.00
1.99
18.23
2.51
0.00
2.51
18.28
3.07
0.00
3.07
18.33
3.56
0.00
3.56
18.38
3.97
0.00
3.97
18.43
4.40
0.00
4.40
18.48
4.84
0.00
4.84
18.53
5.30
0.00
5.30
18.58
5.78
0.00
5.78
18.63
6.28
0.00
6.28
18.68
6.79
0.00
6.79
18.73
7.33
0.00
7.33
18.78
7.87
0.00
7.87
18.83
8.44
0.00
8.44
18.88
9.02
0.00
9.02
18.93
9.61
0.00
9.61
18.98
10.22
0.00
10.22
19.03
10.84
0.00
10.84
19.08
11.48
0.00
11.48
19.13
12.13
0.00
12.13
19.18
12.79
0.00
12.79
19.23
13.47
.0.00
13.47
19.28
14.16
0.00
14.16
19.33
14.86
0.00
14.86
19.38
15.57
0.00
15.57
19.43
16.29
0.00
16.29
19.48
17.02
0.00
17.02
19.53
17.76
0.00
17.76
19.58
18.52
0.00
18.52
19.63
19.28
0.00
19.28
19.68
20.04
0.00
20.04
19.73
20.82
0.00
20.82
19.78
21.60
0.00
21.60
19.83
22.39
0.00
22.39
19.88
23.19
0.00
23.19
19.93
23.99
0.00
23.99
19.98
24.79
0.00
24.79
20.03
25.60
0.00
25.60
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
20.08
26.42
0.00
26.42
20.13
27.23
0.00
27.23
20.18
28.05
0.00
28.05
20.23
28.87
0.00
28.87
20.28
29.69
0.00
29.69
20.33
30.51
0.00
30.51
20.38
31.33
0.00
31.33
20.43
32.15
0.00
32.15
20.48
32.96
0.00
32.96
20.53
33.78
0.00
33.78
20.58
34.58
0.00
34.58
20.63
35.38
0.00
35.38
20.68
36.18
0.00
36.18
20.73
36.96
0.00
36.96
20.78
37.74
0.00
37.74
20.83
38.50
0.00
38.50
20.88
39.25
0.00
39.25
20.93
39.99
0.00
39.99
20.98
40.72
0.00
40.72
21.03
41.52
0.10
41.42
21.08
42.55
0.44
42.10

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 10
Elevation
Storage
(feet)
(cubic -feet)
17.48
0
17.53
0
17.58
0
17.63
0
17.68
0
17.73
0
17.78
0
17.83
0
17.88
0
17.93
0
17.98
0
18.03
0
18.08
0
18.13
0
18.18
0
18.23
0
18.28
0
18.33
0
18.38
0
18.43
0
18.48
0
18.53
0
18.58
0
18.63
0
18.68
0
18.73
0
18.78
0
18.83
0
18.88
0
18.93
0
18.98
0
19.03
0
19.08
0
19.13
0
19.18
0
19.23
0
19.28
0
19.33
0
19.38
0
19.43
0
19.48
0
19.53
0
19.58
0
19.63
0
19.68
0
19.73
0
19.78
0
19.83
0
19.88
0
19.93
0
19.98
0
20.03
0
Stage -Area -Storage for Pond 2P: Junction Box
Elevation
Storage
(feet)
(cubic -feet)
20.08
0
20.13
0
20.18
0
20.23
0
20.28
0
20.33
0
20.38
0
20.43
0
20.48
0
20.53
0
20.58
0
20.63
0
20.68
0
20.73
0
20.78
0
20.83
0
20.88
0
20.93
0
20.98
0
21.03
0
21.08
0

Sandfilter CampLejeunelDF1-yr Duration=1,440min, Inten=0.15in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCAD®10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 11
Summary for Pond 3P: Sandfilter
Inflow Area =
5.250 ac,
0.00% Impervious, Inflow Depth = 2.39" for 1-yr event
Inflow =
0.59 cfs @
7.54 hrs,
Volume=
1.047 of
Outflow =
0.14 cfs @
0.26 hrs,
Volume=
1.047 af, Atten= 76%, Lag= 0.0 min
Primary =
0.14 cfs @
0.26 hrs,
Volume=
1.047 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 21.08' @ 24.00 hrs Surf.Area= 13,249 sf Storage= 33,485 cf
Plug -Flow detention time= 2,063.0 min calculated for 1.046 of (100% of inflow)
Center -of -Mass det. time= 2,062.6 min ( 2,713.2 - 650.6 )
Volume
Invert Avail.Storage Storage
Description
#1
18.00,
61,851 cf Custom
Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
18.00
8,236
0
0
19.00
10,144
9,190
9,190
20.00
11,605
10,875
20,065
21.00
13,123
12,364
32,429
22.00
14,697
13,910
46,339
23.00
16,328
15,513
61,851
Device Routing Invert Outlet Devices
#1 Primary 15.40' 6.0" Round Culvert
L= 70.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 15.40' / 15.00' S= 0.0057 7' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#2 Device 1 18.00' 0.14 cfs Exfiltration at all elevations
#3 Secondary 22.00' 8.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.14 cfs @ 0.26 hrs HW=18.05' (Free Discharge)
t1=Culvert (Passes 0.14 cfs of 1.11 cfs potential flow)
2=Exfiltration (Exfiltration Controls 0.14 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.00' (Free Discharge)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
Pond 3P: Sandfilter
Hydrograph
_
.. -
■ Inflow
ass 0,
❑Outflow
Inflow Area=5 250'ac
° Primary
0.65-
❑ Secondary
0.6- .' -
• Peak E1ev=21.08'
0.55-
Storage=33,485 cf
0.5-
0.45-
,
0.4;
0.35-
0 0.3'
0.25-
o.t4ni7.ri?%%����
r
0.2, 0.14a:
Cl. 15-
0.1?
W
110 1151
Time (hours)
Pond 3P: Sandfilter
0 2 4 6 8 10 12 14 16 18 20
Discharge (cfs)
❑ Total
M Primary
❑ Secondary

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Arnec Foster Wheeler Printed 1/23/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 13
Pond 3P: Sandfilter
Stage -Area -Storage
SurfaceMorizontaimetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,00011,00012,00013,000 14,00015,00016,000 ❑ Surface
O Storage
23
22-
21-
d
e
u
20
to
,
ustom a Bala .' j
5,600 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,600 50,000 55,000 60,000
Storage (cubic -feet)

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCAD010.00-15 s/n 08711 ©2015 HydroCAD Software Solutions LLC Page 14
Hydrograph for Pond 3P: Sandfilter
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.59
8
18.00
0.14
0.14
0.00
5.00
0.59
8,038
18.89
0.14
0.14
0.00
10.00
0.59
16,068
19.65
0.14
0.14
0.00
15.00
0.59
24,098
20.34
0.14
0.14
0.00
20.00
0.59
32,128
20.98
0.14
0.14
0.00
25.00
0.00
32,984
21.04
0.14
0.14
0.00
30.00
0.00
30,464
20.85
0.14
0.14
0.00
35.00
0.00
27,944
20.65
0.14
0.14
0.00
40.00
0.00
25,424
20.45
0.14
0.14
0.00
45.00
0.00
22,904
20.24
0.14
0.14
0.00
50.00
0.00
20,384
20.03
0.14
0.14
0.00
55.00
0.00
17,864
19.81
0.14
0.14
0.00
60.00
0.00
15,344
19.58
0.14
0.14
0.00
65.00
0.00
12,824
19.35
0.14
0.14
0.00
70.00
0.00
10,304
19.11
0.14
0.14
0.00
75.00
0.00
7,784
18.86
0.14
0.14
0.00
80.00
0.00
5,264
18.60
0.14
0.14
0.00
85.00
0.00
2,744
18.32
0.14
0.14
0.00
90.00
0.00
224
18.03
0.14
0.14
0.00
95.00
0.00
0
18.00
0.00
0.00
0.00
100.00
0.00
0
18.00
0.00
0.00
0.00
105.00
0.00
0
18.00
0.00
0.00
0.00
110.00
0.00
0
18.00
0.00
0.00
0.00
115.00
0.00
0
18.00
0.00
0.00
0.00
120.00
0.00
0
18.00
0.00
0.00
0.00

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
Stage -Discharge for Pond 3P: Sandfilter
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
18.00
0.00
0.00
0.00
18.05
0.14
0.14
0.00
18.10
0.14
0.14
0.00
18.15
0.14
0.14
0.00
18.20
0.14
0.14
0.00
18.25
0.14
0.14
0.00
18.30
0.14
0.14
0.00
18.35
0.14
0.14
0.00
18.40
0.14
0.14
0.00
18.45
0.14
0.14
0.00
18.50
0.14
0.14
0.00
18.55
0.14
0.14
0.00
18.60
0.14
0.14
0.00
18.65
0.14
0.14
0.00
18.70
0.14
0.14
0.00
18.75
0.14
0.14
0.00
18.80
0.14
0.14
0.00
18.85
0.14
0.14
0.00
18.90
0.14
0.14
0.00
18.95
0.14
0.14
0.00
19.00
0.14
0.14
0.00
19.05
0.14
0.14
0.00
19.10
0.14
0.14
0.00
19.15
0.14
0.14
0.00
19.20
0.14
0.14
0.00
19.25
0.14
0.14
0.00
19.30
0.14
0.14
0.00
19.35
0.14
0.14
0.00
19.40
0.14
0.14
0.00
19.45
0.14
0.14
0.00
19.50
0.14
0.14
0.00
19.55
0.14
0.14
0.00
19.60
0.14
0.14
0.00
19.65
0.14
0.14
0.00
19.70
0.14
0.14
0.00
19.75
0.14
0.14
0.00
19.80
0.14
0.14
0.00
19.85
0.14
0.14
0.00
19.90
0.14
0.14
0.00
19.95
0.14
0.14
0.00
20.00
0.14
0.14
0.00
20.05
0.14
0.14
0.00
20.10
0.14
0.14
0.00
20.15
0.14
0.14
0.00
20.20
0.14
0.14
0.00
20.25
0.14
0.14
0.00
20.30
0.14
0.14
0.00
20.35
0.14
0.14
0.00
20.40
0.14
0.14
0.00
20.45
0.14
0.14
0.00
20.50
0.14
0.14
0.00
20.55
0.14
0.14
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
20.60
0.14
0.14
0.00
20.65
0.14
0.14
0.00
20.70
0.14
0.14
0.00
20.75
0.14
0.14
0.00
20.80
0.14
0.14
0.00
20.85
0.14
0.14
0.00
20.90
0.14
0.14
0.00
20.95
0.14
0.14
0.00
21.00
0.14
0.14
0.00
21.05
0.14
0.14
0.00
21.10
0.14
0.14
0.00
21.15
0.14
0.14
0.00
21.20
0.14
0.14
0.00
21.25
0.14
0.14
0.00
21.30
0.14
0.14
0.00
21.35
0.14
0.14
0.00
21.40
0.14
0.14
0.00
21.45
0.14
0.14
0.00
21.50
0.14
0.14
0.00
21.55
0.14
0.14
0.00
21.60
0.14
0.14
0.00
21.65
0.14
0.14
0.00
21.70
0.14
0.14
0.00
21.75
0.14
0.14
0.00
21.80
0.14
0.14
0.00
21.85
0.14
0.14
0.00
21.90
0.14
0.14
0.00
21.95
0.14
0.14
0.00
22.00
0.14
0.14
0.00
22.05
0.38
0.14
0.24
22.10
0.82
0.14
0.68
22.15
1.39
0.14
1.25
22.20
2.06
0.14
1.92
22.25
2.83
0.14
2.69
22.30
3.68
0.14
3.54
22.35
4.60
0.14
4.46
22.40
5.60
0.14
5.46
22.45
6.66
0.14
6.52
22.50
7.78
0.14
7.64
22.55
8.95
0.14
8.81
22.60
10.18
0.14
10.04
22.65
11.40
0.14
11.26
22.70
12.65
0.14
12.51
22.75
13.94
0.14
13.80
22.80
15.25
0.14
15.11
22.85
16.68
0.14
16.54
22.90
18.14
0.14
18.00
22.95
19.64
0.14
19.50
23.00
21.18
0.14
21.04

Sandfilter CampLejeunelDF 1-yr Duration=1,440 min, Inten=0.15 in/hr
Prepared by Amec Foster Wheeler Printed 1/23/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paae 16
Stage -Area -Storage for Pond 3P: Sandfilter
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
18.00
8,236
0
18.05
8,331
414
18.10
8,427
833
18.15
8,522
1,257
18.20
8,618
1,685
18.25
8,713
2,119
18.30
8,808
2,557
18.35
8,904
2,999
18.40
8,999
3,447
18.45
9,095
3,899
18.50
9,190
4,357
18.55
9,285
4,818
18.60
9,381
5,285
18.65
9,476
5,756
18.70
9,572
6,233
18.75
9,667
6,714
18.80
9,762
7,199
18.85
9,858
7,690
18.90
9,953
8,185
18.95
10,049
8,685
19.00
10,144
9,190
19.05
10,217
9,699
19.10
10,290
10,212
19.15
10,363
10,728
19.20
10,436
11,248
19.25
10,509
11,772
19.30
10,582
12,299
19.35
10,655
12,830
19.40
10,728
13,364
19.45
10,801
13,903
19.50
10,875
14,445
19.55
10,948
14,990
19.60
11,021
15,539
19.65
11,094
16,092
19.70
11,167
16,649
19.75
11,240
17,209
19.80
11,313
17,773
19.85
11,386
18,340
19.90
11,459
18,911
19.95
11,532
19,486
20.00
11,605
20,065
20.05
11,681
20,647
20.10
11,757
21,233
20.15
11,833
21,822
20.20
11,909
22,416
20.25
11,985
23,013
20.30
12,060
23,614
20.35
12,136
24,219
20.40
12,212
24,828
20.45
12,288
25,440
20.50
12,364
26,057
20.55
12,440
26,677
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
20.60
12,516
27,301
20.65
12,592
27,928
20.70
12,668
28,560
20.75
12,744
29,195
20.80
12,819
29,834
20.85
12,895
30,477
20.90
12,971
31,124
20.95
13,047
31,774
21.00
13,123
32,429
21.05
13,202
33,087
21.10
13,280
33,749
21.15
13,359
34,415
21.20
13,438
35,085
21.25
13,517
35,758
21.30
13,595
36,436
21.35
13,674
37,118
21.40
13,753
37,804
21.45
13,831
38,493
21.50
13,910
39,187
21.55
13,989
39,884
21.60
14,067
40,586
21.65
14,146
41,291
21.70
14,225
42,000
21.75
14,304
42,713
21.80
14,382
43,431
21.85
14,461
44,152
21.90
14,540
44,877
21.95
14,618
45,606
22.00
14,697
46,339
22.05
14,779
47,075
22.10
14,860
47,816
22.15
14,942
48,561
22.20
15,023
49,311
22.25
15,105
50,064
22.30
15,186
50,821
22.35
15,268
51,582
22.40
15,349
52,348
22.45
15,431
53,117
22.50
15,513
53,891
22.55
15,594
54,669
22.60
15,676
55,450
22.65
15,757
56,236
22.70
15,839
57,026
22.75
15,920
57,820
22.80
16,002
58,618
22.85
16,083
59,420
22.90
16,165
60,226
22.95
16,246
61,037
23.00
16,328
61,851

s
\� CB
Sandfilter DA 2P
Junction Box Sandfilter
9 Reach Aon Link

Sandfilter
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
1.250 0.20 50-75% Grass cover, Fair (1 S)
4.000 0.90 Paved parking (1S)

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace 3
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment IIS: Sandfilter DA Runoff Area=5.250 ac 0.00% Impervious Runoff Depth=0.40"
Tc=7.0 min C=0.73 Runoff=24.29 cfs 0.173 of
Pond 2P: Junction Box Peak Elev=19.95' Inflow=24.29 cfs 0.173 of
Discarded=0.00 cfs 0.000 of Primary=24.29 cfs 0.173 of Outflow=24.29 cfs 0.173 of
Pond 3P: Sandfilter Peak Elev=18.83' Storage=7,459 cf Inflow=24.29 cfs 0.173 of
Primary=0.14 cfs 0.173 of Secondary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.173 of

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pape 4
Summary for Subcatchment 1S: Sandfilter DA
Runoff = 24.29 cfs @ 0.08 hrs, Volume= 0.173 af, Depth= 0.40"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Area (ac) C Descriotion
4.000
0.90 Paved parking
1.250
0.20 50-75% Grass cover, Fair
5.250
0.73 Weighted Average
5.250
100.00% Pervious Area
Tc Length
7.0
24-
22.
20-
18-
N �
14-
LL 1z-
10-
8-
6-
Description
Direct Entry,
Subcatchment 1S: Sandfilter DA
Time (hours)
CampLejeunelDF 10-yr
Duration=5 min,
Inten=9.12 in/hr
Runoff Area=5.250 ac
Runoff Volume-0.173 of
Runoff Depth=0.40"
Tc=7.0 min
C=0.73
4 15 16 17 18 19 20 21 22 23 24
O Runoff

