SW8010420_HISTORICAL FILE_20041216

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 o 1042-6
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
IZIG
Zoo4
YYYYMMDD

State Stormwater Management Systems
Permit No. SW8 010420 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commander Lawrence Readal, Public Works Officer, Marine Corps Base
Tarawa Terrace 1, 11 and !ll Housing Replacement
Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of 2 wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until December 16, 2014, and
shall be subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
This permit is effective only with respect to the nature and volumebf stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The stormwater
controls Phase 1 D Pond and Phase III Pond have been designed to handle the
runoff from 3,173,122 square feet and 755,001 square feet, respectively, of built -
upon area.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The permittee shall limit each drainage area to the maximum amount of built -
upon area as indicated on page 3 of this permit, and per approved plans.
5. The Phase 1 D Pond and the Phase III Pond must each be operated with a 30'
vegetated filter.
6. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the appropriate permitted stormwater control
system.
2

k.
State Stormwater Management Systems
Permit No. SW8 010420 Modification
The following design criteria have been approved for the proposed wet detention
ponds, and must be maintained at design condition:
Phase 1 D
Drainage Area, acres:
151.43
Onsite, ft :
6,596,201
Offsite, ft2:
0
Total Impervious Surfaces, ft2:
3,173,122
Pond Design Depth, feet:
5.0
Permanent Pool (PP) Elevation, FMSL:
5.0
Provided Surface Area, @PP, ft2:
186,870
Temporary Storage Elevation, FMSL:
6.4
Provided Storage Volume, ft3:
277,930
Controlling Orifice:
Time to draw down, days:
Receiving Stream/River Basin:
Index Number:
I. Classification of'Water Body
II. SCHEDULE OF COMPLIANCE
2 @5" 0 each
3.0
Phase III
43.12
1,878,243,
0
755,001
5.0
11.40
61,451
12.6
76,170
4" 0
2.5
White Oak 1 Northeast Creek
19-16-(3.5)
"SC HQW NSW"
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas. .
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
3

State Stormwater Management Systems
Permit No. SW8 010420 Modification
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain draws 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.
G. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in
Phase 1A Pond is 113 horsepower, in Phase ID Pond is 3 horsepower, and
Phase 11 Pond is 118 horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
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. 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.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction. If the proposed
BUA exceeds the amount permitted under this permit, a modification to the
permit must be submitted and approved prior to construction.
4

I e
State Stormwater Management Systems
Permit No. SW8 010420 Modification
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. The permittee must maintain compliance with the proposed built -upon area and
ensure that the runoff from all the built -upon is directed into the permitted
system.
13. 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.
15. The permittee must maintain the current permitted drainage area. No additional
runoff from outside of the permitted drainage area boundary may enter the
permitted stormwater facilities without first applying for and receiving a permit
modification.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.

State Stormwater Management Systems
Permit No. SW8 010420 Modification
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 16th day of December 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
7

December 14, 2004
Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SWS 010420 Modification.
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Linda:
RiveRidge
Engineering
Company
FECEIVEL)
DEC 1 5 2004
BY:
In response to your letter dated December 14, 2004, please find the attached the following information: -
Items 1 & 2: We revised sheet I of the Wet Detention Basin Supplement to reflect the temporary
pool elevation and storage volume at the 48" overflow elevation of 12.6.
Included please find the following for your review:
1. Sheet 1 of the Wet Detention Basin Supplement. (2 each).
2. Supporting calculations. (2 each)
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
Cc: Rick Marshall, HUNT Building Corp.
David Byrd, HUNT Building Corp.
Jim Lemon, Gile-Buck and Assoc.
G:\04015102112MPFILFS\STORM WATER PERM ITTINGTH [H Stormwater permit Resubmittal cover letter 12-14-04.doc
405 W. Myrtle St. • Boise, ID 83702
208 344-1180 • Fax: [phone]

W AMichael F. Easley, Governor
r�
OF TER
QG William G. Ross, Jr., Secretary
nF - rn 7 North Carolina Department of Environment and Natural Resources
>
D < Alan W. Klimek, P.E. Director
Division of Water Quality
FAX COVER SHEET
Date: December 14, 2004 No. of Pages: 1
To: David Powell, P.E. From: Linda Lewis %
Company: RiveRidge Engineering Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 010420 Mod.
Project Name: Tarawa Terrace
MESSAGE:
David:
The Division received previously requested information regarding the subject project on
December 9, 2004. The application is still incomplete. Please provide the following information
prior to December 17, 2004, to complete the review:
For the Phase III pond, you have calculated that the 1" volume will be stored at
elevation 12.42, however, the 48" overflow pipe in the outlet structure is set at
elevation 12.6. So, elevation 12.6 is the temporary storage elevation that should be
reported on the supplement, not 12.42. The calculations are the place to determine
the minimums required, and demonstrate how the pond has met those minimums.
The supplement is where you report the elevations, areas and volumes that are
PROVIDED in the pond, not the minimums necessary.
r
2. The same logic applies to the temporary pool volume reported on the supplement. It
should be the volume that is provided in the pond at elevation 12.6, supported by the
calculations, which should show the surface area and volume provided in the pond
at elevation 12.6.
RSSlarl: S:IWQSISTORMWATIADDINF0120041010420.dec04
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
An Equal OpportunitylAffirma0ve Action Empioyer — 50% Recycled110%a Post Consumer Paper
NorthCarolina
Aaturally

r 1 P. 1
' COMMUNICATION RESULT REPORT ( DEC.14.2004 12:29PM )
TTI NCDENR WIRO
FILE MODE. OPTION ADDRESS (GROUP) RESULT PAGE
--------------------------------------------- ---------------------_--_------------------�------�----
680 MEMORY TX 912083441182 ,'7 OK P. 1/1
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REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
A ��q
A�
D Alan W. Klimek, P.E. Qlrector
Division of Water Quality
FAX COVER SHEET
Date: December 14, 2004
To: David Powell, P.E.
Company: RiveRidge Engineering
FAX #: [phone]
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael F, Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
No. of Pages: 1
From: Linda Lewis
Water Quality Section , Stormwater
FAX # 910r350-2004
Phone # [phone]
DWQ Stormwater Project Number: SW8 010420 Mod.
Project Name: Tarawa Terrace
MESSAGE:
David:
The Division received previously requested information regarding the subject project on
December 9, 2004. The application is still incomplete. Please provide the following information
prior to December 17, 2004, to complete the review: `
1. For the Phase III pond, you have calculated that the 1" volume will be stored at
elevation 12.42, however, the 48" overflow pipe in the outlet structure is set at

December 7, 2004
Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Linda:
RiveRidge \431R\
EngineeringCompany
R ,C PI :i .._ • _ .._
DEC 0aLm4
In response to your letter dated November 4, 2004, please find the attached the following information:
* Item 1: A Site Feasibility Report was included with the Request for Proposal document for
this project that stated there no wetlands on this site. However the Site Feasibility Rel2ort
statement did not include the area along Bouganville or the area around the Phase III Pond.
Parker & Associates arranged a wetlands specialist to stake wetlands in these areas.
Wetlands were found at the location of the pond outfall.
In order to keep all construction outside of the wetlands, we modified the outfall. In addition
we modified the orifice and overflow elevations in order to avoid conflicting with an existing
pressure sewer near the outfall.
I have modified the drawings and calculations to reflect these changes. I added a note to
sheet G-102 that states that wetlands will not be affected.
• Item 2: Check orifice calculation — I checked the orifice and included the calculations in the
attached Exhibit D of the Storm Drainage Engineering Report.
Item 3: Revise orifice calculation — The orifice is now a 4" orifice, please see the revised
drawings and attached Exhibit D of the Storm Drainage Engineering Report,
Item 4: 1 revised the calculation sheets and Wet Detention Basin Supplement so all numbers
are consistent. See attached Exhibit D of the Storm Drainage Engineering Report and revised
sheet 1, 2 & 3 of the Wet Detention Basin Supplement,
405 W. Myrtle St. • Boise, ID 83702
208 344-1180 • Fax: [phone]

Included please find the following for your review:
1. 2 copies of the revised drawings G-102, CS-125, CG-124, CG-125, CG-126, CG-128,C-503,
C-505, C-510, C-511 & CS-503. As were previously submitted, I have included 1 set of 24"x36"
drawings and 1 set of 11"x17" drawings.
2. Exhibit D of the Storm Drainage Engineering Report (2 each).
3. Sheets 1, 2 & 3 of the Wet Detention Basin Supplement. (2 each).
If you have any questions please call me at [phone].
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
Cc: Rick Marshall, HUNT Building Corp.
David Byrd, HUNT Building Corp.
Jim Lemon, Gile-Buck and Assoc.
Q: 040151021121WPFILESISTORM WATER PERMITTINGTHIII Stonnwater permit Resubmittal cover letter 12-07-04,doe

Nflcncel F. Easlev, Governor
?,• r� V611iam G. Ross, Jr., Secretar
Carolina De:)anmeni oi=nvironmen, and Natural Resources
C " Alan W. Klimek, P.E. Direcior
Division of Water Quality
November 4, 2004
Commander Lawrence Readal, Public Works Officer
Commanding General Marine Corps Base
1005 Michael Road
Camp Lejeune, NC 28547-2521
Subject: Request for Additional Information
Stormwater Project No. SW8 010420 Modification
Tarawa Terrace Housing Replacement
Onslow County
Dear Cdr. Readal:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Tarawa Terrace Housing Replacement on November 4, 2004, with a
scheduled review date of November 4, 2004. A preliminary review of that information
has determined that the application is not complete. The following information is
needed to continue the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note
on the plans that none exist.
2. Please check the 2-5" 0 orifices in the Phase 1 D pond to ensure that the
new 1" design storm is not passing too quickly or too slowly.
3. Please revise the orifice calculation for the Phase III pond. The wrong area
formula was used, resulting in an orifice that is too large and draws down the
1" volume in less than 5 days. The correct formula for the area of a circle is
rr d214. The consultant has divided by 2.
4. There are discrepancies in the permanent pool surface area in the Phase 111
pond. The calculations indicate that 59,006 square feet has been provided,
but the 1" volume calculation has been based on 60,097 square feet at
elevation 11, and the supplement reports that 64,481 square feet has been
provided. Please be consistent.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to November
11, 2004, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
North Carolina Division of Water Quality 127 Cardinal Drive Extension ?hone [phone] Customer Servicei-877-623-6748
Wilmington Regional Office Wiiminaton, NC 28405.3845 FAX [phone] Internet: h2o.enr,state.nc.us N-
NorthCarolina
An Equal Opportunity/Affirmative Action Employer- 50 % Recyciedil0%0 Post Consume: ?a per )Iatitrally

Cdr. Readal
November 4, 2004
Stormwater Application No. SW8 010420 Modification
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 reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSSlarl: S:IWQSISTORMWATIADDINFO120041010420.nov04
cc: David Powell, P.E., RiveRidge Engineering Co., via fax [phone]
Linda Lewis
Page 2 of 2

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COMMUNICATION RESULT REPORT ( NOV. 4.2004
OPTION ADDRESS(GROUP)
---_______--
i 91-2083441182
1
REASON FOR ERROR
— ) No ANSWERR LINE FAIL
State of North Carolina
Departrc ent of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor t William G. Ross Ir., Secretary
1:25PM )
TTI NCDENR WIRO
RESULT PAGE
---------------
OK P. 3/3
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
FAX COVER SHEEN'
btu 0to¢20 Hot)
Dat'e: 1 I —4 - ZCV 4- No. of pages:
To: Davy PUW e — - From:
Co. iV1ye. �rd0f= Co: 0wo
FAX #: 20? - 3 i1 Z FAX#: [phone] -
REMARKS:
A I �f'n
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 Telephone [phone] Paz [phone]
An Equal opportunity AM mxtive Action Employer

MWHONT
BUILDING COMPANY, LTD.
271 Tarawa Boulevard, Camp Lejeune, NC 28543
Tel: [phone] FAX: [phone]
TRANSMITTAL TO:
Linda Lewis
North Ca roll naDepartment of Environmental and Natural Resources
1005 Michael Road
Camp Lejeune, NC 28547
are the following.FX Attached
Shop Drawings
TRANSMITTAL NO.
DATE:
REPLY TO:
PROJECT,
J900891.148
04-Nov-04 14
Amanda tone, Ice Manager
625 Family Housing Units
Camp Lejeune, NC
CONTRACT NO.: N62470-02-C-2052
HBC JOB NO.: 900891
Under separate cover via:
[] Samples = Literature
delivered via: hand delivery
DESCRIPTION
NO. OF COPIES
OR CITY
Tarawa Terrace Phase III, Housinq Replacement Construction Plans
1 roll
One box containing the following:
2 - Stormwater Management Permit Application Form
2 - Wet detention Basin Supplement
I - Tarawa Terrace Phase 111, Housing Replacement Construction Plans (Second set is the large rolled plans)
2 - Tarawa Terracc Housing Replacement Phase 11 & I[] Specifications
2 - Phase III Stormwater Drainage System Engineering Report
2 - Drawing titled Project Boundary
Overall site plan, with enlarged site plans
Basketball Court, Picnic Area and Tot Lot detail sheets
Building footprints
2 sets of enlarged grading plans (3 sheets each)
I- Narrative of Proposed Modifications to Stormwater Project No. SW8 010420 Modification
Envelope containing the $4000.00 check
These are transmitted as checked below:
❑ For signature and/or notary
rx For your use
❑ As requested
❑ For review and comment
REMARKS:
Approved as submitted
[� Approved as noted
Returned for correction
0 Resubmit
HUNT BU
T..
1
0 copies
NOV 0 n- 2004
OMPANY
Amanda-Storie, Office Manager

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ti
RiveRidge Engineering Company
CONSULTING ENGINEERS AND PLANNERS
405 W. Myrtle St.
BOISE, IDAHO 83702
208-344-1180 . FAX [phone]
October 29, 2004
Linda Lewis
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Linda:
RECEIVED
NOV 0 4.2004
PROD # .>DJ *90 10420
Please find attached information required to update/revise the existing referenced permit. Please see the
attached copy of the narrative sent on October 22, 2004 explaining the proposed changes to the permit.
The Phase III modifications to the existing permit include the following:
Please find the attached information for your review:
1. 2 - Stormwater Management Permit Application Form
2. 2 - Wet Detention Basin Supplement
3. 2 - Tarawa Terrace Phase III, Housing Replacement Construction Plans
4. 2 - Tarawa Terrace Housing Replacement Phase II & III Specifications
5. 2 - Phase III Stormwater Drainage System Engineering Report
6. 2 - Drawing titled Project Boundary
7. Basketball Court, Picnic Area and Tot Lot detail sheets
8. Building footprints
9. 2 sets of enlarged grading plans (3 sheets each)
10. 1- Narrative of Proposed Modifications to Stormwater Project No. SW8 010420 Modification,
Tarawa Terrace I Housing, N62470-97-C-7111
11. $4000.00 check
All stormwater descriptions and calculations are included in the document titled Storm Drainage System
Engineering Report For Tarawa Terrace Housing Development, Phase III.

If you have any questions please call me at [phone]. John Parker with Parker and Associates will
be assisting me with this permit application.
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
G:\04015\02112\WPFILES\STORM WATER PERM ITTINGIPHIII Stormwater permit cover letter 10-29-04.doc
BOISE • COEUR d'ALENE

'lo400494 L4i1' 1: L i L 3008801: 063000 2 L 188,19

Re: [Fwd: Fe: FW: Tarawa Terrace Permit Narrative for Fast -track ,..
Subject: Re: [Fwd: Re: FW: Tarawa Terrace Permit Narrative for Fast -track Review] �(/?/�
From: Linda Lewis <Linda.Lewis ncmai1.net> `� "
y0
Date: Wed, 27 Oct 2004 17:17:36 -0400 V
To: Cameron Weaver <[e-mail]> �j��
Cameron:
Rick and I discussed this today and Rick told me to tell you not to accept it. The
engineer, RiveRidge, is based out of Boise, Idaho and is not familiar with NC
Stormwater regulations. If they want to hire a local consultant familiar with the
reps to assist in putting together the stormwater application, then we will
consider the permit for Express.
Linda
Cameron Weaver wrote:
Fate being what it is, as soon as I mention something, it turns up .... Wendy just
sent this to me to ask about Tarawa Terrace....
Cameron
Subject:
Re: FW: Tarawa Terrace Permit Narrative for Fast -track Review
From:
Cameron Weaver <[e-mail]>
Date:
Tue, 26 Oct 2004 15:36:40 •-0400
To:
Wendy Haustveit <[e-mail]>
To:
Wendy Haustveit <[e-mail]>
Hi Wendy.
Sorry, I should have sent you a return receipt. Yes, I did receive that and
Linda Lewis is reviewing the proposed changes to ensure that we can do it via the
Express program. (If projects involve a great deal of engineering, they may not
necessarily go into the Express program due to the complexity of the review
required.) I will probably have your answer (and/or meeting time to discuss the
project) tomorrow or Thurs. at the latest.
Please let me know if I can be of further assistance.
Cameron
Wendy Haustveit wrote:
Cameron,
Just wanted to verify that you received this.
Thanks - Wendy
1 of 2 10/28/2004 8:00 AM

Re: (Fwd: Re: FW: Tarawa Terrace Permit Narrative for Fast -track ...
*From:* Wendy Haustveit
*Sent:* Friday, October 22, 2004 3:16 PM
*To:* '[e-mail]'
*Subject:* Tarawa Terrace Permit Narrative for Fast -track Review
Cameron,
Per our conversation on the phone, please find attached, it pdf format, a
narrative of the proposed changes to Stormwater Project No SW8 010420
Modification, Tarawa Terrace I Housing, N62470-97-C-7111. Please notify me of
the date we should have our plans to you for review.
If you have any questions you may call me at 208-344-1180.
Sincerely,
Wendy Haustveit, P.E.
RiveRidge Engineering Co
2 of 2 10/28/2004 8:00 AM

RiveRidge Engineering Company
CONSULTING ENGINEERS AND PLANNERS
405 W. Myrtle St.
BOISE, IDAHO 83702
208-344-1180 • FAX [phone]
October 22, 2003
Cameron Weaver
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Cameron:
The purpose of this letter is to describe proposed modifications to the above referenced stormwater
pernut. In addition we would like to be put on the fast -track list for review.
In June of 2004, the permit was modified to include Phase II of the Tarawa Terrace Housing Replacement
Project. We have now completed the design plans for Phase III of the Tarawa Terrace Housing
Replacement Project and subsequently need to update the pen -nit again. A portion of the Phase III project
drains to the existing "Phase ID Pond" at the southerly intersection of W. Peleliu Dr. and Tarawa Blvd.
In addition we added a pond south of the intersection of Bougainville Dr. and Tarawa Blvd. referred to as
the Phase M Pond to accommodate stormwater runoff from Bougainville and an area Bougainville and
North of Inchon.
The current permit shows a Iarge portion of the site north of Inchon routed to the Phase ID Pond which is
currently piped through the Town Center parking lots. A new pipe was to be installed in Phase II to route
the stormwater to the Phase ID Pond. The majority of this water is now routed to the Phase III Pond. The
remaining stormwater not routed to the Phase III Pond is now piped along W. Peleliu to the Phase ID
Pond. Thus the piping that was to be installed in Phase II from the Town Center Area to the Phase ID
Pond will no longer be required. Please see attached sheets Exhibit SD-1 and Exhibit SD-2 for the Phase
III Pre -Development Drainage Areas and Post -Development Drainage Areas and note that no stormwater
from the Phase III area contributes to the existing areas labeled "Town Center Pond" or "Outlet to
Northeast Creak".
Currently within the Phase III area, there are existing :multi -family housing units and roadways that will
be demolished. New homes and roadway systems will be constructed, in a new layout, within the Phase
III area. An area known as the "24-Acre Site" which is located North of Inchon St., East of Iwo Jima

Blvd. and West of W. Peleliu St. which was previously a wooded area and is currently being cleared and
additional roadways and housing will also be placed in this area.
I spoke with Linda Lewis on the phone and told her that during the evaluation of the "24-Acre Site" by
the Geotechnical Engineer relatively high groundwater was encountered and it was determined that there
was a possibility of perched ground water in the area. It was explained by the Geotechnical Engineer that
after dewatering takes place during construction, that he could not determine if or when a perched water
condition may return. If the condition did return his recommendation is to run french drain systems
throughout the "24-Acre Site" to collect the water and to connect the french drains to the storm drain
system.
It was explained by the Geotechnical Engineer that the location of the french drain systems are best to
determined during excavation and construction to determine the flow patterns of the perched water.
Someone from his office will be on site on a regular basis and will make the determination if french
drains are needed and if so where the drains will be installed.
The stormwater from this area drains to both the "Phase ffi Pond" and the "Phase ID Pond". In order to
size the pond to account for this additional water, Linda concurred that if we considered the entire "24-
Acre Site" as impervious in the stormwater calculations that this would more that account for the
additional ground water.
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
G:1040151021121WPFIL.ESI.STORM WATER PERMITTINGIPHII1 Stormwater permit narrative letter 10-22-04.doe

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Tarawa Terrace Permit Narrative for Fast -track Review
Subject: Tarawa Terrace Permit Narrative for Fast -track Review
From: "Wendy Haustveit" <[e-mail]>
Date: Fri, 22 Oct 2004 15:1 b:22 -0600
To: <[e-mail]>
Cameron,
Per our conversation on the phone, please find attached, it pdf format, a narrative of the proposed changes to
Stormwater Project No SW8 010420 Modification, Tarawa Terrace I Housing, N62470-97-C-7111. Please notify
me of the date we should have our plans to you for review.
If you have any questions you may call me at 208-344-1180.
Sincerely,
Wendy Haustveit, P.E.
'tA
RiveRidge Engineering Co.
Content -Description: PH III NARRATIVE.pdf
PH III NARRATIVE.pdfi Content -Type: application/octet-stream
Content -Encoding: base64
1 of 1 10/25/2004 8:33 AM

Stormwater Project No. SW8 010420 Modification - Tarawa Terrac...
Subject: Stormwater Project No. SW8 010420 Modification - Tarawa Terrace Housing Replacement
From: "Wendy Haustveit" <[e-mail]>
Date: Tue, 9 Nov 2004 14:12:40 -0700
To: <[e-mail]>
CC: "Rick Marshall" <[e-mail]>, "David Byrd" <[e-mail]>,
"Lynn Standish" <[e-mail]>
Linda,
In regards to item (1) in the Request for Additional Information letter dated November 4, 2004 and per our
phone conversation today I would like to request a 90 day extension to complete the wetlands study for the
Stormwater Project No. SW8 010420 Modification - Tarawa Terrace Housing Replacement permit. This would
place our resubmittal date on February 4, 2005. We understand that we may submit the additional information
at a date earlier than February 4th if all modifications to the plans and permit are complete.
In addition, per our conversation unless I hear that this request is not approved, the extension will be granted.
Sincerely,
Wendy Haustveit, P.E.
RiveRidge Engineering Company
405 W. Myrtle St.
Boise, Idaho 83702
Ph: [phone]
Fax: [phone]
1 of 1 11/9/2004 5:04 PM

RiveRidge Engineering Company r,
CONSULTING ENGINEERS AND PLANNERS
405 W. Myrtle St.
BOISE, IDAHO 83702 11
208-344-1180 • FAX [phone]
October 29, 2003
Cameron Weaver
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Cameron:
In regards to the email sent to me on October 28, 2004, that stated:
"Unfortunately, unless you are able to work through a local engineering firm,
DWQ is unable to accept this project into the Express program at this time.
The project as proposed will require a large amount of correspondence and
review and is not suitable for the Express process without a local contact
who has had extensive experience in dealing with NC coastal stormwater
regulations."
I have the following questions:
1. If Parker and Associates, a local engineering and surveying firm, assists us with the
permitting process can we submit through the Express program and if so will you please
assign us a date?
2. You had mentioned that the Phase III Pond may need to be submitted as a separate
permit. Can the Phase III Pond be incorporated into the existing permit Stormwater'
Project No. SW8.010420 Modification, Tarawa Terrace I Housing, N62470-97-C-71 it
or do we need to submit a separate Stormwater Management Permit Application Form_ for
the Phase III Pond?

Page 2
October 29, 2004
Thanks for your assistance.
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
G:104015\021121WHILMSTORM WATER PERMITTINGIQUESTIONS TO NCDENR 10-29-04A.

RiveRidge Engineering Company
CONSULTING ENGINEERS AND PLANNERS
405 W. Myrtfe St.
BOISE, IDAHO 83702
208-344-1180 • FAX [phone]
October 21, 2003
Cameron Weaver
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Cameron:
The purpose of this letter is to describe proposed modifications to the above referenced stormwater
permit.
In .tune of 2004, the permit was modified to include Phase II of the Tarawa Terrace Housing Replacement
Project. We have now completed the design plans for Phase III of the Tarawa Terrace Housing
Replacement Project and subsequently need to update the permit again. The majority of the Phase III
project drains to the existing "Phase ID Pond" at the southerly intersection of W. Peleliu Dr. and Tarawa
Blvd. In addition we added a pond south of the intersection of Bougainville Dr. and Tarawa Blvd.
referred to as the Phase III Pond.
_ Currently_ within the Phase_Ill area,.there are existing multi -family housing units and roadways that will
be demolished. New homes and roadway systems will be constructed, in a new layout, within the Phase
Ill area. An area known as the "24-Acre Site" which is located North of Inchon St., East of Iwo .lima
Blvd. and West of W. Peleliu St. which was previously a wooded area and is currently being cleared and
additional roadways and housing will also be placed in this area.
I spoke with Linda Lewis on the phone and told her that during the evaluation of the "24-Acre Site" by
the Geotechnical Engineer relatively high groundwater was encountered and it was determined that there
was a possibility of perched ground water in the area. It was explained by the Geotechnical Engineer that
after dewatering takes place during construction, that he could not determine if or when a perched water
condition may return. If the condition did return his recommendation is to run french drain systems
throughout the "24-Acre Site" to collect the water and to connect the french drains to the storm drain
system.

