SW8130104_HISTORICAL FILE_20130510

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 130 UH
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 V3 0 5 � 0
YYYYMMDD

'A
MCDENf
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E. John E. Skvarla, III
Governor Director Secretary
May 10, 2013
Commanding Officer
USMCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 130104
P-705 Hangar and Apron Expansion
High Density Commercial Sand Filter Project
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for P-705 Hangar and Apron Expansion on May 10, 2013. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000. We
are forwarding modified Permit No. SW8 130104, dated May 10, 2013, for the construction,
operation and maintenance of the BMP's and built -upon area associated with the subject
project.
The modification covered by this permit is switching from low density to high density. This permit
shall be effective from the date of issuance until May 10, 2021, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation
and Maintenance requirements in this permit. Failure to establish an adequate system for
operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes. Per NCGS 143-215(e), the petition must be filed with the OAH within
thirty (30) days of receipt of this permit. You should contact the OAH with all questions
regarding the filing fee (if a filing fee is required) and/or the details of the filing process at 6714
Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and
binding.
If you have. any questions, or need additional information concerning this matter, please contact
Linda Lewis, at [phone].
Sincerely,
7. Charles Wakild, P.E., Director
Division of Water Quality
GDS/arl: S 0O&Stormwate6Permits 8 ProjectsQ0131130104 HM2013 05 permit 130104
cc: Chris Carlsten, P.E., TranSystems
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748 O00
Internet: w .ncwaterquality.org N�orth/C,Jarrjollina
An Equal Opportunity l Affirmative Action Employer Y ,/t� armI&

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer, MCB Camp Lejeune
P-705 Hangar and Apron Expansion
End of White Street, MCB-CL, Onslow County
FOR THE
construction, operation and maintenance of five (5) sand filters and a Rainwater Harvesting
System in compliance with Session Law 2008-211 and the provisions of 15A NCAC 2H
.1000 (hereafter collectively referred to as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as attached
and on file with and approved by the Division of Water Quality and considered a part of this
permit. \
This permit shall be effective from the date of issuance until May 10, 2021 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit.
3. The application form, supplement forms, approved plans and specifications for this
project are incorporated by reference and are enforceable parts of the permit.
4. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be
recorded showing all such required easements, in accordance with the approved
plans.
The project shall maintain a 50' wide vegetated buffer adjacent to surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of banks of each side of rivers and streams and the mean high
water line of tidal waters.
All runoff being directed into wetlands shall flow into and through those wetlands at a
non -erosive velocity as established by the 401/404 wetlands group.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
7
51
The following design elements have been approved for the sand filter stormwater
facility, and must be provided in the system at all times.
SAND FILTER #
a. Drainage Area, acres:
Onsite, ftZ:
Offsite, ftZ:
b. Total Impervious Surfaces, ftZ:
Buildings, ft :
Roads/Parking, ftZ:
Sidewalk, ftZ:
Other, ftZ:
Existing, ftZ:
Offsite, ftZ:
C. Design Storm, inches:
d. Sediment Chamber SA, ftZ:
e. Sand Chamber SA, ftZ:
f. Top of Sand Elevation, ftZ:
g. Maximum Head on Filter, feet:
h. Bypass Weir Elevation, fmsl:
i Permitted Storage Volume, ft3:
j. Underdrain # / 0"
k. Time to Draw Down, hours:
m. Kecetving scream i Ktver tsa
n. Stream Index Number:
o. Classification of Water Body:
A
B
C
D
E
4.56
4.58
4.19
4.36
3.43
186,594
164,383
148,822
155,800
130,735
11,907
35,028
33,833
34,005
18,618
168,965
186,009
173,488
181,065
140,776
0
0
0
0
0
152,494
146,798
135,472
142,877
117,612
436
0
0
0
0
4,128
4,183
4,183
4,183
4,546
11,907
35,028
33,833
34,005
18,618
0
0
0
0
0
1.5
1.5
1.5
1.5
1.5
2,158
2,158
2,158
2,158
2,608
1,461
1,461
1,461
1,461
1,434
14.5
12.9
13.05
11.59
12.0
4.3
4.85
4.4
4.65
3.25
18.8
17.75
17.45
16.24
15.25
15,202
17,192
15,564
16,469
12,702
2@4"
2@4"
2@4"
2@4"
2@4"
<40
<40
<40
<40
<40
19-17-(6.5)
,.C„
A Rainwater Harvesting System has been approved for Drainage Area G, subject to
the following criteria:
a. Drainage Area, square feet: 60,851
b. Impervious Surfaces, square feet: 60,851 (roof)
c. Design Storm, inches: 1.5
d. Cistern volume provided, gallons: 100,000
e. Dedicated Use: Aircraft Wash Water
f. Excess design storm is diverted to a level spreader and vegetated filter strip.
9. The runoff from a total of 133,391 square feet of pre-1988 built -upon area from the
existing apron is being collected and treated in the proposed sand filters. This BUA
is noted in Section IV.10 of the application as "Existing Offsite". In exchange, a like
amount of proposed built -upon area will not be treated. With the issuance of this
permit, a total of 37,578 square feet of proposed BUA in drainage areas H and I is
not being treated by any BMP. The remainder of 95,813 square feet is available for
future trade-off, subject to approval by the Division. The terms of the trade-off are:
1) that the proposed built -upon area maintains an equal or greater buffer width
adjacent to surface waters than the buffer for the existing built -upon area being
treated; and, 2) No new piped discharges to surface waters are created as a result
of the proposed "trade-off' built -upon area.
II. SCHEDULE OF COMPLIANCE
No person or other legal entity shall alter the approved stormwater management
system, or fill in, alter, or pipe any drainage feature, including swales, shown on the
approved plans as part of the stormwater management system, unless and until the
permittee submits a modification to the permit and receives approval from the
Division.
2. The permittee is responsible for verifying that the proposed built -upon area for the
entire project does not exceed the allowable built -upon area.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
3. 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.
4. 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.
5. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. Infiltration systems should not be used as
erosion control devices, due to the potential clogging. 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.
6. 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 the approved plans, regardless of size.
b. Redesign or addition to the approved amount of built -upon area.
C. 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. 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.
9. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function 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. IMowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f: Debris removal and unclogging of filter media, bypass structures, orifice,
catch basins and piping.
g. Access to all components of the system must be available at all times.
10. 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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning
and Design Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any items
not in compliance must be repaired or replaced to design condition prior to the
transfer. Records of maintenance activities performed to date will be required.
13. This permit shall become voidable unless the facilities are constructed in accordance
with the conditions of this permit, the application, approved plans and specifications,
and other supporting data.
14. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel,
brick, stone, slate, coquina and parking areas, but does not include raised, open
wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and .
approval by the Director. At least 60 days prior to a change of ownership, or a name
change of the Permittee or of the project, or a mailing address change, the permittee
shall submit a completed and signed "Name/Ownership Change Form" to the
Division of Water Quality, accompanied by the appropriate documentation as listed
on the form. The project must be in good standing with DWQ. The approval of this
request will be considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions of
this permit until such time as the Director approves the transfer request. Neither the
sale of the project area in whole or in part, nor the conveyance of common area to a
third party, constitutes an approved permit transfer.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances which may be imposed by other
government agencies (local, state, and federal) which have jurisdiction.
5. 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.
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. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall submit a permit renewal application and processing fee at least
180 days prior to the expiration date of this permit.
9. A copy of the approved plans and specifications shall be maintained on file by the
Permittee at all times.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
Permit modified and reissued this the 10th day of May 2013.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION.
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
P-705 Hangar and Apron Expansion
Stormwater Permit No. SW8 130104
Onslow County
Designer's Certification
Page 1 of 2
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 130104 Mod.
Certification Requirements: Page 2 of 2
.1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. Elevations of the BMP are per the approved plan.
6. BMP is located per the approved plans.
7. A trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation. (Does not apply to
underground sand filters)
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required number and type of plantings are provided.
16. The required dimensions of the system are provided, per the approved plan.
cc: NCDENR-DWQ Regional Office
Page 8 of 8

'
DWQUSE ONLY
Date Received
Fee Paid
Permit Number
000, °D --/,-
5Gv 8/3�/li
Applicable Rules: ❑ Coastal SW - T995 ❑ Coastal SW - 2008 ❑ Ph Il - Post Construction
(select all Hutt apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This fort may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-705 HANGAR AND APRON (EXPANSION)
2. Location of Project (street address):
While Street
City:Camp Lcleune Counly:Onslow Zip:28542
3. Directions to project (from nearest major intersection):
East on Douglas Road from US17, Turn right on White Street and project is on the end of White Street
4. Latitude:34° 42' M.5" N Longitude:770 27 16.8" W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modification}
tRenewals with modyirntions also requires SK U-102 - Rniewal Application Forra
b.lf this application is being submitted as the result of a modification to an existing permit, list the existing,
permit numberSW8 130104 , its issue date (if known)lanuary 25, 2013 , and the status of
construction: ❑Not Started ®Partially Completed' ❑ Completed' "prornde a designer's certification
2. Specify the type of project (cheek one):
❑Low Density ®High Density ❑Drains loan Offsite Stormwater System ' ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the storruwaler project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks, information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 26.0 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:ONLO-2013-052, December 6, 2012 and February 20, 2013
5. Is the project located within 5 miles of a public airport? ®No [-]Yes
If yes, see S.L. 2012-200, Part Vl: http://portal.ncdeiir.org/web/wq/ws/su/statesw®®/rruicss laws
ECEI 99 E
Form SWU-10l Version 06Aug2012 Page 1 of 6 APR 10 2013
yY:

III. CONTACT INFORMATION
1.a. Print Applicant / Signing Official's name and title (specifically the developer, properly owner, lessee,
designated government official, individual, etc. who owns the proiectl:
Applicant/Organization:Commandiny Officer, Marine Corps Base, Camp Leieune
Signing Official dr Title:Mr. Neal Paul, Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:1005 Michael Road
City:MCB Camp Lejuene State:NC 7-ip:28547
Mailing Address (if apylicable):1005 Michael Road
City:MCB Camp Leieune State:NC Zip:28547
Phone: (910 ) 451-2213
Email:[e-mail]
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 21) below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Properly Owner/Organization:
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address
City: State.
Phone: ( ) Fax:
Email:
3.a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Mr. David Towler
Signing Official k Tille:Mr. Neal Paul, Duty Public Works Officer
b.Contact information for person listed in item 3a above:
Mailing Address:Public Works Division, Building 1005, Civil Design Branch
City:MCB Camp Lejuene
Phone: (910 ) 451-3238 Ext. 3284
Email:[e-mail]
State:NC Zip:28547
Fax: (--
4. Local jurisdiction for building permits: N/A Federal Property
Point of
FormSWU-101 Version06Aug2012
Phone #:
CCEO M
Page 2 of APR 10 2013
µY:

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Imnervious areas of the airfield parking apron will consist of stormwater sheet flow to inlet structures and an
enclosed stormwater stem. Treatment will include concrete vault sandfilter BMP structures. Roof run-off
will be treated with a rainwater harvester and levels reader dissipation structure. Areas adjacent to the
hangar building will be treated by vegetated swales.
2.a.If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Dale:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph 11- Post Construction
3. Stormwaler runoff from this project drains to the While Oak River basin.
4. Total Property Area: 30.7 acres 5. Total Coastal Wetlands Area: 0.0 acres
6. Total Surface Water Area: 0.0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area`:30.7 acres
Total project area shall be calculated to exclude the following tire normal pool of imrrounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MH➢v) line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Nor -coastal wetlands landward of the NHW (or MHVv) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 60.9 %
9. How many drainage areas does the project have?8 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density anti other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional slieel with the information for each area
provided in the same formal as below.
Form SWU-101 Version 06Aug2012 Page 3 of 7
ECEIVEft
APR 10 2013
BY:— 0

Base Information. _
Drainage Area
A Southt
Drainage Area
B South2
Drainage Area
C (South3l
Drainage Area
D Soulh4
Drainage Area
E (SouM
Drainage Area
G Roo
Drainage Area
H East
Drainage Area
I North
Receiving Stream Name
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Southwest Crk
Stream Class
C
C
C
C
C
C
C
C
Stream Index Number
19-17
19-17
19-17
19-17
19-17
19-17
19-17
19-17
Total Drainage Area (
198501
199411
182655
189805
149353
60895
47351
136162
On -Site Drainage Area
186594
164383
148822
155800
130735
60895
30363
136162
Off -Site Drainage Area
11907
35028
33833
34005
18618
16988
Proposed Impervious Area (so
168965
186009
173488
181065
140776
60895
278a0
24074
% Impervious Area tote
85.1%
93.3%
95.0%
95.4%
94.3%
100.0%
58.9%
17.7%
Impervious Surface Area
Drainage Area
A(Southll
Drainage Area
B South2
Drainage Area
C South3
Drainage Area
D South4 ..
Drainage Area
., E !jau ..
Drainage Area
G (Roofi
Drainage Area
H East
Drainage Area
- I(North).
On -site Buildings/Lots (so
60895
On -site Streets
4356
436
436
10890
On -site Parkin (
148138
W362
135036
142877
117612
2178
13906
On -site Sidewalks
436
436
8640
Other on -site (sf)
4128
4183
4183
4183
4546
1528
Future
Existing Off -site (sf)
11907
35028
33833
34005
18618
14376
Total (Not Ind. BUA)
168965
1860D9
173488
181065
140776
60895
27880
24074
Note:
This project seeks credit for treatment of 133,391 SF of existing offsite impervious
area. At this time 13,504 SF and 24,074 SF of credit is being applied to Drainage
Area H and Drainage Area I, respectively. The remaining balance of 95,813 SF of
impervious area can be applied to future development

Basin Information
DrainagegArea
Drainage Area
Drainage Area _
Drainage Area _
Receiving Stream Name
See Attached
Stream Class *
Stream Index Number
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** s
Impervious Area** total
Impervious— Surface Area
Draina e Area A.'
Draina e Area B
Draina e Area'.0
Drainage Area D:
On -site Buildings/Lots (so
On -site Streets (so
On -site Parkin (so
On -site Sidewalks (so
Other on -site (so
Future (so
Off -site (so
.Existing BUA*** (so
Total (sf):
Stream Class and Index Number can be determined at: lrttti.aorteLncdetir.orghoebhoq[ps/csu/classifications
Intpervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
�is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Project consists of
pavement expansion of an existing aircraft parking apron. Offsite sheet flow that currenty is captured in
prerimeter ditches will be added to the to the proposed drainage system. See construction documents for
information.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per I5A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttl2://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. 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 items listed below. A detailed application instruction sheet and BMP
checklists are available from httl2://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at ham://12ortal.ncdenr.org/web/wq/ws/su/ma ss.)
Please indicate that the following required information have been Provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdennorg/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. SEC
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M t! L
agreement(s) for each BMP. E C E I VE
Form SWU-101 Version 06Aug2012 Page 4 of 7 APR 10 2013
RY:_

4. Permit application processing fee of $505 paynble to NCDENR. (For an Express review, refer to (FC
httu://www.envhelp.orgL12ages/onestol2express.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for CL�
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).. C�
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: L(
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NFIW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished Floor elevations.
I. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to venfij the SHWF prior
to subwittal, [phone].1
10. A copy of the most current property deed. Deed book: N/A Page No: N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httv:/ /www.secretary.state.nc.us/Corporations/CSearch.asi2x
Form SWU-101 Version 06Aug2012 Page 5 of 7
( rc
ECEIVE
APR 10 2013
By:--

VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, oulparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must he
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http://12ortal.ncdenr.org/web/wq/ws/su/stdtt!sw/forms dots. Download the latest versions for each
submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signatme(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer.Christopher E. Carlsten, P.E.
Consulting Firm: TranSystems
Mailing Address:4390 Belle Oaks Drive, Suite 220
City:North Charleston State:SC Zip:29405
Phone: (843 ) 266-9308 Fax: (843 ) 529-9616
E mail:ceca rl s ten@t ra nsys tems.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name cf person
listed in Contact Information, item 1 a) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the slormwater system.
Form SWU-101 Version 06Aug2012 Page 6 of 7
APR 10 2013

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwaler treatment
facility without a valid permit. I understand that the operation of a stormwaler treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Date:
a Notary Public for the Stale of
do hereby certify that
County of
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwaler permit. Witness my hand and official seal,
63:I:.1
My commission
X. APPLICANTS CERTIFICATION
1, (print or hjpe name ofperson listed in Cmitact Information, item 1a) Neal Paul ,
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants willlay recorded, and rat the proposed project complies with the requirements of the
applicable slormwater rule, i er 15A N AC H .1000 and any other applicable slate st jorm�w'aterr requirements.
Signature: Dale: I?1 Ck191
I, J&A- a No apry(�P�u}blic Wr the State of - cWtounty of
do hereh`n y Ccrlify that, l/ll-�y\ personally appeared
before me this�day of IV ll,Vfl`lr�l,V^\ lt/��bnd ackn lh> . vt "the application for
a stormwaler permit. Witness my hand and official
KELLEY VANDECOEVERINgi
NOTARY PUBLIC II
ONSLOW COUNTY
STATE OF NORTH CAROLINA
Form SWU-101 Version 06Aug2012
commission expires J;M ( I
ECEI V E
Page 7 of 7 APR 10 2013
BV:-------
_

Permit Number:i�6 II v7"
(to be Provided by DVM)
11 .1
EWA ��,of vlArf�
�//�''''��
o\
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required items Checklist (Section 111) and the 18M Agreement (Section IV)
Project name
Contact name
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Drainage area (Ac)
149,353.00 ft' OK
Impervious area
140,776.00 ft2
%Impervious &)
94.3%%
Design rainfall depth (Rc)
1.50 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
in
1-yr, 24-hr intensity
inthr
Pre -development 1-yr, 24-hr runoff
ft3lsec
Post -development 1-yr, 24-hr runoff
ft'Isec
Pre/Post 1-yr, 24-hr peak control
ft3/sec
Storage Volume
Design volume (WQV)
16,771.00 ft'
Adjusted water quality volume (WQVm)
12,578.25113 OK
Volume contained in the sedimentation basin and on top of the sand filter
12,702.00 ft'
Top of sand filter/grate elevation
16.74 to 17.55 ft amsl
Weir elevation (between chambers) -
12.17 ft amsl
Maximum head on the sedimentation basin and sand filter (hM Fitt,,)
3.251t OK
Average head on the sedimentation basin and sand filter (h,)
1.63 R OK
Runoff Coefficient (Rv)
0.90 (unbless)
Type of Sand Filter
Open sand filter?
N Y or N
SHWT elevation
ft amsl
Bottom of the sand fitter elevation
ft amsl
Clearance (ds,nvr)
Closed/pre-cast sand fitter?
Y Y or N
SHWi elevation
15.25 ft amsl
Bottom of the sand fitter elevation
8.69 to 9.50 ft amsl
Clearance (ds,,r)
-5.75to-6.56
If this is a closed, underground dosed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
4.54 If
structure (ds.,)
ECEIVE
MAY 112111
BY:
Form SW401 Sand Filter-Rev.5 2009Seg17 Pans I and II. Project Design Summary, Page 1 of 2

Permit Numbers W 5'`3 o 1 o
nobepro 69dby DWQ)
SeUmentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filler
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bedidrain elevation
Depth of the sand media fitter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an oft -line flow-splittlng device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated fifter?
What is the length of the vegetated f fter7
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 3011 from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (W,J?
What is the depth of sand over the outlet pipe (dpipe)?
2,608.00 ftz OK. Meets minimum, but may need to be increased to
7.05 ft
OK. Meets minimum, but may need to be increased to
ft amsl
ft
(ft/day)
in
40.00hours
OK. Submildreinagecalculations.
1.67 days
Y
YorN
OK
Y
YorN
OK
YorN
It
N
Y or N
Show how flow is evenly distributed.
Y
YorN
OK
YorN
Y or
YorN
16.00 ft OK
1.17-1.96ft OK
ECEIVE
MAY 10 2013
Form SW401-Sand Filter-Rev.5 2009Sept17 Pans I and IL Project Design Summary, Page 2 of 2

MEMORY TRANSMISSION REPORT
TIME :05-14-'13 14:55
FAX NOA :910-350-2004
NAME :DENR Wilmington
FILE NO.
299
DATE
05.14 14:50
TO
: 8 918435299616
DOCUMENT PAGES
9
START TIME
05.14 14:52
END TIME
05.14 14:55
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE
f E.e ar Nor.b Carolina
pspar.m eat of nvlruu men. nJ vNatural Rmnu rem
wnm maven Ree.n nat ornee
PorMcCra ry• G,.vernnr FAX COVER SHMmw ✓ ha EShvor/u 111 Secre..v ry
Phone: (�,Q] "/46-"1336
12'1 Cerdinxl prl�e Extm ria n. Wi. m ine[o n. NC �94U5 a (Yt UJ 7Yn-)CIS e M Eque. Gypo nuuYry Anirmetivn Aot�on Gmploye.

PaIMeCrory, Governor
Date
To:
Co:
Fax:
Re:
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET John E Skvarla III, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal opportunity Affirmative Action Gmployer

MEMORY TRANSMISSION REPORT
TIME :05-14-'13 14:52
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
298
DATE
05.14
14:49
TO
: 8 919104512927
DOCUMENT PAGES
9
START TIME
05.14
14:49
END TIME
05.14
14:52
PAGES SENT
9
STATUS
OR
*** SUCCESSFUL TX NOTICE
Stuta of NortM1 Cafotina
ftepvrtmant of F.nvtrnnmant sod 1Vaturut Rnwurura
wom�ng�nn Raeianm omra
Pnt McCrory. Gove.mle FAX COVER SHEET JnAn E Sxnorto /s/. gnumnry
notes_ rf�E9 / �A �G �d�S/�Gc�oi�o
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-21
State of forth Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
PatMcCrory, Governor FAX COVER SHEET John E Skvarla III, Secretary
1
Date: / No. Pages (excl. cover):
From: JoCasmer
To: /
Co:
G �� P j""' lvCPhone: [phone]
Pax: / Fax: [phone]
Re: Z2
127 Cardinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Employer

J 3G/v¢
systems;
To: Linda Lewis
NCDENR — Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
Date: May 9, 2013
No. of Pages: -
Handling Instructions:
® URGENT!!
® For Your Information and Use
❑ As Requested
Letter of Transmittal
❑ Please Confirm Receipt
❑ For Review and Comment
❑ For Approval
Sent under separate cover via
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
4390 Belle Oaks Drive, Suite 220
North Charleston, SC 29405
T 843-266.9300
F 843-529-9616
www.transystems.com
From: Christopher E. Carlsten, P.E.
Subject: New River P705 Hangar Project
Stormwater Permit Submittal
Project Name: NEW RIVER P705
Project No: P307110088
❑ Approved as Submitted
❑ Returned for Corrections
❑ See Comments
_ the following items:
❑ Plans ❑ Samples
n
❑ Approved as Noted
❑ Rejected
El
Copies Date I
Description
1 5/9/2013
ORIGINAL— Sand Filter BMP Calculations Signed and Sealed — REVISED
1 5/912013
2 5/9/2013
Sand Filter Supplement REVISED
...... ...... - ... .....-.-...- .._ -- --- . - - --
Sheets C508 C509 & C514 Revisions to Sand filters and Bypass Structure
Comments:
Linda,
As requested on May 7, 2013, 1 am enclosing the Sand Filter BMP calculation sheets,
Supplement and Detail revisions to address increasing the
head elevation to maintain the required storage and filtration area.
Please let me know if you need additional information.
Thanks,
`,
EiCIEU 9/� E
Chris
MAY 10 2013
Deliver Via:
® Overnight Service (FedEx, UPS, DHQ
CC:
❑ Courier/Messenger ❑ Hand Deliver
Signature:
Print:

TT systeilis
To: Linda Lewis
NCDENR — Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
Date: May 7, 2013
No. of Pages: -
Handling Instructions:
® URGENT!
® For Your Information and Use
❑ As Requested
Letter of Transmittal
❑ Please Confirm Receipt
❑ For Review and Comment
�❑ For Approval
Sent under separate cover via
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
4390 Belle Oaks Drive, Suite 220
North Charleston, SC 29405
T 843-266.9300
F 843-529-9616
www.transystems.com
From: Christopher E. Carlsten, P.E.
Subject: New River P705 Hangar Project
Stormwater Permit Submittal
Project Name: NEW RIVER P705
Project No: P307110088
❑
Approved as Submitted
❑
Returned for Corrections
❑
See Comments
—the following items:
❑ Plans ❑ Samples
n
❑ Approved as Noted
❑ Rejected
Copies I�Copies I
DateIDescription
1
5l7/2013
I ORIGINAL — Sand Filter BMP Calculations Signed and Sealed I
Comments:
Linda,
As requested on May 7, 2013, 1 am enclosing the Sand Filter BMP calculation sheets.
Please let me know if you need additional information.
Thanks,
Chris
Deliver Via:
® Overnight Service (FedEx, UPS, DHL)
CC:
❑ Courier/Messenger ❑ Hand Deliver
Signature:
Print:
r
�IFINlE
MAY 0 8 2013
BY
❑ Mail

M
Lewis,Linda
n:
Lewis, Linda
Sent:
Tuesday, May 07, 2013 5:57 PM
To:
'[e-mail]'
Cc: '
Russell, Janet
Subject:
SW8 130104 Mod.
Chris:
I'm still having a lot of trouble with the Hmax calculation and the provided volume in all of these sand filters.
Here are my thoughts, using Sand Filter A as the example:
Per the BMP Manual, Hmax is measured from the internal weir elevation between the chambers to the top of
the sand. However, you have placed these internal weirs only a few inches above the sand surface, so we will
default to the offline bypass weir elevation to measure Hmax. For SF -A, the top of the sand is at 14.5 and the
bypass weir is at 18.5 (both constants), meaning Hmax is 4.0 feet. Using 4 feet as Hmax results in a larger
required minimum filter area.
Hmax is also a misnomer. This is technically not the "maximum" head on the filter, it really is a "minimum"
head. If you choose Hmax as 4.0 for the design, but end up with a smaller number when you check the design,
most folks would say that they are OK because the head they calculate doesn't exceed the "maximum" they
used for design. Actually, the minimum area for the filter gets larger as Hmax gets smaller, so you would
actually want your Hmax "check" at the end to be equal to or larger than design. By way of example, using a 5
foot design Hmax for SF -A results in a minimum of 1,307 square feet of filter area vs. 1,484 for a 4 foot Hmax.
Because the internal weirs between the sediment chamber and the sand chamber are set at 14.67, just 2"
above the sand surface, almost all the volume in the sediment chambers can be counted as storage volume.
The volume below the internal weir stays in the chamber until the next storm pushes it through. So, only the
volume above that internal weir elevation (14.67) up to the bypass weir (18.5), is credited toward the minimum
required storage volume. Because these two elevations are constant, the provided sediment chamber volume
is easy to calculate at 166 x 6.5 x 2 x 3.83 = 8265 cubic feet.
The volume in the filter chamber contained above the sand elevation (14.5) up to the bypass weir (18.5) for
SF -A is also credited toward the minimum required storage volume. That volume is 161.5 x 9 x 4 = 5814 cubic
feet. The total volume is 8265 + 5814 = 14,079 cubic feet. But, the minimum required volume is 15,187 cubic
feet. It would appear that to gain more volume, you need to raise the bypass elevation, thus raising Hmax and
reducing the minimum required filter area.
The table on Sheet C-508 says that Hmax for SF -A is 4.4. If that's correct, then the elevation difference
between the bypass weir and the top of sand must be 4.4' or more.
I hope this explains my problem adequately. If not, please call me to discuss and reach a reasonable solution.
I must have this resolved by Thursday, May 9, 2013, as I am going out of town on Friday, but returning to work
on Monday May 13.
Thanks.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215

Lewis,Linda
From:
[e-mail]
Sent:
Tuesday, May 07, 2013 9:31 AM
To:
Lewis, Linda
Cc:
matt. [e-mail]
Subject:
RE: SW8 130104 Mod.
Linda,
Sorry for any confusion. The stormwater system includes structures 107a, 112a, 140a, 145a; and 159a which are a 6'x5'
external bypass structures upstream from each sand filter. They are labeled "BP" on sheets CG103 & CG105 and
detailed on sheet C-514. We have also included a bypass structure for the rainwater harvesting system on sheet CG101
and detailed on sheet C-514.
Please give me a call at 843-266-9308, if you have questions or need additional information.
Thanks,
Chris
From: Lewis,Linda[mailto:linda.lewisCa)ncdenr.gov]
Sent: Tuesday, May 07, 2013 9:22 AM
To: CR-Christopher Carlsten
Subject: SW8 130104 Mod.
Chris:
Thanks for all the explanations and updated forms and calculations.
The only thing I am still a bit unclear on is the offline bypass. Where on the plan sheets are the external
off line bypass structures and details located for each filter?
Thanks.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law
and may be disclosed to third parties.

.�ystems
April 29, 2013
North Carolina Department of Environment and Natural Resources
Attn: Linda Lewis
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington; NC 28405
TranSystems
4930 Belle Oaks Drive, Suite 220
North Charleston, SC 29405
Tel [phone]
Fax 843.529:9616
www.transystems.com
RE: P705 Hangar and Apron Expansion— MCAS New River
Express Permitting for State Stormwater Modification SW8 130104
Dear Ms. Lewis:
In response to review comments received on April 23, 2013, we are hereby submitting responses and the
associated revisions and/or calculations. Please find the following enclosed material.
• Permit Review Response Matrix
• Sand Filter Supplement Revisions
• Sand Filter Calculation Revisions
• Plan Sheet Revisions (2 full size copies)
o C-100a — Revised rainwater harvesting outfall pipe system to address level spreader shift.
o CG101- Revised level Spreader location and pipe system.
o CU101 — Utility sheet providing detail on rainwater harvesting system.
o C-508 & C509 — Revised sand filter to raise chamber weir elevation and sand depth.
o C-514 — Revised bypass structure due to revision to level spreader
o C-515 — Revised level spreader detail.
In addition, I have included a revised Drainage Area Map, C-005 to facilitate in defining existing offsite
impervious areas.
If you have questions or need additional information, please contact the undersigned at 843-266-9300.
Sincerely,
Tra/nSyst�ems
Christopher E. Cadsten, P.E.
Project Manager
E13EIVE..
APR 3 0 2013

Trap
NCDENR Permit Review
Respmses
CS 013
NCDENR Permit Review by: Linda Lewis - April 23 2013
Stormwater Atiolication No. SW8 130104 Mod.
Please explain why there is now 147,767 square feet of existing "offshe" BUA.
The original law density application reported a total of 35,263 of of existing BUA.
The purpose of the low density application was to allow for phased construction
Where did the additional 112,504 at come from and if it is existing, why wasn't h
to allow the contractor to install the pile foundation and concrete flooring for the
included as existing on the original law density application Mich was approved
hangar, designated as Phase 1. The 35,263 sf of BUA was the existing parking
earlier this year? This will affect the ability to "tradeoff" treatment of this existing
that was to remain during the construction on phase and utilized by
area on theor
BUA for the new BUA that is proposed in DA's H and I.
the contractor for jobshe parking end material storage.
f
1
Subsequently, The high density permit modification (Phase 2) consists of
addressing the apron expansion extents, utility installation, and construction of
other features adjacent to the hangar foundation footprint. The 35,263 sf of
existing pavement will be removed in the latter stages of Phase 2 construction
activities.
It is suggested that the invert of the internal weir between the chambers be raised
The invert elevation of the internal weir will be raised 2 inches to account for
a few inches above the surface of the filter media to assist in preventing the
scour at the interface between sedimentation chamber and the send filter
engineered filter media from migrating into the sediment chamber, but no so high
chamber. Please refer to the attached revisions to the Sand Filter Details.
as to create a waterfall effect that displaces the media. Figure 11-21h in the BMP
2
Manual appears to support this suggestion, as the line indicating the bottom of
the weir appears to be above the send surface.
-
I am coning up with a different filter area. Af, than is reported on the supplement
The calculations have been revised to include only the actual send surface. The
forms. Measuring only the actual send surface, excluding the chamber walls and
calculated filtration area for Sand filter A-D is 161'-4" x 9' - 1452 s1 and 158'-4"x9'
the outlet chamber, the filter area for A-D should be 162 x 9 = 1458 si;and the
=1425 sf. The area excludes the outlet chamber area and overflow weir wall
filter area for E should be 159 x 9 = 1431 sf.
width.
3
In almost every case, my spreadsheet calculates less volume provided in the
The calculations and supplements have been revised to amount for the 0.5%
sand fiher than is reported on the supplement, but enough to meet the minimum
floor slope using the average head on the inlet and outlet end of the sand fibers
required. The calculation of the provided volume is affected by the 0.5% floor
to calculate the required chamber volumes. Calculation results indicate that the
slope. The internal weir invert and sand surface elevation should remain level anc
send filters as designed still meet the required parameters. The Sand fitter detail
4
constant such that the 18" minimum sand depth is provided at the high end,
has been revised to show a constant elevation for the filtration media.
getting deeper as the floor slopes to the outlet. If that is the case, an average of
the head at the inlet and the head at the outlet could be used to calculate the
provided volume.
The required offiine bypass has nor been achieved for these fibers because the
Comment is unclear. The proposed design includes an external upstream bypa
overflow weir is located at the discharge end of the filter instead of at the inlet
structure with a weir elevation equal to the maximum head elevation within the
end. Please refer to Chapter 5 (Section 5.3 Flow Splitters) for appropriate offline
sand filter structure. The internal weir structure within the send filter is propose
bypass design. The top elevation of the external bypass weir should correspond
as a secondary bypass measure to address overland sheet flow.
5
to the elevation at which hmax is achieved.
Please refer to Chapter 5 (Section 5.7 Underdmins) for the design of the
The Sand filter calculations have been revised in accordance to NCDENR
underdmin system. The calculation of flow rate 0 through the engineered media
underdrain design requirements. Results of the calculations indicate that 2-4"
is simply 3.5 feet/day multiplied by the filter area in square feet and converted to
perforated pipes will meet the required flow requirements with a 10 factor of
its. The resulting flow rate 0, must be multiplied by a factor of safety of 10. Then
safety through the soil media. The Sand Rher Details have been revised
6
the required pipe diameter, D, is found by a reformulation of the Manning
amordingy.
equation, D=16(Qn/s0.5)318. You can use Table 5-1 to convert the resulting
diameter to an equivalent number of 4" or 6" pipes at 0.5% slope.
Please refer to Chapter 8 of the BMP Manual, specifically Section 8.3.5, for
See revised plan sheet CG-101 for a shift in the level spreader, and revisions to
information on haw to correct the poor entrance angle that is currently proposed
the pipe system to allow for a parallel stormwailer conveyance to the level
for the level spreader and vegetated fiher strip which receives the overflow from
spreader.
the Rainwater Harvesting Unit. The pipe is currently located such that it will
7
introduce mnoff into the level spreader at a 90-degree angle. This must be
corrected se that the flow enters the level spreader parallel with the level
spreader direction, as shown in Figure 8-10.
Due to my error, I accidentally recycled Sheet CU-101, containing the Rainwater
The copies of CU-101 are provided with this submittal.
Harvesting system storage and pretreatment details. Can you please provide 2
-
additional copies of that sheet?
8
a - Rim: Rl1H t;G:
F
3 0 2013
BY:

M
Lewis,Linda
From: Lewis, Li nda
Sent: Tuesday, April 23, 2013 4:40 PM
To: [e-mail]'
Cc: Bradshaw CIV Thomas C; Russell, Janet
Subject: Request for Additional Information P705 Hangar and Apron
Attachments: 2013 04 addinfo 130104.pdf
Mr. Carlsten:
Attached please find my review comments for this Express project.
Linda Lewis

&74
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E. John E. Skvarla, III
Governor Director Secretary
April 23, 2013
Commanding Officer
c/o Neal Paul, Deputy Public Works Director
MCB Camp Lejeune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 130104
P-706 Hangar and Apron Expansion
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for P-705 Hangar and Apron Expansion on April 10, 2013. A preliminary review of
that information has determined that the application is not complete. The following'information
is needed to continue the stormwater review:
Please explain why there is now 147,767 square feet of existing "offsite" BUA. The
original low density application reported a total of 35,263 sf of existing BUA. Where did
the additional 112,504 sf come from and if it is existing, why wasn't it included as
existing on the original low density application which was approved earlier this year?
This will affect the ability to "trade-off' treatment of this existing BUA for the new BUA
that is proposed in DA's H and I.
2. It is suggested that the invert of the internal weir between the chambers be raised a few
inches above the surface of the filter media to assist in preventing the engineered filter
media from migrating into the sediment chamber, but not so high as to create a waterfall
effect that displaces the media. Figure 11-2b in the BMP Manual appears to support this
suggestion, as the line indicating the bottom of the weir appears to be above the sand
surface.
3. 1 am coming up with a different filter area, At, than is reported on the supplement forms.
Measuring only the actual sand surface, excluding the chamber walls and the outlet
chamber, the filter area for A-D should be 162 x 9 = 1458 sf; and the filter area for E
- should be 159 x 9 = 1431 sf.
In almost every case, my spreadsheet calculates less volume provided in the sand filter
than is reported on the supplement, but enough to meet the minimum required. The
calculation of the provided volume is affected by the 0.5% floor slope. The internal weir
invert and sand surface elevation should remain level and constant such that the 18"
minimum sand depth is provided at the high end, getting deeper as the floor slopes to
the outlet. If that is the case, an average of the head at the inlet and the head at the
outlet could be used to calculate the provided volume.
5. The required off line bypass has not been achieved for these filters because the overflow
weir is located at the discharge end of the filter instead of at the inlet end. Please refer to
Chapter 5 (Section 5.3 Flow Splitters) for appropriate offline bypass design. The top
elevation of the external bypass weir should correspond to the elevation at which hmax is
achieved.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748 NorthCarolina
Internet: www.ncwaterquality.org Naturla!!y
An Equal Opportunity 1 Affirmative Action Employer

Neal Paul
April 22, 2013
Stormwater Application No. SW8 130104 Mod
6. Please refer to Chapter 5 (Section 5.7 Underdrains) for the design of the underdrain
system. The calculation of flowrate Q through the engineered media is simply 3.5
feet/day multiplied by the filter area in square feet and converted to cfs. The resulting
flowrate Q, must be multiplied by a factor of safety of 10. Then the required pie
diameter, D, is found by a reformulation of the Manning equation, D=16(Qn/s .5)31e You
can use Table 5-1 to convert the resulting diameter to an equivalent number of 4" or 6"
pipes at 0.5% slope.
Please refer to Chapter 8 of the BMP Manual, specifically Section 8.3.5, for information
on how to correct the poor entrance angle that is currently proposed for the level
spreader and vegetated filter strip which receives the overflow from the Rainwater
Harvesting Unit. The pipe is currently located such that it will introduce runoff into the
level spreader at a 90-degree angle. This must be corrected so that the flow enters the
level spreader parallel with the level spreader direction, as shown in Figure 8-10.
8. Due to my error, I accidentally recycled Sheet CU-101, containing the Rainwater
Harvesting system storage and pretreatment details. Can you please provide 2
additional copies of that sheet?
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to April 30, 2013 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 email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at Iinda.lewispncdenr.aov.
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:IWQS1StorrnWatehPermits & Projects120131130104 HM2013 04 addinfo 130104
cc: Christopher Carlsten, P.E., TranSystems
Wilmington Regional Office Stormwater File
Page 2 of 2

CALCULATIONS
New River Marine Corps Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion
High Density Stormwater Permitting Modification
Permit Number: SW8130104
Prepared by.
TranSystems Corporation
TRANSYSTEMS CORPORATION
COAPONNTION
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Sand filter BMP Calculations
0\\:11111///,
P705 Hangar and Apron Expansionox
CAR04 ,
MCAS, New River, Jacksonville, NC
oy =,
5/9/2013
Drainage Area DA-A
,
o,?o
Drainage Area (Individual Sand Filter) =
198501 sf
,
On -Site Drainage Area =
186594 sf
H M . �,\`'
'„/II11...\
Off -Site Draiange Area=
11907 sf
Proposed Impervious Area=
168965 sf
Existing BUA to Remain=
11907 sf
Pre Development (incl. Existing BUA & impervious removed w/ const.)
Impervious=
17609 sf
CN= 98
Grass=
180892 sf
CN= 69
Total =
198501 sf
CNv,= 72
Post Development
Impervious=
168965 sf
CN= 98
Grass=
29536 sf
CN= 69
Total =
198501 sf
CNwT= 94
1-Year 24-hr Storm = 3.51 inches
(Source: NOAA Atla 14, Vol 2, Version 3, Jacksonville, NC)
Pre-Dev.= 0.021 cfs
Past-Dev.= 10.460 cfs
Water Quality Volume
"Simple Method"
Design Rainfall (Rd)=
1.5 in
Site Area (Ad) =
4.56 ac 198501 sf
Impervious=
3.88 ac 168965 sf
% Impervious (I)=
85
Runoff Coef. (Rv) =
0.05+0.009(I) = 0.816
Water Quality Volume (WQV)
_ (Design Rainfall)(Rv)(Drainage Area)
WQV=
0.46 ac-ft = 20249 cf
Adjusted Water Quality Volume (WQVad)' = 0.75(WQV)
WQVMl=
15187 cf
'Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (At)
Af=(WQV)(df) / (k)(t)(ha+df)
dt = Depth of the Sand Filter = 1.5 ft
k = Sand Permeability = 3.5 fUday
t = Draining Time = 40 hours = 1.66 days
ha = Average Head (Max Head/2) = 2.15 ft
Af= 1432 sf
Area Provided = 1461 sf OK
MAY 10 2013

Drainage Area DA-A Contd.
Minimum Sediment Basin Surface Area (A,
As (2400(Rv)(Ad,c)(Rd)
As = 1339 sf
Area Provided = 2158 sf
Maximum Head on Filter
Hmax f Iter =WQVadj / (As + Af) = 4.20 ft
Max. Head Provided = 4.30 ft
Storage Volume "
X2
OK
Volume = (Arear;iter x Headma,) + (Areasediment x (Head.., - 2")) = 15202 cf
WQVadj= 15187 cf OK
Underdrain System
Source: NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 ft/day
Hydraulic Gradient, i=hf+df= 3.7 ft
Avg. Ht. of Water Above Filter, hf= 2.2 ft
Filter Bed Depth, dt = 1.5 ft
Filter Bed Area, A = 1461 sf
Flow Rate, Q = 0.22 cfs 2.16 cfs (FS=10)
Diameter of single Pipe
J (1) Roughness Factor, n = 0.011
D =1(� — n 1 of Internal Slope, s = 0.5
so'l / Diameter (1 Pipe), D = 4.48 in
Proposed: (24" PVC pipes) D= 5.13 in' OK
NCDENR Stormwater BMP Manual Table 5-1
" Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculaitons for the
Sediment Chamber.
5wr/30/0¢
ECEIVE
MAY 10 2013

Sand filter BMP Calculations
P705 Hangar and Apron Expansion
MCAS, New River, Jacksonville, NC
Drainage Area DA-B
Area (Individual Sand Filter) =
199411 sf
On -Site Drainage Area =
164383 sf
Off -Site Draiange Area=
35028 sf
Proposed Impervious Area=
186009 sf
Existing BUA to Remain=
35028 sf
Development (incl. Existing BUA & impervious removed w/ const.)
Impervious=
41672 sf
CN= 98
Grass=
157739 sf
CN= 69
Total =
199411 sf
CNwT= 72
t Development
Impervious=
186009 sf
CN= 98
Grass=
13402 sf
CN= 69
Total =
199411 sf
CN,,,,r= 94
1-Year 24-hr Storm = 3.51 inches
(source: NUAA Atla 14, Vol Z, version 3,
Pre-Dev.= 0.167 cfs
Post-Dev.= 11.850 cfs
Water Qualitv Volume
"Simple Method"
Design Rainfall (Rd)= 1.5 in
Site Area (Ad) = 4.58 ac 199411 sf
Impervious= 4.27 ac 186009 sf
% Impervious (1)= 93 %
Runoff Coef. (Rv) = 0.05+0.009(I) = 0.890
Water Quality Volume (WQV) = (Design Rai nfall)(Rv)(Drainage Area)
WQV= 0.51 ac-ft = 22172 cf
Adjusted Water Quality Volume (WQVadi)' = 0.75(WQV)
WQV,dl= 16629 cf
'Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (Af)
Af=(WQV)(df) / (k)(t)(ha+df)
df = Depth of the Sand Filter =
1.5 ft
k = Sand Permeability =
3.5 ft/day
t = Draining Time = 40 hours =
1.66 days
Ina = Average Head (Max Head/2) =
2.43 ft
Af = 1458 sf
Area Provided = 1461 sf OK
CAR
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SCv 7130 /o
ECEIVE
MAY 10 2013
BY:

)rainage Area DA-B Contd.
inimum Sediment Basin Surface Area (As)
ks=(2400 (Rj(Ad-ac) (Rd )
As = 1466 sf
Area Provided = 2158 sf OK
Maximum Head on Filter
Hmax filter = WQVadi / (As + At) = 4.59 ft
Max. Head Provided = 4.85 ft OK
Volume **
ume = (AreaFllter x Head,,,) + (Areased;ment x (Headmax - 2")) = 17192 cf
WQVad;= 16629 cf OK
IUnderdrain System
Source: NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 fUday
Hydraulic Gradient, i=hf+df= 3.9 ft
Avg. Ht. of Water Above Filter, hf= 2.4 ft
Filter Bed Depth, df = 1.5 ft
Filter Bed Area, A = 1461 sf
Flow Rate, Q = 0.23 cfs 2.32 cfs (FS=10)
Diameter of single Pipe
(3) Roughness Factor, n = 0.011
D =1�- a Internal Slope, s = 0.5 %
0.5 Diameter (1 Pipe), D = 4.61 in
Proposed: (2-4" PVC pipes) D= 5.13 in* OK
` NCDENR Stormwater BMP Manual Table 5-1
•' Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculailons for the
Sediment Chamber.
ECEIVE
MAY 10 2013
BY:----------

nd filter BMP Calculations
05 Hangar and Apron Expansion
;AS, New River, Jacksonville, NC
1/2013
Drainage Area DA-C
Area (Individual Sand Filter) =
182655 sf
On -Site Drainage Area =
148822 sf
Off -Site Draiange Area=
33833 sf
Proposed Impervious Area=
173488 sf
Existino BUA to Remain=
33833 sf
Development (incl. Existing BUA & impervious removed w/ const.)
Impervious=
40320 sf
CN= 98
Grass=
142335 sf
CN= 69
Total =
182655 sf
CNWT= 72
i Development .
Impervious=
173488 sf
CN= 98
Grass=
9167 sf
CN= 69
Total =
182655 sf
CNw-r= 94
1-Year 24-hr Storm =
NOAA Atla 14, Vol 2,
Pre-Dev.= 0.005 cfs
Post-Dev.= 4.013 cfs
Water Quality Volume
Design Rainfall (Rd)= 1.5 in
Site Area (Ad) = 4.19 ac 182655 sf
Impervious= 3.98 ac 173488 sf
% Impervious (1)= 95 %
Runoff Coef. (Rv) = 0.05+0.009(I) = 0.905
Water Quality Volume (WQV) = (Design Rainfall)(Rv)(Drainage Area)
WQV= 0.47 ac-ft = 20659 cf
Adjusted Water Quality Volume (WQVadi)` = 0.75(WQV)
WQV,dj= 15494 cf
'Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (Af)
Af=(WQV)(df) / (k)(t)(ha+df)
df = Depth of the Sand Filter =
1.5 ft
k = Sand Permeability =
3.5 fUday
t = Draining Time = 40 hours =
1.66 days
ha = Average Head (Max Head/2) =
2.20 ft
Af = 1442 sf
Area Provided = 1461 sf OK
CAR
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No. 02y)86
,SGv 8130 t o �-
rMACY
EiVE
10 2013
ft:

inage Area DA-C Contd.
Minimum Sediment Basin Surface Area (As)
As (2400(R )(Ad-ac)(Rd)
As = 1366 sf
Area Provided = 2158 sf OK
Maximum Head on Filter
Hmax suer = WQVadj / (As + At) = 4.28 ft
Max. Head Provided = 4.40 ft OK
ume = (Arear;i1er x Headmax) + (Area$edimer,t x (Headmax - 2")) = 15564 cf
WQV,dj= 15494 cf OK
IUnderdrain System
Source: NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 fVday
Hydraulic Gradient, i=hf+df= 3.7 R
Avg. Ht. of Water Above Filter, hf= 2.2 ft
Filter Bed Depth, df = 1.5 ft
Filter Bed Area, A = 1461 sf
Flow Rate, Q = 0.22 cfs 2.19 cfs (FS=10)
Diameter of single Pipe
J �3J Roughness Factor, n = 0.011
D =1C>I 1 8 Internal Slope, s = 0.5 %
so"
Diameter (1 Pipe), D = 4.51 in
Proposed: (2-4" PVC pipes) D= 5.13 in' OK
NCDENR Stormwater BMP Manual Table 5-1
Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculaitons for the
Sediment Chamber.
Sw a 136 (o ¢-
ECEIVE
MAY 10 20S
BY:

filter BMP Calculations
Hangar and Apron Expansion
i, New River, Jacksonville, NC
)13
rainage Area DA-D
189805 sf
155800 sf
34005 sf
181065 sf
34005 sf
Development (incl. Existing BUA & impervious removed w/ const.)
Impervious=
33977 sf
CN= 98
Grass=
155828 sf
CN= 69
Total =
189805 sf
CN,NT= 72
t Development
Impervious=
181065 sf
CN= 98
Grass=
8740 sf
CN= 69
Total =
189805 sf
CNwT= 94
1-Year 24-hr Storm = 3.51 inches
NC)
Pre-Dev.= 0.167 cfs
Post-Dev.= 11.850 cfs
Water Quality Volume
"Simple Method"
Design Rainfall (Rd)= 1.5 in
Site Area (Ad) = 4.36 ac 189805 sf
Impervious= 4.16 ac 181065 sf
% Impervious (1)= 95 %
Runoff Coef. (Rv) = 0.05+0.009(1) = 0.909
Water Quality Volume (WQV) = (Design Rai nfall)(Rv)(Drainage Area)
WQV= 0.49 ac-ft = 21556 cf
Adjusted Water Quality Volume (WQVadj)` = 0.75(WQV)
WQVadi= 16167 cf
`Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (Af)
Af=(WQV)(df) / (k)(t)(ha+df)
df = Depth of the Sand Filter = 1.5 ft
k = Sand Permeability = 3.5 fUaay
t = Draining Time = 40 hours = 1.66 days
ha = Average Head (Max Head/2) = 2.33 ft
Af = 1455 sf
Area Provided = 1461 sf OK
Mi
5W7 /30 (u q-
ECEIVE Mk
MAY 10 2013
BY:

Area 0.00
(linimum Sediment Basin Surface Area (As)
ks (2400(Rv)(Ad-ac)(Rd)
As = 1425 sf
Area Provided = 2158 sf OK
Maximum Head on Filter
Hmax toter = WQVadj / (As + Af) = 4.47 ft
Max. Head Provided = 4.65 ft OK
Volume "
_ (AreaRw X Headmax) + (AreaSediment X (Headmax' 2")) = 16469 cf
WQVadj= 16167 cf OK
IUnderdrain System
Source.' NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 fUday
Hydraulic Gradient, i=hf+df= 3.8 ft
Avg. Ht. of Water Above Filter, hf= 2.3 ft
Filter Bed Depth, df = 1.5 ft
Filter Bed Area, A = 1461 sf
Flow Rate, Q = 0.23 cfs 2.26 cfs (FS=10)
Diameter of single Pipe
/ (3) Roughness Factor, n = 0.011
D=1t>IQon�laInternal Slope, s= 0.5%
Diameter (1 Pipe), D = 4.56 in
Proposed: (2-4" PVC pipes) D= 5.13 in` OK
' NCDENR Stormwater BMP Manual Table 5-1
" Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculaitons for the
Sediment Chamber.
ECEIVE''
MAY 10 2013
BY:

Sand flier BMP Calculations
P705 Hangar and Apron Expansion
NC
,, cv.m ARoi�%,
a Off•>`6tif'@,-p'
so�
MCAS, New River, Jacksonville,
? . �o' _ d ,.
5/9/2013
_ a 3,>1 • i3� ;
G
* I H Nu, u, 96 t1
Drainage Area DA-E
Area Individual Sand Filter =
( )
149353 sf
�r ,�'
F� anannti
On -Site Drainage Area =
130735 sf
Off -Site Draiange Area=
18618 sf
Proposed Impervious Area=
140776 sf
Existing BUA to Remain=
18618 sf
Pre Development (incl. Existing BUA & impervious removed w/ const.)
Impervious=
18618 sf
CN= 98
Grass=
130735 sf
CN= 69
Total =
149353 sf
CNwT= 72
Post Development
Impervious=
140776 sf
CN= 98
Grass=
8577 sf
CN= 69
Total =
149353 sf
CN,M= 94
1-Year 24-hr Storm = 3.51 inches
(Source: NOAA Atla 14, Vol 2, Version 3, Jacksonville, NC)
Pre-Dev.= 0.039 cfs
Post-Dev.= 9.343 cfs
Water Quality Volume
"Simple Method"
Design Rainfall (Rd)= 1.5 in
Site Area (Ad) = 3.43 ac 149353 sf
Impervious= 3.23 ac 140776 sf
% Impervious (1)= 94 %
Runoff Coef. (Rv) = 0.05+0.009(I) = 0.898
Water Quality Volume (WQV) = (Design Rainfall)(Rv)(Drainage Area)
WQV= 0.39 ac-ft = 16771 cf
Adjusted Water Quality Volume (WQVadi)* = 0.75(WQV)
WQVadj 12578 cf
*Volume that must be contained in the Sedimentation and
Filtration Basin (above the sand)
Minimum Sand Filter Surface Area (Af)
Af=(WQV)(df) / (k)(t)(ha+df)
df = Depth of the Sand Filter = 1.5 ft
k = Sand Permeability = 3.5 ft/day
t = Draining Time = 40 hours = 1.66 days z �U �—
ha = Average Head (Max Head/2) = 1.63 ft EC E EVE .
Af = 1386 sf
Area Provided = 1434 sf OK MAY 10 2013
BY:

Drainage Area DA-E Contd.
Minimum Sediment Basin Surface Area (A.
As (2400(13J(Ad,e)(Rd)
As = 1109 sf
Area Provided = 2608 sf
Maximum Head on Filter
Hmax filter = WQVadj / (As + At) = 3.11 ft
Max. Head Provided = 3.25 ft
Storage Volume **
OK
OK
Volume = (Areariuer x Headmax) + (Areasediment x (Head... - 2")) = 12702 cf
WQVedj= 12578 cf OK
Underdrain System
Source: NCDENR Stormwater BMP Manual, Chapter 5, Section 7
Flow Rate of Soil Media: QSOIL = kiA
Coeff. Of Permeability, k = 3.5 ft/day
Hydraulic Gradient, i=hf+df= 3.1 ft
Avg. Ht. of Water Above Filter, hf= 1.6 ft
Filter Bed Depth, df = 1.5 ft
Filter Bed Area, A = 1434 sf
Flow Rate, Q = 0.18 cfs 1.82 cfs (FS=10)
Diameter of single Pipe
Roughness Factor, n = 0.011
D =1( Q o n l J Internal Slope s= 0.5 %
1` 11 Diameter (1 Pipe), D = 4.20 in
Proposed: (2-4" PVC pipes) D= 5.13 in* OK
NCDENR Stormwater BMP Manual Table 5-1
Proposed Design includes 2" Wier elevation increase between Chambers, therefore Max Head is reduced in Volume Calculaitons for the
Sediment Chamber.
SW7/301o�-
ECENVE
MAY 10 I'll
BY:_------

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 309)2012 by Autodesk, Inc. v9
Monday, 00 8, 2013
Hyd. No. 1
A -PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.021 cfs
Storm frequency
= 1 yrs
Time to peak
= 948 min
Time interval
= 2 min
Hyd. volume
= 625 cuft
Drainage area
= 4.550 ac
Curve number
= 42'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.60 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.400 x 98) + (0.600 x 39) + (3.550 x 36)114.550
Q (Cfs)
0.10
0.09
0.08
0.07
0.06
0.05
Pxrif
0.03
0.02
0.01
000
A -PRE
Hyd. No. 1 -- 1 Year
Q (Cfs)
0.10
0.06
0.05
0.04
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
-

Hydrograph Report
Hydragow Hydrographs Extension for AutoCAD® Civil 3DO2012 by Autodesk, Inc. v9
Hyd. No. 2
A -post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 4.560 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.51 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(3.880 x 98) + (0,680 x 39)] / 4.560
Q (cis)
12.00
10.00
: rr
. rr
4.00
2.00
0.00 1 1'
0 120 240
Hyd No. 2
360
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc).
Distribution
Shape factor
A -post
Hyd. No. 2 -- 1 Year
Monday, 00 8, 2013
= 10.46 cfs
= 728 min
= 40,395 tuft
= 89*
= Oft
= 10.00 min
= Type III
= 484
Q (cis)
12.00
10.00
W
[:girl
4.00
2.00
_a_ 1 1 1 1 1 ' 0.00
480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 300 2012 by Autodesk, Inc. v9
Monday, 00 8, 2013
Hyd. No. 3
B-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.167 cfs
Storm frequency
= 1 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 2,727 cult
Drainage area
= 4.360 ac
Curve number
= 49'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3,51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.780 x 98) + (0.050 x 98) + (1.430 x 39) + (2.1 D0 x 36)[ / 4,360
Q (Cfs)
0.50
0.45
0.40
[r1K1b7
0.30
0.25
0.15
0.10
0.05
B-PRE
Hyd. No. 3 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.30
0.25
[1110V
0.15
0.10
KOXIII7
0.00 J , 1 1/ I I I I I I \- ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Monday, 00 8, 2013
Hyd. No. 4
B-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 11.85 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 48,020 cult
Drainage area
= 4.350 ac
Curve number
= 95*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484,
* Composite (Area/CN) = [(4.150 x 98) + (0.200 x 39)] / 4.350
Q (cis)
12.00
10.00
4.00
2.00
B-POST
Hyd. No. 4 -- 1 Year
Q (ofs)
12.00
10.00
M
. rr
4.00
2.00
0.00 J i i -------- 1�t I i i i i_--r---T-w 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Monday, 00 8, 2013
Hyd. No. 5
C-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.005 cfs
Storm frequency
= 1 yrs
Time to peak
= 1332 min
Time interval
= 2 min
Hyd. volume
= 135 cuft
Drainage area
= 1.400 ac
Curve number
= 41*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.100 x 98) + (0.330 x 39) + (0.970 x 36)) / 1.400
Q (Cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.02
0.01
000
C-PRE
Hyd. No. 5 -- 1 Year
0.07
0.06
0.05
G16V
0.03
0.02
0.01
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
0
Hydrallow Hydrographs Extension for ALdoCAD® Civil 3DO 2012 by Autodesk, Inc. v9
Hyd. No. 6
C-POST
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.400 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.51 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(1.400 x 98)] / 1.400
Q (Cfs)
5.00
4.00
3.00
W11611
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
C-POST
Hyd. No. 6 -- 1 Year
Monday, 00 8, 2013
= 4.013 cfs
= 728 min
= 17,171 cult
= 98*
= Oft
= 10.00 min
= Type III
= 484
Q (Cfs)
5.00
4.00
3.00
1.00
0.00 1 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
-

Hydrograph
Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D®2012 by Autodesk, Inc. v9
Monday, 00 8, 2013
Hyd. No. 7
D-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.167 cfs
Storm frequency
= 1 yrs
Time to peak
= 756 min
Time interval
= 2 min
Hyd. volume
= 2,727 cuft
Drainage area
= 4.360 ac
Curve number
= 49'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.780 x 98) + (0.050 x 98) + (1.430 x 39) + (2.100 x 36)1 / 4.360
Q (C%)
0.50
0.45
0.40
;r1Rb7
0.30
0.25
111KII
0.15
0.10
0.05
D-PRE
Hyd. No. 7 -- 1 Year
Q (Cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7