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HVdroCAD Software Solutions LLC Page 5
Time Runoff
(hours) (cfs)
0.00 0.00
0.20 0.00
0.40 0.00
0.60 0.00
0.80 0.00
1.00 0.00
1.20 0.00
1.40 0.00
1.60 0.00
1.80 0.00
2.00 0.00
2.20 0.00
2.40 0.00
2.60 0.00
2.80 0.00
3.00 0.00
3.20 0.00
3.40 0.00
3.60 0.00
3.80 0.00
4.00 0.00
4.20 0.00
4.40 0.00
4.60 0.00
4.80 0.00
5.00 0.00
5.20 0.00
5.40 0.00
5.60 0.00
5.80 0.00
6.00 0.00
6.20 0.00
6.40 0.00
6.60 0.00
6.80 0.00
7.00 0.00
7.20 0.00
7.40 0.00
7.60 0.00
7.80 0.00
8.00 0.00
8.20 0.00
8.40 0.00
8.60 0.00
8.80 0.00
9.00 0.00
9.20 0.00
9.40 0.00
9.60 0.00
9.80 0.00
10.00 0.00
10.20 0.00
Hydrograph for Subcatchment 1S: Sandfilter DA
Time Runoff
(hours) (cfs)
10.40 0.00
10.60 0.00
10.80 0.00
11.00 0.00
11.20 0.00
11.40 0.00
11.60 0.00
11.80 0.00
12.00 0.00
12.20 0.00
12.40 0.00
12.60 0.00
12.80 0.00
13.00 0.00
13.20 0.00
13.40 0.00
13.60 0.00
13.80 0.00
14.00 0.00
14.20 0.00
14.40 0.00
14.60 0.00
14.80 0.00
15.00 0.00
15.20 0.00
15.40 0.00
15.60 0.00
15.80 0.00
16.00 0.00
16.20 0.00
16.40 0.00
16.60 0.00
16.80 0.00
17.00 0.00
17.20 0.00
17.40 0.00
17.60 0.00
17.80 0.00
18.00 0.00
18.20 0.00
18.40 0.00
18.60 0.00
18.80 0.00
19.00 0.00
19.20 0.00
19.40 0.00
19.60 0.00
19.80 0.00
20.00 0.00
20.20 0.00
20.40 0.00
20.60 0.00
Time Runoff
(hours)
(cfs)
20.80
0.00
21.00
0.00
21.20
0.00
21.40
0.00
21.60
0.00
21.80
0.00
22.00
0.00
22.20
0.00
22.40
0.00
22.60
0.00
22.80
0.00
23.00
0.00
23.20
0.00
23.40
0.00
23.60
0.00
23.80
0.00
24.00
0.00

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD® 10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 6
Summary for Pond 2P: Junction Box
Inflow Area = 5.250 ac, 0.00% Impervious, Inflow Depth = 0.40" for 10-yr event
Inflow =
24.29 cfs @
0.08 hrs,
Volume=
0.173 of
Outflow =
24.29 cfs @
0.08 hrs,
Volume=
0.173 af, Atten= 0%, Lag= 0.0 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
24.29 cfs @
0.08 hrs,
Volume=
0.173 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 19.95' @ 0.08 hrs
Device Routing Invert Outlet Devices
#1 Discarded 21.00' 6.0' long Sharp -Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
#2 Primary 17.48' 36.0" Round Culvert
L= 31.9' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 17.48' / 17.38' S= 0.0031 7' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.48' (Free Discharge)
t-1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Primary OutFlow Max=23.91 cfs @ 0.08 hrs HW=19.93' TW=18.42' (Dynamic Tailwater)
t-2=Culvert (Barrel Controls 23.91 cfs @ 5.28 fps)
Pond 2P: Junction Box
Hydrograph
Inflow Area=5.250 ac
Peak Elev=19.95'
N 16-
14
LL 12'"
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
O Inflow It
❑ Outflow
O Discarded
O Primary

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 7
W
Pond 2P: Junction Box
Discharge (cfs)
Pond 2P: Junction Box
0
Storage(cubiofeet)
❑ Total
❑ Discarded
❑ Primary
0 Storage

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 213: Junction Box
Time
Inflow
Elevation
Outflow
Discarded
Primary
(hours)
(cfs)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
17.48
0.00
0.00
0.00
0.50
0.00
18.78
0.00
0.00
0.00
1.00
0.00
18.78
0.00
0.00
0.00
1.50
0.00
18.75
0.00
0.00
0.00
2.00
0.00
18.71
0.00
0.00
0.00
2.50
0.00
18.68
0.00
0.00
0.00
3.00
0.00
18.68
0.00
0.00
0.00
3.50
0.00
18.64
0.00
0.00
0.00
4.00
0.00
18.61
0.00
0.00
0.00
4.50
0.00
18.57
0.00
0.00
0.00
5.00
0.00
18.57
0.00
0.00
0.00
5.50
0.00
18.54
0.00
0.00
0.00
6.00
0.00
18.50
0.00
0.00
0.00
6.50
0.00
18.47
0.00
0.00
0.00
7.00
0.00
18.43
0.00
0.00
0.00
7.50
0.00
18.43
0.00
0.00
0.00
8.00
0.00
18.40
0.00
0.00
0.00
8.50
0.00
18.36
0.00
0.00
0.00
9.00
0.00
18.32
0.00
0.00
0.00
9.50
0.00
18.29
0.00
0.00
0.00
10.00
0.00
18.29
0.00
0.00
0.00
10.50
0.00
18.25
0.00
0.00
0.00
11.00
0.00
18.22
0.00
0.00
0.00
11.50
0.00
18.18
0.00
0.00
0.00
12.00
0.00
18.15
0.00
0.00
0.00
12.50
0.00
18.15
0.00
0.00
0.00
13.00
0.00
18.11
0.00
0.00
0.00
13.50
0.00
18.08
0.00
0.00
0.00
14.00
0.00
18.04
0.00
0.00
0.00
14.50
0.00
18.01
0.00
0.00
0.00
15.00
0.00
17.97
0.00
0.00
0.00
15.50
0.00
17.97
0.00
0.00
0.00
16.00
0.00
17.97
0.00
0.00
0.00
16.50
0.00
17.97
0.00
0.00
0.00
17.00
0.00
17.97
0.00
0.00
0.00
17.50
0.00
17.97
0.00
0.00
0.00
18.00
0.00
17.97
0.00
0.00
0.00
18.50
0.00
17.97
0.00
0.00
0.00
19.00
0.00
17.97
0.00
0.00
0.00
19.50
0.00
17.97
0.00
0.00
0.00
20.00
0.00
17.97
0.00
0.00
0.00
20.50
0.00
17.97
0.00
0.00
0.00
21.00
0.00
17.97
0.00
0.00
0.00
21.50
0.00
17.97
0.00
0.00
0.00
22.00
0.00
17.97
0.00
0.00
0.00
22.50
0.00
17.97
0.00
0.00
0.00
23.00
0.00
17.97
0.00
0.00
0.00
23.50
0.00
17.97
0.00
0.00
0.00
24.00
0.00
17.97
0.00
0.00
0.00

Sandfilter CampLejeunelDF fO-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydrOCADO 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace9
Stage -Discharge for Pond 2P: Junction Box
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
17.48
0.00
0.00
0.00
17.53
0.00
0.00
0.00
17.58
0.00
0.00
0.00
17.63
0.00
0.00
0.00
17.68
0.00
0.00
0.00
17.73
0.00
0.00
0.00
17.78
0.00
0.00
0.00
17.83
0.00
0.00
0.00
17.88
0.00
0.00
0.00
17.93
0.00
0.00
0.00
17.98
0.00
0.00
0.00
18.03
0.55
0.00
0.55
18.08
1.04
0.00
1.04
18.13
1.50
0.00
1.50
18.18
1.99
0.00
1.99
18.23
2.51
0.00
2.51
18.28
3.07
0.00
3.07
18.33
3.56
0.00
3.56
18.38
3.97
0.00
3.97
18.43
4.40
0.00
4.40
18.48
4.84
0.00
4.84
18.53
5.30
0.00
5.30
18.58
5.78
0.00
5.78
18.63
6.28
0.00
6.28
18.68
6.79
0.00
6.79
18.73
7.33
0.00
7.33
18.78
7.87
0.00
7.87
18.83
8.44
0.00
8.44
18.88
9.02
0.00
9.02
18.93
9.61
0.00
9.61
18.98
10.22
0.00
10.22
19.03
10.84
0.00
10.84
19.08
11.48
0.00
11.48
19.13
12.13
0.00
12.13
19.18
12.79
0.00
12.79
19.23
13.47
0.00
13.47
19.28
14.16
0.00
14.16
19.33
14.86
0.00
14.86
19.38
15.57
0.00
15.57
19.43
16.29
0.00
16.29
19.48
17.02
0.00
17.02
19.53
17.76
0.00
17.76
19.58
18.52
0.00
18.52
19.63
19.28
0.00
19.28
19.68
20.04
0.00
20.04
19.73
20.82
0.00
20.82
19.78
21.60
0.00
21.60
19.83
22.39
0.00
22.39
19.88
23.19
0.00
23.19
19.93
23.99
0.00
23.99
19.98
24.79
0.00
24.79
20.03
25.60
0.00
25.60
Elevation Discharge Discarded Primary
(feet)
(cfs)
(cfs)
(cfs)
20.08
26.42
0.00
26.42
20.13
27.23
0.00
27.23
20.18
28.05
0.00
28.05
20.23
28.87
0.00
28.87
20.28
29.69
0.00
29.69
20.33
30.51
0.00
30.51
20.38
31.33
0.00
31.33
20.43
32.15
0.00
32.15
20.48
32.96
0.00
32.96
20.53
33.78
0.00
33.78
20.58
34.58
0.00
34.58
20.63
35.38
0.00
35.38
20.68
36.18
0.00
36.18
20.73
36.96
0.00
36.96
20.78
37.74
0.00
37.74
20.83
38.50
0.00
38.50
20.88
39.25
0.00
39.25
20.93
39.99
0.00
39.99
20.98
40.72
0.00
40.72

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HYdroCADO 10.00-15 s/n 08711 © 2015 HvdroCAD Software Solutions LLC Page 10
Elevation
Storage
(feet)
(cubic -feet)
17.48
0
17.53
0
17.58
0
17.63
0
17.68
0
17.73
0
17.78
0
17.83
0
17.88
0
17.93
0
17.98
0
18.03
0
18.08
0
18.13
0
18.18
0
18.23
0
18.28
0
18.33
0
18.38
0
18.43
0
18.48
0
18.53
0
18.58
0
18.63
0
18.68
0
18.73
0
18.78
0
18.83
0
18.88
0
18.93
0
18.98
0
19.03
0
19.08
0
19.13
0
19.18
0
19.23
0
19.28
0
19.33
0
19.38
0
19.43
0
19.48
0
19.53
0
19.58
0
19.63
0
19.68
0
19.73
0
19.78
0
19.83
0
19.88
0
19.93
0
19.98
0
20.03
0
Stage -Area -Storage for Pond 2P: Junction Box
Elevation
Storage
(feet)
(cubic -feet)
20.08
0
20.13
0
20.18
0
20.23
0
20.28
0
20.33
0
20.38
0
20.43
0
20.48
0
20.53
0
20.58
0
20.63
0
20.68
0
20.73
0
20.78
0
20.83
0
20.88
0
20.93
0
20.98
0

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HVdroCAD@ 10.00-15 s/n 08711 @ 2015 HydroCAD Software Solutions LLC Page 11
Summary for Pond 3P: Sandfilter
Inflow Area =
5.250 ac,
0.00% Impervious, Inflow Depth = 0.40" for 10-yr event
Inflow =
24.29 cfs @
0.08 hrs,
Volume=
0.173 of
Outflow =
0.14 cfs @
0.03 hrs,
Volume=
0.173 at, Atten= 99%, Lag= 0.0 min
Primary =
0.14 cfs @
0.03 hrs,
Volume=
0.173 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 18.83' @ 0.17 hrs Surf.Area= 9,813 sf Storage= 7,459 cf
Plug -Flow detention time= 443.9 min calculated for 0.173 of (100% of inflow)
Center -of -Mass det. time= 444.1 min ( 449.1 - 5.0 )
Volume
Invert Avail.Storage Storage
Description
#1
18.00'
61,851 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
18.00
8,236
0
0
19.00
10,144
9,190
9,190
20.00
11,605
10,875
20,065
21.00
13,123
12,364
32,429
22.00
14,697
13,910
46,339
23.00
16,328
15,513
61,851
Device Routing Invert Outlet Devices
#1 Primary 15.40' 6.0" Round Culvert
L= 70.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 15.40' / 15.00' S= 0.0057 ? Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf
#2 Device 1 18.00' 0.14 cfs Exfiltration at all elevations
#3 Secondary 22.00' 8.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.14 cfs @ 0.03 hrs HW=18.06' (Free Discharge)
t1=Culvert (Passes 0.14 cfs of 1.11 cfs potential flow)
2=Exfiltration (Exfiltration Controls 0.14 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.00' (Free Discharge)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Sandfilter CampLejeunelDF 10-yr Duration=5 min, lnten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD®10,00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Page 12
Pond 3P: Sandfilter
26=
24
22'
-.
20-
.
,6
76-
m
U
14-
O
12
LL
8'
W
■ Inflow
❑ Outflow
Inflow Area=5.250ac ®Primary
❑Secondary
Peak Elev=18.83'
Storage=7,459 cf-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 3P: Sandfilter
Stage -Discharge
Discharge (cfs)
❑ Total
® Primary
❑ Secondary

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD®10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Paw 13
c
0
q
d
W
Pond 3P: Sandfilter
Stage -Area -Storage
Surface/HorizontaVWetted Area (sq-ft)
Storage (cubic -feet)
❑ Surface
0 Storage

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in1hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
Hydrograph for Pond 3P: Sandfilter
Time Inflow Storage Elevation Outflow
0.00
0.00
0
18.00
0.00
0.00
0.00
0.50
0.00
7,291
18.81
0.14
0.14
0.00
1.00
0.00
7,039
18.78
0.14
0.14
0.00
1.50
0.00
6,787
18.76
0.14
0.14
0.00
2.00
0.00
6,535
18.73
0.14
0.14
0.00
2.50
0.00
6,283
18.71
0.14
0.14
0.00
3.00
0.00
6,031
18.68
0.14
0.14
0.00
3.50
0.00
5,779
18.65
0.14
0.14
0.00
4.00
0.00
5,527
18.63
0.14
0.14
0.00
4.50
0.00
5,275
18.60
0.14
0.14
0.00
5.00
0.00
5,023
18.57
0.14
0.14
0.00
5.50
0.00
4,771
18.54
0.14
0.14
0.00
6.00
0.00
4,519
18.52
0.14
0.14
0.00
6.50
0.00
4,267
18.49
0.14
0.14
0.00
7.00
0.00
4,015
18.46
0.14
0.14
0.00
7.50
0.00
3,763
18.43
0.14
0.14
0.00
8.00
0.00
3,511
18.41
0.14
0.14
0.00
8.50
0.00
3,259
18.38
0.14
0.14
0.00
9.00
0.00
3,007
18.35
0.14
0.14
0.00
9.50
0.00
2,755
18.32
0.14
0.14
0.00
10.00
0.00
2,503
18.29
0.14
0.14
0.00
10.50
0.00
2,251
18.27
0.14
0.14
0.00
11.00
0.00
1,999
18.24
0.14
0.14
0.00
11.50
0.00
1,747
18.21
0.14
0.14
0.00
12.00
0.00
1,495
18.18
0.14
0.14
0.00
12.50
0.00
1,243
18.15
0.14
0.14
0.00
13.00
0.00
991
18.12
0.14
0.14
0.00
13.50
0.00
739
18.09
0.14
0.14
0.00
14.00
0.00
487
18.06
0.14
0.14
0.00
14.50
0.00
235
18.03
0.14
0.14
0.00
15.00
0.00
0
18.00
0.00
0.00
0.00
15.50
0.00
0
18.00
0.00
0.00
0.00
16.00
0.00
0
18.00
0.00
0.00
0.00
16.50
0.00
0
18.00
0.00
0.00
0.00
17.00
0.00
0
18.00
0.00
0.00
0.00
17.50
0.00
0
18.00
0.00
0.00
0.00
18.00
0.00
0
18.00
0.00
0.00
0.00
18.50
0.00
0
18.00
0.00
0.00
0.00
19.00
0.00
0
18.00
0.00
0.00
0.00
19.50
0.00
0
18.00
0.00
0.00
0.00
20.00
0.00
0
18.00
0.00
0.00
0.00
20.50
0.00
0
18.00
0.00
0.00
0.00
21.00
0.00
0
18.00
0.00
0.00
0.00
21.50
0.00
0
18.00
0.00
0.00
0.00
22.00
0.00
0
18.00
0.00
0.00
0.00
22.50
0.00
0
18.00
0.00
0.00
0.00
23.00
0.00
0
18.00
0.00
0.00
0.00
23.50
0.00
0
18.00
0.00
0.00
0.00
24.00
0.00
0
18.00
0.00
0.00
0.00