It was explained by the Geotechnical Engineer that the location of the french drain systems are best to
determined during excavation and construction to determine the flow patterns of the perched water.
Someone from his office will be on site on a regular basis and will make the determination if french
drains are needed and if so where the drains will be installed.
The stormwater from this area drains to the "Phase III Pond". In order to size the pond to account for this
additional water, Linda concurred that if we considered the entire "24-Acre Site" as impervious in the
stormwater calculations that this would more that account for the additional ground water.
I have attached a drawing titled "Post -Development Drainage Areas, Exhibit -SD 2" that shows the
drainage areas to the Phase ID and Phase III Ponds.
Please note no stormwater from the Phase III area contributes to the existing areas labeled "Town Center
Pond" or Outlet to Northeast Creak.
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, F.E.
GA040151021121WHII.EWHilI 3tormwater permit cover letter 10-22-04,doc

STORM DRAINAGE SYSTEM ENGINEERING REPORT
FOR
TARAWA TERRACE HOUSING DEVELOPMENT, PHASE III
CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
FOR CONSTRUCTION
RECEIVED
NOV 0 4 2004
DWQ
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OWNER:
UNITED STATES GOVERNMENT
OCTOBER, 2004
CARol',
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RiveRidge Engineering Co.
405 W. Myrtle St.
Boise, ID 83702
[phone]
remised
RECEIVED
DEC 14 2004
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I. Purpose:
This Storm Drainage Design Report is being prepared in accordance with the Project RFP (State
of North Carolina Department of Transportation, Division of Highways Guidelines for Drainage
Studies and Hydraulic Desi . The design accounts for storm drain flows from the combined
new housing units in Phases I, II and III.
I1. Description:
Existing Storm Drain System: Currently Tarawa Terrace Phase III contains 3 different drainage
basins, see Exhibit SD-1 titled "Pre -development Drainage Areas."
1) The drainage area labeled "Phase 1 D Pond" drains to a detention pond that was
constructed with the Phase I project. (NCDENR — Water Quality Section, DWQ Permit
No. SW8 010420 Modification, Tarawa Terrace I Housing, N62470-97-C-7111) Prior to
this pond construction all drainage was collected in inlets and piped to an existing ditch
in the vicinity of the "Phase 1 D Pond" and then conveyed to Northeast Creek. This
discharge was untreated and non -detained.
2) The area labeled "Area Town Center Pond" drains to an existing pond southeast of the
intersection of Iwo lima and Inchon via overland flow, catch basins and piping. This
pond is outside the construction limits. This pond has an overflow that is piped southerly
to Northeast Creek.
3) The area labeled "Area to Existing Northeast Creek Outlet" currently drains to Northeast
Creek. This discharge is untreated and non -detained.
Proposed Storm Drain System: Tarawa Terrace Phase III storm drain design will modify the
collection system to drain only to the Phase 1 D Pond and the new Phase III Pond (also referred
to as the 13 Acre Site Pond). The drainage basin for the Town Center area will be reduced in
size to the area outside of the Phase II and Phase III boundaries. This reduced basin piping,
detention and discharge, which is outside of the project limits, will not be further modified.
1) The "Phase ID Pond" was designed in a previous phase of this project by others. The
pond was sized to account for all increased stormwater collection and discharge included
in Phase II and all of the Phase III area of this project that is located east of Iwo Jima.
2) The existing drainage area labeled "Town Center Pond" will be reduced in size by
redirecting storm water from the Phase III area either to the Phase I Pond, or by
redirecting flow to the new Phase Ill Pond. Both ponds have adequate capacity for this
redirected runoff volume.
3) - The entire 13 Acre Site drainage area and a portion of the 24 Acre Site area that currently
discharges to the Town Center drainage area will be directed to a new detention pond
referred to as the "Phase Ill Pond or the 13-Acre Site Pond" which is located south of the

intersection of Bougainville and Tarawa Boulevard. This pond has been sized to
accommodate this revised drainage basin area.
Pipe networks:
In accordance with State of North Carolina Department of Transportation, Division of
Highways Guidelines for Drainage Studies and Hydraulic Design:
1) The storm drain pipe network was designed based a 10 year storm. In roadway sag areas
where relief by curb overflow is not provided, the flow into the pipe network was
increased to a 50 year storm design.
2) The rational formula was used to determine the runoff flow in each drainage area.
3) A minimum time of concentration of 10 minutes was used when the computed time of
concentration was less than 10 minutes.
Storm drain pipes are designed to be smooth wall high density polyethylene pipe (HDPE)
(n=0.013). Where shallow cover dictates, the pipes are designed to be reinforced concrete
(n=0.013). Where separation between water mains dictates, the pipes are designed to be
ductile iron (n=0.015).
The storm drain piping system for both Phases II and III along W. Peleliu St. and Tarawa
Boulevard were verified in this Phase of the design. All contributing areas are shown in
Appendix A. The time of concentration for each area was determined using the program
Land Development Desktop version 2000i and are also included in Appendix A. Pipe
analysis was performed using STORMCADD version 5.2, see Appendix B.
Gutter and Inlet Capacity
In accordance with State of North Carolina Department of Transportation, Division of
Highways Guidelines for Drainage Studies and Hydraulic Design:
1) Inlet spacing was based on limiting the spread to no more than half of a through lane.
2) Inlet capacity at sags was doubled to allow for clogging.
3) The curb opening of the combination inlet was neglected in the calculations.
4) The grate efficiency was assumed to be equal to a parallel bar grate.
5) Inlet efficiency of 100%.
Inlet analysis is based on the use of combination grate and curb opening inlets with depressed
gutters at the inlet. Inlet spacing is based on limiting the spread within roadways to half of a
through lane (8 feet) during the design storm with the depth of the gutter not exceeding 5

inches. The existing main roadways, West Peleliu Street, Tarawa Boulevard, Inchon Street,
Naha Street and Bougainville Drive currently have varying cross slopes, but generally range
from 4% to 6%. Our design is based on a 5% cross slope.
Analysis of the gutter/street capacity and catch basin/inlet capacity was performed using
Flowmaster, version 6.1, by Haestad Methods, see Appendix C.
Phase ID Pond Sizing:
Per Briggs Engineering's design calculations dated Rev 11/17/03:
• The Phase ID pond was size was based on a contributing area of 173.82 Acres of which
43% was impervious.
• The volume of a 1-inch storm is 275,723 cubic feet.
Based on the design of Phase II and Phase III the new contributing area to the Phase ID Pond is
151.43 Acres of which 48% is impervious and the volume of a 1-inch storm is 263,848 cubic
feet. Therefore the pond is adequately sized for the revised contributing areas. See Appendix D
for supporting calculations.
Town Center Pond Sizing:
The contributing area to the Town Center Pond was significantly reduced.
Phase III Pond 13 Acre -Site Pond Sizing:
The sizing of the Phase III pond was based on a contributing area of 43.12 Acres and impervious
area of 17.33 Acres. Based on 90% TSS removal the minimums surface area required at the
permanent pool elevation is 52,590 square feet and the 1-inch storm volume is 64,173 cubic feet.
See Appendix D for pond sizing.

EXHIBIT "D"
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Culvert Calculator Report
PHASE III POND (13-Acre Site Pond) EMERGENCY OVERFLOW - 1-48" Pipe
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation
Computed Headwater Elow
Inlet Control HW Elev.
Outlet Control HW Elev.
17.00 ft
17.21 ft
17.00 ft
17,21 ft
Headwater Depth/Height 1.15
Discharge 82.30 cis
Tailwater Elevation 5.00 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
12.60 ft
295.00 ft
Downstream Invert
Constructed Slope
10.95 ft
0.005593 fUft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Sleep
Supercritical
9.42 ftls
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
2.62 ft
2.62 ft
2.75 ft
0,004916 fUft
Section
Section Shape Circular
SecQw A#1ta4HDPE (Smooth Interior)
Section Size 48 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.013
4.00 ft
4.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
17.21 it
0.50
Upstream Velocity Head
Entrance Loss
1.24 ft
0.62 ft
Inlet Control Properties
Inlet Control HW Elev. 17.00 ft
Inlet Type Square edge wlheadwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Futi
HDS 5 Chart
HDS 5 Scale
Equation Form
N/A
12.6 ft'
1
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g:1040151021121cybemeticamp lejeune.cvm RlveRidge Engineering Company CulvertMaster 0.0 [3.0003j
12/08/04 09:41:30 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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a
r OF W A rFq
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 17, 2004
Commander B.D. Pina, Public Works Officer
Command General, Marine Corps Base
1005 Michael Road
Camp Lejeune, NC 28547-2521
Subject: Permit No. SW8 010420 Modification
Tarawa Terrace I Housing Replacement
High Density Stormwater Project
Onslow County
Dear Commander Pina:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Tarawa Terrace I Housing Replacement on June 17, 2004. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H:1000. We are forwarding Permit No.
SW8 010420 Modification dated June 17, 2004, for the construction of Tarawa Terrace I
Housing Replacement.
This permit shall be effective from the date of issuance until June 17, 2014, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system iAill result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request Aithin thirty (30) days
following receipt of this permit. This request must be in the form of a ,%N itten petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Laurie -Munn, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/:Ism S:1VA'QSISTORMWATIPERMIT1010420MOD.jun04
cc: Wendy Haustveit
Onslow County Building Inspections
Laurie Munn I<�i'. i lmington.Regional_.Of eice
Central Files
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] N—MEN—R

State Stonnwater Management Systems
Permit No. SW8 010420 Modificatirrn t �
STATE OF NORTH CAROLINA
DEPARTNIENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STOR IWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commander B.D. Pina, Public Works Officer, Marine Corps Base
Tarawa Terrace 1 Housing Replacement
Onslow Count)
FOR THE
construction, operation and maintenance of 3 wet detention ponds in compliance with the
provisions of 15A NCAC 2H A 000 (hereafter referred to as the "stormwater rules') and the
approved stormwater management plans and specifications and other supporting data as attached
and on file x%ith and approved by the Division of Water Quality and considered a part of this
permit.
This permit shall be effective from the date of issuance until June 17, 2014, and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described on page 3 of this permit, the Project Data Sheet. The stormwater controls have
been designed to handle the runoff from 304,048 for square feet for Phase I A Pond,
3,255,674 square feet of built -upon area for Phase 1D Pond, and 157,423 square feet of
built -upon area for Phase 11 Pond.
3. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
4. The permittee shall limit each drainage area to the maximum amount of built -upon area
as indicated on page 3 of this permit, and per approved plans.
5. Phase 1D Pond and Phase 11 Pond must be operated with a 30' vegetated filter.
I
6. The runoff from all built -upon area within the permitted drainage areas of this project
must be directed into the appropriate permitted stormwater control system.
2

State StormNvater Management Systems
Permit No. SW8 010420 Modification
DIVISION
OF NA'ATER QUALITY
PROJECT
DESIGN DATA SHEET
Project Name:
Tarawa Terrace I Housing
(N62470-97-C-7111)
Permit Number:
SW8 010420 Modification
Location:
Onslow County
Applicant:
Commander B.D. Pina
Public Works Officer
Mailing Address:
Marine Corps Base
1005 Michael Road
Camp Lejeune, NC 28547-2521
Application Date:
August 18, 2002
Modified November 18, 2003
Name of Receiving Stream/:
White Oak / Northeast Creek
Index Number:
19-16-(3.5)
Classification of Water Body:
"SC HQW NSW"
Pond Number:
Phase 1A Phase 1D Phase II
Drainage Area, acres:
6.08 175.35 6.5
Offsite Area entering Ponds, #12:
Total Impervious Surfaces, ft2:
Pond Design Depth, feet:
Permanent Pool (PP) Elevation, FMSL
Provided Surface Area, @PP, fi`:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Time to draw down, days:
none, per Engineer
304,048
3,2553-674
157,423
5
5
5
20
5
15.2
26,882
186,870
9,510
28,704
277,930
13,505
21
6.4
16.5
2.5"(D
2-5"(A
1.5"
2.7
3.1
3.2
I

State Stormwater Management Systems
Permit No. SNV8 010420 Mod]ficatiorr '
II. SCHEDULE OF COAIPLi:I1'CE
The storniwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure
the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
Decorative spray fountains will be allowed in the stormwater treatment system, subject to
the following criteria:
a. The fountain draws 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.
The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for the fountain's pump is based on the permanent
pool volume. The maximum pump power for a fountain in Phase I Pond is 1/3
horsepower, in Phase ID Pond is 3 horsepower, and Phase H Pond is 1/8
horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
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. 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.
9. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
4

A-.
State Stormwater Management Systems
Permit No. SNN'S 010420 Modification
a. Any revision to any item shown on the approved plans, including the storrnwater
management measures, built -upon area, details, etc.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a LAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction. If the proposed BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. At least 30 days prior to the sale or lease of any portion of the property, the permittee
shall notify DWQ and provide the name, mailing address and phone number of the
purchaser or leasee. An access/maintenance easement to the storrnwater facilities shall be
granted in favor of the permittee if access to the stormwater facilities will be restricted by
the sale or lease of any portion of the property.
13. The permittee must maintain compliance with the proposed built -upon area and ensure
that the runoff from all the built -upon is directed into the permitted system.
14. 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.
15. The pemvttee must maintain the current permitted drainage area. No additional runoff
from outside of the permitted drainage area boundary may enter the permitted stormwater
facilities without first applying for and receiving a permit modification.
III, GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
5

State Stormwater Management Systems
Permit No. SW8 010420 Modificatio*
In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit maybe modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual. L
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 17th day of June 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
� : C T
Alan W. Klune P.E-1 Direct r
`-7 Division of Water Quality
By Authority of the Environmental Management Commission
I

State Stonnw ater Management Systems
Permit No. SW8 010420 Modification
Tarawa Terrace I Housing (N1 62470-97-C-7111)
Stornnvater Permit No. SNVS 010420 Modification
Onslow County
Designer's Certification
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
7

State Stormwater Management Systems
Permit No. SW8 010420 Modification..
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
?. 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. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
b. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
.8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdoxvn devices are correctly sized per the approved plans.
12. All required design depths are provided.
11. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The overall dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspector
I

OFF1CL USr. ONLY
Dale 14"ceived {��yy Fee Paid ���/�{ j���ry[ llcrrndt Number
W L4� � ,CE W y Q1V A&0
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be phntwcopirrd fnr use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Comanding General, Marine Corps. Base, Camp Lejeune
2. Print Owner/Sip,ning Official's name anc4 title (person legally responsible for facility and compliance):
Comander B.D. Pina, Public Works Officer
3. Mailing; Address for person listed in item 2 above:
Commanding Gereral., Marine Corps. Base, 1005 Michael Road
City: Camp Lejeune State: NC Zip: 28547-2521
Telephotre Nt.1111ber: ( 910 ) 451-2581
4. Project. Name (subdivision, facility, or establishment name - should be consistent with project narne orr plans,
specifications, letters, operation and rnairttenance ag;reernents, etc.):
Tarawa Terrace Phase TI Housing,Replacement
ri. Location of Project (street. address):
Tarawa Terrace I
City: Camp Lejeune, North Carolina County: Onslow
6. Directions to project (from nearest major intersection):
From HWY. 24, enter Tarawa Terrace I Entrance; Proceed on Taraw Blvd. to
7. Latitude: 34044'
Longitude:
770 22'
1
of project
8. Contact person who can answer questions about the project:
Name: David Powell Telephonc Number: 20$ 344-1180
Fax: [phone]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): New
l-orrn SWU-lilt Version 3.99 Page I of4
Renewal X Modific:ation

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8010420 N62470-97-C-7111 and its issue date (if known) _Aug. 23, 2003
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit X Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control �404/401 Permit �NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
Wet ponds will be used to capture the runoff form the 1-inch storm in order to settle
out suspended solids.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Project Area: acres 4. Project Built Upon Area: 96
5. How many drainage areas does the project have??
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Phase I D Pond Phase I I Pond
: Basin Information
-""Drain age Area 1
Drainage
Receiving Stream Name
NORTHEAST CREEK
NORTHEAST CREEK
Receiving Stream Class
SC HQW NSW
SC HOW NSW
Drainage Area
60 SF
284,447 SF
Existing Impervious* Area
—
--
Proposed Impervious` Area
2,555,204 SF
157,423 SF
% Impervious` Area (total)
33%
55%
Impervious *.Surface Area :
Drainage Aiea 1 , ::
Drainage'Aiea:2.
On -site Buildings
403,753 SF
61,372 SF
On -site Streets
423,990 SF
52,639 SF
On -site Parking
161,693 SF
23,567 SF
On -site Sidewalks
115,770 SF
16,037 SF
Other on -site
38,583 SF
3,807 SF
Off -site
1,411,415 SF
N/A
Total: 2,555,204 SF
Total: 157,423 SF
Impervious area is defined as the built upon area Including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Farm SWU-l01 Version 3.99 Page 2 of 4

7. How was the off -Site impervious area listed above derived? From Lowgraphi C' man_
IV, DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to he recorded for all
subdivisions, autpar•cels and fc.1111M development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot nnrnbcr, size and the allowable built -upon area for each lot. must be provided as an attachment.
1. The. following commnts ar'C itItclIded to Cnsu1'e of1going compliance With State storm water lrlarlagernerlt permit nilrnber'
as issuers by the Division of Water Quality. These covenants may not he
changed ot• deleted without file consent Of' the State.
Z. No more than square feet of any lot shall be covered by strurtlit'es ar impelvious materials.
Irriper viotls InaterIals include asphalt, gravel, concrete, hl'irk, stone, slate or similar material but do not include wood
decking or, the waler surf,re of swimming pools.
1 Swales shall not be filled in, piped, or altered except as necessaryt a provide. driveway crossings.
4, liailt-upon ama in excess of the pei'rnitted amount regrlires a stale storrllwater ulariagemeni permit. modification pI•ior t.o
construction.
5. All permitted runofffi-orn outparcels or' futum development shall be directed into the permitted stor'nrtvater control
system. These connect ions to tlir, slol•111water control system] shall be performed in a manner that maintains the, integrity
and perfclrrrlarlre, of the systerrl as perrnit.ted.
By your signature below, you certify that the recorded deed restrict€oils and protective covenants for this project.
shall include all the applicable items required above, that the covenants wilt be, Minding on all parties and persons
claiming under there, that they will run with the land, that t€te r'equircd covenants cannot Ire changed nr deleted
wit hot it. concurrence front the State, acid that t[iey will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state storinwater Management permit supplenmmt. forin(s) listed below roust be submitted for each
BM specified for this project. Contact tire Storrnwater and General Permits Unit at [phone] for the status
and availability of these forms.
Fornt SW I.)-102
Wet Detention Basin Supplement
Forrn SWU-103
Infiltration Basin Supplement
Form SWU-104
LOW Density Supplement
Dorm SWIJ-105
Cttrb nutlet. System Supplement
horin SWU-106
Off -Site System Supplement
Form SWIJ-107
Underground Infillratiori`i'reru:h Supplement
Form SWIJ-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWIJ-101 Version 3.99 Page 3 of 4

Vl. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the iten►s listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicalc thatyou have provided the following required information by initialing in the space provided
next to each item.
In''•f
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Forrn(s) for each BMP
• Permit application processilig fee ofA sayable to NCDENR)
• Detailed narrative description of story ,water• treatment/managen,er:I
• 'fwo copies of plans and specifications, including:
Development/Project name
Engineer and firm
- Legend
North arrow
Scale
- Revision number & date '
Mean high water line
Dimensioned property/project hOLIndary
Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
Details of roads, drainage features, collection systems, and stormwaler control measures
Wetlands delineated, or a ,tote on plans diat none exist.
Existing drainage (including off -site), drainage easements, pipe sizes, r•iir,nff calculations
Drainage areas delineated
Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so dial they may provide information on your
behalf, please complete this sect.;on.
DC5ibrlaleCl agent. {inc.l;vidual c:>r f'irrn):�David G. Powell, RiverRidge Engineering Co.
Maif;ng Address: 405 W. Myrtle Street
City: Boise
Phone: ( 208 ) 344-1180
state: ID
Zip: 83702
I-ax: ( 208 ) 344-1182
VIII. APPLICANT'S CERTIFICATION
I, (print or lypc name of'person listed if General lnforrrralion, itcrrt Z) Cofz 'B&, t h�
certify that. I.he inforrmation 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 he recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1 .1000.
r �.- c�2 �� e
signature: , , c!1 j
Form SWU-101 Versimi 3.99 Page 4 of 4

Permit No. _ 56oe0 Z0 ! tcd
Ot, be provided hip DIVA)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PRO.IECT INFORMATION
Project Name: CAMP LFJEUNE PHASE 1 A POND
Contact Person: DEAN 13RIGGS Phone Number: ( 208 ) 344-9700
For projects with multiple basins, specify which basin this worksheet applies to: ^PgnCr(A
elevations
Basin Bottom Elevation 15.0 (AVG) ft. (floor ofthe basin)
Permanent Pool Elevation 20.0 ft. (elevation of the orifice)
Temporary Pool Elevation 21.0 ft. (elevation of'the discharge structure overflow)
areas
Permanent Pool Surface Area 26, 882 sq. ft. (water surface area at the orifice elevation)
Drainage Area 16.08 ac. (on -site and off -site drainage to the basin)
Impervious Area 6.98 ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume
Temporary Pool Volume
l;orebay Volume
Other parameters
SAIDAI
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
71,178 cu. ft. (combined volume of main basin and fbrebav)
281703 cu. ft. (volume detained above the permanent pool)
13,780 . cu. ft. (approximately 20% of total volume)
3.01$ (surface area to drainage area ratio from DWQ table)
2.5 in. (2 to 5 day temporary pool draw -down required)
1.0 in.
90 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio liar permanent pool sizing should be computed based upon the
actual impervious'%o and permanent pool depth. Linear interpolation should be employed to determine the correct value for rton-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter tnav be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 859%, TSS removal and 90% TSS removal.
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 21­1 .i008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
x a
x 105 b
x -- c
x— d
NA
e.
X J�B f.
X dB g.
X -- h.
X t
X_ 20 j.
NA k
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
The basin length to width ratio is greater than 3: 1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6: l or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
x I. 1 f the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
x m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 'does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does (does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be, performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 751/0 of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
3.15
When the permanent pool depth reads feet in the main pond. the sediment shall be removed.
3.1
When the permanent pool depth reads _L-46" feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blank-,;)
Permanent Pool Elevation 2d' O
Sediment Re oval EL /Is�ZS i
75` aSediment Removal Elevation l6.ZS 75%
Bottom Ele anon i5, a %---------------------------------------------i-
FOREBAY
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of

7. All components of the wet detention basin system shall be maintained in good working order.
acknowledge and agree by my signature below that I am responsible for the pertormance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: STL-'vCA✓ Ir 5C41VG4if/ C CSC US
Title: VV06K5 4`�--iellf
Address: 1003 1441CHAC/- Rpgy G�IMi' L Ejz�VAIY" ,ve 2$ Sy
Phone: 1/9- `/S/ -25;?6 X 2bb'
Signature:_ %!
Date: -',2 ,41.41(
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
- /L <2 -
a Notary Public for the State of %' z
County of Cr do hereby certify. that -AAA
personally appeared before me this -_a ?/day of , 9J'L�� and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
5
V�►��r.
SEAL
My commission expires
Form SWU-l02 Rev3.99 Page 4of4

V r +
Permit No. _ -S W 2 O 10 `40 tuxyo
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name:
Tarawa Terrace Phase 11 - Housing Replacement
Contact Person: Wendy Haustveit/David Powell Phone Number: ( 208) 344-1180
For projects with multiple basins, specify which basin this worksheet applies to: Phase II Pond
elevations
Basin Bottom Elevation 10.2 ft. (floor of the basin)
Permanent Pool Elevation 15.2 ft. (elevation of the orifice)
Temporary Pool Elevation 16.5 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 9,510 sq. ft.
Drainage Area 6.53 ac.
Impervious Area 3.6 ac.
volumes
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
Permanent Pool Volume
21,313
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
13,505
cu. ft.
(volume detained above the permanent pool)
Forebay Volume
4,462
cu. ft.
(approximately 20% of total volume)
Other parameters
SA/DA1
3.25
(surface area to drainage area ratio from DWQ table)
Diameter of Orifice
1 1 /2
in.
(2 to 5 day temporary pool draw -down required)
Design Rainfall
1
in.
Design TSS Removal 2
85.
%
(minimum 85% required)
Form SWU-102 Rev 3.99
Page I of 4

Footnotes:
t When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
NIA
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
NIA I. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
M. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) R does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) Q does A does not incorporate pretreatment other than a forebay.
Form SWU-lot Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 11.5
When the permanent pool depth reads 12.2
feet in the main pond, the sediment shall be removed.
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 15.2
Sediment Re oval El. 12. 2 75
-------------- - Sediment Removal Elevation 1 1 .5 75%
Bottom E!e ation 11.2 %--------------------------------------------- ----
Bottom Elevation 10.2 125%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-lot Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. 1 agree to notify DWQ ofany problems with the system or prior to any
changes to the system or responsible party.
Print name::— CPR T3e� -D. �Pi na
Title: ,-,6 1 iL VJ0V (J FRIG{—{-
Address:� 1!�VS 1M
Phone: t G 1 o I `'f C� 1=
Signature: t3{&-,L J_
Date: 3 1 1 0
Note: The legally responsible party should not he a homeowners association unless more than 501A of the lots have been sold and a
resident ot' the subdivision has been named the president.
I Gam'-r%7i� a Notary Public for the State of
County of 0y do hereby certify thatlic 7,
personally appeared before me this ��' day of �� , �Dy{/ . and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires ��^dal`
Dorm SWU-102 Rev 3.99 Page 4 of 4

DETENTION POND ANALYSIS FILENAME- G:IDATAIWPDATAIWQSIPOND1010420-D
PROJECT M SW8 010420-D REVIEWER: L. Lewis
1114104 Modification
PROJECT NAME: Tarawa Terrace Pond D
DATE:
04-Nov-04
Receiving Stream:
Northeast Creek
Class:
SC HQW NSW
Drainage Basin:
White Oak
Index No.
19-16-(3.5)
Site Area
acres
Allowed DA
;>#73 >
acres
Permitted DA
6596201
square feet
Area =
151.43 acres
IMPERVIOUS AREAS
Rational C Acres
Buildings
372097.00
square feet
1.00
Streets
443259.00
square feet
1.00
Parking
160246.00
square feet
1.00
SW
121885.00
square feet
1.00
Other
264099.00
square feet
1.00
Offsite
1811536,00
square feet
1.00
Permitted
TOTAL
:3122Oq;
square feet
Rational Cc= 14604.37
Allowed Maximum:
3255674.00
square feet
SURFACE AREA CALCULATION
% IMPERVIOUS
48.11 %
SA/DA Ratio
2.59%
Des. Depth
5
Req. SA
170599 sf
TSS:
85
Prov. SA
18657€ < sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
Des. Storm
Rv=
B ottom
Perm. Pool
Design Pool
Volume prov @6.4
Req. Volume
Storage met at
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
0.60 ft
1.536 cfs
0.615 cfs
weir HxW
days
FOREBAY
Perm. Pool Volume=
Req. Forebay Volume=
Provided Volume=
Percent=
Elev Area
757358
151471.6
149854.00
Inc. Vol Acc. Vol
5
186870
0
0
6.00
201145
194008
194008.00
7.00
218468
209807
403814.0
Q2 Area =
59.52
sq. in.
Q5 Area =
23.81
sq. in.
Orifice Area
39.27
sq. in.
Q=
1.014
cfs
.. in
x
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines.
in