Hydrograph
Report
11
Hydragow Hydrographs Extension for AutoCAD® Civil 3002012 by Autodesk, Inc. v9
Monday, 00 8, 2013
Hyd. No. 8
D-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 11.85 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 48,020 cuft
Drainage area
= 4.350 ac
Curve number
= 95`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.150 x 98) + (0.200 x 39)] / 4.350
Q (cis)
12.00
10.00
Mild
2.00
0.00 '
0 120 240
Hyd No. 8
D-POST
Hyd. No. 8 -- 1 Year
360 480 600 720
Q (cis)
12.00
Qf1[Qd
M
4.00
2.00
i i i '--- 1 0.00
840 960 1080 1200 1320 1440 1560
Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Monday, 00 8, 2013
Hyd. No. 1
E-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.039 cfs
Storm frequency
= 1 yrs
Time to peak
= 892 min
Time interval
= 2 min
Hyd. volume
= 1,064 cult
Drainage area
= 3.430 ac
Curve number
= 45'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.430 x 98) + (1.130 x 39) + (1.870 x 36)] 13.430
Q (Cfs)
0.10
r r.tt
GZtll
0.06
0.05
0.04
0.03
0.02
E-PRE
Hyd. No. 1 -- 1 Year
Q (cis)
0.10
oil
Ullr)I
0.06
0.05
0.04
0.03
0.02
9SX41
0.00 I . . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

1•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9
Monday, 00 8, 2013
Hyd. No. 2
E-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 9.343 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 37,864 cuft
Drainage area
= 3.430 ac
Curve number
= 95"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.51 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3.230 x 98) + (0.200 x 39)] / 3.430
Q (Cfs)
10.00
W
4.00
90
0.00 '
0 120 240
Hyd No. 2
E-POST
Hyd. No. 2 -- 1 Year
360 480 600 720
Q (cis)
10.00
M
4.00
2.00
— 0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Channel Report
Hydraflow Express Extension for ALdoCAD® Civil 3D® 2012 by Autodesk, Inc.
1-yr-trunk-line
Trapezoidal
Bottom Width (ft)
= 12.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 6.00
Invert Elev (ft)
= 8.00
Slope (%)
= 0.01
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 70.25
Elev (ft)
15.00
14.00
13.00
12.00
11.00
10.00
9.00
8.00
7.00
0 5
Section
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 13 2013
= 3.73
= 70.25
= 86.50
= 0.81
= 35.59
= 0.95
= 34.38
= 3.74
Depth (ft)
7.00
ME
AM
4.00
Will]
1.00
M1
-1.00
10 15 20 25 30 35 40 45 50 55 60
Reach (ft)

Channel Report
HydraOow Express Extension for AutoCAD® Civil 3M 2012 by Autodesk, Inc.
10-yr-trunk-line
Trapezoidal
Bottom Width (ft)
= 12.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 6.00
Invert Elev (ft)
= 8.00
Slope (%)
= 0.01
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 130.29
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 13 2013
= 5.03
= 130.29
= 136.26
= 0.96
= 43.81
= 1.37
= 42.18
= 5.04

—`—/--t------N Made By:
Date: Job No:
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Job No:
Sheet No.
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New River MCAS
DATE: 4/8/2013
Note' Pipes are modeled as RCP using n=0.012, except Rain Leaders (PVC. n=0.009)
Description
# and size
Junction
Upstream
From
To
Total
C I
Tc
I (10yr)
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Pipe (Conn)l
Elevation
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Downspouts
93'167z5,S
Structure
Grate Elev
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.w+10 04' n
:0:95�
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A5
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t0�00m
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18

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCADO Civil 3082012 by Autodesk, Inc. v9
1-RWH
Legend
Jjy t, Origin Description
1 Rational RWH
Project: RWH.gpw Thursday, 00 14, 2013

2
Hydrograph Return Period Recap
y raflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
Type
(origin)
Inflow
hyd(s)
Peak Outflow(cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
Rational
--
7.012
8.924
--
----
11.60
13.13
0.000
0.000
RWH
Proj. file: RWH.gpw
Thursday, 00 14, 2013

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADA Civil 31302012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
M
Total
strge used
(cuft)
Hydrograph
Description
i
Rational
7.012
1
5
2,104
—
--
—
RWH
RWH.gpw
Return Period: 1 Year
Thursday, 00 14, 2013

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADE) Civil 300 2012 by Autodesk, Inc. v9
Thursday, 0014, 2013
Hyd. No. 1
RWH
Hydrograph type
= Rational
Peak discharge
= 7.012 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 2,104 cult
Drainage area
= 1.370 ac
Runoff coeff.
= 0.95
Intensity
= 5.388 in/hr
Tc by User
= 5.00 min
OF Curve
= NEWRIVER.IDF
Asc/Rec limb fact
= 1/1
Q (cis)
8.00
. rr
4.00
0.00 r
0.0 0.0
Hyd No. 1
RWH
Hyd. No. 1 -- 1 Year
0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2
Q (cis)
8.00
M
4.00
2.00
V_ 0.00
0.2
Time (hrs)

5
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3002012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(Ms)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(curt)
Hydrograph
Description
1
Rational
11.60
1
5
3,480
---
--
RWH
RWH.gpw
Return Period: 10 Year
Thursday, 00 14, 2013

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)02012 by Autodesk, Inc. v9
Thursday, 00 14, 2013
Hyd. No. 1
RWH
Hydrograph type
= Rational
Peak discharge
= 11.60 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 3,480 cult
Drainage area
= 1.370 ac
Runoff coeff.
= 0.95
Intensity
= 8.913 in/hr
Tc by User
= 5.00 min
OF Curve
= NEWRIVER.IDF
Asc/Rec limb fact
= 1/1
Q (cis)
12.00
M11141
4.00
90
RWH
Hyd. No. 1 -- 10 Year
Q (cis)
12.00
10.00
M
"OIl;
4.00
2.00
0.00 y l 1 ' ' ' ' ' ' ' " 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)
-

Weir Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
BP-RWH-25-YR-INTERNAL WEIR
Rectangular Weir
Crest
= Sharp
Bottom Length (ft)
= 5.00
Total Depth (ft)
= 1.17
Calculations
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 3.13
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (ft/s)
Top Width (ft)
BP-RWH-25-YR-INTERNAL WEIR
Weir W.S.
Thursday, Feb 14 2013
= 0.33
= 3.130
= 1.64
= 1.91
= 5.00
Depth (ft)
2.00
1.50
1.00
0.50
r rr
-0.50
Length (ft)

Channel Report
Wednesday, Mar 132013
Highlighted
Depth (ft)
= 0.69
Q (cfs)
= 3.100
Area (sqft)
= 1.43
Velocity (ft/s)
= 2.17
Wetted Perim (ft)
= 4.36
Crit Depth, Yc (ft)
= 0.59
Top Width (ft)
= 4.14
EGL (ft)
= 0.76
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
RWH-BP-DITCH
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 17.50
Slope (%)
= 0.90
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.10
Section
0 2 4 6 8 10 12 14 16
Reach (ft)

URBANnGREENn��'r
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Project Information
Option #
1 Model #
347
Project Name
P705 Camp LeJeune
Country
United States
State
North Carolina
City
Camp Lejeune
Zipcode
28547
Land Use
Military
Civil Engineer Firm
Architecture Firm
Merlin #
First Name
Last Name
Phone #
Email

URBANGREEN-
Stormwoter Solutions from COHTECH %
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Supply Information
Model # : 347
Site
Area for Rainwater & Stormwater
Sources
Rooftop -Traditional'.-
�.18N.t:s-.s»
'. Roof top13!n.RooF Hartlscape
.e.w.fM.:eier>sd�er
A_ rea;(sq.ft)•
60,000
AMR&f:C
0.95
0.50
0.90
•Effec rve.Runoff.Area
57,000
Building
Information
#_oGF,loo rs
3TotaliBuilding S F.00tage
sq.ft
-TaakLondensaGon,R e.�
0,0007
gallhrlsq.ft
'.P Condensation Volume
gal/month
ISecondary Sources of Re
-use Water
;Calculation,of,AC with
% of Peak
_
Air Condition
Condensation
Supply
• , MontFi N.
,( (%Peak)
(gal.,1-5m h,),
All Month (gal/month)
January
January
February
February
March
March
April
Apol
May
May
June
June
July
July
August
August
September
September
October
October
November
November
December
December
-Ao-�°.,TotalT
''". '
` .".._ x'tass?r�
�Annua�Tow�t

URBANGREEN-
Slannwfer Solutions from CONTECN
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Demand Information
Model # : 347
E-
Demand
Weekday (flushes/day)
Loads/Day
Weekend (flushes/day)
Gallons/Load
Volume (gallflush)
Cold Fraction
Flushes (per visitor)
Daily Total
Annual Total
Annual Total
DemandWash Water Re -use
Daily Average 2,743 gal
Annual Total 1,001,195 gal
DemandDemand
Input Units Inches per week
Input Units
% of Peak Month Volume
Irrigation Area
sq.ft
Volume in Peak Month
4.60
gal/sq.ft
Total Cooled Area
sq.ft
Peak Monthly Demand
gal
Cooling Makeup
Month
Inches per week
Gallons per week
Month
(% of Peak)
(gal/month)
January
January
February
February
March
-
March
April
April
May
May
June
June
July
July
August
August
September
September
October
October
November
November
December
December
-
Annual Total
Annual Total

URBANGREEN"
�y
Sramwcter Solutions Iran coNiECR �77
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
`, "' , - - -' - 1 -:. '• Analyses Information -
Station Name
Hofmann Forest
Years Modeled
1981-2001
Missing Data
Jan-1981, Oct-1998
Avg Annual Rainfall
57
First Flush Bypass (in)
0.00
Design Storm (in)
1.50
rnyI
Cistern Size (gallons)
100,000
YGu1Y,{ 9_S YA
r7.,
N{
Water Rate
$0.0030
$fgal
Sewer Rate
$0.0060
$/gal
Include ?
Annual Volume (gal)
Rooftop
Yes
2,025,210
Hardscape
No
AC Condensate
No
Gray Water
No
Total
2,025,210
nclude?
Annual Volume (gal)
M
Wash Water
Yes
1,001,195
Laundry
No
Total
1,001,195
x;St
ate i
.r.A,.
,- N` • �Suppli
A�:•
,. Demand >,
Captured ,
.
' �' I`i
t4Total`f
Targeted^
'�Taigeted°t.
Peak.�'�"
rTargeted SWi
EE"g,l Total •'.
" '�, ,'Typical
Rainfall
����
•w r
��
r r•
r .r
;'� 2YY Ar2e Gt.:L'Fk4-t,
Zaffi"i�4 2 l Y"P kLa"'4 h '+.. J
.3 rY�K«W!' n,RY+J(1 "a'_94'iC1NaZGJ.uS
:¢am`Po�^ai1 9%5'
"N
_ .�• ..x'A
�'4 f
`.^S
of �.6' )S .M: ,
Typical Rainfall
973,851
57%
977,963
98%
979,074
50%
$8,802
Year
Max Rainfall Year
1,045,150
47%
1,001,195
100%
1,045,151
42%
$9,011
21 Year Total
20,450,878
56%1
20,537,224
98%
20,560,545
49%
$184,838

URBANGREENN�r,fq
sr��.. solu�� t.w„ conrea �V
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Runoff Reduction vs. Cistern Size
100%
80%
c
0
U 60%
7
0
W 40%
O
20%
rY
0%
40,000 80,000 120,000 160.000 200,000
20,000 60,000 100,000 140,000 180,000
Cistern Size (gal)
5

URBANGREEN"4:gg
�
Sipnrvlator SoluNona tronl CONTECH (7
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
"� „ �, '?� '.�,a Daily Ending Cistern Volume Graph
:E ,E,
w�'►�IiVl�l'I�u��l'TI1'�11111��1�
11E
.E
•
E 1/1
1
1 /11
DailyYear 1998:

URBANGREENry rt'
s�r..,al�xo"s to ca,t,cn
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
DailyYear 1999:
NUMI11`MrW'1m
N WIN, 1
Year 2000: Daily Ending Cistern Volume
Mi �� 1
1
7

URBANGREEN" F
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Year 2001: Daily Ending Cistem Volume
30,000
m
rn
E 60,000
0
0
m
40,000
rn
a
0
rn 20,000
Jan-01 Apr-01 Jul-01 Oct-01
H

URBANGREEN"'
Stormwator SoluNoas kwn CONTECH
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
i. Demand
2,500
A
O1 2,000
m
0
1,500
c
m
G 1,000
T
500
Jan Apr Jul Oct
Hofmann Forest -1998
6
e
4
w
c
K
T
2
m
0
0
Jan-98 Apr-98 Jul-98 Oct-98
9

URBANUEEEN�''
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Hofmann Forest -1999
4-
3-
2-
cc
0
0 1
F-
]LILL
0
Jan-99 Apr-99 Jul-99 Oct-99
Hofmann Forest - 2000
'c
m
4
`c
T
p 2
m
0
0
Jan-00 Apr-00 Jul-00 Oct-00
10

URBANGREEN"
arty
Stamwator SoluNona from CONTECH �7
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Hofmann Forest - 2001
3
c
c
2
'eo
T
G
1
W
Y
Q
F
O
Jan-01 Apr-01 Jul-01 Oct-01
11

URBANGREENN
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Detail Result
Rainfall
Supply
1981146
39
7
1,400,593
235,20971.,.49
1,635,801
86°h1982
50
3
1,758,735
96,6421,855,377
95%
1983
54
4
1,900,855
146,384
2,047,239
93%
1984
63
52
11
1,836,901
394,383
1,836,901 2,231,284
82%
1985
60
48
11
1,722,850
401,844
1,722,850 2,124,694
81%
1986
54
46
8
1,649,658
281,398
1,649,658 1,931,056
85%
1987
56
51
5
1,808,122
176,584
1,808,122 1,964,706
91%
1988
46
43
3
1,512,512
116,183
1,512,512 1,628,695
93%
1989
66
58
9
2,053,634
303,426
2,053,634 2,357,060
87%
1990
37
33
3
1,183,860
116,894
1,183,860 1,300,753
91%
1991
70
63
8
2,231,639
270,739
2,231,639 2,502,378
89%
1992
62
50
12
1,769,039
429,202
1,769,039 2,198,241
80%
1993
53
50
3
1,763,709
124,000
1,763,709 1,887,709
93%
1994
59
51
8
1,817,360
296,320
1,817,360 2,113,680
86%
1995
57
51
5
1,829,440
178,716
1,829,440 2,008,156
91%
1996
70
49
21
1,748,431
742,222
1,748,431 2,490,653
70%
1997
49
46
3
1,627,274
109,788
1,627,274 1,737,062
94%
1998
64
49
15
1,745,589
545,386
1,745,589 2,290,974
76%
1999
56
45
11
1,586,770
401,489
1,586,770 1,988,259
80%
2000
64
52
12
1,850,047
416,056
1,850,047 2,266,103
82%
2001
45
1 41
4
1,469,166
126,842
1
1,469,166
1,596,008
92%
Total
1,187
1,021
166
36,266,184
5,909,707
36,266,184
42,175,888
86%
12

URBANGREENft
Starnnwter SoluNom han CONIECN
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Demand
Captured
Overflow
1981
1,001,195
1,001,195
864,887
7,106
871,993
535,706
228,103
763,808
1982
1,001,195
1,001,195
1,025,702
1,025,702
733,033
96,642
829,674
1983
1,001,195
1,001,195
994,927
994,927
905,929
146,384
1,052,312
1984
1,001,195
1,001,195
913,827
11,370
925,197
923,074
383,013
1,306,087
1985
1,001,195
1,001,195
1,040,083
11040,083
682,766
401,944
1,084,611
1986
1,001,195
1,001,195
936,040
53,887
989,927
713,618
227,511
941,129
1987
1,001,195
1,001,195
1,013,844
1,013,844
794,278
176,584
970,862
1988
1,001,195
1,001,195
930,374
930,374
582,138
116,183
698,321
1989
1,001,195
1,001,195
1,051,593
1,051,593
1,002,041
303,426
1,305,468
1990
1,001,195
1,001,195
926,629
13,366
939,995
257,231
103,528
360,759
1991
1,001,195
-
-
1,001,195
1,045,151
1,045,151
1,186,489
270,739
1,457,227
1992
1,001,195
1,001,195
993,952
993,952
775,087
429,202
1,204,290
1993
1,001,195
1,001,195
1,023,253
1,023,253
740,456
124,000
864,456
1994
1,001,195
1,001,195
992,767
992,767
824,592
296,320
1,120,913
1995
1,001,195
1,001,195
934,039
8,172
942,211
895,401
170,544
1,065,945
1996
1,001,195
1,001,195
1,020,838
1,020,838
727,593
742,222
1,469,815
1997
1,001,195
1,001,195
1,026,466
1,026,466
600,808
109,788
710,596
1998
1,001,195
1,001,195
845,138
845,138
900,451
545,386
1,445,836
1999
1,001,195
1,001,195
938,428
938,428
648,342
401,489
1,049,831
2000
1,001,195
1,001,195
1,034,889
15,766
1,050,656
815,158
400,290
1,215,448
2001
1,001,195
1,001,195
898,050
898,050
571,115
126,842
697,957
Total
21,025,095
21,025,095
20,450,87
7
109,667
20,560,5 4
5
15,815,30 6
5,800,040
21,615,34
5
13

Ak
URBANGREEN"�P
St«mwatsr Solutiom fmn CONTECH �f7
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Runoff Reduction
1961
201,952
7
20%
799,243
80%
864,887
62%
7,106
3%
871,993
53°h
--
871,993
53°.5
1982
1,001,195
1DWO%
1,025,702
58%
1,025,702
55%
--
1,025,702
55%
1983
1,001,195
100%
994,926
52%
994,926
49%
1
-
994,927
49%
1964
1,001,195
100%
913,827
50%
11,370
3%
925,197
41%
--
925,197
41%
1985
1,001,195
100%
1,040,084
60%
1,040,084
49%
-1
-
1,040,083
49%
1986
36,511
4%
964,684
96%
936,040
57%
53,887
19%
989,927
51%
-
989,927
51%
1987
1,001,195
100%
1,013,844
56%
1,013,844
51%
--
1,013,844
51%
1988
1,001,195
100%
930,374
62%
930,374
57%
--
930,374
57%
1989
1,001,195
100%
1,051,593
51%
1,051,593
45%
--
1,051,593
45%
1490
18,277
2%
982,918
98%
926,629
78%
13,366
11%
939,995
72%
--
939,995
72%
1991
1,001,195
100%
1,045,150
47%
1,045,150
42%
1
-
1,045,151
42%
1992
1,001,195
100%
993,952
56%
993,952
45%
.--
993,952
45%
1993
1,001,195
100%
1,023,253
58%
1,023,253
54%
--
1,023,253
54%
1994
1,001,195
100%
992,768
55%
992,768
47%
-1
-
992,767
47%
1995
27,075
3%
974,120
97%
934,039
51%
8,172
51/6
942,211
47%
--
942,211
47%
1996
1,001,195
100%
1,020,838
58%
1,020,838
41%
--
1,020,838
41%
1997
1,001,195
100%
1,026,466
63%
1,026,466
59%
--
1,026,466
59%
1998
95,053
9%
906,142
91%
845,138
48%
845,138
37%
-
845,138
37%
1999
39,191
4%
962,004
96%
938,428
59%
938,428
47%
--
938,428
47%
2000
14,639
1%
986,556
99%
1,034,889
56%
15,766
4%
1.050,655
46%
1
--
1,050,656
46%
2001
55,173
6%
946,022
94%
898,051
61%
898,051
56%
-1
--
898,050
56%
Total
487,871
2%
20,537,224
98%
20,450,88
56%
109,667
2%
20560,54
-. 49�
-_
2056055
*g%
14

URBANGREEN"
Starmwotsr Solutions born CONTECN 'r�7
Rainwater Harvesting Runoff Calculator
Project Name : P705 Camp LeJeune
Model # : 347
Water Savings
1981
799,243
$2,398
$4,795
$7,193
1982
1,001,195
$3,004
$6,007
$9,011
1983
1,001,195
$3,004
$6,007
$9,011
1984
1,001,195
$3,004
$6,007
$9,011
1985
1,001,195
$3,004
$6,007
$9,011
1986
964,684
$2,894
$5,788
$8,682
1987
1,001,195
$3,004
$6,007
$9,011
1988
1,001,195
$3,004
$6,007
$9,011
1989
1,001,195
$3,004
$6,007
$9,011
1990
982,918
$2,949
$5,898
$8,847
1991
1,001,195
$3,004
$6,007
$9,011
1992
1,001,195
$3,004
$6,007
$9,011
1993
1,001,195
$3,004
$6,007
$9,011
1994
1,001,195
$3,004
$6,007
$9,011
1995
974,120
$2,922
$5,845
$8,767
1996
1,001,195
$3,004
$6,007
$9,011
1997
1,001,195
$3,004
$6,007
$9,011
1998
906,142
$2,718
$5,437
$8,155
1999
962,004
$2,886
$5,772
$8,658
2000
986,556
$2,960
$5,919
$8,879
2001
946,022
$2,838
$5,676
$8,514
Total
Savings
20,537,224
$61,617
$123,221
$184,838
Cistern Dimensions
Diameter Total Linear Feet
15

These results are submitted to you as a guideline only, without liability on the part of CONTECH Construction Products Inc. for accuracy or suitability to any particular
application, and are subject to your verification.
Pioe Flotation Calculations
diameter
r River. J:
-input Data —
Pipe O.D. Do =
77.6
Pipe I.D. Di =
70.9
Height of cover (He)-
4.3
Pipe weight Pw =
65.6
Unit weight of dry soil uWd =
120
Unit weight of water uwH =
62.4
Groundwater elevation Hw =
6.8
Water level in pipe Lw =
0
Void ratio (e) =1
0.45
Specific Gavi Gs =1
2.65
—Calculations—
Area of water in pipe =
0.00
of water in pipe =
0.00
—Weight
Area of water displaced =
32.84
Weight of water displaced =
2049.44
Area of submerged soil =
6.64
Weight of buoyant soil =
471.67
Dry soil weight =
3078.13
in.
in.
ft. above TOP of pipe
I bs/ft
Ibs/ftA3
Ibs/ftA3
ft. above BOTTOM of pipe
(VV/Vs)
(density of solids/density of water)
w�\I>�\iTCwIJ
CONSTRUCTION. PRODUCTS INC.
ENGINEERING SERVICES
ftA2 Pi'D!"D4 - (2'(theta)/360 x (Pi'0iA2/4) - (Lw-DY2)A2 x tan(theta))
Ibs/ft Area of water in pipe x UWw
ftA2 Pi'Do"2/4
Ibs/ft Area of water displaced x UWw
ftA2 (Hw-DO)'Do+ Do'(Do/2) - Pi'DOA2/8
Ibs/ft Area of submerged soil x (UWw/(1+e)) x (Gs-1)
I bs/ft (Do+Hc-HW)'Do
Total resistinq force = 3615.41 Ibs
Buoyant Force =Ji 2049.44 Ibs
Flotation should not be a problem
I:\fvlerlin\Project\ActiveW69000\469049\469049-10-UrbanGreen_SRPE_Cistern\Design\469049-010 72 inch SRPE Pipe Flotation Calculations 2/620132:02 PM

Precipitation Frequency Data Server
Page I of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Jacksonville, North Carolina, USA
Coordinates: 34.7407,-77.5071
Elevation: Sift`
source: Gurgle Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Ronald. D. Mama, B. Lin, T. Partybok, M.Yekta, and D. Riley
NOAA, National Weather Service, silver spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
10
25
50
100
200
500
1000
O5-min
5.83
(539-832)
��������
16.B61
(8.35-745)
7.941
Q.33-8.82)
8.921
(B 21-H 8%
10.1
(9.20-10.9)
71.0
(100-11.9)
71.9
(108-12.8J
72.8
(115-13.8)
13.9
(12.4-15.1)
14.9
(13.2-18.2)
4.65
5.49
6.36
7A3
8.02
8.74
9.43
70.7
77.0
N.7
10-min
(4.30-505)
(5.07 596)
(5.8 67 89)
1 (6,56-7.73)
(7,34-8.67)
(7.97-9.45)
(8.55-10.2)
1 (9,11-11.0)
1 (9.80-11.9)
1 (10.4-12.6)
3.a8
4.60
5.36
6.02-
6.78
7.37
7.94
8.50
9.22
9.80
15-min
(3.58-4,21)
(4.25 489)
1 (4.95-5.82)
(5.53 852)
1 (6.20-TM)
1 (6.72-7.98)
1 (7.21-8.60)
1 (7.66-9.21)
1 (8.22-10o)
1 (8.97-10.7)
2.68
3.18
3.87
4.38
5.02
6.55
6.08
6.62
7.34
7.94
30rtlln
(2.48-2.89)
1 (2.94-3.45)
1 (3.51-4.13)
1 (4.01-4.72)
1 (4.59-543)
1 (5.06-8.01)
1 (552-6.58)
1 (5 H6-7.17)
1 (8.54-7.96)
1 (7,02-8.64)
7.88
1.99
2.44
2.84
3.34
3.78
4.79
4.64
6.28
6.80
60-min
(153-18%
(184-216)
(2.25-2,65)
(2,51-3.07)
(306-3.61)
(3.43-4,07
(380-454
�
( d.18-5.03)
(4.70-5.71)
(5.12-831 )
L00
1.27
7.52
1.81
2.19
2.52
2.87
3.28
3.60
4.28
2-hr
(0.919-1.09)
(1.11-1.32)
1 (lAO-1.66)
1 (1,65-1,97)
(1.99-238)
(228-2.75)
(2.59-3.13)
1 (2.91-3.54)
1 (3, 36-4.14)
1 (375-4.68)
0.778
0.869
1.10
1.37
7.81
1.87
2.16
-48
2.94
3.36
3-hr
(0.658-0790)
(0.798-0.957)
(1.01-1.21)
1 (1.20-1,44)
(1,46-1.76)
(1.88-2.05)
(1.93-2,36) 11
(2.19-2.71)
0.437
0.628
0.670
0.801
0.886
7.75
7.33
7.53
1.83
2.70
6-Id
(0.399-0.484)
(0,484-0586)
(0,610-0.741)
(0.727-0.886)
(0.889-1.09)
1 (1.03-1.27)
1 (1.18-1.47)
1 (1.35-1.69)
1 (1,59-2,01)
1 (1.80-231)
0.256
0.370
0.394
0.47d
0.588
- 0.891
0.804
0.932.
1A2
7-30
12-hr
(0.232-0.286)
(0.281-0346)
(0.356-0.440)
(0.426-0.529)
(0524-0653)
(0.612-0.766)
(0.706-0.891)
(0.808-1.03)
(0.958-1.24)
1 (1.09-1.44)
0.146
0.770
0.230
0.275
0.343
0.402
0. 889
- 0.44
0.659
0.759
�24 hr
(0.1 0 62)
(0.163-0.196)
(0210-0,253)
(0.250-0.302)
(0.309-0.371)
(0.359-0442)
(0.414-0516)
(0.475-0.599)
(0.563-0729)
(0838-0.844)
0.085
0.103
O.t 32
0.767
0.196
0.229
0.288
0.309
0.373
0.428
F2-day
p)078-0.094)
(0.094-0.114)
(020 .1-0.146)
(0.143-0.173)
(0.176-0215)
(0204-0252)
(05-0.294)
23
(0269-0,342)
(0.318-0415)
(0.359-04w)
0. 60-
0.073
0.093
0.770
0.135
0.156
0.182
0.209
0.251
0.287
3-day
(0.055-0.066)
(0.067-0.080)
(0.085-0.102)
(0, 100-0, 121)
(0.122-0.149)
(0.141-0.173)
(0.161-0.2M)III)
ln-0.231)
(0.216-0.279)
(0.243-0.321)
0.058
0.073
0.088
0.705
0.122
0.140
0.760
0.790
0.277
�0.048
4-da
(0.044-0.052)
(0.053-00B3)
(0.067-0.080)
(0.079-009)
(0095-0.115)
(0.110-0.133)
( 0.125-0.154)
(0.141-0.176)
(0.165-0.211)
(0.184-0.242)
0.032
0.038
0.046
0.056
0.068
0.078
0.089
0.700
0.177
0.137
�7-day
(0.029-0.035)
(0.035-0.042)
(0.044-0.052)
(0052-0.061)
(0.062-0.074)
(0.071-0.085)
(0080-0.097)
(0089-0.110)
(0.102-0.129)
(0.113-0.14%
0.025
0.030
0.037
0.043
0.052
0.059
0.087
0.075
0.087
0.097
�104ay
(0.023-0.027)
(0.028-0.033)
(0.034-0.040)
(0,040-0.047)
(0.047-0.056)
(0.054-0.064)
(O.OBO-0073)
(0.067-0.082)
(0.076-0.096)
(0.084-0.107)
0.017
0.020
0.024
F 0.028
0.033
0.037
0.042
0.046
0.053
0.058
20.4
(0.016-0.018)
(0019-0022)
10023-0026J
(0.026-0030)
(0031-0036)
(0034-0040)
(0038-0045)
(0.042-0050)
p)047-0058)
(0.051-0064)
0.014
0.076
0.020
0.022
0.026
0. 229
0. 332
0.035
0.039
0.043
30-0ay
(0.013-0015)
(0.015-0018)
(0018-0021)
(0021-0.024)
(0.024-0028)
p)027-0031)
(0030-0034)
Ill038)
(0.036-0043)
p)038-0047)
0.012
0.074
0.076
0.018
0.021
0.024
0.026
0.029
0.032
0.035
�45day
p)011-0.012)
(0.013-0015)
(0015-0.017)
11)OW-0.020)
(0.020-0,023)
(0.022-0025)
(0024-0.028)
(0.026-0,031)
(0.029-0.035)
(0.031-0.0w)
0.010
0.012
0.014
0.018 1
0.018
0.02D
0.022
0.024
0.028
0.028
60day
(0010-0011)
(0.012-0013)
(0014-0.015)
(0.015-0017)
(001 ]-002%
(0.019-0022)
(0.021-0.024)
(0.022-0028)
(0024-0026)
(0,028-0031)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at over and upper bounds of the DM confidence internal. The probability Nat precpitation hequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or leas Nan the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
Please refer 0 NOAA Atlas 14 document for more inforrre0on.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.7407&Ion=-77.507I &data... 8/20/2012

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Jacksonville, North Carolina, US'
Coordinates: 7,-77.5071
Elevation: ion: 51ft'
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B, Jr, T Pamybok M.Yekle, and D, Riley
140 A, Nabonal Weather service. Silver Spring. Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval(years)
Duration
���
10
25
®
100
200
500
1000
0488
0.572
F 0.662
F 0.743
F 0.839
F 0.914
F 0.989 IF1.06
F1.15
1.24
5-min
(0449-0.527)
(0.529-0621)
(0611-0718)
(0.684-0805)
(0767-0907)
(0.834-0989)
(0897-1.07)
(0.958-1.15)
(1,03-128)
(1,10-1.35)
0.776
0.915
1.06
1.19
1.34
1.48
1.57
1.69
7.83
1.%
10-min
(0717-0842)
(0845-0993)
(0.978-1.15)
(109-1.29)
(122-1 d5)
(1.33-168)
(1.43-1.70)
(1.52-183)
(1.83-1.99)
(1.73-2.13)
0.%9
1.15
7.34
7.50
1.69
1.84
1.89
2.13
2.31
2.45
15-min
(0891
(1.06-125)
(124-145)
(1.38-1.63)
(1.55-183)
(186-1,99)
(1.80-215)
(192-230)
(2.06-250)
(217-267)
7.33
1.59
1.91
2.18
2.57
2.78
3.04
3.31
3.67
3.97
30-min
(123-1.44)
(147-1.72)
(176-207)
(200-236)
(230-271)
(253-300)
(276-329)
(298-359)
(327-398)
(351-432)
7.66
1.99
2.44
2.84
3.34
3.78
4.19
4.64
6.26
5.80
60-min
(153-180)
(184-216)
(225-255)
(2.61-307)
(306-361)
(343-4,07)
(380-454)
(4.18-503)
(4.70-571)(
512-831)
2.00
2.42
3.06
3.81
4.38
5.05
5.75
6.57
7.60
8.56
2-hr
1
( .84-2 19)
(2 23-2 65)
(2.80-3 33)
(3 30-3 94)
(398-4 ] 77
(d 57-5 40)
(517-8 26)
(5.81-7.09)
(13 72-8 29)
(7.50-9 36)
2.16
2.61
3.30
3.94
4.83
5.63
6.48
7.43
8.83
70.7
3-hr
(1.98-237)
(240-267)
(302-362)
(359-432)
(438-529)
(507-616)
(5B0-709)(
659-813)
(7.73-986)(
872-111)
2.82
3.17
4.01
4.80
5.90
6.90
7.98
9.18
10.9
125
6-hr
(239-290)
(2.90-351)
(365-444)
(4.36-530)
(533-651)
(618-760)
(709-878)
(807-101)
(9 a9-120)
(107-138)
3.-3
3.74
4.-5
6.-6
7.-7
6.-9
9.-1
11.2
'13.6
i6.e
12-hr
(2 ]9-345)
(338-417)
(429-530)
(514-837)
(831 -]8'✓)
(737-923)
(850-107)
(974-124 )
( 11.5-150 )
( 131-173 )
24-hr
�3.51�
(32t-388J
(4.261
(391-4.77
�5.57�
(504-608)
�8.801 7
(600-7.
_j8.23�
742-905
�B.BBL
(882-1081
�(77.31
'(8.95-124
r(13.7L7
114-14.4
J16.8`
135-17.5)
J18.2L
(153-202
4.08
4.94
6.34
7.55
9.39
11.0
72.8
14.8
17.9
20.6
2 d.y
(373 451)
(451-546)
(577-700)
(685-832)
(845-103)
(981-121)
(11.3-141)
(129-164)
(153-199)
(17.3-231)
4.33
F 5.24
6.68
F 7.97
9.76
F11.4
F 3.7
75.7
18.1
20.7
3-0ay
(397-4.76)
(479-576)
(610-735)
(7.20-869)
1 (881-107)
1 (102-125)
(118-14 4)
(132-166)
(155-201)
(17.5-231)
4.58
5.53
7.02
8.28
t0.1
11.7
13.4
15.3
16.3
20.8
4-07y
(420-502)
(508-607)
(643-7.70)
(755-906)
(917-11.1)
(105-128)
(120-147)
(135-189)
(158-202)
(177-232)
6.33
6.42
8.07
8.45
71.4
13.1
74.8
18.8
18.7
22.1
7-day
(4.91-582)
(5.92-701)
1 (742-881)
(8(16-103)
1 (104-12.5)
11 (119-143)
(134-183)
1(150-185)
(172-21.7)
Ill90-245)
6.07
7.21
8.93
io4
12.4
74.2
16.0
18.0
20.8
23.2
10-0ay
(556-855)
1 is 66-785)
1 (823-971)
1 (952-11.3)
1 (11.4-135)
1 (129-154)
1 (144-17d)
1 (16 1 -19 7)
(18.3-230)
(202-257)
8.07
9. 22
11.7
73.4
16.9
17.9
20.0
22.3
25.4
28.0
20-0ay
(7.52-870)
1 (896-104)
(109-126)
(12.5-145)
1 (146-17.1)
1 (164-193)
1 (182-21.6)
1 (201-241)
(226-27.8)
(24.6-308)
9'%
11.8
14.2
18.1
18.8
20.9
23.1
25.3
28.4
30.8
30-0ay
(832-10.7)
1 (11.1-127)
(133-152)
(15.1-17.3)
1 (175-201)
1 (194-224)
(21.3-24.8)
(232-27.3)
(25.7-308)
(27.7-336)
12-5
14.7
17.5
19,6
23.0
25.5
28.2
30.9
34.7
37.6
45-0aY
(11J-133)
(136-158)
(164-188)
(185-212)
(21.4-24.7)
(237-274)
(260-303)
(283-333)(
31.3-376)(
337-410)
15.0
7.7
20.8
23.3
26.6
29.2
31.9
34.5
38,1
40.8
6-0y
(142a of
878
92
8
2
(2926 34 0)
(39-370
410)
(37.1-442)49
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at over and upper bounce of the 90% confidence interval, The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or lass than the Inver bound) is 5%. Estimates at upper bounds
are not chocked against probable maximum precipitabon (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Too
PF graphical
http://hdse.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.7407&Ion=-77.507l &data.-. 8/20/2012

Appendix D — Miscellaneous Calculations
D.01 HydroFlow Stormwater System Calculations
D.02 HydroFlow Pre and Post Development Calculations
D.03 Rip Rap Calculations.

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
NO.
Dnstr
Line
DO
Junc
Known
Dmg
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ff)
(deg)
(cts)
(ac)
(C)
(min)
(ft)
M
(ff)
(in)
(n)
(K)
(ff)
1
End
280.00
-57.62
DrGri
0.00
1.03
0.95
5.0
14.09
0.30
14.93
36
Cir
0.013
0.50
21.27
CB-A4
2
1
157.00
0.00
Grate
0.00
1.03
0.95
5.0
15.43
0.30
15.90
30
Cir
0.013
0.50
20.75
CB-A3
3
2
232.00
0.00
Grate
0.00
0.76
0.95
5.0
16.40
0.30
17.10
24
Cir
0.013
0.50
20.10
CB-A2
4
3
100.00
0.00
Grate
0.00
0.38
0.95
5.0
17.60
0.80
18.40
15
Cir
0.013
1.00
20.91
CB -Al
K
Number of lines: 4
Date: 2182013
Sims Se Maw

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
M
(ft)
(in)
(ft)
(in)
(ft)
1
CS-A4 -
DropGrate
21.27
Rect
5.00
5.00
36
Cir
14.93
30
Cir
15.43
2
CB-A3
Grate
20.75
Rect
5.00
5.00
30
Cir
15.90
24
Cir
16.40
3
CB-A2
Grate
20.10
Rect
5.00
5.00
24
Cir
17.10
15
Cir
17.60
4
CB -Ai
Grate
20.91
Rect
5.00
5.00
15
Cir
18.40
K
Number of Structures: 4
Run Date: 2/8/2013
Stain Severs v x

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(it)
(it)
(ft)
(%)
(it)
(it)
(h)
(ft)
No.
1
CB-A4
17.81
36
Cir
280.00
14.09
14.93
0.300
18.50'
18.70'
0.05
18.75
End
DropGrate
2
CB-A3
12.60
30
Cir
157.00
15.43
15.90
0.299
18.75'
18.90`
0.05
18.95
1
Grate
3
CB-A2
7.14
24
Cir
232.00
16.40
17.10
0.302
18.95'
19.18'
0.04
19.22
2
Grate
4
CB -Al
2.48
15
Cir
100.00
17.60
18.40
0.800
19.22
19.35
0.10
19.44
3
Grate
K
Number of lines: 4
Run Date: 2/8/2013
NOTES: Return period = 2 Yrs. ;'Surcharged (HGL above crown).
sto. Sewer v W

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Dmg
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope
ElUp
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
(%)
(ft)
(in)
(n)
(K)
(ft)
1
End
257.00
-90.15
DrGrt
0.00
1.06
0.95
5.0
13.32
0.30
14.09
30
Cir
0.013
0.50
20.54
CB-84
2
1
182.00
0.00
MH
0.00
0.90
0.95
5.0
14.09
0.30
14.63
30
Or
0.013
0.15
20.11
CB-B3
3
2
208.00
0.00
Grate
0.00
0.90
0.95
5.0
15.13
0.30
15.75
24
Cir
0.013
1.04
19.56
CB-B2
4
3
162.00
40.16
MH
0.00
1.06
0.95
5.0
16.25
0.30
16.74
18
Cir
0.013
1.00
19.80
CB-B7
K
Number of lines: 4
Date: 2/=013
Storm Seven v W

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
(ft)
Shape
Length
(ft)
Width
(ft)
Size
(in)
Shape
Invert
(ft)
Size
(in)
Shape
Invert
(ft)
1
CB-B4
OropGrale
20.54
Rect
5.00
5.00
30
Cir
14.09
30
Cir
14.09
2
Manhole
20.11
Rect
5.00
5.00
30
Cir
14.63
24
Cir
15.13
3
CB-B2
Grate
19.56
Rect
5.00
5.00
24
Cir
15.75
18
Cir
16.25
4
Manhole
19.80
Rect
5.00
5.00
18
Cir
16.74
K
Number of Structures:4
Run Date: 2/8/2013
Stoem Sewers v M

Page 1
Storm Sewer Summary Report
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rote
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cis)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
CB-B4
22.79
30
Cir
257.00
13.32
14.09
0.300
14.92
16.36
0.18
16.55
End
Drops -rate
2
CB-83
17.29
30
Cir
182.00
14.09
14.63
0.297
16.55
16.81
0.03
16.84
1
Manhole
3
CB-B2
12.35
24
Cir
208.00
15.13
15.75
0.298
16.84
17.42
0.31
17.73
2
Grate
4
CB-B7
6.90
18
Cir
162.00
16.25
16.74
0.302
17.75'
18.45'
0.24
18.69
3
Manhole
K
Number of lines: 4
Run Date: 2/8/2013
NOTES: Return period = 2 Yrs. ; *Surcharged (HGL above crown). -
sm. semen 4 00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Deft
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El On
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
218.00
-90.15
Grate
0.00
0.90
0.95
5.0
13.25
0.30
13.90
36
Cir
0.013
0.50
19.70
CB-04
2
1
207.00
0.00
Grate
0.00
0.90
0.95
5.0
13.90
0.30
14.52
36
Cir
0.013
0.50
19.31
CB-C3
3
2
182.00
0.00
Grate
0.00
0.90
0.95
5.0
15.02
0.30
15.57
30
Cir
0.013
0.70
19.20
CB-C2
4
3
140.00
2413
Grate
0.00
1.01
0.95
5.0
16.57
0.30
16.99
18
Cir
0.013
1.00
19.56
CB-Cl
K
Number of lines: 4
Date: 2/812013

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
CB-C4
Grate
19.70
Rect
5.00
5.00
36
Cir
13.90
36
Cir
13.90
2
CB-C3
Grate
19.31
Rect
5.00
5.00
36
Cir
14.52
30
Cir
15.02
3
CB-C2
Grate
19.20
Rect
5.00
5.00
30
Cir
15.57
16
Cir
16.57
4
CB-C1
Grate
19.56
Rect
6.00
5.00
16
Cir
16.99
K
Number of Structures: 4
Run Date: 2/6I2013
Stain Sexes 4 00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
CB-C4
20.80
36
Cir
218.00
13.25
13.90
0.298
17.35'
17.56•
0.07
17.63
End
Grate
2
CB-C3
16.77
36
Cir
207.00
13.90
14.52
0.300
17.63'
17.76.
0.04
17.80
1
Grate
3
CB-C2
12.07
30
Cir
182.00
15.02
15.57
0.302
17.80
17.95
0.07
18.02
2
Grate
4
CB-Cl
6.58
18
Cir
140.00
16.57
16.99
0.300
18.07•
18.62'
0.22
18.84
3
Grate
K
Number of lines: 4
Run Date: 2/8/2013
NOTES: Return period = 2 Yrs. ; *Surcharged (HGL above crown).
Siam Sawa. v W

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
June
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
Ise)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
229.00
-90.15
Grate
0.00
0.90
0.95
5.0
11.80
0.30
12.48
36
Cir
0.013
0.50
18.13
CB-D4
2
1
182.00
0.00
Grate
0.00
0.90
0.95
5.0
12.98
0.30
13.52
30
Cir
0.013
0.50
18.87
CB-D3
3
2
235.00
7.90
Grate
0.00
0.90
0.95
5.0
13.52
0.30
14.22
30
Cir
0.013
0.70
18.13
CB-D2
4
3
128.00
24.13
Grate
0.00
1.06
0.95
5.0
15.22
0.30
15.60
18
Cir
0.013
1.00
18.30
CB -Di
K -
Number of lines: 4
Date: 2/8/2013
stain Sewers A W

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev,
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
Ift)
(ft)
(in)
(ft)
(in)
(ft)
1
CB-134
Grate
18.13
Rect
5.00
5.00
36
Cir
12.48
30
Cir
12.98
2
CB-D3
Grate
18.87
Rect
5.00
5.00
30
Cir
13.52
30
Cir
13.52
3
CB-D2
Grate
18.13
Rect
5.00
5.00
30
Cir
14.22
18
Cir
15.22
4
CB-Dl
Grate
18.30
Rect
5.00
5.00
18
Cir
15.60
K
Number of Structures: 4
Run Date: 2/8/2013
storm Sewers v w

Storm Sewer Summary Report
Page t
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(In)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
i
CB-D4
21.38
36
Cir
229.00
11.80
12.48
0.297
16.09•
16.33•
0.07
16.40
End
Grate
2
CB-D3
16.90
30
Cir
182.00
12.98
13.52
0.297
16.40•
16.71•
0.09
16.80
1
Grate
3
CB-D2
12.44
30
Cir
235.00
13.52
14.22
0.298
16.80'
17.01'
0.07
17.08
2
Grate
4
CS-D7
6.90
18
Cir
128.00
15.22
15.60
0.297
17.08'
17.64'
0.24
17.87
3
Grate
K
Number of lines: 4
Run Date: 2/82013
NOTES: Return period = 2 Yrs. ; 'Surcharged (HGL above crown).
scam S. V .W

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
ss
Line
Length
angle
Type
113mg
O
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
TCoeff
F
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N
(ft)
(in)
(n)
1
End
97.00
-90.15
Grate
0.00
0.26
0.95
5.0
11.16
0.38
11.53
36
Cir
0.013
1.50
17.22
CB-E5
2
1
95.00
90.06
Grate
0.00
0.33
0.95
5.0
12.53
0.55
13.05
24
Cir
0.013
1.00
16.52
CB-E8
3
1
122.00
0.36
Grate
0.00
0.33
0.95
5.0
12.03
0.27
12.36
30
Cir
0.013
1.50
17.35
CB-E4
4
3
116.00
90.34
Grate
0.00
0.33
0.95
5.0
12.86
0.69
13.66
24
Cir
0.013
1.00
16.68
CB-E7
5
3
122.00
0.00
Grate
0.00
0.30
0.95
5.0
12.86
0.32
13.25
24
Cir
0.013
1.50
18.05
CB-E3
6
5
116.00
89.83
Grate
0.00
0.31
0.95
5.0
14.00
0.30
14.35
15
Cir
0.013
1.00
17.10
CB-E6
7
5
320.00
0.00
Grate
0.00
0.57
0.95
5.0
13.25
0.30
14.22
24
Cir
0.013
0.62
18.50
CB-E2
8
7
85.00
20.88
Grate
0.00
0.49
0.95
5.0
14.97
0.34
15.26
15
Cir
0.013
1.00
18.50
CB -El
9
End
97.00
0.00
Grate
0.00
0.22
0.68
5.0
12.94
1.77
14.66
15
Cir
0.013
1.00
17.22
CB-E9
K
Number of lines: 9
Date: 2/132013

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
CB-E5
Grate
17.22
Rect
5.00
5.00
36
Cir
11.53
24
Cir
12.53
30
Cir
12.03
2
CB-E8
Grate
16.52
Rect
5.00
5.00
24
Cir
13.05
3
CB-E4
Grate
17.35
Rect
5.00
5.00
30
Cir
12.36
24
Cir
12.86
24
Cir
12.86
4
CB-E7
Grate
16.68
Rect
5.00
5.00
24
Cir
13.66
5
CB-E3
Grate
18.05
Rect
5.00
5.00
24
Cir
13.25
15
Cir
14.00
24
Cir
13.25
6
CB-E6
Grate
17.10
Rect
5.00
5.00
15
Cir
14.35
7
CB-E2
Grate
18.50
Rect
5.00
5.00
24
Cir
14.22
15
Cir
14.97
8
CB -El
Grate
18.50
Rem
5.00
5.00
15
Cir
15.26
9
CB-E9
Grate
17.22
Rect
5.00
5.00
15
Cir
14.66
K
Number of Structures: 9
Run Date: 2/1312013
Stem Seven v9.0e

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(CIS)
(in)
(ft)
(k)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
CB-E5
15.65
36
Cir
97.00
11.16
11.53
0.381
15.20•
15.25'
0.11
15.37
End
Grate
2
CB-E8
2.15
24
Cir
95.00
12.53
13.05
0.547
15.37•
15.38'
0.01
15.38
1
Grate
3
CB-E4
12.87
30
Cir
122.00
12.03
12.36
0.270
15.37•
15.49•
0.16
15.65
1
Grate
4
CB-E7
2.15
24
Cir
116.00
12.86
13.66
0.690
15.65
15.66
0.01
15.67
3
Grate
5
CB-E3
9.48
24
Cir
122.00
12.86
13.25
0.320
15.65•
15.86'
0.21
16.08
3
Grate
6
CB-E6
2.02
15
Cir
116.00
14.00
14.35
0.302
16.08•
16.19•
0.04
16.23
5
Grate
7
CB-E2
6.73
24
Cir
320.00
13.25
14.22
0.303
- 16.08•
16.36'
0.04
16.40
5
Grate
8
CB-E1
3.19
15
Cir
85.00
14.97
15.26
0.341
16.40•
16.61•
0.11
16.72
7
Grate
9
CB-E9
1.03
15
Cir
97.00
12.94
14.66
1.773
15.20
15.24
0.05
15.29
End
Grate
K
Number of lines: 9
Run Date: 2/1312013
NOTES: Return period = 2 Yrs. ; *Surcharged (HGL above crown).
Storm Sewers v .00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Onstr
Line
Deg
Junc
Known
Dreg
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
O
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(R)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
32.00
180.00
MH
0.00
0.00
0.00
0.0
8.54
0.31
8.64
72
Cir
0.013
1.00
16.70
SFE-OUT
2
1
185.00
0.00
MH
0.00
0.00
0.00
0.0
8.64
0.30
9.20
60
Cir
0.013
1.00
18.50
SFD-OUT
3
1
56.00
90.00
MH
0.00
0.00
0.00
0.0
11.43
0.30
11.60
30
Cir
0.013
1.00
16.70
JB-E
4
3
27.00
-90.00
MH
2O.07
0.00
0.00
0.0
11.60
0.30
11.68
30
Cir
0.013
1.00
16.70
BPE
5
2
56.00
90.00
MH
0.00
0.00
0.00
0.0
12.11
0.30
12.28
30
Cir
0.013
1.00
18.50
JB-D
6
5
14.00
-90.00
MH
28.09
0.00
0.00
0.0
12.28
0.29
12.32
30
Cir
0.013
1.00
18.50
BP-D
7
2
170.00
0.00
MH
0.00
0.00
0.00
0.0
9.60
0.30
10.11
54
Cir
0.013
1.00
19.60
SFC-OUT7
8
7
56.00
90.00
MH
0.00
0.00
0.00
0.0
13.46
0.30
13.63
30
Cir
0.013
1.00
19.60
JB-C
9
8
48.00
-90.00
MH
27.25
0.00
0.00
0.0
13.63
0.31
13.78
30
Cir
0.013
1.00
19.60
BP-C
10
7
198.00
0.00
MH
0.00
0.00
0.00
0.0
10.11
0.30
10.70
48
Cir
0.013
1.00
20.50
JS-B2
11
10
39.00
90.00
MH
0.00
0.00
0.00
0.0
13.70
0.31
13.82
30
Cir
0.013
1.00
20.50
JB-B
12
11
6.00
-90.00
MH
29.20
0.00
0.00
0.0
13.82
0.33
13.84
30
Cir
0.013
1.00
20.50
SP-B
13
10
82.00
0.00
MH
0.00
0.00
0.00
0.0
10.70
0.30
10.95
48
Cir
0.013
1.00
20.50
SFB-OUT
14
13
102.00
0.00
MH
0.00
0.00
0.00
0.0
11.98
0.30
12.29
48
Cir
0.013
1.00
21.00
JB-A2
15
14
42.00
90.00
MH
0.00
0.00
0.00
0.0
14.37
0.31
14.50
30
Cir
0.013
1.00
21.00
JB-A
16
15
36.00
-90.00
MH
25.18
0.00
0.00
0.0
14.50
0.31
14.61
30
Cir
0.013
1.00
21.00
SP-A
17
14
85.00
0.00
MH
0.00
0.00
0.00
0.0
12.29
0.31
12.55
30
Cir
0.013
1.00
21.00
SFA-OUT
18
17
11.00
90.00
MH
0.10
0.00
0.00
0.0
12.55
0.36
12.59
24
Cir
0.013
1.00
21.00
SFA
19
13
11.00
90.00
MH
0.10
0.00
0.00
0.0
10.95
0.36
10.99
42
Cir
0.013
1.00
20.50
SFB
20
2
25.00
60.00
MH
0.10
0.00
0.00
0.0
9.20
0.32
9.28
48
Cir
0.013
1.00
18.50
SFD
21
1
23.00
60.00
MH
0.10
0.00
0.00
0.0
9.62
0.30
9.69
30
Cir
0.013
1.00
16.70
SFE
22
7
25.00
60.00
MH
0.10
0.00
0.00
0.0
10.64
0.32
10.72
36
Cir
0.013
1.00
19.60
SFC1
K -
Number of lines: 22
Date: 2/8/2013
storm sewers v ,00

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
Ift)
(ft)
(ft)
(in)
(it)
(in)
(ft)
1
SFE-OUT
Manhole -
16.70
Rect
8.00
8.00
72
Cir
8.64
60
Cir
8.64
30
Cir
11.43
30
Cir
9.62
2
SFD-OUT
Manhole
18.50
Rect
5.00
5.00
60
Cir
9.20
30
Cir
12.11
54
Cir
9.60
48
Cir
9.20
3
JB-E
Manhole
16.70
Rect
5.00
5.00
30
Cir
11.60
30
Cir
11.60
4
BPE
Manhole
16.70
Rect
5.00
5.00
30
Cir
11.68
5
JB-D
Manhole
18.50
Rect
5.00
5.00
30
Cr
12.28
30
Cir
12.28
6
BP-D
Manhole
18.50
Rect
5.00
5.00
30
Cir
12.32
7
SFC-OUT1
Manhole
19.60
Rect
6.00
6.00
54
Cir
10A1
30
Cir
13.46
48
Cir
10.11
36
Cir
10.64
8
JB-C
Manhole
19.60
Rect
5.00
5.00
30
Cir
13.63
30
Cir
13.63
9
BP-C
Manhole
19.60
Rect
5.00
5.00
30
Cir
13.78
10
JB-B2
Manhole
20.50
Rect
5.00
5.00
_48
Cir
10.70
30
Cir
13.70
48
Cir
10.70
11
JB-B
Manhole
20.50
Rect
5.00
5.00
30
Cir
13.82
30
Cir
13.82
12
BP-B
Manhole
20.50
Rect
5.00
5.00
30
Cir
13.84
13
SFB-OUT
Manhole
20.50
Rect
6.00
6.00
48
Cir
10.95
48
Cir
11.98
42
Cir
10.95
14
JB-A2
Manhole
21.00
Rect
6.00
6.00
48
Cir
12.29
30
Cir
14.37
30
Cir
12.29
15
JB-A
Manhole
21.00
Rect
5.00
5.00
30
Cir
14.50
30
Cir
14.50
16
BP -A
Manhole
21.00
Rect
5.00
5.00
30
Cir
14.61
17
SFA-OUT
Manhole
21.00
Rect
5.00
5.00
30
Cir
12.55
24
Cir
12.55
18
SFA
Manhole
21.00
Rect
5.00
5.00
24
Cir
12.59
K
Number of Structures: 22
Run Date: 2/8/2013
st.m Sawa. A 00

Structure Report
Page 2
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
_
Shape
Length
Width
Size
Shape
-Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
19
SFB
Manhole
20.50
Rect
5.00
5.00
42
Cir
10.99
20
SFD
Manhole
18.50
Rect
5.00
5.00
48
Cir
9.28
21
SFE
Manhole
16.70
Rect
5.00
5.00
30
Cir
9.69
22
SFC1
Manhole
19.60
Rect
5.00
5.00
36
Cir
10.72
K
Number of Structures: 22
Run Date: 2/812013
Storm Sewer v ,00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(H)
(ft)
I")
M
(H)
(ft)
(ft)
(ft)
No.
1
SFE-0UT
130.3
72
Cir
32.00
8.54
8.64
0.313
11.58
11.84
1.12
12.96
End
Manhole
2
SFD-OUT
110.1
60
Cir
185.00
8.64
9.20
0.303
12.96
13.20
0.67
13.86
1
Manhole
3
JB-E
20.07
30
Cir
56.00
11.43
11.60
0.304
13.26
13.43
0.42
13.85
1
Manhole
4
SPE
20.07
30
Cir
27.00
11.60
11.68
0.296
13.85
13.90
0.29
14.20
3
Manhole
5
JB-D
28.09
30
Cir
56.00
12.11
12.28
0.304
14.61
14.87•
0.51
15.38
2
Manhole
6
BP-D
28.09
30
Cir
14.00
12.28
12.32
0.286
15.38•
15.45•
0.51
15.96
5
Manhole
7
SFC-OUTt
81.93
54
Cir
170.00
9.60
10.11
0.300
13.86
14.08
0.47
14.55
2
Manhole
8
JB-C
27.25
30
Cir
56.00
13.46
13.63
0.304
15.96•
16.21'
0.48
16.69
7
Manhole
9
BP-C
27.25
30
Cir
48.00
13.63
13.78
0.312
16.69'
16.90•
0.48
17.38
8
Manhole
10
JB-B2
54,58
48
Cir
198.00
10.11
10.70
0.298
14.55•
14.84•
0.29
15.13
7
Manhole
11
JB-B
29.20
30
Cir
39.00
13.70
13.82
0.308
16.20'
16.40'
0.55
16.95
10
Manhole
12
BP-B
29.20
30
Cir
6.00
13.82
13.84
0.333
16.95'
16.98•
0.55
17.53
11
Manhole
13
SFB-OUT
25.38
48
Cir
82.00
10.70
10.95
0.305
15.13•
15.16•
0.06
15.22
10
Manhole
14
JB-A2
25.28
48
Cir
102.00
11.96
12.29
0.304
15.22
15.24
0.10
15.34
13
Manhole
15
JB-A
25.18
30
Cir
42.00
14.37
14.50
0.310
16.87
17.00
0.41
17.41
14
Manhole
16
BP -A
25.18
30
Cir
36.00
14.50
14.61
0.306
17.41'
17.54'
0.41
17.95
15
Manhole
17
SFA-OUT
0.10
30
Cir
85.00
12.29
12.55
0.306
15.34'
15.34•
0.00
15.34
14
Manhole
18
SFA
0.10
24
Cir
11.00
12.55
12.59
0.364
15.34•
15.34•
0.00
15.34
17
Manhole
19
SFB
0.10
42
Or
11.00
10.95
10.99
0.364
15.22'
15.22•
0.00
15.22
13
Manhole
20
SFD
0.10
48
Cir
25.00
9.20
9.28
0.320
13.86•
13.86•
0.00
13.86
2
Manhole
21
SFE
0.10
30
Cir
23.00
9.62
9.69
0.304
12.96'
12.96'
0.00
12.96
1
Manhole
22
SFCi
0.10
36
Cir
25.00
10.64
10.72
0.320
14.65•
14.55•
0.00
14.55
7
Manhole
K
Number of lines: 22
Run Date: 2182013
NOTES: Return period = 10 Yrs. *Surcharged (HGL above crown).
Sm Sew. ,00

Hydraflow Table of Contents PRE-POSTi-9.gpw
Hydragow Hydrographs Extension for AutoCAD® Civil 31302012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport .........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No.
1, SCS Runoff, A-PRE...................................................................................
4
Hydrograph No.
2, SCS Runoff, A-post....................................................................................
5
Hydrograph No.
3, SCS Runoff, B-PRE...................................................................................
6
Hydrograph No.
4, SCS Runoff, B-POST.................................................................................
7
Hydrograph No.
5, SCS Runoff, C-PRE...................................................................................
8
Hydrograph No.
6, SCS Runoff, C-POST................................................................................
9
Hydrograph No.
7, SCS Runoff, D-PRE.................................................................................
10
Hydrograph No.
8, SCS Runoff, D-POST..............................................................................
11
10 - Year
SummaryReport .......................................................................................................................
12
HydrographReports
.................................................................................................................
13
Hydrograph No.
1, SCS Runoff, A-PRE.................................................................................
13
Hydrograph No.
2, SCS Runoff, A-post..................................................................................
14
Hydrograph No.
3, SCS Runoff; B-PRE.................................................................................
15
Hydrograph No.
4, SCS Runoff, B-POST...............................................................................
16
Hydrograph No.
5, SCS Runoff, C-PRE.................................................................................
17
Hydrograph No.
6, SCS Runoff, C-POST..............................................................................
18
Hydrograph No.
7, SCS Runoff, D-PRE.................................................................................
19
Hydrograph No.
8, SCS Runoff, D-POST..............................................................................
20
OFReport .................................................................................................................. 21