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCAD® 10.00-15 s/n 08711 © 2015 HydroCAD Software Solutions LLC Pace 15
Stage -Discharge for Pond 3P: Sandfilter
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
18.00
0.00
0.00
0.00
18.05
0.14
0.14
0.00
18.10
0.14
0.14
0.00
18.15
0.14
0.14
0.00
18.20
0.14
0.14
0.00
18.25
0.14
0.14
0.00
18.30
0.14
0.14
0.00
18.35
0.14
0.14
0.00
18.40
0.14
0.14
0.00
18.45
0.14
0.14
0.00
18.50
0.14
0.14
0.00
18.55
0.14
0.14
0.00
18.60
0.14
0.14
0.00
18.65
0.14
0.14
0.00
18.70
0.14
0.14
0.00
18.75
0.14
0.14
0.00
18.80
0.14
0.14
0.00
18.85
0.14
0.14
0.00
18.90
0.14
0.14
0.00
18.95
0.14
0.14
0.00
19.00
0.14
0.14
0.00
19.05
0.14
0.14
0.00
19.10
0.14
0.14
0.00
19.15
0.14
0.14
0.00
19.20
0.14
0.14
0.00
19.25
0.14
0.14
0.00
19.30
0.14
0.14
0.00
19.35
0.14
0.14
0.00
19.40
0.14
0.14
0.00
19.45
0.14
0.14
0.00
19.50
0.14
0.14
0.00
19.55
0.14
0.14
0.00
19.60
0.14
0.14
0.00
19.65
0.14
0.14
0.00
19.70
0.14
0.14
0.00
19.75
0.14
0.14
0.00
19.80
0.14
0.14
0.00
19.85
0.14
0.14
0.00
19.90
0.14
0.14
0.00
19.95
0.14
0.14
0.00
20.00
0.14
0.14
0.00
20.05
0.14
0.14
0.00
20.10
0.14
0.14
0.00
20.15
0.14
0.14
0.00
20.20
0.14
0.14
0.00
20.25
0.14
0.14
0.00
20.30
0.14
0.14
0.00
20.35
0.14
0.14
0.00
20.40
0.14
0.14
0.00
20.45
0.14
0.14
0.00
20.50
0.14
0.14
0.00
20.55
0.14
0.14
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
20.60
0.14
0.14
0.00
20.65
0.14
0.14
0.00
20.70
0.14
0.14
0.00
20.75
0.14
0.14
0.00
20.80
0.14
0.14
0.00
20.85
0.14
0.14
0.00
20.90
0.14
0.14
0.00
20.95
0.14
0.14
0.00
21.00
0.14
0.14
0.00
21.05
0.14
0.14
0.00
21.10
0.14
0.14
0.00
21.15
0.14
0.14
0.00
21.20
0.14
0.14
0.00
21.25
0.14
0.14
0.00
21.30
0.14
0.14
0.00
21.35
0.14
0.14
0.00
21.40
0.14
0.14
0.00
21.45
0.14
0.14
0.00
21.50
0.14
0.14
0.00
21.55
0.14
0.14
0.00
21.60
0.14
0.14
0.00
21.65
0.14
0.14
0.00
21.70
0.14
0.14
0.00
21.75
0.14
0.14
0.00
21.80
0.14
0.14
0.00
21.85
0.14
0.14
0.00
21.90
0.14
0.14
0.00
21.95
0.14
0.14
0.00
22.00
0.14
0.14
0.00
22.05
0.38
0.14
0.24
22.10
0.82
0.14
0.68
22.15
1.39
0.14
1.25
22.20
2.06
0.14
1.92
22.25
2.83
0.14
2.69
22.30
3.68
0.14
3.54
22.35
4.60
0.14
4.46
22.40
5.60
0.14
5.46
22.45
6.66
0.14
6.52
22.50
7.78
0.14
7.64
22.55
8.95
0.14
8.81
22.60
10.18
0.14
10.04
22.65
11.40
0.14
11.26
22.70
12.65
0.14
12.51
22.75
13.94
0.14
13.80
22.80
15.25
0.14
15.11
22.85
16.68
0.14
16.54
22.90
18.14
0.14
18.00
22.95
19.64
0.14
19.50
23.00
21.18
0.14
21.04

Sandfilter CampLejeunelDF 10-yr Duration=5 min, Inten=9.12 in/hr
Prepared by Amec Foster Wheeler Printed 1/25/2017
HydroCADO 10.00-15 s/n 08711 O 2015 HydroCAD Software Solutions LLC Page 16
Stage -Area -Storage for Pond 3P: Sandfilter
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
18.00
8,236
0
18.05
8,331
414
18.10
8,427
833
18.15
8,522
1,257
18.20
8,618
1,685
18.25
8,713
2,119
18.30
8,808
2,557
18.35
8,904
2,999
18.40
8,999
3,447
18.45
9,095
3,899
18.50
9,190
4,357
18.55
9,285
4,818
18.60
9,381
5,285
18.65
9,476
5,756
18.70
9,572
6,233
18.75
9,667
6,714
18.80
9,762
7,199
18.85
9,858
7,690
18.90
9,953
8,185
18.95
10,049
8,685
19.00
10,144
9,190
19.05
10,217
9,699
19.10
10,290
10,212
19.15
10,363
10,728
19.20
10,436
11,248
19.25
10,509
11,772
19.30
10,582
12,299
19.35
10,655
12,830
19.40
10,728
13,364
19.45
10,801
13,903
19.50
10,875
14,445
19.55
10,948
14,990
19.60
11,021
15,539
19.65
11,094
16,092
19.70
11,167
16,649
19.75
11,240
17,209
19.80
11,313
17,773
19.85
11,386
18,340
19.90
11,459
18,911
19.95
11,532
19,486
20.00
11,605
20,065
20.05
11,681
20,647
20.10
11,757
21,233
20.15
11,833
21,822
20.20
11,909
22,416
20.25
11,985
23,013
20.30
12,060
23,614
20.35
12,136
24,219
20.40
12,212
24,828
20.45
12,288
25,440
20.50
12,364
26,057
20.55
12,440
26,677
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
20.60
12,516
27,301
20.65
12,592
27,928
20.70
12,668
28,560
20.75
12,744
29,195
20.80
12,819
29,834
20.85
12,895
30,477
20.90
12,971
31,124
20.95
13,047
31,774
21.00
13,123
32,429
21.05
13,202
33,087
21.10
13,280
33,749
21.15
13,359
34,415
21.20
13,438
35,085
21.25
13,517
35,758
21.30
13,595
36,436
21.35
13,674
37,118
21.40
13,753
37,804
21.45
13,831
38,493
21.50
13,910
39,187
21.55
13,989
39,884
21.60
14,067
40,586
21.65
14,146
41,291
21.70
14,225
42,000
21.75
14,304
42,713
21.80
14,382
43,431
21.85
14,461
44,152
21.90
14,540
44,877
21.95
14,618
45,606
22.00
14,697
46,339
22.05
14,779
47,075
22.10
14,860
47,816
22.15
14,942
48,561
22.20
15,023
49,311
22.25
15,105
50,064
22.30
15,186
50,821
22.35
15,268
51,582
22.40
15,349
52,348
22.45
15,431
53,117
22.50
15,513
53,891
22.55
15,594
54,669
22.60
15,676
55,450
22.65
15,757
56,236
22.70
15,839
57,026
22.75
15,920
57,820
22.80
16,002
58,618
22.85
16,083
59,420
22.90
16,165
60,226
22.95
16,246
61,037
23.00
16,328
61,851

• • • DATE
11 /21 /2016
PROJECT NAME MCAS Lejuene PROJECT NO
P1280 2d Radio Battalion 6466-15-5024
LOCATION Jacksonville, NC BY BCL
Pipe No:
Pipe Diameter:
Pipe Material:
Entrance Type
Design Frequency:
Discharge:
Culvert Slope:
PIPE F4-F3
15 in
RCP
FES
10 yrs
2.99 cfs
0.019 ft/ft
from Hydraflow
Outlet Protection
Q10= 2.99 cfs Qio/Qfull= 0.34
Qfull = 8.92 cfs V/Vfull = 0.89
Vfull = 7.27 fps V = 6.49 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone = 1
Dso
4 in
DMAX
= 6 in
Riprap Class
= A
Apron Thickness
= 12 in
Apron Length
= 5.0 ft
Apron Width = 3xDia
= 3.75 It
amec
foster
wheeler
Amec Foster Wheeler 11/21/2016 Page 1

Outlet ProtectionDATE
1 PROJECT NAME MCAS Lejuene PROJECT
NO �
P1280 2d Radio Battalion 6466-15-5024 amec (,
LOCATION Jacksonville, NC BY BCL foster
wheeler
Pipe No: PIPE F2-F1
Pipe Diameter: 15 in
Pipe Material: RCP
Entrance Type FES
Design Frequency: 10 yrs
Discharge: 4.37 cfs from Hydraflow
Culvert Slope: 0.005 ft/ft
Outlet Protection
Qio= 4.37 cfs Qio/Qfull= 0.95
Qfull = 4.62 cfs V/Vfull = 1.14
Vfull = 3.76 fps V = 4.29 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D5o = 4 in
DMAX = 6 in
Riprap Class = A
Apron Thickness = 12 in
Apron Length = 5.0 ft
3 Apron Width = 3xDia = 3.75 ft
Length
Amec Foster Wheeler 11/21/2016 Page 2

• • - • DATE
11 /21 /2016 Cl-0
PROJECT NAME MCAS Lejuene PROJECT NO
P1280 2d Radio Battalion 6466-15-5024 ameC (,
LOCATION Jacksonville, NC BY BCL foster
wheeler
Pipe No: FES-131
Pipe Diameter: 36 in
Pipe Material: RCP
Entrance Type FES
Design Frequency: 10 yrs
Discharge: 0.46 cfs HydroCAD
Culvert Slope: 0.006 ft/ft
Outlet Protection
010= 0.46 cfs 010/Ofull= 0.01
Ofull = 49.99 cfs V/Vfull = 0.32
Vfull = 7.07 fps V = 2.27 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAX = 6 in
Riprap Class = A
r Apron Thickness = 12 in
Apron Length = 12.0 ft
3 Apron Width = 3xDia = 9 ft
Length
Amec Foster Wheeler 11/21/2016 Page 3

• • • DATE
11 /21 /2016 C�D
PROJECT NAME MCAS Lejuene PROJECT NO �a�C
P1280 2d Radio Battalion 6466-15-5024 amec (,
LOCATION Jacksonville, NC BY BCL foster
wheeler
Pipe No: Sandfilter Outlet
Pipe Diameter: 6 in
Pipe Material: PVC
Entrance Type
Design Frequency: 10 yrs
Discharge: 0.14 cfs HydroCAD
Culvert Slope: 0.002 ft/ft
Outlet Protection
Q10= 0.14 cfs 010/Qfull= 0.56
Qfull = 0.25 cfs V/Vfull = 1.02
Vfull = 1.28 fps V = 1.31 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAX = 6 in
Riprap Class = A
r Apron Thickness = 12 in
Apron Length = 2.0 It
3 Apron Width = 3xDia = 1.5 ft
I Length
Amec Foster Wheeler 11/21/2016 Page 4

• • DATE
11
PROJECT NAME MCAS Lejuene PROJECT
NO �
P1280 2d Radio Battalion 6466-15-5024 amec (,
LOCATION Jacksonville, NC BY BCL foster
wheeler
Pipe No: FES D-1
Pipe Diameter: 36 in
Pipe Material: RCP
Entrance Type FES
Design Frequency: 10 yrs
Discharge: 9.22 cfs from Hydraflow
Culvert Slope: 0.002 ft/ft
Outlet Protection
Q10= 9.22 cfs Q10/Qfu11= 0.31
Qfull = 29.87 cfs V/Vfull = 0.87
Vfull = 4.23 fps V = 3.69 fps
From Fig. 8.06.b.1: Zone = 1
From Fig. 8.06.b.2: D50 = 4 in
DMAx = 6 in
Riprap Class = A
r Apron Thickness = 12 in
Apron Length = 12.0 It
3 Apron Width = 3xDia = 9 It
Length
Amec Foster Wheeler 11/21/2016 Page 5

Outlet ProtectionDATE
11 /21 /201677
!.D
PROJECT NAME MCAS Lejuene PROJECT NO � k
P1280 2d Radio Battalion 6466-15-5024 amec U
LOCATION Jacksonville, NC BY BCL foster
wheeler
Pipe No: FES-A2
Pipe Diameter: 42 in
Pipe Material: RCP
Entrance Type FES
Design Frequency: 10 yrs
Discharge: 38.32 cfs from Hydraflow
Culvert Slope: 0.007 ft/ft
Outlet Protection
Q10= 38.32 cfs 010/Qfull= 0.46
Qfull = 82.48 cfs VNfull = 0.97
Vfull = 8.57 fps V = 8.35 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAX = 12 in
Riprap Class = B
r Apron Thickness = 18 in
Apron Length = 21.0 It
3 Apron Width = 3xDia = 10.5 It
Leng[h I
Amec Foster Wheeler 11/21/2016 Page 6

• DATE
11 /21 /2016 CID
PROJECT NAME MCAS Lejuene PROJECT NO C
P1280 2d Radio Battalion 6466-15-5024 arrec (,
LOCATION Jacksonville, NC BY BCL foster
wheeler
Pipe No: FES-A3
Pipe Diameter: 42 in
Pipe Material: RCP
Entrance Type FES
Design Frequency: 10 yrs
Discharge: 42.00 cfs
Culvert Slope: 0.002 ft/ft
Outlet Protection
Qio= 42.00 cfs Q10/Qfull= 0.91
Qfull = 46.17 cfs WVfull = 1.13
Vfull = 4.80 fps V = 5.43 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D5o = 8 in
DMAx 12 in
Riprap Class = B
r Apron Thickness = 18 in
q Apron Length = 21.0 ft
3 Apron Width = 3xDia = 10.5 ft
Leng[h I
Amec Foster Wheeler 11/21/2016 Page 7

February 20, 2017
Ms. Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Subject: Response to Request for Additional Information - EXPRESS
Stormwater Project No. SW8 110906
2D Anglico and 2N BN OPS Complexes
Camp Lejeune Military Base
Onslow County
Amec Foster Wheeler Project No. 64661550204
Dear Ms. Hall,
amec
U
foster
wheeler
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) received your
request for additional information on our modified Express State Stormwater Management
Permit Application for 2D Anglico and 2N BN OPS Complexes on February 16, 2017. The
following is our responses to your request and attached is the additional information needed to
complete your review.
Request: 15A NCAC 02H. 1 003(g)(7):
a. In the drainage area exhibit provided for Section IV.10 of the application, the total
built -upon area presented for the sand filter differs from the table titled "Paved
and Landscaped Areas Draining into Sandfilter and Infiltration Practice" in
Appendix B. Please confirm the amount of built -upon area proposed for the sand
filter.
Response: Table titled "Paved and Landscaped Areas Draining into Sandfilter
and Infiltration Practice" was revised to match the application able.
b. Please confirm the top surface area and provided storage volume of the
infiltration basin. The information presented at the top of page 4 of the narrative
and in the supplement appear to confuse the surface area and the storage
volume.
Response: The top surface area for the infiltration basin is 7,386 ft2 and is
corrected on the supplement form and narrative.
c. Please provide a copy of the updated infiltration calculations reflecting the
changes to the drawdown calculations as demonstrated in the narrative.
Response: Calculation revised and included.
C lG O V E
Correspondence
Amec Foster Wheeler Environment &Intmstmcture, Inc. FEB 2 2 2017
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
Tel [phone] BY.
Fax [phone]
Licensure: NC Engineering F-1253 NC Geology C-247