DETENTION POND ANALYSIS FILE NAME: G:IDATAIWPDATAIWQSIPOND1010420-D
PROJECT #: SW8 010420-D REVIEWER: L Munn
PROJECT NAME: Tarawa Terrace Overall Pond
DATE: 154Aag--m — ( ---� f 7,c`a �'j
Receiving Stream: Northeast Creek Class: SC HQW NSW
Drainage Basin: White Oak Index No. 19-16-(3.5)
Site Area 189.90 acres
Drainage Area i73$16bi square feet Area in Acre: 175.35 acres
IMPERVIOUS AREAS
Rational C
Acres
Buildings
1413086.00
square feet
32.44
Streets
976615.00
square feet
22.42
Parking
579348.00
square feet
13.30
SW
120661.00
square feet
2.77
Other
165964.00
square feet
3.81
square feet Total
74.74
TOTAL
7: >0
square feet
Rational Cc= 0.11
SURFACE AREA CALCULATION
% IMPERVIOUS 42.62%
Des. Depth 5
TSS: 85
SAIDA Ratio 2.26%
Req. SA 172426 sf
Prov. SA $87D sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
Des. Storm
Rv=
Bottom
Perm. Pool
Design Pool
Volume prov @6.4
Req. Volume
Storage met at
',; inches
0.43
0 msl
msl
6.4 msl
277930A cf
``Qf1 cf
€€ €. msl
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
0.60
ft
1.597
cfs
0.639
cfs
weir H x W
Tl
days
FOREBAY
Perm. Pool Volume=
Req. Forebay Volume=
Provided Volume=
Percent=
Elev Area
757358
151471.6
149854.00
Inc. Vol Acc. Vol
5
186870
0
0
6.00
201145
194008
194008.00
7.00
218468
209807
403814.0
Q2 Area =
Q5 Area =
Orifice Area
Q=
in
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines.
61.88
sq. in.
24.75
sq. in.
39.27
sq. in.
1.014
cfs
x
in

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June 14, 2003
Laurie Munn
North Carolina Department of Environment and Natural Resources
Division of Water Quality .
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE, Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Laurie:
RiveRidge
Engineering
Company
RECEIVED
JUN 15 2004
DWQ
Pa0d #
Please recall that at the end of April we had several emails and phone conversations to finalize the
Stormwater Permit for Tarawa Terrace - Phase II construction. We had resolved all items except for the
areas draining to the Town Center Pond. I have finally received the topographic information to answer
question 1 in your email sent on 4/28/2004.
Your question was:
"1. . . . Also, the Town Center Pond will need to be incorporated into the
Project boundary and I will need to get some information on it. Please
provide the volume of the Town Center Pond, outlet control structure
information, pond elevations, and calculations showing that everything that
drains to this pond will make it to the Phase I D pond and drawdown within 2-
5 days.
In response to your email we requested additional topographical survey to verify the drainage boundary to
the Town Center Pond. This resulted in a change of the boundary shown in Exhibit SD-2 and labeled
"Area to Town Center Pond & Routed to Phase ID Pond." Originally we thought that all of the area that
drains to the pipe network north of the Town Center pond reached the Town Center Pond. Actually the
majority of the area north of the Town Center Pond is collected into the pipe network that bypasses the
Town Center Pond. This pipe network connects to a manhole downstream of the Town Center Pond
overflow structure and therefore never enters the Town Center Pond.
In addition, it was discovered that an area west of Iwo lima is connected to the network that bypasses the
Town Center Pond. This water is subsequently routed to the Phase ID Pond. On page 2 of the
Stormwater Management Permit Application we revised the Phase ID Pond: Drainage Area to 7,638,160
SF, Proposed Impervious Area to 2,555,204 SF, % Impervious Area to , and the Offsite Impervious
Surface Area to 1,411,415,SF, the % Impervious Area remained 33%.
I have included calculations that show that the original 1" volume and permanent pond surface area are
not exceed with these revisions, and that the pond will drawdown within 2 to 5 days.
405 W. Myrtle St. • Boise, ID 83702
208 344-1180 • Fax: [phone]

June 14, 2004
Page 2
X
I have attached 2 copies of each of the following;
• Requested data for the Town Center Pond.
• Revised Phase ID Pond calculations
• Revised Page 2 of the Stormwater Management Permit Application Form
• Revised Exhibit SD-2.
• Revised drawings G-002, G-003, G-102, C-101, CG-122, CG-124A, CG-I25A & CG-210
Drawings G-002, G-003 & C-101 show the overall sheets and had not yet been updated. I revised a note. .
on G-102 because it said "existing grade" instead of "finished grade". CG-122, CG-124A, CG-125A &
CG-210 were revised because we could not locate the end of a pipe that was originally thought to empty
into the Town Center Pond so we placed a new pipe and connected it to the manhole downstream of the
Town Center Pond.
If you have any questions please call me at [phone].
Sincerely,
RiveRidge Engineering, Co.
Wendy Haustveit, P.E.
Cc: David Byrd
Rick Marshall
Jim Lemon
GA040151021 121WPfilesTHII Stormwater permit response 2 6-1 1-04.doc

STORM DRAINAGE SYSTEM ENGINEERING REPORT
FOR
TARAWA TERRACE HOUSING DEVELOPMENT, PHASE H
CAMP LEJEUNE
JACKSONVILLE, NORTH CAROLINA
OWNER:
UNITED STATES GOVERNMENT
APRIL, 2004
CA RpZ'"
.Q N
02 54
=, O FNCI N E.��. •��.
RiveRidge Engineering Co.
405 W. Myrtle St.
Boise, ID 83702
(208) 344-1I80

I. Purpose:
This Storm Drainage Design Report is being prepared in accordance with the Project RFP (State
of North Carolina Department of Transportation, Division of Highways Guidelines for Drainage
Studies and Hydraulic Design.). The design accounts for storm drain flows from the combined
new housing units in Phases I & II and existing housing units in Phase III. Stormwater runoff
will be routed to both the Phase ID Pond, which is currently under construction and to the Phase
II Pond. The existing storm drain system in E. Peleliu Street will be upgraded to to
accommodate the 10-year storm (50-year storm in sag locations).
All inlets along the Phase lI side of West Peleliu Street, Tarawa Boulevard and Matanikau Street
will be removed and replaced with new inlets. Analysis of the existing mains along these streets
will be completed with the Phase III design and upgraded if needed.
II. Description:
Existing Storm Drain System: Currently Tarawa Terrace I contains 4 different drainage basins,
see Exhibit SD-1 titled "Pre -development Drainage Areas."
1) The drain area labeled "Phase I Pond" drains to a new detention pond within Phase I via
overland flow, catch basins and piping. This pond contains an overflow to the wooded
area east of East Peleliu Street.
This pond was designed, approved and constructed in Phase I. No modifications are
proposed for the collection system, detention pond, or discharge to Northeast Creek.
2) The area labeled "Wooded Area" drains to the woods.
This area currently takes overland runoff and street runoff that is picked up in inlets and
piped without treatment to the wooded areas. From the wooded areas the discharge
infiltrates or runs overland to Northeast Creek.
3) The area labeled "Town Center Pond" drains to an existing detention pond south of the
Youth Pavilion, north of the pool site, along the east side of Iwo Jima Boulevard via
catch basins and piping. This pond has an overflow structure that pipes the discharge to a
wetlands area and that drains to Northeast Creek.
4) The area labeled "Phase ID Pond" drains to a detention pond that is currently under
construction. (NCDENR — Water Quality Section, DWQ Stormwater Project Number
SW8010420 Modification Tarawa Terrace Housing Replacement, Phases 1 A, l B, 1 C &
ID.) Prior to pond construction all drainage was collected in inlets and piped to an
existing ditch in the vicinity of the "Phase ID Pond" and then conveyed to Northeast
Creek. This discharge was untreated and non -detained.

Proposed Storm Drain System: Tarawa Terrace I will continue to drain to these 4 different basin
areas, but collection, conveyance, detention and discharge changes will be modified for the
Phase II development. See Exhibit SD-2, titled "Post -development Drainage Areas."
1) The complete existing drainage system of the "Phase I Pond" will not changed with this
design.
2) The majority of the "Wooded Area" drainage area will be modified by collecting runoff
in inlets and catch basins and conveying runoff to the "Phase ID Pond". This pond was
initially sized to accommodate this increased runoff volume. An analysis of the new
system along East Peleliu Street was completed using the HYDRAIN program.
3) A portion of the "Northeast Creek" area in the vicinity of existing Glouchester Circle will
be modified by colleting runoff in inlets and catch basins and conveying runoff to the
"Phase II Pond".
4) The existing drainage area labeled "Town Center Pond" will remain the same. However
a manhole will be placed over the existing outlet pipe from the Town Center Pond to
route this water to the Phase ID pond. The future Phase III design is planned to reroute a
portion of the drainage currently discharging to this pond to "Phase ID Pond." The Phase
ID Pond was designed to accommodate this increased runoff volume.
Phase 1D and Phase II Ponds:
Pipe networks:
In accordance with State of North Carolina Department of Transportation, Division of
Highways Guidelines for Drainage Studies and Hydraulic Design:
1) The storm drain pipe network was designed based a 10 year storm, except in sag
locations, without adequate curb -overtopping, the flow into the pipe network was
increased to a 50 year storm design.
2) The rational formula was used to determine the runoff flow in each drainage area for inlet
capacity.
3) A minimum time of concentration of 10 minutes was used when the computed time of
concentration was less than 10 minutes.
Storm drain pipes are designed to be corrugated smooth -wall high -density polyethylene pipe
(n=0.013). Where shallow cover dictates, the pipes are designed to be reinforced concrete
(n=0.013). Where separation between water mains dictates, the pipes are designed to be
ductile iron (n=0.015).
The storm drain piping system down E. Peleliu St. (Line D and branches), a portion of the
line down Tarawa Blvd. (Line P and branches) and the piping system to the Phase II pond

were the only pipe networks analyzed in this Phase of the design. Each area contributing to
the Phase ID and Phase II Ponds are shown in Exhibit SD-3, titled "Minor Drainage Areas."
The time of concentration for each area was determined using the program Land
Development Desktop version 20001, see Appendix A. Pipe analysis was performed using
HYDRAIN version 1.0 (Build 84), see Appendix B.
The pipe system down Tarawa andW. Peleliu will be analyzed and upgraded as needed
during the design of Phase III. These pipes will be analyzed at this stage of the development
because roadway reconstruction and replacement of the curb, gutter and sidewalks for
Tarawa Boulevard and West Peleliu will not be completed until Phase III construction. In
addition the pipe network through to the Town Center Pond will be analyzed and upgraded
with the Phase Ill plans, because the majority of the site upgrades will occur in Phase III.
These pipe systems will be properly sized to account for the runoff generated from the new
Phase III development.
Gutter and Inlet Capacity:
In accordance with State of North Carolina Department of Transportation, Division of
Highways Guidelines for Drainage Studies and Hydraulic Design:
1) Inlet spacing was based on limiting the spread to no more than half of a through lane.
2) Inlet capacity at sags was doubled to allow for clogging.
3) The curb opening of the combination inlet was neglected in the calculations.
4) The grate efficiency was assumed to be equal to a parallel bar grate.
5) Inlet efficiency of 100%.
Inlet analysis is based on the use of combination grate and curb opening inlets with depressed
gutters at the inlet. Inlet spacing is based on limiting the spread within roadways to half of a
through lane (8 feet) during the design storm with the depth of the gutter not exceeding 5
inches. The existing main roadways, East Peleliu Street, Tarawa Boulevard, Matanikau
Street, West Peleliu Street and Inchon Street currently have varying cross slopes, but
generally range from 4% to 6%. Our design is based on a 5% cross slope. Cul-de-sacs have
cross slopes of 2%.
Analysis of the gutter/street capacity and catch basin/inlet capacity was performed using
Flowmaster, version 6.1, by Haestad Methods, see Appendix C.
Phase ID Pond Sizing:
Original analysis for the sizing of the Phase ID pond was based on a contributing area of 173.82
Acres, and a 40% impervious area. The pond was designed to accommodate a permanent pool
volume 757,358 sf and a temporary pool volume of 277,930 cubic feet.

Based on confirmed survey data the area contributing to the Phase ID is 173.23 Acres with an
impervious area of 33%. Based on a 1-inch storm this results in temporary pool volume of
220,178 cubic feet. Therefore the pond is adequately sized at this time for all contributing areas.
Routing Phase I Pond to Phase ID Pond:
If the Phase I pond was to be routed to the Phase ID pond this would increase the contributing
area to 134.72 Acres, and the C value would remain 0.47. Based on a 1-inch storm this results in
a pond size of 200,504 cubic feet.
Due to constraints in crossing existing utilities down E. Peleliu the runoff that would be routed
from the Phase I pond to the Phase ID pond would have to be conveyed in it's own pipe network
and could not be combined with "Line D".
Phase It Pond Sizing:
The Phase II pond was based on a contributing area of 6.53 Acres and a 1-inch storm.

PHASE 2-10 YR RUNOFF.tXt
File Name: G:\04015\02112\wPFILES\DESIGN ANALYSIS REPORTS\PHASE II STORM DRAIN\PHASE
2-10 YR RUNOFF.TXT
Rational Method
Given Input Data:
Description ........ PHASE 2 - 10 YR STORM APRIL 2004 REVISIONS
IDF Curve .......... G:\04015\02112\SDSKPR03\02112\hd-2\wILMINGTON COUNTY.idf
Hydrology File Name. G:\04015\02112\SDSKPRO]\02112\hd-2\10 YR STORM -PH II
REVS-APRIL 2004rat.rat
Rainfall Frequency 10 year(s)
Area
Description
----------------------------------------------------
Area
Coef
Tc
intensity
Flow
ac
min
in/hr
cfs
EXIST. CB#1
-----------------------------------------------------------
0.0800
0.8500
10.0000
5.8000
0.3944
CB
#EP-1
2.0800
0.4846
20.6100
4.2634
4.2975
CB
#D-7
0.7400
0.7554
10.0000
5.8000
3.2422
YI
#L-1
1.3600
0.3618
41.4700
3.0559
1.5035
YI
#N-1
1.4200
0.3246
18.3400
4.5324
2.0894
CB
#D-4
1.1200
0.6143
22.1200
4.1728
2.8709
CB
#D-2
1.1100
0.7986
17.2600
4.6836
4.1520
CB
#C-1
0.1900
0.9500
10.0000
5.8000
1.0469
CB
#T-1
0.8900
0.4287
18.1100
4.5646
1.7414
CB
#T-2
0.1700
0.9500
10.0000
5.8000
0.9367
CB
#A-1
0.5600
0.8071
10.0000
5.8000
2.6216
CS
#A-2
1.0300
0.6005
17.9300
4.5898
2.8388
CB
#T-3
2.3380
0.3656
29.1600
3.7504
3.2055
CB
#P-3
1.7030
0.6860
26.4909
3.9105
4.5685
CB
#T-5
0.3800
0.5079
20.1900
4.2886
0.8277
CB
#T-6
0.3900
0.4987
10,0000
5.8000
1.1281
CB
#B-1
0.6500
0.9008
10.5500
5.7120
3.3444
CB
#B-2
1.3300
0.7034
25.0400
3.9976
3.7398
CB
#wP-1
2.0000
0.6420
19.6300
4.3518
5.5877
CB
#WP-2
1.3300
0.6974
10.4200
5.7328,
5.3172
CB
#wP-3
1.8300
0.4254
32.1900
3.5686
2.7782
CB
#wP-4
0.7000
0.8129
10.0000
5.8000
3.3002
CB
#wP-5
2.1400
0.5836
30.6100
3.6634
4.5756
YI
#M-1
1.1600
0.3362
36.4500
3.3130
1.2921
YI
#E-2
0.5300
0.3613
17.5100
4.6486
0.8902
YI
#P-1
2.7638
0.3335
40.6147
3.0816
2.8400
CB
#F-1
0.5600
0.6357
10.0000
5.8000
2.0648
CB
#D-3
0.8900
0.6983'
13.6600
5.2144
3.2407
CB
#D-6
1.2100
0.6393
26.2900
3.9226
3.0341
YI
#A-3
0.7900
0.3019
16.8800
4.7368
1.1297
YI
#P2-1
1.2100
0.3219
23.8900
4.0666
1.5839
YI
#R-1
2.0800
0.2577
30.8000
3.6520
1.9575
EXIST.GRAHAM
COURT 4.6300
0.6079
34.7500
3.4150
9.6115
CB
#P1-1
1.4000
0.7443
22.9342
4.1239
4.2972
YI
#P-2
0.3410
0.3330
22.2246
4.1665
0.4731
CB
#P-2
0.1600
0.6000
10.0000
5.8000
0.5568
CB
#U-1
0.5900
0.7195
10.0000
5.8000
2.4621
CB
#U1-1
0.5100
0.4480
20.7108
4.2574
0.9728
CB
#U-3
0.8000
0.6300
10.0000
5.8000
2.9232
MH
#U4
1.0600
0.3613
15.4397
4.9384
1.8914
MH
#U7
0.3600
0.5722
10.0000
5.8000
1.1948
CB
#U-2
1.6100
0.7413
10.0000
5.8000
6.9223
CB
#U2-1
1.0200
0.7618
10.0000
5.8000
4.5066
Support Data:
Page 1

PHASE 2-10 YR RUNOFF.tXt
****** subarea Name: EXIST. CB#1, Row: 1 *******
sheet Flow
Description ..................... GRASS AND PARKING
manning's n ..................... 0.1500
Flow Length ..................... 63.7983 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ...................... 0.0200 ft/ft
Computed Sheet flow time .......................> 5.9000 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 37.6105 ft
watercourse Slope ............... 0.0100 ft/ft
Velocity ....... 2.0300 fps
computed shallow flow time .....................> 0.3100 min
Total Time of Concentration ........................> 6.2100 min
Composite Runoff Coefficient calculator
Description Area (ac) coefficient
GRASS 0.0100 0.1500
HARD 0.0700 0.9500
Total Area -----> 0.0800 0.8500 <----- Weighted coefficient
****** subarea Name: CB #EP-1, Row: 2 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 145.8142 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ...................... 0.0200 ft/ft
Computed sheet flow time .......................> 16.6080 min
shallow concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
surface ....................... Unpaved
Flow Length .................. 89.4604 ft
watercourse slope ............... 0.0100 ft/ft
Velocity 1.6135 fps
Computed shallow flow time ........> 0.9240 min
shallow Concentrated Flow
Description ..................... GUTTER
Surface ...................... Paved
Flow Length .................. 375.0561 ft
watercourse slope ............... 0.0100 ft/ft
Velocity 2.0328 fps
Computed shallow flow time .....................> 3.0780 min
Page 2

PHASE 2-10 YR RUNOFF.tXt
Total Time of Concentration .........................> 20.61.00 min
****************************
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 1.2100 0.1500
HARD 0.8700 0.9500
Total Area -----> 2.0800 0.4846 <----- weighted Coefficient
****** Subarea Name: CB #D-7, Row: 3 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 85.0485 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope 0.0500 ft/ft
Computed Sheet flow time .......................> 7.4800 min
shallow Concentrated Flow
-------------------------
Description .....................
Surface ......................
Flow Length ..................
watercourse slope ...............
velocity .. .......
Computed shallow
GUTTER
Paved
147.4399 ft
0.0200 ft/ft
2.8700 fps
..............> 0.8500 min
Total Time of Concentration ........................> 8.3300 min
Composite Runoff coefficient calculator
Description Area (ac) Coefficient
------------- ----------- --------------
GRASS 0.1800 0.1500
HARD 0.5600 0.9500
Total Area -----> 0.7400 0.7554 <----- weighted Coefficient
****** Subarea Name: YI #L-1, Row: 4 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 300.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope .... .. .......... 0.0100 ft/ft
computed Sheet flow time .......................> 39.0300 min
shallow Concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
Surface ...................... unpaved
Flow Length .................. 235.8648 ft
watercourse Slope ............... 0.0100 ft/ft
Page 3

PHASE 2-10 YR RUNOFF.tXt
velocity ........ 1.6100 fps
Computed shallow flow time .....................> 2.4400 min
Total Time of Concentration ........................> 41.4700 min
Composite Runoff coefficient Calculator
Description Area (ac) Coefficient
GRASS 1.0000 0.1500
HARD 0.3600 0.9500
Total Area -----> 1.3600 0.3618 <----- weighted coefficient
****** subarea Name: YI #N-1, Row: 5 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 185.4091 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land Slope ... .. 0.0400 ft/ft
computed Sheet flow time .......................> 15.2500 min
shallow concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
surface ...................... Unpaved
Flow Length ................... 298.8535 ft
watercourse slope ............... 0.0100 ft/ft
velocity .. ........ 1.6100 fps
computed shallow flow time .....................> 3.0900 min
Total Time of Concentration ........................> 18.3400 min
Composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
GRASS 1.1100 0.1500
HARD 0.3100 0.9500
Total Area -----> 1.4200 0.3246 <----- weighted coefficient
****** Subarea Name: CB #D-4, Row: 6 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length .......... 185.5515 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. .......... 0.0200 ft/ft
Computed sheet flow time .......................> 20.1400 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
Page 4

PHASE 2-10 YR RUNOFF.txt
Surface ...................... Paved
Flow Length .................. 340.6749 ft
watercourse slope ............... 0.0200 ft/ft
velocity ... 2.8700 fps
computed shallow flow time .....................> 1.9800 min
Total Time of concentration ........................> 22.1200 min
Composite Runoff Coefficient Calculator
Description Area (ac) coefficient
GRASS 0.4700 0.1500
HARD 0.6500 0.9500
Total Area -----> 1.1200 0.6143 <----- weighted coefficient
****** subarea Name: CB #D-2, Row: 7 *******
sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length .......... 89.7564 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. .......... 0.0100 ft/ft
Computed sheet flow time .......................> 14.8600 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 393.2901 ft
watercourse slope ............... 0.0180 ft/ft
velocity .. ........ 2.7300 fps
computed Shallow flow time ........ ............. > 2.4000 min
Total Time of concentration .........................> 17.2600 min
****************************
composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 0.2100 0.1500
HARD 0.9000 0.9500
Total Area -----> 1.1100 0.7986 <----- weighted coefficient
****** Subarea Name: CB #C-1, Row: 8 *******
sheet Flow
Description ..................... PAVEMENT
Manning's n ..................... 0.0150
Flow Length ..................... 15.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope .... .. .......... 0.0200 ft/ft
Computed Sheet flow time .......................> 0.2900 min
Page 5

PHASE 2-10 YR RUNOFF.tXt
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length ................... 409.3610 ft
watercourse Slope ............... 0.0100 ft/ft
velocity. .. .. 2.0300 fps
Computed Shallow flow time .....................> 3.3500 min
***************************
Total Time of concentration ........................> 3.6400 min
composite Runoff coefficient Calculator
Description Area (ac) coefficient
HARD 0.1900 0.9500
Total Area -----> 0.1900 0.9500 <----- weighted coefficient
****** Subarea Name: CB #T-1, Row: 9 ******
Sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length. .......... 184.0393 ft
Two Yr, 24 hrRainfall .......... 4.3200 in
Land slope ... .. 0.0300 ft/ft
computed sheet flow time .......................> 17.0100 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length ................... 225.0198 ft
watercourse slope ............... 0.0280 ft/ft
Velocity .. ........ 3.4000 fps
Computed Shallow flow time .....................> 1.1000 min
Total Time of Concentration ........................> 18.1100 min
composite Runoff Coefficient Calculator
Description Area (ac) coefficient
GRASS 0.5800 0.1500
HARD 0.3100 0.9500
Total Area -----> 0.8900 0.4287 <----- weighted Coefficient
****** Subarea Name: C8 #T-2, Row: 10 *******
Sheet Flow
Description ..................... PAVEMENT
Manning's n ..................... 0.0110
Flow Length ..................... 14.3051 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ...................... 0.0200 ft/ft
Page 6

PHASE 2-10 YR RUNOFF.tXt
Computed sheet flow time .......................> 0.2200 min
Shallow Concentrated Flow
Description ..................... GUTTER
Surface ...................... Paved
Flow Length ..................... 343.1761 ft
watercourse Slope ............... 0.0280 ft/ft
velocity .. ... ........ 3.4000 fps
Computed Shallow flow time .....................> 1.6800 min
Total Time of Concentration .........................> 1.9000 min
Composite Runoff coefficient calculator
Description Area (ac) coefficient
------------ ----------- --------------
HARD 0.1700 0.9500
Total Area -----> 0.1700 0.9500 <----- weighted Coefficient
****** Subarea Name: CB #A-1, Row: 11 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 60.9339 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. .......... 0.0330 ft/ft
computed sheet flow time .......................> 6.7700 min
shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 230.6189 ft
watercourse slope ............... 0.0155 ft/ft
Velocity .. ........ 2.5300 fps
Computed Shallow flow time .....................> 1.5200 min
Total Time of concentration .........................> 8.2900 min
Composite Runoff coefficient calculator
Description Area (ac) coefficient
------------ ----------- --------------
GRASS 0.1000 0.1500
HARD 0.4600 0.9500
Total Area -----> 0.5600 0.8071 <----- weighted Coefficient
****** Subarea Name: CB #A-2, Row: 12 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 176.9742 ft
Page 7

- PHASE 2-10 YR RUNOFF.txt
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. .......... 0.0360 ft/ft
Computed sheet flow time .......................> 15.3300 min
shallow Concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
Surface ...................... Paved
Flow Length .................. 179.8105 ft
Watercourse Slope ............... 0.0050 ft/ft
velocity . 1.4400 fps
computed Shallow flow time .....................> 2.0800 min
shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 62.6640 ft
watercourse slope ............... 0.0100 ft/ft
velocity ........ 2.0300 fps
Computed shallow flow time .....................> 0.5200 min
Total Time of Concentration ....> 17.9300 min
composite Runoff coefficient Calculator
Description Area (ac) coefficient
GRASS 0.4500 0.1500
HARD 0.5800 0.9500
Total Area -----> 1.0300 0.6005 <----- weighted coefficient
****** subarea Name: CB #T-3, Row: 13**�*
sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ... .. .......... 300.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. .......... 0.0230 ft/ft
Computed sheet flow time .......................> 27.9700 min
Shallow Concentrated Flow
-------------------------
Description ..................... CHANNEL FLOW OVER GRASS
surface ...................... Unpaved
Flow Length ................... 174.0000 ft
Watercourse slope ............... 0.0230 ft/ft
velocity .. ........ 2.4500 fps
Computed Shallow flow time .....................> 1.1900 min
Total Time of Concentration .........................> 29.1600 min
Composite Runoff Coefficient calculator
Description Area (ac) coefficient
Page 8

PHASE 2-10 YR RUNOFF.tXt
GRASS 1.7080 0.1500
HARD 0.6300 0.9500
Total Area 2.3380 0.3656 <----- weighted coefficient
****** Subarea Name: CB #P-3, Row: 14 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 154,0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. .......... 0.0100 ft/ft
Computed Sheet flow time .......................> 22.8925 min
Shallow Concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 438.8916 ft
watercourse Slope ............... 0.0100 ft/ft
velocity 2.0300 fps
Computed Shallow flow time .....................> 3.5984 min
***************************
Total Time of Concentration .........................> 26.4909 min
****************************
Composite Runoff Coefficient calculator
Description Area (ac) Coefficient
------------ ----------- ------- ------
GRASS 0.5620 0.1500
HARD 1.1410 0.9500
Total Area -----> 1.7030 0.6860 <----- weighted Coefficient
***** Subarea Name' CB #T-5, Row: 15 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length .......... 167.1427 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land slope ... .......... 0.0180 ft/ft
Computed Sheet flow time .......................> 19.3100 min
Shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 107.2652 ft
watercourse Slope ............... 0.0100 ft/ft
velocity .. ........ 2.0300 fps
Computed Shallow flow time .....................> 0.8800 min
Total Time of Concentration ........................> 20.1900 min
composite Runoff coefficient calculator
Page 9