Watershed Model Schematic
Hydmflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
1-A-PRE
2-A-post 3-&PRE
4-B-POST 5-C-PRE 6-C-POST 7-D-PRE 8-D-POS
Legend
t1yj Origin
Description
1 SCS Runoff
A -PRE
2 SCS Runoff
A -post
3 SCS Runoff
B-PRE
4 SCS Runoff
B-POST
5 SCS Runoff
C.PRE
6 SCS Runoff
C-POST
7 SCS Runoff
D-PRE
8 SCS Runoff
D-POST
Project: PRE-POST1-9.gpw
Wednesday, 00 20, 2013

z
Hydrograph Return Period Recpp
y aflow Hydrogrephs Extension for AutoCAD®Civil 3082012 by Autodesk, Inc. v9
Hyd.
Hydrograph
Inflow
Peak Outflow(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
--
0.092
--
--
1,602
A -PRE
2
SOS Runoff
--
13.45
22.72
---
--
A -post
3
SCS Runoff
----
0.679
---
----
4.061
----
---
---
B-PRE
4
SCS Runoff
---
---
14.63
---
23.23
B-POST
5
SOS Runoff
--
0.023
0.536
---
---
C-PRE
6
SCS Runoff
----
--
4.888
---
----
7.608
----
----
---
C-POST
7
SOS Runoff
---
----
0.679
--
4,061
---
D-PRE
8
SCS Runoff
14.63
23.23
D-POST
Proj. file: PRE-POST1-9.gpw
Wednesday, 00 20, 2013

M
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.092
2
832
2,384
---
---
A -PRE
2
SOS Runoff
13.45
2
728
52,369
--
—
A -post
3
SCS Runoff
0.679
2
748
5,963
B-PRE
4
SCS Runoff
14.63
2
728
60,049
----
---
B-POST
5
SCS Runoff
0,023
2
880
615
•-
—
C-PRE
6
SCS Runoff
4.888
2
728
21,092
C-POST
7
SCS Runoff
0.679
2
748
5,963
---
--
D-PRE
8
SCS Runoff
14.63
2
728
60,049
---
--
---
D-POST
r
PRE-POST1-9.gpw
Return Period: 2 Year
Wednesday, 00 20, 2013

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3D®2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 1
A -PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.092 cfs
Storm frequency
= 2 yrs
Time to peak
= 13.87 hrs
Time interval
= 2 min
Hyd. volume
= 2,384 cuft
Drainage area
= 4.550 ac
Curve number
= 42*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.60 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.400 x 98) + (0.600 x 39) + (3.550 x 36)] 14.550
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 2 4
Hyd No. 1
0 (CfS)
0.10
0.08
0.07
0.06
Dx&'7
0.04
0.03
r rN

Hydrograph Report
Hydragow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 2
A -post
Hydrograph type
= SCS Runoff
Peak discharge
= 13.45 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 52,369 cuft
Drainage area
= 4.560 ac
Curve number
= 89*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((3.880 x 98) + (0.6a0 x 39)1/ 4.560
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00 '
0 2 4
Hyd No. 2
6 8
A -post
Hyd. No. 2 -- 2 Year
Q (cfs)
14.00
12.00
10.00
M
"Bill
zKolf,
iMrIr1
' 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

6
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 3
B-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.679 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 5,963 cult
Drainage area
= 4.360 ac
Curve number
= 49*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.780 x 98) + (0.050 x 98) + (1.430 x 39) + (2, 100 x 36)114,360
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Time (hrs)

7
Hydrograph Report
Hydraftow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 4
B-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 14.63 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 60,049 cult
Drainage area
= 4.350 ac
Curve number
= 95'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.150 x 98) (0.200 x 39)] / 4.350
Q (cfs)
15.00
12.00
rr
. rr
3.00
0.00 '
0 2 4
Hyd No. 4
6 8
B-POST
Hyd. No. 4 -- 2 Year
Q (cis)
15.00
12.00
M
"Bill
3.00
I I I I I __,---r-,. 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

r,
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 5
C-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.023 cfs
Storm frequency
= 2 yrs
Time to peak
= 14.67 hrs
Time interval
= 2 min
Hyd. volume
= 615 cuft
Drainage area
= 1.400 ac
Curve number
= 41'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.100 x 98) + (0.330 x 39) + (0.970 x 36)] / 1.400
C-PRE
Hyd. No. 5 -- 2 Year Q (ofs)
. ,. ®®!
MNI
®®I
0 2 4
— Hyd No. 5

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3002012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 6
C-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 4.888 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 21,092 cult
Drainage area
= 1.400 ac
Curve number
= 98*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = j(1.400 x 98)1/ 1.400
Q (cis)
5.00
C11b11
3.00
2.00
1.00
0.00
0 2 4
Hyd No. 6
C-POST
Hyd. No. 6 -- 2 Year
6 8 10 12 14 16 18 20 22 24
Q (Cfs)
5.00
Exilf,
3.00
2.00
1.00
—1 0.00
26
Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3DQ02012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 7
D-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.679 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 5,963 cuft
Drainage area
= 4.360 ac
Curve number
= 49"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.780 x 98) + (0.050 x 98) + (1.430 x 39) + (2.100 x 36)] / 4.360
D-PRE
Q (ofs) Hyd. No. 7 -- 2 Year Q (efs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
— Hyd No. 7

11
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADA civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 8
D-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 14.63 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 60,049 cuft
Drainage area
= 4.350 ac
Curve number
= 95*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(4.150 x 98) + (0.200 x 39)1/ 4.350
Q (cfs)
15.00
ipalism
• ri
M
3.00
0.00
0 2 4
Hyd No. 8
D-POST
Hyd. No. 8 -- 2 Year
6 8 10 12 14 16 18 20 22 24
Q (cis)
15.00
12.00
M
. rr
Moo
0.00
26
Time (hrs)

12
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SOS Runoff
1.802
2
748
13,571
—
A -PRE
2
SOS Runoff
22.72
2
728
90,781
A -post
3
SOS Runoff
4.061
2
738
21,647
--
&PRE
4
SOS Runoff
23.23
2
728
97,832
----
---
---•
B-POST
5
SOS Runoff
0.536
2
744
3,887
--
--
C-PRE
6
SOS Runoff
7.608
2
728
33,338
GPOST
7
SOS Runoff -
4.061
2
738
21,647
—
—
—
D-PRE
6
SOS Runoff
23.23
2
728
97,832
---
IMPOST
PRE-POST14gpw
Return Period: 10 Year
Wednesday, 00 20, 2013

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3DO2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 1
A -PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 1.802 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min.
Hyd. volume
= 13,571 cult
Drainage area
= 4.550 ac
Curve number
= 42'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.60 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN)=1(0.400 x 98) + (0.600 x 39) + (3.550 x 36)]14.550
Q (cis)
2.00
1.00
0.00
0 2 4
Hyd No. 1
A -PRE
Hyd. No. 1 -- 10 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
MCI]
1 0.00
26
Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADE)Civil 3002012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 2
A -post
Hydrograph type
= SCS Runoff
Peak discharge
= 22.72 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 90,781 cult
Drainage area
= 4.560 ac
Curve number
= 89*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
composite (Area/CN) = [(3.880 x 98) + (0.680 x 39)] / 4.560
Q (ofs)
24.00
411111Dl
16.00
12.00
M
4.00
0.00
0 2 4
Hyd No. 2
6 8
A -post
Hyd. No. 2 -- 10 Year
Q (cfs)
24.00
W41111f
5"MR
12.00
tt
4.00
— 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 3
B-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 4.061 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 21,647 cuft
Drainage area
= 4.360 ac
Curve number
= 49'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.780 x 98) + (0.050 x 98) + (1.430 x 39) + (2.100 x 36)] / 4.360
Q (cfs)
5.00
4.00
M8101
wr
1.00
0.00 '
0 2 4
— Hyd No. 3
6 8
B-PRE
Hyd. No. 3 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
EMM
' ` 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

16
Hydrograph Report
Hydraflow Hydrogmphs Extension for AutoCADS Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 4
B-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 23.23 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 97,832 cult
Drainage area
= 4.350 ac
Curve number
= 95"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area(CN) = [(4.150 x 98) + (0.200 x 39)] 14.350
Q (Cfs)
24.00
20.00
[[KQr7
12.00
4.00
0.00
0 2 4
Hyd No. 4
6 8
B-POST
Hyd. No. 4 -- 10 Year
Q (Cfs)
24.00
P.I1111I111
16.00
12.00
I I I I I I-- - 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 6
C-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.536 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.40 hrs
Time interval
= 2 min
Hyd. volume
= 3,887 cult
Drainage area
= 1.400 ac
Curve number
= 41'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.100 x 98) + (0.330 x 39) + (0.970 x 36)1/ 1.400
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 5

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 6
C-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 7.608 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 33,338 cuft
Drainage area
= 1.400 ac
Curve number
= 98'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.400 x 98)] / 1.400
Q (cfs)
8.00
iXrl4)1
4.00
2.00
0.00 '
0 2 4
Hyd No. 6
C-POST
Hyd. No. 6 -- 10 Year
6 8 10 12 14 16
Q (cfs)
8.00
4.00
2.00
18 20 22 24 26
Time (hrs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 7
D-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 4.061 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 21,647 cult
Drainage area
= 4.360 ac
Curve number
= 49'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.780 x 98) + (0.050 x 98) + (1.430 x 39) + (2.100 x 36)1/ 4.360
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 '
0 2 4
Hyd No. 7
6 8
D-PRE
Hyd. No. 7 -- 10 Year
Q (cfs)
5.00
[!<11I111
3.00
2.00
sweIr7
1 11 1 1 . I I I I\ 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2012 by Autodesk, Inc. v9
Wednesday, 00 20.2013
Hyd. No. 8
D-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 23.23 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 97,832 cuft
Drainage area
= 4.350 ac
Curve number
= 95*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((4.150 x 98) + (0.200 x 39)114.350
Q (Cfs)
24.00
Q111111
12.00
: rr
«IIrIJ
0.00
0 2 4
Hyd No. 8
6 8
D-POST
Hyd. No. 8 -- 10 Year
Q (Cfs)
24.00
20.00
16.00
12.00
4.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

21
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD.1fl Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Return
Period
Intensity4)uration-Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
-
2
252.6319
33.6565
1.0234
-
3
0.0000
0.0000
0.0000
--•--
5
0.0000
0.0000
0.0000
-
10
271.2012
30.8568
1.0D55
--
25
282.2717
29.2208
0.9949
--
50
0.0000
0.0000
0.0000
-
100
297.4777
26.9192
0.9803
-----
File name: Hilton-head.IDF
Intensity = B / (Tc + D)"E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
so
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00 -
0.00
0.00
0.00
0.00
0.00
0.00
2
6.00
5.30
4.74
4.29
3.92
3.60
3.33
3.10
2.90
2.72
2.57
2.43
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.41
6.50
5.79
5.22
4.75
4.36
4.02
3.74
3.49
3.27
3.08
2.91
25
8.40
7.33
6.51
5.85
5.31
4.87
4.49
4.17
3.89
3.64
3.43
3.24
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
9.98
8.65
7.64
6.84
6.19
5.66
5.21
4.83
4.50
4.21
3.96
3.74
Tc = time in minutes. Values may exceed 60.
PreCID. file name: G: NF11\0088\Hvdraulics\NEW-RIVER-NC2.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.51
4.26
0.00
3.30
6.60
6.94
7.63
9.43
SCS 6-Hr
0.00
1.80
0.00
0.00
2.60
0.00
0.00
4.OD
Huff -1st
0.00
1.55
0.00
2.75
4.00
5.38
6.50
8.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ODD
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
1.75
0.00
2.90
3.90
5.25
6.00
7.10

Hydraflow Table of Contents G:WF11'Does\Hydraulics\HYDRAFLOW\PRE-POSTE-HREV.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 31M 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap.............................................................................. 2
2 - Year
'
SummaryReport .........................................................................................................................
3
HydrographReports
................................................................................................................... 4
Hydrograph No.
1, SCS Runoff, E-PRE................................................................................... 4
Hydrograph No.
2, SCS Runoff, E-POST................................................................................. 5
Hydrograph No.
3, SCS Runoff, G-PRE................................................................................... 6
Hydrograph No.
4, SCS Runoff, G-POST................................................................................ 7
Hydrograph No.
5, SCS Runoff, H-PRE................................................................................... 8
Hydrograph No.
6, SCS Runoff, H-POST................................................................................ 9
10 - Year
SummaryReport .......................................................................................................................
10
HydrographReports
.................................................................................................................
11
Hydrograph No.
1, SCS Runoff, E-PRE.................................................................................
11
Hydrograph No.
2, SCS Runoff, E-POST...............................................................................
12
Hydrograph No.
3, SCS Runoff, G-PRE.................................................................................
13
Hydrograph No.
4, 5CS Runoff, G-POST..............................................................................
14
Hydrograph No.
5, SCS Runoff, H-PRE.................................................................................
15
Hydrograph No.
6, SCS Runoff, H-POST..............................................................................
16
OFReport .................................................................................................................. 17

I
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3082012 by Autodesk, Inc. v9
1-E-PRE
2-E-POST
3-G-PRE
4-G-POST
5-H-PRE
6-H-POST
CD
ED
CD
CD
Legend
tJy1L Origin
Desolation
1 SCS Runoff
E-PRE
2 SOS Runoff
E-POST
3 SCS Runoff
G-PRE
4 SOS Runoff
G-POST
5 SOS Runoff
H-PRE
6 SOS Runoff
H-POST
Project: G:\NF11\0088\Hydraulics\HYDRAFLOIMPRE-POSTE-HREV.gpw
Wednesday, 00 20, 2013

2
Hydrograph Return Period RecPyp
y raflow Hydrographs Extension for AutoCAD®Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
Hydrograph
Inflow
Peak Outflow(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
—
0.209
2.190
---
--
E-PRE
2
SCS Runoff
----
11.54
---
18.32
---
E-POST
3
SCS Runoff
--
0.022
0,549
----
----
----
G-PRE
4
SCS Runoff
--
--
5.612
8.733
G-POST
5
SCS Runoff
---
---
0,724
--
----
2.289
----
•---
--
H-PRE
6
SCS Runoff
2.037
4.283
--
H-POST
Proj. file: G:\NFilkOO88\Hydraulics\HYDRAFLOV\APRE-POSTE-HREV.gpw
FWednesday,0020,2013

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
singe used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.209
2
754
2,922
--
--•
E-PRE
2
SCS Runoff
11.54
2
728
47,349
E-POST
3
SCS Runoff
0.022
2
878
600
----
---
--
G-PRE
4
SCS Runoff
5.612
2
724
19,174
--
C+POST
5
SCS Runoff
0.724
2
732
3,454
H-PRE
6
SCS Runoff
2.037
2
726
7,081
----
--
H-POST
GANF11\0088\Hydraulics\HYDRAFLOW\PR
EPMR dJ7joWar
Wednesday, 00 20, 2013

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3002012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 1
E-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.209 cfs
Storm frequency
= 2 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 2,922 cuft
Drainage area
= 3.430 ac
Curve number
= 45'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.430 x 98) + (1.130 x 39) + (1.870 x 36)] / 3,430
Q (cis)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
E-PRE
Hyd. No. 1 -- 2 Year
0 (cfs)
0.50
0.45
[OZ[6]
0.35
0.30
[rlyb7
0.20
0.15
[r1iG]
0.05
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 2
E-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 11.54 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 47,349 cult
Drainage area
= 3.430 ac
Curve number
= 95*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/ON) = [(3.230 x 98) + (0.200 x 39)1 / 3,430
Q (Cfs)
12.00
10.00
A1111i
. rr
4.00
2.00
0.00
0 120 240
Hyd No. 2
E-POST
Hyd. No. 2 -- 2 Year
360 480 600 720 840
Q (cis)
12.00
10.00
"fill
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

a
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD® Civil 3M 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 3
G-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.022 cfs
Storm frequency
= 2 yrs
Time to peak
= 878 min
Time interval
= 2 min
Hyd. volume
= 600 cult
Drainage area
= 1.400 ac
Curve number
= 41'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.100 x 98) + (0.330 x 39) + (0.970 x 36)] / 1.400
0.09
0.08
0.07
0,06
0.05
0.04
0.03
0.02
0.01
000
G-PRE
Hyd. No. 3 -- 2 Year
Q (cfs)
0.10
[1x4/
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAO® Civil MID 2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Hyd. No. 4
G-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 5.612 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 19,174 cuft
Drainage area
= 1.400 ac
Curve number
= 98'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.400 x 98)] / 1.400
Q (Cfs)
6.00
Mid
4.00
3.00
P411111
1.00
G-POST
Hyd. No. 4 -- 2 Year
Q (Cfs)
6.00
5.00
[Ktb:
3.00
2.00
1.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 ' 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrogmphs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 6
H-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.724 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 3,454 cuft
Drainage area
= 1.100 ac
Curve number
= 59'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conic. (Tc)
= 10.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.370 x 98) + (0.670 x 39) + (0.060 x 36)11 1.100
Q (Cfs)
1.00
[r1FIr]
0.80
0.70
0.60
0.50
MIS]
0.30
0.20
0.10
H-PRE
Hyd. No. 5 -- 2 Year
Q (Cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
[r> h
0.00 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc, v9
Hyd. No. 6
H-POST
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.090 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.26 in
Storm duration
= 24 hrs
Composite (Area/ON) = [(0.640 x 98) + (0.450 x 39)111.090
Q (Cis)
3.00
10411111
1.00
0.00 1
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
H-POST
Hyd. No. 6 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 6
Wednesday, 00 20, 2013
= 2.037 cfs
= 726 min
= 7,081 cuft
= 74*
= Oft
= 8.00 min
= Type III
= 484
Q (cis)
3.00
Wbill
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

10
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.190
2
740
13,128
--
E-PRE
2
SCS Runoff
18.32
2
728
77,141
E-POST
3
SCS Runoff
0.549
2
740
3,790
G-PRE
4
SCS Runoff
8.733
2
724
30,307
GPOST
5
SCS Runoff
2.289
2
730
9,193
--
--
H-PRE
6
SCS Runoff
4.283
2
726
14,622
---
H-POST
GANF11\0088\Hydraulics\HYDRAFLOW\PR
TiHPdfii roV.4%6ear
Wednesday, 00 20, 2013

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302012 by Autodesk, Inc. v9
Hyd. No. 1
E-PRE
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 3.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.60 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.430 x 98) + (1 A 30 x 39) + (1.870 x 36)] / 3.430
Q (Cfs)
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
E-PRE
Hyd. No. 1 -- 10 Year
120 240 .360 480 600 720 840 960
Hyd No. 1
Wednesday, 00 20, 2013
= 2.190 cfs
= 740 min
= 13,128 cult
= 45"
= Oft
= 20.00 min
= Type III
= 484
Q (cis)
3.00
VA11A]
1.00
" 0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD& Civil 3D®2012 by Autodesk, Inc. v9
Hyd. No. 2
E-POST
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 3.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.60 in
Storm duration
= 24 hrs
*Composite (Area/CN) = ((3.230 x 98) + (0.200 x 39)] 13.430
0 (cis)
21.00
18.00
15.00
12.00
•M
. M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
E-POST
Hyd. No. 2 -- 10 Year
Wednesday, 00 20, 2013
= 18.32 cfs
= 728 min
= 77,141 tuft
= 95*
= Oft
= 10.00 min
= Type III
= 484
Q (cis)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil AM 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 3
G-PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.549 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 3,790 cuft
Drainage area
= 1.400 ac
Curve number
= 41'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.100 z 98) + (0.330 z 39) + (0.970 x 36)1 / 1.400
Q (cis)
1.00
t I
t
DAM
0.60
0.50
0.40
0.30
0.20
61 M
G-PRE
Hyd. No. 3 -- 10 Year
MR,
0.80
0.70
Kill-M
0.50
0.40
0.30
0.20
0.10
0.001 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2012 by Autodesk, Inc. v9
Hyd. No. 4
G-POST
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.400 ac
Basin Slope
= 0.0 %
Tc method,
= User
Total precip.
= 6.60 in
Storm duration
= 24 hrs
Composite (Area/CN) = ](1.400 x 98)] / 1.400
Q (Cfs)
10.00
M
.M
4.00
2.00
0.00 '
0 120 240
Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
G-POST
Hyd. No. 4 -- 10 Year
360 480 600 720 840
Wednesday, 00 20, 2013
= 8.733 cfs
= 724 min
= 30,307 tuft
= 98•
= Oft
= 5.00 min
= Type III
= 484
Q (Ct)
10.00
rr
M
4.00
2.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil XM 2012 by Autodesk, Inc. v9
Hyd. No. 6
H-PRE
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.100 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.60 in
Storm duration
= 24 hrs
Compose (Area/CN) = ((0.370 x 98) + (0.670 x 39) + (0.060 x 36)] 1 1.100
Q (cfs)
3.00
M1101
1.00
0.00
0 120 240
— Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
H-PRE
Hyd. No. 5 -- 10 Year
360 480 600 720 840
Wednesday, 00 20, 2013
= 2.289 cfs
= 730 min
= 9,193 cuft
= 59*
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
3.00
MQ1]
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

16
Hydrograph Report
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 20, 2013
Hyd. No. 6
H-POST
Hydrograph type
= SCS Runoff
Peak discharge
= 4.283 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 14,622 cuft
Drainage area
= 1.090 ac
Curve number
= 74'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.640 x 98) + (0.450 x 39)] / 1.090
Q (cfs)
5.00
4.00
BIQ17
2.00
1.00
H-POST
Hyd. No. 6 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 •1320 1440 1560
Hyd No. 6 Time (min)

17
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9 Wednesday, 00 20, 2013
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
-
2
252.6319
33.6565
1.0234
-----
3
0.0000
0,0000
0.0000
-
5
0.0000
0.0000
0,0000
-
10
271.2012
30,8568
1.0055
-
25
282.2717
29.2208
0.9949
--
50
0.0000
0.0000
0.0000
--
100
297.4777
26.9192
0.9803
-----
File name: Hilton-head.IDF
Intensity = B / (Tc + D)"E
Return
Period
Intensity Values (inlhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
6.00
5.30
4.74
4.29
3.92
3.60
3.33
3.10
2.90
2.72
2.57
2.43
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.41
6.50
5.79
5.22
4.75
4.36
4.02
3.74
3.49
3.27
3.08
2.91
25
8.40
7.33
6.51
5.85
5.31
4.87
4.49
4.17
3.89
3.64
3.43
3.24
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
9.98
8.65
7.64
6.84
6.19
5.66
5.21
4.83
4.50
4.21
3.96
3.74
Tc = time in minutes. Values may exceed 60.
Preci . file name: G:W F111008 \H dmulics\NEW-RIVER-NC2. c
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SOS 24-hour
3.51
4.26
0.00
3.30
6.60
6.94
7.63
9.43
SCS 6-Hr
0.00
1.80
0.00
0.00
2.60
0.00
0.00
4.00
Huff -1st
0.00
1.55
0.00
2.75
4.00
5.38
6.50
8.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
1.75
0.00
2.80
3.90
5.25
6.00
7.10

Hydraflow Table of Contents GANF11\0088\Hydreulics\HYDRAFLOWIPRE-POSTE-I-REV.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DV 2012 by Autodesk, Inc. v9 Wednesday, 00 13, 2013
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport ......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, I-PRE.................................................................................... 4
Hydrograph No. 2, SCS Runoff, I-POST.................................................................................. 5
10 - Year
SummaryReport ......................................................................................................................... 6
HydrographReports................................................................................................................... 7
Hydrograph No. 1, SCS Runoff, I-PRE.................................................................................... 7
Hydrograph No. 2, SCS Runoff, I-POST.................................................................................. 8

Watershed Model Schematic Hydraflow Hydrographs Extensionfor AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
1 - 1-PRE
J
Leciend
ttyl Origin Description
1 SCS Runoff I -PRE
2 SCS Runoff I -POST
2 - I -POST
Project: G:\NF11\0088\Hydraulics\HYDRAFLOMPRE-POSTE-I-REV.gpw
Wednesday, 00 13, 2013

Hydrograph Return Period Recp
y rafiow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow Ids)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr.
50-yr
100-yr
1
2
SCS Runoff
SCS Runoff
0.486
0.486
--
2.906
2.906
---
I -PRE
I -POST
Proj. file: G:\NF11\0088\Hydraulics\HYDRAFLOIMPRE-POSTE-I-REV.gpw
Wednesday, 00 13, 2013

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.486
2
748
4,267
---
I -PRE
2
SCS Runoff
0.486
2
748
4,267
-•
--
I•POST
GANF11\0088\Hydrau1ics\HYDRAFL0W\PR
TiflPIbRO/bo(ear
Wednesday, 00 13, 2013

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 13, 2013
Hyd. No. 1
I -PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.486 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 4,267 cult
Drainage area
= 3.120 ac
Curve number
= 49'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
484
Composite (Area/CN) = j(0.670 x 98) + (0.030 x 39) + (2.420 x 36)j / 3.120
I -PRE
Hyd. No. 1 -- 2 Year Q (ofs)
0 2 4
Hyd No. 1

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139) 2012 by Autodesk, Inc. v9 Wednesday, 00 13.2013
Hyd. No. 2
I -POST
Hydrograph type
= SCS Runoff
Peak discharge
= 0.486 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 4,267 cuft
Drainage area
= 3.120 ac
Curve number
= 49*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 4.26 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composfte (Area/CN) = ((0.550 x 98) + (2.570 x 39)] / 3.120
•
NMI
Mimi
Mimi
Mimi
®®I
0 2 4
— Hyd No. 2
I -POST
Hyd. No. 2 -- 2 Year Q (o%)

Hydrograph Summary Report Hydraflow Hydrogmphs Extension for AutoCAD® Civil 31382012 by Autodesk, Inc. vg
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.906
2
738
15,490
)-PRE
2
SCS Runoff
2.906
2
738
15,490
I -POST
GANN 1\0088\Hydrau1ics\HYDRAFL0W\P
4ftb&TiEPLF1HV.t0Wear
Wednesday, 00 13, 2013

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADID Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 00 13, 2013
Hyd. No. 1
I -PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 2.906 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 15,490 cuft
Drainage area
= 3.120 ac
Curve number
= 49'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.670 x 98) + (0.030 x 39) + (2.420 x 36)] / 3.120
Q (cfs)
3.00
2.00
Weld
0.00 '
0 2 4
Hyd No. 1
I -PRE
Hyd. No. 1 -- 10 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
3.00
2.00
1.00
__J- 0.00
26
Time (hrs)

0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD9)Civil 3D®2012 by Autodesk, Inc. v9
Wednesday, 00 13, 2013
Hyd. No. 2
I -POST
Hydrograph type
= SCS Runoff
Peak discharge
= 2.906 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 15,490 cuft
Drainage area
= 3.120 ac
Curve number
= 49*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 6.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((0.550 x 98) + (2.570 x 39)] / 3.120
Q (cis)
3.00
r M
1.00
0.00
0 2 4
Hyd No. 2
6 8
I -POST
Hyd. No. 2 -- 10 Year
Q (Cfs)
3.00
2.00
1.00
I I I I I I I V 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

RIP RAP PAD
DATE: 2/13/2013 COUNTY: Onslow
'Rip Rap Class I based on Dw) was interpolated from Fig. IICA on the"Graphs' Worksheet
6'
PIPE
DIAMETER
I Class I Size (D,) I
Class B 0.95
ClassC 1.3
Class D 1.8
Class E 2.25
INFORMATION ONLY
LENGTH= 41'
je
47"

GET
Ceotechnical - Environmental. Testing
ECEIVE
APR 10 2013
BY.
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
P705 Aircraft Maintenance Hangar and Apron;
P710 Ordnance Loading Area Addition
MCAS New River Camp Lejeune, North Carolina
G E T PROJECT NO: JX10-116G
June 8, 2011
Prepared for
C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
2207 Hampton Boulevard
Norfolk, Virginia 23517
ATTN: Allan Bamforth, P.E.
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

June 8, 2011
TO: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23517
Attn: Mr. Allan Bamforth, P.E.
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Dear Mr. Bamforth:
In compliance with your instructions, we have completed our Subsurface Investigation and
Geotechnical Engineering Services for the referenced project. The results of this study,
together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
Thank you for the opportunity to work with you on this project. We trust that the information
contained herein meets your immediate need, and should you have any questions or if we
could be of further assistance, please do not hesitate to contact us.
Respectfully Submitted, ,�'P(NCARp��,
G E T Solutions, Inc.
1�✓ a
/, PE No.
/7Y033529
���CCC..//Glenn W. Hohmeier, P.E. �'��1,oIN��P
Senior Project Engineer`•w,k'
NNNUNIN
NC Reg. # 033529
, Y\ CARP
Camille A. Kattan, P.E. a
SEAL
Principal Engineer 014103
NC Reg. # 014103 �'•. '
Copies: (1)Client
415A Western Boulevard . Jacksonville, NC 28546 . Phone: [phone] . Fax: [phone]
[e-mail]

TABLE OF CONTENTS
EXECUTIVE SUMMARY.............................................................................................i
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
1.3 Project Construction Description............................................................1
1.4 Purpose and Scope of Services............................................................. 2
2.0 FIELD AND LABORATORY PROCEDURES..................................................3
2.1 Field Exploration.................................................................................... 3
2.2 Laboratory Testing.................................................................................4
3.0 SUBSURFACE CONDITIONS.........................................................................4
3.1 Site Geology.......................................................................................... 4
3.2 Subsurface Soil Conditions .......... :......................................................... 5
3.3 Groundwater Information.......................................................................5
4.0 EVALUATION AND RECOMMENDATIONS...................................................6
4.1
Clearing and Grading.............................................................................6
4.2
Subgrade Preparation............................................................................8
4.3
Structural Fill and Placement.................................................................8
4.4
Suitability of On -Site Soils......................................................................9
4.5
Pile Foundation Recommendations.......................................................9
4.5.1 Axial Compression Capacity Recommendations .........................
9
4.5.2 Pile Group Settlement................................................................
10
4.5.3 Test Piles...................................................................................
11
4.5.4 Dynamic Testing........................................................................
12
4.5.5 Establishing Pile Driving Criteria ................................................
13
4.5.6 Allowable Driving Stresses........................................................
13
4.5.7 Hammer Types and Energies ....................................................
13
4.5.8 Driven Pile Installation Monitoring ..............................................
14
4.5.9 Adjacent Structures.. ................... .......... _ ... .............. ..............
15
4.6
Settlement Discussion.........................................................................15
4.7
Floor Slab Design................................................................................16
4.8
Pavement Design................................................................................17
4.9
Infiltration Testing................................................................................18
4.10
On -Site Shrink/Swell Properties...........................................................20
4.11
Design Soil Parameters.......................................................................
20
4.12
Seismic Evaluation...............................................................................20
Table of Contents Page i of 2
Solutions,•Inc.'

TABLE OF CONTENTS cost.
5.0 CONSTRUCTION CONSIDERATIONS.........................................................21
5.1 Drainage and Groundwater Concerns ................................................. 21
5.2 Site Utility Installation...........................................................................21
5.3 Excavations......................................................................................... 21
6.0 REPORT LIMITATIONS.................................................................................22
APPENDIX I
BORING LOCATION PLAN
APPENDIX II
SUMMARY OF SOIL CLASSIFICATION
APPENDIX III
COMPREHENSIVE LABORATORY TEST RESULTS
APPENDIX IV
BORING LOGS
APPENDIX V
GENERALIZED SOIL PROFILE (Borings B-1 through B-16)
APPENDIX VI
GENERALIZED SOIL PROFILE (Borings P-1 through P-60 and
BMP-1 through BMP-12)
APPENDIX VII
CBR TEST RESULTS
APPENDIX VIII
DCP TEST DATA
APPENDIX IX
HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX X
PCASE PAVEMENT DESIGN ANALYSIS
Table of Contents Page 2 of 2
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
EXECUTIVE SUMMARY
The project will consist of design building an aircraft maintenance hangar and apron
totaling approximately 894,000 square feet, a multi story parking garage total footprint
approximately 70,000 square feet, and design bid building a combat ACFT loading area
(CALA), arming and disarming pad and taxiways totaling approximately 368,000 square
feet. The CALA, arming and disarming pads and apron will be of concrete pavement
design with portions of the taxiways being of both concrete and asphalt pavement. The
hangar building will be of structural steel design with header trusses supporting the
hangar bay roof. The parking garage will be a four story structure constructed of precast
concrete members with access ramps. It is expected that each of these buildings will be
supported on deep foundations (piles). Additionally, stormwater management facilities
will be constructed at this site along with other infrastructure components.
Our field exploration program included sixteen (16) 60 to 85-foot deep Standard
Penetration Test (SPT) borings, seventy two (72) 15-foot deep SPT borings, along with
infiltration and CBR testing. A brief description of the natural subsurface soil conditions
is tabulated below:
AVERAGE DEPTH
RANGES OF
hI
(Feet)VALUES
STRATUM
DESCRIPTION
SPT N-
0
to
Surficial
i 1 to 23 inches of topsoil material was
_
0.08 — 1.92
encountered at the boring locations.
> "Fill" material comprised of SAND (SM) and SILT
0.08 —1.92
(ML) with varying amounts of Silt, Clay, Gravel
to
Fill
and wood fragments approximately 2 feet below
6 - 13
2
the existing site grade at boring locations B-3,
B-4 B-6, P-1, P-7, P-8, P-20, BMP-8 and BMP-9
SAND (SP, SM, SC and SP-SM) with varying
amounts of Silt and Clay.
Deposits of very soft to very stiff CLAY (CL) and
SILT (MIL) were encountered within this stratum at
0.08 - 2
depths ranging from 0 to 23 feet below the
to
I
existing site grade at boring locations B-1, B-3
2 - 100
Termination
through B-6, B-10 through B-12, B-15, B-16,
BMP-1, BMP-2, BMP-4, P-1 through P-3, P-10,
P-11, P-13 through P-15, P-19, P-21, P-23
through P-25, P-27 through P-29, P-41, P-44, P-
52, P-53 P-56 and P-60.
Note (1) SPT = Standard PenelraUon Test, N-Values in Blows -per -foot
The groundwater level was recorded at the boring locations and as observed through
the wetness of the recovered soil samples during the drilling operations. The initial
groundwater table was measured to occur at depths ranging from 6 to 14.5 feet below
the existing site grades at the boring locations. The variation in groundwater depths are
anticipated to have been contributed by the variations in existing site grade elevations
and the associated distance between boring locations.
Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
The following evaluations and recommendations were developed based on our field
exploration and laboratory -testing program:
• A field testing program is recommended during construction. This testing
program should include as a minimum, subgrade load testing (proofrolling),
compaction testing, PDA testing and pile installation monitoring.
• It is estimated that a cut ranging from 1 to 23 inches in depth will be required to
remove the topsoil material. Based on our experience with similar site conditions
(wooded areas and "de -mucking" of drainages swales) this initial cut to remove
organic laden soils, root mat and other unsuitable materials is likely to extend
beyond 23 inches.
• Deep foundation design comprised of driven, SPPC piles can be implemented to
support the hangar and parking deck structures' frames. The design capacities
are presented below.
Embedment
Tip
Allowable
Allowable
Allowable
pre-Augering
Depth
pth
Elevation
Compression
Tension
Lateral
De th
Pile Type
(feet
Capacity
Capacity
Capacity
(fe
MSL
tons
tons
tons
(ft)
12" SPPC
50 feet
-30 to -35
80 - 90
20 to 30
4
10
" Ueptn below the existing site grades at the boring locations.
• It is estimated that the loads associated with 10 feet of fill place within the
existing drainage swales will induce 1 to 2 inches of elastic settlement within the
underlying SAND soils. The time to achieve this magnitude of settlement is
expected to be on the order of 2 to 4 weeks. It is recommended to install
settlement platforms within the structure's footprint.
• The floor slab may be constructed as a slab -on -grade member provided the
recommended earthwork activities and evaluations are carried out properly.
• The pavements should be designed using a CBR Value of 14.3. Pavement
design recommendations are provided within Section 4.8 of the report.
• It is noted that, in accordance with the NC Building Code; Chapter 16, this site is
classified as a site Class D, based on which seismic designs should be
incorporated. This recommendation is based on the data obtained from the 60 to
85-foot deep SPT borings, our experience with 100-foot deep CPT soundings
and SPT borings performed within the vicinity of the project site, as well as the
requirements indicated in the North Carolina State Building Code (2006
International Building Code).
This summary briefly discusses some of the major topics mentioned in the attached
report. Accordingly, this report should be read in its entirety to thoroughly evaluate the
contents.
r
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Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P706 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina -
G E T Project No: JX10-116G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our subsurface investigation and geotechnical
engineering services for the proposed P705 Aircraft Maintenance Hangar and Apron and
P710 Ordnance Loading Area Addition projects to be located in MCAS New River Camp
LeJeune, North Carolina. Authorization to proceed with our subsurface investigation and
geotechnical engineering services was received from Mr. Allan Bamforth of C. Allan
Bamforth, Jr., Engineer -Surveyor, Ltd.
1.2 Project Location and Site Description
The project site is located within the Marine Corps Air Station New River military installation
at Camp Lejeune, North Carolina. The proposed project site consists of approximately 70
acres of both open and wooded areas along the southern portion of the air station. The
project site is bordered to the north and east by active aircraft landing, loading and
maintenance facilities, and to the south and west by wooded parcels and ancillary air
station facilities. At the time of our site reconnaissance the project site consisted of
approximately '/: wooded and open areas. An existing asphalt paved road (Canal Street)
bordered on each side by large drainage swales are located within the footprint the
proposed parking deck. In addition, gravel roads and large drainage swales (ranging from
approximately 7 to 10 feet in depth and about 25 to 30 feet in width) transverse through the
approximate center of the project area. A chain link fence located through the center of the
project area separates the active aircraft from the ancillary air station facilities.
1.3 Project Construction Description
The project will consist of design building an aircraft maintenance hangar and apron totaling
approximately 894,000 square feet, a multi story parking garage total footprint of
approximately 70,000 square feet, and design bid building a combat ACFT loading area
(CALA), arming and disarming pad and taxiways totaling approximately 368,000 square
feet. The CALA, arming and disarming pads and apron will be of concrete pavement design
with portions of the taxiways being of both concrete and asphalt pavement. The hangar
building will be of structural steel design with header trusses supporting the hangar bay
roof. The parking garage will be a four story structure constructed of precast concrete
members with access ramps. The maximum wall and column foundation loads associated
with these structures were not available at the time of this report. However, maximum
column loads are anticipated to be on the order of 400 to 500 kips and/or maximum wall loads
are anticipated to be on the order of 10 to 20 kips per lineal foot. It is expected that each of
these buildings will be supported on deep foundations (piles). Additionally, stormwater
management facilities will be constructed at this site along with other infrastructure
components.
Solutions: Inc:

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T ProjectNo: JX10-116G
The project site is gently sloping generally from the westerly to the easterly direction within
the proposed construction area, with site elevations ranging from approximately 16 to 22
feet above MSL. It is our understanding that cut and/or fill operations are not expected to
exceed about 5 feet in order to establish the design grade elevations. As an exception, as
much as 10 feet of fill will be required to establish final grade elevations in the isolated low
lying drainage swales which are located within the construction areas.
If any of the noted information is incorrect or has changed, G E T Solutions, Inc. should be
informed so that we may amend the recommendations presented in this report, if
appropriate.
1.4 Purpose and Scope of Services
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
1) General assessment of the soils revealed by our borings performed at the proposed
project sites.
2) General location and description of potentially deleterious material encountered in
the borings that may interfere with construction progress or structure performance,
including existing fills or surficial/subsurface organics.
3) Soil subgrade preparation, including stripping, grading and compaction. Engineering
criteria for, placement and compaction of approved structural fill material.
4) Construction considerations for fill placement, subgrade preparation, and foundation
excavations.
5) Evaluation of the on -site soils for re -use as structural fill.
6) Foundation design parameters for support of the proposed structures and slabs.
Design parameters required for a deep foundation system including pile types, pile
lengths, allowable capacities, expected total and differential settlements, and pile
installation and testing criteria.
7) Soil design parameters.
8) Pavement design recommendations based on the field exploration activities (12
CBR tests and 15 Dynamic Cone Penetrometer (DCP) tests with correlated CBR
design values) and our experience with similar soil conditions.
Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
9) Pertinent information regarding the groundwater and infiltration conditions within the
proposed storm water management areas (12 infiltration tests). Permeability
(infiltration) values are provided based on the results of in -situ Saturated Hydraulic
Conductivity Testing as well as our experience with similar soil conditions. Seasonal
high groundwater table (SHWT) was also estimated.
10)Seismic site classification provided based on the results of the 60 to 85-foot deep
SPT borings, our experience in the project area, and the requirements provided in
the North Carolina State Building Code (2006International Building Code with North
Carolina Amendments) Section 1615.1; Table 1615.1.1.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general subsurface soil types and to aid in developing associated
foundation design parameters, sixteen (16) 60 to 85-foot deep Standard Penetration Test
(SPT) borings (designated as B-1 through B-16) were drilled within the proposed footprints
of the hangar and parking deck structures.
To aid in developing associated storm water management and pavement design
parameters, seventy two (72) 15-foot deep SPT borings (designated as BMP-1 through
BMP-12 and P-1 through P-60) were drilled within the proposed stormwaterand pavement
areas. In -situ soil permeability tests were performed at boring locations BMP-1 through
BMP-12.
Standard Penetration Tests were performed in the field in general accordance with ASTM D
1586. The tests were performed continuously from the existing ground surface to depths of
12 feet, and at 5-foot intervals thereafter. The soil samples were obtained with a standard
1.4" I. D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140
lb. hammerfalling 30 inches, using an automatic hammer. The number of blows required
to drive the sampler each 6-inch increment of penetration was recorded and is shown on
the boring logs. The sum of the second and third penetration increments is termed the SPT
N-value (uncorrected for automatic hammer). A representative portion of each disturbed
split -spoon sample was collected with each SPT, placed in a glassjar, sealed, labeled, and
returned to our laboratory for review.
Twelve (12) bulk soil samples (designated as P-1, P-7, P-8, P-15, P-16, P-19, P-27, P-34,
P-36, P-42, P49 and P-51) were collected from the proposed pavement areas at their
respective boring locations. The bulk subgrade soil samples were collected from depths
ranging from 1 to 2 feet below existing site grades. The bulk soil samples were returned to
our laboratory and subjected to CBR testing in accordance with ASTM standards. In
NNI
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
addition, fifteen (15) Dynamic Cone Penetrometer (DCP) tests (designated as P-1, P4, P-
5, P-7, P-8, P-11, P-12, P-15, P-18, P-22, P-28 P-33, P-37, P46 and P48) were performed
at the respective boring locations within the proposed pavement areas.
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a handheld Global Positions System (GPS) unit as
well as the "State Plane" coordinates selected from the project site plan. The approximate
boring locations are shown on the attached "Boring Location Plan" (Appendix 1), which was
reproduced based on the site plan provided by C. Allan Bamforth, Jr., Engineer -Surveyor,
Ltd.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled and transferred to our laboratory for classification and analysis. A
Geotechnical Engineer performed the soil classification in general accordance with ASTM
Specification D 2487. A summary of the soil classification system is provided in Appendix
ll.
Thirty five (35) representative soil samples were selected and subjected to laboratory
testing, which included natural moisture, 4200 sieve wash, and Atterberg Limit testing and
analysis, in order to corroborate the visual classification. These classification test results
are presented on the "Comprehensive Laboratory Test Results" table provided in Appendix
III, and are also presented on the "Boring Log" sheets (Appendix IV) and "Generalized Soil
Profile" sheets (Appendices V and VI).
In addition to the classification testing, the selected representative bulk subgrade soil
samples (from the pavement areas) were subjected to Standard Proctor and CBR testing in
accordance with ASTM standards. A summary of the CBR test results, the CBR curves,
and the moisture density relationship curves (Proctor Curves) are presented in Appendix
VII.
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays.
Based on our review of existing geologic and soil boring data, the geologic stratigraphy
encountered in our subsurface explorations generally consisted of marine deposited sands,
silts and clays.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
3.2 Subsurface Soil Conditions
The results of our field exploration indicated the presence of approximately 1 to 23 inches
of topsoil material at the boring locations. In addition, approximately 2 feet of "Fill" material
was encountered beneath the topsoil material at boring locations B-3, B-4, B-6, P-1, P-7, P-
8, P-20, BMP-8 and BMP-9. The fill material consisted of SAND (SM) and SILT (ML) with
varying amounts of Silt, Clay, Gravel and wood fragments. The fill material appears to
have been previously placed as part of prior construction activities associated with the
existing facilities located within the project area. The topsoil and fill material thicknesses are
expected to vary at other locations throughout the site.
Underlying the topsoil and fill materials and extending to the SPT boring termination depths
of 15, 60 and 85 feet below the existing site grades, the natural subsurface soils were
generally comprised of SAND (SP, SM, SC, and SP-SM) with varying amounts of Silt and
Clay. The N-values recorded within these granular soils ranged from 2 to 100 blows -per -
foot (BPF) indicating a very loose to very dense relative density. Deposits of very soft to
very stiff CLAY (CL) and medium stiff to stiff SILT (ML) were encountered within this
stratum at varying depths between 0 to 23 feet below the existing site grade at boring
locations B-1, B-3through B-6, B-10through B-12, B-15, B-16, BMP-1, BMP-2, BMP-4, P-
1 through P-3, P-10, P-11, P-13 through P-15, P-19, P-21, P-23 through P-25, P-27
through P-29, P-41, P-44, P-52, P-53, P-56 and P-60.
The subsurface descriptions are of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included in Appendix IV
(Boring Logs) and in Appendices V and VI (Generalized Soil Profile), which should be
reviewed for specific information as to the individual borings. The stratifications shown on
the records of the subsurface exploration represent the conditions only at the actual boring
locations. Variations may occur and should be expected between boring locations. The
stratifications represent the approximate boundary between subsurface materials and the
transition may be gradual. It is noted that the topsoil designation references the presence
of surficial organic laden soil, and does not represent any particular quality specification.
This material is to be tested for approval prior to use.
3.3 Groundwater Information
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 6 to 14.5 feet below the existing site
grades (elevations from about 9.5 to 10.5 MSL) at the boring locations. As an exception,
groundwater elevation at borings B-56 through B-59 was measure to occur at elevation 3.0
MSL which is likely due to the influence of a deep drainage Swale located in the immediate
vicinity of these borings. The variation in groundwater depths are anticipated to have been
contributed by the variations in existing site grade elevations and the associated distance
between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be
indicative of the static groundwater level.
Solutions. Inc:

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P706 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
Also, the soils recovered from boring BMP-1 through BMP-12 locations were visually
classified to identify color changes to aid in indicating the normal estimated Seasonal High
Water Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the
SHWT. However, color distinctions (from tan to gray to tan and gray; brown to grayish
brown; orangish brown to light gray) were generally observed within the soil profile of soil
samples collected at the location of borings BMP-1 through BMP-12. As such, the normal
SHWT depth was estimated to occur at depths ranging from approximately 4 feet (borings
BMP-1 through BMP-7); 6 feet (borings BMP-8 through BMP-10); 5 feet (boring BMP-11)
and 5.5 feet (BMP-12) below the existing site grades.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface clayey soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of±2feet are common in
the project's area; however, greater fluctuations have been documented. We recommend
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact on the construction procedures.
4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described,
G E T Solutions, Inc. requests the opportunity to review our recommendations and make
any necessary changes.
As previously mentioned, the maximum column loads are anticipated to be on the order of
400 to 500 kips and the maximum wall loads are anticipated to be on the order of 10 to 20
kips per lineal foot. Shallow foundation construction is expected to result in excessive
settlement. As such, it is recommended to support the hangar and parking deck structures
framing by means of a deep foundation system (concrete piles), while the slab can be
supported on -grade.
4.1 Clearing and Grading
The proposed construction areas should be cleared by means of removing the topsoil,
asphalt and gravel (where required), trees, root mat and any other unsuitable material.
Based on the SPT borings, it is estimated that a cut ranging from about 1 to 23 inches in
depth will be required to remove the topsoil material; however, approximately '/2 of the
project site is wooded and is expected to contain varying amounts of organic laden soils.
• Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
c
This cut is expected to extend deeper in isolated areas to remove deeper deposits of
organic soils, or unsuitable soils, which become evident during the clearing particularly in
wooded areas. It is recommended that the clearing operations extend laterally at least 5
feet beyond the perimeter of the proposed construction areas. In addition, construction
areas which encroach on the existing drainage swales located in the vicinity of the
proposed apron and parking deck should be "de -mucked" to remove unsuitable soils prior
to backfilling. Based on our experience with similar conditions, the cut required to "de -
muck" the existing drainage swales is estimated to range from 12 to 24 inches and may
extend deeper in areas where deeper deposits of unsuitable materials may be
encountered. The extent of "de -mucking" these area should be determined in the field
during clearing and grading operations as described in Section 4.2.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
SAND (SM and SC), Fill [SAND (SM with Gravel) and SILT (ML with Gravel], CLAY (CL)
and SILT (ML) containing an appreciable amount of fines (Silt and Clay). Also, the bulk soil
samples indicated natural moisture contents up to 8% above their optimum moisture (as
determined by means of laboratory testing). Accordingly, combinations of excess surface
moisture from precipitation ponding on the site and the construction traffic, including heavy
compaction equipment, may create pumping and general deterioration of the bearing
capabilities of the surface soils. Therefore, undercutting to remove loose/soft soils in
isolated areas should be expected. The extent of the undercut will be determined in the
field during construction based on the outcome of the field testing procedures (subgrade
proofroll). In this regard, and in order to reduce undercutting, care should be exercised
during the grading and construction operations at the site.
Due to the primarily granular consistency of the encountered Fill materials with no, to
minimal (trace) amounts of organics, it is anticipated that these materials will be suitable to
remain in place within building and pavement areas provided that substantial amounts of
organics or other unsuitable materials are not present. This should be substantiated in the
field during the subgrade preparation procedures by means of compaction testing,
subgrade proofrolls and test pit excavations. Generally, test pit excavations should be
performed within all building and pavement areas to substantiate the suitability of the
exposed soils to remain in place for building and pavement support. The location and depth
of the test pits should be determined and monitored by a representative of G E T
Solutions, Inc. at the time of construction.
To reduce the potential for subgrade improvements (undercutting due to saturated soils in
conjunction with heavy construction traffic), it is recommended that the grading operations
be performed during the drier months of the year (historically April through November).
This should minimize these potential problems, although they may not be eliminated. If
grading is attempted during the winter months, undercutting of wet soils should be
anticipated. However, during the drier months of the year, wet soils could be dried by
discing or implementing other drying procedures to achieve moisture contents necessary to
achieve adequate degrees of compaction.
Solutions. Iris