Response to Comments 2D Anglico and 2N BN OPS Complexes
February 20, 2017 Onslow County
Page 2 Amec Foster wheeler Project No. 6466150204
In addition, we have responded to two minor items that need to be addressed for the modification
to SW8 081015 received 2/17/17.
1. Request: Drainage area 13 now shows an allocation of offsite built -upon area that was
not shown the previous application. Please confirm.
Response: This was an error and the value has been removed from the table.
2. Request: The previous version of the supplement for pond 15 received on May 2, 2012
shows that Option 2 was used to determine the average depth of the pond, not option
1. Please reconsider the average depth of the pond and make sure the information
(including which average depth calculation is used) is presented consistently between
the calculations and the supplement.
Response: The supplement was revised per the original calculation using option 2 and
the supplement and calculation have been updated.
If you have any questions concerning this response, please contact us.
Sincerely,
Amec Foster Wheeler Environment & Infrastructure, Inc.
Brian Lowther, PE
Project Engineer
Attachments
SW8 110906
SW8 081015
Infiltration Supplement Form
Stormwater Narrative with Revised Attachments
Attachment — Infiltration Calculation
Attachment — Table titled 'Paved and Landscaped Areas Draining into
Sandfilter and Infiltration Practice"
Application Table
Wet Detention Basin Supplement Form
Stormwater Narrative

vfq
Energy. Mineral &
Land Resources
ENVIRONMENTAL QUALITY
February 16, 2017
Commanding Officer
NICB Camp Lcjcune
C/O Neal Paul, Deputy
1005 illichacl Road
Public Works Officer
Camp Lejeunc, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SNi'S 110906
21) Anglicu and 2N BN OPS Complexes
Onslow County
Dear Mr. Paul:
ROY COOPER
Governor
MICHAEL S. REGAN
secretory
TRACY DAVIS
Dhvcfor
�✓`� Svc ���\ c�
'file Wilmington Regional Office received and accepted a modified Express State Stormwatcr
Management Permit Application for 21) Anglico and 2N BN' OPS Complexes on January 26, 2017 with
additional information received on February 14, 2017. A preliminary in-depth review of that information
has determined that the application is not complete. The following information is needed to continue the
stormwatcr review:
15A _NCAC 021-1.1003(g)(7):
In the drainage area exhibit provided for Section IV.10 of the application, the total built -
upon area presented for the sand filter differs from the table titled "Paved and
Landscaped Areas Draining into Sandfilter and Infiltration Practice" in Appendix 13.
Please confirm the amount of built -upon area proposed for the sand filter.
vb. Please confirm the top surface area and provided storage volume of the infiltration basin.
The information presented at the top of page 4 of the narrative and in the supplement
appear to confuse the surface area and the storage volume.
Please provide a copy of the updated infiltration calculations reflecting the changes to the
drawdown calculations as demonstrated in the narrative.
2. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
Please keep in mind that changing one number may change other numbers and require the calculations,
supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.
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 February 24, 2017, or the application will
be returned as incomplete. Please note that only two letters requesting additional information is allowed
in the State Storntwater Program. If the information is not satisfactorily provided after the second
request, the project will be returned. If the project is returned and you wish to re -submit to the Express
Program, you will need to reschedule the project through the Express Coordinator for the next available
review date and will need to resubmit all of the required items at that time, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Permit No. SW8 110906
Page 2 of 2
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. If you have any questions concerning this matter, please feel free
to call me at [phone] or email me at [e-mail].
Sincerely, Q
Christine Hall
Environmental Engineer
GDS/canh: %SiormwaterTermits & Projects\2011\110906 I ID\2017 02 addinfo_2 110906
cc: Brian Lowthcr_ Amec Foster Whecler
Wilmington Regional Office Stormwater File
Stateof North Carolina I Environmental Quality I rnergy.Mincialand Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

Hall, Christine
From:
Hall, Christine
Sent:
Thursday, February 16, 2017 3:29 PM
To:
'Lowther, Brian'; Thomas Bradshaw; David Towler
Cc:
Weaver, Cameron; Lowe, Lester; Riccitiello, Michael
Subject:
RE: request for additional information - SW8 110906
Attachments:
2017 02 addinfo_2 110906.pdf
Gentlemen,
Attached is a pdf of the second request for additional information for the modification to SW8 110906. There are just a
few minor items that need to be addressed.
I will start looking at the items submitted for the modification to SW8 081015 next.
Thanks,
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nothing Compares..-._.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Lowther, Brian[maiIto: Brian. [e-mail]
Sent: Tuesday, February 14, 2017 8:36 AM
To: Hall, Christine <[e-mail]>; Thomas Bradshaw <[e-mail]>; David Towler
<[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; Lowe, Lester <[e-mail]>; Riccitiello, Michael
<[e-mail]>
Subject: RE: request for additional information - SW8 110906
Christine,
We sent a hard copy of our response letter and attachments to you yesterday so you should get them today but I have
attached them for your convenience.
Let me know if you have any questions.
Thanks,

RM
Brian Lowther, P.E.
Project Engineer
Amec Foster Wheeler Environment & Infrastructure
4021 Stirrup Creek Drive, Suite 100
Durham, NC 27703
Direct 1 [phone]
Email I [e-mail]
amecfw.com
From: Hall, Christine f mailto:[e-mail])
Sent:.Friday, February 03, 2017 4:06 PM
To: Lowther, Brian <[e-mail]>; Thomas Bradshaw <[e-mail]>; David Towler
<david.towler@ usmc.mil>
Cc: Weaver, Cameron <[e-mail]>
Subject: request for additional information - SW8 110906
Gentlemen,
Attached is a pdf of the request for additional information on the modification to SW8 110906. Please let me know if
you have any questions or concerns. I will be out of the office all day on Monday but will return on Tuesday.
Have a great weekend!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall()ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
=''Nothing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named
recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by
law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no
responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a
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r 1
February 10, 2017
Ms. Christine Hall
Environmental Engineer
Ev. EIVE
III 1 H 2012
BY:
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Subject: Response to Request for Additional Information - EXPRESS
Stormwater Project No. SW8 110906
2D Anglico and 2N BN OPS Complexes
Camp Lejeune Military Base
Onslow County
Amec Foster Wheeler Project No. 64661550204
Dear Ms. Hall,
AWr
amec (�
foster
wheeler
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) received your
request for additional information on our modified Express State Stormwater Management
Permit Application for 2D Anglico and 2N BN OPS Complexes on February 3, 2017. The
following is our responses to your request and attached is the additional information needed to
complete your review.
Request: 15A NCAC 02H.1003(g)(7): Please confirm the following information:
a. In the drainage area exhibit provided for Section IV.10 of the application, the total
built -upon area presented for the sand filter differs between the top and bottom
tables. Additionally, in the table titled "Paved and Landscaped Areas Draining
into Sandfilter and Infiltration Practice', the sum of the impervious areas
associated with the sand filter differs from either total presented in the
application. Please confirm the amount of built -upon area proposed for this
drainage area.
Response: Sandfilter BLA corrected to 174,240 sq ft. For simplicity, the table
titled "Paved and Landscaped Areas Draining into Sandfilter and Infiltration
Practice", has been updated to show only total impervious and the numbers were
revised to match the application.
b. Please confirm the amount of built -upon area located within the drainage area of
the infiltration basin. The information presented in the drainage area exhibit
mentioned in the item above is different than the information presented in the
supplement and the calculations.
Response: For simplicity, the table titled "Paved and Landscaped Areas
Draining into Sandfilter and Infiltration Practice", has been updated to show only
Correspondence:
Amec Foster Wheeler Environment &Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
Tel [phone]
Fax [phone]
Licensure: INC Engineering F-1253 NC Geology C-247

,i
Response to Comments
February 10, 2017
Page 2
2D Anglico and 2N BN OPS Complexes
Onslow County
Amec Foster Wheeler Project No. 6466150204
total impervious and the numbers were revised to make sure they match the
application.
c. Please confirm the surface area at the top elevation of the infiltration basin. This
surface area presented on the supplement is different than in the calculations.
Response: The storage surface area is 9,925 ft2at 26.6'. Report language
updated.
d. Please confirm the top of the sand filter / grate elevation presented in storage
volume section of the supplement. This elevation is intended to represent the top
of the storage volume or the temporary pool elevation.
Response: This was revised to the diversion weir elevation at 20.6'.
e. Please confirm the drawdown of the sand filter and Pond A. The drawdown time
listed in the supplements are different than shown in the calculations.
Response: Drawdown calculation has been updated for the sandfilter on the
new supplement and calculation. For Pond A, the supplement form was
corrected to match calculation.
2. Request: 15A NCAC 02H.1008(h): In order to waive the offline bypass and vegetated
filter strip, the infiltration system has been designed to handle 2.5 times the minimum
required storage volume. However, per the options listed in the BMP Manual, the system
must drawdown within 5 days using a soils infiltration rate of one-half the rate reported in
the soils report. The soils report lists the infiltration rate as being 2.59 in/hr, which is the
same rate that was used to determine the drawdown time for the infiltration basin.
Please provide additional information demonstrating that the infiltration basin has been
designed to meet all of the requirements of the option presented in the BMP Manual.
Response: Calculation and supplement form revised to show drawdown time of one-half
the infiltration rate reported in the soils report.
3. Request: 15A NCAC 02H.1005(a)(3)(B)(iii) and 15A NCAC 02H.1008(h): The design
storm used for the sand filter is listed as being 2.5 inches. Even though the UFC codes
requires a design storm of 2.5 inches, the jurisdiction of the State Stormwater
Management Program is limited to the 1.5 inch design storm. Please demonstrate that
the sand filter will function properly under a design storm of 1.5 inches.
Response: Supplement and calculation in the Appendix B have been updated for the
1.5 inch design storm.
4. Request: 15A NCAC 02H.1003(g)(8): Since the project area has changed and grassed
swales are part of the stormwater system, please submit either a revised low density
supplement or include grass swales on the O&M EZ form.
Response: We have updated the O&M EZ form to include the easement area.

Response to Comments
February 10, 2017
Page 3
2D Anglico and 2N aN OPS Complexes
Onslow County
Amec Foster Wheeler Project No. 6466150204
If you have any questions concerning this response, please contact us.
Sincerely,
Amec Foster Wheeler Environment & Infrastructure, Inc.
Brian Lowther, PE
Project Engineer
Attachments Application Table
Wet Detention Basin Supplement Form
Sandfilter Supplement Form
Infiltration Supplement Form
Stormwater Narrative with Revised Attachments
Attachment — Sandfilter Calculation 1.5" Design Storm
Attachment — Table titled "Paved and Landscaped Areas Draining into
Sandfilter and Infiltration Practice'
EZ O&M Form

Hall, Christine
From:
Hall, Christine
Sent:
Thursday, February 09, 2017 12:57 PM
To:
'Lowther, Brian'; Thomas Bradshaw, David Towler
Cc:
Weaver, Cameron; Lowe, Lester; Riccitiello, Michael
Subject:
RE: request for additional information - SW8 110906
Brian,
An extension until the 151" is fine. We haven't moved in to the digital era yet, so the received date is considered to be
the date the hard copies are received. The only exception is if a few sheets need to be revised and are on letter, legal, or
tabloid sizes and they don't require an original signature, then I don't mind printing out those few sheets.
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
-s.
Nothing Compares,,.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Lowther, Brian[mailto:[e-mail]]
Sent: Thursday, February 09, 2017 12:03 PM
To: Hall, Christine <[e-mail]>; Thomas Bradshaw <[e-mail]>; David Towler
<[e-mail]>
Cc: Weaver, Cameron <[e-mail]>; Lowe, Lester <Lester. Lowe@a mecfw.com>; Riccitiello, Michael
<[e-mail]>
Subject: RE: request for additional information - SW8 110906
Christine,
We are working to address your comments and just waiting on the signed 0&M. I should be able to send you an
electronic copy of the additional information by February 13 `h but I would like to ask for an extension for the hard
copies. I would like to send those out with the additional information for SW8 001015 by February 151h.
Also, for my information, does an electronic copy count as meeting the submittal deadline or do those have to be
hardcopies?
Thanks,

Brian
Brian Lowther, P.E.
Project Engineer
Amec Foster Wheeler Environment & Infrastructure
4021 Stirrup Creek Drive, Suite 100
Durham, NC 27703
Direct [phone]
Email [e-mail]
a mecfw.co m
From: Hall, Christine[mailto:[e-mail]]
Sent: Friday, February 03, 2017 4:06 PM
To: Lowther, Brian <[e-mail]>; Thomas Bradshaw <[e-mail]>; David Towler
<david.towler@ usmc.m il>
Cc: Weaver, Cameron <[e-mail]>
Subject: request for additional information - SW8 110906
Gentlemen,
Attached is a pdf of the request for additional information on the modification to SW8 110906. Please let me know if
you have any questions or concerns. I will be out of the office all day on Monday but will return on Tuesday.
Have a great weekend!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
Christine. hall(oncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nothing Compares 1
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named
recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by
law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no
responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a
result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and
confirm that the original message and any attachments and copies have been destroyed and deleted from your system. If you do not
wish to receive future unsolicited commercial electronic messages from us, please forward this email to:
[e-mail] and include "Unsubscribe" in the subject line. If applicable, you will continue to receive invoices,
project communications and similar factual, non-commercial electronic communications.
\A

1
Energy, Mineral &
Land Resources
ENVIFONMENTAL OUALITY
February 3, 2017
Commanding Officer
MC13 Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Subject: lZequest for Additional Information
Stormwater Project No. SW8 110906
21) Anglico and 2N BN OPS Complexes
Onslow County
Dear Mr. Paul:
ROY COOPER
Governor
MICHAEL S. REGAN
Secretory
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for 2D Anglico and 2N 13N OPS Complexes on January 26, 2017. A
preliminary in-depth review of that information has determined that the application is not complete. The
following information is needed to continue the stonnwater review:
1. 15A NCAC 02H.1003(g)(7): Please confirm the following information:
a. In the drainage area exhibit provided for Section IV.10 ofthe application, the total built -
upon area presented for the sand filter differs between the lop and bottom tables.
�t 1` Additionally, in the table titled "Paved and Landscaped Areas Draining into Sandfilter
and Infiltration Practice", the sum of the impervious areas associated with the sand filter
differs from either total presented in the application. Please confirm the amount of built -
upon area proposed for this drainage area.
Please confirm the amount of built -upon area located within the drainage area of the
infiltration basin. The information presented in the drainage area exhibit mentioned in
the item above is different than the information presented in the supplement and the
calculations.
r'M c '7 c. Please confirm the surface area at the top elevation of the infiltration basin. This surface
area presented on the supplement is different than in the calculations.
d. Please confirm the top of the sand filter / grate elevation presented in storage volume
section of the supplement. This elevation is intended to represent the top of the storage
volume or the temporary pool elevation.
e. Please confirm the drawdown of the sand filter and Pond A. "fhc drawdown time listed in
the supplements are different than shown in the calculations.
15A NCAC 02H.I008(h): In order to waive the oflline bypass and vegetated filter strip, the
infiltration system has been designed to handle 2.5 times the minimum required storage volume.
However, per the options listed in the 13MP Manual, the system must drawdown within 5 days
using a soils infiltration rate of one-half the rate reported in the soils report. The soils report lists
the infiltration rate as being 2.59 in/hr, which is the same rate that was used to determine the
drawdown time for the infiltration basin. Please provide additional information demonstrating
that the infiltration basin has been designed to meet all of the requirements of the option
presented in the 13MP Manual.
3. 15A NCAC 0211.1005(a)(3)(13)(iii) and 15A NCAC 02H.I008(h): The design storm used for the
sand filter is listed as being 2.5 inches. Even though the UFC codes requires a design storm of
2.5 inches, the jurisdiction of the State Stormwater Management Program is limited to the 1.5
inch design storm. Please demonstrate that the sand filter will function properly under a design
storm of 1.5 inches.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

1' State Stormwater Permit No. SW8 110906
Page 2 of 2
4. 15A NCAC 021-1.1003(g)(8): Since the project area has changed and grassed swales are part of
the stormwater system, please submit either a revised low density supplement or include grass
swales on the O&M EZ form.
5. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
Please keep in mind that changing one number may change other numbers and require the calculations,
supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.
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 February 13, 2017, or the application will
be returned as incomplete. If the project is returned and you wish to re -submit to the Express Program;
you will need to reschedule the project through the Express Coordinator for the next available review date
and will need to resubmit all of the required items at that time, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
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. If you have any questions concerning this matter, please feel free
to call me at [phone] or email me at [e-mail].
Sincerely,
Christine hall
Environmental Engineer
GDS/canh: A\\StormwaterAPermits & Projects\201 1\110906 HD\2017 02 addinfo 110906
cc: Brian Lowther, Amec Foster Wheeler
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I N9lmington, NC 28405
910 796 7215

Hall, Christine
From:
Hall, Christine
Sent:
Friday, February 03, 2017 4:06 PM
To:
'Lowther, Brian', Thomas Bradshaw, David Towler
Cc:
Weaver, Cameron
Subject:
request for additional information - SW8 110906
Attachments:
2017 01 addinfo 110906.pdf
Gentlemen,
Attached is a pdf of the request for additional information on the modification to SW8 110906. Please let me know if
you have any questions or concerns. I will be out of the office all day on Monday but will return on Tuesday.
Have a great weekend!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
I , I. T.
Nothing Compares....
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

1
Hall, Christine
From:
Lowther, Brian <[e-mail]>
Sent:
Friday, January 27, 2017 1:05 PM
To:
Hall, Christine
Cc:
Lowe, Lester; Riccitiello, Michael; Bradshaw CIV Thomas C; Towler, David W CIV
MARFORCOM, I&E/PWD DESIGN
Subject:
Information requested from yesterdays express review meeting (SW8110906,
SW8081015, SW8 161202)
Attachments: P686_Redevleopment Exclusion Response Letter_2017_0127.pdf; SW8 110906
_Application Table_REV.pdf; USGS Quad 2d Radio.pdf; SW8081015_SWMR_01-27-2017
_rev.pdf; SW8081015_Application Tables_REV.pdf; Pond 15_Supplement_Wet Basin_Rev9
_Locked_REV_sealed.pdf
Christine,
Please find the attached documents requested from our express meeting yesterday:
SW8110906— revised application table with all existing BMPs included
SW8081015 — revised original application table and revised calculation and supplement with new SA/DA
numbers
SW8 161202 — Redevelopment Exclusion Response Letter
I also included our USGS location map because I came back with a couple of them so you might not have gotten one.
Let me know if you have any questions and hope you have a good weekend.
Brian
Brian Lowther, P.E.
Project Engineer
Amec Foster Wheeler Environment & Infrastructure
4021 Stirrup Creek Drive, Suite 100
Durham, NC 27703
Direct 1 [phone]
Email I [e-mail]
amecfw.com
amec
1J
foster
wheeler
This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named
recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by

17
law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no
responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a
result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and
confirm that the original message and any attachments and copies have been destroyed and deleted from your system. This disclaimer
applies to any and all messages originating from us and set out above. If you do not wish to receive future unsolicited commercial
electronic messages from us, please forward this email to: [e-mail] and include "Unsubscribe" in the subject
line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic
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France.