PHASE 2-10 YR RUNOFF.tXt
Description Area (ac) coefficient
GRASS 0.2100 0.1500
HARD 0.1700 0.9500
Total Area -----> 0.3800 0.5079 <----- weighted Coefficient
****** Subarea Name: CB #T-6, Row: 16 *******
sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ..................... 46.6182 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land slope ... .. .......... 0.0100 ft/ft
Computed Sheet flow time .......................> 8.8600 min
Shallow Concentrated Flow
Description ..................... GUTTER
surface .......... Paved
Flow Length 143.1891 ft
Watercourse slope ............... 0.0350 ft/ft
velocity .. ........ 3.8000 fps
Computed Shallow flow time .....................> 0.6300 min
Total Time of Concentration ........................> 9.4900 min
Composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
GRASS 0.2200 0.1500
HARD 0.1700 0.9500
Total Area -----> 0.3900 0.4987 <----- weighted Coefficient
****** Subarea Name: CB #B-1, Row: 17 *******
Sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ..................... 43.1108 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land Slope ... 0.0100 ft/ft
Computed sheet flow time .......................> 8.2700 min
Shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length ..................... 277.9897 ft
watercourse slope ............... 0.0100 ft/ft
velocity .. 2.0300 fps
Computed shallow flow time .....................> 2.2800 min
***************************
Total Time of Concentration ......... ................ > 10.5500 min
Page IO

PHASE 2-10 YR RUNOFF.txt
Composite Runoff Coefficient calculator
Description Area (ac) coefficient
------------ ----------- ---------------
GRASS 0.0400 0.1500
HARD 0.6100 0.9500
Total Area -----> 0.6500 0.9008 <----- weighted Coefficient
****** Subarea Name: CB #B-2, Row: 18 *******
Sheet Flow
Description .....................
manning's n .....................
Flow Length .......
Two Yr, 24 hr Rainfall ..........
Land slope ... .. ..........
computed Sheet flow time ........
shallow concentrated Flow
GRASS
0.2400
168.6916 ft
4.3200 in
0.0100 ft/ft
...............> 24.6600 min
Description ..................... GUTTER
surface .......................... Paved
Flow Length .................. 64.8834 ft
watercourse slope ............... 0.0200 ft/ft
velocity .............. 2.8700 fps
Computed Shallow flow time .....................> 0.3800 min
Total Time of concentration ........................> 25.0400 min
Composite Runoff Coefficient calculator
Description Area (ac) coefficient
------------ ----------- --------------
GRASS 0.4100 0.1500
HARD 0.9200 0.9500
Total Area -----> 1.3300 0.7034 <----- weighted coefficient
****** Subarea Name: CB #wP-1, Row: 19 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 160.6432 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ...................... 0.0280 ft/ft
Computed Sheet flow time .......................> 15.6900 min
Shallow Concentrated Flow
Description ..................... GUTTER
Surface ...................... Paved
Flow Length .................. 607.1410 ft
watercourse Slope ............... 0.0160 ft/ft
velocity .............. 2.5700 fps
Computed Shallow flow time .......> 3.9400 min
Page 11

PHASE 2-10 YR RUNOFF.tXt
***************************
Total Time of concentration ........................> 19.6300 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.7700 0.1500
HARD 1.2300 0.9500
Total Area -----> 2.0000 0.6420 <----- weighted coefficient
****** Subarea Name: CB #WP-2, Row: 20 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 46.8435 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope .. .. .......... 0.0170 ft/ft
Computed Sheet flow time .......................> 7.3200 min
shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 492.7190 ft
watercourse Slope ............... 0.0170 ft/ft
velocity .. 2.6500 fps
computed shallow flow time .....................> 3.1000 min
***************************
Total Time of Concentration ........................> 10.4200 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.4200 0.1500
HARD 0.9100 0.9500
Total Area -----> 1.3300 0.6974 <----- weighted coefficient
****** Subarea Name: CB #WP-3, Row: 21 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length .......... 222.2902 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ...................... 0.0100 ft/ft
computed sheet flow time .......................> 30.7100 min
shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length ..................... 150.5734 ft
Page 12

PHASE 2-10 YR RUNOFF.tXt
watercourse Slope ............... 0.0070 ft/ft
velocity .. ........ 1.7000 fps
computed shallow flow time .....................> 1.4800 min
Total Time of Concentration .........................> 32.1900 min
Composite Runoff coefficient calculator
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 1.2000 0.1500
HARD 0.6300 0.9500
Total Area -----> 1.8300 0.4254 <----- weighted coefficient
****** subarea Name: CB #wP-4, Row: 22******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 45.9833 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .......... 0.0200 ft/ft
computed sheet flow time .......................> 6.6000 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 153.9116 ft
watercourse slope ............... 0.0100 ft/ft
velocity .. ........ 2.0300 fps
Computed Shallow flow time ..... ..............> 1.2600 min
***************************
Total Time of concentration .........................> 7.8600 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
------------ ----------- --------------
GRASS 0.1200 0.1500
HARD 0.5800 0.9500
Total Area -----> 0.7000 0.8129 <----- weighted Coefficient
****** Subarea Name: CB #wP-5, Row: 23 ***=***
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 255.1716 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. .......... 0.0140 ft/ft
Computed sheet flow time .......................> 29.9700 min
shallow Concentrated Flow
-------------------------
Page 13

PHASE 2-10 YR RUNOFF.tXt
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 78.6734 ft
watercourse slope ............... 0.0100 ft/ft
velocity ....... 2.0300 fps
Computed shallow flow time .....................> 0.6400 min
***************************
Total Time of Concentration ........................> 30.6100 min
Composite Runoff coefficient calculator
Description Area (ac) Coefficient
GRASS 0.9800 0.1500
HARD 1.1600 0.9500
Total Area -----> 2.1400 0.5836 <----- weighted Coefficient
****** Subarea Name: YI #M-1, Row: 24 *******
Sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length .......... 300.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope .... ................ 0.0130 ft/ft
Computed Sheet flow time .......................> 35.1400 min
shallow Concentrated Flow
Description ..................... GRASS SWALE
Surface ...................... Unpaved
Flow Length .................. 144.3187 ft
watercourse slope ............... 0.0130 ft/ft
velocity .. ... ........ 1.8400 fps
computed Shallow flow time .....................> 1.3100 min
***************************
Total Time of Concentration ........................> 36.4500 min
Composite Runoff Coefficient Calculator
Description Area (ac) coefficient
GRASS 0.8900 0.1500
HARD 0.2700 0.9500
Total Area -----> 1.1600 0.3362 <----- weighted Coefficient
****** Subarea Name: YI #E-2, Row: 25 *******
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 185.4901 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ...................... 0.0320 ft/ft
computed sheet flow time .......> 16.6800 min
Page 14

PHASE 2-10 YR RUNOFF.txt
shallow Concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
Surface ...................... Paved
Flow Length .................. 144.0000 ft
watercourse slope ............... 0.0200 ft/ft
velocity .............. 2.8700 fps
Computed Shallow flow time .....................> 0.8300 min
Total Time of Concentration .........................> 17.5100 min
****************************
composite Runoff Coefficient calculator
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 0.3900 0.1500
HARD 0.1400 0.9500
Total Area -----> 0.5300 0.3613 <----- weighted Coefficient
****** Subarea Name: YY #P-1, Row: 26 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 300.0000 ft
Two Yr, 24 hr Rainfall ........... 4.3200 in
Land slope ...................... 0.0120 ft/ft
Computed sheet flow time .......................> 36.2828 min
shallow concentrated Flow
-------------------------
Description CHANNELED FLOW OVER GRASS
Surface ...................... Unpaved
Flow Length .................. 41-9.3557 ft
watercourse slope ............... 0.0100 ft/ft
velocity ... 1.6100 fps
Computed shallow flow time .....................> 4.3319 min
Total Time of Concentration ........................> 40.6147 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 2.1300 0.1500
HARD 0.6338 0.9500
Total Area -----> 2.7638 0.3335 <----- weighted Coefficient
****** Subarea Name: CB #F-1, Row: 27 *******
Sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ..................... 17.8043 ft
Page 15

PHASE 2-10 YR RUNOFF.tXt
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope .. 0.0100 ft/ft
Computed Sheet flow time .......................> 4.0700 min
Shallow concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length ................... 261.0843 ft
watercourse slope ............... 0.0078 ft/ft
velocity 1.8200 fps
Computed Shallow flow time .....................> 2.3900 min
Total Time of Concentration .........................> 6.4600 min
Composite Runoff Coefficient calculator
Description Area (ac) coefficient
GRASS 0.2200 0.1500
HARD 0.3400 0.9500
Total Area -----> 0.5600 0.6357 <----- weighted coefficient
** Subarea Name: CB #D-3, Row: 28
Sheet Flow
Description ..................... GRASS
manning's n 0.2400
Flow Length ..................... 132.4363 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land slope ... 0.0400 ft/ft
Computed Sheet flow time .......................> 11.6500 min
Shallow Concentrated Flow
-------------------------
Description ..................... GUTTER
Surface ...................... Paved
Flow Length .................. 329.5339 ft
Watercourse Slope ............... 0.0180 ft/ft
velocity .. 2.7300 fps
computed Shallow flow time .....................> 2.0100 min
Total Time of concentration .........................> 13.6600 min
Composite Runoff Coefficient Calculator
Description Area (ac) coefficient
GRASS 0.2800 0.1500
HARD 0.6100 0.9500
Total Area -----> 0.8900 0.6983 <----- weighted Coefficient
****** Subarea Name: CB #D-6, Row: 29 *******
Sheet Flow
Page 16

PHASE 2-10 YR RUNOFF.txt
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 173.0277 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. .......... 0.0100 ft/ft
computed sheet flow time .......................> 25.1300 min
shallow concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 173.1465 ft
watercourse slope ............... 0.0150 ft/ft
Velocity
... ...... 2.4900 fps
Computed Shallow flow time .....................> 1.1600 min
Total Time of Concentration .........................> 26.2900 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.4700 0.1500
HARD 0.7400 0.9500
Total Area -----> 1.2100 0.6393 <----- weighted coefficient
****** Subarea Name: YI #A-3, Row: 30 *******
sheet Flow
Description GRASS
manning's n ..................... 0.2400
Flow Length ..................... 149.2177 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope .. .......... 0.0250 ft/ft
Computed Sheet flow time .......................> 15.4700 min
shallow concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
Surface ...................... Unpaved
Flow Length .................. 166.8954 ft
watercourse Slope ............... 0.0150 ft/ft
velocity ... .... - 1.9800 fps
computed Shallow flow time .....................> 1.4100 min
Total Time of Concentration .........................> 16.8800 min
****************************
Composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
GRASS 0.6400 0.1500
HARD 0.1500 0.9500
Total Area -----> 0.7900 0.3019 <----- weighted coefficient
****** Subarea Name: YI #P2-1, Row: 31 *******
Page 17

PHASE 2-10 YR RUNOFF.txt
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 215.7736 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. 0.0230 ft/ft
computed Sheet flow time .......................> 21.4900 min
shallow Concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
surface ...................... Unpaved
Flow Length .................. 265.4423 ft
Watercourse slope ............... 0.0130 ft/ft
Velocity .. ........ 1.8400 fps
Computed Shailow flow time .....................> 2.4000 min
Total Time of Concentration ........................> 23.8900 min
Composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.9500 0.1500
HARD 0.2600 0.9500
Total Area -----> 1.2100 0.3219 <----- weighted coefficient
****** Subarea Name: YI #R-1, Row: 32 *******
sheet FLOW
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 300.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. .......... 0.0210 ft/ft
computed sheet flow time .......................> 29.0100 min
Shallow Concentrated Flow
Description ..................... CHANNELED FLOW OVER GRASS
Surface ......................... Unpaved
Flow Length 197.6487 ft
Watercourse slope ............... 0.0130 ft/ft
Velocity .. ........ 1.8400 fps
Computed shallow flow time .....................> 1.7900 min
Total Time of Concentration .........................> 30.8000 min
Composite Runoff Coefficient Calculator
Description Area (ac) coefficient
GRASS 1.8000 0.1500
HARD 0.2800 0.9500
Total Area -----> 2.0800 0.2577 <----- weighted Coefficient
Page 18

PHASE 2-10 YR RUNOFF.tXt
****** Subarea Name: EXIST.GRAHAM COURT, Row: 33 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length .... .. .......... 210.7615 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope .... ... .......... 0.0100 ft/ft
Computed Sheet flow time .......................> 29.4200 min
Shallow Concentrated Flow
-------------------------
Description .....................
surface ......................
Flow Length ..................
Watercourse Slope ...............
velocity ... .. .............
computed shallow flow time ......
GUTTER
Paved
411.2831 ft
0.0040 ft/ft
1.2900 fps
..............> 5.3300 min
***************************
Total Time of Concentration ........................> 34.7500 min
Composite Runoff Coefficient calculator
Description Area (ac) coefficient
GRASS 1.9800 0.1500
HARD 2.6500 0.9500
Total Area -----> 4.6300 0.6079 <----- weighted coefficient
****** Subarea Name: CB #P1-1, Row: 34 *******
Sheet Flow
Description ..................... OVERLOT
manning's n ..................... 0.2400
Flow Length ..................... 176.8734 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ...................... 0.0200 ft/ft
computed sheet flow time .......................> 19.3815 min
shallow concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length ..................... 433.3245 ft
Watercourse Slope ............... 0.0100 ft/ft
velocity .. ........ 2.0300 fps
Computed shallow flow time .....................> 3.5527 min
Total Time of Concentration ........................> 22.9342 min
composite Runoff Coefficient calculator
Description Area (ac) coefficient
Page 19

PHASE 2-10 YR RUNOFF.tXt
GRASS 0.3600 0.1500
HARD 1.0400 0.9500
Total Area -----> 1.4000 0.7443 <----- weighted coefficient
****** Subarea Name: YI #P-2, Row: 35 ****
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 209.3640 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ...................... 0.0240 ft/ft
Computed Sheet flow time .......................> 20.6212 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 276.5668 ft
Watercourse slope ............... 0.0200 ft/ft
velocity .. 2.8748 fps
Computed Shallow flow time .....................> 1.6034 min
Total Time of Concentration ........................> 22.2246 min
composite Runoff Coefficient Calculator
Description . Area (ac) Coefficient
-
GRASS 0.2630 0.1500
HARD 0.0780 0.9500
Total Area -----> 0.3410 0.3330 <----- weighted coefficient
****** Subarea Name: CB #P-2, Row: 36 ***A***
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 56.1326 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ...................... 0.0800 ft/ft
Computed sheet flow time .......................> 4.4444 min
shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 61.2651 ft
watercourse Slope ............... 0.0030 ft/ft
velocity ........................ 1.1134 fps
Computed shallow flow time .....................> 0.9171 min
***************************
Total Time of Concentration .........................> 5.3615 min
Composite Runoff coefficient Calculator
Page 20

PHASE 2-10 YR RUNOFF.txt
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 0.0700 0.1500
HARD 0.0900 0.9500
Total Area -----> 0.1600 0.6000 <----- weighted Coefficient
****** subarea Name: CB #U-1, Row: 37 *******
Sheet Flow
Description .....................
Manning's n .....................
Flow Length .....................
Two Yr, 24 hr Rainfall ..........
Land slope .... .. ..........
Computed Sheet flow time .........
shallow Concentrated Flow
GRASS
0.2400
29.4640 ft
4.3200 in
0.0200 ft/ft
.............> 4.6206 min
Description ..................... GUTTER
surface ...................... Paved
Flow Length ................... 274.0000 ft
watercourse slope ............... 0.0020 ft/ft
velocity ........ 0.9091 fps
Computed Shallow flow time .....................> 5.0233 min
***************************
Total Time of concentration .........................> 9.6439 min
Composite Runoff coefficient Calculator
Description Area (ac) coefficient
GRASS 0.1700 0.1500
HARD 0.4200 0.9500
Total Area -----> 0.5900 0.71.95 <----- weighted Coefficient
****** Subarea Name: CB #U1-1, Row: 38 *******
Sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ..................... 14.2071 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope .... .. .... 0.2000 ft/ft
Computed Sheet flow time ..........> 1.0263 min
Shallow concentrated Flow
-------------------------
Description .......... .........
surface ......................
Flow Length ..................
Watercourse Slope ...............
velocity .........................
computed Shallow flow time .......
Sheet Flow
GUTTER
Paved
98.0000 ft
0.0020 ft/ft
0.9091 fps
.............> 1.7966 min
Page 21

PHASE 2--10 YR RUNOFF.tXt
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 160.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope .. .. .......... 0.0200 ft/ft
computed sheet flow time .......................> 17.8879 min
Total Time of Concentration .........................> 20.7108 min
Composite Runoff coefficient Calculator
Description Area (ac) coefficient
GRASS 0.3200 0.1500
HARD 0.1900 0.9500
Total Area -----> 0.5100 0.4480 <----- weighted Coefficient
****** Subarea Name: CB #U-3, Row: 39 *******
sheet Flow
Description .....................
manning's n .....................
Flow Length ..........
Two Yr, 24 hr Rainfall ..........
Land slope ... ..........
Computed sheet flow time ..........
shallow concentrated Flow
-------------------------
Description .....................
surface ......................
Flow Length ..................
watercourse slope ...............
velocity .. ........
computed Shallow flow time ......
sheet Flow
GRASS
0.2400
50.0000 ft
4.3200 in
0.0200 ft/ft
............> 7.0541 min
GRASS
unpaved
159.8550 ft
0.0100 ft/ft
1.6135 fps
...............> 1.6513 min
Description ..................... GRASS
manning's n ..................... 0.0001
Flow Length ..................... 0.0001 ft
Two Yr, 24 hr Rainfall .......... 0.0001 in
Land slope .... ... .......... 0.0001 ft/ft
computed Sheet flow time .......................> 0.0007 min
shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 72.8378 ft
watercourse Slope ............... 0.0050 ft/ft
velocity .. .. ........ 1.4374 fps
Computed shallow flow time .....................> 0.8445 min
Total Time of concentration ........................> 9.5506 min
composite Runoff Coefficient Calculator
Page 22

PHASE 2-10 YR RUNOFF.tXt
Description Area (ac) Coefficient
GRASS 0.3200 0.1500
HARD 0.4800 0.9500
Total Area -----> 0.8000 0.6300 <----- weighted coefficient
****** Subarea Name: MH #U4, Row: 40 *******
Sheet Flow
Description .....................
manning's n .....................
Flow Length ..........
Two Yr, 24 hr Rainfall..........
Land slope ... ..........
computed sheet flow time ..........
Shallow Concentrated Flow
GRASS
0.2400
120.0000 ft
4.3200 in
0.0200 ft/ft
............> 14.2105 min
Description ..................... GRASS SWALE
surface ...................... Unpaved
Flow Length .................. 119.0000 ft
Watercourse Slope ............... 0.0100 ft/ft
Velocity
.. 1.6135 fps
Computed Shallow flow time .....................> 1.2292 min
***************************
Total Time of Concentration .........................> 15.4397 min
Composite Runoff coefficient Calculator
Description Area (ac) Coefficient
GRASS 0.7800 0.1500
HARD 0.2800 0.9500
Total Area -----> 1.0600 0.3613 <----- weighted coefficient
****** Subarea Name: MH #U7, Row: 41 *******
Sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ..................... 37.0000 ft
l Two Yr, 24 hr Rainfal.......... 4.3200 in
Land Slope ... .. .......... 0.0200 ft/ft
computed Sheet flow time .......................> 5.5440 min
Shallow concentrated Flow
Description ..................... GRASS SWALE
surface ...................... Paved
Flow Length .................. 145.0000 ft
Watercourse Slope ............... 0.0100 ft/ft
velocity ....... 2.0328 fps
Computed Shallow flow time .....................> 1.1880 min
***************************
Total Time of Concentration ......... ................ > 6.7320 min
Page 23

PHASE 2-10 YR RUNOFF.tXt
composite Runoff Coefficient calculator
Description Area (ac) Coefficient
GRASS 0.1700 0.1500
HARD 0.1900 0.9500
Total Area -----> 0.3600 0.5722 <----- weighted Coefficient
****** Subarea Name: CB #U-2, Row: 42 *******
sheet Flow
Description ..................... GRASS
manning's n 0.2400
Flow Length .......... 27.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. 0.0200 ft/ft
Computed sheet flow time .......................> 4.3088 min
shallow Concentrated Flow
Description ..................... GUTTER
Surface ...................... Paved
Flow Length ............... 303.0000 ft
Watercourse slope ............... 0.0030 ft/ft
velocity ... 1.1134 fps
Computed Shallow flow time .....................> 4.5356 min
***************************
Total Time of Concentration .........................> 8.8444 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.4200 0.1500
HARD 1.1900 0.9500
Total Area -----> 1.6100 0.7413 <----- weighted coefficient
****** subarea Name: CB #U2-1, Row: 43 *******
sheet Flow
Description ..................... GRASS
manning's n ................ 0.2400
Flow Length ..................... 35.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. 0.0200 ft/ft
Computed sheet flow time .......................> 5.3030 min
Shallow concentrated Flow
Description ..................... GUTTER
Surface ...................... Paved
Flow Length 330.0000 ft
watercourse Slope ............... 0.0060 ft/ft
velocity .. .. ........ 1.5746 fps
computed shallow flow time ............ ........> 3.4929 min
Page 24

PHASE 2-10 YR RUNOFF.tXt
Total Time of concentration ........................> 8.7959 min
Composite Runoff coefficient calculator
Description Area (ac) Coefficient
GRASS 0.2400 0.1500
HARD 0.7800 0.9500
Total Area -----> 1.0200 0.7618 <----- weighted Coefficient
Page 25

PHASE 2 - 50 YR RUNOFF.txt
Rational Method
Given Input Data:
Description ........ 50 YEAR STORM TARAWA TERRACE - PHASE 2
IDF Curve .......... G:\04015\02112\SDSKPR03\02112\hd-2\WILMINGTON COUNTY.idf
Hydrology File name: G:\04015\02112\SDSKPRO]\02112\ HD-2\50 YR-PH II REV-APRIL
2004.RAT
Rainfall Frequency 50 year(s)
--------------------------------------------------------------------------------
Area
Area
Coef
Tc
Intensity
Flow
Description
ac
min
in/hr
cfs
------
CB
-- --
#H-1
-
1.5500
0.6919
15.2700
6.4622
6.9307
CB
# D-8
1.2900
0.6275
13.4500
6.7480
5.4625
CB
#G-1
1.1200
0.6786
10.0000
7.3000
5.5480
CB
#D-5
1.3000
0.5869
13.4200
6.7528
5.1524
CB
#E-1
1.2700
0.7169
14.3400
6.6056
6.0144
CB
#D-1
1.4700
0.6507
13.7200
6.7048
6.4131
EXIST. CB #2
1.0700
0.7556
10.6399
7.1976
5.8193
CB
#C-2
1.4200
0.4317
16.1141
6.3440
3.8889
CB
#0-1
0.1400
0.9500
10.0000
7.3000
0.9709
CB
#0-2
0.7800
0.3449
20.9595
5.7136
1.5370
Support Data:
****** Subarea Name: CB #H-1, ROW: 1****
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 25.6298 ft
Two Yr, 24 hr Rainfall .......... 0.1800 in
Land Slope ................
0.0900 ft/ft
computed sheet flow time .................. ...> 11.2200 min
Shallow concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 493.5608 ft
watercourse slope ............... 0.0100 ft/ft
velocity .. ........ 2.0300 fps
Computed shallow flow time .....................> 4.0500 min
Total Time of concentration .........................> 15.2700 min
Composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 0.5000 0.1500
HARD 1.0500 0.9500
Total Area -----> 1.5500 0.6919 <----- weighted coefficient
****** Subarea Name: CB # D-8, Row: 2 *******
Page 1

PHASE 2 - 50 YR RUNOFF.txt
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 177.1181 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land Slope ... .. .......... 0.0500 ft/ft
Computed sheet flow time .......................> 13.4500 min
***************************
Total Time of Concentration ........................> 13.4500 min
Composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
-- - -- -- --------------
GRASS 0.5200 0.1500
HARD 0.7700 0.9500
Total Area -----> 1.2900 0.6275 <----- weighted Coefficient
****** subarea Name: CB #G-1, Row: 3 *******
sheet Flow
Description ..... GRASS
manning's n .. 0.2400
Flow Length .......... 25.9072 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. .......... 0.0200 ft/ft
Computed sheet flow time .......................> 4.1800 min
Shallow Concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 399.3600 ft
Watercourse Slope ............... 0.0100 ft/ft
velocity .. ........ 2.0300 fps
Computed shallow flow time .....................> 3.2700 min
***************************
Total Time of Concentration ........................> 7.4500 min
Composite Runoff coefficient Calculator
Description Area (ac) Coefficient
GRASS 0.3800 0.1500
HARD 0.7400 0.9500
Total Area -----> 1.1200 0.6786 <----- weighted Coefficient
****** Subarea Name: CB #D-5, Row: 4 *******
sheet Flow
Description ...................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 154.9637 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Page 2

PHASE 2 - 50 YR RUNOFF.txt
Land Slope .. .......... 0.0400 ft/ft
computed sheet flow time .......................> 13.2100 min
Shallow concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 50.5419 ft
watercourse slope ............... 0.0400 ft/ft
Velocity
.. 4.0700 fps
Computed Shallow flow time ...........I.........> 0.2100 min
***************************
Total Time of Concentration ........................> 13.4200 min
Composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.5900 0.1500
HARD 0.7100 0.9500
Total Area -----> 1.3000 0.5869 <----- Weighted Coefficient
****** Subarea Name: CB #E-1, Row: 5 *******
Sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 47.0213 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land slope ... .. 0.0100 ft/ft
computed sheet flow time .......................> 8.8600 min
Shallow Concentrated Flow
-------------------------
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 366.1898 ft
watercourse slope ............... 0.0030 ft/ft
velocity ... 1.1100 fps
computed Shallow flow time .....................> 5.4800 min
***************************
Total Time of Concentration .........................> 14.3400 min
Composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 0.3700 0.1500
HARD 0.9000 0.9500
Total Area -----> 1.2700 0.7169 <----- weighted coefficient
****** Subarea Name: CB #D-1, Row: 6 ******.*
sheet Flow
Description ..................... GRASS
Page 3