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
GET Project No: JX10-116G
The site should be graded to enhance surface water runoff to reduce the ponding of water.
Ponding of water often results in softening of the near -surface soils. In the event of heavy
rainfall within areas to receive fill, we recommend that the grading operations cease until
the site has had a chance to dry.
4.2 Subgrade Preparation
Following the clearing operation, the exposed subgrade soils should be densified with a
large static drum roller. After the subgrade soils have been densified, they should be
evaluated by a qualified inspector for stability. Accordingly, the subgrade soils should be
proofrolled to check for pockets of loose material hidden beneath a crust of better soil.
Several passes should be made by a large rubber -tired roller or loaded dump truck over the
construction areas, with the successive passes aligned perpendicularly. The number of
passes will be determined in the field by the Geotechnical Engineer depending on the soils
conditions. Any pumping and unstable areas observed during proofrolling (beyond the
initial cut) should be undercut and/or stabilized at the directions of the Geotechnical
Engineer.
4.3 Structural Fill and Placement
Following the approval of the natural subgrade soils by the Geotechnical Engineer, the
placement of the fill required to establish the design grades may begin. Any material to be
used for structural fill should be evaluated and tested by an independent testing laboratory
prior to placement to determine if they are suitable for the intended use. Suitable structural
fill material should consist of sand or gravel containing less than 25% by weight of fines
(SP, SM, SW, GP, GW —with dimensions not to exceed 2 inches in diameter), having a
liquid limit less than 20 and plastic limit less than 6, and should be free of rubble, organics,
clay, debris and other unsuitable material.
All structural fill should be compacted to a dry density of at least 95% of the Modified
Proctor maximum dry density, in accordance with ASTM Specification D 1557. The
moisture content of the structural fill should be within +/- 2% of the optimum moisture
content at the time of placement. In general, the compaction should be accomplished by
placing the fill in maximum 8-inch loose lifts and mechanically compacting each lift to at
least the specified minimum dry density.
We recommend a minimum of one compaction test be performed per lift for every 2,000
square foot area within the new structures' footprints and one compaction test performed
per lift for every 10,000 square foot area within the pavement areas (if applicable). A
qualified inspector should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as previously described), and should be compacted to at least 95% of ASTM
Specification D 1557. This fill should be placed in 4 to 6 inch loose lifts when hand
compaction equipment is used.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T ProjectNo: JX10-116G
If applicable, care should be used when operating the compactors near existing structures
to avoid transmission of the vibrations that could cause settlement damage or disturb
occupants. In this regard, it is recommended that the vibratory roller remain at least 25 feet
away from existing structures; these areas should be compacted with small, hand -operated
compaction equipment.
4.4 Suitability of On -site Soils
The majority of the subsurface Stratum I soils consisting of SAND (SM, SP and SP-SM)
encountered at the boring locations appear suitable for reuse as structural fill. The Fill,
Clayey SAND (SC), SILT (ML) and CLAY (CL) soils do not appear suitable for reuse as
structural fill; however, these soils may be used as fill in green areas. Care to segregate
the soils must be performed during the grading and excavation operations. Further
classification testing (natural moisture content, gradation analysis, and Proctor testing)
should be performed in the field during construction to evaluate the suitability of excavated
soils for reuse as fill within building and pavement areas.
4.5 Pile Foundation Recommendations
The following sections describe the pile capacity analyses and provide our
recommendations for static axial compressive pile capacities, pile testing program, and pile
construction criteria. In addition, we have provided estimates of potential settlement.
We evaluated a driven precast prestressed concrete pile deep foundation system to
support the proposed structures' frames.
4.5.1 Axial Compression Capacity Recommendations
We conducted pile capacity analyses using static formulas with coefficients recommended
by Geoffrey Myerhoff and George Sowers. The analyses include the contributions of shaft
friction and end bearing to the pile capacity. The piles are expected to derive their capacity
from a combination of shaft friction and end bearing in the deeper Sand layers at the depth
presented in the table (Table II) on the following page.
The soil materials typically exhibit time -dependent strength characteristics; consequently
shaft friction and end bearing support tend to increase from initial installation through a
process termed "soil setup". Essentially, the dynamics of driving piles will cause excess
pore pressures to develop, thereby decreasing driving resistance during initial pile
installation. The pile capacities developed during driving are usually much lower than the
design values. Once driving is complete, the excess pore pressures dissipate with time
(and soil setup occurs) and the bearing capacity of the pile increases. Based upon our
experience with similar projects in the area, 5 to 7 days is usually required for the full pore
pressures to dissipate and soil setup to occur.
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For the reasons previously described, it will not be possible to confirm pile capacities with a
simple driving criterion such as number of hammer blows per foot of advanced pile.
Instead, driving criteria will likely consist of a target tip elevation and/or certain embedded
length in a bearing material with specified driving resistance. The specified driving
resistance should be based on a Wave Equation Analysis of the contractor's selected
hammer.
Table I I provides our recommended pile type for the structures' foundations. The allowable
capacity for the piles includes a safety factor of at least 2.0 to allow for a pile load test
program that relies primarily on dynamic testing. The capacity of a group of piles spaced at
least 3 pile diameters apart, center to center, can be taken as the sum of the individual
capacities with no reduction factor. If closer pile spacing is anticipated, the geotechnical
engineer should be contacted to evaluate the efficiency of the specific pile group. The final
order lengths and tip elevations will be adjusted based on the results of the test piles and
load test programs.
Table II - SPPC Pile Recommandations
Embedment
Tip
Allowable
Allowable
Tension
Allowable
Pre-Augerng
PPile Type
Depth
Elevation
Compression
Capacity
Lateral
Depth (ft)
(feet)(')
(feet MSL)
Capacity (tons)
Capacity (tons)
tons
12" SPPC
50 feet
-30 to -35
80 - 90
20 to 30
4
15 a 6
Per Amend
We recommend pre-augering the pile locations prior to driving to the depth shown in the 0009 a RF1
table. This is necessary to help in minimizing the effects of vibrations from the driving effort #87l
on adjacent buildings, penetrate fill materials and to reduce the potential for pile breakage.
Following the pre-augering, the piles should be installed and advanced by driving with an
impact hammer to their design tip elevations. If for some reason during construction, pile
driving "capacity" is encountered before the piles reach their design tip elevations, the
Geotechnical Engineer should be retained to review driving records and field reports to
determine whether the pile can adequately support the design loads. If the pile driving
hammer is not properly matched to the pile type, size and subsurface conditions, it may
reach practical refusal before the pile reaches the design tip elevation, or the required
capacity.
4.5.2 Pile Group Settlement
Based on the results of load tests performed on piles driven in similar soils conditions, it is
anticipated that the total butt settlements (including elastic shortening) will not exceed about
1/2-inch, which is the settlement necessary to mobilize the soil/pile capacity in combination
with the pile group settlements due to the stress increase in the underlying soils.
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4.5.3 Test Piles
We recommend that a test pile program be implemented for the purpose of assisting in the
development of final tip elevations and to confirm that the contractor's equipment and
installation methods are acceptable. The test program should involve at least eight (8) test
piles per structure to provide an indication of various driving and/or installation conditions.
The test pile locations should be established by the Geotechnical Engineer based on the
structural characteristics. It is important to note the relationship between the required
testing and our design assumptions. We chose safety factors based upon the
recommended pile testing program. We expect that the pile testing program will include
primarily dynamic evaluation with a Pile Driving Analyzer (PDA).
The piles should be driven using the drive system submitted by the contractor and
approved by the geotechnical engineer. Test pile lengths should be at least ten feet longer
than anticipated production pile lengths to ensure that the required capacity is developed,
to allow for refinement of estimated capacities, and for dynamic and static testing reasons.
The indicator piles installed during the Test Pile Program, which satisfy the geotechnical
engineer's requirements for proper installation, may also be used as permanent production
piles.
The contractor should include in his equipment submittal a Wave Equation Analyses (using
GRLWEAPTM software) modeling the behavior of the test piles during driving, or what is
termed by GIRL as a "Drivability Study." The primary intent of the Wave Equation Analyses
is to estimate the feasibility of the contractor's proposed pile driving system with respect to
installing the piles. Since the results of the Wave Equation Analyses are dependent on the
chosen hammer, the pile type and length, and the subsurface conditions, it is likely that at
least one Wave Equation Analysis per hammer will be required.
Pile driving equipment should not be mobilized for the test piles until the Wave Equation
Analyses have been submitted and approved by the geotechnical engineer. If the
contractor's proposed pile driving system is rejected, subsequent submittals of alternative
drive systems should also include appropriate Wave Equation Analyses that are subject to
the approval of the geotechnical engineer. The Wave Equation Analyses are also used to
estimate:
• Compressive and tensile stresses experienced by the modeled pile during driving
• The total number of blows required to install the pile
• Driving resistance (in terms of blows per foot) within the various soil strata the pile is
embedded in
• Driving time
The results of the WEAP analyses are highly dependent on the many input parameters
related to the soil conditions, static pile capacity estimates, as well as specific
characteristics associated with different makes and models of pile driving hammers.
4.5.4 Dynamic Testing
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Dynamic testing was developed as a method of improving upon the reliability of the wave
equation and other dynamic predictions by actually measuring the acceleration and strain of
a pile during driving. This technique was developed in the mid-1960's and has been
continually refined. The use of dynamic pile testing has permitted the possibility of
checking the driving stresses in the pile and the hammer performance during pile driving. It
is also possible to, estimate the static capacity of the pile based upon the strain and
acceleration measurements taken during pile driving.
The test pile installation should be monitored by the Geotechnical Engineer using the PDA,
an electronic device that records driving stresses and pile/soil interactions, among other
things. The PDA results will confirm that the pile driving system (hammer type/energy,
cushion type/ thickness, etc.) can successfully install the piles without over stressing them
in compression or tension. It is essential the test pile restrikes also be monitored with the
PDA.
No sooner than 7 days after installation, all of the test piles should be re -struck while being
monitored with the PDA. This test establishes the "static capacity" of the pile. The initial
hammer blow during re -strike activities is critical to the quality of dynamic data with respect
to capacity interpretation. The contractor should make every effort to insure an initial high-
energy blow of the hammer. After several blows during re -strike activities, pore pressures
increase, soil setup diminishes, and ultimately pile capacities (as recorded by the PDA)
decrease. Loss of estimated static capacity following repeated hammer blows is the reason
the initial blows are critical.
The dynamic data recorded by the PDA during restrike testing should be further refined by
using CAPWAP® analysis. CAPWAP® analysis, not the initial assessment of capacity
determined by the PDA, should be the basis of static pile capacity estimates. Interpretation
of CAPWAP® data, in the context of the soils subsurface conditions and previous static pile
capacity estimates, should allow the Geotechnical Engineer to estimate ultimate pile
capacities and recommend. appropriate production pile lengths.
Our previous experience with the PDA indicates that a significant cost savings may be
realized if the PDA is properly utilized to monitor the installation of test piles, confirm pile
capacity in production installations, and monitor potentially damaging stresses during
driving. The use of the PDA permits the confirmation of allowable compression and uplift
capacities and pile integrity on several piles for a cost similar to or less than that of a single
full-scale static load test. We recommended the design builder retain the services of the
Geotechnical Engineer to perform the dynamic testing, not the installation contractor, to
avoid possible conflicts of interest.
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4.5.5 Establishing Pile Driving Criteria
Prior to driving production piles, the geotechnical engineer should establish the criteria for
pile installation. The criteria will be based on the data collected during monitoring of the
test pile installation and the subsequent restriking. The intent of establishing driving criteria
is to facilitate installation of the production piles without damage and to provide a means of
establishing when piles have achieved the design capacities. The driving criteria may
include: hammer type, hammer energy, ram weight, pile cushion and thickness, hammer
cushion type and thickness, required tip elevations and driving resistance necessary to
achieve capacities, and possibly predrilling recommendations (if the test pile results warrant
the need).
4.5.6 Allowable Driving Stresses
Guidelines from the Prestressed Concrete Institute (PCI), American Society of Civil
Engineers (ASCE), and the Association of State Highway Transportation Officials
(AASHTO) indicate that maximum compressive stresses, imposed on driven precast
concrete piles during installation, should be less than the following equation: 0.85 x fc
(concrete compressive strength, psi) - fpe (effective pre -stressing after losses from
relaxation). The three groups differ on the maximum tensile stresses. PCI recommends 6
x square root of f'c + fpe ; AASHTO and ASCE recommend 3 x square root f', + fPe. We
recommend using the consensus value for the maximum compressive stress, and the
ASCE/AASHTO recommended value for the maximum tensile stress.
4.5.7 Hammer Types and Energies
In comparing hammers of equal energy, the Prestressed Concrete Institute (PCI) states
that hammers with heavier rams and lower impact velocities are less likely to cause
damaging stresses in concrete piles. Hammers with proportionally higher ram weights and
short stroke heights (low impact velocities) are usually air, steam and hydraulic driven, and
not diesel fueled. It has been our experience that air, steam and hydraulic hammers are
more appropriate for the installation of precast concrete piles than similarly sized (in terms
of energy) diesel hammers. We recommend that the contractor use an air, steam or
hydraulic driven hammerwhose ram weight is roughly equal to 0.5 to 1.0 times the weight
of the pile itself. The actual determination of an acceptable ram weight should be
determined through the results of the Test Pile Program. If the contractor elects to use a
diesel hammer, we recommend a critical, detailed review of the contractor's Wave Equation
Analysis prior to driving the test piles.
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4.5.8 Driven Pile Installation Monitoring
The geotechnical engineer should observe the installation of the test piles and all
production piles. The purpose of the geotechnical engineer's observations is to determine
if production installations are being performed in accordance with the previously derived
Pile Driving Criteria. Continuous driving and installation records should be maintained for all
driven piles. Production piles should be driven utilizing the approved system established as
a result of the Test Program.
The field duties of the geotechnical engineer (or a qualified engineer's representative)
should include the following:
• Being knowledgeable of the subsurface conditions at the site and the project -specific
Pile Driving Criteria.
• Being aware of aspects of the installation including type of pile driving equipment
and pile installation tolerances.
• Keeping an accurate record of pile installation and driving procedures.
• Documenting that the piles are installed to the proper depth indicative of the
intended bearing stratum. Also documenting that appropriate pile splicing
techniques are used, if necessary.
• Recording the number of hammer blows for each foot of driving.
• Generally confirming that the pile driving equipment is operating as anticipated.
• Record the energy rating of the hammer.
• Informing the geotechnical engineer of any unusual subsurface conditions or driving
conditions.
• Notifying the design builder and structural engineer when unanticipated difficulties or
conditions are encountered.
• Confirming from visual appearance that the piles are not damaged during installation
and observing the piles prior to installation for defective workmanship. The
geotechnical engineer should review all driving records prior to pile cap construction.
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4.5.9 Adjacent Structures
When considering the suitability of a driven pile foundation, consideration should be given
to the integrity of nearby structures. Due to the large amount of energy required to install
driven deep foundations, vibrations of considerable magnitude are generated. These
vibrations may affect nearby structures. These structures can, due to their proximity, be
detrimentally affected by the construction unless proper protection measures are taken. In
addition, experience has shown that these construction features will often lead adjacent
property owners to conclude that damage to their property has taken place, even though
none has occurred. It is.therefore recommended that a thorough survey of the adjacent
property be made prior to starting construction. This will help to better evaluate real claims
and refute groundless nuisance claims. The survey should include, but not be limited to,
the following:
Visually inspect adjacent structures, noting and measuring all cracks and
other signs of distress. Take photographs as needed.
2. Visually inspect adjacent pavements, noting and measuring any significant
cracks, depressions, etc. Take photographs as needed.
3. Establish several benchmarks along foundation walls on adjacent structures.
Both vertical and horizontal control should.be employed.
4. Determine if equipment in any adjacent building is sensitive to vibration, and
if so, establish proper control and monitoring system.
4.6 Settlement Discussion
As previously mentioned, 7 to 10 feet of fill material may be necessary within the existing
drainage swales to achieve the final design grade elevations within the proposed apron and
parking deck structure's footprints. It is estimated that the loads associated with 10 feet of
fill will induce 1 to 2 inches of elastic settlement within the underlying SAND soils. This
settlement magnitude is expected to decrease proportionally to the fill height in both
longitudinal and transverse directions. The time to achieve this magnitude of settlement is
expected to be on the order of 2 to 4 weeks; therefore, we recommend that the fill be
placed early in the construction process to allow for the settlement to occur prior to
commencing construction. The rate and degree of compression from the 10 feet of fill will
vary and is dependent on the amount of fill material placed and its compaction. These
settlements are expected to be minimal if placed in accordance with the recommendations
herein.
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It is recommended to install settlement platforms in areas receiving 7 to 10 feet of fill will be
placed within the apron and parking deck structure's footprints. The settlement platforms
should be placed directly on the subgrade following the clearing procedures. Then
following the installation of the settlement platforms, elevations must be obtained
(zero/baseline readings), prior to the placement of any fill material. It is recommended to
install the fill material to the design grade elevations, with each lift compacted to at least
95% of ASTM D 1557.
During the fill placement activities, elevation readings should be obtained daily. Following
the completion of the fill placement, the readings should be obtained twice a week. The
settlement platform readings should be performed to the nearest 0.001 foot and should be
provided to the geotechnical engineer for their analyses. These settlement plates should
be monitored for a period of 2 to 4 weeks following the completion of the fill placement. The
settlement platform readings should be reviewed by the Geotechnical Engineer prior to
proceeding with the construction activities.
4.7 Floor Slab Design
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carded out properly. It is
recommended that the ground floor slab be directly supported by at least a 4-inch layer of
relatively clean, compacted, poorly graded sand (SP) or gravel (GP) with less than 5%
passing the No. 200 Sieve (0.074 mm). The purpose of the 4-inch layer is to act as a
capillary barrier and equalize moisture conditions beneath the slabs.
It is recommended that all ground floor slabs be "floating". That is, generally ground
supported and not rigidly connected to walls or foundations. This is to minimize the
possibility of cracking and displacement of the floor slabs because of differential
movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floorfinishes, site conditions or other
considerations require greater vapor resistance protection; consideration should be given to
using a vapor barrier. Selection of a vapor retarder or barder.should be made by the
Architect based on project requirements.
The slab -on -grade soil subgrade should be established by means of placing the
recommended structural fill (as described in Section 4.3) and compacting to a dry density of
at least 95% of the Modified Proctor maximum dry density, in accordance with ASTM
Specification D 1557. This construction procedure will provide a subgrade modulus of at
least 150 psi/in.
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4.8 Pavement Design
The California Bearing Ratio (CBR) test results indicated an average soaked CBR value of
21.5. The in -situ field Dynamic Cone Penetrometer (DCP) test results indicated an average
in -place correlated CBR value of 9.7. The relatively low correlated CBR values obtained
from the field DCP testing procedures can be attributed to the very loose relative density
(not compacted) of the shallow subsurface soils. These associated CBR values will be
greatly improved provided that the earthwork recommendations, including the subgrade
preparation and fill placement/compaction procedures are successfully completed as
recommended in Sections 4.2 and 4.3 of this report.
A comprehensive summary of the CBR test data and the moisture density relationship
curves (Proctors) are presented in Appendix VI I. Additionally, the results of the field DCP
testing procedures are presented in Appendix VIII.
The average CBR value obtained from the laboratory CBR testing procedures was
multiplied by a factor of two-thirds to determine a pavement design CBR value. The two-
thirds factor provides the necessary safety margins to compensate for some non -uniformity
of the soil. Therefore, a CBR value of 14.3 was used in designing the pavement sections.
Furthermore, the per day operations criteria provided by representatives of MCAS New
River Camp Lejeune, NC and the information listed below were also used to complete the
pavement design analysis, which was performed in accordance with UFC requirements.
Should any of the information provided below be incorrect, G E T Solutions, Inc. should be
notified to perform a subsequent analysis prior to paving operations.
➢ Average Daily Traffic: 10 daily operations (UH-1 helicopter)
➢ Percent C130: assumed 20% of UH-1 operations (2 passes per day)
➢ Design Life Criteria: 30 Years
➢ Percent Growth Rate: 0.0%
➢ Soil Resilient Modulus = 10,878.0 psi
➢ Rigid Pavement Joint Load Transfer = 25.0%
➢ Frost Depth Penetration = 9.0 Inches (Based on New Bern FAA Airport Weather
Station)
The pavement calculations were performed using PCASE Version 2.08 software and the
pavement sections noted in Table I II on the following page are recommended.
21
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Table III - Minimum Pavement Sections
Hot Mix Asphalt
Section
Concretel'I
ABae se (2)
Subgrade(3)
Surface
(SM-
Intermediate
Base
9.5BA
11-19B)
(BM-25.0)
Flexible
2"
2"
2 5"
-
12"
Stable
Pavements
Rigid
-
_
10"
12"
Stable
Pavements
(') Concrete pavements should obtain a minimum 750 psi flexural strength at 28 days and have joints
spaced 15 to 20 feet on center each way with 1 inch diameter dowels that are 16 inches in length
and spaced 12 inches on center.
(2) Aggregate Base Course (ABC) should be in conformance with "UFGS-02772 for Graded Crushed
Aggregate Base Course Materials", compacted to a dry density of at least 100%of the Modified
Proctor maximum dry density (ASTM D 1557).
(3) Compacted to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D
1557). Note; due to the reported frost depth penetration of 9 inches and associated pavement
section thicknesses necessary to support the applied loads under non frost susceptible conditions,
the pavement design analysis did not include a reduction in subgrade strength.
Following pavement rough grading operations, the exposed subgrade should be observed
under proof rolling. This proof rolling should be accomplished with a fully loaded dump truck
or 7 to 10 ton drum roller to check for pockets of soft material hidden beneath a thin crust of
better soil. Any unsuitable materials thus exposed should be removed and replaced with a
well -compacted material. The inspection of these phases should be performed by the
Geotechnical Engineer or his representative. The project's budget should include a
contingency to accommodate the potential ground improvements.
Where excessively unstable subgrade soils are observed during proofrolling and/or fill
placement, it is expected that these weak areas can be stabilized by means of thickening
the base course layer (i.e. placement of 2 to 4 inches of additional aggregate base) and/or
lining the subgrade with geotextile fabric. These alternates are to be addressed by the
Geotechnical Engineer during construction, if necessary, who will recommend the most
economical approach at the time.
4.9 Infiltration Testing
Twelve (12) infiltration tests (designated BMP-1 through BMP-12) were performed attheir
respective boring locations. The tests were performed at depths ranging from 2.0 to 4.0 feet
below the existing site grade at the boring locations. The boreholes were prepared utilizing
an auger to remove soil clippings from the base. Infiltration testing was then conducted
within the vadose zone utilizing a Precision Permeameter and the following testing
procedures.
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A support stand was assembled and placed adjacent to the boreholes. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoirwas recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate KS
utilizing the Glover Solution.
Based on the field testing and corroborated with laboratory testing results (published values
Compared to classification results), the hydraulic conductivities of the soils are tabulated
below (Table IV) and are presented on the "Hydraulic Conductivity Worksheet" reports
(Appendix IX), included with this report.
Table IV - Infiltration Test Results
Boring
Boring depth
(ft)*
Initial
Water depth
ft`
Ksat Value
(inthour)
Ksat Class
BMP-1
2.0
8
0.085
Moderately Low
BMP-2
2.0
9
0.086
Moderately Low
BMP-3
2.0
8
4.39
High
BMP-4
2.0
7
0.038
Moderately Low
BMP-5
2.0
9
6.824
High
BMP-6
2.0
7
0.362
Moderately High
BMP-7
2.0
7
1.560
High
BMP-8
3.0
9
0.152
Moderately High
BMP-9
4.0
9.5
0.022
Moderately Low
BMP-10
3.0
9.5
12.688
High
BMP-11
3.5
7
9.703
High
BMP-12
3.0
8
2.304
High
Depth below existing site grades
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4.10 On -Site Shrink/Swell Properties
Based on the laboratory classification the shallow subsurface Clayey SAND (SC) and
CLAY (CL) soils encountered at the boring locations are considered to be expansive in
accordance with 1803.5.3 of the 2009 International Building Code. However, these soils
are considered to have low shrink/swell potential. As such, foundation and/or slab
improvements do not appear necessary for shrink/swell considerations.
4.11 Design Soil Parameters
The estimated soil parameters are presented below (Table V).
Table V - Estimated Soil Parameters
SAND
SAND
SAND
SAND
Soil Type
(SM
(SM, sC, SP,
M
CLAY
SP-SM)
SCSM
SP-SM)
(CL)
SP-SM
Stratum
Structural Fill
u er 40 feet
lower 40 feet
Deposits
Average SPT N-value
-
10
28
7
Total Moist Unit Weight
120
115
120
115
Friction Angle
32
32
35
5
degrees
Cohesion (c)
0
0
0
500
cf
Active Soil Pressure
0.31
0.31
0.27
0.84
Ka
At -Rest Soil Pressure
0.47
0.47
0.43
0.91
Ko
Passive Soil Pressure
3.25
3.25
3.69
1.19
K
Friction Factor
0.39
0.39
0.43
0.06
4.12 Seismic Evaluation
It is noted that, in accordance with the NC Building Code; Chapter 16, this site is classified
as a site Class D, based on which seismic designs should be incorporated. This
recommendation is based on the data obtained from the 60 to 85-foot deep SPT borings,
our experience with 100-foot deep CPT soundings and SPT borings performed within the
vicinity of the project site, as well as the requirements indicated in the North Carolina State
Building Code (2006 International Building Code).
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5.0 CONSTRUCTION CONSIDERATIONS
6.1 Drainage and Groundwater Concerns
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
will require well pointing.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
Again, we recommend that the contractor determine the actual groundwater levels at the
time of construction to determine groundwater impact on this project.
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placement to verify the suitability of the bearing soils.
It is expected that excavations within the SAND (SM, SP and SP-SM) soils will experience
varying degrees of cave-in as a result of the soils composition (relatively clean Sands). A
combination of dewatering and shoring should be implemented to reduce the potential
cave-ins. In addition, depending on the depth of the utility trench excavation, some means
of dewatering may be required to facilitate the utility installation and associated backfilling.
The resulting excavations should be backfilled with structural fill, as described in Section
4.3 of this report.
5.3 Excavations
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
r
Solutions, Inc:

Report of Subsurface Investigation and Geotechnical Engineering Services June 8, 2011
P705 Aircraft Maintenance Hangar and Apron
P710 Ordnance Loading Area Addition
MCAS New River Camp LeJeune, North Carolina
G E T Project No: JX10-116G
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by G
E T Solutions, Inc. and the information supplied by the client and their consultants for the
proposed project. If there are any revisions to the plans for this projector if deviations from
the subsurface conditions noted in this report are encountered during construction, G E T
Solutions, Inc. should be notified immediately to determine if changes in the foundation
recommendations are required. If G E T Solutions, Inc. is not retained to perform these
functions, G E T Solutions, Inc. can not be responsible for the impact of those conditions
on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations.
The exploration conducted and this report are not necessarily in sufficient detail for final
geotechnical design of the project. Design -build teams should familiarize themselves with
the site and general subsurface conditions and retain the services of their own consultant to
make additional subsurface explorations and testing as deemed necessary to design and
construct the project. Regardless of the thoroughness of a geotechnical exploration, there
is always a possibility that conditions between test locations will be materially different from
those encountered at -the specific testing locations. In addition, soil and groundwater
conditions may become altered by construction activities and the passage of time. These
possibilities should be considered by the designers and contractors.
This report has been prepared for the exclusive use of C. Allan Bamforth, Jr., Engineer -
Surveyor, Ltd. and their consultants for the specific application to the proposed P705
Aircraft Maintenance Hangar and Apron and P710 Ordnance Loading Area Addition located
in MCAS New River Camp LeJeune, North Carolina.
Solutions. Inc

APPENDICES
BORING LOCATION PLAN
II SUMMARY OF SOIL CLASSIFICATION
III COMPREHENSIVE LABORATORY TEST RESULTS
IV BORING LOGS
V GENERALIZED SOIL PROFILE (Borings B-1 through B-16)
VI GENERALIZED SOIL PROFILE (Borings P-1 through P-60
and BMP-1 through BMP-12)
VII CBR TEST RESULTS
VIII DCP TEST DATA
IX HYDRAULIC CONDUCTIVITY WORKSHEETS
X PCASE PAVEMENT DESIGN ANALYSIS

}r(f + ♦ Iry A i AI
• II�� L�LYI�R'!��
A JI •�� i L I F !L +G F L F' �r, 7� ... A+
1' 1 Yr I ,i :7 :i r 1 )a, 1 I "` 14-tll.i t•ifLlii�:;'♦} �1�@++ 4 "`e ' ey
. `•'\.Y j�( lid L.7, a1f till t i It '-F
sp
r �,a fit
it
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�'�„�'_,.�� t: 1 II � � i �' , '. { ���jii', ytp}-�}[-.�t�.t•�-'7�t I /.i
s s}- emu_ �`; I#I I{r4j ♦�tl TZ1'' L Q F+ \\i.
'�'v \� 1 I l�t�ij',�_�, v..r •[I7����t+h�lutl-F`t�Y ���t� � �i I R:�t..I � , I
e:4Mitt
e.�tt li r4li L
.,; ry 4+i
a"y e' a' a e p e \\ ..?rl,`11,�„u. t ,! ♦ i
r ���\� \;a� \\i;� �, �Z\ \ ��`r-�'1}t•3 ���.. ��• - r !,Ij Ii'��, -: - - \ ,11 L �I
Yob \\\ �d \he,t�r ,.L♦ ^`'� '�.,i���'`i-�'- ,;e � e2 .: 1'.Y: i:. + ii. 61. .

GET
LmmhNd . Emimurrn W . hYNg
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
(757) 564 -6452
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 lest Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT), N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. 'The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
SILT, SAND, GRAVEL and Combinations
Relative Density
Very Loose 4 blows/ft. or less
Louse 5 to 10 Mowoft.
Medium Dense I to 30 blows/h.
Dense 31 to 50 blows/ft.
Very Dense 51 blows/ft, or more
Particle Size Identification
Boulders 8 inch diameter or more
Cobbles 3 to 8 inch diameter
Gravel Coarse 1 to 3 inch diameter
Medium I/z to I inch diameter
Fine t/a to t/z inch diameter
Sand Coarse 2.00 man to I/a inch
(diameter of pencil lead)
Medium 0.42 to 2.00 man
(diameter of broom straw)
Fine 0.074 to 0.42 man
(diameter of human hair)
Silt 0.002 to 0.074 man
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
More than 5D% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM- Silty. Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50%or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50gb or greater
CH - Fat Clay
MH - Dastic Silt
OH - Organic Clay/Silt
Highly OrOrmnic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blowslfc.
Medium Still
5to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/h.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive
Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Chanees
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary, with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing sssales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walls, etc.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
60
50
6
x 40
w
z 30
20
q 10
Plasticity Chart
CH
Pape 1 of - 0 10 20 30 40 50 60 70 80 OD 100
GIFT Revision 1211=7 LIQUID LIMIT (LL) (%)

p'!p Iiv.! M W Itnuc4 X npr 0 ppral;
htjetl: TIO PdYIV Lo tin Mp MWn
Ca.: C MYn BmMM ! FnanrrSurvrm. L.
COMPREHENSIVE LABORATORY TEST RESULTS
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QT pmR" roper: J%16118G
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310
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GETPROJECT:
P705 Aircraft Main. Hangar & Apron: P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth Jr. Engineer -Surveyor, Ltd
PROJECT LOCATION: MCAS New River Camp Lejeune, INC PROJECT NO.: JX10-116G
w,,,er•e..,..,r•mma
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
B-9
DEPTH TO WATER' INITIAL': $ 11 AFTER 24 HOURS: b CAVING> L
c zi
g
m
m
ar
`a
v$
TEST RESULTS
Plastic Limit H Liquid Limit
> -'
a w
y y
Description
a
a o
E Z
�->
E o
a
E
3
o y
m
)
u
w
y y
o E
y �t
o
P
O
m
N
N H
m a
z
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
3 inches of Topsoil
'
1
17
as
t
2
..:...:...:...:...:....
.2d
Brown, moist, Silty fine to medium SAND (SM), Very Loose
Light gray and orangish brown, moist, Clayey fine to medium SAND..".�
(SC), Very Loose
......
2
12
ss
t
2
..:...:... ... [ ... [ ..:...:
2
3
i
:..:...:...:...:...:...:...:...
5
Light gray, moist, Silty fine to medium SAND (SM), Very Loose
[:[::
3
18
ss
2
2
t
9
.. ..........
y.
Light gray and tan, moist to wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Loose to Medium Dense
1 f
Mre
4
16
ss
a
6
1'I:rt
6
a.f r
j
5
9
as
5
6
.:. .. :. .. :...
10
at:
Y.frl
U:ii.
..:.�.:...:..
...:...:...:...:...
10
pa I
6
11
as
5
6
11
�...........................
/
... :... :...:.. .:...:...:...
l
16
r
j.�. . .: ... :... :... :...
7
11
6s
6
y
i 1a 1:
rl.
11
1 i:fl
1 J'tl
..... ..........
6
18
Brown, wet, Poorly Graded fine to medium SAND (SP-SM) with trac?:t1:
Silt, Medium Dense
i a:ir
,];r1
..
8
10
ss
y
5
J
14
.
20
0
nar
i rt{
i I'
2
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel a
Cemented Marine Shell Fragments, Medium Dense
9
24
as
18
j_
si
-
1
10
18
as
10
6
is
00
7
11
23
ss
e
11
j ..�...:...:...
35
s
...........................
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
' ;
s/,
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
---'
©
•c.e,..�w•mnv
BORING LOG
B-9
PROJECT: P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C,L Allan BamION: th, Jr., E Ltd
w River Camp L
PROJECT LOCATION: MCAS New River Camp Lejeune NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: qwh
DRILLING METHOD: Rotary Wash "Mud' DATE: 4-1-11
DEPTH TO WATER -INITIAL": $ 11 AFTER 24 HOURS: b CAVING> iL
C
0�
> N
W
12
m w
o E
E
m
o
Description
2
m
0
E Z
y d
E.0
N
1
E-
N F-
N.
o v
m a
>
2i
g
tt
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
12
4
trace Silt, Medium Dense
12
24
as
6
e
11/
15
2550
29
100
13
11
14
j
/
j
/
'�
j .
j--
/
/ -
/
14
13
21
as
6
8
45
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel an
Cemented Marine Shell Fragments, Medium Dense to Very Dense
14
22
as
10
15
20
-30
15
17
ss
tt
12
13
55
-35
18
16
4
a5
5a
60
40
20
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dens
Greenish gray, wet, Silty fine to medium SAND (SM), Medium Dense
°""
17
24
as
6
➢
6
65
d5
18
24
ae
4
6
➢
70
so
'
19
24
a6
5
5
t2
7
55
Notes: SS = SPlit Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS - Bulk Sample
PAGE 2 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GETPROJECT:
'
mwb,r •o-.n..ww.,u.T
BORING LOG
B-9
P705 Aircraft Main. Hangar & Apron; P710 Ordnance Loading Area Addition
CLIENT: C. Allan Bamforth, Jr., Engineer -Surveyor, Ltd
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21 MSL
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash "Mud" DATE: 4-1-11
DEPTH TO WATER -INITIAL*:. $ 11 AFTER 24 HOURS: 3 CAVING> .G
c
°
-'
rw 1
�mE
y y
p E
y a
o
Description
t
N
Ch
al
a
E z
rn
m
n 1.2
E
N
E
M
; to
o v
m a
y
.2
.
z
g
f
TEST RESULTS
PlasticLimit H Li uidLimit
Q
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
°
20
24
ss
7
18
16
j ?...:. _:...:...
.......:...�. _.; ...
j .
.........................
:.
..:...:...:...............
60
26
E iE'
21
24
ss
m
16
85
-65
Boring terminated at 85 ft..
go
-70
95
-75
30
-80
32
rio
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 3 or 3 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1566.

GET,
PROJECT: P705 Aircraft Main. Hangar 8 Apron; P710 Ordnance Loading Area Addition
CLIENT: C,L Allan IlamION: h. Jr., Ltd
New River Camp L
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX10-116G
®
wa,te.rw.mma.mnQ
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 23 MSL
BORING LOG
DRILLER: GET Solutions, Inc. LOGGED BY: gw h
DRILLING METHOD: Rotary Wash "Mud"DATE: 3-25-11
B-1 O
DEPTH TO WATER -INITIAL•: $ 11.5 AFTER 24 HOURS: a CAVING> L
S
TEST RESULTS
Plastic Limit H Liquid Limit
1O
>rnvvd°�'z
v
Description
C
o
a
E
y
E
o w
>
w
o E
o
O
y
y
m �'
m a
z
Moisture Content - e
N-Value -
5
10203040506070
8 inches of Topsoil
1
24
ss
�
3
2
i ............. _..............
0.61
Orangish brown, moist, Sandy Lean CLAY (CL), Medium Stiff
9
15
/G ..................
�:...:...:...:...:...:...:...
20
Slightly mottled gray-orangish brown, moist, Sandy Lean CLAY (CL),
Stiff
2
20
ss
e
5
5
5
Light gray and orangish brown, moist, Silty fine to medium SAND
(SM) with trace Clay, Medium Dense
3
20
ss
5
s
8
12
Grayish brown, moist, Silty fine to medium SAND (SM), Loose to
Medium Dense
4
21
ss
6
6
Trace Clay from 8 to 10 feet
6
9
�...... .............. .. ..:...
5
18
ss
"
5
10
5
10
Orangish brown and tan, moist to wet, Poorly Graded fine to mediu
SAND (SP-SM) with trace Silt, Loose to Medium Dense
'' is i i
a
6
6
ss
z
2
5'
;
rtr;.
2
i .............................
10
4
'iaft i
iSt1
t x.ir
ii
;10
15
i i
/ ... ........
j ...:...:...:. _:...:...
7
20
es
a
9
A iI
!J:!C
1Aar
..:.... . ..:...:...:. .:...:...
...
.
6
Gray, wet, Sandy Lean CLAY (CL), Very Soft
2
Light gray, wet, Silty fine to coarse SAND (SM) with trace Gravel a
Cemented Marine Shell Fragments, Medium Dense to Dense
.
0
33
..:.
j%
20
g
21
ss
16
17
5
21
14
j-- -
10
23
ss
j
10
..
-10
9
11
23
ss
e
12
-- '
35
T7
M
-15
Greenish gray, wet, Poorly Graded fine to medium SAND (SP) with
"•
Notes: SS = Spit Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 3 Standard Penetration Tests were performed in the field in general accordance with ASTM 0 1586.

GET
Geatechnical - Environmental • Testing
[DRAFT]
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNICAL ENGINEERING SERVICES
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading
Area Addition, Stormwater Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
G E T PROJECT NO: JX12-11OG
August 30, 2012
Prepared for
M.A. Mortenson Company
700 Meadows Lane
Minneapolis, MN 55422
ATTN: Rob Oldham, P.E.
415-A Western Boulevard, Jacksonville, NC 28546 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
��
Ceateshninl • EnoirvnmmN! •7cttng
TO: M. A. Mortenson Company
700 Meadow Lane
Minneapolis, MN 55422
Attn: Mr. Rob Oldham, P.E.
August 30, 2012
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
G E T Project No: JX12-11OG
Dear Mr. Oldham:
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. The results of this study, together with our
recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted, '"'..
N R�q
+""�O N
G E T Solutions. Inc.�OQFEssitiv%
e4 l/% _
PE No.
Glenn W. Hohmeier, P.E. FtiFNCINE�e �:�
Senior Project Engineer ti H���;.+
NC Reg. # 033529 " 0.0 a a" •"
CAR
Camille A. Kaftan, P.E.
Principal Engineer SEAL
NC Reg. # 014103 014103
4 .FNcINE.�Q�'•:
415-A Western Boulevard . Jacksonville, NC 28546 . Phone: [phone] . Fax: [phone]
[e-mail]

TABLE OF CONTENTS
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Location and Site Description....................................................1
1.3 Purpose and Scope of Service..............................................................1
2.0 FIELD AND LABORATORY PROCEDURES..................................................2
2.1
Field Exploration....................................................................................2
2.2
Laboratory Testing.................................................................................3
3.0 SITE
AND SUBSURFACE CONDITIONS........................................................4
3.1
Site Geology.....................................................;....................................4
3.2
Subsurface Soil Conditions....................................................................4
3.3
Groundwater Information.......................................................................5
4.0 EVALUATION AND RECOMMENDATIONS...................................................5.
4.1
Soil Permeability....................................................................................6
4.2
Structural Fill and Placement.................................................................7
4.3
Suitability of On -site Soils......................................................................7
4.4
Deep Foundation L-Pile Analysis (Parking Garage) ............................... 8
6.0 CONSTRUCTION CONSIDERATIONS...........................................................9
5.1 Drainage and Groundwater Concerns ...................................................
9
5.2 Site Utility Installation.............................................................................9
5.3 Excavations.........................................................................................10
6.0 REPORT LIMITATIONS.................................................................................11
APPENDIX 1. BORING LOCATION PLAN
APPENDIX 11 BORING LOGS
APPENDIX III GENERALIZED SOIL PROFILE
APPENDIX IV HYDRAULIC CONDUCTIVITY WORKSHEETS
APPENDIX V L-PILE ANALYSIS
APPENDIX VI pH, RESISTIVITY, SULFUR AND CHLORIDE DATA
APPENDIX VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/113710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition, Storm
Water Management and L-Pile Analysis, MCAS New River, Marine Corps Base (MCB)
Camp Lejeune, North Carolina. The geotechnical engineering services were conducted in
general accordance with the scope presented in G E T Proposal No. PJX12-102G.
Furthermore, these services were provided in conjunction with our previously completed
Report of Subsurface Investigation and Geotechnical Engineering Services, P705 Aircraft
Maintenance Hangarand Apron, P710 Ordnance Loading Area Addition, MCAS New River
Camp LeJeune, North Carolina, G E T Project No: JX10-116G dated June 8, 2011.
Authorization to proceed with our subsurface investigation and geotechnical engineering
services was received from Mr. Jason Walton of M. A. Mortenson Company.
1.2 Project Location and Site Description
The project site is located within the MCAS New River, Camp Lejeune, North Carolina. The
construction at this site is planned to consist of buildinga storm water management facility
to service the proposed Hanger, Apron, Parking Garage, and Ordnance Loading Area
Addition.
The site is located within a recently cleared and partially wooded tract of land near the
intersection of Canal Street and Perimeter Road. The project site is gently sloping with
existing grades ranging from approximately 19 feet (MSL) along the southern perimeter to
about 25.5 feet (MSL) within the north central portion of the site.
The site is bordered to the north by a wooded tract of land followed by the active air station
flight line, to the south by existing MCAS New River facilities followed by Perimeter Road,
to the east wooded tract of land followed by the active air station flight line and to the west
by a large drainage swale (from about 12 to 14 feet in depth) followed by Canal Street.
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain information on the general subsurface conditions at
the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
General assessment of the soils revealed by the borings performed at the
proposed development.
Solurions. Inc

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P70SIP710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Stone Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
2. General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
performance, including existing fills, surficial/subsurface organics, or
expansive soils.
3. Soil preparation and construction considerations including grading, and
compaction, as well as providing Engineering criteria for placement and
compaction of approved structural fill material, including weather and
equipment effects.
4. Permeability (infiltration) values are provided based on the results of in -situ
Saturated Hydraulic Conductivity Testing as well as our experience with
similar soil conditions. Seasonal high groundwater table (SHWT) was also
estimated.
5. L-Pile analysis for 12-inch square prestressed concrete piles for the piles
recommended in the project RFP Geotechnical Report (Report of Subsurface
Investigation and Geotechnical Engineering Services, P705 Aircraft
Maintenance Hangar and Apron, P710 Ordnance Loading Area Addition,
MCAS New River Camp LeJeune, North Carolina, G E T Project No: JX10-
116G dated June 8, 2011). The results of the L-Pile analysis is presented in
Appendix V.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in this
report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general nature and composition of the subsurface soils at this site, a
total of six (6) 15-foot deep Standard Penetration Test (SPT) borings (designated as SB-1
through SB-6) were drilled by G E T Solutions, Inc. within the limits of the proposed storm
water management basin area.
In addition, to aid in developing associated storm water management parameters, six (6)
saturated hydraulic conductivity tests (in -situ) were completed within the proposed storm
water management area at the boring B-1 through B-6 locations.
Soludons.lnc

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. with the use of a Global Positions System unit as well as the "State
Plane" coordinates selected from the project site plan. The approximate boring locations
are shown on the attached "Boring Location Plans" (Appendix 1), which was reproduced
based on the site plan provided by M.A. Mortenson Company.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled and transferred to our laboratory for classification and analysis. The soil
classification was performed by a Geotechnical Engineer in accordance with ASTM D2488.
Twelve (12) representative soil samples were selected and subjected to laboratory testing,
which included natural moisture and 4200 sieve wash testing and analysis, in order to
corroborate the visual classification. These test results are provided in the following table
(Table I — Laboratory Test Results) and are presented on the "Boring Log" sheets
(Appendix II), included with this report. In addition, representative split spoon soil samples
were also selected and subjected to resistivity, pH, sulfur and chloride analysis. These test
results are tabulated on the following page in Table II and are also presented in the
Appendix VI of this report.
Table I - Laboratory Test Results
Boring
Sample
Depth
Natural
%
Atterberg
USCS
No.
Type
(Feet)
Moisture
Passing
Limits
Classification
%
#200
LL/PL/PI
SB-1
Hand Auger
2
20.1
35.7
Not Tested
Sc
SB-1
Split Spoon
2-4
17.7
37.0
30/19/11
Sc
SB-2
Hand Auger
2
21.8
33.6
Non -Plastic
SM
SB-2
Split Spoon
4-6
15.3
44.8
Not Tested
Sc
SB-3
Hand Auger
2
18.6
40.1
Not Tested
SM w/ trace
Clay
SB-3
Split Spoon
6-8
8.3
9.4
Non -Plastic
SP-SM
SB-4
Hand Auger
2
12.5
38.8
Not Tested
SM
SB-5
Hand Auger
2
17.0
32.3
Not Tested
SM w/ trace
Clay
SB-5
Split Spoon
10-12
9.9
5.6
Non -Plastic
SP-SM
SB-6
Hand Auger
2
34.1
30.4
Non -Plastic
SM w/ trace
Clay
S13-6
Split Spoon
0-2
22.0
25.8
Non -Plastic
SM
SB-6
Split Spoon
4-6
9.1
6.6
Non -Plastic
SP-SM
'Solutions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
Table II — Resistivity, pH, Sulfur and Chloride Test Results
Boring
Depth
Resistivity
Sulfur
Chloride
USCS
Locations
Ft
(ohm -cm)
p H
(mg/kg)
(mg/kg)
Classification
S13-1, SB-2
SB-1 (2-4),
2080
5.8
226
15
SC
SB-2 (4-6)
SB-1, SB-21
6-8
12500
4.9
<100
15
SP-SM, SM
SB-4
mg/kg — parts per million
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays.
Based on our review of existing geologic and soil boring data, the geologic stratigraphy
encountered in our subsurface explorations generally consisted of marine deposited sands,
silts and clays.
3.2 Subsurface Soil Conditions:
The results of our field exploration program indicated the presence of 1 to 2 inches of
topsoil at the soil boring locations. Beneath the surficial topsoil, the native subsurface soils
recovered at the boring locations and extending to the boring termination depth of 15 feet
below current grades, generally consisted of SAND (SP-SM, SM, SC) with varying amounts
of Silt and Clay. The Standard Penetration Test (SPT) results,- N-values, recorded within
the granular soils ranged from 3 to 38 blows -per -foot (BPF), indicating a very loose to
dense relative density.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included on the "Boring
Log" sheets (Appendix II) and in the "Generalized Soil Profile" (Appendix III), which should
be reviewed for specific information as to the individual borings. The stratifications shown
on the records of the subsurface exploration represent the conditions only at the actual
boring locations. Variations may occur and should be expected between boring locations.
The stratifications represent the approximate boundary between subsurface materials and
the transition may be gradual or occur between sample intervals. It is noted that the topsoil
designation references the presence of surficial organic laden soil, and does not represent
any particular quality specification. This material is to be tested for approval prior to use.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storrs Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: M 2-110G
3.3 Groundwater Information:
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from about 9.0 to 13.0 feet below the
existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6
locations. The variation in groundwater depths are anticipated to have been contributed by
the variations in existing site grade elevations and the associated distance between boring
locations. The boreholes were backfilled upon completion for safety considerations. As
such, the reported groundwater levels at these locations may not be indicative of the static
groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 locations were visually classified
to identify color changes to aid in indicating the normal estimated Seasonal High Water
Table (SHWT). It is noted that soil morphology may not be a reliable indicator of the SHWT.
However, color distinctions (from orangish brown and tan to light gray and orangish brown;
tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth
was estimated to occur at approximately 4 feet (borings SB-1 through SB-6) below the
existing site grades.
It should be noted that perched water conditions may occur throughout the site during
periods of heavy precipitation and/or during the wet season. The perched condition is
anticipated to occur in areas where shallow subsurface clayey soils were encountered.
These soils will act as a restrictive layer allowing excessive moisture to accumulate within
the overlying granular soils.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of± 2 to 3 feet (or more)
are common in the project's area; however, greater fluctuations have been documented.
We recommend that the contractor determine the actual groundwater levels at the time of
the construction to determine groundwater impact on the construction procedures.
4.0 EVALUATION AND RECOMMENDATIONS
Our recommendations are based on previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our
site reconnaissance. If the proposed construction should vary from what was described, we
request the opportunity to review our recommendations and make any necessary changes.
Solurions. Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services , August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
4.1 Soil Permeability
Six (6) infiltration test boreholes were prepared (boring. locations SBA through SB-6)
utilizing a planer auger to remove soil clippings from their base. Infiltration testing was
performed at a depth corresponding to an elevation of approximately 2.0 feet below the
existing site grades at the boring locations. Infiltration testing was then conducted within the
vadose zone utilizing a Precision Permeameter and the following testing procedures.
A support stand was assembled and placed adjacent to the borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation. As required by the Glover solution, the WCU was suspended
above the bottom of the borehole at an elevation of approximately 5 times the borehole
diameter. The shut-off valve was then opened allowing water to pass through the WCU to
fill the borehole to the constant water level elevation. The absorption rate slowed as the
soil voids became filled and an equilibrium developed as a wetting bulb developed around
the borehole. Water was continuously added until the flow rate stabilized. The reservoir
was then re -filled in order to begin testing. During testing, as the water drained into the
borehole and surrounding soils, the water level within the calibrated reservoir was recorded
as well as the elapsed time during each interval. The test was continued until relatively
consistent flow rates were documented. During testing the quick release connections and
shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height
of the constant water level (H), and borehole diameter (D) were used to calculate KS
utilizing the Glover Solution.
Based on the field testing and corroborated with laboratory testing results (published values
compared to classification results), the hydraulic conductivity of the shallow soils is
tabulated on the following page (Table III) and is presented on the "Hydraulic Conductivity
Worksheet" (Appendix IV), included with this report.
Solutions, Inc

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P7051P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
Table III — Infiltration Test Results
Infiltration Test
Test
Depth
(feet)
4200
Sieve
N
Classification
Hydraulic
Conductivity
cm/sec
in/hour
cm/sec
SB-1
2
48.6
Sc
0.134
9.43E-05
SB-2
2
21.8
SM
5.334
3.76E-03
SB-3
2
31.6
SM w/trace Clay
0.082
5.80E-05
S13-4
2
17.1
SM
3.359
2.37E-03
SB-5
2
32.9
SM w/trace Clay
0.139
9.80E-05
SB-6
2
34.1
SM w/trace Clay
0.867
6.12E-04
4.2 Structural Fill and Placement
Any material to be used for backfill or structural fill should be evaluated and tested by
G E T Solutions, Inc. prior to placement to determine if they are suitable for the intended
use. Suitable structural fill material should consist of sand or gravel containing less than 20
percent by weight of fines (SP, SP-SM, SM, SW, SW-SM, GP, GP -GM, GW, GW-GM),
having a liquid limit less than 20 and plastic limit less than 6, and should be free of rubble,
organics, clay, debris and other unsuitable material.
All structural fill should be compacted to a dry density of at least 95 percent of the Modified
Proctor maximum dry density (ASTM D1557). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of
G E T Solutions, Inc. should perform field density tests on each lift as necessary to assure
that adequate compaction is achieved.
4.3 Suitability of On -site Soils
Based on the laboratory testing program, the shallow subsurface SAND (SP-SM, SM) soils
encountered at the boring locations (beneath the topsoil) appear to meet the criteria
recommended in this report for reuse as structural fill. The Clayey SAND (SC) soils do not
appear suitable for reuse as structural fill; however, these soils may be used as fill in green
areas. Additionally, it is anticipated that any soils excavated on -site and proposed to be re-
used as backfill, will require stockpiling and air drying in order to establish a moisture
content suitable for compaction. Soil deposits excavated at the site and noted to contain
significant amounts of organics should not be used as fill and/or backfill within the proposed
construction areas. Further classification testing (natural moisture content, gradation
analysis, and Proctor testing) should be performed in the field during construction to
evaluate the suitability of excavated soils for reuse as fill and backfill.
Solutlons, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012,
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Stone Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11OG
Backfill material in utility trenches within the construction areas should consist of structural
fill (as described above), and should be compacted to at least 95 percent of ASTM D1557.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
4.4 Deep Foundation L-Pile Analysis (Parking Garage)
The lateral analysis for the precast prestressed concrete piles (SPPC) was conducted using
L-Pile Plus, a computer software package by ENSOFT, for the parking garage structure
foundation as recommended in our Report of Subsurface Investigation and Geotechnical
Engineering Services, P705 Aircraft Maintenance Hangar and Apron, P710 Ordnance
Loading Area Addition, MCAS New River Camp LeJeune, North Carolina, (G E T Project
No: JX10-116G dated June 8, 2011). The software requires as input, quantitative data
related to strength and deformation behavior of the subsurface materials, the structural
properties of the pile, and an understanding of shaft/soil interaction during lateral loading.
Soil properties and maximum axial and tensile loading conditions were obtained from the
soil strata as indicated in the borings B-1 through B-8 (boring B-7 was used as worst case
scenario) and our SPPC pile recommendations as presented in our June 8, 2011 report.
The program calculates the lateral deflections, internal moment forces and internal shear
forces experienced by a pile subjected to the specific loading conditions. The program
does not analyze whether the pile is structurally capable of resisting the moments and
shear stresses generated. This.analysis should be performed by the project structural
engineer. The L-Pile analysis is attached to this report (Appendix V). Also included are the
shear and moment diagrams.
The following load cases were analyzed using L-Pile Plus:
Load Case 1: Free head condition, no axial load, 4 tons lateral load
Load Case 2: Fixed head condition, no axial load, 4 tons lateral load
Load Case 3: Free head condition, maximum axial load (90 tons), 4 tons lateral load
Load Case 4: Fixed head condition, maximum axial load (90 tons), 4 tons lateral load
Load Case 5: Free head condition, maximum tensile load (30 tons), 4 tons lateral load
Load Case 6: Fixed head condition, maximum tensile load (30 tons), 4 tons lateral load
Load Case 7: Free head condition, maximum axial load (90 tons), lateral load to induce
1 inch deflection
Load Case 8: Fixed head condition, maximum axial load (90 tons), lateral load to
induce 1 inch deflection
Soludons, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705IP710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
Based on the typical SPPC piles available in this area, we have made the following
assumptions:
• Compressive strength of concrete = 6000 psi
• Maximum coarse aggregate size = 0.75 inches
• Four 0.5-inch diameter Grade 270 ksi Lo-Lax reinforcing strands with a 2.375
inch cover
• Fraction of loss of pre -stress = 20%
• Pile butt at grade elevation
Based on the L-Pile analysis using the above information, an allowable single pile lateral
design capacity of 3.5 tons may be used for 1-inch deflection (free head condition — Load
Case 7) and 8.0 tons may be used for 1-inch deflection (fixed head condition — Load Case
8). The actual condition in a pile cap is somewhere between a fixed head and a free head
condition. Therefore, the structural engineer should determine where that condition lies,
and the associated allowable lateral capacity. It is noted that a substantial decrease in pile
penetration length will reduce the allowable lateral pile capacity. Essentially, the values
indicated herein will be acceptable for minimum pile penetration below pile butt cut-off of
about 45 to 50 feet. Batter piles will substantially increase lateral capacities.
5.0 CONSTRUCTION CONSIDERATIONS
6.1 Drainage and Groundwater Concerns:
It is expected that dewatering may be required for excavations that extend near or below
the existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level
will likely require well pointing.
It is recommended that the contractor determine the actual groundwater levels at the time
of the construction to determine groundwater impact throughout the project site and at
specific proposed excavation locations.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
5.2 Site Utility Installation:
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
and structure placement to verify the suitability of the bearing soils. Based on the results of
our field exploration program it is expected that the utilities and structures located at depths
greater than about 9 feet below current grades may bear in wet, loose sandy soils. In these
instances the bearing soils will likely require some stabilization to provide suitable bedding.
Solutions. Int.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-110G
This stabilization is typically accomplished by providing additional bedding materials (No.
57 stone). In addition depending on the depth of the utility trench excavation, some means
of dewatering may be required to facilitate the utility installation and associated backfilling.
Excavations extending below the groundwater level will likely require well pointing.
Generally, the subsurface Sand (SP-SM, SM) soils encountered at the boring locations
appear to meet the criteria recommended in this report for reuse as structural fill. The
Clayey SAND (SC) soils do not appear suitable for reuse as structural fill; however, these
soils may be used as fill in green areas. Accordingly, bulk soil sampling and classification
testing is recommended to be performed to substantiate the suitability of their intended use
at the time of construction. Additionally, stockpiling and allowing the soils to air dry may be
required in order to obtain a moisture content suitable for compaction procedures.
5.3 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the,contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
r
Solutions: Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services August 30, 2012
P705/P710 Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition
Storm Water Management and L-Pile Analysis
MCAS New River Camp Lejeune, North Carolina
GET Project No: JX12-11 OG
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by
G E T Solutions, Inc. and the information supplied by the client for the proposed project. If
there are any revisions to the plans for this project or if deviations from the subsurface
conditions noted in this report are encountered during construction, G E T Solutions, Inc.
should be notified immediately to determine if changes in our recommendations are
required. If G E T Solutions, Inc. is not retained to perform these functions,
G E T Solutions, Inc. can not be responsible for the impact of those conditions on the
geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
Afterthe plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork recommendations may be properly interpreted and
implemented. At that time, it may be necessary to submit supplementary recommendations.
This report has been prepared for the exclusive use of the Client and their consultants for
the specific application to the proposed P705/P710 Hangar, Apron, Parking Garage, and
Ordnance Loading Area Addition Storm Water Management and L-Pile Analysis Project
located within the MCAS New River Camp Lejeune, military installation in North Carolina.
Solutrons, Inc.

APPENDICES
BORING LOCATION PLAN
BORING LOGS
III GENERALIZED SOIL PROFILE
IV HYDRAULIC CONDUCTIVITY WORKSHEETS
V L-PILE ANALYSIS
VI pH, RESISTIVITY, SULFUR AND CHLORIDE DATA
VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

2 3 4 5
wrxx s¢ a¢J e-�oi
__ \
NWRIC
E
it
III
I II O
N-35168; J981
ji
k It
SOIL BOOING LOCATION GRAPHIC SCALE: --
src
ss' a zs n' v
1 2 3 4 5 --'-'

`][, 1 PROJECT: P7051P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add. Str. Wtr. Manag. & L-Pile
® CLIENT: M,A. Company
L
PROJECT LOCATION:
MCAS New River Camp Lejeune, NC PROJECT NO.: JX72-110G
rm..4an+•uwe.Q<w.aenq BORING LOCATION: N 352197.6797; E 2464149.6893 SURFACE ELEVATION: 21.0 MSL
DRILLER: Mid-Aflantic
qwh
BORING LOG DRILLING METHOD: Drilling Rotary Mud Wash Drilling DATE:ED BY: 8 8 12
SBA DEPTH TO WATER -INITIAL*: $ 10.0 AFTER 24 HOURS: a CAVING> .0
c t y r c m y v a v Q TEST RESULTS
n Q1 a w a ci n n w tO m x Plastic Limit Fi Liquid Limit
S E w Description E z m E 1 m m> v Moisture Content- •
L7 rii rn § 'r9i Z.
N-Value-
0 10 20 30 40 50 60 70
1 inch of Topsoil
° .0 1 ss ? 3 -i--i—i---i—i--j—i—
Brown, moist, Silty fine to medium SAND (SM), Very Loose Z
4 —t—
Orangish brown and tan, moist, Clayey fine to medium SAND 3
(SC), Loose 2 ss 5 - 8 7---i--+--i--+—
5
Estimated SHWf @ 4 feet below existing grade
3
ss
1z
73
25
i--i—I--'
2
fight gray and orangish brown, moist, Silty fine to medium SAND
(SM) with trace Clay, Medium Dense I
!
14
22
S
-+—�--i- '
,
11: n.
a:cn'
;iif
i:il:
;:; ;
4
ss
10
11
q
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense
7
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
at 15 ft.
Notes:
5 ss 8 15
61 1ss1 a 115
7 1 1 sa 1 15 126
SS = Splil Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
BORING LOG
SB-2
PROJECT: P7051P710 Hangar Apron Park. Garg. & Ord. Load. Area Add. Str. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 352104.104; E 2464199.9573 SURFACE ELEVATION: 24.0 MSL
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: B-8-12
DEPTH TO WATER -INITIAL*: S 13.0 AFTER 24 HOURS: L CAVING> -C.
m
wO
a w
E
5 u,
Description
E
w
a d
rn z
w
a
w
n
r
to
n
v
m
z
S4�
u
ae
TEST RESULTS
Plastic Limit f-{ Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
3
4ri
8�41
21
26
8
14
1.
2 inches of Topsoil
0.1
1
ss
3
1
- —1--j—
li •.
Brown, moist, moist, Silty fine to medium SAND (SM) with little Clay an
Organics, Very Loose
T
i
2
ss
2
2
2
2
Grayish brown and tan, moist, Silty fine to medium SAND (SM),
Very Loose
Estimated SHWi @ 4 feet below existing grade fI
--ice-'=---------
s
3
as
3
5
(Light gray and brown, moist, Clayey fine to medium SAND (SC),
Loose
:::
4
5
ss
as
5
io
13
10
13
1210
I
—+--+—��---�-
I Tan and light gray, moist, Silty fine to medium SAND (SM) with
trace Clay, Medium Dense
:i;l: t r'
I f L I
' �:t t'
xLr
,j.;,•
J:rr(
' i
:I.'
if•i'
Tan and orangish brown, moist, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Medium Dense
1
Orangish brown and light gray, wet, Poorly Graded fine to'"�'
medium SAND (SP-SM) with trace Silt, Medium Dense
6
ss
8
°
4
--!--'`'
7
as
6
a
10
10
10
'--t---:--r--f—
15
Boring terminated at 15 ft.
20
--i---i--'—r—`--'—
0
e
30
10
-10
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
• BS = Bulk Sample
WOH
PAGE 1 of 1 Standard Penetration Tests were perfom/ed in the field in general accordance with ASTM D 1586.

GET
®
BORING LOG
S B-3
PROJECT: P705/P710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add. Str. Wtr. Manag. & L-Pile
CLIENT: M.A. on Company
PROJECT LOCATION:
L MCAS New River Camp Lejaune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 352005.5877: E 2464349.7367 SURFACE ELEVATION: 23.0 MSL
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: 8-8-12
DEPTH TO WATER - INITIAL": W� 12.0 AFTER 24 HOURS: 3 CAVING> _L
o
w0
a v
E
o w
$, �+
Description
n
w
a d
z
a
m
a 01
fO
m a
m
m
z
3i
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value-
10 20 30 40 50 60 70
14
10
10
18
16
38
34
1.
SA
2 inches of Topsoil
i
i i
1
ss
3
7
5
`—i--:—:—
.1
Brown and tan, moist, Silty fine to medium SAND ISM) with trace
Organics, Medium Dense
--------�-
�--
2
ss
2
4
a
e
2
Orangish brown and tan, moist, Silty fine to medium SAND (SM)
with trace Clay, Loose'
Estimated SHWf @ 4 feet below existing grade
5
li:tl
3: n:
,.,:; t
3
ss
4
s
a
'
-----':
'--
-- —�---�
Light gray and orangish brown, moist, Poorly Graded fine to
medium SAND SP-SM with trace Silt, Loose
( ) �,:I:IF
—8
I'j:l i
r'.�1:
4
ss
9
a
a
11
[
15
}----;—j--*--'
Tan, moist, Poorly Graded fine to medium SAND (SP-SM) with
trace Silt, Medium Dense J
Orangish brown and tan, moist, Poorly Graded fine to medium
SAND (SP-S15
M) with trace Silt, Medium Dense
1:1:; i
ri:. n:
i•I'(F
''.
5
ss
a
a
t1`I
4
;, ��,
of
;:,:,• •
..r
�i•ii
i afri
?`f!
p;tf
6
ss
17
21
25
—�—r—t
1"Ix
Orangish brown, moist to wet, Poorly Graded fine to medium
SAND (SP-SM) with trace Silt, Dense��:�+
10
7
ss
s
19
18
--
Boring terminated at 15 ft.
5
20
e
0
10
.10
35
1--�—i--1-1—F
Notes: SS - Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the fie/din general accordance with ASTM D 1586.

GET
Oaa.tr.e..e..�.m.amy
BORING LOG
SB-4
PROJECT: P705/P710 Hangar Apron Park. Garg., & Ord. Load. Area Add., Str. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MCAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 351905.5260: E 2484470.4197 SURFACE ELEVATION: 21.0 MSL
DRILLER: Mid-AtIantic Drilling gwh
DRILL NG METHOD: Rotary LOGGED BY: ry Mud Wash Drilling DATE:8 8 12
DEPTH TO WATER -INITIAL': 41W� 10.0 AFTER 24 HOURS: 3 CAVING> S
c
c
a
JE
n, wd
$
Description
naaa
Z
°
O
n
m
Zw
ii
oMoisture
TEST RESULTS
Plastic Limit H Uquid Limit
Content -•
N-Value-
10 20 30 40 50 60 70
5
er—'t-----i--i--r--+--
15
16
14
8
23
7.
20
2 inches of Topsoil
0.1
1
ss
2
e
3
'
-r---'--'--i—''—i—'—
Brown and tan, moist, Silty fine to medium SAND (SM) with
some Clay and Organics, Loose
2
ss
3
s
s
—?
Z
Tan, moist, Silty fine to medium SAND (SM), Loose
Estimated SHW@ 4 feet below existing site grade
s
uirj.T
a a.rr
r.M
L1:r1.
?C[i
3
ss
7
7
a
-:--i--;--;--4—
Light gray and tan, moist, Poorly Graded fine to medium SAND-
9 9 Y Y
(SP-SM) with trace Silt, Medium Dense
4
ss
s
7
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM')"'I
with trace Silt, Medium Dense
n:cs
p i
5
ss
7
10
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Loose to Medium Dense
r?.[i:
.l" r r•
i ": tr:
1'Af i r
:crl
r3`fi
isrV J
6
as
n
4
7
7
ss
10
iI
13
iS
Boring terminated at 15 ft.
2025
8
--i-_.-i-_.-i—i—L--�
5
30
15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were perfomred in the field in general ecoordance with ASTM D 1586.

GET
®
c=...,ar•u.ea.,.,w•rmr
BORING LOG
SB-S
PROJECT: P705/13710 Hangar, Apron, Park. Garg., & Ord. Load. Area Add., Str. Wtr. Manag. & L-Pile
CLIENT: M.A. on Company
PROJECT LOCATION:
L MCAS New River Camp Lejeune NC PROJECT NO.: JX12-110G
BORING LOCATION: N 351776.6650; E 2464586.9269 SURFACE ELEVATION: 22.0 MSL
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: 8-8-12
DEPTH TO WATER - INITIAL': W 11.0 AFTER 24 HOURS: 4 CAVING> f-
o
w
t
g E
t
o w
Description
t2
w
a o
y Z
w
a
�,
_v
a
F
fo
m n
m
Z
y4�?
u
v
de
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value ,
10 20 30 40 50 60 70
4
5-�+----j—�—
12
16
13
22
30
2.
5.6
1 inch of Topsoil
[
[
1
ss
2
2
-`•--i---i—L—i---
m
.0
Brown and tan, moist, Silty fine to medium SAND (SM) with trace
Clay and Organics, Very Loose
-
2
ss
2
3
2
3
2
Tan and orangish brown moist, Silty fine to medium SAND (SM)
with trace Clay, Loose
Estimated SHWT @ 4 feet below existing site grade
5
r[r
"'•('
rl:ct
i:l...
'?: i!
y(
'19:f1
$1!
uTf1'
3
ss
5
r
r
—
I
1s
Light gray and tan, moist, Poorly Graded fine to medium SAND
(SP-SM) with trace Silt, Medium Dense
4
ss
a
e
_ - ---
S
as
1
19
1
10
1
an, moist to wet, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt, Medium Dense
1
Orangish brown and light gray, wet, Poorly Graded fine to
medium SAND (SP-SM) with trace Silt, Medium Dense
�9!E!
.1 r !':tr•
�'aii•
iSEii
•I ^I t i
r�'r 1'
°t
6
ss
10
n
e
---
10
ss
1a
t8
1e
Boring terminated at 15 ft.
_
s
20
8
-5
30
-1010
.15
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance wiM ASTM D 1586.