SI�wT�pA rrke- ;,
aPl �,x ale cook
�i
t� a
amec U
September 4, 2015 foster
(Revised November 18, 2016) wheeler
MBF Architects, P.A.
317-C Pollock Street
New Bern, North Carolina 28560
Attention: Mr. David L. Griffith, Jr.
Subject: Report of Geotechnical Exploration �� .
2nd Radio Battalion Complex (P1280)
MCB Camp Lejeune JAN 2 6 2017
Jacksonville, North Carolina
Amec Foster Wheeler Project No. 6466-15-5024
BY:
Dear Mr. Griffith:
Amec Foster Wheeler Environment & Infrastructure, Inc. (Amec Foster Wheeler) is pleased to submit
this revised report of our geotechnical exploration for the proposed 2nd Radio Battalion Complex
(P1280) located in the North Wallace Creek area at MCB Camp Lejeune in Jacksonville, North
Carolina. Our services were provided in general accordance with Amec Foster Wheeler Proposal
No. 15PROP0005.MBFA. This report presents a review of the information provided to us, a
discussion of the site and subsurface conditions and our recommendations. Appendix A contains a
site location map, a boring location plan, boring logs and the results of laboratory testing. Appendix
B contains calculations supporting the recommendations presented in this report.
This report supersedes the report submitted on September 4, 2015 of the same name, as well as the
two addendums to the report dated February 4 and April 1, 2016.
The purpose of this exploration was to determine the subsurface conditions at the site and to provide
recommendations for design of earth supported structures based on those conditions. The
assessment of site environmental conditions or determining the presence of contaminants in the soil,
rock, surface water or groundwater of the site was beyond the scope of this exploration.
Project Information
Based on the information provided from MBF Architects and NAVFAC MIDLANT, we understand that
the proposed project includes constructing two, multi -story structures and associated parking areas
to be used as the 2nd Radio Battalion Complex. 'Building A" is approximately 24,000 square feet and
"Building B" is approximately 53,250 square feet. Based on preliminary project information, we
Amec Foster Wheeler Environment & Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
Tel [phone]
Fax [phone]
Licensure: NC Engineering F-1253
w .amecfw.com

2nd Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 2 of 14
understand that the proposed buildings will consist of low rise steel frame structures with reinforced
concrete masonry walls, brick veneer, reinforced concrete floors and standing seam metal roof. A
proposed surface parking lot area consisting of approximately 500 new spaces is located on the west
side of the project site. See the attached Figures 2, 3 and 4 for the layout of the site.
Based on preliminary information provided by the project structural engineer, we understand that the
following loads for the proposed structures are anticipated:
• Column Loads: 75 kips
• Exterior Masonry Walls: 3 kips per foot
• Interior Masonry Walls: 2 kips per foot
• Typical Floor Load: 150 psf (including slab)
• Mechanical/Electrical Room Floor Load: 300 psf (including slab)
• Column Loads: 100 kips
• Exterior Masonry Walls: 3 kips per foot
• Interior Masonry Walls: 2.5 kips per foot
• Typical Floor Load: 150 psf (including slab)
• Mechanical/Electrical Room Floor Load: 250 psf (including slab)
• Vehicle Bay Floor Load: 300 psf (including slab)
Based on preliminary grading plans and current topographic survey, it is estimated that upt to
approximately 2 feet of structural fill will need to be placed in the southern portion of the proposed
structure footprint of Building A to achieve finished floor elevation of 23.0 feet. Minimal cut of less
than 1 foot will be required to achieve finished floor elevation in the northeast corner of the building
footprint. It is estimated that approximately 2 to 6 feet of structural fill will need to be placed within
the proposed structure footprint of Building B with more fill being placed on the south side of the
footprint to achieve finished floor elevation of 22.0 feet. The proposed parking area may require cut
ranging up to approximately 8 feet and fill up to approximately 3 feet. Most areas have cuts of 2 to 4
feet. The deepest cuts are at the north end of the parking lot with most of the fill needed on the south
end.
In addition to the complex and parking lot, the project includes the realignment to the south of
Construction Access Road #2 that currently crosses the site. The portion of the road that will be
realigned will require fills of up to approximately 4 feet.
Historic Information
As required by the SAES, historic topographic maps, aerial photographs and the existing borings
and geotechnical data provided by NAVFAC were reviewed to aid in evaluation of the site
conditions and areas of man-made land or other subsurface anomalies.

20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 3 of 14
Based on historic aerial photographs, the site for proposed Building A appears to have been
graded during the construction of the adjacent structures. The area is currently covered in new
sod and is relatively flat with a small downward slope from the northeast to the southwest. The site
of the proposed Building B currently has an existing construction roadway running through the
footprint of the structure. As part of this project, that roadway will be realigned around the
structure.
The historic geotechnical data and reports indicated a mostly sand profile with varying fines
contents ranging in density from very loose to firm in the upper 15 feet and very loose to dense
from approximately 37 to 67 feet below ground surface. Below these sands, very loose to very
dense sands of varying fines contents, consisting of Castle Hayne deposits, was encountered. A
thin layer of high plasticity clay was encountered in some borings between 13 and 16 feet below
ground surface. Very loose and loose sands were encountered between depths of 7 to greater
than 20 feet below ground surface in the majority of the historical borings. Some areas
encountered sandy clay layers within the upper 10 feet of the soil profile while other borings
encountered layers of sand with thin clay seams from around 5 to 35 feet below ground surface.
Groundwater was generally reported within the upper 10 feet with some depths ranging as deep as
15 feet.
These reports included foundation recommendations consisting of shallow spread footings for the
proposed Anglico Headquaters and Storage Buildings and deep foundations or stone columns for
support of the proposed parking structure. A foundation bearing pressure of 2,000 psf was
included in the report recommendations. Limiting structural loads of 150 kips for Anglico
Headquaters building and 60 kips for the Anglico Supply buildings were provided along with the
foundation recommendations. Deep foundation recommendations for the proposed parking
structure consist of pre -stressed concrete piles driven to a termination depth of 55 to 60 feet below
ground surface to achieve capacities of 75 tons in axial compression and 35 tons in uplift.
Exploration Procedures
The exploration consisted of soil test borings at five locations within the footprint of the proposed
Building A, seven soil test borings within the footprint of the proposed Building B and 10 borings
within the proposed footprint of the surface parking area. Two cone penetration test (CPT) sounding
with shear wave velocity measurements were performed, one in the footprint of Building A and one in
the footprint of Building B. Six hand auger borings were performed for evaluation of the proposed
roadway subgrade soils. Two of the six hand auger borings were performed in the area of the new
roadway realignment and four hand auger borings with asphalt cores were performed in the existing
construction roadway. The approximate boring and hand auger locations are shown on Figure 2 in
Appendix A. Final boring locations were established in the field by a utility locating subcontractor
based on locations proposed by Amec Foster Wheeler. The utility locating subcontractor also
provided services to determine the presence of underground utilities and anomalies located within
the area of the proposed soil test borings. These locations should be considered accurate only to the
degree implied by the method used. Boring elevations were estimated using the topographic survey
of the site.
The borings within the proposed structure footprint were advanced using mud rotary drilling
procedures to termination depths of 40 and 75 feet below ground surface. The borings located in the

2" Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 4 o/ 14
proposed surface parking area were advanced using hollow stem auger drilling procedures to a
termination depth of 15 feet below ground surface. Samples were obtained by driving a 1-3/8 inch ID
split -spoon sampler with an automatic hammer in general accordance with ASTM D1586
specifications. Sampling was performed continuously within the upper 12 feet of the soil profile and
at intervals of 5.0 feet to termination depth, thereafter. Upon completion of drilling, the borings within
the proposed building footprints were backfilled with cuttings from the drilling process and bentonite
hole plug. Borings in the surface parking area were backfilled with soil cuttings.
The CPT soundings consisted of slowly pushing a hardened sixty degree steel cone into the soil with
hydraulic assistance and measuring the tip resistance, side friction and pore water pressure during
penetration to termination depth, or refusal, whichever occurred first. These tests was performed in
general accordance with ASTM D 3441 specifications. For shear wave velocity measurements, the
cone was stopped at various depths, a source was used to generate a shear wave in the ground,
and its propagation through the ground was measured by the cone. The results of the cone
penetration test are useful in evaluation of foundation bearing capacities, settlement, liquefaction
potential, soil strength and soil elasticity.
Hand auger borings and asphalt coring were performed in areas of the existing construction
roadway and in areas of the proposed new, roadway realignment. At each of the test locations
within the existing roadway, asphalt cores were returned to the laboratory for testing. After coring
through the asphalt and the aggregate base, Kessler Dynamic Cone Penetrometer (DCP) was
performed to depths of approximately 14 to 24 inches below the pavement structure. Termination
depth was limited by equipment limitations. Due to equipment limitations, at each of the test
locations within the proposed roadway, a supplemental DCP test was performed from the ground
surface to approximately 36 inches below ground surface in the adjacent shoulder. Hand auger
borings were performed after completing DCP testing to depths of 36 to 48 inches below the
pavement structure to classify the soils. Two locations tested with the new roadway alignment did
not require asphalt coring. These test locations consisted of DCP testing from ground surface to
approximately 36 inches below ground surface and hand auger borings to approximate termination
depth of 94 inches to classify the soils.
Boring logs were kept in the field by an engineer where the samples were visually classified in
accordance with the Unified Soil Classification System. Representative portions of the samples were
placed in plastic re -sealable bags and returned to our laboratory where they were reviewed by an
experienced geotechnical engineer and the classifications were revised where necessary. Amec
Foster Wheeler will store the test boring samples, available for inspection, for a period of ninety days
after which time they will be discarded unless requested otherwise.
Representative samples were selected for laboratory testing to determine their physical
characteristics and engineering properties. The laboratory program included natural moisture
content, Atterberg limits, particle size distribution (gradation), standard Proctor, and California
Bearing Ratio (CBR) testing. Asphalt cores were tested for bulk density, theoretical maximum
density and asphalt thickness. All testing was done in general accordance with applicable ASTM
specifications. A summary of the laboratory test results and the results of the tests are included in
the Appendix A.

20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 5 or 14
The test boring records showing visual descriptions of the soil strata, sampling information, field test
data, and select laboratory results are included in Appendix A. An information sheet describing the
Unified Soil Classification System and the terms and symbols used on the boring records is also
included in Appendix A. Testing results for CPT sounds and DCP results are presented in Appendix
A.
Chemical analyses were also performed to evaluate the corrosion potential of the onsite soils.
Analyses included pH, soluble sulfates, chlorides, electrical resistivity, redox potential and sulfides
testing. The tests were performed on one composite, bulk soil sample collected in the general
vicinity of anticipated foundation and utility excavations. Laboratory test results are presented in
Appendix A.
Amec Foster Wheeler conducted an exploration to estimate depths to seasonal high water table
(SHWT) and apparent water table (AWT) (if present), and in -situ soil infiltration tests. An Amec
Foster Wheeler soil scientist advanced seven hand auger borings ranging from depths of 58 to 84
inches below the existing ground surface (BGS). Infiltration testing with a constant head
permeameter was conducted within four areas proposed for permeable pavement and two areas
proposed for bio-retention BMPs. The infiltration tests were conducted at depths ranging from 45 to
54 inches BGS, and in general accordance with ASTM D 5216 procedures.
The evaluation and recommendations presented in this report were developed from an interpretation
of the general subsurface conditions at the site based on information obtained from the soil borings,
CPT soundings and DCP testing. The stratification lines indicated on the boring logs represent the
approximate boundaries between soil types. In -situ, the transitions may be gradual.
Site Conditions and Geology
The area of the proposed 2"d Radio Battalion Complex is located in the North Wallace Creek area of
MCB Camp Lejeune. The proposed site is located off Construction Access Road #2, located
approximately 2.1 miles south of the Main Gate on Holcomb Boulevard. The site of the proposed
structures is located to the south of the 2"d Intel Battalion Complex buildings that were recently
constructed. The proposed surface parking area is located to the west of the proposed structures,
adjacent to the construction area of the new base entrance, currently under construction.
The proposed site for Building A is relatively flat with a slight downward slope from the northeast to
the southwest with an elevation change of approximately 2 feet. The area is currently clear and
covered in sod. The area of proposed Building B has greater elevation changes than Building A,
ranging up to 5 feet. Currently, a drainage swale and an area of thick vegetation are located in the
south side of the Building B footprint. The area of the proposed surface parking area is currently
heavily wooded on the north side, and covered by low lying shrubs and felled trees on the south side.
Topographical changes across the surface parking area range up to 18 feet.
The project site is located in the Coastal Plain Physiographic Province. The Coastal Plain consists
mainly of marine sediments which were deposited during successive periods of fluctuating sea
level and moving shoreline. The formations dip slightly seaward and several are exposed at the
surface in bands paralleling the coast. Many beds exist only as fragmental erosional remnants
sandwiched between more continuous strata above and below.

2w Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 5 of 14
The soils in this province are typically of those laid down in a shallow sloping sea bottom; sands,
silts and clays with irregular deposits of shells. Some of the existing formations contain
predominantly plastic clays interbedded with strata of sands and poorly consolidated limestones.
Others contain predominantly sands and chalky or porous limestones with local lenticular deposits
of highly plastic clays.
Subsurface Conditions
In the area of the proposed structures, approximately 5 to 24 inches of organics laden soil was
encountered at the surface in the majority of the borings. Beneath the organics laden soil material,
uncontrolled fill was encountered in the majority of the borings ranging in thicknesses of 0.5 to 5.0
feet. Natural soils encountered beneath the fill consisted mainly of poorly graded fine sands with
varying fines contents (USCS symbols SC, SM, SP-SM, SP-SC, SW, SP). The upper 15 feet of the
soil profile is comprised of loose to medium dense sands. Below 15 feet the density of the sands are
highly variable ranging from very loose to dense. A very loose layer of sand was encountered at a
consistent elevation of -20 feet in the majority of the borings and was typically around 5 feet in
thickness.
Natural soils consisting of silty and clayey sands to clean sands were encountered in all of the
borings performed in the proposed surface parking area. In the majority of the borings the density of
the sands encountered was very loose to loose. Below elevation 15 feet, some borings encountered
medium dense to dense sands. A thin, low plastic clay layer typically 2 feet in thickness was
encountered in Borings B-13, B-14 and B-19. Elevations of the clay layer ranged from 23.4 feet to
18.5 feet.
Groundwater Levels
Groundwater measurements were taken at the end of drilling operations in borings performed using
hollow stem auger techniques (Borings B-13 through B-22). No groundwater was encountered at the
end of drilling operations in these borings with the exception of Borings B-13 and B-18 in which
groundwater was encountered at 5.1 and 4.9 feet below ground surface, respectively.
Measurements were not taken immediately after drilling in borings in which mud rotary techniques
were used due to the use of drilling slurry. Based on the observed moisture condition of the soils in
the borings and the historical reports, it is estimated that the water table in the building areas is
approximately elevation 18 feet. Fluctuations in the location of the groundwater table may occur
depending on variations in precipitation, evaporation and surface water runoff. Water could also be
perched on less permeable layers.
Soil Infiltration Rates
Soil infiltration rate (Ksat) measurements were conducted with a Guelph Permeameter (GP). Test
locations evaluated included Soil Borings (SB) SB-3 within proposed sand filter areas and NB-1
and NB-2 within proposed infiltration basin areas. The Kaat measurements were conducted in the
unsaturated material above the apparent water table (if observed) on December 2 and 3, 2015,
May 25 and 26, 2016, June 3, 2016 and August 4, 2016. These measurements were conducted at
soil depths ranging from 46 to 66 inches BGS. Table 1 summarizes the in -situ Ksat measurements
for each location.