PHASE 2 - 50 YR RUNOFF.tXt
manning's n ..................... 0.2400
Flow Length ..................... 143.0783 ft
Two Yr, 24 hr Rainfall .......... 4.2300 in
Land slope .... .. 0.0380 ft/ft
Computed sheet flow time .......................> 12.7900 min
shallow concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 124.1366 ft
watercourse slope ............... 0.0120 ft/ft
velocity .. ........ 2.2300 fps
Computed shallow flow time .....................> 0.9300 min
Total Time of Concentration ........................> 13.7200 min
composite Runoff Coefficient Calculator
Description Area (ac) Coefficient
GRASS 0.5500 0.1500
HARD 0.9200 0.9500
Total Area -----> 1.4700 0.6507 <----- weighted coefficient
****** Subarea Name: EXIST. CB #2, Row: 7 *******
Sheet Flow
Description ..................... GRASS
manning's n .............. 0.2400
Flow Length ..................... 74.3700 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
.and slope .. 0.0200 ft/ft
computed sheet flow time .......................> 9.6913 min
shallow Concentrated Flow
-------------------------
Description .....................
surface ......................
Flow Length ..................
watercourse slope ...............
velocity ........
computed shallow flow time .......
GUTTER
Paved
163.6300 ft
0.0200 ft/ft
2.8700 fps
.............> 0.9486 min
Total Time of Concentration ........................> 10.6399 min
Composite Runoff coefficient calculator
Description Area (ac) Coefficient
GRASS 0.2600 0.1500
HARD 0.8100 0.9500
Total Area -- --> 1.0700 0.7556 <----- weighted coefficient
****** Subarea Name: CB #C-2, Row: 8 *******
Page 4

PHASE 2 - 50 YR RUNOFF.txt
sheet Flow
Description ..................... GRASS
Manning's n ..................... 0.2400
Flow Length ..................... 163.3100 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land Slope .......... .......... 0.0300 ft/ft
computed sheet flow time .......................> 15.4610 min
shallow concentrated Flow
Description ..................... GUTTER
surface ...................... Paved
Flow Length .................. 79.6600 ft
watercourse slope ............... 0.0100 ft/ft
velocity .. ........ 2.0300 fps
Computed Shallow flow time .....................> 0.6531 min
Total Time of Concentration ........................> 16.1141 min
Composite Runoff coefficient calculator
Description Area (ac) Coefficient
------------ ----------- --------------
GRASS 0.9200 0.1500
HARD 0.5000 0.9500
Total Area -----> 1.4200 0.4317 <----- weighted coefficient
****** Subarea Name: CB #0-1, Row: 9*****
Sheet Flow
Description ..................... PAVEMENT
manning's n ..................... 0.0110
Flow Length ..................... 25.3500 ft
Two Yr, 24 hr Rainfall.......... 4.3200 in
Land Slope ... .. .......... 0.0200 ft/ft
Computed sheet flow time .......................> 0.3478 min
Shallow Concentrated Flow
-------------------------
Description ..................... GUTTER
Surface ...................... Paved
Flow Length .................. 128.6200 ft
watercourse slope ............... 0.0100 ft/ft
velocity .. .. ........ 2.0300 fps
computed shallow flow time .....................> 1.0545 min
Total Time of Concentration .........................> 1.4023 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
HARD 0.1400 0.9500
Total Area -----> 0.1400 0.9500 <----- weighted Coefficient
Page 5

PHASE 2 - 50 YR RUNOFF.tXt
*= Subarea Name: CB #0-2, Row: 10 ***-***
sheet Flow
Description ..................... GRASS
manning's n ..................... 0.2400
Flow Length ..................... 236.6500 ft
Two Yr, 24 hr Rainfall .......... 4.3200 in
Land slope ... .. .......... 0.0300 ft/ft
Computed Sheet flow time .......................> 20.8024 min
Shallow Concentrated Flow
-------------------------
Description .....................
surface ......................
Flow Length ..................
watercourse Slope ...............
velocity .. ........
Com uted Shallow flow time
GUTTER
Paved
19.1600 ft
0.0100 ft/ft
2.0300 fps
p .....................> 0.157Z min
***************************
Total Time of Concentration ........................> 20.9595 min
composite Runoff coefficient calculator
Description Area (ac) coefficient
GRASS 0.5900 0.1500
HARD 0.1900 0.9500
Total Area -----> 0.7800 0.3449 <----- weighted coefficient
Page 6

LINE-D.LST
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 1
Camp Lejeune - Rational Method with Hydraulic Gradeline -- LINE D
t++ Commands Read From File
G:\04015\02112\HYDRA\PHIIREV\LINE-D.HDA
JOB
SWI
2
REM
10 year storm from Wilmington
IDF Curve
REM
RAI 5,6.9 10,5.8 15,5
20,4.4
30,3.7 40,3.1 60,2.5
120,1.8
180,1.3
240,1.1
600,0.5 1440,0.27
REM
50 YEAR STORM FROM WILMINGTON
IDF, FOR CATCH BASINS IN SAGS
REM
RAI 5,9 10,7.3 15,6.5
20,5.8
30,4.9 40,4.2 60,3.3
120,2.2
180,1.8
360,1
REM
1440,0.35
TWE
6.4
PDA
0.013,15,3,2,2,0.001,48
PSZ
15,18,24,30,36,42,48
HGL
1
REM
BEGIN WITH 10 YEAR STORM
RAI
5,6.9 10,5.8 15,5 20,4.4 30,3.7
40,3.1 60,2.5 120,1.8
180,1.3
240,1.1
600,0.5 1440,0.27
IDF CURVE
R
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3
h
3 *6
LI
LI
lJ
l,l
3
r
3 U
ll
u
LJ
ll
3
3 u
u
* u
u
u
*
S. 250.
500.
750. 1000.
1250.
1440.
Duration, t (min)
****** HYDRA ******* (Version 6.1) *****
Page 1
Date 04-13-2004
Page No 2

LINE-D.LST
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
PLOT -DATA (Time, t(min) vs. Intensity, i(in/h))
t i t i t i t i t i
5.
6.90
30.
3.70
180.
1.30
0.
.00
0.
.00
10.
5.80
40.
3.10
240.
1.10
0.
.00
0.
.00
15.
5.00
60.
2.50
600.
.50
0.
.00
0.
.00
20.
4.40
120.
1.80
1440.
.27
0.
.00
0.
.00
REM BEGIN LINE B ON MATANIKAU ST.
NEW LINE B
REM NODE 9 TO 10
STo 1.34,0.703,25.04
PIP 82,22.78,22.26
+++ Tc = 25.0 min
.++ CA = .9
... Link # 1, Flow depth = .81 ft, Critical depth = .79 ft
PNC 9,10,4,177,0,0
REM NODE 10 TO 11
STO 0.65,0.901,10.55
PIP 68,22.26,22.6,18.81,18.12,-15
+t+ Tc = 25.3 min
... CA = 1.5
+++ Link # 2, Flow depth = .97 ft, Critical depth = 1.00 ft
PNC 10,11,4,189,0,0
REM NODE 11 TO 12
PIP 397,22.6,17.44,18.02,13.14,-15
.++ Tc = 25.5 min
.++ CA = 1.5
+++ Link # 3, Flow depth = .90 ft, critical depth = 1.00 ft
PNC 11,12,4,180,0,0
REM NODE 12 TO 13
STo 2.08,0.485,20.7
Pip 6,17.44,17.5,13.14,13.02,-18
+++ Tc = 26.5 min
+++ CA = 2.5
+++ Link # 4, Flow depth = .90 ft, Critical depth = 1.22 ft
PNC 12,13,5,92,0,1
HOL 8
NEW LINE D
REM ENTER EXISTING CB#2 AREA INTO SYSTEM, USE 50 YEAR STORM FOR SAG
RAI 5,9 10,7.3 15,6.5 20,5.8 30,4.9 40,4.2 60,3.3 120,2.2 180,1.8 360,1
1440,0.35
**** HYDRA ******* (Version 6.1) ***** Date 04-13-2004
Page No 3
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
Page 2

LINE-D.LST
IDF CURVE
9.*
R
3 6
6
a
3 Ll
6
i
8.A u
6
6
6
6
A
n
6
6
6
it
3
f
6
lJ
a
a
3
6
LI
6
1
6.A* 6
6
6
6
6
3
3
3
3
n
4.A 6
6
6
6
6
A
3
3
i
3
3
n
3
3
2.A 6
6
6
6
6
A
h
3 6
6
6
6
U
3
r
3 6
3
0.*
U
5. 250.
500.
750.
1000.
1250.
1440.
Duration, t (min)
PLOT -DATA
(Time, t(min)
vs. Intensity,
i(in/h))
t i t
i t
i
t
i
t
i
5. 9.00 30.
4.90 180.
1.80
0.
.00
0.
.00
10. 7.30 40.
4.20 360.
1.00
0.
.00
0.
.00
15. 6.50 60.
3.30 1440.
.35
0.
.00
0.
.00
20. 5.80 120.
2.20 0.
.00
0.
.00
0.
.00
REM NODE 13 TO 15
STO 1.07,0.756,10.6
REC 8
PIP 118,17.5,16.62,12.20,11.44,-24
... TC = 26.5 min
+++ CA = 3.3
... Link # 5, Flow depth = 1.58 ft,
critical
depth
=
1.51
ft
PNC 13,15,6,180,0,0
HOL 9
REM BEGIN LINE H USE 50
YEAR STORM FOR SAG
NEW LINE H
REM NODE 14 TO 15
0
HYDRA ******* (Version 6.1) Date 04-13-2004
Page No 4
Camp Lejeune - Rational method with Hydraulic Gradeline - LINE D
Page 3

LINE-D.LST
STO 1.55,0.69,15.27
PIP 25,16.62,16.62,13.62,13.44,-24
+++ Tc = 15.3 min
+++ CA = 1.1
+++ Link # 6, Flow depth = .84 ft, Critical depth = .93 ft
PNC 14,15,6,270,0,0
HOL 10
NEW LINE D
REM NODE 15 TO 16
REC 9
REC 10
STO 1.29,0.628,16.38
PIP 199,16.62,18.82,8.98,7.98,-30
+++ Tc = 26.8 min
+++ CA = 5.2
+++ Link # 7, Flow depth = 1.92 ft, critical depth = 1.77 ft
PNC 15,16,7,180,0,0
REM RETURN TO 10 YEAR STORM
REM 10 year storm from Wilmington IDF Curve
RAI 5,6.9 10,5.8 15,5 20,4.4 30,3.7 40,3.1 60,2.5 120,1.8 180,1.3 240,1.1
600,0.5 1440,0.27
IDF CURVE
R 6.A
6
6
6
6
6
a 3
6
6
6
6
6
3
i *
6
6
6
6
6
n 3
6
6
6
6
6
3
f *
6
6
6
6
6
3
a 3
6
6
6
6
6
3
1 4.A*
6
6
6
6
6
A
1 3
6
6
6
6
6
3
3 ie
u
{�
u
U
3
i
n 3
U
U
U
U
U
3
i 2.A
6
6
6
6
6
A
n 3
6
6
6
6
6
3
/ 3
* 6
6
6
6
6
3
h 3
*G
6
6
6
6
3
r 3
6
6
6
6
6
3
3
6
6
* 6
6
6
0.*
u
5.
250.
500.
750.
1000.
1250.
1440.
Duration, t (min)
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 5
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
PLOT -DATA (Time, t(min) vs. Intensity, i(in/h))
Page 4

LINE-D.LST
t i t i t i
t
i t
i
5. 6.90 30. 3.70 180.
1.30
0.
.00 0.
.00
10. 5.80 40. 3.10 240.
1.10
0.
.00 0.
.00
15. 5.00 60. 2.50 600.
.50
0.
.00 0.
.00
20. 4.40 120. 1.80 1440.
.27
0.
.00 0.
.00
REM NODE 16 TO 18
STO 0.74,0.755,10
PIP 226,18.82,18.8,7.88,7.20,-30
+++ TC = 27.3 min
+++ CA = 5.8
+++ Link # 8, Flow depth = 2.05 ft,
Critical
depth =
1.61 ft
PNC 16,18,5,164,0,1
HOL 11
REM BEGIN LINE L
NEW LINE L
REM NODE 17 TO 18
STO 1.36,0.362,41.47
PIP 39,20,18.8
+++ TC = 41.5 min
+++ CA = .5
+++ Link # 9, Flow depth = .31 ft,
Critical
depth =
.49 ft
PNC 17,18,7,135,0,0
HOL 12
NEW LINE D
REM NODE 18 TO 19
REC 11
REC 12
PIP 66,18.8,17.39,7.10,6.90,-30
+++ Larger flow from subarea ---> TC =
28.1 min
+++ Readjusting sum of C*A ---> unadjusted CA =
6.3
+++ CA = 6.1
+++ Link # 10, Flow depth = 2.50 ft,
Critical
depth =
2.50 ft
PNC 18,19,7,179,0,0
REM LINE D AT CB #D-6
REM NODE 19 TO 20
STO 1.21,0.639,26.29
PIP 81,17.39,17,5.94,5.70,-36
+++ TC = 28.3 min
+++ CA = 6.9
+++ Link # 11, Flow depth = 1.92 ft,
critical
depth =
1.66 ft
PNC 19,20,7,161,0,0
REM NODE 20 TO 22
PIP 114,17,14.81,5.36,5.02,-36
Q
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 6
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
+++ TC = 28.5 min
+++ CA = 6.9
Page 5

LINE-D.LST
+++ Link # 12, Flow depth = 1.89 ft, critical depth = 1.65 ft
PNC 20,22,5,175,0,1
HOL 13
REM BEGIN LINE G, USE 50 YEAR STORM FOR SAG
REM 50 YEAR STORM FROM WILMINGTON IDF, FOR CATCH BASINS IN SAGS
RAI 5,9 10,7.3 15,6.5 20,5.8 30,4.9 40,4.2 60,3.3 120,2.2 180,1.8 360,1
1440,0.35
IDF CURVE
9 *.
AAAAWZ
R 3
6
6
6
6
6
3
a 3
6
6
ll
6
6
3
i 8.A
6
6
6
6
6
A
n *
6
6
6
6
6
3
f *
6
6
6
6
6
3
a 3
6
6
6
6
6
3
l 6.A*
6
6
6
6
6
A
3
6
3*
6
6
G
6
6
3
i 3*
3
n 4.A
6
6
6
6
6
A
3*
6
6
6
6
6
3
i 3
u
u
V
u
u
3
n 3 *
V
U
V
U
U
3
/ 2.A
* 6
6
6
6
6
A
h 3
3
r 3
6
* 6
6
6
6
3
3
6
6
6
6
6
S.
250.
500.
750.
1000.
1250.
1440.
Duration, t (min)
PLOT -DATA (Time, t(min) vs. Intensity, i(in/h))
t i t i t i t i t i
5.
9.00
30.
4.90
180.
1.80
0.
.00
0.
.00
10.
7.30
40.
4.20
360.
1.00
0.
.00
0.
.00
15.
6.50
60.
3.30
1440.
.35
0.
.00
0.
.00
20.
5.80
120.
2.20
0.
.00
0.
.00
0.
.00
C
NEW LINE G
REM NODE 21 TO 22
STO 1.12,0.68,10
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 7
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
PIP 25,14.85,14.81,11.85,11.60,-15
++f TC = 10.0 min
Page 6

LINE-D.LST
+++ CA = .8
+++ Link # 13, Flow depth = .90 ft, Critical depth = .96 ft
PNC 21,22,7,268,0,0
HOL 14
NEW LINE D
REM NODE 22 TO 23
REC. 13
REC 14
STO 1.30,0.587,13.42
Pip 85,14.81,15.6,4.92,4.75,-36
+++ TC = 28.9 min
+++ CA = 8.4
+++ Link # 14, Flow depth = 3.00 ft, Critical depth = 3.00 ft
PNC 22,23,7,169,0,0
REM NODE 23 TO 25
PIP 146,15.6,14.3,4.55,4.25,-36
+++ Tc = 29.1 min
+++ CA = 8.4
+++ Link # 15, Flow depth = 3.00 ft, Critical depth = 3.00 ft
PNC 23,25,5,177,0,1
HOL 15
REM RETURN TO 10 YEAR STORM
REM 10 year storm from Wilmington IDF Curve
RAI 5,6.9 10,5.8 15,5 20,4.4 30,3.7 40,3.1 60,2.5 120,1.8 180,1.3 240,1.1
600,0.5 1440,0.27
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 8
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
IDF CURVE
7 . * ..
4
R 6.A
6
6
6
6
6
A
a 3
3
i *
6
6
6
3
n 3
6
ll
6
6
3
f *
6
6
11
LI
6
3
a 3
6
6
11
3
1 4.A*
6
6
u
u
6
A
1 3
6
6
6
6
6
3
3*
6
6
6
6
6
3
3
n 3
6
6
6
6
6
3
3
i 2.A
u
6
6
6
6
A
n 3 *
6
6
6
6
6
3
h 3
*6
6
6
6
6
3
r 3
6
6
6
6
6
3
3
6
6
* 6
6
6
0. *......................
......................
..........
.......
5.
250.
500.
750.
1000.
1250.
1440.
Page 7

LINE-D.LST
Duration, t (min)
PLOT -DATA (Time, t(min) vs. Intensity, i(in/h))
t i t i t i t i t i
5.
6.90
30.
3.70
180.
1.30
0.
.00
0.
.00
10.
5.80
40.
3.10
240.
1.10
0.
.00
0.
.00
15.
5.00
60.
2.50
600.
.50
0.
.00
0.
:00
20.
4.40
120.
1.80
1440.
.27
0.
.00
0.
.00
REM BEGIN LINE N
NEW LINE N
REM NODE 24 TO 25
STO 1.42,0.325,18.34
PIP 23,15,14.3
+++ TC = 18.3 min
+++ CA = .5
+++ Link # 16, Flow depth
PNC 24,25,6,91,0,0
HOL 16
NEW LINE D
REM NODE 25 TO 26
H
.38 ft, Critical depth = .58 ft
HYDRA ******* (version 6.1)**** Date 04-13-2004
Page No 9
camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
REC 15
REC 16
PIP 88,14.3,12.78,4.05,3.88,-36
+++ TC = 29.5 min
+++ CA = 8.9
+++ Link # 17, Flow depth = 3.00 ft, Critical depth = 3.00 ft
PNC 25,26,6,183,0,0
REM INLET CB #D-4
REM NODE 26 TO 28
STO 1.12,0.614,22.12
PIP 90,12.78,12.26,3.78,3.65,-36
+++ TC = 29.8 min
+++ CA = 9.6
+++ Link # 18, Flow depth = 3.00 ft, Critical depth = 3.00 ft
PNC 26,28,6,181,0,0
HOL 17
REM BEGIN LINE F
NEW LINE F
REM NODE 27 TO 28
STO 0.56,0.64,10
PIP 25,12.26,12.26
+++ TC = 10.0 min
+++ CA = .4
+++ Link # 19, Flow depth = .60 ft, Critical depth = .57 ft
PNC 27,28,6,267,0,0
Page 8

LINE-D.LST
HOL 18 -- -
NEW LINE D
REM NODE 28 TO 30
REC 17
REC 18
STO 0.89,0.698,13.66
PIP 144,12.26,12.2,3.65,3.43,-36
+++ Tc = 30.1 min
+++ CA = 10.5
+++ Link # 20, Flow depth = 3.00 ft, critical depth =
PNC 28,30,5,176,0,1
HOL 19
REM BEGIN LINE M
NEW LINE M
REM NODE 29 TO 30
STO 1.16,0.336,36.45
PIP 20,12.5,12.2
+++ Tc = 36.5 min
+++ CA = .4
+++ Link # 21, Flow depth = .35 ft, Critical depth =
PNC 29,30,7,89,0,0
HOL 20
NEW LINE D
REM NODE 30 TO 31
0
****� HYDRA ******* (Version 6.1)***
3.00 ft
.45 ft
Date 04-13-2004
Page No 10
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
REC 19
REC 20
PIP 73,12.2,11.61,2.83,2.76,-42
+++ Larger flow from subarea ---> Tc = 30.6 min
+++ Readjusting sum of C*A ---> unadjusted CA = 10.9
+++ CA = 10.9
+++ Link # 22, Flow depth = 3.50 ft, Critical depth = 3.50 ft
PNC 30,31,6,181,0,0
REM NODE 31 TO 34
STO 1.11,0.799,17.26
PIP 160,11.62,11.14,2.76,2.60,-42
+++ Tc = 30.9 min
+++ CA = 11.8
+++ Link # 23, Flow depth = 3.50 ft, Critical depth = 3.50 ft
PNC 31,34,6,172,0,0
HOL 21
REM BEGIN LINE E-2
NEW LINE E-2
REM NODE 32 TO 34
STO 0.53,0.361,17.51
PIP 19,12,11.14
+++ Tc = 17.5 min
+++ CA = .2
+++ Link # 24, Flow depth = .23 ft, critical depth = .37 ft
PNC 32,34,6,111,0,0
HOL 22
Page 9

R
LINE-D.LST
REM BEGIN LINE E-1, USE 50 YEAR STORM FOR SAG
REM 50 YEAR STORM FROM WILMINGTON IDF, FOR CATCH BASINS IN SAGS
RAI 5,9 10,7.3 15,6.5 20,5.8 30,4.9 40,4.2 60,3.3 120,2.2 180,1.8 360,1
1440,0.35
****** HYDRA ******* (Version 6.1) Date 04-13-2004
Page No 11
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
IDF CURVE
R 3 u
u
u
u
3
a 3 u
U
U
V
V
3
i 8.A u
u
u
u
u
A
n *
11
1.1
U
6
3
f * u
u
u
u
u
3
a 3 u
u
u
u
u
3
1 6.A* u
u
u
u
u
A
l 3 U
U
u
LI
V
3
3* u
U
U
l 3 U
U
U
U
U
3
n 4. A u
it
u
u
u
A
3 * V
11
U
U
6
3
i 3 LI
U
LJ
lJ
U
3
n 3 * LI
V
lJ
V
U
3
/ 2.A * u
u
u
u
u
A
h 3 ll
U
11
LJ
U
3
r 3 u
* u
u
u
u
3
3 V
U
V
U
U
5. 250.
500.
750.
1000.
1250.
1440.
Duration, t (min)
PLOT -DATA (Time, t(min) vs. Intensity, i(in/h))
t i t i t i t i t i
5.
9.00
30.
4.90
180.
1.80
0.
.00
0.
.00
10.
7.30
40.
4.20
360.
1.00
0.
.00
0.
.00
15.
6.50
60.
3.30
1440.
.35
0.
.00
0.
.00
20.
5.80
120.
2.20
0.
.00
0.
.00
0.
.00
NEW LINE E-1
REM NODE 33 TO 34
STO 1.27,0.72,14.34
PIP 25,11.14,11.14,7.89,7.64,-15
+++ TC = 14.3 min
+++ CA = .9
+++ Link # 25, Flow depth = .96
PNc 33,34,6,265,0,0
ft, critical depth =
Page 10
.99 ft

0
LINE-D.LST
HOL 23
NEW LINE D
REM NODE 34 TO 35
REC 21
****** HYDRA ******* (Version 6.1) Date 04-13-2004
Page No z12
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
REC 22
REC 23
STO 1.47,0.651,13.72
PIP 271,11.14,14.8,2.60,2.33,-48
+++ TC = 31.5 min
.++ CA = 13.8
+++ Link # 26, Flow depth = 4'.00 ft, Critical depth
PNC 34,35,5,167,0,0
REM NODE 35 TO 36
PIP 277,14.8,11.5,2.33,2.05,-48
+++ Tc = 32.3 min
... CA = 13.8
+*+ Link # 27, Flow depth = 4.00 ft, Critical depth =
PNC 35,36,5,255,0,0
REM NODE 36 TO 37
PIP 52,11.5,11.5,2.05,2.0,-48
+++ TC = 33.2 min
++. CA = 13.8
+++ Link # 28, Flow depth = 4.00 ft, Critical depth =
PNC 36,37,0,180,2
REM PFs 0,60,10,10,0,0,0,30,0.05
END
END OF INPUT DATA.
D
***** HYDRA ******* (version 6.1) *****
4.00 ft
4.00 ft
4.00 ft
Date 04-13-2004
Page No 13
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
*** LINE B
Pipe Design
Invert Depth Min. velocity --Flow-- Estimated
Link Length Diam Up/Dn slope Up/Dn Cover Act/Full Act/Full Cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) ($)
------------------------------------------------------------------------------
Page 11

n
LINE-D.LST
1 82 15 19.43 .00634 3.4 2.0 4.6 3.81 0.
18.91 3.4 4.2 5.14
-- ------ ------------- - -----------------------------------
Length = 82. ft Total length 82. ft
Cost - 0. Total Cost W 0.
*** LINE B Analysis of Existing Pipes
Invert Depth Cover Velocity --Flow-- -solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
2 68 15 18.81 .01015 3.5 2.1 6.0 6.15 95
18.12 4.5 3.1 5.3 6.51
3 397 15 18.02 .01229 4.6 3.2 6.6 6.13 86
13.14 4.3 2.9 5.8 7.16
4 6 18 13.14 .02000 4.3 2.7 9.0 10.00 67
13.02 4.5 2.9 8.4 14.86
--------------------_---------------------------------------------------------
Length 553. ft Total length = 553. ft
****** HYDRA ******* (Version 6.1) ***** Date 04-13-2004
Page No 14
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
*** LINE D Analysis of Existing Pipes
Invert Depth cover Velocity --Flow-- -solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
5 118 24 12.20 .00644 5.3 3.1 6.6 17.43 96
11.44 5.2 3.0 5.8 18.16
--------- ----- - ----- ------ - ----- - -------------- ------
Length = 118. ft Total length = 671. ft
*** LINE H Analysis of Existing Pipes
Invert Depth cover Velocitx --Flow-- -solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
Page 12

LINE-D.LST
(ft) (i n) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (i n)
------------------------------------------------------------------------------
6 25 24 13.62 .00720 3.0 .8 5.6 6.91 36
13.44 3.2 1.0 6.1 19.20
----- - _ - _-------------------------_-------------------- ---
Length 25. ft Total length 25. ft
*** LINE D Analysis of Existing Pipes
Invert Depth Cover velocity --Flow-- -solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
7 199 30 8.98 .00503 7.6 4.9 6.7 27.09 93
7.98 10.8 8.1 5.9 29.08
8 226 30 7.98 .00301 10.9 8.2 5.2 22.48 100
7.20 11.6 8.9 4.6 22.50
---------------------------------------------------------------------------------
Length = 425. ft Total length = 1121. ft
- r - Length =425. ft Total length = 1121. ft
0
****** HYDRA ******* (Version 6.1) ***** Date 04-13-2004
Page NO 15
camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
*** LINE"L Pipe Design
Invert Depth Min. velocity --Flow-- Estimated
Link Length Diam Up/Dn slope Up/Dn cover Act/Full Act/Full Cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) ($)
------------------------------------------------------------------------------
9 39 15 16.65 .03077 3.4 2.0 6.4 1.50 0.
15.45 3.4 9.2 11.33
--------------------------------------------------------------------------------
Length = 39. ft Total length 39. ft
Cost = 0. Total Cost = 0.
*** LINE D Analysis Of Existing Pipes
Invert Depth Cover velocity--FIOw-- -Solutions-
Page 13