GETPROJECT:
rmu,�y.r,p,..as4
BORING LOG
SB-6
P705/P710 Hangar Apron, Park. Garg., & Ord. Load. Area Add., Stir. Wtr. Manag. & L-Pile
CLIENT: M. A. Mortenson Company
PROJECT LOCATION: MICAS New River Camp Lejeune, NC PROJECT NO.: JX12-110G
BORING LOCATION: N 351667.3984; E 2464716.9028 SURFACE ELEVATION: 20.0 MSL
DRILLER: Mid -Atlantic Drilling LOGGED BY: gwh
DRILLING METHOD: Rotary Mud Wash Drilling DATE: 8-8-12
DEPTH TO WATER -INITIAL': 4Wr 9_0 AFTER 24 HOURS: 3 CAVING> L
wy
nIn
Q
a
g w
Description
a
m
a d
z
w
a
y
a
F
to
in a
y
m
Z
Qu
u
vv
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
4
7
11
9
21
14
5
6.6
1 inch of Topsoil I
0.08
1
ss
1
2
3
!
�--�-
Brown and tan, moist, Silty fine to medium SAND (SM) with trace
Clay and Organics, Very Loose
-t—Y--l---,
`
--J--��`—'
2
ss
3
4
2
Tan and orangish brown moist, Silty fine to medium SAND (SM)
with trace Clay, Loose'
Estimated SHWf @ 4 feet below existing site grade
'/-—'--=-----?--
i
~—'—~
18
8
'.,: c F
ss
a
a
1 1
Light gray, moist, Poorly Graded fine to medium SAND (SP-SM)
with trace Silt Medium Dense
l'1:c1.
lit i
'i'p:
;;,:}
�', u.
;
i:':t!
F'Ir
i aiir
r)a+'
'1:1: t[
] r
4
ss
r
Tan and orangish brown, moist to wet, Poorly Graded fine to
odium SAND (SP-SM) with trace Silt, Loose to Mediumi iDense
1
Orangish brown and light gray, wet, Poorly Graded fine to10
medium SAND (SP-SM) with trace Silt, Medium Dense
5
6
ss
as
s
45
8
11
12
—
— -- — — -- —
4
---- ---
—
7
ss
s
14
8
y I I I
Boring terminated at 15 ft.
0
20
--'--i--1--;--I-----
8
F-I--I-4-1---r"-'
.10
30
1
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were perromred in the field in general smordance wide ASTM D 1586.

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25
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33
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66
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20
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Strata symbols
Topsail
GET Solutions, Inc.
Silty Sand
GENERALIZED SOIL PROFILE
SCALE: DRAWN BY/APPROVED BY DATE DRAWN
Clayey Sand
scALe 1ti9 Qwh S/27/2012
P705/P710 Hangar, Apron, Park. Garg., & Ord.
Paddy gradedSand
ran Sot
Load. Area Add., Str. Wtr. Mana . & L-Pile
FIGURE NUMBER
PROJECT NO. JX 12-110G

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Le'eune, N
Terminology and Solution
Boring No......: SB-1
Date .............: 8/1912012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-11OG
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. HL h: 15.0 cm
H: Constant height of water in borehole -
Boring Dia.....: 8.3 cm
WCU Sus . HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Win HL H: 30.2 cm
Ksat=Q[sinh-1(H/r)-(r2/H2+1).5+r/H]I(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIM=
hr:min:sec a/
Elapsed
Time
Flow Rate Q
ml/min alb
------ Ksat
Equivalent Values----
hr:min:sec
min b
cm/min(cm/sec)
(cm/day
in/hr
ft/da
120
9:50:00 AM
110
10
9:50:08 AM
1 0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
100
10
9:50:25AMI
000,17
0.28
35.29
0.011
1.86E-04
16.1
0.263
0.53
90
10
9:51:16AM
0,0051
- 0.85
11.76
0.004
6.20E-05
5.4
0,088
0.18
80
10
9:52:33 AM
0,01:17
1.28
7.79
0.002
4.10E-05
3.5
0.058
0.12
70
10
9:53:58 AM
0,01:25
1.42
7.06
0.0021
3.72E-05
3.2
0.0531
0.11
60
10
9:55:22 AM
0*01:24
1.40
7.14
0.0021
3.76E-05
3.2
0.053
0.11
50
10
9:56:23 AM
0101:01
1.02
9.84
0.003
5.1 BE-05
4.5
0.073
0.15
40
10
9:57:31 AM
0:01:08
1.13
8.82
0.003
4.65E-05
4.0
0,066
0.13
30
10
9:58:35 AM
0:01:04
1.071
9.38
0.003
4.94E-05
4.3
0.070
0.14
20
10
10:00:01 AMI
0,01:26
1.431
6.98
0.002
3.67E-05
3.2
0.052
0.10
Natural Moisture: 20.1%
% Passing #200 :48.6%
- ESTIMATED FIELD KSAT:j
0.006
9.43E-05
8.1
0.134
0.27
USCS Class.: SC
Consistency: Loose
Depth to an Impermeable Layer: NA
=
Notes: Ksat Class Moderately Low
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Panting Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Lejeune, N
Terminology and Solution
Boring No ...... : SB-2
Date .............: 8/192012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. HL H: 30.2 cm
Ksat=Q[sinh-1(H/r)-(r2/H2+1).5+r/HI/(2pH2) [Glover Solution)
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Ela sed Time
Flow Rate Q
milmin alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec
cm/da
inlhr
ft/da
2800
10:15:00 AM
2700
100
10:15:07 AM
0:00:07
0.12
857.14
0.271
4.51 E-03
390.0
6.397
12.79
2600
100
10:15,15AM
0100,08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
2500
100
10:15,23 AM
0:00:08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
2400
100
10:15,32 AM
0:00:09
0.151
666.67
0.211
3.51 E-03
303.3
4.976
9.95
2300
100
10:15:42 AM
0:00:101
0.171
600.00
0.190
3.16E-031
273.0
4.4781
8.96
2200
100
10:15:51 AM
0:00:091
0.15
666.67
0.211
3.51 E-03
303.3
4.976
9.95
2100
100
10:15:59 AM
0:00:08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
2000
100
10:16:08 AM
0:00:09
0.15
666.67
0.211
3.51 E-03
303.3
4.976
9.95
1900
100
10*16*16AM
0:00:08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
1800
100
10:16,24 AM
0:00*08
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
1700
100
10:16:32AM
00008
0.13
750.00
0.237
3.95E-03
341.2
5.598
11.20
1600
100
10:16:41 AM
0:00:09
0.15
666.67
0.211
3.51 E-031
303.3
4.9761
9.95
1500
100
10,16,50AM
0:00:091
0.15
666.67
0.211
3.51E-03
303.3
4.976
9.95
Natural Moisture: 16.5%
% Passing #200 : 21.8%
ESTIMATED FIELD KSAT:1
0.226
3.76E-03
325.1
5.3341
10.67
USCS Class.: SM
Consistency: Very Loose
Depth loan Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Lejeune, N
Terminology and Solution
Boring No......: SB-3
Date .............: 8/1912012
Ksat : Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 It
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dla.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. (r): 4A5 cm
Const. Wtr. Ht. H: 30.2 cm
Ksat=Qlsinh-1(H/q-(r2/H2+1).5+r/Hlf(2pH2) (Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapse
Time I
Flow Rate Q
ml/min alb
- Ksat
Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)
inlhr
ft/da
120
-
9:00.00 AM
110
10
9:00:43AM
0:00:43
0.72
13.95
0.004
7.35E-05
6.3
0,104
0.21
100
10
9:01:32 AM
0:00:49
0.821
12.24
0.004
6.45E-05
5.6
0.091
0.18
90
10
9:02:24AM
000.52
0.87
11,54
0.004
6.08E-05
5.2
0.086
0.17
60
10
9:03:16 AM
0,00.52
0.87
11.54
0.004
6.08E-05
5.2
0.086
0.17
70
10
9.04.12 AM
1 0,00-56
0.93
10.71
0.003
5.64E-05
4.9
0.0801
0.16
60
10
9:05:07 AM
0:00:55
0.92
10.91
0,003
5.74E-05
5.0
0.0811
0.16
50
10
9:06:12 AM
0:01:05
1.08
9.23
0.003
4.86E-05
4.2
0.069
0.14
40
10
9:07:05 AM
0:00:53
0.88
11.32
0.004
5.96E-05
5.2
0.084
0.17
30
10
9:08:07AM
001.02
1.03
9.68
0.003
5.10E-05
4.4
0,072
0.14
20
10
9:09:14 AM
0:01:07
1.12
8.96
0.003
4.72E-05
4.1
0.067
0.13
Natural Moisture: 18.6%
% Passing #200 : 31.6%
ESTIMATED FIELD KSAT:
0.003
5.80E-05
6.0
0.082
0.16
USCS Class.: SM w/trace Clay
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Moderately Low
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Lejeune, NiTerminology
and Solution
Boring No......: SB-4
Date .............: 8/19/2012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber; D. Huber
File No.........: JX12-110G
O: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dla.....: 8.3 cm
WCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. r : 4.15 cm
Const. Wtr. Ht. H: 30.2 cm
KW=Q[sinh-1(H/r)-(r2/H2+1).5+r/H]/ (2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapsed Time
Flow Rate O
ml/min alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min
cm/sec
cm/da
in/hr
ft/da
3200
10:58:00 AM
3100
100
10:58:09 AM
0:00:09
0.151
666.67
0.211
3.51 E-03
303.3
4.976
9.95
3000
100
10:58:20 AM
0:00:11
0.18
545.45
0.172
2.87E-03
248.2
4.071
8.14
2900
100
10:58:30 AM
0100:10
0.17
600.00
0.190
3.16E-03
273.0
4.478
8.96
2800
.100
10:58:43AM
0,00,13
0.22
461.54
0.146
2.43E-03
210.0
3.445
6.89
2700
100
10:56:56AM
0,00,13
0.22
461.54
0.146
2.43E-03
210.0
3.4451
6.89
2600
100
10:59:10 AM
0,00:14
0.23
428.57
0.135
2.26E-03
195.0
3.199
6.40
2500
100
10:59:24AM
000,141
0.23
428.57
0.135
2.26E-03
195.0
3.199
6.40
2400
100
10:59,39 AM
0:00:15
0.25
400.00
0.126
2.11 E-03
182.0
2.985
5.97
2300
100
10:59:54 AM
0:00:15
0.25
400.00
0.126
2.11 E-03
182.0
2.985
5.97
2200
100
11:00:10 AM
0:00:16
0.271
375.00
0.118
1.97E-03
170.6
2.799
5.60
2100
100
11:00:26 AM
000:16
0.271
375.00
0.118
1.97E-03
170.6
2.799
5.60
2000
100
11:00:42AM
0,00,16
0.27
375.00
0.118
1.97E-031
170.6
2.7991
5.60
1900
100
11:01:00 AM
000:18
0.30
333.33
0.105
1.76E-03
151.7
2.488
4.98
11
Natural Moisture: 12.5%
% Passing #200 : 17.1%
ESTIMATED FIELD KSAT:
0.142
2.37E-03
204.8
3.359
6.72
USCS Class.: SM
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =High
Structure/Fabric: NA
Slope/Landsc: NA
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Parking Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Lejeune, N
Terminology and Solution
Boring No......: SB-5
Date .............: 8/192012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber. D. Huber
File No.........: JX12-110G
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. (r): 4.15 cm
Const. Wtr. HL H: 30.2 cm
Kwt =Q[sinh-1(H/r)-(r2JH2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
Elapse
Time
Flow Rate Q
ml/min alb
---- Ksat
Ecluivalent Values-
hr:min:sec
min b
cm/min
cm/sec(cm/day)
In/hr
ft/da
120
11:11:00 AM
110
10
11:11:25 AM
0:00:25
0.421
24.00
0.008
1.26E-04
10.9
0.179
0.36
100
10
11:11:53 AM
0:00:28
0.47
21.43
0.007
1.13E-04
9.7
0.160
0.32
90
10
11:12:23 AM
0:00:30
0.50
20.00
0.006
1.05E-04
9A
0.149
0.30
80
10
11:12:55 AM
0:00:32
0.53
18.75
0.006
9.87E-05
8.5
0.140
0.28
70
10
11:13:29 AM
0:00:34
0.57
17.65
0.006
9.29E-05
8.0
0.132
0.26
60
10
11:14:05 AM
0:00:36
0.601
16.67
0.005
8.78E-05
7.6
0.124
0.25
50
10
11:14:40 AM
0:00:35
0.581
17.14
0.005
9.03E-05
7.8
0.128
0.26
40
10
11:15:14 AM
0:00:34
0.57
17.65
0.006
9.29E-05
8.0
0.132
0.26
30
10
11:15:50 AM
0:00:36
0.601
16.67
0,0051
8.78E-05
7.6
0.124
0.25
20
10
11:16:27 AM
0*00:37
0.621
16.22
0.0051
8.54E-05
7.4
0.121
0.24
Natural Moisture: 17.0%
% Passing #200 : 32.9%
ESTIMATED FIELD KSAT:
0.006
9.80E-05
8.51
0.1391
0.28
USCS Class.: SM w/trace Clay
Consistency: Loose
Depth to an Impermeable Layer: NA
-
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slope/Landsc: W
Depth to Bedrock ...................: NA

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Panting Garage, and Ordnance
Loading Area Addition - Storm
Water Management and L-Pile
Project Name.: Analysis
Location.......: MCAS New River Camp Lejeune, N
.Terminology and Solution
Boring No......: SB-6
Date .............: 8/19/2012
Ksat: Saturated hydraulic conductivity
Investigators.: J. Huber. 0. Huber
File No.........: JX12-11OG
Q: Steady-state rate of water flow into the soil
Boring Depth.: 2 ft
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
WCU Susp. HL S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. (r): 4.15 cm
ConsL Wtr. Ht. H: 30.2 cm
Ksat=0[sinh-1(H/r)-(r21H2+1).5+r/H]/(2pH2) [Glover Solution]
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Ela sed Time
I Flow Rate O
ml/min alb
- Ksat Equivalent Values-
hr:min:sec
min b
cm/min(cm/sec)
(cm/day)
in/hr
ft/da
120
11:29,00 AM
110
10
11:29:04 AM
0:00:04
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
100
10
11:29:08 AM
0:00:04
0.07
150.00
0.047
7.90E-04
68.2
1.120
224
90
10
11:29:12 AM
0:00,04
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
80
10
11:29:17 AM
0:00:05
0.08
120.00
0.038
6.32E-04
54.6
0.896
1.79
70
10
11:29:22 AM
0:00:05
0.08
120.00
0.038
6.32E-041
54.6
0.8961
1.79
60
10
11:29:28 AM
0:00:061
0.101
100.00
0.032
5.27E-04
45.5
0.746
1.49
50
10
11,29:34 AM
0:00:06
0.10
100.001
0.032
5.27E-04
45.5
0.746
1.49
40
10
11:29:41 AM
0:00:07
0.12
85.71
0.027
4.51E-04
39.0
0.640
1.28
30
10
11:29:48 AM
0:00:07
0.121
85.71
0.027
4.51 E-04
39.0
0.640
1.28
20
10
11:29:54 AM
0:00:06
0.101
100.00
0.032
5.27E-04
45.5
0.746
1.49
Natural Moisture: 19.8%
% Passing #200 : 34.1%
ESTIMATED FIELD KSAT:
0.037
6.12E-04
52.8
0.867
1.73
USCS Class.: SM whrace Clay
Consistency: Loose
Depth to an Impermeable Layer: NA
Notes: Ksat Class =Medium
Structure/Fabric: NA
Slopell-andsc: NA
Depth to Bedrock ...................: NA

SPPC Piles.lp6o
LPile Plus for windows, version 6 (6.0.28)
Analysis of Individual Piles and Drilled shafts
Subjected to Lateral Loading using the p-y Method
0 1985-2011 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is licensed to
GET Solutions, Inc.
Virginia Beach, VA
serial Number of Security Device: 364296623
Company Name Stored in Security Device: GET Solutions, Inc.
Files used for Analysis
-----------------------
Path to file locations: G:\Geo Projects\Jacksonville Projects\Jx10-116G P705 Aircraft Main Hangar and Apron\L
Pile Runs\
Name of input data file: SPPC Piles.lp6d
Name of output report file: SPPC Piles.lp6o
Name of plot output file: SPPC Piles.lp6p
Name of runtime messeage file: sPPc Piles.lp6r
------------ --------
Date and Time of Analysis
Date: August 28, 2012 Time: 13:19:33
--------------------------------------------------------------------------------
Problem Title
--------------------------------------------------------------------------------
P705 Aircraft Main Hangar & Apron, Parking Garage Support
Job Number: Ix10-116G
client: C. Allan Bamforth, Jr., Engineer -surveyor, Ltd.
Engineer: M. Murdock, P.E.
Description: 50-foot embedment/12-inch SPPC piles/90-ton allowable capacity
___---______ ----------------------
Program Options
--------------------------------------------------------------------------------
Engineering units are us customary units: pounds, inches, feet
Basic Program Options:
This analysis computes pile response to lateral loading and will compute nonlinear
moment -curvature and nominal moment capacity for selected section types.
Computation Options:
- Only internally -generated p-y curves used in analysis
- Analysis does not use p-y multipliers (individual pile or shaft action only)
- Analysis assumes no shear resistance at pile tip
- Analysis for fixed -length pile or shaft only
- No computation of foundation stiffness matrix elements
- Output pile response for full length of pile
- Analysis assumes no soil movements acting on pile
- No p-y curves to be computed and output for user -specified depths
Solution Control Parameters:
- Number of pile increments = 100
- Maximum number of iterations allowed = 100
- Deflection tolerance for convergence = 1.0000E-OS in
- Maximum allowable deflection = 100.0000 in
Pile Response Output Options:
- values of pile -head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
Page 1

S PPC Piles.lp6o
- Printing Increment (nodal spacing of output points) = 1
------------------------- --_---__---------------__------______--__-
Pile structural Properties and Geometry
-------------------------------------------------------"_----------------------
Total Number of sections = 1
Total Pile Length = 50.00 ft
Depth of ground surface below top of pile = 0.00 ft
Pile dimensions used for p-y curve computations defined using 2 points.
p-y curves are computed using values of pile diameter interpolated over
the length of the pile.
Point Depth pile
X Diameter
ft in
-------------- -----------
1 0.00000 12.0000000
2 50.000000 12.0000000
Input structural Properties:
----------------------------
Pile section NO. 1:
Section Type = Square solid Prestressed Pile
section Length = 50.000 ft
Pile width = 12.000 in
corner chamfer = 1.000 in
----_-_ -____ -------------------------------------------
Ground slope and Pile Batter Angles
--------------------------------------------------------------------------------
Ground Slope Angle 0.000 degrees
0.000 radians
Pile Batter Angle = 0.000 degrees
0.000 radians
---------------------------------------------------------
Soil and Rock Layering Information
---------------------------------------------------------
The soil profile is modelled using 5 layers
Layer 1 is sand, p-y criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 0.000
ft
Distance from top of
pile to bottom of layer
p
= 11.000
ft
p-y subgrade modulus
for top of soil layer
= 25.000
lbs/in**3
p-y subgrade modulus
k for bottom of soil layer
= 25.000
lbs/in**3
Layer 2 is sand, p-y
criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 11.000
ft
Distance from top of
pile to bottom of layer
p
= 18.000
ft
p-y subgrade modulus
for top of soil layer
= 20.000
lbs/in**3
p-y subgrade modulus
k for bottom of soil layer
= 20.000
lbs/in**3
Layer 3 is soft clay,
p-y criteria by Matlock, 1970
Distance from top of
pile to top of layer
18.000
ft
Distance from top of
pile to bottom of layer
23.000
ft
Layer 4 is sand, p-y
criteria by Reese et al., 1974
Distance from top of
pile to top of layer
= 23.000
ft
Distance from top of
pile to bottom of layer
= 40.000
ft
p-y subgrade modulus
k for top of soil layer
= 20.000
lbs/in**3
p-y subgrade modulus
k for bottom of soil layer
= 20.000
lbs/in**3
Layer 5 is sand, p-y
criteria by Reese et al., 1974
Distance from top of
pile to top of layer
40.000
ft
Page 2

SPPC Piles.l 6o
Distance from top of pile to bottom of layer = 60.000 ft
p-y subgrade modulus k for top of soil layer - 60.000 lbs/in"*3
p-y subgrade modulus k for bottom of soil layer 60.000 lbs/in*-3
(Depth of lowest layer extends 10.00 ft below pile tip)
Effective unit weight of soil vs. Depth
---------------------------------------------------------
Effective unit weight of soil with depth defined using 10 points
Point Depth X Eff. unit weight
No. ft pcf
---- --------- --------------
1 0.00 115.00000
2 11.00 115.00000
3 11.00 53.00000
4 18.00 53.00000
5 18.00 53.00000
6 23.00 S3.00000
7 23.00 53.00000
8 40.00 53.00000
9 40.00 58.00000
10 60.00 58.00000
__________________________________________________________
Summary of Soil Properties
--------------------------------------------------------------------------------
Layer
Soil
Type
Depth
Eff. unit
cohesion
Friction qu ROD
Epsilon
50
1
kpy
Rock
Emass
krm
Test Type
Test Prop. Elas. Subgr.
Num.
(p-y curve
Criteria)
ft
wt., pcf
psf
nng., deg. psi
percent
pci
psi
pci
__________
I
Sand
__________
(Reese,
et
__________
al.)
__________
_
0.00
115.000
__ __________
--
__________ ------------
32.000 -- --
--
--
25.000
11.000
115.000
--
32.000 -- --
--
--
25.000
2
Sand
(Reese,
et
al.)
11.000
53.000
--
32.000 -- --
--
--
20.000
18.000
53.000
--
32.000 -- --
--
--
20.000
3
Soft
Clay
18.000
53.000
500.000
-- -- --
0.01000
--
--
--
23.000
53.000
500.000
-- -- --
0.01000
--
--
--
-
4
Sand
(Reese,
et
al.)
23.000
53.000
--
32.000 -- --
--
--
20.000
40.000
53.000
--
32.000 -- --
--
--
20.000
5
sand
(Reese,
et
al.)
40.000
58.000
--
35.000 -- --
--
--
60.000
60.000
58.000
--
35.000 -- --
--
--
60.000
--
________________________________________________________________________________
Loading Type
________________________________________________________________________________
cyclic loading criteria were used for computation of p-y curves for all analyses.
Number of cycles of loading = 500
________________________________________________________________________________
Pile -head Loading and Pile -head Fixity conditions
-----------------------------
Number of loads specified = 8
Load
Load
condition
No.
_____
Type
____
1
1
1
____________________
V =
8000.00000
lbs
2
2
V =
8000.00000
lbs
3
1
V =
8000.00000
lbs
4
2
V =
8000.00000
lbs
5
1
V =
8000.00000
lbs
6
2
V =
8000.00000
lbs
7
1
V =
15300.
lbs
condition
Axial Thrust
2
Force, lbs
M = 0.0000
in-lbs
0.0000000
S = 0.0000
in/in
0.0000000
M = 0.0000
in-lbs
180000.
5 = 0.0000
in/in
180000.
M = 0.0000
in-lbs
-60000.
5 = 0.0000
in/in
-60000.
M - 0.0000
in-lbs
180000.
Page 3

8 2 v = 32800. lbs S = 0.0000in%;^es.lp6o 180000.
v a perpendicular shear force applied to pile head
M bending moment applied to pile head
y = lateral deflection relative to pile axis
S = pile slope relative to original pile batter angle
R rotational stiffness appplie to pile head
Axial thrust is assumed to be acting axially for all pile batter angles.
---------------------------------------------------------------------------
Computations of Nominal Moment capacity and
--------------------------------------------------------------------------------
Nonlinear Bending stiffness
Axial thrust force values were determined from
pile -head loading conditions
Number of Pile Sections Analyzed = 1
Pile section No. 1:
Dimensions of Square Prestressed Pile Section:
----------------------------------------------
Length of section
50.000 ft
Pile width
= 12.000 in
Corner Chamfer
= 1.000 in
Prestressing Strand Details:
----------------------------
Strand Type
PCI 270
Yield stress, fpu
= 270. ksi
Stress -Strain curve for Reinforcement Defined using
PCI 270 Lo-lax Equation
If eps > 0.008 fpu = 268 - 0.075/(eps-0.0065) < 0.98 fpu (ksi)
Number of Reinforcing Strands
4
cross -sectional Area of Single strand
= 0.153 sq. in.
concrete Cover Thickness over strands
= 2.375 in
Prestressing Strand Geometry:
-----------------------------
Strand Diameter Area x
Y
No. in sq. in in
in
--------------- -- ----------
1 0.500 0.153 -3.375
-3.375
2 0.500 0.153 3.375
-3.375
3 0.500 0.153 3.375
3.375
4 0.500 0.153 -3.375
3.375
Computation Of LOSS of Prestress:
---------------------------------
Initial Prestressing Force
= 115.640 kips
Fraction of Loss of Prestress
- 0.200
Effective Prestressing Force
= 92.512 kips
Area of Concrete, AC
= 141.388 sq. in
Area of steel, As
- 0.612 sq. in
Stress in concrete After Losses, f_pc
= 0.654 ksi
Stress in steel After Losses
=-151.163 ksi
Compressive Strain in Concrete
= 0.0001482
Tensile Strain in Steel
=-0.0053987
Estimated Structural Capacities Computed using
-------------------------------------------------------------
PCI Equations:
Nom. Axial Cap., Pn - (0.85 f'c - 0.60 f_pc) Ag 668.453 kips
unfac. Axial Load cap. N = (0.33 f'c - 0.27 f_pc) Ag 256.074 kips
Axial Capacity in Tension, Nt = As fpu =-165.240 kips
Nom. Moment Capacity, Mn 0.37 D As fpu 733.666 in -kip
Note: The above value of nominal moment capacity is based on equations that
assume a concrete compressive strength of 6, 000 psi (41.4 MPa) a prestressing
level after losses of 700 psi (4.83 MPa), and an axial thrust loading of zero.
when different values for these factors are input, the estimated value of mn
may differ greatly from the capacity computed by LPile and should be considered
only as an approximate check.
Concrete Properties
Compressive Strength of Concrete
- 6.0000000
ksi
Modulus of Elasticity of Concrete
- 4415.2010147
ksi
Modulus of Rupture of Prestressed Concrete
=-0.3098387
ksi
Compression Strain at Peak Stress
0.0023102
Tensile Strain at Fracture of Concrete
_-0.0000604
Maximum Coarse Aggregate Size
0.7500000
in
Page 4

SPPC Piles.lp6o
Number of Axial Thrust Force values Determined from Pile -head Loadings = 3
Number Axial Thrust Force
kips
------ -----------------
1-60.000
2 0.000
3 180.000
Definitions of Run Messages and Notes:
--------------------------------------
C = concrete in section has cracked in tension.
y = stress in reinforcing steel has reached yield stress.
T = ACI 318-08 criteria for tension -controlled section met, tensile strain in
reinforcement exceeds 0.005 while simultaneously compressive strain in
concrete more than than 0.003. See ACI 318-08, Section 10.3.4.
2 = depth of tensile zone in concrete section is less than 10 percent of section depth.
Bending Stiffness (EI) - Computed Bending Moment / Curvature.
Position of neutral axis is measured from edge of compression side of pile.
Compressive stresses and strains are positive in sign.
Tensile stresses and strains are negative in sign.
Axial Thrust Force =-60.000 kips
Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run
Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg
rad/in. in -kip kip-in2 in in/in in/in ksi ksi
0.000001250
5.3787471
4302998.
124.4356425
0.0003037
0.0001405
0.7803906
-270.0000000
0.000002500
15.4453581
6178143.
65.2229627
0.0003113
0.0001331
0.8163632
-270.0000000
0.000003750
25.5117325
6803129.
45.4876607
0.0003188
0.0001256
0.8522S22
-270.0000000
0.000005000
35.5777520
7115550.
35.6217032
0.0003263
0.0001181
0.8880571
-270.0000000
0.000006250
45.6432984
7302928.
29.7034835
0.0003338
0.0001106
0.9237776
-270.0000000
0.000007S00
55.7082534
7427767,
25.7591328
0.0003414
0.0001032
0.9594131
-270.0000000
0.0000087S0
65.7724987
7516857.
22.9427074
0.0003489
0.0000957
0.9949632
-270.0000000
0.0000100
75.8359159
7583592.
20.8312352
0.0003565
0.0000883
1.0304276
-270.0000000
0.0000113
85.8983868
7635412.
19.1897320
0.0003641
0.0000809.
1.0658058
-270.0000000
0.0000125
95.9597929
7676783.
17.8772071
0.0003717
0.0000735
1.1010974
-270.0000000
0.0000138
106.0200160
7710547.
16.8039392
0.0003792
0.0000661
1.1363019
-270.0000000
0.0000150
116.0789376
7738596.
15.9101142
0.0003868
0.0000587
1.1714190
-270.0000000
0.0000163
126.1364393
7762242.
15.1543222
0.0003945
0.0000513
1.2064481
-270.0000000
0.0000175
136.1924026
7782423.
14.5069848
0.0004021
0.0000439
1.2413890
-270.0000000
0.0000188
146.2467092
7799824.
13.9464111
0.0004097
0.0000365
1.2762411
-270.0000000
0.0000200
156.2992404
7814962.
13.4563331
0.0004173
0.0000291
1.3110040
-270.0000000
0.0000213
166.3498777
7828230.
13.0243104
0.0004250
0.0000218
1.3456774
-270.0000000
0.0000225
176.3985027
7839933.
12.6406671
0.0004326
0.0000144
1.3802607
-270.0000000
0.0000238
186.4449965
7850316.
12.2977645
0.0004403
0.000007072
1.4147536
-270.0000000
0.0000250
196.4892406
7859570.
11.9894916
0.0004479
-0.000000263
1.4491557
-270.0000000
0.0000263
206.1996864
7855226.
11.7077084
0.0004555
-0.000007673
1.4830886
-270.0000000
0.0000275
215.2891369
7828696.
11.4459612
0.0004630
-0.0000152
1.5162056
-270.0000000
0.0000288
223.8148708
7784865.
11.2018911
0.0004702
-0.0000229
1.5485468
-270.0000000
0.0000300
231.8221318
7727404.
10.9734734
0.0004774
-0.0000308
1.5801441
-270.0000000
0.0000313
239.3313990
7658605.
10.7588029
0.0004844
-0.0000388
1.6110005
-270.0000000
0.0000325
246.3962792
7581424.
10.5565963
0.0004913
-0.0000469
1.6411662
-270.0000000
0.0000338
253.0803352
7498677.
10.3659118
0.0004980
-0.0000552
1.6707133
-270.0000000
0.0000350
259.3787833
7410822.
10.1853220
0.0005047
-0.0000635
1.6996172
-270.0000000
0.0000363
265.3694395
7320536.
10.0143919
0.0005112
-0.0000720
1.7279803
-270.0000000
0.0000375
271.0246374
7227324.
9.8517748
0.0005176
-0.0000806
1.7557446
-270.0000000
0.0000388
276.4169537
7133341.
9.6972516
0.0005240
-0.0000892
1.7830138
-270.0000000
0.0000400
281.5602359
7039006.
9.5501155
0.0005302
-0.0000980
1.8098009
-270.0000000
0.0000413
286.4601356
6944488.
9.4096673
0.0005363
-0.0001069
1.8361046
-270.0000000
0.0000425
291.1474921
6850529.
9.27S5364
0.0005424
-0.0001158
1.8619692
-270.0000000
0.0000438
295.6476154
6757660.
9.1473617
0.0005484
-0.0001248
1.8874317
-270,0000000
0.0000450
299.9665342
6665923.
9.0246497
0.0005543
-0.0001339
1.9124957
-270.0000000
0.0000463
304.1107025
6575367.
8.9069682
0.0005601
-0.0001431
1.9371663
-270.0000000
0.0000475
308.0921455
6486150.
8.7939888
0.0005659
-0.0001523
1.9614603
-270.0000000
0.0000488
311.9226154
6398413.
8.6854211
0.0005716
-0.0001616
1.9853952
-270.0000000
0.0000513
319.1447338
6227214.
8.4802017
0.0005828
-0.0001804
2.0321917
-270.0000000
0.0000538
32S.8499403
6062324.
8.2894192
0.0005938
-0.0001994
2.0776635
-270.0000000
0.0000563
332.1267522
5904476.
8.1117666
0.0006045
-0.0002187
2.1219740
-270.0000000
0.0000S88
337.9730086
5752732.
7.94S3348
0.0006150
-0.0002382
2.1650817
-270.0000000
0.0000613
343.4639726
5607575.
7.7892876
0.0006253
-0.0002579
2.2071386
-270.0000000
0.0000638
348.6410999
5468880.
7.6426581
0.0006354
-0.0002778
2.2482249
-270.0000000
0.0000663
353.5260399
5336242.
7.5044646
0.00064S4
-0.0002978
2.2883755
-270.0000000
0.0000688
358.1287604
5209146.
7.3737607
0.0006551
-0.0003181
2.3275947
-270.0000000
0.0000713
362.4850098
5087509.
7.2499951
0.0006648
-0.0003384
2.3659623
-270.0000000
0.0000738
366.6222964
4971150.
7.1326413
0.0006742
-0.0003590
2.4035414
-270.0000000
0.0000763
370.5574356
4859770.
7.0211566
0.0006836
-0.0003796
2.4403680
-270.0000000
0.0000788
374.2867186
4752847.
6.9148651
0.0006927
-0.0004005
2.4764142
-270.0000000
0.0000813
377.8420614
4650364.
6.8135281
0.0007018
-0.0004214
2.5117665
-270.0000000
0.0000838
381.2412333
4552134.
6.7168216
0.0007107
-0.0004425
2.5464720
-270.0000000
Page 5
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C

SPPc Piles.lp6o
0.0000863
384.5014585
4457988.
6.6244693
0.0007196
-0.0004636
2.5805807
-270.0000000
C
0.0000888
387.6394126
4367768.
6.5362373
0.0007283
-0.0004849
2.6141451
-270.0000000
C
0.0000913
390.6062378
4280616.
6.4512417
0.0007369
-0.0005063
2.6469777
-270.0000000
C
0.0000938
393.4662605
4196973.
6.3698117
0.0007454
-0.0005278
2.6792998
-270.0000000
C
0.0000963
396.242S249
4116805.
6.2918895
0.0007538
-0.0005494
2.7111981
-270.0000000
c
0.0000988
398.8709662
4039200.
6.2165247
0.0007621
-0.0005711
2.7424178
-270.0000000
C
0.0001013
401.4201278.
3964643.
6.1441731
0.0007703
-0.0005929
2.7732154
-270.0000000
C
0.0001038
403.8888032
3892904.
6.0746014
0.0007784
-0.0006148
2.8035886
-270.0000000
C
0.0001063
406.2383292
3823420.
6.0071758
0.0007865
-0.0006367
2.8333660
-270.0000000
C
0.0001088
408.5539232
3756818.
5.9426075
0.0007945
-0.0006587
2.8629049
-270.0000000
C
0.0001113
410.7302986
3691958.
5.8795976
0.0008023
-0.0006809
2.8917466
-270.0000000
C
0.0001138
412.8978903
3629872.
5.8193607
0.0008101
-0.0007030
2.9204565
-270.0000000
C
0.0001163
414.9280835
3569274.,
5.7603786
0.0008178
-0.0007254
2.9484579
-270.0000000
C
0.0001188
416.9569681.
3S11217.
5.7039529
0.000825S
-0.0007477
2.9763633
-270.0000000
C
0.0001213
418.8625834
3454537.
S.6486510
0.0008331
-0.0007701
3.0036051
-270.0000000
C
0.0001238
420.7575511
3400061.
5.5955545
0.0008406
-0.0007926
3,0307106
-270.0000000
C
0.0001263
422.5636056
3347038.
5.5437032
0.0008481
-0.0008151
3.0572990
-270.0000000
C
0,0001288
424.3307371
3295773.
5.4935390
0.0008555
-0.0008377
3.0836152
-270.0000000
C
0.0001313
426.0598144
3246170.
5.4449521
0.0008628
-0.0008604
3.1096561
-270.0000000
C
0.0001338
427.7050458
3197795.
5.3973760
0.0008701
-0.0008831
3.1351931
-270.0000000
C
0.0001363
429.3491779
3151187.
5.3S16025
0.0008774
-0.0009058
3.1606444
-270.0000000
C
0.0001388
430.9078768
3105642.
5.3066385
0.0008845
-0.0009287
3.1855676
-270.0000000
C
0.0001413
432.4359752
3061494. •
5.2630105
0.0008916
-0.0009516
3.2102529
-270.0000000
C
0.0001438
433.9630307
3018873.
5.2209517
0.0008987
-0.0009745
3.2348557
-270.0000000
C
0.0001463
435.3832136
2976979.
5.1792567
0.0009057
-0.0009975
3.2587981
-270.0000000
C
0.0001488
436.7999458
2936470.
5,1389850
0.0009126
-0.0010206
3.2826477
-270.0000000
C
0.0001S88
442.1488135
2785189.
4.9878357
0.0009400
-0.0011132
3.3755062
-270.0000000
C
0.0001688
446.9840786
2648795.
4.8501452
0.0009667
-0.0012065
3.4642123
-270.0000000
C
0.0001788
451.3971282
2525299.
4.7242090
0.0009926
-0.0013005
3.5492274
-270.0000000
C
0.0001888
455.4598213
2413032.
4.6086182
0.0010181
-0.0013951
3.6309455
-270.0000000
C
0.0001988
459.2141044
2310511.
4.5020291
0.0010430
-0.0014902
3.7096007
-270.0000000
C
0.0002088
462.6527147
2216300.
4.4028517
0.0010673
-0.0015859
3.7850833
-270.0000000
C
0.0002188
465.8542035
2129619.
4.3106894
0.0010912
-0.0016820
3.8579083
-270.0000000
C
0.0002288
468.8613588
2049667.
4.2249598
0.0011147
-0.0017785
3.9283813
-270.0000000
C
0.0002388
471.6977829
1975698.
4.1450363
0.0011378
-0.0018754
3.9966901
-270.0000000
c
0.0002498
474.2854288
1906675.
4.0692301
0.0011604
-0.0019728
4.0621584
-270.0000000
c
0.0002588
476.7749473
1842608.
3.9985750
0.0011828
-0.0020704
4.1260077
-270.0000000
C
0.0002688
479.0894564
1782658.
3.9316307
0.0012048
-0.0021684
4.1876002
-270.0000000
C
0.0002788
481.2847895
1726582.
3.8684846
0.0012265
-0.0022667
4.2473772
-270.0000000
C
0.0002888
483.3608615
1673977.
3.8087254
0,0012480
-0.0023652
4.3053653
-270.0000000
C
0.0002988
485.3276756
1624528.
3.75202S7
0.0012691
-0.0024641
4.3616147
-270.0000000
C
0.0003088
487.1823846
1577919.
3.6980414
0.0012900
-0.0025632
4.4161261
-270.0000000
C
0.0003188
488.9820739
1534061.
3.6470863
0.0013107
-0.0026625
4.4694157
-270,0000000
c
0.0003288
490.6317871
-
1492416.
3.5977901
0.0013310
-0.0027622
4.5205718
-270.0000000
c
0.0003388
492.2753030
1453211.
3.5515912
0.0013513
-0.0028619
4.5710190
-270.0000000
C
0.0003488
493.7819065
1415862.
3.5066865
0.0013712
-0.0029620
4.6194134
-270.0000000
C
0.0003588
495.2367177
1380451.
3.4639256
0.0013909
-0.0030623
4.6666587
-270.0000000
C
0.0003688
496.6857083
1346944.
3.4236477
0.0014107
-0.0031625
4.7132264
-270.0000000
C
0.0003788
497.9817811
1314803.
3.3839031
0.0014298
-0.0032633
4.7575400
-270.0000000
C
0.0003888
499.2575943
1284264.
3.3461746
0.0014490
-0.0033642
4.8010519
-270,0000000
C
0.0003988
500.5280109
1255243.
3.3104826
0.0014683
-0.0034649
4.8439189
-270.0000000
c
0.0004088
501.6898484
1227376.
3.2754194
0.0014870
-0.0035662
4.8849828
-270.0000000
C
0.0004188
502.8017882
1200721.
3.2416246
0.0015056
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4.9249304
-270.0000000
C
0.0004288
503.9088266
1175298.
3.2095336
0.0015243
-0.0037689
4.9642671
-270.0000000
C
0.0004388
505.0064805
1151012.
3.1789751
0.0015430
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S.00293S2
-270.0000000
C
0.0004488
505.9689393
1127507.
3.1482878
0.0015610
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5.0394780
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0.0004588
S06.9270034
1105018.
3.1190515
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0.0004688
507.8805664
1083479.
3.0911737
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5.1108286
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0.0004788
508.8295217
1062829.
3.0645698
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0.0004888
509.6736619
1042811.
3.0378866
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0.0004988
510.4923748
1023544.
3.0121051
0.0016505
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5.2108271
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0.0005088
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0.0005188
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987214.
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0.0005288
512.9233174
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2.9411765
0.0017033
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5.3040840
-270.0000000
C
0.0005388
513.6219087
953359.
2.9181262
0.0017203
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5.3327820
-270.0000000
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0.0005488
514.3111358
937241.
2.8959280
0.0017373
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5.3608873
-270.0000000
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0.0006089
518.1521192
851174.
2.7768757
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5.S157607
-270.0000000
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0.0006688
521.3874463
779645.
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0.0007288
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0.0008488
528.4750418
622651.
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0.0012688
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536.2429661"
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0.0018088
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0.0018688'
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c
Page 6

SPPC Piles.lp6o
Axial Thrust Force = 0.000 kips
Bending
Bending
Bending
Depth to
Max Comp
Max Tens
Max Concrete
Max
Steel
Run
Curvature
Moment
Stiffness
N
Axis
Strain
Strain
Stress
Stress
Msg
rad/in.
-------------
in -kip
-------------
kip-in2
-------------
-------------
in
-------------
in/in
in/in
-------------
ksi
-------------
-------------
ksi
---
0.000001250
7.7933464
6234677.
108.9990121
0.0002844
0.0001212
0.6864880
-150.4050207
0.000002500
18.1984723
7279389.
57.5041305
0.0002920
0.0001138
0.7227770
-150.6163037
0.000003750
28.6033817
7627568.
40.3413530
0.0002995
0.0001063
0.7589815
-150.8273S34
0.000005000
39.0079602
7801592.
31.7616015
0.0003070
0.0000988
0.7951009
-151.0381697
0.000006250
49.4120934
7905935.
26.6150606
0.0003145
0.0000913
0.8311349
-151.2487528
0.000007500
59.8156670
7975422.
23.1851249
0.0003221
0.0000839
0.8670831
-151.4591025
0.000008750
70.2185665
8024979.
20.7361066
0.0003296
0.0000764
0.9029450
-151.6692189
0.0000100
80.6206777
8062068.
18.9001617
0.0003372
0.0000690
0.9387203
-1S1.8791019
0.0000113
91.0218860
8090834.
17.4729325
0.0003448
0.0000616
0.9744085
-152.0887515
0.0000125
101.4220772
8113766.
16.3318043
0.0003523
0.0000541
1.0100092
-152.2981677
0.0000138
111.8211367
8132446.
15.3987496
0.0003599
0.0000467
1.0455221
-152.5073504
0.0000150
122.2189501
8147930.
14.6217502
0.0003675
0.0000393
1.0809466
-152.7162997
0.0000163
132.6154029
8160948.
13.9647932
0.0003751
0.0000319
1.1162825
-152.92S0156
0.0000175
143.0103807
8172022.
13.4021555
0.0003827
0.0000245
1.1515293
-153.1334979
0.0000188
153.4037688
8181534.
12.9149732
0.0003904
0.0000172
1.1866865
-153.3417466
0.0000200
163.7954528
8189773.
12.4890985
0.0003980
0.000009782
1.2217538
-153.S497618
0.0000213
174.1853180
8196956.
12.1137125
0.00040S6
0.000002416
1.2567307
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0.0000225
184.5730321
8203246.
11.7803981
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1.2916166
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0.0000238
194.9557242
8208662.
11.4824840
0.0004209
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1.3264090
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0.0000250
205.3295637
8213183.
11.2146220
0.0004286
-0.0000196
1.3611002
-154.3795797
0.0000263 .
215.6914328
8216816.
10.9724880
0.0004362
-0.0000270
1.3956891
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0.000027S
226.0388188
8219593.
10.7525486
0.0004439
-0.0000343
1.4301713
-154.7934129
0.0000288
236.3697216
8221556.
10.5518888
0.0004516
-0.0000416
1.4645439
-155.0001315
0.0000300
246.6825429
8222751.
10.3680926
0.0004592
-0.0000490
1.4988046
-155.2067372
0.0000313
256.9759963
8223232.
10.1990948
0.0004669
-0.0000563
1.5329513
-155.4132416
0.0000325
265.0069409
8154060.
10.0263616
0.0004741
-0.0000641
1.5645380
-155.6352554
C
0.0000338
270.2885362
8008549.
9.8456406
0.0004805
-0.0000727
1.5928906
-155.8772598
C
0.0000350
274.9313525
7855182.
9.6718712
0.0004867
-0.0000815
1.6202270
-156.1252063
C
0.0000363
278.9737361
7695827.
9.5042849
0.0004927
-0.0000905
1.6465480
-156.3791461
C
0.0000375
282.4662746
7532434.
9.3423229
0.0004985
-0.0000997
1.6718718
-156.6390152
C
0.0000388
287.8747817
7429027.
9.2045278
0.0005049
-0.0001083
1.6994597
-156.8837349
C
0.0000400
290.6083600
7265209.
9.0542566
0.0005104
-0.0001178
1.7232609
-157.1524954
C
0.0000413
295.3242552
7159376.
8.9273854
0.0005165
-0.0001267
1.7495741
-157.4044529
C
0.0000425
297.4934092
6999845.
8.7876060
0.0005217
-0.0001365
1.7720318
-157.6810BS1
C
0.0000438
301.6185662
6894139.
8.6700961
0.0005275
-0.0001457
1,7971468
-157.9399093
C
0.0000450
303.3675908
6741502.
8.5397154
0.0005325
-0.0001557
1.8184025
-158.2236129
C
0.0000463
306.9976952
6637788.
8.4303744
0.0005381
-0.0001651
1.8424028
-158.4888731
C
0.0000475
310.4157460
6535068.
8.3247761
0.0005436
-0.0001746
1.8659221
-158.7568572
C
0.0000488
313.6988397
6434848.
8.2231874
0.0005491
-0.0001841
1.8890799
-159.0267943
C
0.0000513
319.9243820
6242427.
8.0312314
0.0005598
-0.0002034
1.9344018
-159.5719930
C
0.0000538
319.9243820
5952082.
7.7597406
0.0005653
-0.0002279
1.9571831
-160.2663831
C
0.0000563
321.3902222
5713604.
7.5963872
0.0005755
-0.0002477
1.9999663
-160.8261022
C
0.0000588
326.8974209
5564211.
7,4437269
0.0005855
-0.0002677
2.0417266
-161.3911951
C
0.0000613
332.1343756
5422602.
7.3008378
0.0005954
-0.0002878
2.0825759
-161.9609853
C
0.0000638
337.1220633
5288189.
7.1666721
0.0006051
-0.0003081
2.1225523
-162.5352880
C
0.0000663
341.8808603
5160466.
7.0403483
0.0006146
-0.0003286
2.1616950
-163.1139028
C
0.0000688
346.4305404
5038990.
6.9211216
0.0006240
-0.0003492
2.2000453
-163.6966126
C
0.0000713
350.7902696
4923372.
6.8083611
0.0006333
-0.0003699
2.2376460
-.164.2831820
C
0.0000738
354.9786006
4813269.
6.7015307
0.0006424
-0.0003908
2.2745421
-164.8733554
C
0.0000763
359.0134663
4708373.
6.6001746
0.0006515
-0.0004117
2.3107810
-165.4668558
C
0.0000788
362.9121729
4608409.
6.5039056
0.0006604
-0.0004328
2.3464124
-166.0633822
C
0.0000813
366.6913923
4513125.
6.4123951
0.0006692
-0.0004540
2.3814889
-166.6626078
C
0.0000838
370.3223869
4421760.
6.3248439
0.0006779
-0.0004753
2.4158905
-167.2654236
C
0.0000863
373.8437697
4334421.
6.2412709
0.0006865
-0.0004967
2.4497497
-167.8709363
C
0.0000888
377.2841065
4251089.
6.1616339
0.00069S0
-0.0005182
2.4831756
-168.4784025
C
0.0000913
380.6107448
4171077.
6.0852182
0.0007035
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2.5160308
-169.0888396
C
0.0000938
383.8442421
4094339.
6.0119413
0.0007118
-0.0005614
2.5483858
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C
0.0000963
387.0279703
4021070.
5.9420379
0.0007201
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2.5804265
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C
0.0000988
390.0821069
3950199.
5.8743171
0.0007283
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2.6117947
-170.9338542
C
0.0001013
393.1100555
3882568.
5.8097506
0.0007364
-0.0006268
2.6429437
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C
0.0001038
396.0309794
3817166.
5.7471872
0.0007445
-0.0006487
2.6735041
-172.1741209
C
0.0001063
398.9245634
3754S84.
5.6873542
0.0007525
-0.0006707
2.7038372
-172.7965407
C
0.0001088
401.7228273
3694003.
5.6292855
0.0007604
-0.0006928
2.7336203
-173.4220185
C
0.0001113
404.5062298
3636011.
5.5737505
0.0007683
-0.0007149
2.7632358
-174.0477375
C
0.0001138
407.1883149
3579677.
5.5195873
0.0007760
-0.0007371
2.7922546
-174.6769230
C
0.0001163
409.8681804
3525748.
5.4678195
0.0007838
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2.8211716
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C
0.0001188
412.4567578
3473320.
5.4172612
0.0007915
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2.8495240
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C
0.0001213
415.0268651
3422902.
5.3686629
0.0007991
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2.8776926
-176.5708245
C
0.0001238
417.5561128
3374191.
5.3216319
0.0008067
-0.0008264
2.9055519
-177.2049046
C
0.0001263
420.0226350
3326912.
5.2758204
0.0008143
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2.9329848
-177.8412987
C
0.0001288
422.4870946
3281453.
5.2318432
0.0008218
-0.0008714
2.9603218
-178.4774904
C
0.0001313
424.8818817
3237195.
5.1888004
0.0008292
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2.9871785
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C
0.0001338
427.2488729
3194394.
5.1471200
0.0008366
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3.0137952
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0.0001363
429.6138733
3153129.
5.1070194
0.0008440
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3.0403187
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0.0001388
431.9049501
3112828.
5.0675640
0.0008S13
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3.0663208
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0.0001413
434.1784386
3073830.
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3.0921391
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0.0001438
436.4500111
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3.1178671
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0.0001463
438.6663316
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3.1431713
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0.0001488
440.8521877
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3.1682088
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C
Page 7

SPPC
Piles.lp6o
0.0001588
449.4109759
2830935.
4.7899046
0.0009096
-0.0011446
3.2663947
-186,2129130
C
0.0001688
457.6348150
2711910.
4.6710851
0.0009364
-0.0012368
3.3611497
-188.8216853
C
0.0001788
465.5742158
2604611.
4.5632061
0.0009639
-0.0013293
3.4527S57
-191.4429021
C
0.0001888
473.2766077
2507426.
4.4647879
0.0009909
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3.5415073
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C
0.0001988
480.7862130
2419050.
4.3747764
0.0010177
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3.6277135
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0.0002088
488.0619983
2338022.
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3.7109968
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0.0002188
495.1926794
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3.7920338
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0.0002288
502.2182784
2195490.
4.1435975
0.0010960
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3.8711858
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0.0002388
509.0470043
2132134.
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0.0011216
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3.9475919
-207.3659895
C
0.0002488
515.8318347
2073696.
4.0156865
0.0011471
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4.0226418
-210.0411770
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0,0002588
522.4412777
2019097.
3.9575701
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4.0950807
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0.0002688
529.0290636
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3.9040675
0.0011974
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4.1663909
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0.0002788
535.4601592
1920933.
3.8529558
0.0012222
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4.2352039
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0.0002888
541.8587957
1876567.
3.8055033
0.0012470
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4.3027959
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0.0002988
548.1808158
1834915.
3.7607460
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0.0003088
554.4088766
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3.7181842
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4.4326801
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0.0003188
560.616S900
1758797.
3.6785278
0.0013207
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4.4955957
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0.0003288
566.7469829
1723945.
3.6407399
0.0013451
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4.5567669
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C
0.0003388
572.8026447
1690930.
3.6046748
0.0013693
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4.6162391
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0.0003488
578.8384955
1659752.
3.5708910
0.0013935
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4.6746413
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C
0.0003588
S84.8517724
1630249.
3.5391643
0.0014179
-0.0030353
4.7319332
-239.7560417
C
0.0003688
590.7529547
1602042.
3.5080777
0.0014418
-0.0031314
4.7870288
-242.4769809
C
0.0003788
S96.6348796
1575274.
3.4788282
0.0014658
-0.0032274
4.8410699
-245.0524133
C
0.0003888
602.49726S8
1549832.
3.4512762
0.0014899
-0.0033233
4.8940466
-246.452360S
C
0.0003988
608.3398271
1525617.
3.4252958
0.0015140
-0.0034192
4.9459487
-247.7025982
C
0.0004088
614.1010134
1502388.
3.3998699
0.0015379
-0.0035153
4.9959809
-248.8300524
C
0.0004188
619.8266971
1480183.
3.3756025
0.0015617
-0.0036115
5.0447484
-249.8492131
C
0.0004288
625.5330882
1458969.
3.3526448
0.0015856
-0.0037076
5.0924556
-250.7740489
C
0.0004388
631.2199264
1438678.
3.3309090
0.0016096
-0.0038036
5.1390924
-251.6170672
C
0.0004488
636.8869273
1419247.
3.3103157
0.0016337
-0.0038995
S.1846482
-252.3886576
C
0.0004588
642.5045169
1400555.
3.2903289
0.0016576
-0.0039956
S.2287169
-253.0990391
C
0.0004688
648.0707705
1382551.
3.2708684
0.0016814
-0.0040918
5.2712844
-253.7553435
C
0.0004788
653.6176895
1365259.
3.2523864
0.0017053
-0.0041879
5.3127831
-254.3620969
C
0.0004888
659.1449967
1348634.
3.2348251
0.0017292
-0.0042840
5.3532021
-254.9247005
C
0.0004988
664.6524036
1332636.
3.2181310
0.0017532
-0.0043800
5.3925307
-255.4477978
C
0.0005088
670.0183419
1316989.
3.2020257
0.0017772
-0.0044760
5.4305708
-255.9359806
C
0.0005188
674.8183645
1300855.
3.1856700
0.0018008
-0.0045724
5.4666814
-256.3945642
C
0.0005288
678.7501701
1283688.
3.1679211
0.0018232
-0.0046700
5.5000152
-256.8288017
C
0.0005388
681.9747077
1265846.
3.1493353
0.0018449
-0.0047683
5.5311041
-257.2394590
C
0.0005488
684.9304081
1248165.
3.1310558
0.0018664
-0.0048668
5.5609090
-2S7.6260627
C
0.0006088
699.5367542
1149136.
3.0297304
0.0019925
-0.0054607
5.7162658
-259.5365184
C
0.0006688
710.3432028
1062195.
2.9412261
0.0021151
-0.0060S81
5.8347611
-260.9433063
C
0.0007288
718.5794040
986044.
2.8624886
0.0022342
-0.0066590
5.9193220
-262.0222248
C
0.0007888
725.1882126
919415.
2.7950047
0.0023528
-0.0072604
5.9736949
-262.8721722
C
0.0008488
730.4914899
860667.
2.7359062
0.0024703
-0.0078629
5.9982878
-263.5594690
C
0.0009088
734.7631512
808543.
2.6860642
0.0025892
-0.0084640
5.9987894
-264.1247379
C
0.0009688
738.0704363
761879.
2.6425752
0.0027082
-0.0090650
5.9981257
-264.5986628
C
0.0010288
740.7430026
720042.
2.6066012
0.0028297
-0.009663S
5.9958531
-265.0002668
C
0.0010888
742.8883165
682331.
2.5764382
0.0029533
-0.0102599
5.9902707
-265.3451949
C
0.0011488
744.5262465
648119.
2.5489780
0.0030763
-0.0108569
5.9999936
-265.64S8459
C
0.0012088
745.7816917
616986.
2.5263633
0.0032019
-0.0114513
S.9966933
-265.9089438
C
0.0012688
746.7607695
588580.
2.5074051
0.0033295
-0.0120437
5.9841986
-266.1413417
C
0.0013288
747.4756290
562540.
2.4917505
0.0034591
-0.0126341
5.9985662
-266.3480506
C
0.0013888
747.9541226
538581.
2.4789800
0.0035909
-0.0132223
5.9845072
-266.5330998
C
0.0014488
748.2372023
516471.
2.4685528
0.003724S
-0.0138087
5.9983971
-266.6997930
C
0.0015088
748.3267845
495991.
2.4603399
0.0038602
-0.0143930
5.9788725
-266.9506739
C
Axial Thrust Force
=
180.000
kips
'
Bending
Bending
Bending
Depth to
Max Comp
Max Tens
Max Concrete
Max
Steel
Run
Curvature
Moment
stiffness
N
Axis
Strain
Strain
Stress
Stress
M5g
rad/in.
-------------
in -kip
------------ ------------
kip-in2
-------------
in
in/in
-------------
in/in
-----------
ksi
------------
-----------
ksi
---
0.000001250
6.65045S5
5320364.
324.5332075
0.0005539
0.0003907
1.9218464
-142.7266150
0.000002500
15.8011924
6320477.
165.2718532
0.0005614
0.0003832
1.9536373
-142.9378534
0.000003750
24.9516830
6653782.
112.1872172
0.0005689
0.0003757
1.9853433
-143.1488266
0.000005000
34.1017973
6820359.
85.6467608
0.0005764
0.0003682
2.0169640
-143.3595345
0.000006250
43.2514054
6920225.
69.7239763
0.0005840
0.0003608
2.0484989
-143.5699772
0.000007500
52.4003772
6986717.
59.1100279
0.0005915
0.0003533
2.0799476
-143.7801545
0.000008750
61.5485827
7034124.
51.5297001
0.0005991
0.0003459
2.111309S
-143.9900665
0.0000100
70.6958917
7069589.
45.8453854
0.0006066
0.0003385
2.1425843
-144.1997131
0.0000113
79.8421743
7097082.
41.4250794
0.0006142
0.0003310
2.1737714
-144.4090944
0.0000125
88.9873002
7118984.
37.889S796
0.0006218
0.0003236
2.2048704
-144.6182102
0.0000138
98.1311394
7136810.
34.9975753
0.0006294
0.0003162
2.2358809
-144.8270606`
0.0000150
107.2735619
7151S71.
32.5881928
0.0006370
0.0003088
2.2668022
-145.0356457
0.0000163
116.4144367
7163965.
30.S500579
0.0006446
0.0003014
2.2976341
-145.2439649
0.0000175
125.5536344
7174493.
28.8036176
0.0006523
0.0002941
2.3283760
-145.4520187
0.0000188
134.6910245
7183521.
27.2905330
0.0006599
0.0002867
2.3590274
-145.6598068
0.0000200
143.8264765
7191324.
25.9670502
0.0006675
0.0002793
2.3895880
-145.8673293
0.0000213
1S2.9598603
7198111.
24.7997100
0.0006752
0.0002720
2.4200571
-146.0745861
0.0000225
162.0910453
7204046.
23.7624888
0.0006829
0.0002647
2.4504344
-146.2815770
0.0000238
171.2199010
7209259.
22.8348415
0.0006905
0.0002573
2.4807194
-146.4883021
0.0000250
180.3462970
7213852.
22.0003322
0.0006982
0.0002500
2.5109115
-146.6947612
0.0000263
189.4701026
7217909.
21.2456556
0.0007059
0.0002427
2.5410105
-146.9009543
0.0000275
198.5911873
7221498.
20.5599254
0.0007136
0.0002354
2.5710157
-147.1068813
0.0000288
207.7094202
7224675.
19.9341488
0.0007213
0.0002281
2.6009267
-147.3125422
Page 8