2n° Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 7 of 14
Additional testing locations were performed in the area but are not included in this report. Data
that is not presented in this report was used in early phases of the site design. Data presented in
this report reflects that which is used in the civil site design.
Table 1: In -situ Saturated Hydraulic Conductivity Measurements
Test Location
Approximate
Existing
Grade ft
Depth
(inches BGS)
Method
I Ksat
cm/sec in/hr
Prop osed Sand Filter Areas
SB-3 15.0 46 1 In -Situ GP 6.3E-05 0.10
Pro osed Infiltration Basin Areas
NB-1
30.0
66
In -Situ GP
9.6E-03
13.58
NB-2
27.0
30
In -Situ (GP)
1.8E-03
2.59
Seasonal High Water Table
The hand -auger borings were terminated at depths ranging from 44 to 112 inches BGS. SHWT
depths were estimated based on observation of soil characteristics through identification of low
chroma redoximorphic features (mottles) and/or evidence of soil saturation. The low chroma
mottles suggest past conditions of saturation and reducing soil conditions. Evidence of a SHWT
was observed at depths ranging from 56 to greater than 124 inches BGS as indicated in Table 2.
Additional testing locations were performed in the area but are not included in this report. Data
that is not presented in this report was used in early phases of the site design. Data presented in
this report reflects that which is used in the civil site design.
Table 2: SHWT Estimates on November 18 and December 3, 2015, and May 24, 2016
Test Location
Approximate
Existing Grade ft
SHWT Depth (inches
BGS)
AWT Depth
(inches BGS
Proposed Sand Filter Areas
SB-3 15.0 44 56
Pro osed Infiltration Basin Area
NB-1
30.0
96
> 110
NB-2
27.0
112
>124
Recommendations
Recommendations developed for this project are based on the information outlined in the applicable
portions of the Unified Facilities Criteria (UFC).
The conditions encountered will allow support of the expected structural loads on shallow depth
footings bearing in undisturbed natural soils or properly placed structural fill. Presented in the
following sections are our recommendations for construction and design of earth supported
structures.

21d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 8 of 14
Seismic Evaluation
For the southeast region of the United States, large historical earthquakes occurred in New Madrid,
Missouri in 1812 and in Charleston, South Carolina in 1886. The Charleston area is the most
significant contributor to seismic site risk within the Craven County region.
For determining the seismic Site Class, the UFC requires knowledge of the subsurface profile to a
depth of 100 feet through subsurface exploration or understanding of the geology. The basis of the
Site Class is the soil shear wave velocity. The UFC and building code also provide conservative
estimation methods based on SPT N-values. For this evaluation, two cone penetration test (CPT)
soundings with shear wave velocity measurements were performed to refusal at 48.6 and 82.7 feet
below ground surface. Based on the shear wave velocity measurements in the soil profile and our
knowledge of the area geology, Site Class D is applicable for this site.
Liquefaction is a phenomenon that can occur during an earthquake when loose sands are present
below the groundwater table. During liquefaction, shear waves cause strain reversal that can lead to
the generation of excess pore water pressures in loose sands below the groundwater table and the
sands lose shear strength and behave as a fluid. Following the earthquake event, the liquefied soils
reconsolidate. Very loose, potentially liquefiable sands were encountered in all of the building
borings between depths of approximately 30 and 60 feet below the ground surface. These layers
were also encountered in the CPT soundings performed in both buildings. The thickness of the
layers were variable.
To evaluate liquefaction potential, the seismic hazard and associated ground motion values for the
2%PE50yrs (2 percent probability of exceedance in 50 years) earthquake event obtained from the
USGS website (http://geohazards.cr.usgs.gov) were used to establish a target response spectra on a
fictitious outcrop of rock having a shear wave velocity of 2,500 feet per second. The associated
2%PE50yrs earthquake for this site has a magnitude Mw of about 7.03 and a maximum ground
surface acceleration of 11.2%g. The liquefaction potential was evaluated using the N-value
methodology and CPT methodology. Using the 2%PE50yrs earthquake and the two methodologies,
our analyses indicates that the very loose sands between approximately 30 feet and 60 feet are
potentially liquefiable during the design earthquake event.
Based on published literature, no surface settlement or collapse is anticipated due to the depth of
non -liquefiable soils above the potentially liquefiable layers. Therefore, Site Class D is applicable for
the site and mitigation of the liquefaction potential is not required for this project.
General Site Preparation
Unsuitable soils (noted as uncontrolled fill) may be encountered during subgrade preparation and
excavation and shall be removed and replaced with select fill at the direction of the Contracting
Officer. Per comments in September 2015, NAVFAC will allow up to 250cy of structural fill in the
contract for this project.
Site preparation shall be performed in accordance with the below recommendations and specification
31 23 00.00 20 "EARTHWORK & FILL" (the specification) provided in Appendix D.

2nd Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 9 of 14
Prior to the construction of foundations or the placement of compacted structural fill, all organic laden
soils and other organic materials, frozen, wet and other deleterious material should be removed in
accordance with section 3.2 of the specification. Following stripping or excavation to subgrade
elevation, the exposed subgrade should be proof rolled. Proof -rolling requirements are provided in
section 3.4.1 of the specification. The contracting office shall be notified a minimum of 3 days prior
to proof rolling. The Contracting Officer shall be on site for all proof rolling operations. Should
proof -rolling operations disclose soft, excessive pumping, yielding, or unstable soils, these
materials should be excavated and replaced under direction of the Contracting Officer and in
accordance with sections 3.3, 3.4 and 3.6 of the specification. Based on the soil borings, it is not
anticipated at this time that undercut to remove unsuitable materials will be required. However,
this situation may change based on proof -rolling operations once site grading has begun.
The soils at the site can be excavated with conventional earthwork equipment. Care should be taken
not to disturb the naturally deposited soils that will remain below the proposed construction.
Fill material shall be practically free of debris and organic materials and have a maximum particle
diameter of two inches. Guidelines for material classifications are provided in section 2.1 of the
specification, based on material type and depending on which area of the site the fill is used. Per
the specification, common fill shall be placed in maximum 8 inch, loose lifts. Backfll and select
material shall be placed in maximum 6 inch, loose lifts. Compaction requirements are provided in
section 3.10 of the specification.
Soil Corrosion Potential
A single, composite bulk sample of onsite soils (Sample CRS-1) was collected and tested for
corrosion potential. Chemical analyses included pH, soluble sulfates, chlorides and electrical
resistivity. Results of each test are tabulated below.
Test Result
Resistivity 3,300 ohm -cm
pH 7.34
Chloride 6.96 ppm
Water Soluble Sulfate 1095.7 ppm
Based on results of the sulfate content testing and following the Portland Cement Association's
Design and Control of Concrete Mixtures, 14th Edition, 2003 (see Table below; note that 0.10 percent
by mass is equivalent to 1,000 ppm), sulfate exposure is moderate. As a result, cement type as
indicated in table below is required for the use of construction.

20d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 10 or 14
Requirements for Concrete Exposed to Sulfate -Containing Solutions
Water -Soluble
MaximumMinimum
Sulfate (SOa)
Sulfate (SOa)
Water -
Design
Sulfate
Exposure
in soil,
in Water
Cement Type**
CementitiousCompressive
Material
percent by
ppm*
Ratio,
Strength,
mass*
by mass
Mpa (psi)
Negligible
Less than 0.10
Less than 150
No special type
_
required
Moderates
0.10 to 0.20
150 to 1500
Il, MS, IP(MS), P(MS),
0.50
28 (4000)
I(PM)(MS), I(SM)(MS)
Severe
0.20 to 2.00
1500 to
10,000
V, HS
0.45
31 (4500)
Very Severe
Over 2.00
Over 10,000
1 V, HS
0.40
35 (5000)
' Tested in accordance with the Method for Determining the Quantity of Soluble Sulfate in Solid (Soil and Rock) and Water Samples,
Bureau of Reclamation, Denver, 1977.
" Cement Types II and V are in ASTM C 150 (AASHTO M 85), Types MS and HS in ASTM C 1157, and the remaining types are in
ASTM C 595 (AASHTO M 240). Pozzolans or slags that have been determined by test or service record to improve sulfate
resistance may also be used.
r Seawater.
Note: Adapted from Design and Control or Concrete Mixtures, p. 150, by the Portland Cement Association, 14th
Edition, 2003.
Based on results of the testing and a reference from Florida Department of Transportation, 2015
Structures Design Manual (see Table below), an environmental classification of Slightly Aggressive
should be adopted for designs of steel and concrete. Note that such a classification is made mainly
based on the resistivity measurements of the tested samples.

2n° Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 11 of 14
Criteria for Substructure Environmental Classifications
Classification
Environmental
Condition
Units
Steel
Concrete
Water
I Soil
Water
I Soil
Extremely
pH
< 6.0
< 5.0
Aggressive (If
Cl
ppm
> 2,000
> 2,000
any of these
SO4
ppm
N.A.
> 1,500
> 2,000
conditions exist)
Resistivity
Ohm -cm
< 1,000
< 500
Slightly
pH
> 7.0
> 6.0
Aggressive (If
CI
ppm
< 500
< 500
all of these
SO4
ppm
N.A.
< 150
1 < 1,000
conditions exist)
Resistivity
Ohm -cm
> 5,000
> 3,000
Moderately
Aggressive
This classification must be used at all sites not meeting requirements for
either slightly aggressive or extremely aggressive environments.
pH = acidity (-Iog,oH4; potential of Hydrogen, Cl = Chloride content, SO4 = Sulfate content.
Note. Adapted from Structures Design Manual; p. 1-4, by the Florida Department of Transportation, 2015.
Shallow Foundations
If the above described site preparation and fill placement procedures are carried out, the proposed
structures may be supported on shallow foundations consisting of column and wall footings bearing
on approved natural soils or on properly placed and compacted fill. The footings should be designed
for a net allowable bearing pressure of 2,500 psf.
Minimum footing widths of 18 inches for wall footings and 24 inches for column footings are
recommended. In order to provide adequate frost protection and develop the bearing capacity, all
exterior footings should be located at least 18 inches below finished grades. Interior footings may be
embedded a nominal depth in an area that will not be subject to frost heave. To minimize placement
of backfill adjacent to the foundations, the footings should be excavated to neat lines with concrete
cast directly against the cut faces, if possible.
We recommend that a geotechnical engineer or technician observe the footing excavations
immediately prior to placing concrete. He should compare the soils exposed with those encountered
in the soil test borings and see that the exposed soils are capable of supporting the design footing
pressure. Any soft or loose soils should be undercut to suitable material and backfilled with
approved soil fill materials, clean stone, or lean concrete. Soil backfill should be compacted as
described above. Footing excavations bearing in properly compacted fill need to be checked and
cleaned of any loose soil prior to concrete placement. All foundation bearing areas should be level or
suitably benched and free of loose soil, ponded water and debris.
We anticipate that total and differential settlement for foundations designed as indicated above will
be less than 1 inch and %2 inch, respectively. Due to the granular nature of the materials on site, the
majority of the settlement should occur rather quickly during the construction process.

2"d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 12 of 14
Slabs -on -Grade
The slab subgrade should be prepared in accordance with the procedures outlined above. Based on
the characteristics of the on -site soils, we recommend that the slab be designed using a subgrade
modulus of 100 pounds per cubic inch. Floor slab settlements are calculated to be less than % inch
based on the loads provided.
A 4-inch thick layer of washed stone or stone and coarse sand, as well as a suitable moisture barrier,
should be provided beneath all slabs to prevent capillary rise and a damp slab. Even though the
groundwater level may not be close to the finished floor elevations, low permeability layers located
near the surface could temporarily trap surface water causing water related slab problems if moisture
barriers are not provided. The slab should be jointed around columns and along footing supported
walls so that footings and slabs can move differentially without damage. Piping underneath the slabs
should be avoided whenever possible.
Construction activities and exposure to the environment may cause deterioration of prepared slab
subgrades. Therefore, the final subgrade soils should be observed by the geotechnical engineer or
his representative immediately prior to slab construction to determine their condition to decide if
undercutting and replacement of loose or soft soils is required.
Pavement
Traffic loads were not provided for our analysis as part of this project. However, it is anticipated that
typical asphalt and concrete pavement sections could be used for this project. Four CBR tests were
performed in accordance with ASTM D1883 and ASTM D698. The tests were performed on bulk
samples collected from the cuttings generated by the borings in the proposed surface parking area.
A roadway assessment was also performed including coring of the asphalt materials, performing
Kessler Dynamic Cone Penetration (DCP) testing and hand augering the subgrade soil materials.
Recovered samples were returned to the laboratory for index testing. Based on laboratory testing
and DCP testing data a CBR value of 10 was used in design of pavements constructed on the sands
at the site.
Plans provided to us indicate that asphalt paved areas will include driveways for passenger vehicles,
tactical vehicles and garbage trucks and parking areas for vehicles. Traffic volumes have not been
provided for this project, but we have assumed traffic loads of 500,000 ESALs for the heavy duty
traffic (roadway and drive areas as well as areas of truck and tactical vehicle traffic) and 150,000
ESALs for the light duty traffic (surface parking areas).
The on -site soils in general provide good subgrades for pavements. Infiltration of water into the
subgrade can adversely impact the subgrade soils. Therefore, prevention of infiltration of water into
the subgrade is essential for the successful performance of the pavement. Both the subgrade and
the pavement surface should be sloped to promote surface drainage.
Based on the assumed traffic volumes, the following flexible pavement thicknesses are
recommended for the heavy and light duty traffic areas. If it is found that the anticipated traffic loads
are greater than those assumed, the pavement section will have to be recalculated.

21d Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 18, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 13 of 14
Presented in the table below are the recommended properties and thicknesses for flexible
pavements. Values presented below meet or exceed those specified in UFC 3-250-01 FA.
Material
Thickness
inches
Heavy Duty
Light Duty
Asphalt Surface Course
1
3
Asphalt Intermediate Course
3
-
Aggregate Base Course
6
6
Pavements and bases should be constructed in accordance with the guidelines of the latest
applicable Unified Facilities Criteria (UFC), Department of Defense. Materials, weather limitations,
placement and compaction are specified under UFC 3-250-03 (Standard Practice Manual for Flexible
Pavements) and UFC 3-250-4 (Standard Practice for Concrete Pavements).
The asphalt, stone and subgrade of the existing Construction Access Road #2 were evaluated
based on observations of the condition, laboratory test results, field test results and subsurface
stratigraphy. Based on the evaluation, the existing pavement structure is suitable to remain as part
of the final pavement section. An overlay of at least 1 inch of asphalt surface course would be
required for the final roadway and the assumed traffic loading.
Rigid pavements should be designed using a subgrade modulus (k) of 120 pounds per cubic inch.
Based on UFC 3-250-01FA, we recommend that rigid, plain concrete pavements be at least 6-inch
thick concrete underlain by 4 inches of aggregate base. Rigid pavements that should be designed
using these criteria include the concrete parking/maneuver area surrounding the east and south
sides of proposed Building B.
The concrete pavement thickness assumes that the concrete will have a 28-day compressive
strength of at least 4,000 psi. Joints for the concrete pavement should be laid out in a square or
rectangular pattern and spacing should not exceed 15 feet. The depth of joints should be
approximately one-fourth of the slab thickness.
Construction Considerations
When soils similar to those at the site become saturated, they lose strength and become difficult to
compact. Therefore, the contractor should promptly remove any surface water or groundwater from
the construction area. This has been done effectively on similar construction projects by means of
gravity drainage and sump pumping.
The surface soils should be protected from excessive infiltration and surface water by grading the site
to promote the rapid clearing of rainwater and surface runoff from the building areas both during and
after construction.
Additional Services Recommended
1. Site Preparation and Proofrolling: The geotechnical engineer or technician should observe the
site after it has been stripped and the building pad regraded. The engineer should determine the

?'0 Radio Battalion Complex, MCB Camp Lejeune, Jacksonville, NC November 16, 2016
Amec Foster Wheeler Project No. 6466-15-5024 Page 14 of 14
extent of undercutting or in -place densification necessary to prepare the subgrade for fill
placement or for slab support.
2. Fill Placement and Compaction: The geotechnical engineer or technician should observe any
required filling operations and take sufficient in -place density tests, approve borrow materials
used and determine if their existing moisture contents are suitable.
3. Footino Excavation Examination: The geotechnical engineer or technician should examine all of
the footing excavations for the building. In -place soils should be checked to verify that the design
bearing pressures recommended are available and that unsuitable soils are not present near the
bearing surface of the footing excavations. Based on the examinations, the engineer would
either approve the bearing surface or recommend that unsuitable soils be undercut to expose
satisfactory bearing materials.
Closing
These analyses and recommendations are, of necessity, based on the concepts made available to
us at the time of the writing of this report, and on -site surface and subsurface conditions that existed
at the time of the exploratory borings. Further assumption has been made that the limited
exploratory borings, in relation to both the area extent of the site and depth, are representative of
conditions across the site. If, during the design phase, or later construction phases, conditions are
encountered which differ significantly from those reported herein, we should be immediately notified
so that our analyses and recommendations can be reviewed and/or revised as necessary.
We appreciate the opportunity of providing our services to you during the exploration phase of this
project and look forward to assisting you during the design and construction phases as well. If you
have any questions concerning this report or any of our testing, inspection design or consulting
services please do not hesitate to contact us.
Respectfully submitted,
Amec Foster Wheeler EnvironWpnt Infrastructure, Inc.
OESslof
SEAL r
043298 b
Brian J. Weyer, P.E. 11`f 0�2 Bon Lien, Ph.D., P.E.
Geotechnical Engineer FA'�INEE;�Q \�� Principal Engineer - Geotechnical
Registered, North Carolina'Og1*� WE Registered, North Carolina 030132
rr/fII11111��\