LINE-D.LST
Link Length Diam Up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
10 66 30
7.10
.00303
11.7
9.0
4.8
23.46 104 .88 15
6.90
10.5
7.8
4.6
22.58
11 81 36
5.94
.00296
11.4
8.2
5.6
26.31 72
5.70
11.3
8.1
5.1
36.31
12 114 36
5.36
.00298
11.6
8.4
5.6
26.20 72
5.02
9.8
6.5
5.2
36.43
Length=
-
261. ft
Total
length
-
=
-
1421.ft
****** HYDRA ******* (version 6.1) Date 04-13-2004.
Page No 16
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
*** LINE G Analysis of Existing Pipes
Invert Depth Cover velocity --Flow-- -Solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
13 25 15 11.85 .01000 3.0 1.6 5.9 5.56 86
11.60 3.2 1.9 5.3 6.46
------------------- ---- ----- ----- - -- -------------- ------ ---
Length = 25. ft Total length = 25. ft
*** LINE D Analysis of Existing Pipes
Invert Depth Cover velocity --Flow-- -Solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
14 85 36 4.92
.00200 9.9
6.6
6.0
42.08 141 12.26 30
4.75
10.9
7.6
4.2
29.83
15 146 36 4.55
.00205 11.1
7.8
5.9
41.90 139 11.67 30
4.25
10.1
6.8
4.3
30.23
-- Length =
231. ft Total
length
=
1677. ft
Page 14

LINE-D.LST
** LINE N Pipe Design
Invert Depth Min. velocit --Plow-- Estimated
Link Length Diam Up/Dn Slope Up/Dn Cover Act/Ful Act/Full cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) M
------------------------------------------------------------------------------
16 23 15 11.65 .03043 3.4 2.0 7.0 2.12 0.
10.95 3.4 9.2 11.27
------------------------------------------------------------------------------
Length = 23. ft Total length = 23. ft
cost - 0. Total Cost 0.
--------------------_------------------------------------ -
Length = 23. ft Total length = 23. ft
cost 0. Total Cost 0.
0
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 17
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
*** LINE D Analysis of Existing Pipes
Invert Depth Cover velocit --Flow-- -Solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn Act/Ful Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
-------------------------------------------------------------------------------
17 88 36 4.05 .00193 10.3 7.0 4.7 33.14 113 3.82 18
3.88 8.9 5.6 4.1 29.32
18 90 36 3.78 .00144 9.0 5.8 5.0 35.50 140 10.15 30
3.65 8.6 5.4 3.6 25.35
------------------------------------------------------------------------------
Length = 178. ft Total length = 1878. ft
*** LINE F Pipe Design
Invert Depth Min. velocity --Flow-- Estimated
Link Length Diam Up/Dn slope Up/Dn Cover Act/Full Act/Full Cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (S)
------------------------------------------------------------------------------
19 25 15 8.91 .00500 3.4 2.0 3.6 2.08 0.
8.78 3.5 3.7 4.57
------------------- --- ------ - - -
Length - 25. ft Total length - 25. ft
Page 15

LINE-D.LST
cost - 0. Total Cost = 0.
LINE D Analysis of Existing Pipes
Invert Depth Cover Velocity --Flow-- -solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Ful` Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
20 144 36 3.65 .00153 8.6 5.4 5.5 38.93 149 12.86 30
3.43 8.8 5.5 3.7 26.07
___ ---- ----------- ----- -- ---------_---------------- - ----- ---
Length 144. ft Total length 2047. ft
- Length = 144. ft Total length = 2047. ft
* * ** HYDRA ******= (Version 6.1) Date 04-13-2004
Page No 18
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
** LINE M Pipe Design
Invert Depth Min. Velocity --Flow-- Estimated
Link Length Diam Up/Dn Slope Up/Dn Cover Act/Full Act/Full cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) M
------------------------------------------------------------------------------
21 20 15 9.15 .01500 3.4 2.0 4.7 1.29 0.
8.85 3.4 6.4 7.91
---- - --- ---- -- - - --
Length = 20. ft Total length = 20. ft
Cost - 0. Total Cost = 0.
** LINE D Analysis of Existing Pipes
Invert Depth Cover Velocity --Flow-- -solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn ACt/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
22 73 42 2.83 .00096 9.4 5.6 4.1 39.85 128 8.69 30
2.76 8.9 5.1 3.2 31.15
23 160 42 2.76 .00100 8.9 5.1 4.5 42.89 135 11.07 30
2.60 8.5 4.7 3.3 31.82.
Page 16

0
LINE-D.LST
R -Length = - 233. ft Total length = 2300. ft
* LINE E-2 Pipe Design
Invert Depth Min. velocity --Flow-- Estimated
Link Length Diam Up/Dn Slope Up/Dn Cover ACt/Full Act/Full Cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) M
------------------------------------------------------------------------------
24 19 15 8.65 .04526 3.4 2.0 6.3 .90 0.
7.79 3.4 11.2 13.74
-------------------------------------------------------------------------------
Length = 19. ft Total length = 19. ft
Cost = 0. Total cost - 0.
--------------------_------------------- -- - --- - ---- -
Length 19. ft Total length 19. ft
Cost = 0. Total Cost = 0.
***** HYDRA ******* (version 6.1)** Date 04-13-2004
Page No 19
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
LINE E-1 Analysis of Existing Pipes
Invert Depth Cover velocitY --Flow-- -Solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
25 25 15 7.89 .01000 3.3 1.9 6.0 6.04 94
7.64 3.5 2.1 5.3 6.46
--------------------_--------------------------_------------ - ----- ---
Length 25. ft Total length 25. ft
*** LINE D Analysis of Existing Pipes
Invert Depth cover velocit --Flow-- -Solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn ACt/Ful� Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
---------------------------------------------------------------------------------
26 271 48 2.60 .00100 8.5 4.2 5.3 66.30 146 20.96 36
2.33 12.5 8.1 3.6 45.34
27 277 48 2.33 .00101 12.5 8.1 5.2 65.47 143 19.80 36
Page 17

LINE-D.LST
2.05 9.4 5.1 3.6 45.67
28 52 48 2.05 .00096 9.4 5.1 5.1 64.62 145 20.07 36
2.00 9.5 5.2 3.5 44.54
Length = 600. ft Total length = 2944. ft
****** HYDRA ******* (Version 6.1) ***** Date 04-13-2004
Page No 20
camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
Hydraulic Gradeline computations
Down-
Hydraulic
Link
stream
Gradeline
crown
Possible
Ground
super-
Manhole
Loss
#
Node #
Elevation
Elev.
surcharge.
Elev.
crit.?
Depth
coef
-----------------------------------------------------------------------------
1
10
20.56
20.16
Y
22.26
N
1.75
.71
2
11
19.12
19.37
N
22.60
Y
1.63
.12
3
12
14.14
14.39
N
17.44
Y
3.12
.93
4
13
14.24
14.52
N
17.50
Y
4.69
2.56
5
15
15.69
13.44
Y
16.62
N
6.71
1.00
6
15
14.37
15.44
N
16.62
Y
6.71
1.83
7
16
14.61
10.48
Y
18.82
N
6.73
.61
8
18
13.92
9.70
Y
18.80
N
6.79
.49
9
18
15.93
16.70
N
18.80
Y
6.79
.49
10
19
13.40
9.40
Y
17.39
N/A
7.46
.63
11
20
12.62
8.70
Y
17.00
N
7.26
.28
12
22
11.99
8.02
Y
14.81
N
7.05
.74
13
22
12.56
12.85
N
14.81
Y
7.05
.37
14
23
11.22
7.75
Y
15.60
N/A
6.67
.19
15
25
10.50
7.25
Y
14.30
N/A
6.46
.23
16
25
11.53
12.20
N
14.30
Y
6.46
.23
17
26
10.06
6.88
Y
12.78
N/A
6.28
.33
18
28
9.50
6.65
Y
12.26
N/A
5.89
.13
19
28
9.54
10.03
N
12.26
N
5.89
1.14
20
30
8.89
6.43
Y
12.20
N/A
6.09
.26
21
30
9.29
10.10
N
12.20
Y
6.09
.12
22
31
8.58
6.26
Y
11.62
N/A
5.82
.22
23
34
8.16
6.10
Y
11.14
N/A
5.61
.43
24
34
8.16
9.04
N
11.14
Y
5.61
1.07
25
34
8.63
8.89
N
11.14
Y
5.61
.06
26
35
7.61
6.33
Y
14.80
N/A
5.28
.13
27
36
7.05
6.05
Y
11.50
N/A
4.79
1.55
28
-----------------------------------------------------------------------------
37
6.40
6.00
Y
11.50
N/A
4.40
.00
Terminal Hydraulic Gradeline Ground
Loss
Link
# Node #
Elevation
Elevation coef.
-----------------------------------------------------------
Page 18

I
LINE-D.LST
1
9
21.15
22.78
1.50
6
14
15.26
16.62
1.50
9
17
17.92
20.00
1.50
13
21
13.57
14.85
1.50
16
24
13.17
15.00
1.50
19
27
9.89
12.26
1.50
**** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 21
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE D
Terminal
Hydraulic Gradeline
Ground
Loss
Link #
Node #
Elevation
Elevation
coef.
--------------------__--------------------------------------
21
29
10.02
12.50
1.50
24
32
9.80
12.00
1.50
25
-----------------------------------------------------------
33
9.69
11.14
1.50
NORMAL END OF HYDRA
Page 19

LINE-U.LST
****** HYDRA ******* (version 6.1) Date 04-13-2004
Page No 1
Camp Lejeune - Rational Method with HydrauliC Gradeline - LINE U
+++ Commands Read From File G:\04015\02112\HYDRA\PHIIREV\LINE-U.HDA
JOB
5w2 2
REM 10 year storm from Wilmington IDF Curve
REM RAI 5,6.9 10,5.8 15,5 20,4.4 30,3.7 40,3.1 60,2.5 120,1.8 180,1.3 240,1.1
600,0.5 1440,0.27
REM 50 YEAR STORM FROM WILMINGTON IDF, FOR CATCH BASINS IN SAGS WITH NO CURB
REM RAI 5,9 10,7.3 15,6.5 20,5.8 30,4.9 40,4.2 60,3.3 120,2.2 180,1.8 360,1
REM 1440,0.35
REM 50 YEAR STORM NOT USED ALL SAGS HAVE CURB OVERFLOW
TWE 15.2
CRI 1
PDA 0.013,15,2,2.5,2,0.002,18
PSz 15,18,24,30,36,42,48
HGL 1
REM BEGIN WITH 10 YEAR CURVE
RAI 5,6.9 10,5.8 15,5 20,4.4 30,3.7 40,3.1 60,2.5 120,1.8 180,1.3 240,1.1 600
IDF CURVE
7.*
u
4
R 6.A
u
u
u
u
A
a 3
U
G
u
u
u
3
i 3*
a
lJ
l!
u
3
n 3
u
u
u
u
LI
3
f 3*
u
u
u
U
U
3
a 3
u
u
U
3
1 4.A *
u
u
u
u
u
A
1 3
u
u
u
6
u
3
3 *
u
u
u
lJ
u
3
i 3 *
U
ll
u
U
u
3
n 3
u
u
u
u
3
3
* u
V
U
u
u
3
i 2.A
u
u
u
u
u
A
n 3
u
* u
u
u
u
3
/ 3
U
u
U
u
u
3
h 3
u
u
* u
LI
u
3
r 3
u
u
u
U
L!
3
3
u
u
u
u
u
3
S.
100.
200.
300.
400.
500.
600.
Duration, t (min)
****** HYDRA ******* (Version 6.1) ***** Date 04-13-2004
Page 1

LINE-U.LST
Page No 2
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE U
PLOT -DATA (Time, t(min) vs. Intensity, i(in/h))
t 1 t 1 t
1
t
l t
i
S. 6.90 30. 3.70 180.
1.30
0.
.00 0.
.00
10. 5.80 40. 3.10 240.
1.10
0.
.00 0.
.00
15. 5.00 60. 2.50 600.
.00
0.
.00 0.
.00
20. 4.40 120. 1.80 0.
.00
0.
.00 0.
.00
NEW LINE U1
REM NODE 109 TO 110 (AREA CB #U1-1)
STO 0.59,0.72,10
PIP 30.17,23.81,24.34,19.55,19.40,-15
+++ TC = 10.0 min
+++ CA = .4
+++ Link # 1, Flow depth = .66 ft,
critical
depth =
.63 ft
PNC 109,110,4,242,0,1
REM NODE 110 TO 101
PIP 176.32,23.81,23.25,19.30,18.40,-15
+++ TC = 10.1 min
+++ CA = .4
+++ Link # 2, Flow depth = .65 ft,
critical
depth =
.63 ft
PNC 110,101,4,90,0,1
HOL 1
REM BEGIN LINE U-2
NEW LINE U-2
REM NODE III TO 102 (AREA CB #U2-1)
STO 1.02,0.76,10
PIP 85.51,21.84,23.00,17.34,16.91,-18
+++ TC = 10.0 min
+++ CA = .8
+++ Link # 3, Flow depth = .86 ft,
Critical
depth =
.82 ft
PNC 111,102,4,198,0,2
HOL 2
NEW LINE U
REM NODE 108 TO 100
REM NODE 108 TO 107 (AREA CB #U-1)
STO 0.59,0.72,10
Pip 39.16,29.43,28.85,24.8,24.61,-15
+++ TC = 10.0 min
+++ CA = .4
+++ Link # 4, Flow depth = .66 ft,
Critical
depth =
.63 ft
PNC 108,107,4,256,0,1
REM NODE 107 TO 106
PIP 199.27,28.85,26.85,23.35,22.35,-15
+++ TC = 10.2 min
+++ CA = .4
+++ Link # 5, Flow depth .66 ft,
Critical
depth =
.63 ft
0
Page 2

LINE-U.LST
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 3
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE U
PNC 107,106,4,116,0,1
REM NODE 106 TO 105
PIP 94.26,26.85,24.0,21.05,20.57,-15
+++ Tc = 11.0 min
+++ CA = .4
+++ Link # 6, Flow depth = .65 ft,
PNC 106,105,3,188,0,0
REM NODE 105 TO 104 (AREA CB #U-2)
STO 1.61,0.74,10
PIP 60.19,24.0,25.40,20.32,19.81,-18
+++ Tc = 11.5 min
+++ CA = 1.6
+++ Link # 7, Flow depth = 1.16 ft,
PNC 105,104,4,120,0,1
REM NODE 104 TO 103
PIP 148.44,25.40,22.5,19.71,18.45,-18
+++ Tc = 11.6 min
+++ CA = 1.6
+++ Link # 8, Flow depth = 1.14 ft,
PNC 104,103,4,191,0,1
REM NODE 103 TO 112 (AREA MH #U4)
STO 1.06,0.36,10
PIP 95.46,22.5,22.35,18.35,17.55,-18
+++ Tc = 12.0 min
+++ CA = 2.0
+++ Link # 9, Flow depth = 1.50 ft,
PNC 103,112,3,180,0,0
REM NODE 112 TO 102 (AREA CB #U-3)
STO 0.80,0.63,10
PIP 77.50,22.35,23.00,17.05,16.66,-24
+++ Tc = 12.3 min
+++ CA = 2.5
+++ Link # 10, Flow depth = 1.42 ft,
PDA 0.013,15,2,2.5,2,0.002,24
PNC 112,102,4,94,0,1
REM NODE 102 TO 101
REC 2
PIP 56.13,23.00,23.25,16.56,16.28,-24
+++ Tc = 12.5 min
+++ CA = 3.3
+++ Link # 11, Flow depth = 2.00 ft,
PNC 102,101,4,270,0,1
REM NODE 101 TO 113
REC 1
PIP 131.95,23.6,21,16.18,15.52
+++ Tc = 12.7 min
+++ CA = 3.7
+++ Link # 12, Flow depth = 1.64 ft,
PNC 101,113,4,273,0,1
0
critical depth = .62 ft
Critical depth = 1.16 ft
Critical depth = 1.16 ft
Critical depth = 1.50 ft
Critical depth = 1.33 ft
Critical depth = 2.00 ft
Critical depth = 1.60 ft
****** HYDRA ******* (version 6.1)**** Date 04--13-2004
Page 3

LINE-U.LST
Page No 4
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE U
REM NODE 113 TO 114 (AREA MH #U7)
STO 0.36,0.57,10
Pip 80.86,21,21.2,15.42,15.01,-24
+++ Tc = 13.0 min
+++ CA = 3.9
+++ Link # 13, Flow depth = 2.00 ft, Critical depth =
2.00 ft
PNC 113,114,4,90,1
REM NODE 114 TO 100
PIP 23.62,21.2,21,14.90,14.80
+++ Tc = 13.2 min
+++ CA = 3.9
+++ Link # 14, Flow depth = 1.64 ft, Critical depth =
1.63 ft
PNC 114,100,0,211,2
REM PFS 0,60,10,10,0,0,0,30,0.05
END
END OF INPUT DATA.
0
��*** HYDRA ******* (version 6.1) ****
Date 04-13-2004
Page No 5
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE U
** LINE U1 Analysis of Existing Pipes
Invert Depth cover velocit --Flow-- -solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn ACt/Fuld Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
1 30 15 19.55 .00497 4.3 2.9 3.8 2.46 54
19.40 4.9 3.6 3.7 4.55
2 176 15 19.30 .00510 4.5 3.2 3.8 2.45 53
18.40 4.9 3.5 3.8 4.62
------------------------------------------------------------------------------
Length = 206. ft Total length = 206. ft
*** LINE U-2 Analysis of Existing Pipes
Invert Depth cover velocity --Flow-- -Solutions-
Link Length Diam Up/Dn slope Up/Dn Up/Dn Act/Full ACt/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
Page 4

LINE-U.LST
3 86 18 17.34 .00503 4.5 2.9 4.4 4.50 60
16.91 6.1 4.5 4.2 7.45
-------------------------------------------------------------------------------
Length = 86. ft Total length = 86. ft
*** LINE U Analysis of Existing Pipes
Invert Depth Cover velocit --Flow-- -Solutions-
Link Length Diam Up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
--------------------------------------------------------------------_-___-----
4 39 15 24.80 .00485 4.6 3.3 3.7 2.46 55
24.61 4.2 2.9 3.7 4.50
--------------------------------------------------------------------------------
Length = 39. ft Total length = 39. ft
0
**** HYDRA ******* (version 6.1) *** Date 04-13-2004
Page No 6
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE U
** LINE U Analysis of Existing Pipes
Invert Depth Cover velocity --Flow-- -solutions-
Link Length Diam up/Dn Slope Up/Dn Up/Dn Act/Full ACt/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
-------------------------------------------------------------------------------
5 199 15 23.35 .00502 5.5 4.1 3.8 2.45 54
22.35 4.5 3.1 3.7 4.58
6 94 15 21.05 .00509 5.8 4.4 3.8 2.39 52
20.57 3.4 2.1 3.8 4.61
7 60 18 20.32 .00847 3.7 2.1 6.2 9.00 93
19.81 5.6 4.0 5.5 9.67
8 148 18 19.71 .00849 5.7 4.1 6.2 8.95 93
18.45 4.1 2.4 5.5 9.68
9 95 18 18.35 .00838 4.2 2.5 6.2 10.94 114 1.32 15
17.55 4.8 3.2 5.4 9.62
10 78 24 17.05 .00503 5.3 3.1 5.7 13.60 85
16.66 6.3 4.2 5.1 16.05
11 56 24 16.56 .00499 6.4 4.3 5.6 17.69 Ill 1.71 15
Page 5

r
LINE-U.LST
16.28 7.0 4.8 5.1 15.98
- ---- --- -- ---- ----- --- ----- - ---- -
Length = 770. ft Total length = 856. ft
*** LINE U Pipe Design
Invert Depth Min. Velocity --Flow-- Estimated
Link Length Diam Up/Dn slope Up/Dn Cover Act/Full Act/Full cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (ifs) ($)
------------------------------------------------------------------------------
12 132 24 16.18 .00783 7.4 3.7 7.3 19.89 0.
15.15 5.9 6.4 20.02
-T _ Length= 902. ftTotal length =1194. ft �_ ___
Cost = 0. Total Cost = 0.
T - -- -- Length = 902. ft Total length =1194. ft
Cost = 0. Total Cost = 0.
***�* HYDRA ******* (Version 6.1) ***** Date 04-13-2004
Page No 7
Camp Lejeune - Rational Method with Hydraulic Gradeline - LINE U
*** LINE U Analysis of Existing Pipes
Invert Depth Cover Velocity --Flow-- -Solutions-
Link Length Diam up/Dn Slope Up/Dn Up/Dn Act/Full Act/Full Load Remove Diam
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs) (%) (cfs) (in)
------------------------------------------------------------------------------
13 81 24 15.42 .00507 5.6 3.4 6.6 20.80 129 4.69 18
15.01 6.2 4.0 5.1 16.11
---- - ---- -- - -- ---- -- ---- ----- ---- ----- --
Length = 983. ft Total length = 1275. ft
*** LINE U Pipe Design
invert Depth Min. Velocity --Flow-- Estimated
Link Length Diam Up/Dn Slope Up/Dn Cover Act/Full ACt/Full Cost
(ft) (in) (ft) (ft/ft) (ft) (ft) (ft/s) (cfs)------------------------------------------------------------------------------
($)
14 24 24 14.90 .00845 6.3 4.1 7.5 20.67 0.
14.70 6.3 6.6 20.80
Page 6

a
LINE-U.LST
----------------------------------_---_-----------------------------------------
Length = 1007. ft Total length 1299. ft
cost - 0. Total cost W 0.
****** HYDRA ******* (version 6.1) ***** Date 04-13-2004
Page No 8
camp Lejeune - Rational Method with Hydraulic Gradeline - MINE U
Hydraulic Gradeline computations
Down-
Hydraulic
Link
stream
Gradeline
Crown
possible Ground
Super-
Manhole
Loss
#
Node #
Elevation
Elev.
Surcharge Elev.
crit.?
Depth
Coef
__--__-_-----------------------------------------------------------------------
1
110
20.18
20.65
N
23.81
N
.88
.16
2
101
19.15
19.65
N
23.60
N
2.97
.44
3
102
19.71
18.41
Y
23.00
N
3.15
.31
4
107
25.27
25.86
N
28.85
N
.89
.02
5
106
23.01
23.60
N
26.85
N
1.37
.03
6
105
22.11
21.82
Y
24.00
N
1.79
.24
7
104
20.97
21.31
N
25.40
Y
1.75
.22
8
103
19.61
19.95
N
22.50
Y
2.88
.32
9
112
20.34
19.05
Y
22.35
N/A
3.29
.17
10
102
19.71
18.66
Y
23.00
N
3.15
.63
11
101
19.15
18.28
Y
23.60
N/A
2.97
.60
12
113
18.03
17.15
Y
21.00
N
2.85
.71
13
114
17.44
17.01
Y
21.20
N/A
2.54
.46
14
.._..--------------------------------------------------------------------------
100
16.34
16.70
N
21.00
N
1.64
.00
Terminal Hydraulic
Gradeline
Ground
Loss
Link
# Node #
Elevation
Elevation
Coef.
-----------------------------------------------------------
1
109
20.56
23.81
1.50
3
111
20.24
21.84
1.50
4
-----------------------------------------------------------
108
25.79
29.43
1.50
NORMAL END OF HYDRA
Page 7

Table
Rating Table for Combination Inlet On Grade
Project Description
V1lorksheet 4.5' COMBO INLET RATING CURVE
Type Combination Inlet On Grade
Solve For Efficiency
input Data
Local Depression
T T� 2,0 in
Local Depression Width
4.50 ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.107000 itlit
Road Cross Slope
0.050000 ft/ft
Mannings Coefficient
0.013
Curb Opening Length
4.50 ft
Grate Width
2.00 ft
Grate Length
4.50 ft
Grate Type
P-50 mm (P-1-718'1
Clogging
0.0 %
Options
Calculation Option Use Grate Inlet Only
Grate Flow Option Exclude None
Attribute - Minimum'Maximum. Increment
Discharge (cfs) 0.00 4.00 -0.50.
Slope (ftlft}, 0:001000 0.040000.0:002500..
Discharge Slope Efficiency Intercepted
(cfs) (Rift) Flow
(cfs)
0.00
0.00.1000
NIA
NIA
0.50
0.00}000
1.00
0.50
1.00
0.001000
1.00
1.00
1.50
0.001000
1.00
1.50
2.00
0.001000
0.99
1.99
2.50
0.001000
0.99
2.48
3.00
0.001000
0.99
2.96
3.50
0.001000
0.98
3.44
4.00
0.001000
0.98
3.91
0.00
0.003500
NIA
NIA
0.50
0.003500,
1.00
0.50
1.00
0.003500
1.00
1.00
1.50
0.003500
1.00
1.50
2.00
0.003500
1.00
2.00
2.50
0.003500
1.00
2.49
3.00
0.003500
0.99
2.98
3.50
0.003500
0.39
3.47
4.00
0.003500
0.99
3.94
0.00
0.006000
NIA
NIA
0.50
0.006000
1.00
0.50
1.00
0.006000
1.00
1.00
1.50
0.006000
1.00
1.50
2.00
0.006000
1.00
2.00
2.50
0.006000
1,00
2.50
3.00
0.006000
1.00
2.99
. Project Engineer: Property of
hAQ21121final sd camp I,tm2 Toothman-Orton Engineering Co. FiowMaster v6.1 [61401
03-0e-12 05:38:12 PM ) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1ee6 Page 1,of 4

Table
Rating Table for Combination Inlet On Grade
Discharge (c{5} 9
����
�ffodenCy
Intercepted
Flow
(cfs)
3.50
0.006000
0.99
3.48
4.00
0.006000
0.99
0.00
0.008500
NIA
3.97
0.50
0.008500
1.00
NIA
1-00
0.008500
1.00
0.50
1.50.
0.006500
1.00
1.00
2.00
0.008500
1_00
1.50
2.50
0.008500
1.00
2.50
3.00
0.008500
1.00
2.50
3.50
0.008500
1.00
3.00
4.00
0.008500
1
3.49
0.00
0.011000
_DO
,k1A
0.50
0.011000
1.00
NIA
1.00
0.011000-
1.00
0,50
1.50
_ 0.011000
1.00
1.00
2.00
0.011000
1.00
.. 1.50
2.50
-0.011000
1.00
2.00
3.00
0.011000
1
2.50
'
3.50
0.011000,
.; 1.00
3.00
4.00
- 0.011000,
1.00
3.50
0.00
0.013500
NIA
0-50
0.0i 3500.
1.00
N/A
1.00
' 0.013500;
1.00:
0.50,
,:.
1.50
0.013500
'-: 1.00
1-06
2.00
.. 0.013500'.'
1.00
1:5p
2.50..'
0.013500'
1.00
2.Da.: ,
.3.00
0.013500
1 00,
2:50' .
3.50
0.013500'
1.00
3.Oa
4.00
0.013500:
1,00
3.50:.
.
.0.00
0.016000
NIA
3.99•
0.50
0.016000
1.00
NIA
1.00
0.016000
1.00
0.50
1.50
0.016000
1.Da
1.00
2.00
0.016000
1.00
1.50
2.50
0.016000
2.00.
3.00
0.016000
.1.00
1.00
_ 250
3.50
0.016000
1.00
3.00
4.00
0.016000
1.00
3.50
0•00
0.018500
N/A
4.00
0.50
0.018500
1.00
N/A
1.00
0.018500
1,00
0.50
1-50
0.018500
1.00
1.00
2.00
0.0115500
1-00
1.50
2.50
0.018500
1.00
2.00
3.00
0.018500
1.00
2.50
3.50
0.018500
1.00
3.00
4.00
0.018500
1.00
3.50
0.00
0.021000
NIA
4,00
0.50
0.021000
1.00
NIA
0.50
1.00
0.021000
1.00
1.00
1.50
0.021000
1.00
1.50
2.00
0.021000
1.00
2.00
2.50
0.0210Da
1.00
2.50
h:1021121final s d camp I.fm2 Toothman-Orton Engineering Co. Project Engineer. Property of
03-08-12 05:35:12 PM ) Haestad Methods, Inc. 37 Brookside Road Waterbury,CT VSA FlowMasterve-1 (6140)
[phone] Page 2 of 4