6789 0.0007
3641 0.0007
3496 0. 0007
7464 0.0007
2015 0. 0007
8093 0. 0007
0390 0.0007
6761 0. 0007
7746 0. 0007
6174 0.0008
6837 0. 0008
6216 0. 0008
4164 0.0008
2263 0. 0008
3029 0. 0008
4454 0.0008
7125 0.0008
0040 0. 0009
8892 0.0009
4754 0.0009
3069 0.0009
2849 0.0009
5992 0.0009
6596 0.0010
0840 0.0010
6678 0.0010
2468 0.0010
0265 0.0010
8241 0.0010
0988 0.0011
8488 0.0011
4766 0.0011
5790 0.0011
8754 0.0011
0535 0.0011
6994 0.0011
1369 0.0012
1813 0.0012
5950 0.0012
9578 0.0012
4911 0.0012
0805 0.0012
3659 0.0012
1033 0.0012
5284 0.0013
1614 0.0013
9242 0.0013
1402 0.0013
8675 0.0013
9036 0.0013
5479 0.0013
1071 0. 0013
2722 0.0014
5597 0.0014
9164 0. 0015
5274 0. 0015
9285 0.0015
0561 0.0016
6951 0.0016
4913 0.0017
1173 0.0017
6953 0.0018
3473 0:0018
1636 0.0019
2734 0.0019
4863 0.0019
4360 0.0020
2858 0.0020
SO51 0.0021
5954 0.0021
9261 0.0021
5543 0.0022
1331 0.0022
4994 0.0023
2128 0.0023
5493 0.0024
7600 0.0024
9337 0.0024
1410 0.0025
1042 0.0025
8958 0.0026
2857 0.0026
7662 0.0026
5733 0.0027
4668 0.0027
SPPC Piles.lpp6o
Page 9
0.0000300
216.8246707
7227489.
19.3608317
0.0007
290
0.0002208
2.6307430
-147.5179368
C
c
c
C
C
C
C
c
C
C
C
C
c
c
C
C
c
C
C
C
c
c
C
c
c
C
C
C
C
C
c
C
C
C
c
C
C
c
C
C
C
C
C
c
C
C
c
C
c
c
c
C
C
C
C
C
c
C
C
C

spec
Piles.lp6o
0.0004788
1149.3514594
2400734.
5.5793771
0.0028193
-0.0030739
5.9998244
-240.6494709
C
0.0004888
1153.0188288
2359118.
5.5529844
0.0028622
-0.0031510
5.9985386
-242.8298815
C
0.0004988
1156.5530825
2318903.
5.5282835
0.0029054
-0.0032278
S.9999962
-245.0012889
C
0.0005088
1159.8976963
2279897.
5.50S3917
0.0029491
-0.0033041
5.9991023
-246.0808421
C
0.0005188
1163.1306382
2242180.
5.4839280
0.0029930
-0.0033802
5.9967003
-247.1138247
C
0.0005288
1166.1937523
2205567.
5.4640305
0.0030373
-0.0034559
5.9993595
-248.0564794
C
0.0005388
1169.0849039
2169995.
5.4446251
0.0030815
-0.0035317
5.9965079
-248.9260280
C
0.0005488
1171.8157327
2135427.
5.4264055
0.0031259
-0.0036073
5.9993586
-249.7265893
C
0.0006088
1185.9055170
1948099.
5.3404080
0.0033992
-0.0040540
5.9976826
-253.4450400
C
0.0006688
1196.3370518
1788915.
5.2822922
0.0036807
-0.0044925
5.9994783
-255.9700064
C
0.0007289
1196.3370518
1641629.
5.3321377
0.0040340
-0.0048592
5.9979951
-257.5S51170
C
--------------------------------------------------------------------------------
summary of Results for Nominal (unfactored) Moment capacity for Section 1
--------------------------------------------------------------------------------
Moment
values interpolated at maximum compressive strain
= 0.003
or maximum
developed moment if
pile fails at smaller strains.
Load
Axial Thrust
Nominal Mom. Cap.
Max. Comp.
No.
kips
in -kip
Strain
----
1
----------------
-60.000
------------------
535.927
------------
0.00300000
2
0.000
743.510
0.00300000
3
180.000
1163.616
0.00300000
Note note that the values of moment capacity in the table above are not
factored by a strength reduction factor (phi -factor).
In ACI 318-08, the value of the strength reduction factor depends on whether
the transverse reinforcing steel bars are spirals or tied hoops.
The above values should be multiplied by the appropriate strength reduction
factor to compute ultimate moment capacity according to ACI 318-08, Section
9.3.2.2 or the value required by the design standard being followed.
---------------------------------------------------------------.
computed values of Pile Loading and Deflection
for Lateral Loading for Load case Number 1
---------------------------------------------------------------
pile-head conditions are Shear and Moment (Loading Type 1)
Horizontal shear force at pile head
Applied moment at pile head
Axial thrust load on pile head
= 8000.000 lbs
0.000 in-lbs
0.000 lbs
Depth
Deflect.
Bending
Shear
Slope
Total
Bending
x
y
Moment
Force
S
Stress
Stiffness
inches
inches
in-lbs
lbs
radians
psi*
lb-inA2
----------
0.00
----------
0.3544
----------
2.435E-08
----------
8000.0000
---------
- 0.004777
----------
0.000
----------
7.894E+09
6.000
0.3258
48000.
7951.4804
-0.004759
0.000
7.894E+09
12.000
0.2973
95418.
7764.1447
-0.004704
0.000
7.894E+09
18.000
0.2693
141170.
7370.0628
-0.004616
0.000
8.170E+09
24.000
0.2419
183859.
6745.4854
-0.004497
0.000
8.203E+09
30.000
0.2154
222116.
5891.6284
-0.004349
0.000
8.219E+09
36.000
0,1897
254558.
4894.7643
-0.004175
0.000
8.223E+09
42.000
0.1653
280853.
3861.8886
-0.003971
0.000
7.606E+09
48.000
0.1421
300901.
2829.7935
-0.003730
0.000
6.912E+09
54.000
0.1205
314810.
1830.2349
-0.003452
0.000
6.399E+09
60.000
0.1007
322864.
889.1774
-0.003133
0.000
5.676E+09
66.000
0.0829
325480.
25.7922
-0.002788
0.000
5.601E+09
72.000
0.0672
323173.
-747.5125
-0.002443
0.000
5.664E+09
78.000
0.0536
316510.
-1423.9341
-0.002122
0.000
6.345E+09
84.000
0.0417
306086.
-2000.4182
-0.001835
0.000
6.663E+09
90.000
0.0316
292505.
-2476.5223
-0.001575
0.000
7.222E+09
96.000
0.0228
276368.
-2854.0937
-0.001347
0.000
7.797E+09
102.000
0.0154
258256.
-3136.3791
-0.001147
0,000
8.212E+09
108.000
0.009084
238731.
-3327.7586
-0.000965
0.000
8.222E+09
114.000
0.003815
218323.
-3433.9547
-0.000799
0.000
8.218E+09
120.000
-0.000498
197524.
-3462.0874
-0.000647
0.000
8.210E+09
126.000
-0.003945
176778.
-3420.3257
-0.000510
0.000
8.199E+09
132.000
-0.006615
156480.
-3330.7390
-0.000388
0.000
8.184E+09
138.000
-0.008597
136809.
-3207.3542
-0.000280
0.000
8.166E+09
144.000
-0.009976
117991.
-3050.2094
-0.000186
0.000
8.142E+09
150.000
-0.0108
100207.
-2866.7765
-0.000106
0.000
8.111E+09
156.000
-0.0112
83590.
-2664.2913
-3.769E-05
0.000
8.071E+09
162.000
-0.0113
68235.
-2449.6158
1.892E-05
0.000
8.017E+09
169.000
-0.0110
54195.
-2229.1285
6.493E-05
0.000
7.941E+09
174.000
-0.0105
41486.
-2008.6393
0.000101
0.000
7.831E+09
180.000
-0.009804
30091.
-1793.3285
0.000129
0.000
7.659E+09
186.000
-0.008959
19966.
-1587.7050
0.000149
0.000
7.361E+09
192.000
-0.008017
11039.
-1395.5834
0.000162
0.000
6.731E+09
Page 10
Soil Res.
Soil Sr.
Distrib.
p
Es.
Lat. Load
lb/in
Winch
lb/inch
0.000
0.000
----------
0.000
-16.1732
297.9778
0.000
-46.2720
933.7632
0.000
-85.0887
1895.6464
0.000
-123.1038
3053.0137
0.000
-161.5152
4500.0000
0.000
-170.7729
5400.0000
0.000
-173.5190
6300.0000
0.000
-170.5127
7200.0000
0.000
-162.6735
8100.0000
0.000
-151.0124
9000.0000
0.000
-136.7827
9900.0000
0.000
-120.9855
10800.
0.000
-104.4883
11700.
0.000
-87.6731
12600.
0.000
-71.0283
13500.
0.000
-54.8288
14400.
0.000
-39.2664
15300.
0.000
-24.5268
16200.
0.000
-10.8719
17100.
0.000
1.4944
18000.
0.000
12.4262
18900.
0.000
17.4361
15814.
0.000
23.6922
16534.
0.000
28.6895
17254.
0.000
32.4548
17974.
0.000
35.0402
18694.
0.000
36.5183
19414.
0.000
36.9775
20134.
0.000
36.5188
20854.
0.000
35.2514
21574.
0.000
33.2897
22294.
0.000
30.7508
23014.
0.000

SPPC
Piles.lp6o
198.000
-0.007016
3218.5780
-1220.0743
0.000168
0.000
6.235E+09
27.7S22
23734.
0.000
204.000
-0.005996
-3602.3279
-1063.5048
0.000168
0.000
6.235E+09
24.4376
24454.
0.000
210.000
-0.004997
-9543.4799
-927.2955
0.000162
0.000
6.536E+09
20.9655
25174.
0.000
216.000
-0.004050
-14730.
-730.4577
0.000151
0.000
7.070E+09
44.6471
66137.
0.000
222.000
-0.003179
-19309.
-472.9662
0.000138
0.000
7.285E+09
41.1834
77730.
0.000
228.000
-0.002398
-20405.
-236.9476
0.000122
0.000
7.380E+09
37.4895
93802.
0.000
234.000
-0.001717
-21152.
-23.8705
0.000105
0.000
7.409E+09
33.5362
117220.
0.000
240.000
-0.001138
-20692.
164.4622
8.804E-05
0.000
7.391E+09
29.2413
154183.
0.000
246.000
-0.000660
-19179.
325.3464
7.179E-05
0.000
7.326E+09
24.3867
221681.
0.000
252.000
-0.000276
-16788.
4S3.2429
5.695E-05
0.000
7.203E+09
18.2454
396038.
0.000
258.000
2.331E-05
-13740.
483.9800
4.406E-05
0.000
6.995E+09
-7.9997
2059094.
0.000
264.000
0.000252
-10980.
406.8851
3.327E-05
0.000
6.725E+09
-17.6986
420855.
0.000
270.000
0.000423
-8857,2605
290.7367
2.424E-05
0.000
6.429E+09
-21.0176
298436.
0.000
276.000
0.000543
-7491.1568
220.3483
1.650E-05
0.000
6.235E+09
-2.4452
27010.
0.000
282.000
0.000621
-6213.0807
204.4087
9.906E-06
0.000
6.235E+09
-2.8680
27730.
0.000
288.000
0.000662
-5038.2523
186.3870
4.492E-06
0.000
6.235E+09
-3.1392
28450.
0.000
294.000
0.000674
-3976.4364
167.1323
1.546E-07
0.000
6.235E+09
-3.2790
29170.
0.000
300.000
0.000664
-3032.6648
147.3732
-3.218E-06
0.000
6.235E+09
-3.3074
29890.
0.000
306.000
0.000636
-2207.9585
127.7194
-5.740E-06
0.000
6.235E+09
-3.2439
30610.
0.000
312.000
0.000595
-1500.0317
108.6666
-7.524E-06
0.000
6.235E+09
-3.1071
31330.
0.000
318.000
0.000546
-903.9592
90.6028
-8.681E-06
0.000
6.235E+09
-2.9142
32050.
0.000
324.000
0.000491
-412.7980
73.8174
-9.314E-06
0.000
6.23SE+09
-2.6810
32770.
0.000
330.000
0.000434
-18.1509
58.5107
-9.522E-06
0.000
6.235E+09
-2.4213
33490.
0.000
336.000
0.000377
289.3304
44.8050
-9.391E-06
0.000
6.235E+09
-2.1473
34210.
0.000
342.000
0.000321
519.5090
32.7551
-9.002E-06
0.000
6.235E+09
-1.8693
34930.
0.000
348.000
0.000269
682.3921
22.3596'-8.424E-06
0.000
6.235E+09
-1.5958
35650.
0.000
354.000
0.000220
787.8245
13.5711
-7.716E-06
0.000
6.235E+09
-1.3337
36370.
0.000
360.000
0.000176
845.2453
6.3063
-6.930E-06
0.000
6.235E+09
-1.0879
37090.
0.000
366.000
0.000137
863.5005
0.4554
-6.108E-06
0.000
6.235E+09
-0.8624
37810.
0.000
372.000
0.000103
850.7097
-4.1102
-5.283E-06
0.000
6.235E+09
-0.6595
38530.
0.000
378.000
7.345E-05
814.1776
-7.5302
-4.482E-06
0.000
6.235E+09
-0.4805
39250.
0.000
384.000
4.891E-05
760.3475
-9.9491
-3.725E-06
0.000
6.235E+09
-0.3258
39970.
0.000
390.000
2.876E-OS
694.7979
-11.5117
-3.024E-06
0,000
6.235E+09
-0.1950
40690.
0.000
396.000
1.262E-05
622.2074
-12.3580
-2.391E-06
0.000
6.235E+09
-0.0871
41410.
0.000
402.000
6.992E-08
546.4919
-12.6207
-1.828E-06
0.000
6.235E+09
-0.000491
42130.
0.000
408.000
-9.322E-06
470.7587
-12.4225
-1.339E-06
0.000
6.235E+09
0.0666
42850.
0.000
414.000
-1.600E-05
397.4222
-11.8743
-9.211E-07
0.000
6.235E+09
0.1162
43570.
0.000
420.000
-2.038E-05
328.2675
-11.0746
-5.719E-07
0.000
6.235E+09
0.1SO4
44290.
0.000
426.000
-2.286E-05
264.5272
-10.1089
-2.867E-07
0.000
6.235E+09
0.1715
45010.
0.000
432.000
-2.382E-05
206.9601
-9.0500
-5.979E-08
0.000
6.235E+09
0.1815
45730.
0.000
438.000
-2.358E-05
155.9274
-7.9579
1.148E-07
0.000
6.235E+09
0.1825
46450.
0.000
444.000
-2.244E-05
111.4654
-6.8812
2.435E-07
0.000
6.235E+09
0.1764
47170.
0.000
450.000
-2.065E-05
73.3535
-5.8574
3.324E-07
0.000
6.235E+09
0.1649
47890.
0.000
456.000
-1.845E-05
41.1765
-4.9145
3.87SE-07
0.000
6.235E+09
0.1495
48610.
0.000
462.000
-1.600E-05
14.3800
-4.0713
4.143E-07
0.000
6.235E+09
0.1316
49330.
0.000
468.000
-1.348E-05
-7.6796
-3.3393
4.175E-07
0.000
6.235E+09
0.1124
50050.
0.000
474.000
-1.099E-OS
-25.6922
-2.7230
4.014E-07
0.000
6.235E+09
0.0930
50770.
0.000
480.000
-8.660E-06
-40.3556
-1.8909
3.696E-07
0.000
6.235E+09
0.1843
127718.
0.000
486.000
-6.558E-06
-48.3830
-0.9120
3.270E-07
0.000
6.235E+09
0.1420
129878.
0.000
492.000
-4.736E-06
-51.2997
-0.1734
2.790E-07
0.000
6.235E+09
0.1042
132038.
0.000
498.000
-3.211E-06
-50.4640
0.3547
2.300E-07
0.000
6.235E+09
0.0718
134198.
0.000
504.000
-1.976E-06
-47.0432
0.7049
1.831E-07
0.000
6.235E+09
0.0449
136358.
0.000
510.000
-1.013E-06
-42.0056
0.9098
1.403E-07
0.000
6.235E+09
0.0234
13B518.
0.000
516.000
-2.932E-07
-36.1257
1.0006
1.027E-07
0.000
6.235E+09
0.006874
140678.
0.000
522.000
2.185E-07
-29.9984
1.0056
7.084E-08
0.000
6.235E+09
-0.005201
142838.
0.000
528.000
5.569E-07
-24.0583
0.9496
4.483E-08
0.000
6.235E+09
-0.0135
144998.
0.000
534.000
7.564E-07
-18.6027
0.8536
2.430E-08
0.000
6.235E+09
-0.0186
147158.
0.000
540.000
8.485E-07
-13.8150
0.7346
8.701E-09
0.000
6.235E+09
-0.0211
149318.
0.000
546.000
8.608E-07
-9.7875
0.6061
-2.656E-09
0.000
6.235E+09
-0.0217
151478.
0.000
552.000
8.166E-07
-6.5423
0.4781
-1.051E-08
0.000
6.235E+09
-0.0209
153638.
0.000
558.000
7.347E-07
-4.OS00
0.3582
-1.561E-08
0.000
6.235E+09
-0.0191
155798.
0.000
564.000
6.293E-07
-2.2444
0.2512
-1.864E-08
0.000
6.235E+09
-0.0166
157958.
0.000
570.000
5.110E-07
-1.0352
0.1606
-2.022E-08
0.000
6.235E+09
-0.0136
160118.
0.000
576.000
3.867E-07
-0.3170
0.0883
-2.087E-08
0.000
6.235E+09
-0.0105
162278.
0.000
582.000
2.606E-07
0.0247
0.0355
-2.101E-08
0.000
6.235E+09
-0,007142
164438.
0.000
588.000
1.346E-07
0.1093
0.002886
-2.094E-08
0.000
6.235E+09
-0.003738
166598.
0.000
594.000
9.268E-09
0.0593
-0.009109
-2.086E-08
0.000
6.235E+09
-0.000261,
168758.
0.000
600.000
-1.157E-07
0,000
0.000
-2.083E-08
0.000
6.235E+09
0.003297
85459.
0.000
This
analysis
makes
computations
of pile response
using
nonlinear
moment -curvature
relationships.
The
above
values of
total
stress
are
computed for combined
axial
stress and
do not equal
the
actual stresses
in concrete and
steel
in the
range of
nonlinear
bending.
Output Verification: Computed forces and moments are within specified convergence limits.
Output Summary for Load Case No. 1:
Pile -head deflection =
0.3544306
inches
Computed slope at pile head =
-0.0047770
radians
maximum bending moment =
325480.
inch-lbs
maximum shear force =
8000.0000000
lbs
Depth of maximum bendin moment =
66.0000000
inches below pile head
Depth of maximum shear force =
0.000000
inches below pile head
Number of iterations -
23
Number of zero deflection points =
5
Page 11

SPPc Piles.lp6o
-____-_
P--------------------------____---_--------------_______---
computed values of Pile Loadingand Deflection
--------------------------------------------------------------------------------
for
Lateral Loading
for Load
case Number
2
Pile-head
conditions are
shear and Pile
-head
Rotation (Loading
Type 2)
shear force
at pile head
8000.000 lbs
Rotation
of
pile head
=
0.000E+00 radians
Axial load
at pile head
0.000 lbs
(zero slope
for this load indicates fixed -head conditions)
Depth
Deflect.
Bending
shear
slope
Total
Bending
soil Res.
soil sp r.
Distrib.
x
y
Moment
Force
S
stress
stiffness
p
Es*
Lat. Load
inches
inches
in-lbs
lbs
radians
psi*
lb-inA2
lb/in
lb/inch
----------
lb/inch
----------
----------
0.00
----------
0.1237
----------
-362006.
----------
8000.0000
----------
----------
0.000
0.000
----------
6.427E+09
----------
0.000
0.000
0.000
6.000
0.1227
-314006.
7962.2485
-0.000316
0.000
6.427E+09
-12.5838
61S.4898
0.000
12.000
0.1199
-266459.
7816.5885
-0.000587
0.000
6.427E+09
-35.9695
1800.0000
0.000
18.000
0.1156
-220207.
7552.5756
-0.000791
0.000
8.218E+09
-52.0348
2700.0000
0.000
24.000
0.1104
-175828.
7197.7461
-0.000936
0.000
8.198E+09
-66.2417
3600.0000
0.000
30.000
0.1044
-133834.
6764.1199
-0.001050
0.000
8.162E+09
-78.3004
4500.0000
0.000
36.000
0.0978
-94659.
6265.1371
-0.001134
0.000
8.099E+09
-88.0272
5400.0000
0.000
42.000
0.0908
-58652.
5715.0520
-0.001191
0.000
7.969E+09
-95.334S
6300.0000
0.000
48.000
0.0835
-26078.
5128.3889
-0.001223
0.000
7.567E+09
-100.2199
7200.0000
0.000
54.000
0.0761
2888.4570
4519.4665
-0.001232
0.000
6.235E+09
-102.7543
8100.0000
0.000
60.000
0.0687
28156.
3901.9249
-0.001220
0.000
7.617E+09
-103.0930
9000.0000
0.000
66.000
0.0615
49712.
3288.3392
-0.001190
0.000
7.908E+09
-101.4356
9900.0000
0.000
72.000
0.OS44
67616.
2690.0033
-0.001146
0.000
8.014E+09
-98.0097
10800.
0.000
78.000
0.0477
81992.
2116.7690
-0,001090
0.000
8.066E+09
-93.0683
11700.
0.000
84.000
0.0414
93017.
1576,9280
-0.00102S
0.000
8.096E+09
-86.8786
12600.
0.000
90.000
0.0354
100915.
1077,1541
-0.000953
0.000
8.113E+09
-79.7127
13500.
0.000
96.000
0.0299
105943.
622.5007
-0.000877
0.000
8.122E+09
-71.8385
14400.
0.000
102.000
0.0249
108385.
216.4455
-0.000798
0.000
8.127E+09
-63.5132
15300.
0.000
108.000
0.0204
108540.
-139.0239
-0.000718
0.000
8.127E+09
-54.9766
16200.
0.000
114.000
0.0163
106716.
-443.2936
-0.000638
0.000
8.124E+09
-46.4466
17100.
0.000
120.000
0.0127
103221.
-696.9816
-0.000560
0.000
8.117E+09
-38.1160
18000.
0.000
126.000
0.009571
98353.
-901.7793
-0.000486
0.000
8.107E+09
-30.1499
18900.
0.000
132.000
0.006874
92399.
-1046.5843
-0.00041S
0.000
8.094E+09
-18.1184
15814.
0.000
138.000
0.004588
85794.
-1138.8687
-0.000349
0.000
8.077E+09
-12.6430
16534.
0.000
144.000
0.002684
78733.
-1199.9534
-0.000288
0.000
8.056E+09
-7.7185
17254.
0.000
150.000
0.001132
71394.
-1233.2822
-0.000232
0.000
8.030E+09
-3.3911
17974.
0.000
156.000
-9.999E-05
63933.
-1242.5209
-0.000181
0.000
7.997E+09
0.3115
18694.
0.000
162.000
-0.001044
56484.
-1231.4507
-0.000136
0.000
7.956E+09
3.3785
19414.
0.000
168.000
-0.001733
49156.
-1203.8718
-9.610E-05
0.000
7.904E+09
5.8145
20134.
0.000
174.000
-0.002197
42038.
-1163.5160
-6.135E-05
0.000
7.837E+09
7.6374
20854.
0.000
180.000
-0.002469
35194.
-1113.9709
-3.164E-05
0.000
7.749E+09
8.8776
21574.
0.000
186.000
-0.002577
28670.
-1058.6119
-6.736E-06
0.000
7.629E+09
9.5754
22294.
0.000
192.000
-0.002550
22491.
-1000.5451
1.358E-05
0.000
7.458E+09
9.7802
23014.
0.000
198.000
-0.002414
16663.
-942.5574
2.958E-05
0.000
7.196E+09
9.5490
23734.
0.000
204.000
-0.002195
11180.
-887.0738
4.150E-05
0.000
6.748E+09
8.9455
24454.
0.000
210.000
-0.001916
6018.4314
-836.1199
4.936E-05
0.000
6.235E+09
8.0391
25174.
0.000
216.000
-0.001602
1146.4164
-713.64S7
5.281E-05
0.000
6.235E+09
32.7856
122756.
0.000
222.000
-0.001282
-2545.3173
-523.9708
5.214E-05
0.000
6.235E+09
30.4394
142428.
0.000
228.000
-0.000977
-5141.2333
-349.2481
4.844E-05
0.000
6.235E+09
27.8015
170765.
0.000
234.000
-0.000701
-6736.2942
-191.1656
4.272E-05
0.000
6.235E+09
24.8926
213046.
0.000
240.000
-0.000464
-7435.2207
-51.3960
3.590E-05
0.000
6.235E+09
21.6973
280472.
0.000
246.000
-0.000270
-7353.04S9
68.0488
2.879E-05
0.000
6.235E+09
18.1177
402315.
0.000
252.000
-0.000119
-6618.6352
163.7201
2.207E-05
0.000
6.235E+09
13.7728
696175.
0.000
258.000
-5.418E-06
-5388.4047
219.7541
1.629E-05
0.000
6.235E+09
4.9052
5432179.
0.000
264.000
7.675E-05
-3981.5857
198.7215
1.178E-05
0.000
6.235E+09
-11.9161
931535.
0.000
270.000
0.000136
-3003.7470
119.7256
8.418E-06
0.000
6.235E+09
-14.4158
636317.
0.000
276.000
0.000178
-2544.8782
74.0774
5.748E-06
0.000
6.235E+09
-0.8002
27010.
0.000
282.000
0.000205
-2114.8179
68.8357
3.506E-06
0.000
6.235E+09
-0.9470
27730.
0.000
288.000
0.000220
-1718.8496
62.8676
1.661E-06
0.000
6.235E+09
-1.0424
28450.
0.000
294.000
0.000225
-1360.4068
56.4612
1.795E-07
0.000
6.235E+09
-1.0931
29170.
0.000
300.000
0.000222
-1041.3151
49.8643
-9.762E-07
0.000
6.235E+09
-1.1059
29890.
0.000
306.000
0.000213
-762.0346
43.2849
-1.844E-06
0.000
6.235E+09
-1.0873
30610.
0.000
312.000
0.000200
-521.8964
36.8922
-2.462E-06
0.000
6.235E+09
-1.0436
31330.
0.000
318.000
0.000184
-319.3278
30.8195
-2.867E-06
0.000
6.235E+09
-0.9806
32050.
0.000
324.000
0.000165
-152.0622
25.1665
-3.093E-06
0.000
6.235E+09
-0.9037
32770.
0.000
330.000
0.000146
-17.3299
20.0029
-3.175E-06
0.000
6.235E+09
-0.8175
33490.
0.000
336.000
0.000127
87.9722
15.3718
-3.141E-06
0.000
6.235E+09
-0.7262
34210.
0.000
342.000
0.000109
167.1315
11.2935
-3.018E-06
0.000
6.235E+09
-0.6332
34930.
0.000
348.000
9.115E-05
223.4941
7.7691
-2.830E-06
0.000
6.235E+09
-0.5416
35650.
0.000
354.000
7.481E-05
260.3603
4.7839
-2.597E-06
0.000
6.235E+09
-0.4535
36370.
0.000
360.000
5.998E-OS
280.9011
2.3111
-2.337E-06
0.000
6.235E+09
-0.3708
37090.
0.000
366.000
4.677E-05
288.0940
0.3146
-2.063E-06
0.000
6.235E+09
-0.2947
37810.
0.000
372.000
3.522E-05
284.6768
-1.2481
-1.787E-06
0.000
6.235E+09
-0.2262
38530.
0.000
378.000
2.532E-05
273.1169
-2.4236
-1.519E-06
0.000
6.235E+09
-0.1656
39250.
0.000
384.000
1.699E-05
255.5942
-3.2601
-1.265E-06
0.000
6.235E+09
-0.1132
39970.
0.000
390.000
1.014E-05
233.9961
-3.8061
-1.029E-06
0.000
6.235E+09
-0.0688
40690.
0.000
396.000
4.645E-06
209.9215
-4.1086
-8.155E-07
0.000
6.235E+09
-0.0321
41410.
0.000
402.000
3.576E-07
184.6929
-4.2123
-6.256E-07
0.000
6.235E+09
-0.002511
42130.
0.000
408.000
-2.863E-06
159.3740
-4.1585
-4.601E-07
0.000
6.235E+09
0.0204
42850.
0.000
Page
12

SPPC
Piles.lp6o
414.000
-5.163E-06
134.7911
-3.9847
-3.18SE-07
0.00�
6.235E+09
0.0375
43570.
0.000
420.000
-6.685E-06
111.5580
-3.7242
-2.000E-07
0.000
6.235E+09
0.0493
44290.
0.000
426.000
-7.563E-06
90.1013
-3.4059
-1.029E-07
0.000
6.235E+09
0.0567
45010.
0.000
432.000
-7.920E-06
70.6870
-3.0546
-2.557E-08
0.000
6.235E+09
0.0604
45730.
0.000
438.000
-7.870E-06
53.4459
-2.6907
3.416E-08
0.000
6.235E+09
0.0609
46450.
0.000
444.000
-7.511E-06
38.3981
-2.3308
7.835E-08
0.000
6.235E+09
0.0590
47170.
0.000
4SO.000
-6.930E-06
25.4760
-1.9878
1.091E-07
0.000
6.235E+09
0.0553
47890.
0.000
456.000
-6.201E-06
14.5449
-1.6711
1.283E-07
0.000
6.235E+09
0.0502
48610.
0.000
462.000
-5.389E-06
5.4226
-1.3875
1.379E-07
0.000
6.235E+09
0.0443
49330.
0.000
468.000
-4.546E-06
-2.1046
-1.1408
1.395E-07
0.000
6.235E+09
0.0379
50050.
0.000
474.000
-3.715E-06
-8.2666
-0.9327
1.346E-07
0.000
6.235E+09
0.0314
50770.
0.000
490.000
-2.931E-06
-13.2970
-0.6512
1.242E-07
0.000
6.235E+09
0.0624
127718.
0.000
486.000
-2.225E-06
-16.0809
-0.3195
1.100E-07
0.000
6.235E+09
0.0482
129878.
0.000
492.000
-1.611E-06
-17.1312
-0.0687
9.406E-08
0.000
6.235E+09
0.0355
132038.
0.000
498.000
-1.096E-06
-16.9053
0.1112
7.768E-08
0.000
6.235E+09
0.0245
134198.
0.000
504.000
-6.787E-07
-15.7969
0.2310
6.195E-08
0.000
6.235E+09
0.0154
136358.
0.000
510.000
-3.526E-07
-14.1332
0.3017
4.755E-08
0.000
6.235E+09
0.008140
138518.
0.000
516.000
-1.081E-07
-12.1765
0.3337
3.489E-08
0.000
6.235E+09
0.002535
140678.
0.000
522.000
6.605E-08
-10.1285
0.3366
2.416E-08
0.000
6.235E+09
-0.001572
142838.
0.000
528.000
1.817E-07
-8.1371
0.3187
1.537E-08
0.000
6.235E+09
-0.004392
144998.
0.000
534.000
2.504E-07
-6.3039
0.2871
8.417E-09
0.000
6.235E+09
-0.006142
1471S8.
0.000
540.000
2.827E-07
-4.6916
0.2476
3.127E-09
0.000
6.235E+09
-0.007036
149318.
0.000
546.000
2.880E-07
-3.3328
0.2047
-7.345E-10
0.000
6.235E+09
-0,007270
151478.
0.000
552.000
2.739E-07
-2.2356
0.1618
-3.414E-09
0.000
6.235E+09
-0.007014
153638.
0.000
558.000
2.470E-07
-1.3910
0.1215
-5.159E-09
0.000
6.235E+09
-0.006414
1S5798.
0.000
564.000
2.120E-07
-0.7773
0.0855
-6.202E-09
0.000
6.235E+09
-0.005582
157958.
0.000
570.000
1.726E-07
-0.3645
0.0550
-6.752E-09
0.000
6.235E+09
-0.004605
160118.
0.000
576.000
1.310E-07
-0.1175
0.0305
-6.984E-09
0.000
6.235E+09
-0,003543
162278.
0.000
582.000
8.876E-08
0.001953
0.0126
-7.039E-09
0.000
6.235E+09
-0.002433
164438.
0.000
588.000
4.653E-08
0.0338
0.001436
-7.022E-09
0.000
6.235E+09
-0.001292
166598.
0.000
594.000
4.497E-09
0.0192
-0.002819
-6.997E-09
0.000
6.235E+09
-0.000126
168758.
0.000
600.000
-3.743E-08
0.000
0.000
-6.987E-09
0.000
6.235E+09
0.001066
85459.
0.000
This
analysis
makes
computations
of pile response using
nonlinear
moment -curvature
relationships.
The above
values of
total
stress
are
computed
for combined
axial
stress and
do
not equal
the
actual stresses
in
concrete and
steel
in the
range of
nonlinear
bending.
Output Verification: Computed forces and moments are within specified convergence limits.
Output Summary for Load Case No. 2:
Pile -head deflection
=
0.1236852 inches
Computed slope
at
pile
head
=
0.000000
radians
Maximum bending
moment
=
-362006. inch-lbs
Maximum shear
force
= 8000.0000000 lbs
Depth of maximum
bending
moment
=
0.000000
inches
below pile
head
Depth of maximum
shear
force
=
0.000000
inches
below pile
head
Number of iterations
=
12
Number of zero
deflection
points
=
5 '
---------------------•-------___-_----_--------------------------------_--------
computed values
of Pile
Loading and Deflection
--------------------------------------------------------------------------------
for
Lateral Loading
for
Load case Number
3
Pile-head conditions
are
Shear and
moment
(Loading
Type
1)
Horizontal shear
force
at pile head
=
8000.000 lbs
Applied moment
at
pile
head
=
0.000 in-lbs
Axial thrust
load
on pile
head
=
180000.000 lbs
Depth
Deflect.
Bending
shear
slope
Total
Bending
Soil
Res.
Soil Sp r.
Distrib.
x
y
moment
Force
S
Stress
Stiffness
p
Es•p
Lat. Load
inches
--------------------
inches
in-lbs
----------
lbs
----------
radians
---------
psi*
lb-inA2
lb/in
lb/inch
lb/inch
0.00
0.3835
1.294E-07
8000.0000
----------
- 0.005208
0.000
----------
6.994E+09
-------
0.000
-
0.000
----------
0.000
6.000
0.3523
5362S.
7950.1717
-0.005185
0.000
6.994E+09
-16.6094
282.8838
0.000
12.000
0.3213
106602.
7758.0663
-0.005116
0.000
6.994E+09
-47.4257
885.5880
0.000
18.000
0.2909
157772.
7354.5987
-0.005005
0.000
7.201E+09
-87.0635
1795.7798
0.000
24.000
0.2613
205667.
6717.0884
-0.004854
0.000
7.224E+09
-125.4399
2880.8114
0.000
30.000
0.2327
248861.
5844.9522
-0.004665
0.000
7.235E+09
-165.2722
4262.3330
0.000
36.000
0.2053
285883.
4794.8816
-0.004443
0.000
7.240E+09
-184.7514
5400.0000
0.000
42.000
0.1793
315998.
3675.7386
-0.004194
0.000
7.242E+09
'-188.2963
6300.0000
0.000
48.000
0.1550
339051.
2553.0260
-0.003923
0.000
7.243E+09
-185.9412
7200.0000
0.000
54.000
0.1323
355107.
1459.5597
-0.003635
0.000
7.243E+09
-178.5475
8100.0000
0.000
60.000
0.1113
364418.
422.9377
-0.003337
0.000
7.243E+09
-166.9931
9000.0000
0.000
66.000
0.0922
367390.
-534.4880
-0.003034
0.000
7.243E+09
-152.1488
9900.0000
0.000
72.000
0.0749
364557.
-1395.5024
-0.002731
0.000
7.243E+09
-134.8560
10800.
0.000
78.000
0.0594
356543.
-2147.7981
-0.002432
0.000
7.243E+09
-115.9092
11700.
0.000
84.000
0.0457
344037.
-2783.6458
-0.002142
0.000
7.243E+09
-96.0400
12600.
0.000
90.000
0.0337
327766.
-3299.4835
-0.001864
0.000
7.243E+09
-75.9059
13500.
0.000
96.000
0.0234
308469.
-3695.4488
-0.001600
0.000
7.242E+09
-56.0825
14400.
0.000
102.000
0.0145
286877.
-3974.9729
-0.001354
0.000
7.240E+09
-37.0588
15300.
0.000
108.000
0.007124
263695.
-4143.7574
-0.001125
0.000
7.237E+09
-19.2360
16200.
0.000
Page 13

SPPC
Piles.lp6o
114.000
0.001028
239583.
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17100.
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120.000
-0.003877
215152.
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0.000
7.227E+09
11.6302
18000.
0.000
126.000
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190946.
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0.000
7.219E+09
24.2845
18900.
0.000
132.000
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167443.
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0.000
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27.9116
1S814.
0.000
138.000
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14479S.
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0.000
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34.8150
16534.
0.000
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123269.
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0.000
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40.1247
17254.
0.000
150.000
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103076.
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0.000
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43.8974
17974.
0.000
156.000
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84371.
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24.0975
25174.
0.000
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61002.
0.000
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72681.
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89276.
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47890.
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48610.
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49330.
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50050.
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S0770.
0.000
480.000
-7.542E-06
-54.2553
-0.8529
4.005E-07
0.000
5.320E+09
0.1605
127718.
0.000
486.000
-5.323E-06
-56.8827
-0.0257
3.379E-07
0.000
5.320E+09
0.1152
129878.
0.000
492.000
-3.488E-06
-55.2929
0.5503
2.746E-07
0.000
5.320E+09
0.0768
132038.
0.000
498.000
-2.027E-06
-50.8726
0.9166
2.147E-07
0.000
5.320E+09
0.0453
134198.
0.000
504.000
-9.109E-07
-44.7580
1.1147
1.608E-07
0.000
5.320E+09
0.0207
136358.
0.000
510.000
-9.742E-08
-37.8436
1.1836
1.142E-07
0.000
5.320E+09
0.002249
138518.
0.000
516.000
4.600E-07
-30.8021
1.1579
7.554E-08
0.000
5.320E+09
-0.0109
140678.
0.000
522.000
8.091E-07
-24.1114
1.0678
4.458E-08
0.000
5.320E+09
-0.0193
142838.
0.000
528.000
9.950E-07
-18.0847
0.9379
2.078E-08
0.000
5.320E+09
-0.0240
144998.
0.000
534.000
1.058E-06
-12.9016
0.7879
3.311E-09
0.000
5.320E+09
-0.0260
147158.
0.000
540.000
1.035E-06
-8.6373
0.6327
-8.834E-09
0.000
5.320E+09
-0.0257
149318.
0.000
546.000
9.525E-07
-5.2896
0.4834
-1.669E-08
0.000
5.320E+09
-0.0240
151478.
0.000
552.000
8.344E-07
-2.8010
0.3471
-2.125E-08
0.000
5.320E+09
-0.0214
153638.
0.000
558.000
6.975E-07
-1.0783
0.2287
-2.344E-08
0.000
5.320E+09
-0.0181
155798.
0.000
564.000
5.532E-07
-0.006206
0.1307
--2.405E-08
0.000
5.320E+09
-0.0146
157958.
0.000
570.000
4.089E-07
0.5416
0.0542
-2.375E-08
0.000
5.320E+09
-0.0109
160118.
0.000
576.000
2.683E-07
0.6958
-0.000275
-2.305E-08
0.000
5.320E+09
-0.007256
162278.
0.000
582.000
1.323E-07
0.5880
-0.0329
-2.232E-08
0.000
5.320E+09
-0.003627
164438.
0.000
588.000
3.708E-10
0.3490
-0.0438
-2.180E-08
0.000
5.320E+09
-1.030E-05
166598.
0.000
594.000
-1.292E-07
0.1091
-0.0330
-2.154E-08
0.000
5.320E+09
0.003635
168758.
0.000
600.000
-2.581E-07
0.000
0.000
-2.148E-08
0.000
5.320E+09
0.007352
85459.
0.000
This
analysis
makes
computations
of
pile
response using
nonlinear
moment -curvature
relationships.
The
above values of
total stress
are
computed
for combined axial
stress and
do not equal
the
actual
stresses
in
concrete and steel
in
the
range of
nonlinear
bending.
Page 14

SPPC Piles.lp6Q
output verification: Computed forces and moments are within specified convergence limits.
Output Summary for Load Case No. 3:
Pile -head deflection = 0.3835359 inches
Computed slope at pile head =-0.0052079 radians
Maximum bending moment = 367390. inch-lbs
Maximum shear force = 8000.0000000 lbs
Depth of maximum bending moment = 66.0000000 inches below pile head
Depth of maximum shear force = 0.000000 inches below pile head
Number of iterations = 11
Number of zero deflection points 5
--------------------------------------------------------------------------------
computed values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 4
Pile -head conditions are shear and Pile -head Rotation (Loading Type 2)
shear force at pile head = 8000.000 lbs
Rotation of pile head = 0.000E+00 radians
Axial load at pile head = 180000.000 lbs
(zero slope for this load indicates fixed -head conditions)
Depth Deflect. Bending shear slope
x y Moment Force S
inches inches in-lbs lbs radians
0.00 0.1264-374768. 8000.0000 0.000
6.000 0.1255-326600. 7962.0496-0.000291
12.000 0.1229 278596. 7813.4646-0.000541
19.000 0.1190-231670. 7542.1966-0.000753
24.000 0.1139-186464. 7176.5521-0.000926
30.000 0.1079-143550. 6728.8290-0.001064
36.000 0.1011-103420. 6213.0646-0.001167
42.000 0.0939-66473. 5644.3287-0.001239
48.000 0.0863-33013. 5038.0876-0.001282
54.000 0.0785-3247.7904 4409.6477-0.001298
60.000 0.0707 22707. 3773.6559-0.001289
66.000 0.0630 44821. 3143.6148-0.001260
72.000 0.0556 63151. 2531.S799-0.001213
78.000 0.0485 77821. 1948.0104-0.001154
84.000 0.0417 89019. 1401.6331-0.001083
90.000 0.0355 96980. 899.3791-0.001005
96.000 0.0297 101982. 446.3846-0.000921
102.000 0.0244 104327. 46.0468-0.000835
108.000 0.0197 104337.-299.8732-0.000747
114.000 0.0154 102342.-591.1115-0.000660
120.000 0.0117 98670.-828.7352-0.000576
126.000 0.008529 93641.-1014.9579-0.000495
132.000 0.005796 87559.-1141.3943-0.000419
138.000 0.003506 80848.-1216.2139-0.000348
144.000 0.001626 73715.-1259.2299-0.000282
150.000 0.000121 66347.-1274.3422-0.000223
156.000-0.001046 58904.-1265.6503-0.000169
162.000-0.001911 51525.-1237.3256-0.000122
168.000-0.002510 44320.-1193.5117 -8.065E-05
174.000-0.002879 37377.-1138.2305 -4.512E-05
180.000-0.003051 307S9.-1075.3013 -1.515E-05
186,000-0.003060 24506.-1008.2731 9.547E-06
192.000-0.002937 18639.-940.3662 2.928E-05
198.000-0.002709 13158.-874.4251 4.436E-05
204.000-0.002404 8049.7525-812.8779 5.510E-05
210.000-0.002048 3284.7012-757.7026 6.127E-05
216.000-0.001669-1175.0324-631.9187 6.246E-05
222.000-0.001298-4433.2456-439.8362 5.930E-05
228.000-0.000957-6581.1588-264.4361 S.309E-05
234.000-0.000661-7721.1565-107.2690 4.519E-05
240.000-0.000415-7966.0066 30.1039 3.672E-05
246.000-0.000221-7439.2299 145.6428 2.837E-05
252.000 -7.474E-05-6279.5617 235.5564 2.075E-05
258.000 2.854E-05-4657.3819 251.0935 1.459E-05
264.000 0.000100-3297.9480 191.1136 1.010E-0S
270.000 0.000150-2385.8373 109.8433 6.896E-06
276.000 0.000183-1994.7245 63.7125 4.426E-06
282.000 0.000203-1630.8482 58.4276 2.382E-06
288.000 0.000212-1298.7382 52.6043 7.299E-07
294.000 0.000212-1001.1729 46.5073-S.670E-07
300.000 0.000205-739.4265 40.3595 -1.548E-06
306.000 0.000193-513.5145 34.3437 -2.255E-06
312.000 0.000178-322.4312 28.6044 -2.726E-06
318.000 0.000160-164.3734 23.2503 -3.001E-06
324.000 0.000142-36.9463 18.3582 -3.114E-06
Total
Bending
Soil
Res.
Soil Sp r.
Distrib.
Stress
Stiffness
p
EX
Lat. Load
psi*
lb-inA2
---------
lb/in
----------
lb/inch
lb/inch
----------
0.000
7.243E+09
0.000
----------
0.000
0.000
0.000
7.243E+09
-12.6501
604.8745
0.000
0.000
7.243E+09
-36.8782
1800.0000
0.000
0.000
7.231E+09
-53.5445
2700.0000
0.000
0.000
7.217E+09
-68.3370
3600.0000
0.000
0.000
7.191E+09
-80.9040
4500.0000
0.000
0.000
7.146E+09
-91.0174
5400.0000
0.000
0.000
7.054E+09
-98.5612
6300.0000
0.000
0.000
6.805E+09
-103.5192
7200.0000
0.000
0.000
5.320E+09
-105.9608
8100.0000
0.000
0.000
6.594E+09
-106.0365
9000.0000
0.000
0.000
6.933E+09
-103.9772
9900.0000
0.000
0.000
7.041E+09
-100.0344
10800.
0.000
0.000
7.092E+09
-94.4888
11700.
0.000
0.000
7.119E+09
-87.6370
12600.
0.000
0.000
7.135E+09
-79.7810
13500.
0.000
0.000
7.143E+09
-71.2172
14400.
0.000
0.000
7.147E+09
-62.2287
15300.
0.000
0.000
7.147E+09
-53.0779
16200.
0.000
0.000
7.144E+09
-44.0015
17100.
0.000
0.000
7.138E+09
-35.2064
18000.
0.000
0.000
7.128E+09
-26.8678
18900.
0.000
0.000
7.116E+09
-15.2776
1S814.
0.000
0.000
7.100E+09
-9.6622
16534.
0.000
0.000
7.079E+09
-4.6761
17254.
0.000
0.000
7.054E+09
-0.3617
17974.
0.000
0.000
7.022E+09
3.2590
18694.
0.000
0.000
6.981E+09
6.1826
19414.
0.000
0.000
6.929E+09
8.4221
20134.
0.000
0.000
6.861E+09
10.0050
20854.
0.000.
0.000
6.770E+09
10.9714
21574.
0.000
0.000
6.643E+09
11.3714
22294.
0.000
0.000
6.455E+09
11.2642
23014.
0.000
0.000
6.151E+09
10.7161
23734.
0.000
0.000
5.585E+09
9.7996
24454.
0.000
0.000
5.320E+09
8.5922
25174.
0.000
0.000
5.320E+09
33.3358
119835.
0.000
0.000
5.320E+09
30.6917
141843.
0.000
0.000
5.320E+09
27.7750
174055.
0.000
0.000
5.534E+09
24.6141
223367.
0.000
0.000
5.575E+09
21.1769
306081.
0.000
0.000
5.483E+09
17.3361
471711.
0.000
0.000
5.320E+09
12.6351
1014325.
0.000
0.000
5.320E+09
-7.4561
1567573.
0.000
0.000
5.320E+09
-12.5372
749959.
0.000
0.000
5.320E+09
-14.5529
583077.
0.000
0.000
5.320E+09
-0.8241
27010.
- 0.000
0.000
5.320E+09
-0.9376
27730.
0.000
0.000
5.320E+09
-1.0035
28450.
0.000
0.000
5.320E+09
-1.0288
29170.
0.000
0.000
5.320E+09
-1.0204
29890.
0.000
0.000
5.320E+09
-0.9848
30610.
0.000
0.000
5.320E+09
-0.9283
31330.
0.000
0.000
5.320E+09
-0.8564
32050.
0.000
0.000
5.320E+09
-0.7743
32770.
0.000
Page 15

SPPC
Piles.1�
6o
330.000
0.000123
62.6517
13.9765
-3.100E-06
0.00
5.320E+09
-0.6863
33490.
0.000
336.000
0.000105
137.4667
10.1289
-2.987E-06
0.000
5.320E+09
-0.5962
34210.
0.000
342.000
8.711E-05
190.6505
6.8188
-2.802E-06
0.000
5.320E+09
-0.5071
34930.
0.000
348.000
7.09SE-05
225.3451
4.0328
-2.567E-06
0.000
5.320E+09
-0.4215
35650.
0.000
354.000
5.630E-05
244.5900
1.7443
-2.302E-06
0.000
5.320E+09
-0.3413
36370.
0.000
360.000
4.332E-05
251.2504
-0.0829
-2.023E-06
0.000
5.320E+09
-0.2678
37090.
0.000
366,000
3.203E-OS
247.9651
-1.4917
-1.741E-06
0.000
5.320E+09
-0.2018
37810.
0.000
372.000
2.242E-OS
237.1114
-2.5292
-1.468E-06
0.000
5.320E+09
-0.1440
38530.
0.000
378.000
1.442E-05
220.7856
-3.2440
-1.210E-06
0.000
5.320E+09
-0.0943
39250.
0.000
384.000
7.906E-06
200.7957
-3.6850
-9.719E-07
0.000
5.320E+09
-O.OS27
39970.
0.000
390.000
2.754E-06
178.6654
-3.8990
-7.579E-07
0.000
5.320E+09
-0.0187
40690.
0.000
396.000
-1.189E-06
155.6450
-3.9304
-5.694E-07
0.000
5.320E+09
0.008207
41410.
0.000
402.000
-4.079E-06
132.7306
-3.8198
-4.068E-07
0.000
5.320E+09
0.0286
42130.
0.000
408.000
-6.071E-06
110.6855
-3.6039
-2.696E-07
0.000
5.320E+09
0.0434
42850.
0.000
414.000
-7.314E-06
90.0665
-3.3145
-1.564E-07
0.000
5.320E+09
0.0531
43570.
0.000
420.000
-7.947E-06
71.2498
-2.9791
-6.540E-08
0.000
5.320E+09
0.0587
44290.
0.000
426.000
-8.098E-06
54.4581
-2.6209
5.488E-09
0.000
5.320E+09
0.0608
45010.
0.000
432.000
-7.881E-06
39.7871
-2.2584
5.863E-08
0.000
5.320E+09
0.0601
45730.
0.000
438.000
-7.395E-06
27.2302
-1.9065
9.642E-08
0.000
5.320E+09
0.0572
46450.
0.000
444.000
-6.724E-06
16.7010
-1.5762
1.212E-07
0.000
5.320E+09
0.0529
47170.
0.000
450.000
-5.941E-06
8.0546
-1.2753
1.351E-07
0.000
5.320E+09
0.0474
47890.
0.000
456.000
-5.102E-06
1.1053
-1.0090
1.403E-07
0.000
5.320E+09
0.0413
48610.
0.000
462.000
-4.257E-06
-4.3571
-0.7800
1.385E-07
0.000
5.320E+09
0.0350
49330.
0.000
468.000
-3.441E-06
-8.S542
-0.5889
1.312E-07
0.000
5.320E+09
0.0287
50050.
0.000
474.000
-2.682E-06
-11.7077
-0.4347
1.198E-07
0.000
5.320E+09
0.0227
50770.
0.000
480.000
-2.003E-06
-14.0299
-0.2387
1.053E-07
0.000
5.320E+09
0.0426
127718.
0.000
486.000
-1.419E-06
-14.7997
-0.0186
8.901E-08
0.000
5.320E+09
0.0307
129878.
0.000
492.000
-9.353E-07
-14.4454
0.1353
7.252E-08
0.000
5.320E+09'
0.0206
132038.
0.000
498.000
-5.491E-07
-13.3326
0.2339
5.685E-08
0.000
5.320E+09
0.0123
134198.
0.000
504.000
-2.531E-07
-11.7614
0.2880
4.270E-08
0.000
5.320E+09
0.005752
136359.
0.000
510.000
-3.667E-08
-9.9688
0.3078
3.045E-08
0.000
5.320E+09
0.000847
138518.
0.000
516.000
1.123E-07
-8.1336
0.3024
2.024E-08
0.000
5.320E+09
-0.002633
140678.
0.000
522.000
2.062E-07
-6.3832
0.2798
1.206E-08-
0.000
5.320E+09
-0.004910
142838.
0.000
528.000
2.570E-07
-4.8019
0.2465
5.750E-09
0.000
5.320E+09
-0.006210
144998.
0.000
534.000
2.752E-07
-3.4382
0.2076
1.104E-09
0.000
5.320E+09
-0.006751
147158.
0.000
540.000
2.702E-07
-2.3134
0.1671
-2.140E-09
0.000
5.320E+09
-0.006725
149318.
0.000
546.000
2.496E-07
-1.4279
0.1281
-4.249E-09
0.000
5.320E+09
-0.006301
1S1478.
0.000
552.000
2.192E-07
-0.7674
0.0923
-5.487E-09
0.000
5.320E+09
-0.005614
1S3638.
0.000
558.000
1.837E-07
-0.3081
0.0612
-6.093E-09
0.000
5.320E+09
-0.004771
155798.
0.000
564.000
1.461E-07
-0.0202
0.0353
-6.279E-09
0.000
5.320E+09
-0.003847
157958.
0.000
570.000
1.084E-07
0.1292
0.0151
-6.217E-09
0.000
5.320E+09
-0.002892
160118:
0.000
576.000
7.151E-08
0.1744
0.000623
-6.046E-09
0.000
5.320E+09
-0.001934
162278.
0.000
582.000
3.582E-08
0.1498
-0.008125
-5.863E-09
0.000
5.320E+09
-0,000982
164438.
0.000
588.000
1.152E-09
0.0896
-0.0112
-5.728E-09
0.000
5.320E+09
-3.200E-05
166598.
0.000
594.000
-3.291E-08
0.0281
-0.008485
-5.662E-09
0.000
5.320E+09
0.000926
168758.
0.000
600.000
-6.679E-08
0.000
0.000
-5.646E-09
0.000
5.320E+09
0.001903
854S9.
0.000
This
analysis
makes
computations
of
pile
response
using
nonlinear
moment -curvature
relationships.
The
above values of
total
stress
are
computed
for combined axial
stress and
do not equal
the
actual stresses
in concrete
and
steel
in
the
range of
nonlinear
bending.
output verification: Computed forces and moments are within specified convergence limits.
output Summary for Load Case No. 4:
Pile -head deflection =
0.1264133
inches
Computed slope at pile head =
0.000000
radians
Maximum bending moment =
-374768.
inch-lbs
Maximum shear force =
8000.0000000
lbs
Depth of maximum bending moment =
0.000000
inches below pile head
Depth of maximum shear force =
0.000000
inches below pile head
Number of iterations =
10
Number of zero deflection points =
5
'
Computed values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 5
Pile -head conditions are Shear and Moment (Loading Type 1)
Horizontal shear force at pile head = 8000.000 lbs
Applied moment at pilehead = 0.000 in-lbs
Axial thrust load on pile head =-60000.000 lbs
Depth Deflect. Bending Shear Slope Total sending Soil Res. soil Sp r. Distrib.
x y Moment Force S Stress stiffness p EX Lat. Load
inches inches in-lbs lbs radians psi* lb-inA2 lb/in lb/inch lb/inch
----------------------------------------------------------------------------------------------------
0.00 0.3422 -4.511E-08 8000.0000-0.004597 0.000 7.313E+09 0.000 0.000 0.000
6.000 0.3146 46345. 7952.0331-0.004578 0.000 7.313E+09-15.9890 304.9407 0.000
12.000 0.2872 92128. 7766.7087-0.004521 0.000 7.313E+09-45.7858 956.3786 0.000
18.000 0.2603 136290. 7376.5570-0.004431 0.000 7.783E+09-84.2648 1941.9968 0.000
24.000 0.2341 177457. 6757.3116-0.004310 0.000 7.841E+09-122.1504 3131.0574 0.000
Page 16