Hall, Christine
From: Riccitiello, Michael<[e-mail]>
Sent: Tuesday, December 20, 2016 11:52 AM
To: Hall, Christine
Cc: Weaver, Cameron, Lowe, Lester
Subject: RE: Express request for 2nd radio battalion
Attachments: 2nd Radio Stormwater Site Plan.pdf
Christine,
I'll see if this one can make it through. The attachment includes the site plan, drainage plan, and details for the
stormwater features at 2"d Radio. If I need to cut it down I will. And if you'd like to see the final grading, just let me know
and I can send that along as well. Thank you for your help! And have a great holiday.
Mike Riccitiello, P.E., PMP
Project Manager, Amec Foster Wheeler Environment 8 Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100, Durham NC 27703 U.S.
T [phone] D [phone] M [phone]
michael.riccitielloa),amecfw.com amecfw.com
From: Hall, Christine tmailto:[e-mail]]
Sent: Tuesday, December 20, 2016 11:35 AM
To: Riccitiello, Michael<[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: Express request for 2nd radio battalion
Just a site plan or something showing the BUA and treatment measures. Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hall()ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nothing Compares
Email correspondence to and from this address is subject to the

North Carolina Public Records Law and may be disclosed to third parties.
From: Riccitiello, Michael [mailto:[e-mail]
Sent: Tuesday, December 20, 2016 11:33 AM
To: Hall, Christine <[e-mail]>
Subject: RE: Express request for 2nd radio battalion
Christine,
Thank you very much for the heads up on the changes. My permit expert, Brian Lowther, is out today but will
be back in the office tomorrow. I'll have him take a look and get back to you on whether or not we'll be doing it under
the old rules or the new.
As for the plans —do you need full site plans (everything) or just site plan and grading/drainage? Depending on
what you need, I may have to cut it down into smaller chunks to e-mail the PDF. Thank you again.
Mike Riccitiello, P.E., PMP
Project Manager, Amec Foster Wheeler Environment & Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100. Durham NC 27703 U.S.
T [phone] D [phone] M [phone]
michael.riecitiello(a?amecfw.com amecfw.com-
From: Hall, Christine [mailto:[e-mail]]
Sent: Monday, December 19, 2016 4:02 PM
To: Riccitiello, Michael <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Thomas Bradshaw <[e-mail]>; David Towler <[e-mail]>; Lowe, Lester
<Lester.Lowe @amecfw.com>; Lowther, Brian <[e-mail]>
Subject: Express request for 2nd radio battalion
Mike,
Cameron has approached me to schedule the express submittal meeting for this project. However, it doesn't look like a
site plan has been provided. Can you please send one so I know the scope of the project?
Also, since this meeting will be scheduled in the new year, I just wanted to give you a heads up that the new rules were
passed by the RRC on November 17"' and are effective January V. I've attached the "almost" final version for your
review. This version was submitted to OAH for publication and still show the underlines and strike -through. I
understand that OAH is working on entering the rules into the code and the final version should be available on the OAH
rules website as of 1/1/2017. The reason I bring this up is because there is a provision in the revised 15A NCAC
02H.1001(5) that addresses projects that wish to follow an earlier version of the rule. If it is desired to permit this
project under the current rule, then documentation will be needed to demonstrate the project meets one of the options
outlined in this section of the revised rule. There is also the option of permitting under the revised rule too. Either way,
I'd like to know which way you intend on going so I can be prepared.
Please send that site plan so we can get you scheduled. Thanks!
Christine

Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall(oDncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
A, Z.-
!/ Nothing Compares.- .
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
amec
foster
wheeler
This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named
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3.

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3

FILL-IN all the information below and
Permit Coordinator along with a cJm
ap ckage of the project location. Plea:
For DEO Use ONLY
Revlewe[
North Carolina Department of Environmental Quality sLy
Request for Express Permit Review 1 x1
TnTe'
Conh.r.
'K the Permits) you are requesting for express review. Call and Email the completed form to the
application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail] related to this Proiect
• Fayetteville or Raleigh Region -David Lee 919-791-4203; [e-mail]
• Mooresville or Winston Salem -Marcia Allocco 704.235.2107; [e-mail] SW_
.. Washington Region -Lyn Hardison 252-948-3842 or lynhardison@ncdenrqov SW
• • Wilmington Region -Cameron Weaver 910-796-7303 or cameron. [e-mail] SW_
NPDES �CSt
NOTE: Project application received after 12 noon will be stamped in the following work day. NPDES _ \„
WQ
Project Name: 2ND RADIO BATTALION COMPLEX OPERATIONS CONSOLIDATION County: ONSLOW WO'\
Applicant THOMAS BRADSHAW Company: PUBLIC WORKS DIVISION. CAMP LEJEUNE E&S _
Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 2854T E&S
Phone:[phone], Fax:[phone], Email: [e-mail] Other_
Physical Location: BATTALION COMPLEX ROAD, CAMP LEJEUNE
Project Drains into NSW waters — Water classification SB (DWR Surface Water Classifications Map)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within 1/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? Y/N
Engineer/Consultant: MIKE RICCITIELLO Company: AMEC FOSTER WHEELER
Address: 4021 STIRRUP CREEK ROAD City: DURHAM, State: NC Zip: 27703-_
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
S_ 4 JOBS RECT DEC K
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Sopping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ 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
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear fl 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 ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ® High Density -Infiltration 1 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other 1 # Treatment Systems/® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8110906 (Provide permit a)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed. (CK # & Amt. (for DEQ 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: Oacre(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
For DF.Q use only
Fee Split for multiple permits: (Check # ) Total Fee Amount$
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
S
Variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
S
401:
$
Los
S
Stream Deter,_
$
NCDEQ EXPRESS March 2016

C
X

Weaver, Cameron
From: Riccitiello, Michael<[e-mail]>
Sent: Monday, December 19, 2016 1:27 PM
To: Weaver, Cameron
Cc: Lowe, Lester; Lowther, Brian
Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler
Attachments: 2nd Radio Stormwater Express Request.docx; 2nd Radio Stormwater Narrative.pdf
Cameron,
I'd like to go ahead and schedule an express stormwater review for 2n' Radio Bn Complex (P1280) sometime in
late January. I've attached the form and stormwater narrative — is there anything else you need from me to schedule
this meeting? Thank you.
Mike Riccitiello, P.E., PMP
Project Manager, Amec Foster Wheeler Environment & Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100, Durham NC 27703 U.S.
T [phone] D [phone] M [phone]
[e-mail] amecfw.com
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Monday, December 12, 2016 11:15 AM
To: Riccitiello, Michael<[e-mail]>
Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler
We are scheduling mid -January at this point, so get the request packet on in and I'll get things moving for you.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.gov/
DEACS NEW WEBSITE: http://deg.nc.gov/about/divisions/environmental-assistance-customer-service
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: Riccitiello, Michael [mailto:[e-mail]]
Sent: Monday, December 12, 2016 9:54 AM
To: Weaver, Cameron <[e-mail]>
Cc: Lowe, Lester <[e-mail]>
Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler
Cameron,
I hope the holidays are going well on your end. I wanted to re-engage on the permit packages we currently
have in the works. For the MARSOC P1219/P1288 project, we are going non -express and plan to have those packages in
sometime in mid to late January. For 2nd Radio Battalion, we just turned in the final design drawings last week and would
like to go ahead and schedule an express review meeting for stormwater. About how far out are you scheduling those
meetings at this point?
Mike Riccitiello, P.E., PMP
Project Manager, Amec Foster Wheeler Environment & Infrastructure. Inc.
4021 Stirrup Creek Drive, Suite 100, Durham INC 27703 U.S.
T [phone] D [phone] M [phone]
[e-mail] amecfw.com
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Thursday, September 29, 2016 6:07 PM
To: Riccitiello, Michael<[e-mail]>
Subject: RE: Camp Lejeune Permits - Amec Foster Wheeler
Sewer Extensions are handled in this office through their Fast Track program and the best contact is Dean Hunkele at
910-796-7380 or [e-mail] .
We are currently scheduling 3-4 weeks in Express, so send me your request materials for each project.
Water Extension permits are handled through Public Water's Central office I think. A contact in this office is Bryan Lievre
at 910-796-7369 or [e-mail] . Let me know of any issues.
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.goy/
DEACS NEW WEBSITE: http://deg.nc.goy/about/divisions/environmental-assistance-customer-service
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: Riccitiello, Michael(mailto:[e-mail]
Sent: Thursday, September 29, 2016 2:58 PM
To: Weaver, Cameron <[e-mail]>
Cc: Lowther, Brian <[e-mail]>; Lowe, Lester <[e-mail]>
Subject: Camp Lejeune Permits -Amec Foster Wheeler
Cameron,
I wanted to get in touch with you regarding two of our remaining projects: P1280 (2ntl Radio Battalion) and
P1219/P1288 (MARSOC 2"d MSOB and CSS Facility). Each of these will have stormwater, E&SC, and water extension
permits. I'd like to start looking into scheduling these, and I wanted to find out how far in advance are you booking
permit appointments? Both of these have completed scoping meeting already. Last question for you — do you handle the
water extension and/or sewer permits, or does that go through the central office in Raleigh? Thank you.
Mike Riccitiello, P.E., PIMP
Project Manager, Amec Foster Wheeler Environment & Infrastructure, Inc.
4021'Stirrup Creek Drive, Suite 100, Durham NC 27703 U.S.
T [phone] D [phone] M [phone]
[e-mail] ameclw.com
d.1
amec
faster
wheeler
This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only for the named
recipient(s). Its contents (including any attachments) may be confidential, legally privileged or otherwise protected from disclosure by
law. Unauthorised use, copying, distribution or disclosure of any of it may be unlawful and is strictly prohibited. We assume no
responsibility to persons other than the intended named recipient(s) and do not accept liability for any errors or omissions which are a
result of email transmission. If you have received this message in error, please notify us immediately by reply email to the sender and
confirm that the original message and any attachments and copies have been destroyed and deleted from your system. This disclaimer
applies to any and all messages originating from us and set out above. If you do not wish to receive future unsolicited commercial
electronic messages from us, please forward this email to: [e-mail] and include "Unsubscribe" in the subject
line. If applicable, you will continue to receive invoices, project communications and similar factual, non-commercial electronic
communications.
Please click http://amecfw.com/email-disclaimer for notices and company information in relation to smalls originating in the UK, Italy or
France.

Express Stormwater Permit
Stormwater Narrative
2"° Radio Battalion Complex Operations Consolidation
MCB Camp Lejeune, NC
December 19`h, 2016
The 2" Radio Battalion Complex Operations Consolidation (2"d Radio Battalion) project site is located at
MCB Camp Lejeune, in Onslow County, North Carolina in the White Oak River Basin. A portion of the 2n1
Radio Battalion site is permitted under SW8 110906 (January 31, 2013) for 2D ANGLICO and 2D BN OPS
Complexes and a portion is new development to be covered under a new stormwater permit.
Construction of 2D ANGLICO and 2D BN OPS Complex (2nd Intel Battalion) is nearly complete.
Existing conditions on site are sodded yard, asphalt -paved construction drive, construction parking and
trailers, utility easement corridors, and undisturbed area. The site drains to Wallace Creek, classified as
SB, NSW (19-20). No impacts are proposed to any wetlands on site. Fifty -foot buffers around wetlands
will also remain intact.
A licensed soil scientist determined seasonal high water table (SHWT) levels for an infiltration basin and
sandfilter. For the infiltration basin, the SHWT depth below ground surface (BGS) ranges from a
minimum of 30" BGS to greater than 66" BGS, where hand auger depths were terminated. The
infiltration rates were 2.59 and 13.58 in/hr (2.59 was used for the design). For the sandfilter the SHWT is
approximately 46" BGS.
A capped landfill located east of 2"d ANGLICO and 2nd Intel Battalion will remain undisturbed. 2"d Radio
Battalion is located to the south of 2"d Intel Battalion and parking is located to the west of
ANGLICO/Intel and the utility easements. According to base personnel, unexploded ordnance is not a
concern for this site.
Scope of project
2" Radio Battalion, Phase 1 is a federally funded military construction (MILCON) project. It consists of
two, one-story buildings with the accompanying utilities located to the east of Battalion Complex Road.
Privately owned vehicle (POV) parking for 2"d Radio Battalion and additional parking for the existing
development will be located west of the 100-ft wide Duke Energy transmission easement in a 535-space
lot. Phase 2 is for future development under a separate contract. The limits of disturbance for 2nd Radio
Battalion is 16.75 acres. This is a high density development.
The state stormwater requirements for the proposed development are to treat the first flush (1.5" for
coastal counties) for 85% total suspended solids (TSS) for the net increase in impervious area associated
with the new development. The site also meets federal pre- and post -development runoff control
requirements for the 95" percentile storm. The net increase in impervious area will be treated by an
infiltration basin, sandfilter, and the existing wet pond. The existing Wet Pond A (SW8 110906) designed
and constructed as part of ANGLICO and Intel Battalion, has capacity to capture and treat runoff from
2"d Radio Battalion east of Battalion Complex Road. The sand filter is located at the south end of the
POV parking lot west of Battalion Complex Road to capture and treat runoff from the parking lot. The
infiltration basin is located north of the POV parking lot and will capture and treat runoff from the
parking lot and entrance road.
Stormwater Narrative Page 1

Grading of the site was carried out with an effort to balance cut and fill and to achieve positive gradient
with adequate ground slopes. Drainage structures will be located so as to maximize their effectiveness
and efficiency in capturing surface runoff. No wetlands or buffers will be disturbed as part of this
project.
The existing 100' power transmission and 40' gas main easements will be disturbed with the following
activities: construction of an access drive from Battalion Complex Road to the POV parking lot area, two
sidewalks, and an outlet pipe for the sand filter, and limited grading. The outlet pipe will be provided to
convey runoff routed from the wet pond perpendicularly across the easement and discharged at the
east side of Battalion Complex Road. Construction will be carried out so as to minimize the disturbance
to the easement and maintain vertical clearance beneath the 240 kV transmission lines and over the 8"
gas main. All activities will be approved with Duke Energy.
An 8" water line will be looped from the water main that runs in a north -south direction along Battalion
Complex Road. Domestic water and fire lines will be tapped from this looped water line to serve the
two buildings. Sanitary sewer will be carried by gravity flow to the main collector on Battalion Complex
Road. The gravity line discharges to a lift station at the south end of Battalion Complex Road and a force
main then travels north up the opposite side of the road. Water service and wastewater treatment are
provided by the Utilities Department at MCB Camp Lejeune.
A geotechnical report is complete and available for review. Results of a soil investigation to determine
seasonal high water table (SHWT), apparent water table (AWT) (if present), and in situ saturated
hydraulic conductivity (K,,,) testing are included as an addendum to the geotechnical report.
Stormwater Narrative Page 2

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Weaver, Cameron
From:
Slate, Louise O <[e-mail]>
Sent:
Friday, May 13, 2016 11:54 AM
To:
Weaver, Cameron
Cc:
[e-mail]
Subject:
FW: reschedule express review
Cameron,
We are currently scheduled for an express permit submittal meeting next Thursday. There are some design
changes that affect drainage and a potential design modification, so we would like to re -schedule this meeting at
a later date once we know what the final decision on the redesign will be. That way we save everyone a few
steps.
Please remove next Thursday's meeting from your calendar and I will coordainte with you and Thomas on a
new date in the near future.
Louise
-----Original Message -----
From: Bradshaw CIV Thomas C[mailto:[e-mail]]
Sent: 'Thursday, May 12, 2016 3:14 PM
To: Slate, Louise O <[e-mail]>
Cc: Lowe, Lester <[e-mail]>
Subject: RE: reschedule express review
That actually works better for me as I have a commitment next Thursday anyway.
Thanks,
Thomas Bradshaw, PE
Public Works Design, Civil Branch
Camp Lejeune, NC
910-451-3238 ext3285
-----Original Message -----
From: Slate, Louise O[maiIto:[e-mail]]
Sent: Thursday, May 12, 2016 12:05 PM
To: Bradshaw CIV Thomas C
Cc: Lowe, Lester
Subject: [Non-DoD Source] reschedule express review
Thomas,
We are making some changes to the P-1280 2nd Radio Battalion design which is triggering some plan revisions
in the parking lot and a back check of calculations. There may also be a modification which would require
redesign of Building B. Until we know the direction this will go, we would like to reschedule the express
review meeting for the stormwater permit.
If you are ok with this action, I will go ahead and call Cameron to see about rescheduling it.

Louise
This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended
only for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged
or otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it
may be unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended
named recipient(s) and do not accept liability for any errors or omissions which are a result of email
transmission. If you have received this message in error, please notify us immediately by reply email to the
sender and confirm that the original message and any attachments and copies have been destroyed and deleted
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do not wish to receive future unsolicited commercial electronic messages from us, please forward this email to:
[e-mail] and include "Unsubscribe" in the subject line. If applicable, you will continue to
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Please click http://amecfxv.conVemail-disclaimer for notices and company information in relation to emails
originating in the UK, Italy or France.