Table
Rating Table for Combination Inlet On Grade
Discharge
(cfs)
Slope
(eft,
Efficiency
Intercepted
Flow
(cfs)
3.00
3,50
4.00
0.00
0,50
1.00
1.50
2,00
2.50.
3-00
3.50
4 00
.0.00
0.50
1.00
1.50
2.00
2-50
3.00
3.50
4.00
0.00
0.50'
1.00
1.50
2.00.
2.50'
3.00.
3.50
4.00
0•00
0.50
1.00
1.50
2.00
2-50
3100
3.50
4,00
0.00
0.50
1.00
1.50
2.00
2.50
3-00
3.50
4.00
0.00
0.50
1.00
1.50
2.0010.036000
0.021000
0.021000
0:021000
0.023500
0.023500
O.D23500
0.023500
0.023500
0,023500
0.023500
0.023500
0.022500
0.026000
0.026000
0.026000
0.026000
0.026000
0.026000
0.025000
0.026000
0M6000
0,028500
0.0285001
0.028500,
0.028500`
0.028500'.
' 0.028500
0.028500
0.028500
0.028500
0.031000
0.03i000
0.D31000
0.031000
0.031000
0.031660
0.031000
0.031000
0.031000
0.033500
0.033500
0.033500
0.033500
0.033500
0.033500
0.033500
0.033500
0.033500
0.036000
0,036000
0.036000
0.036000
1.00
1.00
too
NIA
1.00
100
1.00
1.00
1.00
1.00
1.00
'i.00
NIA
1.60
1.00
1.00
.1.00
100
1.00
1:00
1.00
N1A
1.00
':. 1.00
1.00
1.00
1.00
1.00
1.00
1:00
NIA
1.00
1.00
1.00
1 M
1.00
1.00
1_00
1.00
NIA
1.00
1 00
1.00
1.00
1.00
100
1.00
1.00
NIA
1.00
1•D0
1.00
1,00
3-DO
3.50
4.00
NIA
0.50'
1.00
1.50
2.00
2.50
3.00
3.50
4.00
N/A
0.50
. ,-..-1,00
].50
2.00
2.50
3.00
3.50 '
4.00.
fWA
0.50'
1:00.
1:50; -.
2.aa
2.50: -
3.00.
'3.50.
4.00
NIA
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
NIA
0.50
1.00
1.50
2.00
2.50
3.00
3,50
4.00
NIA
0.50
1.00
1-50
2.00
h_102112Vinal stl camp 1.fm2 Project Engineer. Property. of
Toothman-Orton Engineering Co. FlowMaster v6.1 [6140[
03-08-12 05:38:12 PM ► Haestad Methods, Inc. 37 B=Kside Road Waterbury, CT 06708 USA [phone] Page 3 of

Table
Rating Table for Combination inlet On Grade
Discharge
(cis)
Slope
(ftlft)
Effdency
Intercepted
Flow
(cfs)
2,50
0.036000
1.00
2.50
3A0
0.036000
100
3.00
3.50
0.036000
1.00
3.50
4.00
0.036000
1.00
4.00
0.00
0.038500
NIA
NIA
0.50
0.038500
1.00
0.50
1.00
0.038500
1.00
1.00
1.50
0.038500
1.00
1.50
2.00
0,038500
1.00
2,00
2.50
0.038500
1.00
2.50
3.00
0.038500
1.00
3.00'-
3.50
0,038500
1.00
3.50
4:001
0,038500
1,00
4.00
Project Engineer. Property of
,. h,%021121TinaJ sd carnp l.fm2 Toothman-Orton Engineering Co. FlowMasterv6.1;814a}
03-08_1'2 05:38:12 PM j Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-'1666 Page 4 of 4

Table
Rating Table for Cornbinatiori Inlet In Sag
Project Description
Worksheet
4.5' COMSO INLET IN SAG
Type
Combination Inlet In S ag
Solve For
Spread
Input Data
Local Depression
2.0 in
Local Depression Width
4.50 ft
Gutter Width
2-00 ft
Gutter Cross Slope
0.107000 lt/ft
Road Cross Slope
0.050000 tuft
Curb Opening Length
4.50 ft
Opening Height
0.42 ft
Curb Throat Type
Horizontal
Grate Width
2.00 ft
Grate -Length
4.50 ft
-'Grate Type
P-50 mni (P-1-7/8")
Clogging
0.0 %
Options . .
-
Calculation -Option"-
Use Grate Inlet Only
Attribute
Mininnum-'. Maximum : lricrement `%
Discharge (cfs)
0:00" 15.00 . 0.50i:.'
Discharge. Spread
Depth`
(Cfs) (ft).
(ft)
0.00
NIA
WA'
0.50
0.50
-0.09
1.00
0.80
-0,05
1.50
1.05
-0.02
2.00
1.27
0.02
2.50
1.48
0.05
3.00
1.67
0.07
3.50
1.85
0.10
4.00
2.02
0.12
4.50
2.19
0.15
5-00
2.34
0.17
5.50
2_50
0.19
6.00
2.65
0.21
6.50
2.79
0,24
7.00
2.93
0.26
7.50
3.07
0.28
8.00
321
0,30
8.50
3.34
0.31
9.00
3.47
0,33
9.50
3.60
0.35
10.00
1.72
0.37
10.50
3.84
0.39
11,00
3.96
0.40
11.50
4.08
0.42
12.00
4.20
0.4d
12.50
4.32
0.45
Project Engineer_ Property Of
h'\02112\Cinal s d camp l.fm2
Toothman-Orton Engineering Ca-
FlowMaster v6,1 (61401
03-08-12 05:4224 PM )
Haestad Methods, Inc. 37 9roakside Road Waterbury, CT 06708 USA
[phone] page 1 of 2

Table
Rating Table for Combination inlet In Sag
Discharge
(cfs)
Spread
(ft)
Depth
(ft)
13.00
4.43
0.47
13.50
7A7
0.49
14.00
7.80
0.50
14.50
8.11
0.52
15.00
8.43
0.54
Project Engineer. Property of
h:1021121final s d camp I.fm2 Taothman-Orton Engineering Co. FEowMaster v6.1 f61401
03-08-12 05:42:24 PM ) Haestad Methods, Inc_ 37 Brookside Road Waterbury, C7 06708 USA [phone] Page 2 of 2

Cross Section
Cross Section for Ditch Inlet In Sag
Project Description
Worksheet Ditch inlet - 1
Type Ditch Inlet in S ag
Solve For Spread
Section Data
Discharge
3.00 cis
Spread
4.29 ft
Left Side Slope
3.00 H : V
Right Side Slope
3.00 H : V
Bottom Width
3.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Local Depression
0.0 in
Local Depression Width
0.00 it
Grate Type
P-SO mm (P=1-7l8")
Clogging
0.0 %
ON
MOW
V:1 Cam.
H:1
N TS
Project Engineer' Property Of
h:10211211'inai sd camp I.im2 Toothman-Orton Engineering Co. FlowMaster v6.1 161401
03-Oa-12 05,26:17 PM ) Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA [phone] page 1 of 1

Curve
Plotted Curves for Gutter Section
Project Description
Worhsheet SLOPE VS DISCHARGE - 8' S PREAD T-6" Gutter 5% cross slope
Type Gutter Section
Solve For Discharge
Input Data
Gutter Width 1.50 ft
Gutter Cross Slope 0,107000 ft/ft
Road Cross Slope 0.050000 f tft
Spread 8.00 ft
Mann ings Coefficient 0.016
Attribute Minimum Maximum Increment
Slope (fdft) 0.003000 0.050000 0,025600
Woricsheet- SLOPE VS DISCHARGE - 8' SPREAD V-6" Gutter 5% cross slope
140 ------ --Discharge vs- Slope
-------------------- r t I t r
! I 1
13.0,--------- r------------- -------------------`------7-------------,--- ---- ---
12.Or------------- I-------------- ------------- i------------- --------- ...............
-^------='�
. t -- I t I
--------- - `--t-- - ---- t--.-_.---'------i.�;r.':;.
1 I I � � f 't, :•�
a0'0 ---- ---- 1------- --------=------- --- ---- ----- --- ------=------------- - - -- --
rn '' ---- -------I
-------------------------- ---- ------------- :.
1Z. 9.0 ,--------- - ,..--_- _ ----�- �.
----- ------ ------1 -------------'-
! , I t I
t ! 1 I I t
t 1
i
t 1 I 1 1 I
1 I I t 1 1
5.() -___-- ' ' ____----------------____-_-__-
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ - _ - - _ - - _ ,
1
lf 1 I - _ _ - _ - - ,
5.� --'--- -1--------------=------------s-------------r-------------I------
r t r r ! t 1
4.0 I--
0.000
0.005 0.010 0.015 0,020 0.025 0,030
Slope
()
Project Engineer. Property of
h:1021121ftnal'sd camp l.fm2 Toothman-Orton Engineering Co. FlowMasterv6.1 [61401
05-08-03 12:46:51 ) Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Project: 04015/02112 Page 1 of 3
Date: 4106/04 Prepared by: W>
PHASE II POND 4-06-04
PERMANENT POOL VOLUME:
MAIN POND
FOREBAY
ELEV
SURFACE
VOL(CF)
ELEV
SURFACE
VOL(CF)
AREA (SF)
AREA (SF)
15.2
7316
15.2
2194
715.40
207.45
15.10
6,992.00
15.10
1955
6,519.15
193.05
14.00
4,861.00
15,00
1,906.00
3,337.60
1.676.00
13.20
3,483.00
14.00
1,446.00
680.40
1,244.00
13.00
3,321.00
13.00
1,042.00
2,933.00
868.50
12.00
2,545.00
12.00
695.00
1,806.00
206.20
11.20
1,970.00
11.60
336.00
342.00
67.20
11.00
1,450.00
11.20
0.00
368.90
10.65
658.00
148.05
SUBTOTAL:
4,462.40
10.20
0.00
%=
0.21
SUBTOTAL:
16,850.50 CF
TOTAL PERM. POOL VOL=
21,312.90 CF
TEMPORARY POOL VOLUME:
ELEV SURFACE VOL(CF)
AREA (SF)
15.20 9,510.00
8,038.80
16.00 10,587.00
5,466.00
16.50 11, 277.00
TOTAL TEMP. POOL VOL.= 13,504.80

Project RiveRidge Engineering Co. Page 4 of .-:�
Date l 3.1'oy Prepared by A--lW _T
/ r9
aJE% El YYJ1A)lF s S ,,Z FAE >49Jz
�
bt,>Tw , iammlm
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LMER OF TRANSM AL
RIVERIDGE
ENGINEERING COMPANY
405 W. MYRTLE ST.
BOISE, IDAHO 83702
PHONE: [phone]
FAX: [phone]
TO: North Carolina Department of Environment and
Natural Resources
127 Cardinal Drive Extension
Wilmington, N.C.
28405-3845
WE ARE SENDING
Shop drawings
Copy of letter
NAttached
Prints
Change
Date Job No.
6-17-04 04015
ATTENTION
Laurie Munn
RE:
Permit No. SW8 010420 Modification
Tarawa Terrace I Housing Replacement
High Density Stormwater Project
Onslow County
Under separate cover
Plans Samples
the following
❑ Specifications
COPIES DATE NO. I DESCRIPTION
1 Sealed Phase 11 Pond calculations
1 Sealed Phase ID and Town Center Pond calculations
THESE ARE TRANSMITTED as checked below
F]For approval Approved as submitted
11 For your use Approved as noted
0 As requested E Returned for corrections
F7For review comment
FOR BIDS DUE 20
❑ Resubmit copies for approval
Submit copies for distribution
Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS: 11ere are your original copies. Thanks for all your assistance!
COPY TO SIGNED: -
If enclosures are not as rrofed, kindly not fv us a7 onee.

Project: 04015102112
Date: 4106104
PHASE II POND 4-06-04
PERMANENT POOL VOLUME:
MAIN POND
ELEV
SURFACE
VOL(CF)
AREA (SF)
15.2
7316
715.40
15.10
6,992.00
6,519.15
14.00
4,861.00
3, 337.60
13.20
3,483.00
680.40
13.00
3,321.00
2,933.00
12.00
2,545.00
1,806.00
11.20
1,970.00
342.00
11.00
1,450.00
368.90
10.65
658.00
148.05
10.20
0.00
SUBTOTAL:
16,850.50 CF
TOTAL PERM. POOL
VOL=
21,312.90 CF
TEMPORARY POOL VOLUME:
ELEV SURFACE VOL(CF)
AREA (SF)
15.20 9,510.00
8,038.80
16.00 10,587.00
5.466.00
16.50 11, 277.00
TOTAL TEMP. POOL VOL.= 13,504,80
Page 1 of 3
Prepared by: W F
FOREBAY
ELEV
SURFACE
VOL(CF)
AREA (SF)
15.2
2194
207.45
15.10
1955
193.05
15.00
1,906.00
1,676.00
14.00
1.446.00
1,244.00
13.00
1,042.00
868.50
12.00
695.00
206.20
11.60
336.00
67.20
11.20
0.00
SUBTOTAL: 4,462.40
%= 0.21

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RE: Camp Lejeune Phase 11 - Housing Replacement - Additional C...
y
Subject: RE: Camp Lejeune Phase 11 - Housing Replacement - Additional Comments
From: "Wendy Haustveit" <[e-mail]>
Date: Fri, 30 Apr 2004 12:10:13 -0600
To: "'Laurie Munn"' <[e-mail]>
Laurie,
How do these limits look? I showed the existing stormdrain pipe for your reference (I will remove them in the
final drawing). I will also add the line and curve descriptions.
Thanks -Wendy
From: Laurie Munn [mailto:[e-mail]]
Sent: Friday, April 30, 2004 8:21 AM
To: whaustveit@rvrdg,com
Subject: Re: Camp Lejeune Phase II - Housing Replacement - Additional Comments
I need to get the Town Center Pond brought into the project boundary. Can you revise the Overall
Grading plan (most easily seen on the large sheets) to include the Town Center pond and the
connections from Court 13, Court 14, A street and all associated impervious areas ( new construction -
Phase II only) draining to the Town Center pond. Then show the connection from the Town Center
pond to the Phase i D pond. Add a detail for the Town Center pond and give me some volumes in the
calculations. The new project boundary acreage will be the previously submitted boundary acreage
plus the area of the Town Center pond and the area where the storm pipes are that drain to this pond.
All additional acreage draining to the Town Center pond will be off -site drainage, included in the
drainage area, but excluded from the project boundary area.
Laurie
Wendy Haustveit wrote:
Laurie,
I included revised sheets G-102, CG-123, CG-124 & CG-210 separately from the
construction plans sent. These sheets show how we will connect to the outlet pipe
from the Town Center Pond and route it to the Phase ID pond. The stormdrain pipe
that routes the water from Jabour and Gerst Courts is an existing pipe that begins
at existing inlets in Jabour runs south down W. Peleliu, then west down Inchon St.
and then South to the Town Center Pond. (The only new construction on this pipe
network in Phase II is to replace the existing two inlets at the intersection of
Jabour with new inlets.) Another pipe then carries the water from the Town Center
Pond to a location south of Tarawa Blvd. where the pipe terminates. This is the
pipe we connect to and route to the Phase ID Pond.
Because the majority of the contributing area to the Town Center Pond is in Phase
III, we will analyze the stormdrain network from Jabour Court to the Phase ID Pond
in Phase III and upgrade it as necessary. I did a preliminary analysis to
determine the 48" pipe size used to route the water to the Phase ID Pond. I can
tell you that. in Phase III we are reducing the drainage area that currently drains
to the Town Center Pond and routing down W. Peleliu Dr. directly into the Phase ID
Pond. Preliminary analysis of the Phase ID Pond with the Phase III improvements
results in: Total area: 175.2 Acres, Impervious area: 58.3 Acres, % Impervious:
39%. Compared with the original Permit: Total area: 173.82 Acres, Impervious
area: 74.74 Acres, $ Impervious: 43%.
of4 5/3/2004 7:17 AM

RE: Camp Lejeune Phase 11 - Housing Replacement - Additional C...
HUNT has a survey crew out today picking up additional data for the pond. I
should have it this afternoon and will send it to you.
Wendy Haustveit
RiveRidge Engineering Company
405 W. Myrtle St.
Boise, Idaho 83702
Phone:[phone]
Fax: [phone]
-----Original Message -----
From: Laurie Munn (mailto:[e-mail]]
Sent: Thursday, April 29, 2004 6:39 AM
To: [e-mail]
Subject: Re: Camp Lejeune Phase IT - Housing Replacement - Additional Comments
Hey Wendy
I tried leaving a voicemail, but it didn't seem to go through. So, I
will call you when I get back in today. This design will work, I just
want to get a revised boundary that shows the Town Center Pond within
the project boundary (so will will have some control over it - making
sure they don't remove that pond before the area is rerouted) and the
information showing how the new impervious surfaces drain to that pond.
Everything that is existing and running to that pond will be considered
off -site and does not need to be included. All storm piping that is
used to drain the new impervious area to the Town Center Pond should be
included within the project boundary, and if any existing impervious
area is remaining in that area, then that will be considered onsite
existing. Also, please provide me with some information on the Town
Center Pond and the overflow elevations. Show how it connects to the
Phase I D pond. If it is already included, let me know what page it is
on because I cannot locate it.
This should wrap it up. Thanks. I'll talk to you this afternoon.
Laurie
Wendy Haustveit wrote:
>Laurie,
>
>It's 4:00 my time and I just received this and was just walking out the
>door. Hopefully these quick responses will clear things up a little. I'll
>call you tomorrow around 10:45 your time.
>Please see the revised page 2 of the Stormwater Management Permit
>Application form and pages 1-3 of the Wet Detention Basin Supplement I sent
>for answers to your questions below.
>Responses:
>1. Page 2 of the Stormwater Management Permit Application shows all the
>required areas. For the Phase ID pond I included everything that is within
>the phase II boundary in the on -site rows, and everything outside of the
>phase II boundary as Off -site. Maybe that is what is confusing. Also for
>the Phase ID pond please see Exhibit SD-2 in the Stormdrainage System
>Report. This shows two areas that will reach the Phase ID Pond. The first
>is the area in "red" title Area to Phase ID Pond and the other is the area
>in "yellow" labeled Area to Town Center Pond & Routed to Phase ID Pond. I
>routed the overflow pipe from the Town Center Pond to the Phase ID Pond. So
>both of these areas will now make it to the Phase ID Pond where the water
>will be cleaned up.
2 of4 5/3/2004 7:17 AM

RE: Camp Lejeune Phase II - Housing Replacement - Additional C...
>2. The increase in built -upon area for Phase ID Pond is due to routing the
>Town Center Pond to the Phase ID Pond. The in built -upon area for the Phase
>II Pond is because we directed all of the rear half of the buildings and
>portions of the yards to the pond.
>
>3 & 4. The impervious areas are stated on page IT of the Stormwater
>Management Permit Application form.
>
>Wendy Haustveit
>RiveRidge Engineering Company
>405 W. Myrtle St.
>Boise, Idaho 83702
>Phone:[phone]
>Fax: [phone]
>----- Original Message -----
>From: Laurie Munn [mailto:[e-mail]]
>Sent: Wednesday, April 28, 2004 9:45 AM
>To: Wendy Haustveit
>Subject: Camp Lejeune Phase IT - Housing Replacement - Additonal Comments
>
>Hi Wendy,
>I got the resubmittal from Hunt Building Co., and I have a few
>additional questions.
>1. Are you now incorporating all of the impervious area and drainage
>area currently going to the Town Center Ponca in the Phase I D pond
>drainage area? This will have to be done if you want to direct the
>runoff to the Town Center pond to the Phase 1 D Pond. Also, the Town
>Center Pond will need to be incorporated into the project boundary and I
>will need to get some information on it. Please provide the volume of
>the Town Center Pond, outlet control structure information, pond
>elevations, and calculations showing that everything that drains to this
>pond will make it to the Phase I D pond and drawdown within 2-5 days.
>It appears that the Phase 1 D pond can handle this runoff, but I need to
>make sure that the impervious area going to the Town Center pond does
>not exceed the permitted amount. I would like the Town Center pond to
>be in the project boundary, then the amount of remaining impervious
>surfaces to be constructed detailed and the rest would be considered
>off -site drainage.
>2. There is an increase in built -upon area. Is this increase for the
>Phase 1D pond the town center pond area? What accounts for the increase
>to the Phase IT pond?
>
>3. Please let me know the exact amount of impervious surfaces to be
>constructed for each drainage area. Then provide information on
>existing impervious draining to the pond, and the amount of future, if
>any, draining to each pond.
>
>4. On p. 2, Section III, of the application, what is the total project
>area and the project built -upon area %.
>Please call me to discuss once you have had a chance to look these over.
>Thanks,
>Laurie
7
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3 of 4 5/3/2004 7:17 AM

RE: Camp Lejeune Phase 11 - Housing Replacement - Additional C,,.
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RE: Camp Lejeune Phase it - Housing Replacement - Additional C...
Subject: RE: Camp Lejeune Phase H - Housing Replacement - Additional Comments
From: "Wendy Haustveit" <[e-mail]>
Date: Thu, 29 Apr 2004 11:07.27 -0600
To: "'Laurie Munn"' <[e-mail]>
Laurie,
I included revised sheets G-102, CG-123, CG-124 & CG-210 separately from the
construction plans sent. These sheets show how we will connect to the outlet pipe
from the Town Center Pond and route it to the Phase ID pond. The stormdrain pipe
that routes the water from Jabour and Gerst Courts is an existing pipe that begins
at existing inlets in Jabour runs south down W. Peleliu, then west down Inchon St.
and then South to the Town Center Pond. (The only new construction on this pipe
network in Phase II is to replace the existing two inlets at the intersection of
Jabour with new inlets.) Another pipe then carries the water from the Town Center
Pond to a location south of Tarawa Blvd. where the pipe terminates. This is the
pipe we connect to and route to the Phase ID Pond.
Because the majority of the contributing area to the Town Center Pond is in Phase
III, we will analyze the stormdrain network from Jabour Court to the Phase ID Pond
in Phase III and upgrade it as necessary. I did a preliminary analysis to
determine the 48" pipe size used to route the water to the Phase ID Pond. I can
tell you that in Phase III we are reducing the drainage area that currently drains
to the Town Center Pond and routing down W. Peleliu Dr. directly into the Phase ID
Pond. Preliminary analysis of the Phase ID Pond with the Phase III improvements
results in: Total area: 175.2 Acres, Impervious area: 68.3 Acres, % Impervious:
39%. Compared with the original Permit: Total area: 173.82 Acres, Impervious
area: 74.74 Acres, % Impervious: 43%.
HUNT has a survey crew out today picking up additional data for the pond. I
should have it this afternoon and will send it to you.
Wendy Haustveit
RiveRidge Engineering Company
405 W. Myrtle St.
Boise, Idaho 83702
Phone:[phone]
Fax: [phone]
-----Original Message -----
From: Laurie Munn [mailto:[e-mail]]
Sent: Thursday, April 29, 2004 6:39 AM
To: [e-mail]
Subject: Re: Camp Lejeune Phase II - Housing Replacement - Additional Comments
Hey Wendy
I tried leaving a voicemail, but it didn't seem to go through. So, I
will call you when I get back in today. This design will work, I just
want to get a revised boundary that shows the Town Center Pond within
the project boundary (so will will have some control over it - making
sure they don't remove that pond before the area is rerouted) and the
information showing how the new impervious surfaces drain to that pond.
Everything that is existing and running to that pond will be considered
off -site and does not need to be included. All storm piping that is
used to drain the new impervious area to the Town Center Pond should be
included within the project boundary, and if any existing impervious
area is remaining in that area, then that will be considered onsite
existing. Also, please provide me with some information on the Town
Center Pond and the overflow elevations. Show how it connects to the
Phase I D pond. If it is already included, let me know what page it is
on because I cannot locate it.
I of 3 4/30/2004 7:34 AM

v
RE: Camp Lejeune Phase lI - Mousing Replacement - Additional C...
This should wrap it up. Thanks. I'll talk to you this afternoon.
Laurie
Wendy Haustveit wrote:
>Laurie,
>
>It's 4:00 my time and I just received this and was just walking out the
>door. Hopefully these quick responses will clear things up a little. I'll
>call you tomorrow around 10:45 your time.
>
>Please see the revised page 2 of the Stormwater Management Permit
>Application form and pages 1-3 of the Wet Detention Basin Supplement I sent
>for answers to your questions below.
>Responses:
>
>1. Page 2 of the Stormwater Management Permit Application shows all the
>required areas. For the Phase ID pond I included everything that is within
>the phase II boundary in the on -site rows, and everything outside of the
>phase II boundary as'Off-site. Maybe that is what is confusing. Also for
>the Phase ID pond please see Exhibit SD-2 in the Stormdrainage System
>Report. This shows two areas that will reach the Phase ID Pond. The first
>is the area in "red" title Area to Phase ID Pond and the other is the area
>in "yellow" labeled Area to Town Center Pond & Routed to Phase ID Pond. I
>routed the overflow pipe from the Town Center Pond to the Phase ID Pond. So
>both of these areas will now make it to the Phase ID Pond where the water
>will be cleaned up.
>
>2. The increase in built -upon area for Phase ID Pond is due to routing the
>Town Center Pond to the Phase ID Pond. The in built -upon area for the Phase
>II Pond is because we directed all of the rear half of the buildings and
>portions of the yards to the pond.
>
>3 & 4. The impervious areas are stated on page II of the Stormwater
>Management Permit Application form.
>Wendy Haustveit
>RiveRidge Engineering Company
>405 W. Myrtle St.
>Boise, Idaho 83702
>Phone:[phone]
>Fax: [phone]
>
>
>-----Original Message -----
>From: Laurie Munn [mailto:[e-mail]]
>Sent: Wednesday, April 28, 2004 9:45 AM
>To: Wendy Haustveit
>Subject: Camp Lejeune Phase II - Housing Replacement - Additonal Comments
>Hi Wendy,
>
>I got the resubmittal from Hunt Building Co., and I have a few
>additional questions.
>
>1. Are you now incorporating all of the impervious area and drainage
>area currently going to the Town Center Pond in the Phase I D pond
>drainage area? This will have to be done if you want to direct the
>runoff to the Town Center pond to the Phase 1 D Pond. Also, the Town
>Center Pond will need to be incorporated into the project boundary and I
>will need to get some information on it. Please provide the volume of
>the Town Center Pond, outlet control structure information, pond
2 of 3 4/30/2004 7:34 AM

i , . 1;w
RE: Camp Lejeune Phase 11 - Housing Replacement - Additional C...
>elevations, and calculations showing that everything that drains to this
>pond will make it to the Phase I D pond and drawdown within 2-5 days.
>It appears that the Phase 1 D pond can handle this runoff, but I need to
>make sure that the impervious area going to the Town Center pond does
>not exceed the permitted amount. I would like the Town Center pond to
>be in the project boundary, then the amount of remaining impervious
>surfaces to be constructed detailed and the rest would be considered
>off -site drainage.
>2. There is an increase in built -upon area. Is this increase for the
>Phase 1D pond the town center pond area? What accounts for the increase
>to the Phase II pond?
>
>3. Please let me know the exact amount of impervious surfaces to be
>constructed for each drainage area. Then provide information on
>existing impervious draining to the pond, and the amount of future, if
>any, draining to each pond.
>4. On p. 2, Section TIT of the application, what is the total project
>area and the project built -upon area �.
>Please call me to discuss once you have had a chance to look these over.
>
>Thanks,
>Laurie
3 of 3 4/30/2004 7:34 AM