SPPC
Piles.l
p6o
30.000
0.2086
214275.
5921.4654
-0.004160
0.00�
7.832E+09
-156.4650
4500.0000
0.000
36.000
0.1842
245519.
49S4.8652
-0.003981
0.000
7.591E+09
-165.7350
5400.0000
0.000
42.000
0.1608
270866.
3951.0000
-0.003772
0.000
7.230E+09
-168.8867
6300.0000
0.000
48.000
0.1389
290215.
2944.3444
-0.003533
0.000
6.869E+09
-166.6652
7200.0000
0.000
54.000
0.1185
303655.
1964.6193
-0.003268
0.000
6.586E+09
-159.9099
8100.0000
0.000
60.000
0.0997
311438.
1036.3493
-0.002984
0.000
6.410E+09
-149.S135
9000.0000
0.000
66.000
0.0826
313943.
178.6986
-0.002689
0.000
6.346E+09
-136.3701
9900.0000
0.000
72.000
0.0674
311646.
-594.3850
-0.002395
0.000
6.402E+09
-121.3244
10800.
0.000
78.000
0.0539
305086.
-1273.7243
-0.002109
0.000
6.552E+09
-105.1220
11700.
0.000
84.000
0.0421
294842.
-1854.2657
-0.001839
0.000
6.773E+09
-88.3918
12600.
0.000
90.000
0.0318
281511.
-2334.3680
-0.001588
0.000
7.040E+09
-71.6423
13500.
0.000
96.000
0.0230
265686.
-2715.1127
-0.001359
0.000
7.315E+09
-55.2726
14400.
0.000
102.000
0.0155
247951.
-2999.7124
-0.001152
0.000
7.562E+09
-39.5939
15300.
0.000
108.000
0.009204
228860.
-3193.0487
-0.000965
0.000
7.748E+09
-24.8515
16200.
0.000
114.000
0.003945
208939.
-3301.3314
-0.000797
0.000
7.847E+09
-11.2427
17100.
0.000
120.000
-0.000356
188671.
-3331.8553
-0.000645
0.000
7.852E+09
1.0681
18000.
0.000
126.000
-0.003792
168493.
-3292.8171
-0.000508
0.000
7.831E+09
11.9446
18900.
0.000
132.000
-0.006453
148791.-3205.9564
-0.000386
0.000
7.804E+09
17.0090
15814.
0.000
138.000
-0.008428
129743.
-3085.2524
-0.000279
0.000
7.770E+09
23.2257
16534.
0.000
144.000
-0.009802
111567.
-2931.0125
-0.000186
0.000
7.727E+09
28.1876
172S4..
0.000
150.000
-0.0107
94437.
-2750.6833
-0.000105
0.000
7.671E+09
31.9221
17974.
0.000
156.000
-0.0111
78483.
-2551.4751
-3.747E-05
0.000
7.598E+09
34.4806
18694.
0.000
162.000
-0.0111
63792.
-2340.2295
1.902E-05
0.000
7.501E+09
35.9346
19414.
0.000
168.000
-0.0108
50414.
-2123.3140
6.506E-05
0.000
7.368E+09
36.3706
20134.
0.000
174.000
-0.0103
38360.
-1906.5436
0.000102
0.000
7.176E+09
35.8862
208S4.
0.000
180.000
-0.009619
27609.
-1695.1249
0.000130
0.000
6.884E+09
34.5867
21574.
0.000
186.000
-0.008768
18111.
-1493.6210
0.000150
0.000
6.398E+09
32.5813
22294.
0.000
192.000
-0.007816
9793.2958
-1305.9345
0.000164
0.000
5.446E+09
29.9809
23014.
0.000
198.000
-0.006799
2558.3645
-1135.3045
0.000171
0.000
4.303E+09
26.89S8
23734.
0.000
204.000
-0.005761
-3707.0336
-984.1788
0.000170
0.000
4.303E+09
23.4794
24454.
0.000
210.000
-0.004753
-9129.0331
-853.9086
0.000163
0.000
5.321E+09
19.9440
25174.
0.000
216.000
-0.003808
-13837.
-662.7643
0.000151
0.000
6.016E+09
43.7708
68971.
0.000
222,000
-0.002945
-16974.
-410.8841
0.000136
0.000
6.311E+09
40.1893
81882.
0.000
228.000
-0.002179
-18670.
-181.2200
0.000119
0.000
6.438E+09
36.3654
100138.
0.000
234.000
-0.001517
-19063.
24.6449
0.000101
0.000
6.465E+09
32.2562
127553.
0.000
240.000
-0.000962
-18301.
204.6534
8.401E-05
0.000
6.412E+09
27.7466
173082.
0.000
246.000
-0.000509
-16546.
355.4448
6.754E-05
0.000
6.277E+09
22.5171
265350.
0.000
252.000
-0.000151
-13987.
468.8028
5.268E-05
0.000
6.033E+09
15.2689
605318.
0.000
258.000
0.000123
-10883.
473.8956
3.993E-05
0.000
5.631E+09
-13.5713
662028.
0.000
264.000
0.000328
-8271.4097
375.7884
2.931E-05
0.000
5.151E+09
-19.1311
350212.
0.000
270.000
0.000475
-6352.2215
253.2162
2.036E-05
0.000
4.615E+09
-21.7263
274597.
0.000
276.000
0.000572
-5218.1525
180.3108
1.260E-05
0.000
4.303E+09
-2.S755
27010.
0.000
282.000
0.000626
-4179.4224
163.9062
6.045E-06
0.000
4.303E+09
-2.8926
27730.
0.000
288.000
0.000645
-3246.92SO
146.0578
8.678E-07
0.000
4.303E+09
-3.0568
28450.
0.000
294.000
0.000636
-2426.1035
127.6069
-3.087E-06
0.000
4.303E+09
-3.0935
29170.
0.000
300.000
0.000608
-1717.8649
109.2455
-5.976E-06
0.000
4.303E+09
-3.0270
29890.
0.000
306,000
0.000565
-1119.4605
91.5236
-7.955E-06
0.000
4.303E+09
-2.8803
30610.
0.000
312.000
0.000512
-625.3091
74.8595
-9.171E-06
0.000
4.303E+09
-2.6744
31330.
0.000
318.000
0.000455
-227.7497
59.5525
-9.766E-06
0.000
4.303E+09
-2.4279
32050.
0.000
324.000
0.000395
82.2892
45.7968
-9.867E-06
0.000
4.303E+09
-2.1573
32770.
0.000
330.000
0.000336
314.7078
33.6966
-9.590E-06
0.000
4.303E+09
-1.8761
33490.
0.000
336.000
0.000280
479.7435
23.2805
-9.037E-06
0.000
4.303E+09
-1.5959
34210.
0.000
342.000
0.000228
587.5679
14.5163
-8.292E-06
0.000
4.303E+09
-1.3255
34930.
0.000
348.000
0.000180
647.9687
7.3243
-7.431E-06
0.000
4.303E+09
-1.0718
35650.
0.000
354.000
0.000139
670.1094
1.5900
-6.512E-06
0.000
4.303E+09
-0.8396
36370.
0.000
360.000
0.000102
662.3597
-2.8251
-S.583E-06
0.000
4.303E+09
-0.6320
37090.
0.000
366.000
7.152E-05
632.1887
-6.0733
-4.681E-06
0.000
4.303E+09
-0.4507
37810.
0.000
372.000
4.608E-OS
586.1106
-8.3130
-3.831E-06
0.000
4.303E+09
-0.2959
38530.
0.000
378.000
2.554E-05
529.6741
-9.7020
-3.053E-06
0.000
4.303E+09
-0.1671
39250.
0.000
384.000
9.440E-06
467.4880
-10.3920
-2.358E-06
0.000
4.303E+09
-0.0629
39970.
0.000
390.000
-2.753E-06
403.2726
-10.5246
-1.751E-06
0.000
4.303E+09
0.0187
40690.
0.000
396.000
-1.157E-05
339.9317
-10.2290
-1.233E-06
0.000
4.303E+09
0.0799
41410.
0.000
402.000
-1.755E-05
279.6366
-9.6198
-8.009E-07
0.000
4.303E+09
0.1232
42130.
0.000
408.000
-2.118E-05
223.9174
-8.7964
-4.498E-07
0.000
4.303E+09
0.1513
42850.
0.000
414.000
-2.294E-05
173.7564
-7.8427
-1.726E-07
0.000
4.303E+09
0.1666
43570.
0.000
420.000
-2.325E-05
129.6809
-6.8279
3.900E-08
0.000
4.303E+09
0.1716
44290.
0.000
426.000
-2.248E-05
91.9497
-5.8071
1.934E-07
0.000
4.303E+09
0.1686
45010.
0.000
432.000
-2.093E-05
60.1345
-4.8227
2.994E-07
0.000
4.303E+09
0.1595
45730.
0.000
438.000
-1.888E-05
34.1927
-3.9055
3.652E-07
0.000
4.303E+09
0.1462
46450.
0.000
444.000
-1.655E-05
13.5310
-3.0767
3.984E-07
0.000
4.303E+09
0.1301
47170.
0.000
450.000
-1.410E-05
-2.4402
-2.3487
4.062E-07
0.000
4.303E+09
0.1126
47890.
0.000
456.000
-1.168E-05
-14.3605
-1.7272
3.945E-07
0.000
4.303E+09
0.0946
48610.
0.000
462.000
-9.369E-06
-22.8827
-1.2124
3.685E-07
0.000
4.303E+09
0.0770
49330.
0.000
468.000
-7.253E-06
-28.6435
-0.7998
3.326E-07
0.000
4.303E+09
0.0605
50050.
0.000
474.000
-5.378E-06
-32.2405
-0.4817
2.901E-07
0.000
4.303E+09
0.0455
50770.
0.000
480.000
-3.772E-06
-34.2156
-0.1044
2.438E-07
0.000
4.303E+09
0.0803
127718.
0.000
486.000
-2.452E-06
-33.3174
0.2957
1.967E-07
0.000
4.303E+09
0.0531
129878.
0.000
492.000
-1.411E-06
-30.5250
0.5482
1.522E-07
0.000
4.303E+09
0.0311
132038.
0.000
498.000
-6.257E-07
-26.6299
0.6833
1.124E-07
0.000
4.303E+09
0.0140
134198.
0.000
504.000
-6.301E-08
-22.2443
0.7296
7.828E-08
0.000
4.303E+09
0.001432
136358.
0.000
510.000
3.136E-07
-17.8184
0.7122
5.035E-08
0.000
4.303E+09
-0.007241
138518.
0.000
516.000
5.412E-07
-13.6620
0.6524
2.840E-08
0.000
4.303E+09
-0.0127
140678.
0.000
522.000
6.545E-07
-9.9693
0.5676
1.193E-08
0.000
4.303E+09
-0.0156
142838.
0.000
S28.000
6.843E-07
-6.8425
0.4712
2.056E-10
0.000
4.303E+09
-0.0165
144998.
0.000
534.000
6.569E-07
-4.3145
0.3733
-7.573E-09
0.000
4.303E+09
-0.0161
147158.
0.000
540.000
5.934E-07
-2.3686
0.2806
-1.223E-08
0.000
4.303E+09
-0.0148
149318.
0.000
546.000
5.101E-07
-0.9556
0.1977
-1.455E-08
0.000
4.303E+09
-0.0129
151478.
0.000
552.000
4.188E-07
-0.006777
0.1269
-1.522E-08
0.000
4.303E+09
-0.0107
153638.
0.000
Page 17

SPPC
Piles.l
p6o
S58.000
3.275E-07
O.S560
0.0692
-1.484E-08
0.00D
4.303E+09
-0.008504
155798.
0.000
564.000
2.408E-07
0.8129
0.0247
-1.388E-08
0.000
4.303E+09
-0.006339
157958.
0.000
570.000
1.609E-07
0.8420
-0.007226
-1.273E-08
0.000
4.303E+09
-0.004293
160118.
0.000
576.000
8.802E-08
0.7170
-0.0272
-1.164E-08
0.000
4.303E+09
-0.002381
162278.
0.000
582.000
2.116E-08
0.5067
-0.0361
-1.079E-08
0.000
4.303E+09
-0.000580
164438.
0.000
588.000
-4.145E-08
0.2757
-0.0344
-1.024E-08
0.000
4.303E+09
0.001151
166598.
0.000
594.000
-1.018E-07
0.0863
-0.0224
-9.992E-09
0.000
4.303E+09
0.002862
168758.
0.000
600.000
-1.614E-07
0.000
0.000
-9.932E-09
0.000
4.303E+09
0.004596
85459.
0.000
° This analysis makes computations of pile response using nonlinear moment -curvature relationships.
The above values of total stress are computed for combined axial stress and do not equal the
actual stresses in concrete and steel in the range of nonlinear bending.
Output verification: Computed forces and moments are within specified convergence limits.
output summary for Load Case No. 5:
Pile -head deflection
=
0.3421803 inches
Computed
slope at pile
head
=
-0.0045970 radians
maximum
bending moment
=
313943. inch-lbs.
maximum
shear force
= 8000.0000000 lbs
Depth of
maximum bending
moment
=
66.0000000 inches
below
pile
head
Depth of
maximum shear
force
=
0.000000 inches
below
pile
head
Number
of iterations
=
12
Number
of zero deflection
points
=
5
--------------------------------------------------------------------------------
Computed values
of Pile
Loading and Deflection
------------------------------------------------------------------------
for
Lateral Loading
for Load
Case Number
6
Pile-head
conditions are
shear and
Pile -head
Rotation (Loading
Type
2)
shear force
at pile head
=
8000.000
lbs
Rotation of
pile head
=
O.O00E+00
radians
Axial load
at pile head
-60000.000 lbs
(zero slope
for this load indicates fixed -head
conditions)
Depth
Deflect.
Bending
shear
slope
Total
Bending
soil Res.
soil Sr.
Distrib.
x
y
moment
Force
s
stress
stiffness
p
Es*p
Lat. Load
inches
inches
in-lbs
lbs
radians
psi•
lb-i M2
lb/in
lb/inch
Winch
----------
0.00
----------
0.1241
----------
-359107.
----------
8000.0000
----------
----------
0.000
0.000
----------
6.416E+09
----------
0.000
----------
0.000
----------
0.000
6.000
0.1231
-311167.
7962.2159
-0.000313
0.000.
6.416E+09
-12.5947
613.7265
0.000
12.000
0.1204
-263786.
7816.0928
-0.000582
0.000
6.416E+09
-36.1130
1800.0000
0.000
18.000
0.1161
-217794.
7550.9602
-0.000789
0.000
7.815E+09
-52.2645
2700.0000
0.000
24.000
0.1109
-173743.
7194.S344
-0.000939
0.000
7.837E+09
-66.5441
3600.0000
0.000
30.000
0.1049
-132135.
6758.9399
-0.001057
0.000
7.77SE+09
-78.6541
4SO0.0000
0.000
36.000
0.0982
-93396.
6257.7685
-0.001144
0.000
7.667E+09
-88.4030
5400.0000
0.000
42.000
0.0911
-57866.
5705.4668
-0.001204
0.000
7.449E+09
-9S.6975
6300.0000
0.000
48.000
0.0838
-25798.
5116.7812
-0.001239
0.000
6.815E+09
-100.5310
7200.0000
0.000
54.000
0.0763
2643.3943
4506.2752
-0.001248
0.000
4.303E+09
-102.9710
8100.0000
0.000
60.000
0.0688
27379.
3887.7803
-0.001235
0.000
6.876E+09
-103.1940
9000.0000
0.000
66.000
0.0615
48408.
3273.9692
-0.001203
0.000
7.342E+09
-101.4097
9900.0000
0.000
72.000
0.0544
65800.
2676.1835
-0.001157
0.000
7.517E+09
-97.8521
10800.
0,000
78.000
0.0476
79689.
2104.2884
-0.001099
0.000
7.605E+09
-92.7796
11700.
0.000
84.000
0.0412
90261.
1566.5567
-0.001032
0.000
7.654E+09
-96.4643
12600.
0.000
90.000
0.0352
97745.
1069.6165
-0.000959
0.000
7.683E+09
-79.1824
13500.
0.000
96.000
0.0297
102406.
618.4532
-0.000881
0.000
7.699E+09
-71.2OS3
14400.
0.000
102.000
0.0246
104532.
216.4603
-0.000800
0.000
7.706E+09
-62.7923
1S300.
0.000
108.000
0.0201
104427.
-134.4699
-0.000719
0.000
7.706E+09
-54.1844
16200.
0.000
114.000
0.0160
102401.
-433.8237
-0.000638
0.000
7.699E+09
-45.6002
17100.
0.000
120.000
0.0124
99762.
-682.3198
-0.000560
0.000
7.687E+09
-37.2319
18000.
0.000
126.000
0.009284
93810.
-881.7466
-0.000484
0.000
7.669E+09
-29.2437
18900.
0.000
132.000
0.006597
87832.
-1021.6430
-0.000413
0.000
7.644E+09
-17.3884
15814.
0.000
138.000
0.004324
81253.
-1109.5584
-0.000347
0.000
7.613E+09
-11.9167
16534.
0.000
144.000
0.002436
74268.
-1166.3216
-0.000285
0.000
7.574E+09
-7.0044
17254.
0.000
150.000
0.000900
67052.
-119S.423S
-0.000229
0.000
7.526E+09
-2.6963
17974.
0.000
156.000
-0.000315
59758.
-1200.S687
-0.000178
0.000
7.467E+09
0.9812
18694.
0.000
162.000
-0.001242
52516.
-1185.5714
-0.000133
0.000
7.393E+09
4.0179
19414.
0.000
168.000
-0.001913
45435.
-1154.2605
-9.318E-05
0.000
7.300E+09
6.4190
20134.-
0.000
174.000
-0.002360
38S98.
-1110.3964
-5.838E-05
0.000
7.181E+09
8.2024
20854.
0.000
180.000
-0.002613
32068.
-1057.5977
-2.856E-05
0.000
7.026E+09
9.3972
21574.
0.000
186.000
-0.002703
25886.
-999.2788
-3.483E-06
0.000
6.818E+09
10.0424
22294.
0.000
192.000
-0.002655
20074.
-938.5974
1.713E-05
0.000
6.529E+09
10.1847
23014.
0.000
198.000
-0.002497
14635.
-878.4097
3.355E-05
0.000
6.099E+09
9.8778
23734.
0.000
204.000
-0.002253
9557.4339
-821.2335
4.606E-05
0.000
5.406E+09
9.1809
24454.
0.000
210.000
-0.001944
4813.7790
-769.2160
5.472E-05
0.000
4.303E+09
8.1583
25174.
0.000
216.000
-0.001596
366.2378
-646.3365
5.833E-OS
0.000
4.303E+09
32.8016
123315.
0.000
222.000
-0.001244
-2900.2626
-457.2916
5.656E-05
0.000
4.303E+09
30.2134
145666.
0.000
228.000
-0.000917
-5080.5372
-284.6861
5.100E-OS
0.000
4.303E+09
27.3218
178719.
0.000
234.000
-0.000633
-6279.7779
-130.1803
4.338E-05
0.000
4.622E+09
24.1801
229367.
0.000
240.000
-0.000397
-6611.4681
4.6307
3.510E-05
0.000
4.719E+09
20.7568
313935.
0.000
Page 18

SP C Pilees1 6o
246.000
-0.000211
-6198.9382
117.6829
2.
683E-0.001)
4.578E+09
16.9272
480588.
0.000
252.000
-7.470E-05
-5179.9528
205.2599
1.916E-05
0.000
4.303E+09
12.2651
985129.
0.000
258.000
1.859E-05
-3722.0247
222.4031
1.295E-05
0.000
4.303E+09
-6.5507
2114059.
0.000
264.000
8.075E-05
-2501.7886
167.4084
8.615E-06
0.000
4.303E+09
-11.7809
875412.
0.000
270.000
0.000122
-1706.9209
91.0436
5.680E-06
0.000
4.303E+09
-13.6740
672668.
0.000
276.000
0.000149
-1405.1755
48.0105
3.511E-06
0.000
4.303E+09
-0.6703
27010.
0.000
282.000
0.000164
-1128.2678
43.7242
1.744E-06
0.000
4.303E+09
-0.7584
27730.
0.000
288.000
0.000170
-879.2286
39.0330
3.449E-07
0.000
4.303E+09
-0.8053
28450.
0.000
294.000
0.000168
-659.6230
34.1633
-7.280E-07
0.000
4.303E+09
-0.8179
29170.
0.000
300.000
0.000161
-469.7929
29.3019
-1.515E-06
0.000
4.303E+09
-0.8026
29890.
0.000
306.000
0.000150
-309.0914
24.5976
-2.058E-06
0.000
4.303E+09
-0.7655
30610.
0.000
312.000
0.000136
-176.1032
20.1643
-2.397E-06
0.000
4.303E+09
-0.7123
31330.
0.000
318.000
0.000121
-68.8449
16.0839
-2.568E-06
0.000
4.303E+09
-0.6479
32050.
0.000
324.000
0.000106
15.0550
12.4101
-2.605E-06
0.000
4.303E+09
-0.5767
32770.
0.000
330.000
9.003E-05
78.2002
9.1723
-2.540E-06
0.000
4.303E+09
-0.5025
33490.
0.000
336.000
7.512E-05
123.2943
6.3799
-2.400E-06
0.000
4.303E+09
-0.4283
34210.
0.000
342.000
6.124E-05
153.0319
4.0256
-2.207E-06
0.000
4.303E+09
-0.3565
34930.
0.000
348.000
4.863E-05
170.0127
2.0892
-1.982E-06
0.000
4.303E+09
-0.2890
35650.
0.000
354.000
3.746E-05
176.6759
0.5412
-1.740E-06
0.000
4.303E+09
-0.2270
36370.
0.000
360.000
2.776E-05
175.2543
-0.6547
-1.495E-06
0.000
4.303E+09
-0.1716
37090.
0.000
366.000
1.952E-05
167.7440
-1.5384
-1.255E-06
0.000
4.303E+09
-0.1230
37810.
0.000
372.000
1.269E-05
155.8894
-2.1519
-1.030E-06
0.000
4.303E+09
-0.0815
38530.
0.000
378.000
7.163E-06
141.1794
-2.5370
-8.227E-07
0.000
4.303E+09
-0.0469
39250.
0.000
384.000
2.818E-06
124.8532
-2.7339
-6.372E-07
0.000
4.303E+09
-0.0188
39970.
0.000
390.000
-4.831E-07
107.9140
-2.7804
-4.749E-07
0.000
4.303E+09
0.003276
40690.
0.000
396.000
-2.881E-06
91.1468
-2.7109
-3.361E-07
0.000
4.303E+09
0.0199
41410.
0.000
402.000
-4.517E-06
75.1412
-2.5561
-2.202E-07
0.000
4.303E+09
0.0317
42130.
0.000
408.000
-5.524E-06
60.3152
-2.3426
-1.258E-07
0.000
4.303E+09
0.0394
42850.
0.000
414.000
-6.026E-06
46.9395
-2.0930
-5.100E-08
0.000
4.303E+09
0.0438
43570.
0.000
420.000
-6.136E-06
35.1628
-1.8258
6.244E-09
0.000
4.303E+09
0.0453
44290.
0.000
426.000
-5.951E-06
25.0342
-1.5560
4.821E-08
0.000
4.303E+09
0.0446
45010.
0.000
432.000
-5.557E-06
16.5253
-1.2950
7.719E-08
0.000
4.303E+09
0.0424
45730.
0.000
438.000
-5.025E-06
9.5495
-1.0513
9.537E-08
0.000
4.303E+09
0.0389
46450.
0.000
444.000
-4.413E-06
3.9789
-0.8305
1.048E-07
0.000
4.303E+09
0.0347
47170.
0.000
450.000
-3.767E-06
-0.3407
-0.6362
1.073E-07
0.000
4.303E+09
0.0301
47890.
0.000
456.000
-3.125E-06
-3.5781
-0.4700
1.046E-07
0.000
4.303E+09
0.0253
48610.
0.000
462.000
-2.512E-06
-S.9058
-0.3321
9.799E-08
0.000
4.303E+09
0.0207
49330.
0.000
468.000
-1.949E-06
-7.4930
-0.2214
8.865E-08
0.000
4.303E+09
0.0163
50050.
0.000
474.000
-1.448E-06
-8.4988
-0.1359
7.750E-08
0.000
4.303E+09
0.0123
50770.
0.000
480.000
-1.019E-06
-9.0676
-0.0340
6.525E-08
0.000
4.303E+09
0.0217
127718.
0.000
486.000
-6.653E-07
-8.8601
0.0742
5.275E-08
0.000
4.303E+09
0.0144
129878,
0.000
492.000
-3.858E-07
-8.1387
0.1429
4.090E-08
0.000
4.303E+09
0.008491
132038.
0.000
498.000
-1.745E-07
-7.1157
0.1801
3.027E-08
0.000
4.303E+09
0.003902
134198.
0.000
504.000
-2.264E-08
-5.9557
0.1933
2.115E-08
0.000
4.303E+09
0,000514
136358.
0.000
510.000
7.937E-08
-4.7802
0.1894
1.367E-08
0.000
4.303E+09
-0.001832
138518.
0.000
516.000
1.414E-07
-3.6731
0.1740
7.775E-09
0.000
4.303E+09
-0.003315
140678.
0.000
522.000
1.727E-07
-2.6872
0.1517
3.341E-09
0.000
4.303E+09
-0.004111
142838.
0.000
528.000
1.815E-07
-1.8506
0.1262
1.772E-10
0.000
4.303E+09
-0.004386
144998.
0.000
534.000
1.748E-07
-1.1729
0.1002
-1.931E-09
0.000
4.303E+09
-0.004287
147158.
0.000
540.000
1.583E-07
-0.6500
0.0755
-3.202E-09
0.000
4
303E+09
-0.003940
149318.
0.000
546.000
1.364E-07
-0.2693
0.0533
-3.843E-09
0.000
4.303E+09
-0.003443
151478.
0.000
552.000
1.122E-07
-0.0128
0.0344
-4.039E-09
0.000
4.303E+09
-0.002873
153638.
0.000
558.000
8.791E-08
0.1404
0.0189
-3.950E-09
0.000
4.303E+09
-0.002283
155798.
0.000
564.000
6.480E-08
0.2114
0.006955
-3.705E-09
0.000
4.303E+09
-0.001706
157958.
0.000
570.000
4.345E-08
0.2212
-0.001641
-3.403E-09
0.000
4.303E+09
-0.001160
160118.
0.000
576.000
2.395E-08
0.1893
-0.007063
-3.117E-09
0.000
4.303E+09
-0.000648
162278.
0.000
582.000
6.043E-09
0.1342
-0.009503
-2.892E-09
0.000
4.303E+09
-0.000166
164438.
0.000
598.000
-1.075E-08
0.0732
-0.009105
-2.747E-09
0.000
4.303E+09
0.000298
166598.
0.000
594.000
-2.692E-08
0.0230
-0.005938
-2.680E-09
0.000
4.303E+09
0.000757
168759.
0.000
600.000
-4.291E-08
0.000
0.000
-2.664E-09
0.000
4.303E+09
0.001222
85459.
0.000
This
analysis
makes
computations
of pile response
using
nonlinear
moment -curvature
relationships.
The above
values of
total
stress
are
computed
for combined axial
stress and
do not equal
the
actual stresses
in concrete and
steel
in the
range of
nonlinear
bending.
Output verification: Computed forces and moments are within specified convergence limits.
Output summary for Load Case No. 6:
Pile -head deflection 0.1241375 inches
Computed slope at pile head 0.000000 radians
Maximum bending moment =-359107. inch-lbs
Maximum shear force = 8000.0000000 lbs
Depth of maximum bending moment = 0.000000 inches below pile head
Depth of maximum shear force 0.000000 inches below pile head
Number of iterations = 11
Number of zero deflection points = 5
______________________
Computed values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 7
Pile -head conditions are Shear and moment (Loading Type 1)
Page 19

spec Piles.lp6o
Horizontal shear force at pile head = 15300.000 lbs
Applied moment at pile head = 0.000 in-lbs
Axial thrust load on pile head = 180000.000 lbs
Depth
Deflect.
Bending
Shear
slope
Total
Bending
Soil Res.
Soil SP r.
Distrib.
X
y
Moment
Force
S
Stress
Stiffness
p
Es-p
Lat. Load
inches
inches
in-lbs
lbs
radians
-------- ----------
psi"
lb-inA2
---------
lb/in
--------
lb/inch
---------
lb/inch
---------
------
0.00
--------
1.0018
----------
-4.410E-08
---------
15300.
-0.0133
0.000
7.150E+09
0.000
0.000
0.000
6.000
0.9219
106177.
15245.
-0.0133
0.000
7.150E+09
-18.2173
118.5584
0.000
12.000
0.8426
211601.
15030.
-0.0131
0.000
7.150E+09
-53.6161
381.7881
0.000
18.000
0.7643
314904.
14564.
-0.0129
0.000
7.242E+09
-101.6316
797.8046
0.000
24.000
0.6876
414266.
13814.
-0.0126
0.000
7.241E+09
-148.2613
1293.6730
0.000
30.000
0.6130
507920.
12760.
-0.0122
0.000
7.230E+09
-203.1124
1988.1003
0.000
36.000
0.5409
593807.
11357.
-0.0118
0.000
7.161E+09
-264.6133
2935.4297
0.000.
42.000
0.4717
669630.
9551.2484
-0.0112
0.000
6.763E+09
-337.3465
4290.6971
0.000
48.000
0.4062
732667.
7374.8754
-0.0106
0.000
6.239E+09
-388.1112
5733.2353
0.000
54.000
0.3448
780972.
4933.6092
-0.009823
0.000
5.854E+09
-425.6442
7406.1384
0.000
60.000
0.2883
813088.
2359.3500
-0.008985
0.000
5.577E+09
-432.4422
9000.0000
0.000
66.000
0.2370
828692.
-111.1607
-0.008091
0.000
S.434E+09
-391.0614
9900.0000
0.000
72.000
0.1912
829230.
-2316.8718
-0.007175
0.000
5.429E+09
-344.1756
10800.
0.000
79.000
0.1509
816387.
-4232.2141
-0.006275
0.000.
5.548E+09
-294.2718
11700.
0.000
84.000
0.1159
791998.
-5845.2368
-0.005421
0.000
5.761E+09
-243.4024
12600.
0.000
90.000
0.0859
757955.
-7154.9486
-0.004633
0.000
6.042E+09
-193.1682
13500.
0.000
96.000
0.0603
716145.
-8168.7230
-0.003919
0.000
6.362E+09
-144.7566
14400.
0.000
102.000
0.0388
668394.
-8900.0462
-0.003285
0.000
6.771E+09
-99.0178
15300.
0.000
108.000
0.0209
616439.
-9366.3877
-0.002726
0.000
7.057E+09
-56.4294
16200.
0.000
114.000
0.006114
561886.
-9587.9488
-0.002231
0.000
7.220E+09
-17.4243
17100.
0.000
120.000
-0.005871
506202.
-9587.3857
-0.001787
0.000
7.231E+09
17.6120
18000.
0.000
126.000
-0.0153
450699.
-9389.6350
-0.001391
0.000
7.238E+09
48.3049
18900.
0.000
132.000
-0.0226
396530.
-9066.3557
-0.001039
0.000
7.242E+09
59.4549
15814.
0.000
138.000
-0.0278
344148.
-8658.0929
-0.000733
0.000
7.243E+09
76.6327
16534.
0.000
144.000
-0.0313
294216.
-8157.7386
-0.000468
0.000
7.241E+09
90.1520
17254.
0.000
150.000
-0.0334
247266.
-7586.8654
-0.000244
0.000
7.235E+09
100.1391
17974.
0.000
156.000
-0.0343
203700.
-6966.0743
-5.667E-05
0.000
7.223E+09
106.7913
18694.
0.000
162.000
-0.0341
163796.
-6314.6146
9.613E-05
0.000
7.205E+09
110.3619
19414.
0.000
168.000
-0.0331
127717.
-5650.0906
0.000218
0.000
7.177E+09
111.1461
20134.
0.000
174.000
-0.0315
95524.
-4988.2520
0.000311
0.000
7.132E+09
109.4668
20854.
0.000
180.000
-0.0294
67185.
-4342.8614
0.000380
0.000
7.057E+09
105.6634
21574.
0.000
186.000
-0.0269
42589.
-3725.6301
0.000427
0.000
6.914E+09
100.0804
22294.
0.000
192.000
-0.0243
21555.
-3146.2138
0.000455
0.000
6.560E+09
93.0584
23014.
0.000
198.000
-0.0215
3850.7077
-2612.2577
0.000467
0.000
5.320E+09
84.9269
23734.
0.000
204.000
-0.0187
-10801.
-2129.4191
0.000464
0.000
5.945E+09
76.0193
24454.
0.000
210.000
-0.0159
-22705.
-1701.2318
0.000448
0.000
6.594E+09
66.7098
25174.
0.000
216.000
-0.0133
-32185.
-1302.1637
0.000424
0.000
6.793E+09
66.3129
29981.
0.000
222,000
-0.0108
-39246.
-917.4143
0.000393
0.000
6.882E+09
61.9369
34367.
0.000
228.000
-0.008561
-44041.
-559.7105
0.000356
0,000
6.927E+09
57.2977
40157.
0.000
234.000
-0.006538
-46733.
-230.7016
0.000317
0.000
6.948E+09
52.3720
48066.
0.000
240.000
-0.004756
-47495.
67.7222
0.000276
0.000
6.954E+09
47.1026
59422.
0.000
246.000
-0.003221
-46517.
333.1171
0.000236
0.000
6.947E+09
41.3624
77059.
0.000
252.000
-0.001926
-44007.
561.7503
0.000197
0.000
6.927E+09
34.8487
1085S8.
0.000
258.000
-0.000860
-40201.
746.2128
0.000160
0.000
6.892E+09
26.6388
185783.
0.000
264.000
-4.555E-06
-35398.
840.0581
0.000127
0.000
6.837E+09
4.6430
6116517.
0.000
270.000
0.000665
-30395.
780.6504
9.808E-05
0.000
6.764E+09
-24.4455
220616.
0.000
276.000
0.001172
-26242.
691.4799
7.282E-05
0.000
6.684E+09'
-5.2780
27010.
0.000
282.000
0.001539
-22254.
654.3117
5.090E-05
0.000
6.581E+09
-7.1114
27730.
0.000
288.000
0.001783
-18500.
607.6105
3.215E-05
0.000
6.449E+09
-8.4556
28450.
0.000
294.000
0.001925
-15032.
554.1744
1.636E-05
0.000
6.277E+09
-9.3564
29170.
0.000
300.000
0.001980
-11886.
496.5204
3.280E-06
0.000
6.048E+09
-9.8616
29890.
0.000
306.000
0.001964
-9081.1006
436.8785
-7.362E-06
0.000
5.740E+09
-10.0191
30610.
0.000
312.000
0.001891
-6627.0964
377.1951
-1.584E-05
0.000
5.320E+09
-9.8754
31330.
0.000
318.000
0.001774
-4520.5348
319.1446
-2.213E-05
0.000
5.320E+09
-9.4748
32050.
0.000
324.000
0.001626
-2749.5589
264.0837
-2.623E-OS
0.000
5.320E+09
-8.8789
32770.
0.000
330.000
0.001459
-1294.8732
213.0164
-2.851E-05
0.000
5.320E+09
-8.1436
33490.
0.000
336.000
0.001284
-131.7797
166.6305
-2.932E-05
0.000
5.320E+09
-7.3184
34210.
0.000
342.000
0.001107
768.0136
125.3380
-2.896E-05
0.000
5.320E+09
-6.4458
34930.
0.000
348.000
0.000936
1434.8220
89.3150
-2.771E-05
0.000
5.320E+09
-S.5618
35650.
0.000
354.000-
0.000775
1899.6566
S8.5426
-2.583E-OS
0.000
5.320E+09
-4.6956
36370.
0.000
360.000
0.000626
2193.1345
32.8452
-2.353E-05
0.000
5.320E+09
-3.8702
37090.
0.000
366.000
0.000492
2344.6157
11.9272
-2.097E-05
0.000
5.320E+09
-3.1025
37810.
0.000
372.000
0.000374
2381.5505
-4.5944
-1.830E-05
0.000
5.320E+09
-2.4047
38530.
0.000
378.000
0.000273
2329.0165
-17.1602
-1.565E-05
0.000
5.320E+09
-1.7839
39250.
0.000
384.000
0.000187
2209.4236
-26.2434
-1.309E-05
0.000
5.320E+09
-1.2438
39970.
0.000
390.000
0.000116
2042.3635
-32.3279
-1.069E-05
0.000
5.320E+09
-0.7844
40690.
0.000
396.000
5.843E-05
1844.S786
-35.8908
-8.498E-06
0.000
5.320E+09
-0.4033
41410.
0.000
402.000
1.368E-05
1630.0292
-37.3889
-6.539E-06
0.000
5.320E+09
-0.0961
42130.
0.000
408.000
-2.003E-05
1410.0353
-37.2480
-4.825E-06
0.000
5.320E+09
0.1431
42850.
0.000
414.000
-4.421E-05
1193.4746
-35.8556
-3.357E-06
0.000
5.320E+09
0.3210
43570.
0.000
420.000
-6.031E-05
987.0178
-33.5569
-2.127E-06
0.000
5.320E+09
0.4452
44290.
0.000
426.000
-6.973E-05
795.3861
-30.6519
-1.122E-06
0.000
.5.320E+09
0.5231
'45010.
0.000
432.000
-7.378E-05
621.6181
-27.3957
-3.230E-07
0.000
5.320E+09
0.5623
45730.
0.000
438.000
-7.361E-OS
467.3355
-23.9992
2.911E-07
0.000
5.320E+09
0.5699
46450.
0.000
444.000
-7.028E-05
332.9989
-20.6320
7.423E-07
0.000
5.320E+09
0.5525
47170.
0.000
450.000
-6.470E-05
218.1481
--17.4251
1.053E-06
0.000
5.320E+09
0.5164
47890.
0.000
456.000
-5.765E-05
121.6232
-14.4747
1.245E-06
0.000
5.320E+09
0.4670
48610.
0.000
462.000
-4.977E-05
41.7629
-11.8462
1.337E-06
0.000
5.320E+09
0.4092
49330.
0.000
468.000
-4.160E-05
-23.4185
-9.5776
1.347E-06
0.000
5.320E+09
0.3470
50050.
0.000
Page 20

SPPC
Piles.lp6o
474.000
-3.360E-05
-76.0778
-7.6835
1.291E-06
0.000
5.320E+09
0.2843
50770.
0.000
490.000
-2.611E-05
-118.4093
-5.1632
1.181E-06
0.000
5.320E+09
0.5558
127718.
0.000
496.000
-1.942E-05
-140.5876
-2.2344
1.035E-06
0.000
5.320E+09
0.4204
129878.
0.000
492.000
-1.369E-05
-147.4589
-0.0696
8.729E-07
0.000
5.320E+09
0.3012
132038.
0.000
498.000
-8.948E-06
-143.3078
1.4344
7.090E-07
0.000
5.320E+09
0.2001
134198.
0.000
504.000
-5.179E-06
-131.7776
2.3878
5.539E-07
0.000
5.320E+09
0.1177
136358.
0.000
510.000
-2.301E-06
-11S.8S00
2.9003
4.142E-07
0.000
5.320E+09
0.0531
138518.
0.000
516.000
-2.076E-07
-97.8689
3.0743
2.937E-07
0.000
5.320E+09
0.004867
140678.
0.000
522.000
1.224E-06
-79.5933
3.0015
1.937E-07
0.000
5.320E+09
-0.0291
142838.
0.000
528.000
2.116E-06
-62.2695
2.7606
1.137E-07
0.000
5.320E+09
-0.0511
144998.
0.000
534.000
2.588E-06
-46.7112
2.4168
5.223E-08
0.000
5.320E+09
-0.0635
147158.
0.000
540.000
2.743E-06
-33.3810
2.0216
7.067E-09
0.000
5.320E+09
-0.0683
149318.
0.000
546.000
2.673E-06
-22.4678
1.6143
-2.442E-08
0.000
5.320E+09
-0.0675
151478.
0.000
552.000
2.450E-06
-13.9563
1.2237
-4.496E-08
0.000
5.320E+09
-0.0627
153638.
0.000
558.000
2.133E-06
--7.6865
0.8693
-5.717E-08
0.000
5.320E+09
-0.0554
155798.
0.000
564.000
1.764E-06
-3.4013
0.5638
-6.342E-08
0.000
5.320E+09
-0.0464
157958.
0.000
570.000
1.372E-06
-0.7840
0.3146
-6.578E-08
0.000
5.320E+09
-0.0366
160118.
0.000
576.000
9.748E-07
0.5161
0.1257
-6.593E-08
0.000
5.320E+09
-0.0264
162278.
0.000
582.000
5.810E-07
0.8664
-0.001193
-6.515E-08
0.000
5.320E+09
-0.0159
164438.
0.000
588.000
1.930E-07
0.6425
-0.0650
-6.430E-08
0.000
5.320E+09
-0.005359
166598.
0.000
594.000
-1.906E-07
0.2249
-0.0650
-6.381E-08
0.000
5.320E+09
0.005361
168758.
0.000
600.000
-5.727E-07
0.000
0.000
-6.368E-08
0.000
5.320E+09
0.0163
85459.
0.000
* This analysis makes computations of pile response using nonlinear moment -curvature relationships.
The above values of total stress are computed for combined axial stress and do not equal the
actual stresses in concrete and steel in the range of nonlinear bending. .
output verification: Computed forces and moments are within specified convergence limits.
Output Summary for Load Case No. 7
Pile -head deflection =
computed slope at pile head =
Maximum bending moment =
Maximum shear force =
Depth of maximum bending moment
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
1.0018109 inches
-0.0133117 radians
829230. inch-lbs
15300, lbs
72.0000000 inches below pile head
0.000000 inches below pile head
24
5
---------------------------------
computed values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 8
---------------------------------------------------------------
Pile-head conditions are shear and Pile -head Rotation (Loading Type 2)
Shear force at pile head = 32800.000 lbs
Rotation of pile head = 0.000E+00 radians
Axial load at pile head = 180000.000 lbs
(zero slope for this load indicates fixed -head conditions)
Depth
Deflect.
Bending
shear
slope
Total
Rending
X
y
Moment
Force
S
Stress
Stiffness
inches
inches
in-lbs
lbs
radians
psi*
lb-inn2
0.00
0.9976
-1384821.
32900.
-------
0.000
----------
0.000
----------
1.951E+09
6.000
0.9848
-1185721.
32745.
-0.003954
0.000
1.951E+09
12.000
0.9501
-983337.
32530.
-0.007290
0.000.
1.951E+09
18.000
0.8973
-779616.
32064.
-0.009201
0.000
5.865E+09
24.000
0.8397
-578693.
31314.
-0.009841
0.000
7.198E+09
30.000
0.7792
-382587.
30260.
-0.0102
0.000
7.243E+09
36.000
0.7168
-193450.
28857.
-0.0105
0.000
7.220E+09
42.000
0.6535
-13665.
27051.
-0.0106
0.000
6.189E+09
48.000
0.5900
153989.
24790.
-0.0105
0.000
7.199E+09
54.000
0.5274
306510.
22019.
-0.0103
0.000
7.242E+09
60.000
0.4662
440500.
18681.
-0.0100
0.000
7.239E+09
66.000
0.4073
SS2306.
14850.
-0.009596
0.000
7.223E+09
72.000
0.3510
639425.
10938.
-0.009091
0.000
6.951E+09
78.000
0.2982
703201.
7298.3231
-0.008489
0.000
6.453E+09
84.000
0.2492
745340.
3984.1872
-0.007797
0.000
6.142E+09
90.000
0.2046
767853.
1033.2779
-0.007047
0.000
5.963E+09
96.000
0.1646
772960.
-1533.0615
-0.006269
0.000
5.921E+09
102.000
0.1294
762997.
-3708.0592
-O.00S496
0.000
6.002E+09
108.000
0.0987
740334.
-5497.0390
-0.004755
0.000
6.180E+09
114.000
0.0723
707303.
-6914.5904
-0.004065
0.000
6.424E+09
120.000
0.0499
666140.
-7981.9017
-0.003440
0.000
6.783E+09
126.000
0.0310
618952.
-8724.1467
-0.002882
0.000
7.047E+09
132.000
0.0153
567676.
-9138.3698
-0.002383
0.000
7.219E+09
138.000
0.002428
514438.
-9279.4963
-0.001934
0.000
7.229E+09
144.000
-0.007893
460499.
-9231.4719
-0.001529
0.000
7.237E+09
150.000
-0.0159
406964.
-9020.2791
-0.001170
0.000
7.241E+09
156.000
-0.0219
354782.
-8672.2054
-0.000854
0.000
7.243E+09
Page 21
Soil
Res.
Soil Sp r.
Distrib.
p
EX
Lat. Load
lb/in
lb/inch
lb/inch
0.000
0.000
----------
0.000
-18.2173
110.9927
0.000
-53.6161
338.5854
0.000
-101.6316
679.5782
0.000
-148.2613
1OS9.3787
0.000
-203.1123
1563.9793
0.000
-264.6132
2214.8970
0.000
-337.3464
3097.4838
0.000
-416.5108
4235.5611
0.000
-507.1498
5770.1507
0.000
-605.2656
7789.6890
0.000
-671.9634
9900.0000
0.000
-631.8878
10800.
0.000
-581.4097
11700.
0.000
-523.3023
12600.
0.000
-460.3341
13500.
0.000
-395.1124
14400.
0.000
-329.8868
15300.
0.000
-266.4398
16200.
0.000
-206.0773
17100.
0.000
-149.6931
18000.
0.000
-97.7219
18900.
0.000
-40.3524
15814.
0.000
-6.6897
16534.
0.000
22.6979
17254.
0.000
47.6997
17974.
0.000
68.3249
18694.
0.000

s PPC Pil Os.1 6o
162.000
-0.0262
304742.-8213.1731
-0.00056
7.242E+09
84.6859
19414.
0.000
168.000
-0.0289
257478.-7668.1703
-0.000348
0.000
7.237E+09
96.9817
20134.
0.000
174.000
-0.0303
213476.-7060.7849
-0.000153
0.000
7.226E+09
105.4801
20854.
0.000
180.000
-0.0307
173079.-6412.8385
8.041E-06
0.000
7.210E+09
110.5020
21574.
0.000
186.000
-0.0303
136504.-5744.1175
0.000137
0.000
7.185E+09
112.4050
22294.
0.000
192.000
-0.0291
103853.-5072.1945
0.000238
0.000
7.146E+09
111.5693
23014.
0.000
198.000
-0.0274
75125.-4412.3322
0.000313
0.000
7.084E+09
108.3848
23734.
0.000
204.000
-0.0253
50229.-3777.4604
0.000366
0.000
6.973E+09
103.2391
24454.
0.000
210.000
-0.0230
29003.-3178.2164
0.000401
0.000
6.739E+09
96.5089
25174.
0.000
216.000
-0.0205
11224.-2658.6534
0.000420
0.000
5.987E+09
76.6788
22423.
0.000
222.000
-0.0180
-3806.5838-2208.5384
0.000423
0.000
5.320E+09
73.3595
24498.
0.000
228.000
=0.0154
-16192.-1779.2165
0.000413
0.000
6.341E+09
69.7478
27100.
0.000
234.000
-0.0130
-26050.-1372.3538
0.000394
0.000
6.679E+09
65.8731
30382.
0.000
240.000
-0.0107
-33511.
-989.4837
0.000367
0.000
6.812E+09
61.7503
3457S.
0.000
246.000
-0.008600
-38717.
-632.0783
0.000336
0.000
6.876E+09
57.3849
40035.
0.000
252.000
-0.006687
-41821.
-301.6184
0.000301
0.000
6.907E+09
52.7684
47347.
0.000
258.000
-0.004992
-42986.
0.2931
0.000264
0.000
6.918E+09
47.8688
57535.
0.000
264.000
-0.003521
-42387.
271,7254
0.000227
0.000
6.913E+09
42.6087
72618.
0.000
270.000
-0.002270
-40215.
509.9803
0.000191
0.000
6.892E+09
36.8096
97301.
0.000
276.000
-0.001229
-36680.
637.0099
0.000157
0.000
6.853E+09
5.5336
27010.
0.000
282.000
-0.000381
-32911.
658.8974
0.000127
0.000
6.804E+09
1.7623
27730.
0.000
288.000
0.000292
-29047.
660.0239
9.937E-05
0.000
6.740E+09
-1.3868
28450.
0.000
294.000
0.000811
-25205.
644.0336
7.509E-05
0.000
6.660E+09
-3.9433
29170.
0.000
300.000
0.001194
-21481.
614.3669
5.390E-05
0.000
6.557E+09
-5.9456
29890.
0.000
306.000
0.001458
-17949.
574.2162
3.570E-05
0.000
6.426E+09
-7,4380
30610.
0.000
312.000
0.001622
-14668.
526.4960
2.028E-05
0.000
6.254E+09
-8.4687
31330.
0.000
318.000
0.001701
-11675.
473.8262
7.436E-06
0.000
6.029E+09
-9.0879
32050.
0.000
324.000
0.001711
-8997.6753
418.5266
-3.085E-06
0.000
5.729E+09
-9.34S3
32770.
0.000
330.000
0.001664
-6646.3104
362.6221
-1.154E-05
0.000
5.320E+09
-9.2895
33490.
0.000
336.000
0.001573
-4621.2739
307.8S51
-1.790E-05
0.000
5.320E+09
-8.9661
34210.
- 0,000
.342.000
0.001450
-2913.3885
255.6410
-2.215E-05
0.000
5.320E+09
-8.4386
34930.
0.000
348.000
0.001307
-1505.7445
207.0318
-2.464E-05
0.000
5.320E+09
-7.7645
35650.
0.000
354.000
0.001154
-375.7871
162.7556
-2.570E-05
0.000
5.320E+09
-6.9943
36370.
0:000
360.000
0.000998
502.8334
123.2576
-2.563E-05
0.000
5.320E+09
-6.1717
37090.
0.000
366.000
0.000846
1158.6601
88.7427
-2.469E-05
0.000
5.320E+09
-5.3332
37810.
0.000
372.000
0.000702
1621.0787
59.2171
-2.312E-OS
0.000
5.320E+09
-4.5086
38530.
0.000
378.000
0.000569
1919.2119
34.5276
-2.113E-05
0.000
5.320E+09
-3.7212
39250.
0.000
384.000
0.000449
2081.0453
14.3994
-1.887E-05
0.000
5.320E+09
-2.9882
39970.
0.000
390.000
0.000342
2132.7678
-1.5310
-1.650E-05
0.000
5.320E+09
-2.3219
40690.
0.000
396.000
0.000251
2098.3036
-13.6860
-1.411E-05
0.000
5.320E+09
-1.7297
41410.
0.000
402.000
0.000173
1999.0137
-22.5207
-1.180E-05
0.000
5.320E+09
-1.2152
42130.
0.000
408.000
0.000109
1853.5420
-28.5023
-9.627E-06
0.000
5.320E+09
-0.7787
42850.
0.000
414.000
5.754E-05
1677.7812
-32.0917
-7.636E-06
0.000
5.320E+09
-0.4178
43570.
0.000
420.000
1.740E-05
1484.9355
-33.7304
-5.853E-06
0.000
5.320E+09
-0.1284
44290.
0.000
426.000
-1.269E-05
1285.6578
-33.8300
-4.290E-06
0.000
5.320E+09
0.0952
45010.
0.000
432.000
-3.409E-05
1088.2423
-32.7650
-2.952E-06
0.000
5.320E+09
0.2598
45730.
0.000
438.000
-4.812E-05
898.8540
-30.8681
-1.831E-06
0.000
5.320E+09
0.3725
46450.
0.000
444.000
-5.606E-05
721.7807
-28.4284
-9.175E-07
0.000
5.320E+09
0.4407
47170.
0.000
450.000
-5.913E-05
559.6952
-25.6904
-1.949E-07
0.000
5.320E+09
0.4719
47890.
0.000
456.000
-5.840E-05
413.9173
-22.8551
3.540E-07
0.000
5.320E+09
0.4732
48610.
0.000
462.000
-5.488E-OS
284.6688
-20.0821
7.480E-07
0.000
5.320E+09
0.4512
49330.
0.000
468,000
-4.943E-05
171.3162
-17.4917
1.005E-06
0.000
5.320E+09
0.4123
50050.
0.000
474.000
-4.282E-05
72.5977
-15.1679
1.143E-06
0.000
5.320E+09
0.3623
50770.
0.000
480.000
-3.572E-05
-13.1664
-11.8002
1.176E-06
0.000
5.320E+09
0.7603
127718.
0.000
486.000
-2.870E-05
-71.5453
-7.6555
1.128E-06
0.000
5.320E+09
0.6213
129878.
0.000
492.000
-2.218E-05
-107.4696
-4.3275
1.027E-06
0.000
5.320E+09
0.4880
132038.
0.000
498.000
-1.637E-05
-125.6950
-1.7648
8.959E-07
0.000
5.320E+09
0.3662
134198.
0.000
504.000
-1.142E-OS
-130.5830
0.1127
7.514E-07
0.000
5.320E+09
0.2596
136358.
0.000
510.000
-7.357E-06
-12S.9654
1.4012
6.068E-07
0.000
S.320E+09
0.1698
138518.
0.000
516.000
-4.143E-06
-115.0798
2.2021
4.709E-07
0.000
5.320E+09
0.0971
140678.
0.000
522.000
-1.707E-06
-100.5573
2.6154
3.493E-07
0.000
5.320E+09
0.0406
142838.
0.000
528.000
4.846E-08
-84.4495
2.7338
2.449E-07
0.000
5.320E+09
-0.001171
144999.
0.000
534.000
1.232E-06
-68.2809
2.6396
1.588E-07
0.000
5.320E+09
-0.0302
147158.
0.000
540.000
1.954E-06
-53.1174
2.4030
9.037E-08
0.000
5.320E+09
-0.0486
149318.
0.000
546.000
2.317E-06
-39.6401
2.0816
3.807E-08
0.000
S.320E+09
-0.0585
151478.
0.000
552.000
2.411E-06
-28.2201
1.7209
-1.985E-10
0.000
5.320E+09
-0.0617
153638.
0.000
558.000
2.314E-06
-18.9885
1.3554
-2.682E-08
0.000
5.320E+09
-0.0601
155798.
0.000
564.000
2.089E-06
-11.8972
1.0101
-4.423E-08
0.000
5.320E+09
-0.0550
157958.
0.000
570.000
1.784E-06
-6.7716
0.7023
-5.476E-08
0.000
5.320E+09
-0.0476
160118.
0.000
576.000
1.432E-06
-3.3512
0.4433
-6.047E-08
0.000
5.320E+09
-0.0387
162278.
0.000
582.000
1.058E-06
-1.3213
0.2401
-6.310E-08
0.000
5.320E+09
-0.0290
164438.
0.000
588.000
6.749E-07
-0.3336
0.0969
-6.404E-08
0.000
5.320E+09
-0.0187
166598.
0.000
594.000
2.896E-07
-0.0202
0.0162
-6.424E-08
0.000
5.320E+09
-0.00814S
168758.
0.000
600.000
-9.589E-08
0.000
0.000
-6.425E-08
0.000
5.320E+09
0.002732
85459.
0.000
This
analysis
makes
computations
of
pile
response using
nonlinear
moment -curvature
relationships.
The
above values of
total stress
are
computed
for combined axial
stress and
do not equal
the
actual
stresses
in
concrete and
steel
in
the
range of
nonlinear
bending.
output verification: Computed forces and moments are within specified convergence limits.
output summary for Load Case No. 8:
Pile -head deflection = 0.9975635 inches
Computed slope at pile head = 0.000000 radians
Maximum bending moment _-1394821. inch-lbs
Page 22

Maximum shear force =
Depth of maximum bending moment =
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
32800. 1bsPPc Piles.lp6o
0.000000 inches below pile head
0.000000 inches below pile head
39
5
summary of Pile Response(s)
Definitions of Pile -head Loading conditions:
Load
Type 1:
Load 1 - Shear,
lbs, and Load 2
= Moment, in-lbs
Load
Type 2:
Load 1 = Shear,
lbs, and Load 2
= slope, radians
Load
Type 3:
Load 1 - Shear,
lbs, and Load 2
= Rotational
stiffness, in-lbs/radian
Load
Type 4:
Load 1 - Top Deflection,
inches,
and Load 2
= Moment, in-lbs
Load
Type 5:
Load 1 = Top Deflection,
inches,
and Load 2
= Slope, radians
Pile -head
Pile -head
Load
Load
condition 1
condition 2
Axial
Pile -head
Maximum
Case
Type
v(lbs) or
in -lb, rad.,
Loading
Deflection
Moment
No.
No.
y(inches)
or in-lb/rad.
lbs
inches
in-lbs
____
1
____
1
______________
v = 8000.0000
______________ _____________
M - 0.000
0.0000000
_____________-------------
0.35443060
325480.
2
2
v = 8000.0000
S - 0.000
0.0000000
0.12368519
-362006.
3
1
v = 8000.0000
M = 0.000
180000.
0.38353587
367390.
4
2
v = 8000.0000
s - 0.000
180000.
0.12641334
-374768.
5
1
v = 8000.0000
M - 0.000
-60000.
0.34218027
313943.
6
2
v = 8000.0000
S - 0.000
-60000.
0.12413747
-359107.
7
1
v = 15300.
M = 0.000
180000.
1.00181094
829230.
8
2
v = 32800.
s - 0.000
180000.
0.99756351
-1384821.
The analysis
ended normally.
Page 23
Maximum
Shear
lbs
_____________
8000.0000
8000.0000
8000.0000
8000.0000
8000.0000
8000.0000
15300.
32800.
Pile -head
Rotation
radians
-0.00477697
0.00000000
-0.00520794
0.00000000
-0.00459696
0.00000000
-0.01331172
0.00000000

N
L
C N
0
0
Bending Moment (in -kips)
400 -1200 -1000 -800 -600 -400 -200 0 200 400 600 800
I 1 1 1 1
1
I 1 1 I
1 I I I 1 1
I I
1 I I I 1 I 1
I 1 I 1 I I 1 I
1 I I 1 I I 1 1 I
I I 1 1 11
_I _ I
I I I I 1 I I I I I
I I I I I I I I I
I I I I I I I I
I I I I I 1 I I I
I I I I I I I I I I
I I 1 I I I I I I I I
I I I
I I I I I I
I I 1
_L _1 _J _I _L _1 _J _I___
I I I I I I I I I I
I
I I I I I I I I
I I I I I I I I
I I I I I I I I I
_____I _____1_____1______I___
I _____ I ____________ I I I I
I I I I I I I I I
I I I I I I I I I
_ I 1 __ _ I______I______I___
I I I I I I I I I
I I I I
I 1 I I I 1 I
I I I I I I I I I I
I 1 1 I I 1 I 1
I I I I I I I I I I
I I I 1 1 r I I I 1
I 1 I I 1 t I 1 I I
1 1 I I 1 1 I 1
I I 1 I I I 1
1 I 1 I 1 I
I 1 I
I I I I 1 1 1 1 1
I 1 1
I I
-T -Y -T -Y -Y
I I I I I I I I
I I I I 1 I I I
I I I 1 I
J y _I------ F _1 _J _F _. _I _1-
I I I I I I I 1 I I
I I 1 I
I I I I I I I I I I I I I
_L _1 _J _L _1 _J _I
1 1 I I I I I I I I
I 1 I I I I
I I
_L __J------
------ L
I I 1 I I I I I
I I I I I I I
I I O I I I
O
I I I I I O 1 I
1 O
- — ---------�----__L___ —_____J_---'q'-----J-----�-----J-- vCasel
1 1 1 1 1 O
1
1 11 ❑ Case 2
OO
_____1J------ ------ L11-----J1_____q.__---
_-----
11____-J,-- ACase 3
I 1 I I
I 1 I 1 0 1 I I
I I
0 1 0 Case 4
1 1 I 1
r----- r______11______-_____r_____r_____I ___ o._____r_____�_____�__
0 Case 6
I
00 0 Case 6
1 1 1 1
______------ Ir_____r_____1_____q._____r_____T_ ,_ 0
I 0 Case 7
1 0 0 Case 8
1 1 I 1 I

w
z
L
a
d
Shear Force (kips)
-J u J lu IJ Lu LO Ju
- I I I I
I I I I 1 1 I
I I I I 1 I I 1
I 1 I 1 I I I I
f -Y -1 -r -f -Y -I
I I I 1 1 I I I
I I 1 I I 1 I I I
I I I I I 1
I I I I I I
I A-1 I I I I I I I I I I I I I
I -I
I I I I I I I
1 I I I I 1 I
I
I I I I I I I I I
I I 1 I I 1 I 1 I
1 1 1 I I
I
1 I I I I 1 I 1 I
_L _l _J _ _I_______
I I I I I 1 I
I I 1 I I I I
I I I I I I
I I I I I I I I
I 1 1 I I I I I
I I I I I I I
I I I I I I
I
____ ______II_______II_____ I______I___ I I_______I_______II_______ _ I
I I I 1 I 1
I I 1 I I I I
I
I I I I I I I
I I 1 I I I I 1
I
I I I I I I I
I I I I I I I
I I I I I I
I I I I I I I I
_1. _1 _I _r _f _7 _7 _I
I I 1 I I 1 I I
I
-! -Y -I -h -f -Y -Y I
I I 1 1 I I I
I I I 1 1 I I I
I I
I I 1 I I I
I I 1 I I
L _ _I _4 _y _A _I I
I I I I I I I
I 1 I I 1 I
_L _J _I _L L __J _I
I I I 1 1 I I
I I I I I
-1 _J _I _L _L _l _J _I_______
O
G
O 1
O
I O I I I 1 I I 1
O
_____________0_____________I_______I_______i------ !-----_J_______ v Case
O 1
Q Case 2
------T----°o -------------- -------Ir-------------------------I
I A Case 3
O 1
c o Case 4
I I
I I I I
----- o--------------------- ----- - r-----o I I I r------i1-------r-----oCase 6
------I 0O
Case
r_or r_r_o Case 7 o 0 1 0 Case 8

�aaoe� i �1lootimn Il+�ek )
-0.1
0 0.1 0.2 0.3 0.4 0.5
0.6 0.7 0.8 0.9 1 1.1
o
T
I
I
I
1
1
I
I
____ __'L III
'IL _L 11 L IL
I
_L
I
I I
_L L _L _L _L
I I I I
I I I I I
1
_L _L
_L _L _L _L _L
I 1 I 1
I I 1 I I
1 I I I I
I I
I I I I I
I I I I
I I I
I I I I
I 1 I 1 I
I
1 I I I
I I I I
I
I I I I
I I I I I
I I I I I
I I I I I
N
1
I I I I
1
I I 1
I I I I I
I I 1 I I
I I I I I
I I I I I
I I I I I
I 1 I I I
I I I
I I I
I I I I 1
I I I I I
I I
O
�
I I 1
1
_F
I I I I I
I
I I I I
I I I I
I I I I
N
I I
I I
1 1
p
p I I I
I
1
1
�
p L_ _L _L _L _L __
_L _L
h
p
p I I I I I
I I I I I
_ p _L_ _L _L _l----- L-----
L _L _L _L _L
p
p I I I I I
I I I I I
0_____L___l_____L_____L___--L_____l_____L_____L_____L_____
�i
p I I I I
I I I I I
p
No
_____L-----
-----pp ----_I_ _--_-L1
oCase t
1
1 1 1
0 I
I
o Case 2
a-----a-----'------'-----------=-----------�
----'-----------------
ACase 3
p 11 I I
p
oCase4
p
Irr
a
-----0---------- r----- r-----r-r----r-----r-----r-
0Case5
p , , I
1 I I ,
0
0 Case 6
p 1
p_____r_____r_____r_____r_____r_____
1
r_____ r_____ r_____ r____
`r
o
I � 1
0 Case 7
o
0
0 Case 6

F.
a
N
-700
Mobilized Soil Reaction (Ib/in) (lbs/in)
-600 -500 -400 -300 -200 -100
100 200
I I I I I
I I I I I 1 I
I I I I I I I
r 1 I I I
I I 1 I I r
I r I
I I r I I r
II li I r I I I I
I I I I r I
I I I I I I I I
r
_L ___L _L _ L
r I I I I I
I I I I I 1 I
I I I I I
1
I
I
I I I I I
I I I I I I I I
I I I I I I
I I
I I I 1 I I 1
I I I r I I 1
,
I I I I
I I I I I
_r _Y
I I I I
I I
I I I I I I
I I I I I
I I I I I I I
F
I
r r
_4
I I I I I I I
I I I I I
_L _______L
I I I I I
I
L _L _L _L _L _L _L
I I I I I I
I
I
_L _L _L _L ____L _L _L
I I I I I I
I I I I I
I I I I I 1 I
_______L------- L-------
L-------
L______ _______L
I I I r I I D Case 1
1 Case 2
I I r r r I � 1
-------r-------r-----------------------
----------------o-------
-
I � � � o Case 3
°o 0Case 4
0
o
o 0Case 6
_______r r r r 0 _______r
0 OCase 7
0
0 0 Case 8
I I I 1

Page 1 of 1
Report Number: 12-237-0646
Account Number: 01257
a
tvww.aleastem.com
Send To: GET SOLUTIONS INC
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE NC 28546
Date Received: 08/242012 Date Of Analysis:
08272012
A&L Eastem. Laboratories
7621 WAaepine Road Richmond, Virginia 23237 [phone] Fax [phone]
Grower:
P7051710 Farm ID: JX12-110G
HUNGAR APRON & PARKING GF
SOIL ANALYSIS REPORT Analytical Method(s):
Date Of Report: 08/292012
Organic Matter
Phosphorus
Potassium
Magnesium
Calcium
Sodium
pH
Acidity
C.E.0
Sample ID
Lab
Field ID
Number
% Rate ENR
Available
Reserve
K
Mg
Ca
Na
Soil
Buffer
H
Ibs/A
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm
Rate
ppm Rate
pH
Index
meq/100g
meq/100g
B 1 2-4 ,
15639
B-2 4-6
B-1 6-8; B-26
15640
4.9
6-8'; B-4 6-8'
Percent Base Saturation
Nitrate
Sulfur
Zinc
Manganese
Iron
Copper
Boron
Soluble Salts
Chloride
Aluminum
Sample ID
Field ID
K
I Mg
Ca
Na
H
NO3N
S
Zn
Mn
Fe
Cu
B
SS
cl
AI
%
%
%
%
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm Rate
m Rate pp
ppm Rate
mslcm Rate
ppm Rate
ppm
B-1 2-4';
15
B-2 46'
B-1 6-8; B-26
15
6-8'; B-4 66'
Values on this report represent the plant available nutrients in the Explanation of symbols: % (percent), ppm (parts per million), Ibs/A The ni applies to sample(s) testes. Samples am retairca a
soil. Rating after each value: VL (Very Lowy L (Low), M (Medium), (pounds per acre), ms/cm (milli -mhos per centimeter), men)1009 maximum or thirty days after testing. me G�4
H (High), VH (Very High). ENR - Estimated Nitrogen Release. (milli -equivalent per 100 grams). Conversions: ppm x 2 = Ibs/q pnaspb prcpemd M A8L Fasfem Laboratories, me by: Pnyne
C.E.C. - Cation Exchange Capacity. Soluble Salts ms/ m x 640 = ppm.
Paudc McGroary

Report Number
12-237-0646 Page: 1 of 1
Account Number
01257
Send To: GET SOLUTIONS INC
GLENN W HOHMEIER
415-A WESTERN BLVD
JACKSONVILLE , NC 28546
Client: HUNGAR APRON & PARKING GARAGE
P705/710
�L A&L Eastern Laboratories, Inc.
7621 Whitepine Road Richmond, Virginia 23237 IBM)743.3401 Fax [phone]"S
d
wwrraleastem.com
REPORT OF ANALYSIS
Resistivity (soil) Total Sulfate (SO4)
ASTM-G57-95
SM426C
Lab No Sample ID
ohm -cm
ppm
Sample Date and Time
15639 B-124;
2080
226
15640 B-1 6-8; B-26
12500
< 100
Method Reference:
Methods for Chemical Analysis of Water and Wastes, EPA-600/4-79-020, March 1983
Standard Methods for the Analysis of Water and Wastewater, 15th Ed. 1980
Standard Test Method for Field Measurement of Soil Resistivity,Amedcan Society for Testing and Materials,
Annual Book of ASTM Standards
Purchase Order :
Report Date : 8/29/2012
Date Received: 8/24/2012
1 ofil: mC 60~r
Pauric McGroary
Sample results are reported 'as received' and are not moisture corrected unless noted

101 Solutions, Irtc_
cm�.lw.r�,w.s.�,..w •Ta+u•a
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williamsburg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 Fast Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT), N-value
Standard Penetration Tests ISM were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required m drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SPT N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Density
Very Loose
4 blows/ft. or Itss
Loose
5 to 10 blows/ft.
Medium Dense
11 to 30 blows/ft.
Dense
31 to 50 blows/ft.
Very Dens.
51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 in 8 inch diameter
Gravel
Coarse 1 in 3 inch diameter
Medium t/2 to I inch diameter
Fine t/a to'/r inch diameter
Sand
Coarse 2,00 min to'/a inch
(diameter of pencil lead)
Medium 0.42 to 2.00 man
(diameter of broom straw)
Fine 0.074 to 0A2 tam
(diameter of human hair)
Silt
- 0.002 to 0.074 tam
(cannot see particles)
Coarse Grained Soils
&tore than 50%retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC -Well-graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel wA lay
GM - Silty Gravel
GC - Cdayey Gravel
GC -GM - Silty. Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - lVell-graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50%or more posses the No. 200 sieve
CL - Lean Clay
CL-NE - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 5096 or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly OrOreanic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, eta.).
Depending on percentage of fines (fraction smaller than No.
200 sieve size), coarse -grained soils are classified as follows:
bess than 5 percent GW', GI', SW,SP
More than 12 percent GM, GC. SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
Plagiticity Chart
60
S_
x 40
0
'S 30
U 20
q 70
S 0
CL
Pape t .11
GET Revbion 121l M7
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (LL) I%)

NEW RIVER MARINE CORPS AIR STATION
CAMP LEJEUNE, ONSLOW COUNTY
HIGH DENSITY STORMWATER PERMITTING
MODFICATION
P-705 Hangar and Apron Expansion
Permit Number: SW8130104
Oki
CEIVE
APR 10 2013
For:
North Carolina Department
of Environment and Natural
Resources — Water Quality
By:
Mortennssonn-
comvu kt
lffystems
4390 Belle Oaks Drive
North Charleston, SC 29405
April 8, 2013

TABLE OF CONTENTS
01
Application
01a
Drainage Area Summary Table
02
Topo Map
03
Drainage Area Exhibit
04
Project Boundary Exhibit
05
Project Narrative
Appendix A — Supplemental Forms
A.01 Supplemental Form — Sand Filter A
A.02 Supplemental Form — Sand Filter B
A.03 Supplemental Form — Sand Filter C
A.04 Supplemental Form — Sand Filter D
A.05 Supplemental Form — Sand Filter E
A.06 Supplemental Form Checklist — All Sand Filters
A.07 Supplemental Form — Rainwater Harvesting
A.08 Supplemental Form Checklist — Rainwater Harvesting
A.09 Supplemental Form — Level Spreader and Vegetated Filter Strip
Appendix B — Operation and Maintenance Agreements
B.01 OMA — Sand Filter A
B.02 OMA — Sand Filter B
B.03 OMA — Sand Filter C
B.04 OMA — Sand Filter D
6.05 OMA — Sand Filter E
B.06 OMA — Level Spreader and Vegetated Filter Strip
B.07 OMA — Rainwater Harvesting System
Appendix C — BMP Calculations
C.01 Sand Filter Calculations
C.02 Sand Filter Outlet Calculations
C.03 Stormwater System (Apron) Outlet Calculations (1-Yr Storm)
C.04 Stormwater System (Apron) Outlet Calculations (10-Yr Storm)
C.05 Sand Filter Buoyancy Calculations
C.06 Rainwater Harvesting System Downspout/Collection Data
C.07 Rainwater Harvesting System Flow Calculations
C.08 Rainwater Harvesting System Bypass Calculations
C.09 Rainwater Harvesting System Bypass Ditch Calculations
C.10 Rainwater Harvesting System Runoff/Demand Calculations
CA 1 Rainwater Harvesting System Buoyancy Calculations
C.12 Jacksonville Annual Rainfall Data
Appendix D — Miscellaneous Calculations
D.01 HydroFlow Stormwater System Calculations
D.02 HydroFlow Pre and Post Development Calculations
D.03 Rip Rap Calculations.
ECEIVE
APR 10 2013
OV.