For DEO Use ONLY
Reviewer:
North Carolina Department of Environmental Quality sebm ' '�J l )
Request for Express Permit Review
Time:
Confin
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan IPDF 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(dncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; daviddee(ibncdenr.yov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107, marcia.allocco(lncdenr.gov
• Washington Region -Lyn Hardison 252-948.3842 or Ivn.hardison(pincdenr.gov
• Wilmington Region -Cameron Weaver 910-796-7303orcameron.weaverfincdenr.gov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: 2ND RADIO BATTALION COMPLEX OPERATIONS CONSOLIDATION County: ONSLOW
Applicant: THOMAS BRADSHAW Company: PUBLIC WORKS DIVISION, CAMP LEJEUNE
Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547-_ )
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location BATTALION COMPLEX ROAD CAMP LEJEUNE
SW _
SW
SW _
NPDES _
NPDES _
WQ _
wQ
E&S _
E&S _
Other
Project Drains into NSW waters - Water classification SB (DWR Surface Water Classifications Map)
Project Located in WHITE OAK River Basin. Is project draining to class ORIN waters? N, within '/, mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? Y/N
Engineer/Consultant: LOUISE SLATE Company: AMEC FOSTER WHEELER
Address: 4021 STIRRUP CREEK ROAD City: DURHAM, State: INC Zip: 27703
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE W'D APR 0 81016
$_ #_JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑DWR, ❑ DCM, ❑ DEMLR, ❑OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermittenUPerennial Determination: —# of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stonnwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 2 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
® High Density -Bio-Retention 2 # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
® High Density -Other _ # Treatment Systems /® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8110906 (Provide permit$)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopinq and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
For D14p use
Fee Sold for multiole permits: (Check It 1
Buffer Impacts: ❑ No ® YES: 0) lacre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (U HD, ❑ LD, ❑ Gen)
$
401:
$
Los
$
Stream Deter,_
$
NCDEQ EXPRESS March 2016

Weaver, Cameron
From: Slate, Louise O <[e-mail]>
Sent: Monday, April 04, 2016 1:00 PM
To: Weaver, Cameron
Subject: Re: Express SW Request for 2nd Radio Battalion - Camp Lejeune
Cameron
I will coordinate with folks in our office to get these for you. Our server is down right now and not expected to be
restored until 1:30 at the earliest.
Louise
Sent from my iPhone
On Apr,4, 2016, at 11:57 AM, Weaver, Cameron <[e-mail]> wrote:
Hi Louise.
Can you send me the vicinity map and overall site plan (which I didn't see included) for this as well as
another file of the narrative? When the narrative printed, it was obscured by coding and jibberish.
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
' 127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.gov/
DEACS NEW WEBSITE: http://deg.nc.goy/about/divisions/environmental-assistance-customer-service
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: Slate, Louise O [mailto:[e-mail]]
Sent: Friday, April 01, 2016 7:32 PM
To: Weaver, Cameron <[e-mail]>
Cc: Motlagh, Ghazoll <[e-mail]>; Lowe, Lester <[e-mail]>;
Kyiamah, George <[e-mail]>
Subject: Express SW Request for 2nd Radio Battalion - Camp Lejeune
Cameron,
Attached please find a request for a stormwater express review of 2nd Radio Battalion at Camp
Lejeune. This will be a major modification of existing permit SW8 110906. Please let us know what
dates are available in May and I will coordinate with Thomas Bradshaw on a day and time that works for
us.
Thank you and have a great weekend.
Louise
<image001.jpg>

This message is the property of Amec Foster Wheeler plc and/or its subsidiaries and/or affiliates and is intended only
for the named recipient(s). Its contents (including any attachments) may be confidential, legally privileged or
otherwise protected from disclosure by law. Unauthorised use, copying, distribution or disclosure of any of it may be
unlawful and is strictly prohibited. We assume no responsibility to persons other than the intended named recipient(s)
and do not accept liability for any errors or omissions which are a result of email transmission. If you have received
this message in error, please notify us immediately by reply email to the sender and confirm that the original message
and any attachments and copies have been destroyed and deleted from your system. This disclaimer applies to any
and all messages originating from us and set out above. If you do not wish to receive future unsolicited commercial
electronic messages from us, please forward this email to: [e-mail] and include
"Unsubscribe" in the subject line. If applicable, you will continue to receive invoices, project communications and
similar factual, non-commercial electronic communications.
Please click htto://amecfw.com/email-disclaimer for notices and company information in relation to emails originating
in the UK, Italy or France.

2nd Radio Battalion Complex Operations Consolidation
MCB Camp Lejeune, NC
March 31, 2016
The 2nd Radio Battalion Complex Operations Consolidation (2nd Radio Battalion) project site is located at
MCB Camp Lejeune, in Onslow County, North Carolina in the White Oak River Basin. A portion of the 2nd
Radio Battalion site is permitted under SW8 110906 (January 31, 2013) for 2D ANGLICO and 2D BN OPS
Complexes and a portion is new development to be covered under a new stormwater permit.
Construction of 2D ANGLICO and 2D BN OPS Complex (2nd Intel Battalion) is nearly complete.
Existing conditions on site are sodded yard, asphalt -paved construction drive, construction parking
and trailers, utility easement corridors, and undisturbed area. The site drains to Wallace Creek, classified
as SB, NSW (19-20). No impacts are proposed to any wetlands on site. Fifty -foot buffers around
wetlands will also remain intact.
A licensed soil scientist determined seasonal high water table (SHWT) levels for bioretention areas and
under permeable pavement. SHWT depth below ground surface (BGS) ranges from a minimum of 44"
BGS to greater than 84" BGS, where hand auger depths were terminated.
A capped landfill located east of 2ndANGLICO and 2nd Intel Battalion will remain undisturbed. 2nd Radio
Battalion is located to the south of 2nd Intel Battalion and parking is located to the west of
ANGLICO/Intel and the utility easements. According to base personnel, unexploded ordnance is not a
concern for this site.
Scope of project
2nd Radio Battalion, Phase 1 is a federally funded military construction (MILCON) project. It consists of
two, one-story buildings with the accompanying utilities located to the east of Battalion Complex Road.
Privately owned vehicle (POV) parking for 2nd Radio Battalion and additional parking for the existing
development will be located west of the 100-ft wide Duke Energy transmission easement in a 535-space
lot. Phase 2 is for future development under a separate contract. The limits of disturbance for 2nd Radio
Battalion is 16.75 acres. This is a high density development.
The state stormwater requirements for the proposed development are to treat the first flush (1.5" for
coastal counties) for 85%total suspended solids (TSS) for the net increase in impervious area associated
with the new development. The site also meets federal pre- and post -development runoff control
requirements for the 95m percentile storm. Net Increase in impervious area is about 456,237 SF (10.47
ac.). The net increase in impervious area will be treated by two wet ponds and LID measures. The
existing Wet Pond A (SW8 110906) designed and constructed as part of ANGLICO and Intel Battalion, has
capacity to capture and treat runoff from 2nd Radio Battalion east of Battalion Complex Road. Wet Pond
B is located at the south end of the POV parking lot west of Battalion Complex Road to capture and treat
runoff not infiltrated through permeable pavement and bioretention areas.
Porous concrete pavement is used in the majority of parking spaces in the POV parking lot. Landscape
islands and vegetated strips are located throughout the POV parking lot. Standard, light -duty pavement
is used in the drive aisles and the southernmost parking spaces. The southernmost parking spaces
drainsouthern boundary of the parking lot to capture and treat runoff not infiltrated.

Grading of the site was carried out with an effort to balance cut and fill and to achieve positive gradient
with adequate ground slopes. Drainage structures will be located so as to maximize their effectiveness
and efficiency in capturing surface runoff. No wetlands or buffers will be disturbed as part of this
project.
With exception of construction of an access drive from Battalion Complex Road to the POV parking lot
area, two sidewalks, and an outlet pipe for Wet Pond B, the existing 100' power transmission and 40'
gas main easements will remain undisturbed. The outlet pipe will be provided to convey runoff routed
from the wet pond perpendicularly across the easement and discharged at the east side of Battalion
Complex Road. Construction will be carried out so as to minimize the disturbance to the easement and
maintain vertical clearance beneath the 240 kV transmission lines and over the 8" gas main.
Am 8" water line will be looped from the water main that runs in a north -south direction along Battalion
Complex Road. Domestic water and fire lines will be tapped from this looped water line to serve the
two buildings. Sanitary sewer will be carried by gravity flow to the main collector on Battalion Complex
Road. The gravity line discharges to a lift station at the south end of Battalion Complex Road and a force
main then travels north up the opposite side of the road. Water service and wastewater treatment are
provided by the Utilities Department at MCB Camp Lejeune.
A geotechnical report is complete and available for review. Results of a soil investigation to determine
seasonal high water table (SHWT), apparent water table (AWT) (if present), and in situ saturated
hydraulic conductivity (Ksat) testing are included as an addendum to the geotechnical report.

®YIF
/ •1 North Carolina Department of Environment and Natural Resources
NCDENR SCOPING MEETING REQUEST
Please complete all the information below. Call and Email the appropriate coordinator with the completed form.
• Asheville & Mooresville Regions - Alison Davidson 828-2964698; alison.davidson(d)ncdenr.gov
• Fayetteville, Raleigh or Winston-Salem Regions - David Lee 919-7914204; david.lee(tcdenrgov
• Washington Region - Lyn Hardison 252-948-3842; Iyn.hardison(dncdenr.gov \\�
• 'Wilmington Region - Cameron Weaver 910-796.7303; cameron.weaver(o)ncdenr.gov
Project Name: 21d Radio Battalion Complex Operations Consolidation County: Onslow
Applicant: Thomas Bradshaw Company: MCB Camp Leieune
Address: Public Works Division, 1005 Michael Road City: Camp Leieune State: NC Zip: 28547
Phone: [phone] x3285 Fax: [phone] Email: Thomas.bradshawa)usmc.mil
Physical Location of Project: North Wallace Creek Area of MCB Camp Leieune, Battalion Complex Road
t offs opa
Engineer/Consultant: George Kyiama ompa y: Amec Foster Wheeler RECD FEB 2 31016
Address: 4021 Stirrup Creek Drive, Suite 100 City: Durham State: NC Zip: 27703
Phone:[phone] Fax:[phone] Email: George.kyiamaha(diamecfw.com
Please provide a DETAILED proiect narrative, pdf site plan and a vicinity map with road names along with this Request form.
The project narrative should include the following when available:
Existing Conditions- List of existing permits, previous project name(s) or owner name(s), existing compliance or pollution incidents, current
conditions or development on site, size of tract, streams or wetlands on site', stream name and classification, historical significance of
property, seasonal high water table elevation, riparian buffers, areas of environmental concern, setbacks
Proposed- Full scope of project with development phase plan, acreage to be disturbed, wetlands to be disturbed, waste treatment & water
supply proposed, soils report availability, % impervious surface, stormwater treatment and number of bmps, public or private funding.
"Relative To Wetlands — Federal and coastal wetlands must be delineated by a US Army Corps Regulatory Official. Coastal Management
Field Rep or a qualified environmental consultant prior to undertaking work such as filling, excavating or land clearing. The delineations
must be aoproved by the US Armv Corps of Engineers (USACE) and/or the Division of Coastal Management. Wetland delineations are valid
for a period not to exceed five years from date of USACE approval
Please provide estimated investment & expected employment numbers: $_52,843,000 Jobs
For the scoping meeting, it is best to provide a list of questions and topics of concern. It is helpful to know what you hope to gain
from the meeting. Please have thoughts and presentations organized as much as possible to make the best use of time.
Agencies Involved: Check all agencies that may be involved with project:
❑ Marine Fisheries ❑ National Marine Fisheries ❑ U.S. Fish & Wildlife ❑ NC Wildlife Resources
❑ Coastal Management
❑ Shellfish Sanitation
eE.Land -Resources.(®.Stormwate ❑ U.S. Army Corps of Engineers
❑Water Resources: (❑ 401/buffer ❑ NPDES ❑ Non -discharge)
❑ Air Quality ❑ Solid Waste ❑ UST ❑ Other_ ❑ Other
❑ Other _ ❑ Other_ ❑ Other
® Public Water Supply
❑ Other_
NCDENR Scoping Meeting
September 2015

Request for Scoping Meeting
Stormwater Narrative
2"d Radio Battalion Complex Operations Consolidation
MCB Camp Lejeune, NC
February 22, 2016
The 2"d Radio Battalion Complex Operations Consolidation (2"d Radio Battalion) project site is located at
MCB Camp Lejeune, in Onslow County, North Carolina in the White Oak River Basin. A portion of the 2"d
Radio Battalion site is permitted under SW8 110906 (January 31, 2013) for 2D ANGLICO and 2D BN OPS
Complexes and a portion is new development to be covered under a new stormwater permit.
Construction of 2D ANGLICO and 2D BN OPS Complex (2nd Intel Battalion) is nearly complete.
Existing conditions on site are sodded yard, asphalt -paved construction drive, construction parking and
trailers, utility easement corridors, and undisturbed area. The site drains to Wallace Creek, classified as
SB, NSW (19-20). No impacts are proposed to any wetlands on site. Fifty -foot buffers around wetlands
will also remain intact.
A licensed soil scientist determined seasonal high water table (SHWT) levels for bioretention areas and
under permeable pavement. SHWT depth below ground surface (BGS) ranges from a minimum of 44"
BGS to greater than 84" BGS, where hand auger depths were terminated.
A capped landfill located east of 2"d ANGLICO and 2nd Intel Battalion will remain undisturbed. 2nd Radio
Battalion is located to the south of 2nd Intel Battalion and parking is located to the west of
ANGLICO/Intel and the utility easements. According to base personnel, unexploded ordnance is not a
concern for this site.
Scope of project
2"d Radio Battalion, Phase 1 is a federally funded military construction (MILCON) project. It consists of
two, one-story buildings with the accompanying utilities located to the east of Battalion Complex Road.
Privately owned vehicle (POV) parking for 2"d Radio Battalion and additional parking for the existing
development will be located west of the 100-ft wide Duke Energy transmission easement in a 535-space
lot. Phase 2 is for future development under a separate contract. The limits of disturbance for 2"d Radio
Battalion is 16.75 acres. This is a high density development.
The state stormwater requirements for the proposed development are to treat the first flush (1.5" for
coastal counties) for 85% total suspended solids (TSS) for the net increase in impervious area associated
with the new development. The site also meets federal pre- and post -development runoff control
requirements for the 95`h percentile storm. Net Increase in impervious area is about 456,237 SF (10.47
ac.). The net increase in impervious area will be treated by two wet ponds and LID measures. The
existing Wet Pond A is designed andconstructed to capture and treat runoff from 2n0 Radio Battalion,
Phase 1. Wet Pond B located at the south end of the POV parking lot to capture and treat runoff not
infiltrated through permeable pavement and bioretention areas.
Porous pavement is used in the majority of parking spaces in the POV parking lot. Landscape islands and
vegetated strips are located throughout the POV parking lot. Standard, light -duty pavement is used in
the drive aisles and the southernmost parking spaces. The southernmost parking spaces drain to two
Stormwater Narrative
Page ]

bioretention areas located at the south end of the parking lot. Wet pond B is proposed at the southern
boundary of the parking lot to capture and treat runoff not infiltrated.
Grading of the site was carried out with an effort to balance cut and fill and to achieve positive gradient
with adequate ground slopes. Drainage structures will be located so as to maximize their effectiveness
and efficiency in capturing surface runoff. No wetlands or buffers will be disturbed as part of this
project.
With exception of construction of an access drive from Battalion Complex Road to the POV parking lot
area, two sidewalks, and an outlet pipe for Wet Pond B, the existing 100' power transmission and 40'
gas main easements will remain undisturbed. The outlet pipe will be provided to convey runoff routed
from the wet pond perpendicularly across the easement and discharged at the east side of Battalion
Complex Road. Construction will be carried out so as to minimize the disturbance to the easement and
maintain vertical clearance beneath the 240 kV transmission lines and over the 8" gas main.
Am 8" water line will be looped from the water main that runs in a north -south direction along Battalion
Complex Road. Domestic water and fire lines will be tapped from this looped water line to serve the
two buildings. Sanitary sewer will be carried by gravity flow to the main collector on Battalion Complex
Road. The gravity line discharges to a lift station at the south end of Battalion Complex Road and a force
main then travels north up the opposite side of the road. Water service and wastewater treatment are
provided by the Utilities Department at MCB Camp Lejeune.
A geotechnical report is complete and available for review. Results of a soil investigation to determine
seasonal high water table (SHWT), apparent water table (AWT) (if present), and in situ saturated
hydraulic conductivity (K,a,) testing are included as an addendum to the geotechnical report.
Stormwater Narrative Page 2

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COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License N C-2710
September 30, 2015
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment & Natural Resources
Dept. of Environmental Assistance & Customer Service
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Designer's Certification
SWS 110906 Mod. — 2D ANGLICO and 2N OPS Complexes
Onslow County
CSD Project No. 11-0253
Dear Jo:
Enclosed please find the following items for the referenced project:
original set of Stormwater Record Drawings / As-builts
original completed Designer's Certification form
We appreciate your assistance in this matter. Please call if you require any additional information.
Sincerely,
Howard Resnik, PE, LEED® AP RECEIVED
Encl.: As noted above SEP 3 0 2015
cc: Turner Construction Company