J
R$: Cani� Lejeune Phase 11 - Housing Replacement - Additional C...
1�
Subject: RE: Camp Lejeune Phase 11 - Housing Replacement - Additional Comments
From: "Wendy Haustveit" <[e-mail]>
Date: Wed, 28 Apr 2004 16:02:13 -0600
To: "'Laurie Munn"' <[e-mail]>
Laurie,
It's 4:00 my time and I just received this and was just walking out the
door. Hopefully these quick responses will clear things up a little. I'll
call you tomorrow around 10:45 your time.
Please see the revised page 2 of the
Application form and pages 1-3 of the
for answers to your questions below.
Responses:
Stormwater Management Permit
Wet Detention Basin Supplement I sent
1. Page 2 of the Stormwater Management Permit Application shows all the
required areas. For the Phase ID pond I included everything that is within
the phase II boundary in the on -site rows, and everything outside of the
phase II boundary as Off --site. Maybe that is what is confusing. Also for
the Phase ID pond please see Exhibit SD-2 in the Stormdrainage system
Report. This shows two areas that will reach the Phase ID Pond. The first
is the area in "red" title Area to Phase ID Pond and the other is the area
in "yellow" labeled Area to Town Center Pond & Routed to Phase ID Pond. I
routed the overflow pipe from the Town Center Pond to the Phase ID Pond. So
both of these areas will now make it to the Phase ID Pond where the water
will be cleaned up.
2. The increase in built -upon area for Phase ID Pond is due to routing the
Town Center Pond to the Phase ID Pond. The in built -upon area for the Phase
II Pond is because we directed all of the rear half of the buildings and
portions of the yards to the pond.
3 & 4. The impervious areas are stated on page II of the Stormwater
Management Permit Application form.
Wendy Haustveit
RiveRidge Engineering Company
405 W. Myrtle St.
Boise, Idaho 83702
2hone:[phone]
Fax: [phone]
-----Original Message -----
From: Laurie Munn [mailto:[e-mail]]
Sent: Wednesday, April 28, 2004 9:45 AM
To: Wendy Haustveit
Subject: Camp Lejeune Phase II - Housing Replacement - Additonal Comments
Hi Wendy,
I got the resubmittal from Hunt Building Co., and I have a few
additional questions.
1. Are you now incorporating all of the impervious area and drainage
area currently going to the Town Center Pond in the Phase I D pond
drainage area? This will have to be done if you want to direct the
runoff to the Town Center pond to the Phase 1 D Pond. Also, the Town
Center Pond will need to be incorporated into the project boundary and I
will need to get some information on it. Please provide the volume of
the Town Center Pond, outlet control structure information, pond
elevations, and calculations showing that everything that drains to this
1 of 2 4/29/2004 7.45 AM

ReS: Camp Lejeune Phase ] l - Housing Replacement - Additional C...
pond will make it to the Phase I D pond and drawdown within 2-5 days.
It appears that the Phase 1 D pond can handle this runoff, but I need to
make sure that the impervious area going to the Town Center pond does
not exceed the permitted amount. I would like the Town Center pond to
be in the project boundary, then the amount of remaining impervious
surfaces to be constructed detailed and the rest would be considered
off -site drainage.
2. There is an increase in built -upon area. Is this increase for the
Phase 1D pond the town center pond area? what accounts for the increase
to the Phase IF pond?
3. Please let me know the exact amount of impervious surfaces to be
constructed for each drainage area. Then provide information on
existing impervious draining to the pond, and the amount of future, if
any, draining to each pond.
4. On p. 2, Section III of the application, what is the total project
area and the project built --upon area %.
Please call me to discuss once you have had a chance to look these over.
Thanks,
Laurie
2 of 2 4/29/2004 7:45 AM

HUNT
BUILDING CORMPANY, LTD.
271 'Tarawa Boulevard, Camp Lejeune, NC 28543
Tel: [phone] FAX: [phone]
TRANSMITTAL TO:
Laurie Munn
N. Carolina Dept. of Enviornment 8. Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION:
are the following: ❑X Attached
❑ Shop Drawings
TRANSMITTAL NO.
DATE:
REPLY TO:
PROJECT:
J900891.099
26-Apr-04
o Anne Evans, Office anager
675 Military Family Housing Units
Camp Le'eune, NC
CONTRACT NO.: N62470-02-C-2052
HBC JOB NO.: 900891
❑ under separate cover via:
❑ Samples ❑ Literature
DESCRIPTION
NO. OF COPIES
OR QTY
✓
1. Cover Letter to Laurie Munn.
2. Page 2 of the Stormwater Management Permit Application Form.
1
3. Pages 1-3 of the Wet Detention Basin Supplement.
'
4. Phase II Stormwater Drainage System Engineering Report.
5. Drawing titled Flow Path.
v'
6. Basketball Court, Picnic Area, and Tot Lot detail sheets.
v
7. Building footprints.
Y
8. 2 sets of enlarged grading plans (3 sheets each).
9. SH, CG 123, 124, 210, G 102.
b
a
These are transmitted as checked below:
❑ For signature and/or notary
❑X For your use
❑ As requested
❑ For review and comment
Action on this submittal is required on or before:
REMARKS:
❑ Approved as submitted
❑ Approved as noted
❑ Returned for correction
❑ Resubmit 0 copies
in order to maintain the scheduled progress of the project.
HUNT BUILDING COMPANY, LTD.
(Signature)
David Byrd, General Superintendent
(Printed Name)

pf
RiveRidge Engineering Company
Consulting Engineers and Planners
405 W. Myrtle St.
Boise, Idaho 83702
208-323-2288 9 FAX [phone]
April 23, 2003
Laurie Munn
North Carolina Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Laurie:
The following is in response to your letter dated March 22, 2004 subject: Request for Additional
Information.
In response to item 1: I have attached 2 sets (3 pages each) of enlarged grading plans that are at a scale of
I "=100'.
In response to item 2: I have included details of the basketball courts and picnic areas.
In response to item 3: 1 have included unit footprints.
In response to item 4: we revised the grading around the buildings that did not direct the roof runoff
towards the ponds, and modified the note on sheet G-102. I have included revised sheet 2 of the
Stormwater Management Permit Application and 2 sets of the revised construction plans and a copy of
the revised Storm Drainage System Engineering Report.
In response to item 5: we revised the layout of the pond. I have included revised sheets 1-3 of the Wet
Detention Basin supplement and a drawing titled "Flow Path" that shows the flow path used to calculate
the width of the pond.
In response to item 6: Please look at Page 2 of the Stormwater Management Permit Application. The
area labeled Drainage Area I is the Phase ID Pond area and the table shows the Phase II built upon areas.
The row labeled as "off -site impervious surface area" represents all areas outside of Phase II that will
drain to the Phase II pond. Per your sketch, all of the area outlined was permitted during the construction
of Phase I. Please see Exhibits SD-1 and SD-2 in the Storm Drainage System Engineering Report for pre -
development and post -development drainage areas.

i
April 19, 2004
Page 2
Please note that we routed the Town Center Pond outflow pipe to the Phase ID pond. Therefore all of the
Phase 11 impervious runoff will be routed either to the Phase ID Pond or the Phase II Pond and a variance
will not be required. I have included revised sheets G-102, CG-123, CG-124 & CG-210 that show this
pipe network.
In addition we have included:
Two sets of revised construction plans.
Pages 1-3 of the Wet Detention Basin Supplement for Phase II Pond
Page2 of the Stormwater Management Permit Application
If you have any questions please call me at [phone].
Sincerely,
TOOTHMAN-ORTON ENGINEERING COMPANY
Wendy Haustveit, P.E.
GA04015W21121WPfi1es\PHH Stormwater permit response.doc

OF W A TF9 Michael F. Easley, Governor
f �} William G. Ross Jr., Secretary
,� Gy North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
FAX COVER SHEET
Date: March 16, 2004 No. of Pages: 2
To: Ms. Jo Anne Evans From: Laurie Munn
Company: Hunt Building Co., Ltd. Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 010420 Modification
Project Name: Tarawa Terrace Housing Replacement
MESSAGE:
Ms. Evans,
I received your application for the Stormwater Express Program. It is necessary for you
to contact us prior to the submittal of your application. You should request acceptance
into the program by faxing a request for an express application to Cameron Weaver,
Express Permitting Coordinator. In your fax, please include your contact information,
type of BMP used, and vicinity map. You will then be contacted with a date to submit
your project.
I have included a copy of the Stormwater Express Timeline. It is necessary for you to
submit the application through this process to avoid too many projects being submitted
on the same day. Once you are accepted into the program, I will contact you with a
review date. You must submit the fee and application by this date. If I do not schedule
the submittals, I will receive too many applications on one day and not be able to meet
my 2 day review time.
I have accepted the project into the program without you going through the process
described above. I have scheduled the review date for Friday, March 19, 2004. If time
allows, the project will be reviewed prior to this date. For further projects, please be
aware of the required submittal steps.
Let me know if you have any questions.
S:IWQSISTORMWATIADDI NF0120041010420MOD.mar04
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service*
Wilmington Regional Office Wilmington, NC 29405 [phone] Fax [phone] NT

0
P. 1
' h
COMMUNICATION RESULT REPORT ( MAR.16.2004 12*09PM )
FILE MODE OPTION
—
995 MEMORY T
REASON FORERROR
E-1) HANG UP OR LINE FAIL
E-8) NO ANSWER
ADDRESS (GROUP)
-- --
89102194646
TTI NCDENR WIRO
RESULT PAGE
------------------------
OK P. 2/2
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
O� �NAr1R Michael F. Easley, Govemor
Q William G, Ross Jr.. Secretary
0 North Carolina Department of Environment and Natural Resources
?y Alan W. Klimek, P.E=„Director
Division of Water Quality
Caleen H. Sullins, Deputy Director
Dlvlslon of Water Quality
FAX COVER SHEET
Date: March 16, 2004 No. of Pages: 2
To: Ms. Jo Anne Evans From: Laurie Munn
Company: Hunt Building Co., Ltd. Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 010420 Modification
Project Name: Tarawa Terrace Housing Replacement
MESSAGE:
Ms: Evans,
I received your application for the Stormwater Express Program, It is necessary for you
to contact us prior to the submittal of your application, You should request acceptance
into the program by faxing a request for an express application to Cameron Weaver,
Express Permitting Coordinator. In your fax, please include your contact information,
type of BMP used, and vicinity map. You will then be contacted with a date to submit
your project.

04/14/2004 16:15 9102194646 HUNT CAMP LE=JEUNE
{■ PAUt n1lai
4401 North Mena • El Paso, Texas 79902.1107 • P.O. Box 12920 • E1 Paso, Texas 7"13.0220 - 915 53a•1122 • FAX [phone]
Zoo 4
NHUNT
BUILDING CIONSPluN,1.M.
Memorandum
Date: April 14, 2004
To: North Carolina Division of Water Quality
Attention: Cameron Weaver
From: David Byrd, General Superintendent
Subject: 675 Military Family Replacement Housing Units
Camp Lejeune, North Carolina
Contract No. N62470-02-R 2052
Reference: DWQ Stormwater Project Number SW8 01.0420 Modification
Please accept this writing as a request for a date to resubmit the express storm water
permit application for the project as referenced above.
1 may be reached a t 910-219-4644 (office) or by email @
davidb(a)huntbuildin .com if you have any questions.
Thank you.
cc: Rick Marshall Sr. Vicc President; Project Manager
Project File

Tarawa Terrace - Phase I I I
Subject: Tarawa Terrace - Phase If]
From: "Wendy Haustveit" <[e-mail]>
Date: Wed, 31 Mar 2004 09:50:28 -0700
To: "Laurie Munn" <[e-mail]>
Laurie,
I have a couple of questions.
• In the northwest portion of the Phase III site, the groundwater is currently 12 to 18 inches below existing
ground. We are looking at two different options for collecting and disposing of the stormwater from this
area. First would be filling the site and routing the stormwater to the Phase ID pond. The second is to
grade the area such that the stormwater would drain to a new pond in this area. This pond would require
a lift station to pump the temporary pool and any overflow water. The water would be pumped to either
an existing drain ditch that runs along the north boundary line, or to a system that would carry it to the
Phase ID pond.
If we were to create this additional pond what would be the requirements for depth to groundwater?
Could the pond be lined if we do not meet the separation requirements? When using a lift station are
there different design requirements for sizing of the pond, overflow re uirements, etc.? ould it be
O.K. to discharge the overflow into the drain ditch?P9'yl��
mwwyo
• If we could prove that the new built upon area in Phase II that drains to the Town Center pond does not
exceed the current built upon area could that be a temporary solution for not permitting the Town Center
Pond in Phase II?
If the above option does not work, could we remove the Phase II area that will drain to the Town Center
Pond as shown on Exhibit SD-2, and include it in the Phase III stormwater permit? We will be
submitting for the Phase III permit within the next couple of months. if we include this area in the PH III
permit, would we be able to build these improvements prior to the approval of the PH III permit?
Any information you can provide me is appreciated, for some reason I cannot view the administrative
codes over the internet and I only have hard copies of portions of the stormwater section.
Thanks - Wendy
I of 1 411 /2004 7:24 AM

O� NJ A 7-E9 Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E.,Director
0 .r Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
FAX COVER SHEET
Date: March 29, 2004 No. of Pages: 1
To: Wendy Haustveit From: Laurie Munn
Company: RiverRidge Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
.Phone # [phone]
DWQ Stormwater Project Number: SW8 010420 Modification
Project Name: Tarawa Terrace Housing Replacement
MESSAGE:
Wendy,
I received your request for an extension for resubmittal of the above project. The extension is
granted. The remaining drainage issues to be addressed are directing the roof drainage to the
pond or providing additional treatment for this area and providing treatment for the area
currently proposed to be directed to the Town Center Pond. As I mentioned in our phone
conversation last week, the Town Center Pond is not a permitted stormwater pond. This area
must be directed to a permitted system.
Please feel free to contact me if you have any questions.
S:\WQS\STORMWAT\ADDINFO\2004\ 010420MOD. mar04
Cc: Rick Marshall 915-545-2631
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] MCDEMR

Camp Lejeune
Subject: Camp Lejeune
From: "Wendy Haustveit" <[e-mail]>
Date: Thu, 25 Mar 2004 13:02:11 -0700
To: [e-mail]
CC: [e-mail]
Laurie,
Per the message I left you yesterday, I would like to talk to you about alternate treatment for the roof -runoff that
currently is not directed to the storm drain system. Attached please find two pdf drawings. The buildings that
are "clouded" are the buildings we are having grading problems with.
The existing perimeter roadways are remaining in place and will be resurfaced. In addition the curb, gutter and
sidewalk will be replaced. The maximum design driveway grade is 12%. Currently all adjoining units in the
multi -family buildings share a common finished floor elevation. Due to the length of the 4-plexes, usually the
downhill unit will have a 12% driveway grade and the uphill will have a 2% driveway grade. The 4-plex buildings
have roof drains at each corner of the building and two more near the center of the building.
Most of the "problem" buildings line E. Peleliu Dr., which is an existing roadway. These buildings are replacing
buildings that were just recently removed. The yards directly behind the buildings slope at approximately a 3:1
down to a marshy area and are currently only 10 feet deep. Inmost cases the current design represents
approximately 10' of grassed yard and 65' or more of wooded area that would treat the runoff prior to it
discharging into the marshy area.
I will call you to discuss options. Thanks for your help in this matter.
Sincerely,
Wendy Haustveit, P.E.
RiveRidge Engineering Co.
Boise, ID 83702
PH: [phone]
Fax: [phone]
........................ ............. ..... ...... .... ......._-.............._.._-.--__.- -._... -------------------------- - _— _ m—._—_ _��—
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l of 1 3/26/2004 1:45 PM

RE:, Camp Lejeune
Subject: RE: Camp Lejeune
From: "Wendy Haustveit" <[e-mail]>
Date: Fri, 26 Mar 2004 10:29:17 -0700
To: "'Laurie Munn"' <[e-mail]>
Laurie,
Please look at the attached drawing. I'd like to talk to you about permitting the area shown as a low density
area. The overall drainage area shown is approximately 24.9 Acres and the built upon area is only 0.7 acres.
This is a density of 3%. These are the roofs that currently do not make it to the storm drain system.
If it is determined we can permit this area as a low density area, I would like to do the same for the few houses
on Arsenault and Evans Courts, where the roofs currently do not make it into the storm drain system.
Thanks - Wendy
From: Laurie Munn [mailto:[e-mail]]
Sent: Friday, March 26, 2004 5:51 AM
To: [e-mail]
Subject: Re: Camp Lejeune
Wendy,
The definitition of SA waters is : waters suitable for commercial shellfishing and all other tidal
saltwater uses.
Projects draining to these waters are more protected. The Camp Lejeune project does not drain to SA
waters. 1 have included a link to the definition of the water classes.
http-Hh2o,enr.state.iic.us/adm1n/rules/rbO4Ol 03.df
I will get back to you today about the drawings you attached with your email.
Laurie
Wendy Haustveit wrote:
Laurie,
Per the message I left you yesterday, I would like to talk to you about alternate treatment for the roof -runoff that
currently is not directed to the storm drain system. Attached please find two pdf drawings. The buildings that
are "clouded" are the buildings we are having grading problems with.
The existing perimeter roadways are remaining in place and will be resurfaced. In addition the curb, gutter and
sidewalk will be replaced. The maximum design driveway grade is 12%. Currently all adjoining units in the
multi -family buildings share a common finished floor elevation. Due to the length of the 4-plexes, usually the
downhill unit will have a 12% driveway grade and the uphill will have a 2% driveway grade. The 4-plex buildings
have roof drains at each corner of the building and two more near the center of the building.
Most of the "problem" buildings line E. Peleliu Dr., which is an existing roadway. These buildings are replacing
buildings that were just recently removed. The yards directly behind the buildings slope at approximately a 3:1
down to a marshy area and are currently only 10 feet deep. In most cases the current design represents
approximately 10' of grassed yard and 65' or more of wooded area that would treat the runoff prior to it
discharging into the marshy area.
1 of 3/26/2004 1:45 PM

RE! Camp Lejeune
I will call you to discuss options. Thanks for your help in this matter.
Sincerely,
Wendy Haustveit, P.E.
RiveRidge Engineering Co.
Boise, ID 83702
PH: [phone]
Fax: [phone]
......... . . .. .. .. . .
1 Content -Type: application/pdf
[GRADING TO MUNN-LAYOUT 3.pdf j
1 Content -Encoding: base64
2 of 2 3/26/2004 3 :45 PM

O� IN A rr--9 Michael F. Easley, Governor
O� pG William G. Ross Jr., Secretary
- 9 North Carolina Department of Environment and Natural Resources
r
? Alan W. Klimek, P.E.,Director
0 Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
March 22, 2004
Commander Ben Pina
Camp Lejeune Marine Corp Base
1005 Michael Road
Camp Lejeune, NC 28547-2521
Subject: REQUEST FOR ADDITIONAL INFORNIATION
Stormwater Project No. SW8 010420 Modification
Tarawa Terrace Housing Replacement
Onslow County
Dear Commander Pina:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Tarawa Terrace Housing Replacement on March 15, 2004. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stortnwater review:
The site plan and grading plan are currently shown on 23 separate -sheets. Please provide
a drawing with the overall site plan and- grading plan. If this area is too large to be shown
on 1 sheet, you may show it over more sheets, but the submitted plans should be at least
24" x 30". There may be additional comments upon review of the overall plans.
2. Please dimension the basketball courts and picnic areas. All impervious surfaces on site
must be dimensioned.
Please provide a unit footprint for the housing units. Also, please dimension the interior
sidewalks.
4. Sheet G-102 of the plans states that all roof drainage should be directed towards the pond,
except for buildings located on the perimeter of the phase boundary. All roof drainage on
the project must enter the pond. Also, all impervious areas must enter the forebay first.
It appears that units 4038 -- 4041 may drain directly into the main pond area.
Please provide a 3:1 L: W flow path ratio in the pond. o
6. Please provide a breakdown of the built -upon area currently permitted to Phase ID Pond
and the additional built -upon area to be taken to that pond. I have included a sketch of
the information that I need.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to March 27, 2004, or the application
will be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NDENR

..ti, ;�O
Commander Ben Pina
Page 2
March 22, 2004
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 reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone].
Sincerely,
,'_0 ,
Laurie Munn
Environmental Engineer
RSS/:Ism S:IWQSISTORNIWAT\ADDINT- 0\2004\010420MOD-Mar04.doc
cc: Laurie Munn
Wendy Haustveit
Enclosure

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HUNT
TRANSMITTAL NO.:
BUILDING COMPANY, LTD.
DATE:
271 Tarawa Boulevard, Camp Lejeune, NC 28543
REPLY TO:
Tel: [phone] FAX: [phone]
PROJECT:
TRANSMITTAL TO:
North Carolina Department of Environment & Natural Resources
Division of Water Quality
CONTRACT NO.:
127 Cardinal Drive Extension
HBC JOB NO.:
Wilmington, NC 28405
ATTENTION: Laurie Munn
are the following:[!] Attached
Shop Drawings
Under separate cover via:
Samples n Literature
J900891.073
15-Mar-04
o Anne Evans, Office Manager
317 Family Housing Units
Camp Lejeune, NC
N62470-02-C-2052
900891
VIA: Hand delivered
DESCRIPTION
NO. OF COPIES
OR QTY
Letter dated March 9, 2004 to Laurie Munn from Wendv Haustveit of Toothman-Orton Enqineerinq
2
1 Original Stormwater Permit Application Form and one copy
2
1 Original Wet Dention Basin Supplement and one copy
2
22" X 34" color copies of the Wetlands Exhibit
2
Tarawa Terrace Phase II, Housing Replacement Construction Plans (with revisions to Arsenault and Evi
2
Courts incorporated)
Tarawa Terrace Phase II, Housing Replacement Specifications
2
Phase II Stormwater Drainage System Engineering Report (with revisions to Arsenault and Evans Court
2
incorporated)
Drawing titled Project Boundary
2
Check number 40040554 in the amount of $4,000.00
1
These are transmitted as checked below:
For signature and/or notary
QX For your use
As requested
�] For review and comment
REMARKS:
Approved as submitted
Approved as noted
Returned for correction
Resubmit 0 copies
T BUILDING COMPANY
(Signature)
Jo Anne Evans, Office Manager
(Printed Name)

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TOOTHMAN-ORTON ENGINEERING COMPANY
CONSU)JING ENGINEERS, SURVEYORS AND PLANNERS
9777 CHINDEN BOULEVARD
BOISE, IDAHO 83714-2008
208-323-2288 • FAX [phone]
March 9, 2003
Laurie Munn
North Carolina Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Laurie:
The purpose of this letter is to inform you that revisions have been made to the permitted area referenced
above. A portion of the area permitted is currently in the design/build phase for redevelopment under the
project name `'Tarawa 'Terrace - Phase II Housing Replacement."
The Phase II modifications to the existing permit include the following:
1.) The drainage area to the Phase 1D has been modified to show the actual area that will drain to the
Phase ID pond. I have included a drawing titled "Post Development Drainage Areas - Exhibit 2"
that shows the drainage areas contributing to the Phase 1D pond for the Phase II design.
Please notice that a portion of the area under the current permit actually drains to an existing
detention pond on the west edge of the project, refered to as the "Existing Town Center Pond".
2.) A second pond, refered to as the Phase 11 Pond, was added in the northeast portion of the site.
Please find the attached information for your review:
1. Stormwater Management Permit Application Form
2. Wet Detention Basin Supplement
3. 2 — Tarawa Terrace Phase 11, Housing Replacement Construction Plans
4. 2 - Tarawa Terrace Phase II, Housing Replacement Specifications
5. 2 - Phase II Stormwater Drainage System Engineering Report
6. 2 — Drawing titled Project Boundary
7. 2 -- 22" x 34" color copies of the Wetlands Exhibit
BOISE • COEUR d'ALENE

March 9, 2004
Page 2
I have included the revised Stormwater Management Permit Application form, and all data required on
page 4, and the Wet Detention Basin Supplement for the Phase II pond.
All stormwater descriptions and calculations are included in the document titled Storm Draina+(e System_
Engineering Report For "Tarawa Terrace Housing Development, Phase 11.
In addition I have enclosed two copies of a drawing that shows the wetland limits near the Phase II pond.
This drawing was overlaid onto the construction plans and used to show the limits of the wetlands around
the Phase II pond. All other construction areas are outside the limits of the wetlands, as noted on sheet G-
102.
As discussed on the phone, "Tarawa Terrace - Phase III Housing Replacement" is also in the design phase
and we will soon be submitting a Stormwater Management Permit Application, and accompanying data
for Phase III. I have enclosed a drawing titled PH. Ill POST -DEVELOPMENT DRAINAGE AREAS,
EXHIBIT SD-2B. This drawing shows the proposed Phase III post -development drainage areas that will
drain to the Phase 1D pond, to the existing "Town Center Pond" and another proposed pond south of the
intersection of Bougainville and Tarawa Blvd. `Fite drawing also shows the phase boundaries for Phase
III. However, due to ongoing discussions with the military and HUNT Building Corp., who is the
design/build Contractor, it is possible that the Phase 111 boundary may be revised.
If you have any questions please call me at [phone]. After March 12, 2004 1 will be employed
with RiveRidge Engineering Co. and can be reached at (208) 344-1 180.
Sincerely,
TOOTHMAN-ORTON ENGINEERING COMPANY
Wendy Haustveit, P.E.
I1V21 121WPfiles\PH11 Revisions 5lormwater letter.dm
BOISE • COEUR TALENE

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