Appendix E — Geotechnical Reports
E.01 Report of Subsurface Investigation and Geotechnical Engineering Services, P705 Aircraft
Maintenance Hangar and Apron; P710 Ordnance Loading Area Addition, Prepared by GET
Solutions, Inc., Dated June 8, 2011 (Portion of Appendix IV, Excludes Appendix V, VI, VIII, VIII, IX
& X)
E.02 DRAFT Report of Subsurface Investigation and Geotechnical Engineering Services, P705/P710
Hangar, Apron, Parking Garage, and Ordnance Loading Area Addition, Stormwater Management
and L-Pile Analysis, Prepared by GET Solutions, Inc., Dated August 30, 2012
UNDER SEPARATE COVER
• Stormwater Construction Plans

ECERVE
New River Marine Corp Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion APR 10 2013
Stormwater Narrative By;
Project Description
The project includes construction of a 60,000 square foot aircraft hangar with associated offices and an aircraft apron
capable of parking 16 CH-53 combat helicopters. The proposed construction activity will require the removal of
approximately 35,000 square feet (sf) of existing asphalt pavement and a 6,000 sf one story metal building.
Approximately 147,767 sf of existing offsite built upon area (BUA) within the drainage areas will remain. Included is
133,391 sf of existing parking apron area adjacent to the site. Stormwater volumes generated from the adjacent
apron currently sheet flows and is channelized to the intermittent stream. The proposed design will incorporate the
area and will be treated in the proposed sand filter system.
A Low Density Permit (SW8130104) was obtained on January 25. 2013 for 110,625 square feet (2.54 acres) of built
upon area (BUA), which includes 75,362 square feet of proposed BUA and 35,263 square feet of existing BUA. The
area permitted under the first phase of the project generally includes the hangar building foundation, perimeter
access drives, and a sidewalk. Phase 2 of the project will require a permit modification to a high density permit and
will include the added impervious and treatment BMP's for a 690,025 square feet airfield parking apron, a 60,895
square feet roof area for the hangar, and access drives and sidewalks associated with the hangar building. Specified
BMP's are sand filters for the airfield apron and a rainwater harvester (RWH) for roof runoff. Stormwater flow in
excess of the treated volume will be diverted through off line bypass structures at each sand filter. The rainwater
harvester includes a continuous deflective separation (CDS) device upstream of the RWH tanks designed to remove
sediment and floatables. Excess roof run-off for the RWH treatment system is diverted to a level spreader prior to
discharge to the receiving stream.
The narrative is presented to address each of the 8 basins within the limits of this phase of construction. Five (5) of
the basins are associated with the apron expansion and utilizes sand filter treatment, one (1) basin is roof run-off and
treated by the RWH, one (1) basin consists of minimal added impervious located between the existing and proposed
hangar, and the remaining basin encompasses the areas to the northwest of the proposed hangar, the sidewalk and
pedestrian bridge providing access to the proposed parking garage on Canal Street. The project boundary includes
five (5) bypass basins comprising 160,607 sf and depicted on the Drainage Map for information only. Future permit
modifications will address stormwater treatment associated a proposed apron expansion to the southeast that
requires a 401/404 wetland permit
The site is bordered by a classified intermittent stream, and significant efforts were included in the design to eliminate
impervious areas within a 50' buffer area. The receiving stream is Southwest Creek in the White Oak Basin, with a
stream class C.
Existing Site Conditions
The site is located in an undeveloped area directly southwest of the existing hangar AS4108 and south of an overflow
parking area. The site is bordered by a large drainage canal to the north and south, and a building to the southwest
along Perimeter Street. Further to the southeast is the CALA apron. The site conditions are predominately wooded
(recently clear cut) and turf areas adjacent to the existing aprons. The overall site gradually slopes from the north to
the south with a grade change on the order of 23 to 17 feet.
The south side of the project has an 11-foot deep canal of variable width from 50 to 60 feet. The channel captures
stormwater from an 8'x13' corrugated metal arch pipe on the northeast and drains to the south through four (4) 60"
pipe culverts under Perimeter Street. The canal is the main drainage route for the MCAS runway, taxiways, and
parking aprons. On north side of the site, a large ditch runs parallel to the existing apron to a 60" culvert under the
New River WAS P705 Margar aryl Apron Expansion 1 j P a g e
Slormwafer Na Uw
April 8, 2013

access drive to the proposed site from White Street. Stormwater is captured via overland sheet flow from the
adjacent apron to the heavily over grown ditch. Upon routing through the culvert, the stormwater is then channeled
through a 12-15 feet deep, 50-80 feet wide canal that flows to the north and then to the south to a 96' culvert under
Perimeter Street. All areas eventually drain to tributaries of Southwest Creek, to New River, and eventually to the
Atlantic Ocean.
Stormwater Drainage Approach
Phase 2 construction activities comprise 12 basins as shown in the attached drainage map. The basins are described
herein by the proposed treatment BMP's and associated ouffall.
Airfield Parking Apron —Drainage Areas A-E
BMP Treatment = Sand Filters
The proposed airfield parking apron has been divided in five (5) basins, and is generally bounded by the existing
apron to the east, an intermittent stream to the south, Perimeter Street to the west and the proposed hangar building
to the north. Proposed grading of the site will match existing topography with approximately 2-4 feet of cut and fill to
even the grade. The overall site slopes from north to south on the order of 0.6%.
Stormwater flows in the airfield apron area are captured by airfield drop inlet structures with single or double aircraft
rated grates capable of draining up to one (1) acre of impervious area. Basin limits are based on the less than 5 acre
maximum allowable treatment area for an individual sand filter BMP. Basis of design of the sand filter BMP is
calculated in accordance to the NCDENR Stormwater BMP Manual, Section 11, and provides the required
sedimentation and filtration chamber sizing in accordance to the calculated water quality volumes for a 1.5 inch
rainfall event. Peak runoff calculations were performed with the rational method, and inlet and outlet structures were
sized using Hydraflow Storm Sewer software.
Rainfall in excess of the 1.5 inch storm event diverted through an external "off-line" bypass structure upstream of the
sand filter. The excess flow is diverted to the main ouffall trunk line pipe system. In addition to the offline structure,
the sand filter design incorporates an internal weir structure to allow excess stormwater to flow directly into the ouffall
chamber, thereby minimizing agitation of the filtration media or damage to the structure. The ouffall of each sand
filter and the bypass systems are captured in large diameter pipes and channeled to a discharge point on the south
side of the site. The high flow rates, presence of an intermittent stream, site topography and overall site restrictions
limit the use of level spreaders to diffuse flow velocities. Additional detail is provided below, but the proposed ouffall
velocity treatment includes a large base width channel with a 0.0%longitudinal slope to slow stormwater flow prior to
discharge to the canal. Results of hydrology/hydraulics calculations show a 0.81 cfs and 0.96 cfs flow rate at the
ouffall point for the 1.5 rainfall event and W year storm, respectively.
The following table identifies each drainage basin and the proposed sand filter structure. Included are specifics to
the proposed parking apron, sand filters, and offsite impervious channeled through the proposed system.
New River MCAS P705 Harigx and Apron Expansion 21 P a g e
Sto watw Narrative
April8,, 2013

Tablet
Drain eArea
A Southi
B South2
C South3
D Sou04
E South5
Total Drainage Area (so
198501
199411
182655
189805
149353
On -Site Drainage Area (so
186594
164383
148822
155800
130735
Off -Site Drainage Areas
11907
35028
33833
34005
18618
Proposed Impervious Area (so
168965
186009
173488
181065
140776
% Impervious Area total
85.1%
93.3%
95.0%
95.4%
94.3%
Impervious Surface Area Detail
On-s@e Streets -Hangar Perimeter
4356
436
436
On -site Apron Parkin Area (sl
148138
146362
135036
142877
117612
On -site Sidewalks s
436
Other on-sde- SandfifterArea
4128
4183
4183
4183
4546
Off -She Adjacent Parking AreatExistin BUA (so
11907
35028
33833
34005
18618
Sand filter Design ID, excl wall thickness
Inside Dimension L x W ft
166' x 22'
166' x 22'
166' x 22"
i66' x 22'"
163' x 25'
Sedimentation Chamber#1 Internal Width ft
6.5
6.5
6.5
6.5
8.0
Sedimentation chamber #2Internal Width ft
6.5
6.5
6.5
6.5
8.0
Filtration Chamber Internal Width ft
9.0
9.0
9.0
9.0
9.0
Maximum De thl Internal Wall Height ft
8.25
9.85
9.11
9.51
7.30
Des,n Head ft
4.8
5.0
4.7
4.9
3.6
Filtration Sand Height ft
1.5
b.5
1.5
1.5
1.5
Head/OverOowWeir Elevation ft
18.50
17.50
17.35
16.09
15.20
Drainage Areas A-D
Drainage Area A through D generally consist of 4.5 acre treatment areas associated with the proposed apron
expansion, and include some off -site drainage from the adjacent apron and pervious areas in the immediate
proximity of the sand filter. The exception is Area A, which also includes the impervious area for the wash rack and
the access drive and sidewalks on the west side of the proposed hangar building.
The proposed BMP design for Drainage Area A-D is a closed sand filler with two 6-6" sedimentation chambers, and
one 9'-0" filtration chamber utilizing two 6" diameter perforated PVC pipes to channel the infiltrated water to the outfall
chamber. The internal length of each structure is 166'-0" and will be constructed with an overall slope of 0.5%. The
outfall chamber is located on the down slope end of the sand filter with an internal dimension of 4'-0'x9'-0". The
ouffall chamber also serves as an internal bypass structure allowing for a storm event in excess 1.5 inch storm to
flow over a 9'-0" weir length set at an elevation equal to the head elevation. Design head height is based on
maintaining a hydraulic grade line within the proposed enclosed drainage system 1-fool below the stormwater inlet
rim elevations. Controlling factors in the design were to maintain a longitudinal slope and location to maximize the
capture of surface water from the apron. Also, a maximum chamber width of 9'-0" was required based on
manufacturing limitations of the steel grate tops.
The seasonal high water table (SHWT) in the vicinity of the sand fillers is approximately 4' below existing grades.
Due to the size of the treatment area and the site boundary restrictions it was not feasible to provide a sand filter
design that would provide a bottom elevation 1-foot higher than the SHWT elevation. As a result the enclosed sand
filters incorporated considerations for buoyancy and water tightness. The buoyancy calculations are provided in the
appendix.
The proposed stormwater design incorporates a 5'-0" x 6'-0" bypass structure. Flow in excess of the 1.5 inch rain
event is diverted away from the sand filter with connection to the system outfall trunk line.
Drainage Area E
Drainage Area E is north of the intermittent stream and the BMP treatment is similar to Areas A-D except less
treatment area and lower elevations require a reduced head height. As a result the overall length was reduced and
New River WAS P705 Hangar andAoron Expansion 31 P a g e
Stormwater Naralim
April8,, 2013

the sedimentation chambers were increased to 8'-0". The filtration chamber width, outf all chamber dimensions, and
other design elements remained consistent The overall design head is 3.6 feet.
Similar to the sand filters to Drainage Areas A-D, the clearance to the SHWT was unable to be achieved and
buoyancy and "water tightness" were considered in the design. A 5'-0" x 6'-0" bypass structure is also incorporated
into the stormwater design.
Outfall Discharge — Drainage Areas A-E
The proposed design includes collection of the stormwater from the sand filters and associated bypass structures to
a single trunk line with a discharge point to an existing canal located at the south side of the project. The
accumulated flow rate for the 1-Yr (Water Quality Storm) and 10-Yr storm at the point of ouffall from the 72" pipe is
70.3 and 130.3 cfs, respectively. In accordance to NCDENR Stormwater BMP Manual, the maximum length level
spreader in coastal counties is 100 linear feet and the maximum allowable flow that can be treated is 10 cfs, or
approximately 8% of the 10-yr flow rate. All excess flows would need to be diverted to a flow splitter device and
channeled to the adjacent stream. Alternatives were evaluated. It was determined that multiple level spreaders were
not feasible based on site restrictions due to topography and geometry, and would require significant land
disturbance activities within close proximity of a classified intermittent stream. Asa result, the recommended
approach was to terminate the enclosed system upstream of the receiving water body and construct a 200 linear foot
trapezoidal channel with a 12' base width to diffuse the flow. A 0.0%longitudinal slope reduces velocity to non -
erosive conditions prior to discharging to the intermittent stream. In addition, the outfall will include riprap dissipation
at the outlet pipe. Calculation results are as follows:
Table 2
Design Storm
I Flow Rate -Q cfs
Crit.Depth -Y ft
Velocity -Y (fps)
1-Year
70.3
0.95
0.81
10-Yr
130.3
1.37
0.96
Hangar Roof Top — Drainage Area G
BMP Treatment — Rainwater Harvester & Level Spreader
Stormwater captured on the 61,000 square foot hangar roof top area will be treated by a rainwater harvester (RWH)
to be used as wash water for the helicopter fleet. The design incorporates a connection to 23 downspouts along the
perimeter of the hangar and collection to an enclosed drainage system. The captured rainwater discharges through
a pretreatment continuous deflective separation (CDS) device to remove sediment and floatable trash before entering
the RWH tanks. The proposed RWH is a proprietary system consisting of four -122 linear feet 6-foot diameter spiral
ribbed polyethylene pipes (SRPE) capable of providing 100,000 gallons of storage.
The tank size and demand for the system was provided by the government and is based on washing 16 aircraft per
week at 1,200 gallons per aircraft. The tank was sized to hold 5 weeks of rainwater if a significant rain event did not
occur. Required volume calculations indicate that the proposed roof area and 1.5 inch rain event will yield 68,282
gallons, therefore the 100,000 gallon tank will operate at 68%capacity. Procedures were followed in accordance to
NCDENR-DWQ Technical Guidance: Stormwater Treatment Credit for Rainwater Harvesting Systems, Sept. 22,
2008 and the Rainwater Harvesting Model software developed by North Carolina State University. Results were
indicafive that the proposed RWH system will operate efficiently and cost effectively. Calculation results are included
in the appendix.
Excess flows from the RWH are diverted at the CDS through an 18" pipe. Calculated flow diverted at the CDS unit
for a 10 year storm equals 11.6 cfs, assuming the RWH tanks are at capacity and all flow is bypassed. Diffusion of
the excess flow prior to the receiving water body is provided by a 100 linear foot level spreader designed in
New River MCAS P705 Hangx and Apron Expansion 4 1 P a g e
Stonnwatx Nanfiw
Apnl8,, 2013

accordance with the NCDENR Stormwater BMP Manual, Section 8, Level Spreader — Vegetative Filter Strip System.
The criteria for sizing the level spreader falls under the SW Rule for coastal counties allowing for 10-feet per cfs of
flow, therefore the maximum Q treated by the level spreader is 10cfs. The proposed structure is perpendicular to the
outlet pipe and parallels the receiving body stream bank at an 18-foot elevation. Included is a 9.5 foot wide "blind"
swale area, a 2.5 foot concrete curb as the level spreader, 3-feet of #57 stone, and a 30-foot width engineered filter
strip.
Flow in excess of the allowable 10 cfs for the level spreader is diverted through an upstream flow splitler and
channeled to the receiving canal via a v-ditch with 3:1 side slopes and a longitudinal slope of 0.9%. The weir
elevation was set using hydraulic grade line at the bypass structure for a 10 cfs flow. Weir depth and clearance to
the lop of box was checked with a 25-year storm and verified a 4" depth over the weir is accommodated with the
proposed bypass structure design.
Area between Hangars — Drainage Area H
BMP Treatment — Credit
The drainage area located between the new and existing hangar will require the filling of an existing ditch that
currently captures overland sheet flow from the adjacent hangar and apron. The ditch also includes a point
discharge from a single 26" CMP outlet pipe from an enclosed system for the adjacent hangar and parking area.
Survey has shown a 15" CMP pipe into the ditch, but field review has shown that the pipe is abandoned. The ditch
system drains to a 60" culvert under the access drive to the canal network located north of the site. Proposed
stormwater improvements allow for sheet flow from the existing impervious areas that will remain and the new
impervious areas associated with the access drive to the apron and hangar perimeter sidewalks. The design
incorporates a shallow depression to an inlet located at the existing 26" CMP. The overall system is sized to channel
flow from the 26" CMP to the 60" culvert. In addition, the overflow for the fire suppression storage tank is routed to
the 60" culvert, but is not considered stormwater system and will not require treatment.
Our request is to not provide an additional BMP for the added 13,504 SF impervious, and utilize the 133,391 sf of
existing impervious that is proposed to be treated by the sand filter system. See the description below for Drainage
Area I for more information pertaining to the use of the credit.
Area North of Hangar — Drainage Areas I
BMP Treatment — Credit
The drainage area located on the west side of the hangar encompasses the parking area, outside mechanical
buildings, sidewalks, and the pedestrian bridge. The proposed design includes stormwater sheet flow from the
northwest face of the hangar across the parking area and captured along the curb and directed to concrete flumes.
The finished grades of the pedestrian bridge will direct the surface waters to the east and the access walk between
the pedestrian bridge and the hangar is sloped to the west and southwest, thereby providing a flow direction towards
the center of the basin. The overall stormwater approach is to minimize channelization and allow for overland sheet
flow towards the east to the bank of the canal. The area will be grassed, and the proposed grades are uniform with
slopes less than 1%.
Our request is to eliminate the need for an additional BMP for the basin on the basis of using a credit for the existing
apron that is treated with Sand Filters A-D. As documented above the total existing apron within watershed boundary
for the sand filters combined is 133,391 sf. It should be noted that an alternative to where the credit will be applied
may be considered in response to permit modifications associated with expansion of the apron to the south. If it is
deemed advantageous to use the credit for another drainage basin, the proposed stormwater design for Drainage
Area I will be revised to include a BMP, or use a combination of a treatment credit and BMP.
New River MCAS P705 Hangar and Apron Expansion 51p a g e
stormwater Narrating
April a, 2013

Soil Conditions
Subsurface explorations were provided by GET Solutions, Inc. and included in the Report of Subsurface Investigation
and Geotechnical Engineering Services, dated June 8, 2011 and supplemented with an additional report for the sand
filters locations on August 30, 2012. The results of our field exploration indicated the presence of approximately 1 to
23 inches of topsoil material at the boring locations. Approximately 2 feet of 'Fill' material was encountered beneath
the topsoil material at boring locations P-20 located south of the southern corner of the existing hangar. The topsoil
and fill material thicknesses are expected to vary at other locations throughout the site. Underlying the topsoil and fill
materials and extending to the SPT boring termination depths of 15, 60 and 85 feet below the existing site grades,
the natural subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying amounts of
Silt and Clay. The N-values recorded within these granular soils ranged from 2 to 100 blows -per foot (BPF) indicating
a very loose to very dense relative density. Deposits of very soft to very stiff CLAY (CL) and medium stiff to stiff SILT
(ML) were encountered within this stratum at varying depths between 0 to 23 feet below the existing site grade at
boring B10 through B-12, B-15, B-16, P-19, P-21, P-23 through P-25, P-27 through P-29, P-41, P-44, P-52, P-53, P-
56 and P-60.
The groundwater level recorded at the boring locations is based on wetness of the recovered soil samples during the
drilling operations. For the apron and hangar borings, the initial groundwater table was measured to occur at depths
ranging from 6 to 14.5 feet below the existing site grades (elevations from about 9.5 to 10.5 MSL) at the boring
locations. The initial groundwater table was measured to occur at depths ranging from about 9.0 to 13.0 feet below
the existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6locations. The variation in
groundwater depths are anticipated to have been contributed by the variations in existing site grade elevations and
the associated distance between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be indicative of the static
groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 locations were visually classified to identify color changes to
aid in indicating the normal estimated Seasonal High Water Table (SHWT). It is noted that soil morphology may not
be a reliable indicator of the SHWT. However, color disfincfions (from orangish brown and tan to light gray and
orangish brown; tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet (borings SB-1 through SB-6) below the existing site grades.
Existing New River Permits
The contract for the project is in conjunction with construction of the 460,000 square foot combat aircraft loading area
(CALA) and the Perimeter Street parking garage located northwest of the site. Stormwater Management and Erosion
and Sedimentation Control permits have been approved for the CALA and parking garage projects and noted below.
CALA -
• Stormwater Management Permit No. SW8 080945, November 6, 2008 and modified on November 17, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-040
Perimeter Street Parking Garage -
• Stormwater Management Permit No. SW8111108, November 18, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-057
New River MCAS P705 Hargw and Apron Expansion 61 P a g e
Sto wate Nwaliw
April8,, 2013

r; r
To: Carol Miller
NCDENR — Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
Date: April 8, 2013
No. of Pages: -
,Handling Instructions:
❑ URGENT!!
❑ For Your Information and Use
❑ As Requested
Letter of Transmittal
❑ Please Confirm Receipt
® For Review and Comment
❑ For Approval
Sent under separate cover via
❑ Shop Drawings ❑ Prints
❑ Specifications ❑ Copy of Letter
4390 Belle Oaks Drive, Suite 220
North Charleston, SC 29405
T 843-266.9300
F 843-529-9616
www.transystems.com
From: Christopher E. Carlsten, P.E.
Subject: New River P705 Hangar Project
Stormwater Permit Submittal
Project Name: NEW RIVER P705
Project No: P307110088
❑ Approved as Submitted ❑ Approved as Noted
❑ Returned for Corrections ❑ Rejected
❑ See Comments ❑
the following items:
❑ Plans ❑ Samples
n
Copies Date Description
1 4/8/2013 ORIGINAL — Permit App./Supp. Forms/O&M Agree/Narrative/USGS Map/Calcs./Const. Docs./Soils Report
1 418/2013 COPY — Permit App./Supp. Forms/O&M AgreelNarrative/USGS Map/Calcs./Const. Does./Soils Report
2 418/2013 Full Size Construction Documents
i
Comments:
Janet,
Submitted are the required application and associated documents to obtain a stormwater permit for the P705 Hangar and Apron (Expansion) for
MCAS New River, Camp Lejeune, Onslow County.
Please let me know if you have questions.
Thanks,
Chris
Deliver Via:
® Overnight Service (FedEx, UPS, DHL) ❑ CourierlMessenger ❑ Hand Deliver ❑ Mail
CC: Signature:
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St i V { 150I O For OENR Use ONLY
` Revimer:
LTXWAA North Carolina Department of Environment and Li -q)
��1 Natural Resources Submit:
Request for Express Permit Review Time: . OF,
NC�ENR conerm zo 4 - 2
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the applicatio
ap ckaae of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(dncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(dncdenr.gov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235.2107 or patrick.grogan(dncdenngov
Washington Region -Lyn Hardison 252-948.3842 or Ivn.hardisonAmcdenr.00v
• Wilmington Region -Janet Russell 910-796-7302 or fanet.russell(dncdenr.00v
Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaver(dncdenr.gov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P705 HANGAR AND APRON County: ONSLOW
Applicant: NEAL PAUL Company: MCAS CAMP LEJEUNE - PUBLIC WORKS
Address: 1005 MICHAEL ROAD City:MCB CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail]
Physical Location:WHITE STREET
SW_
SW
SW _
SW
SW_
0 Ce-A-rN
Project Drains into WHITE OAK RIVER BASIN waters. Is project draining to class ORW waters? N, within %2 mile and draining to Gass SA waters N or
within 1 mile and draining to class HQW waters? N �-ee t�
Engineer/Consultant: CHRISTOPHER E CARLSTEN Company: TRANSYSTEMS E C C I V E
Address: 4390 BELLE OAKS DRIVE, SUITE 220 City:NORTH CHARLESTON, Slate: SC Zip: 29405-_ 1
Phone: [phone], Fax: [phone], Email: [e-mail] MAR 18 2013
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER: _ BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear 0 or _acres) ❑ Riparian Buffer Authorization ❑ Minor Variance
❑ Major General Variance
® State Stormwater ❑ General, please specify: _ (i.e. NEW Fast Track Low Den., Clear & Grub, SFR, Bkhd & Bt Rp, Linear, Utility, Other, etc.)
❑ Low Density - Please specify: _ [i.e. New, modified or plan revision -SW _ (Provide permit #)]
® High Density - Please specify: Modified [i.e. New, modified, offsite or plan revision (SW 8130104 (Provide permit #) & type of treatment (detention,
infiltration, wetland, etc) etc]:
❑ Exclusion - Please specify: _ [if DOT project or redevelopment, etc]
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality . ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed. (CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoving and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
For DENR use only
Fee Split for multiple permits: (Check# 1 Total Fee Amount
SUBMITTAL DATES
Fee
1 SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mal; [I En)
$
SW (❑ HD, LD, U Gen)
-
$
401:
$
LDS
$
Stream Deter,_
$
NCDENR EXPRESS July 2012

New River Marine Corp Air Station, Camp Lejeune, North Carolina
P-705 Hangar and Apron Expansion
Stormwater Narrative
Project Description
The project includes construction of a 60,000 square foot aircraft hangar with associated offices and an aircraft apron
capable of parking 16 CH-53 combat helicopters. The proposed construction activity will require the removal of
approximately 35,000 square feet (so of existing asphalt pavement and a 6,000 sf one story metal building.
Approximately 147,767 sf of existing built upon area (BUA) within the drainage areas will remain. Included is
133,391 sf of existing parking apron area adjacent to the site. Stormwater volumes generated from the adjacent
apron currently sheet flows and is channelized to the intermittent stream. The proposed design will incorporate the
area and will be treated in the proposed sand filter system.
A Low Density Permit (SW8130104) was obtained on January 25, 2013 for 110,625 square feet (2.54 acres) of built
upon area (BUA), which includes 75,362 square feet of proposed BUA and 35,263 square feet of existing BUA. The
area permitted under the first phase of the project generally includes the hangar building foundation, perimeter
access drives, and a sidewalk. Phase 2 of the project will require a permit modification to a high density permit and
will include the added impervious and treatment BMP's for a 690,025 square feet airfield parking apron, a 60,895
square feet roof area for the hangar, and access drives and sidewalks associated with the hangar building. Specified
BMP's are sand filters for the airfield apron and a rainwater harvester (RWH) for roof runoff. Stormwater flow in
excess of the treated volume will be diverted through off line bypass structures at each sand filter. The rainwater
harvester includes a continuous deflective separation (CDS) device upstream of the RWH tanks designed to remove
sediment and floatables. Excess roof run-off for the RWH treatment system is diverted to a level spreader prior to
discharge to the receiving stream.
The narrative is presented to address each of the 8 basins within the limits of this phase of construction. Five (5) of
the basins are associated with the apron expansion and utilizes sand filter treatment, one (1) basin is roof run-off and
treated by the RWH, one (1) basin consists of minimal added impervious located between the existing and proposed
hangar, and the remaining basin is encompasses the areas to the northwest of the proposed hangar, the sidewalk
and pedestrian bridge providing access to the proposed parking garage on Canal Street. The project boundary
includes five (5) bypass basins comprising 160,607 sf and depicted on the Drainage Map for information only. Future
permit modifications will address stormwater treatment associated a proposed apron expansion to the southeast that
requires a 401/404 wetland permit.
The site is bordered by a classified intermittent stream, and significant efforts were included in the design to eliminate
impervious areas within a 50' buffer area. The receiving stream is Southwest Creek in the White Oak Basin, with a
stream class C.
Existing Site Conditions
The site is located in an undeveloped area directly southwest of the existing hangar AS4108 and south of an overflow
parking area. The site is bordered by a large drainage canal to the north and south, and a building to the southwest
along Perimeter Street. Further to the southeast is the CALA apron. The site conditions are predominately wooded
(recently clear cut) and turf areas adjacent to the existing aprons. The overall site gradually slopes from the north to
the south with a grade change on the order of 23 to 17 feet.
The south side of the project has an 11-foot deep canal of variable width from 50 to 60 feet. The channel captures
stormwater from an 8'x13' corrugated metal arch pipe on the northeast and drains to the south through four (4) 60"
pipe culverts under Perimeter Street. The canal is the main drainage route for the MCAS runway, taxiways, and
_parking aprons. On north side of the site, a large ditch runs parallel to the existing apron to a 60" culvert under the
ECEIVE.1
New River MCAS P705 Hangar and Apron Expansion MAR 1 8 2013 1 P a g e
Stormwater Narrative
March 12, 2013
BY:._

access drive to the proposed site from White Street. Stormwater is captured via overland sheet flow from the
adjacent apron to the heavily over grown ditch. Upon routing through the culvert, the stormwater is then channeled
through a 12-15 feet deep, 50-80 feet wide canal that flows to the north and then to the south to a 96" culvert under
Perimeter Street. All areas eventually drain to tributaries of Southwest Creek, to New River, and eventually to the
Atlantic Ocean.
Stormwater Drainage Approach
Phase 2 construction activities comprise 12 basins as shown in the attached drainage map. The basins are described
herein by the proposed treatment BMP's and associated outfall.
Airfield Parking Apron — Drainage Areas A-E
BMP Treatment = Sand Filters
The proposed airfield parking apron has been divided in five (5) basins, and is generally bounded by the existing
apron to the east, an intermittent stream to the south, Perimeter Street to the west and the proposed hangar building
to the north. Proposed grading of the site will match existing topography with approximately 2-4 feet of cut and fill to
even the grade. The overall site slopes from north to south on the order of 0.6%.
Stormwater flows in the airfield apron area are captured by airfield drop inlet structures with single or double aircraft
rated grates capable of draining up to a one (1) acre of impervious area. Basin limits are based on the less than 5
acre maximum allowable treatment area for an individual sand filter BMP. Basis of design of the sand filter BMP is
calculated in accordance to the NCDENR Stormwater BMP Manual, Section 11, and provides the required
sedimentation and filtration chamber sizing in accordance to the calculated water quality volumes for a 1.5 inch
rainfall event. Peak runoff calculations were performed with the rational method, and inlet and outlet structures were
sized using Hydraflow Storm Sewer software.
Rainfall in excess of the 1.5 inch storm event diverted through an external "off-line" bypass structure upstream of the
sand filter. The excess flow is diverted to the main outfall trunk line pipe system. In addition to the offline structure,
the sand filter design incorporates an internal weir structure to allow excess stormwater to flow directly into the outfall
chamber, thereby minimizing agitation of the filtration media or damage to the structure. The outfall of each sand
filter and the bypass systems are captured in large diameter pipes and channeled to a discharge point on the south
side of the site. The high flow rates, presence of an intermittent stream, site topography and overall site restrictions
limit the use of level spreaders to diffuse flow velocities. Additional detail is provided below, but the proposed outfall
velocity treatment includes a large base width channel with a 0.0% longitudinal slope to slow stormwater flow prior to
discharge to the canal. Results of hydrology/hydraulics calculations show a 0.81 cfs and 0,96 cfs flow rate at the
outfall point for the 1.5 rainfall event and 10 year storm, respectively.
The following table identifies each drainage basin and the proposed sand filter structure. Included are specifics to
the proposed parking apron, sand filters, and offsite impervious channeled through the proposed system.
New River MCAS P705 Hangar and Apron Expansion
Stanwater Narrative
March 12, 2013
ECEIVEn
_ -MAR 18 2013
J
2age

Table 1
Drainage Area
A Southl
8 South2
C Soulh3
D South4
E (Sout
Total Drainage Area (so
198501
19941il
182655
1 189805
1 149353
On -Site Drainage Area (so
186594
164383
141122
111111
130735
Off -Site Drainage Areas
11907
35028
33833
34005
18618
Proposed Impervious Area (so
168965
186009
173488
181065
1 140776
%Impervious Area total
85.1%
93.3%
95.0%
95.4%
1 94.3%
Impervious Surface Area Detail
Misc. Impervious (Hangar Perimeter) (so
4792
436
436
On -site Apron Parkin Area (sq
148138
146362
135036
142877
117612
Sand filler Area (so
1 4128
4183
4183
4183
4546
Off -Site Adjacent Parkin AreafExislin BUA (so
1 11907
1 35028
1 33833
1 34005
18618
Sand filter Design 10, excl wall thickness
Inside Dimension L x W ft
166' x 22'
166' x 22'
166' x 22"
166' x 22'
163' x 25'
Sedimentation Chamber #1 Internal Width ft
6.5
6.5
6.5
6.5
8.0
Sedimentation Chamber #2 Internal Width fl
6.5
6.5
6.5
6.5
8.0
Filtration Chamber Internal Width
ft
9.0
9.0
9.0
9.0
9.0
Maximum Depth/ Internal Wall Height
ft
8.25
9.85
9.11
9.51
7.30
Desi n Hfl
eadon
4.8
5.0
4.7
4.9
3.6
FiltratiSand Hei ht fl
1.5
1.5
1.5
1.5
1.5
Head/Internal Weir Elevation ft
18.50
17.50
17.35
16.09
15.20
Drainage Areas A-D
Drainage Area A through D generally consist of 4.5 acre treatment areas associated with the proposed apron
expansion, and include some off -site drainage from the adjacent apron and pervious areas in the immediate
proximity of the sand filter. The exception is Area A, which also includes the impervious area for the wash rack and
the access drive and sidewalks on the west side of the proposed hangar building.
The proposed BMP design for Drainage Area A-D is a closed sand filter with two 6'-6" sedimentation chambers, and
one 9'-0" filtration chamber utilizing two 6" diameter perforated PVC pipes to channel the infiltrated water to the outfall
chamber. The internal length of each structure is 166'-0" and will be constructed with an overall slope of 0.5%. The
outfall chamber is located on the down slope end of the sand filter with an internal dimension of 4'-0"x9'-0". The
outfall chamber also serves as an internal bypass structure allowing for a storm event in excess 1.5 inch storm to
Flow over a 9'-0" weir length set at an elevation equal to the head elevation. Design head height is based on
maintaining a hydraulic grade line within the proposed enclosed drainage system 1-foot below the stormwater inlet
rim elevations. Controlling factors in the design were to maintain a longitudinal slope and location to maximize the
capture of surface water from the apron. Also, a maximum chamber width of 9'-0" was required based on
manufacturing limitations of the steel grate tops.
The seasonal high water table (SHWT) in the vicinity of the sand filters is approximately 4' below existing grades.
Due to the size of the treatment area and the site boundary restrictions it was not feasible to provide a sand filter
design that would provide a bottom elevation 1-foot higher than the SHWT elevation. As a result the enclosed sand
filters incorporated considerations for buoyancy and the calculations are provided in the appendix.
The proposed stormwater design incorporates a 5'-0" x 6'-0" bypass structure. Flow in excess of the 1.5 inch rain
event is diverted away from the sand filter with connection to the system outfall trunk line.
Drainage Area E
Drainage Area E is north of the intermittent stream and the BMP treatment is similar to Areas A-D except less
treatment area and lower elevations require a reduced head height. As a result the overall length was reduced and
the sedimentation chambers were increased to 8'-0". The filtration chamber width, outfall chamber dimensions, and
other design elements remained consistent. The overall design head is 3.6 feet.
New River WAS P705 Hangar and Apron Expansion � 8 � �. � 3 � P a g e
Stormwater Narrative
March 12, 2013 MAR f 8 20f3
r

Similar to the sand filters to Drainage Areas A-D, the clearance to the SHWT was unable to be achieved and
buoyancy was a consideration in the design. A 5'-0" x 6'-0" bypass structure is also incorporated into the stormwater
design.
Ouffall Discharge — Drainage Areas A-E
The proposed design includes collection of the stormwaler from the sand filters and associated bypass structures to
a single trunk line with a discharge point to an existing canal located at the south side of the project. The
accumulated flow rate for the 1-Yr (Water Quality Storm) and 10-Yr storm at the point of outfall from the 72" pipe is
70.3 and 130.3 cfs, respectively. In accordance to NCDENR Stormwater BMP Manual, the maximum length level
spreader in coastal counties is 100 linear feet and the maximum allowable flow that can be treated is 10 cfs, or
approximately 8% of the 10-yr flow rate. All excess flows would need to be diverted to a flow splitter device and
channeled to the adjacent stream. Alternatives were evaluated. It was determined that multiple level spreaders were
not feasible based on site restrictions due to topography and geometry, and would require significant land
disturbance activities within close proximity of a classified intermittent stream. As a result, the recommended
approach was to terminate the enclosed system upstream of the receiving water body and construct a 200 linear foot
trapezoidal channel with a 12' base width to diffuse the flow. A 0.0% longitudinal slope reduces velocity to non -
erosive conditions prior to discharging to the intermittent stream. In addition, the outfall will include riprap dissipation
at the outlet pipe. Calculation results are as follows:
Table 2
Design Storm
Flow Rate —Q cfs
Crit.Depth —Y ft
Velocity —V (fps
1-Year
li 70.3
1 0.95
1 0.81
10-Yr
1 130.3
1 1.37
1 0.96
Hangar Roof Top — Drainage Area G
BMP Treatment— Rainwater Harvester & Level Spreader
Stormwater captured on the 61,000 square foot hangar roof top area will be treated by a rainwater harvester (RWH)
to be used as wash water for the helicopter fleet. The design incorporates a connection to 23 downspouts along the
perimeter of the hangar and collection to an enclosed drainage system. The captured rainwater discharges through
a pretreatment continuous deflective separation (CDS) device to remove sediment and floatable trash before entering
the RWH tanks. The proposed RWH is a proprietary system consisting of four -122 linear feet 6-foot diameter spiral
ribbed polyethylene pipes (SRPE) capable of providing 100,000 gallons of storage.
The tank size and demand for the system was provided by the government and is based on washing 16 aircraft per
week at 1,200 gallons per aircraft. The tank was sized to hold 5 weeks of rainwater if a significant rain event did not
occur. Required volume calculations indicate that the proposed roof area and 1.5 inch rain event will yield 68,282
gallons, therefore the 100,000 gallon tank will operate at 68% capacity. Procedures were followed in accordance to
NCDENR-DWQ Technical Guidance: Stormwater Treatment Credit for Rainwater Harvesting Systems, Sept. 22,
2008 and the Rainwater Harvesting Model software developed by North Carolina State University. Results were
indicative that the proposed RWH system will operate efficiently and cost effectively. Calculation results are included
in the appendix.
Excess flows from the RWH are diverted at the CDS through an 18" pipe. Calculated flow diverted at the CDS unit
for a 10 year storm equals 11.6 cfs, assuming the RWH tanks are at rapacity and all flow is bypassed. Diffusion of
the excess flow prior to the receiving water body is provided by a 100 linear foot level spreader designed in
accordance with the NCDENR Stormwater BMP Manual, Section 8, Level Spreader — Vegetative Filter Strip System.
The criteria for sizing the level spreader falls under the SW Rule for coastal counties allowing for 10-feet per cfs of
New River MCAS P705 Hangar and Apron Expansion
Stomwater Narrative
March 12, 2013
ECEIVE 41Page
MAR 18 2013
i

flow, therefore the maximum Q treated by the level spreader is 10cfs. The proposed structure is perpendicular to the
outlet pipe and parallels the receiving body stream bank at an 18-foot elevation. Included is a 9.5 feet wide swale
area, a 2.5 foot concrete curb as the level spreader, 3-feet of #57 stone, and 30-feet width engineered filter strip.
Flow in excess of the allowable 10 cfs for the level spreader is diverted through an upstream flow splicer and
channeled to the receiving canal via a v-ditch with 3:1 side slopes and a longitudinal slope of 0.9%. The weir
elevation was set using hydraulic grade line at the bypass structure for a 10 cfs flow. Weir depth and clearance to
the top of box was checked with a 25-year storm and verified a 4" depth over the weir is accommodated with the
proposed bypass structure design.
Area between Hangars — Drainage Area H
BMP Treatment — Vegetated swale
The drainage area located between the new and existing apron will require the filling of an existing ditch that currently
captures overland sheet flow from the adjacent hangar and apron. The ditch also includes a point discharge from a
single 26" CMP outlet pipe from an enclosed system for the adjacent hangar and parking area. Survey has shown a
15' CMP pipe into the ditch, but field review has shown that the pipe is abandoned. The ditch system drains to a 60"
culvert under the access drive to the canal network located north of the site. Proposed stormwater improvements
allow for sheet flow from the existing impervious areas that will remain and the new impervious areas associated with
the access drive to the apron and hangar perimeter sidewalks. The design incorporates a shallow depression to an
inlet located at the existing 26" CMP. The overall system is sized to channel flow from the 26" CMP to the 60"
culvert. In addition, the overflow for the fire suppression storage tank is routed to the 60" culvert, but is not
considered stormwater system and will not require treatment.
The added impervious associated with the hangar will be treated by overland sheet flow and channeled to the inlet by
vegetated swale.
Area North of Hangar— Drainage Areas I
BMP Treatment — Credit
The drainage area located on the north side of the hangar encompasses the parking area, outside mechanical
buildings, sidewalks, and the pedestrian bridge. The area includes a 3% reduction in impervious area comparing the
24,074 sf proposed and 29,345 sf existing. The proposed design includes stormwater sheet flow from the northwest
face of the hangar across the parking area and captured along the curb and directed to concrete flumes. The
finished grades of the pedestrian bridge will direct the surface waters to the east and the access walk between the
pedestrian bridge and the hangar is sloped to the west and southwest, thereby providing a flow direction towards the
center of the basin. The overall stormwater approach is to minimize channelization and allow for overland sheet flow
towards the east to the bank of the canal. The area will be grassed, and the proposed grades are uniform with slopes
less than 1%.
Due to the reduction in impervious for the basin, our request is to eliminate the need for an additional BMP for the
basin on the basis of using a credit for the existing apron that is treated with Sand Filters A-D. As documented above
the total existing apron within watershed boundary for the sand filters combined is 133,391 sf, or approximately 5.5
times the added impervious for Drainage Area I. It should be noted that an alternative to where the credit will be
applied may be considered in response to permit modifications associated with expansion of the apron to the south.
If it is deemed advantageous to use the credit for another drainage basin, the proposed stormwater design for
Drainage Area I will be revised to include a BMP, or use a combination of a treatment credit and BMP.
Soil Conditions
New River MCAS P705 Hangarand Apron Expansion
Sfmmwafer Narrative
March 12, 2013
ECEI E
--- -- —-+5:1Page
MAR 18 2013
BY:

Subsurface explorations were provided by GET Solutions, Inc. and included in the Report of Subsurface Investigation
and Geotechnical Engineering Services, dated June 8, 2011 and supplemented with an additional report for the sand
filters locations on August 30, 2012. The results of our field exploration indicated the presence of approximately 1 to
23 inches of topsoil material at the boring locations. Approximately 2 feet of "Fill" material was encountered beneath
the topsoil material at boring locations P-20 located south of the southern corner of the existing hangar. The topsoil
and fill material thicknesses are expected to vary at other locations throughout the site. Underlying the topsoil and fill
materials and extending to the SPT boring termination depths of 15, 60 and 85 feet below the existing site grades,
the natural subsurface soils were generally comprised of SAND (SP, SM, SC, and SP-SM) with varying amounts of
Silt and Clay. The N-values recorded within these granular soils ranged from 2 to 100 blows -per foot (BPF) indicating
a very loose to very dense relative density. Deposits of very soft to very stiff CLAY (CL) and medium stiff to stiff SILT
(ML) were encountered within this stratum at varying depths between 0 to 23 feet below the existing site grade at
boring 810 through B-12, B-15, B-16, P-19, P-21, P-23 through P-25, P-27 through P-29, P-41, P-44, P-52, P-53, P-
56 and P-60.
The groundwater level recorded at the boring locations is based on wetness of the recovered soil samples during the
drilling operations. For the apron and hangar borings, the initial groundwater table was measured to occur at depths
ranging from 6 to 14.5 feet below the existing site grades (elevations from about 9.5 to 10.5 MSL) at the boring
locations. The initial groundwater table was measured to occur at depths ranging from about 9.0 to 13.0 feet below
the existing site grades (elevation of about 11.0 MSL) at the boring SB-1 through SB-6 locations. The variation in
groundwater depths are anticipated to have been contributed by the variations in existing site grade elevations and
the associated distance between boring locations. The boreholes were backfilled upon completion for safety
considerations. As such, the reported groundwater levels at these locations may not be indicative of the static
groundwater level.
Also, the soils recovered from boring SB-1 through SB-6 locations were visually classified to identify color changes to
aid in indicating the normal estimated Seasonal High Water Table (SHWT). It is noted that soil morphology may not
be a reliable indicator of the SHWT. However, color distinctions (from orangish brown and tan to light gray and
orangish brown; tan to light gray and tan, etc.) were generally observed within the soil profile of soil samples
collected at the location of borings SB-1 through SB-6. As such, the normal SHWT depth was estimated to occur at
approximately 4 feet (borings SB-1 through SB-6) below the existing site grades.
Existing New River Permits
The contract for the project is in conjunction with construction of the 460,000 square foot combat aircraft loading area
(CALA) and the Perimeter Street parking garage located northwest of the site. Stormwater Management and Erosion
and Sedimentation Control permits have been approved for the CALA and parking garage projects and noted below.
CALA -
• Stormwater Management Permit No. SW8 080945, November 6, 2008 and modified on November 17, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-040
Perimeter Street Parking Garage -
• Stormwater Management Permit No. SW8111108, November 18, 2011
• Erosion and Sedimentation Control Permit, Project ID: ONSLO-2012-057
There has been interest from Camp Lejeune staff to consolidate all the permits for the three separate construction
activities. The table below addresses the parameters of each permit and includes a total for the three areas
combined.
Const. Acti ity
Receiving Water
Drainage Area
Disturbed Area
# of BMP's
CALA
Southwest Creek
1 11.47
19.70
14
Parking Garage
Southwest Creek
13.17
6.50
1
New RiverMCAS P705 Hangar and Apron Expansion 6 P a g e
Stormwater Narrative
March 12, 2013

P-705 Phase 1
Southwest Creek
13.50
12.00
2
Total
Southwest Creek
28.14
38.20
17
New River MCAS P705 Hangar and Apron Expansion 7 P a 9 e
Stormwater Narrative
March 12, 2013

Nelson, Christine
From:
Nelson, Christine
Sent:
Friday, February 22, 2013 10:47 AM
To:
'Matt Haley'
Cc:
[e-mail]; Rob. Old [e-mail]; Scott, Georgette; Russell,
Janet
Subject:
RE: P705 Project at New River
Matt,
I have passed around the information you have provided and the consensus was that a trade for the purple area would
be acceptable. However, a trade for the pink area will be considered once the wetlands impacts are designed and the
mitigation has been agreed upon by the 401/404 folks. Until then, we cannot make an informed decision.
Also, Georgette wanted me to pass along that if this project proposes wetland impacts, then it cannot be submitted to
the Express SW program until those impacts are approved by the 401/404 folks.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and maybe disclosed to third parties unless the content is exempt by statute or other regulation.
From: Matt Haley [mailto:[e-mail]]
Sent: Tuesday, February 19, 2013 10:26 AM
To: Nelson, Christine
Cc: [e-mail]; [e-mail]
Subject: RE: P705 Project at New River
Christine,
I have re -attached the exhibit for reference. Note that this exhibit was reduced to fit an 11x17 page size and is not to
scale. The proposed plan will treat approximately 153,774 sf of existing impervious (YELLOW). The potential apron
expansion (pending change order from the government and 401/404 permits) is approximately 127,270 sf of new
impervious (PINK).
Thanks,
Matthew T. Haley - PE, LEED Green Associate
CAPE FEAR
ENGINEERING
From: Nelson, Christine[mailto:christine.nelson(a)ncdenr.gov]
Sent: Tuesday, February 19, 2013 8:54 AM
To: Matt Haley
Subject: RE: P705 Project at New River
Matt,
I never heard back from you or anyone at TranSystems. Are you still trying to pull the information or have you resolved
your questions?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

From: Matt Haley [mailto: matt. haley(alcapefearengineering.com]
Sent: Friday, February 08, 2013 9:22 AM
To: Nelson, Christine
Subject: RE: P705 Project at New River
Christine,
Chris with TranSystems is pulling together these numbers now. I will pass them along once received.
Thanks,
Matthew T. Haley - PE, LEED Green Associate
CAFE FEAR
ENGINEERING
From: Nelson, Christine [mailto:christine.nelson(obncdenr.gov]
Sent: Friday, February 08, 2013 9:15 AM
To: Matt Haley
Subject: RE: P705 Project at New River
Is the scale on the plan correct? I'm trying to determine how much BUA is associated with the area bubbled in pink but
based on the.scale, but I'm getting numbers that are off. (even for the existing)
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Matt Haley (mailto: matt. halev(abcaoefearengineering.com]
Sent: Friday, February 08, 2013 7:31 AM
To: Nelson, Christine
Subject: RE: P705 Project at New River
Christine,
I completely understand. There are a lot of fires burning on our end too these days. Thanks for the update.
Matthew T. Haley - PE, LEED Green Associate
CAPE FEAR
ENGINEERING
From: Nelson, Christine [mailto:christine.nelson(a)ncdenr.gov]
Sent: Thursday, February 07, 2013 8:17 AM
To: Matt Haley
Cc: cecarlsten(oltransystems.com; apbream(altransystems.com; Rob.Oldham(almortenson.com; Perry Davis; Russell, Janet
Subject: RE: P705 Project at New River
Matt,
This is on my list of things to do, but I am fighting other fires at the moment and will get to this as soon as I can.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

From: Matt Haley [mailto: matt. haley(olcapefearengineering.com]
Sent: Wednesday, February 06, 2013 5:32 PM
To: Nelson, Christine
Cc: cecarlsten(a)transystems.com; apbreamPtransystems.com; Rob.Oldham(a)mortenson.com; Perry Davis; Russell, Janet
Subject: RE: P705 Project at New River
Christine,
I just wanted to follow up on the below email to see if you had the opportunity to review any further or discuss with any
other DWQ staff. We look forward to getting your feedback.
Thanks,
Matthew T. Haley - PE, LEED Green Associate
CAPE FEAR
ENGINEERING
From: Matt Haley
Sent: Friday, February 01, 2013 12:11 PM
To: 'Nelson, Christine'
Cc: cecarlsten(o)transystems.com; apbream(a)transystems.com; Rob.Oldham(dmortenson.com; Perry Davis; Russell, Janet
Subject: RE: P705 Project at New River
Christine,
Thanks for the quick response. I have added some notes and color to the exhibit to better demonstrate what we are
proposing. I understand that there are more DWQ parties that will need to get involved but was hoping you could run it
up the flag pole and provide us with some initial feedback before a more formal meeting is scheduled.
As shown on the attached exhibit, a large portion of the existing apron area (yellow) drains into existing ditches (orange)
that immediately discharge into the existing intermittent stream (blue). Instead of bypassing the runoff from the
existing apron and discharging directly to the intermittent stream, the current design intends to capture runoff from the
existing apron area and treat it using sand filters. Collection of the existing impervious has increased the required size
and cost of the proposed sand filters; however, by making the decision to not bypass these flows the proposed project
has prevented untreated runoff from 3.5 acres of hardstand from entering the adjacent surface waters. This decision
results in a direct benefit to water quality.
The following are two scenarios that we would like for NCDENR to consider giving credit for.
Option 1
There is a potential change order from the government to fill and pipe approximately 970 LF of the existing intermittent
stream on the south side of the project and to extend the concrete apron. This activity will require 401/404 permits. If
the government issues this change order we would like for NCDENR to consider giving credit for the existing apron area
(yellow) that will be treated in exchange for the construction of the apron expansion (pink).
Option 2
If NCDENR is opposed to Option 1 above, we would like NCDENR to consider giving credit for the new impervious areas
in front of the proposed P705 Hangar. These areas could still be treated using grassed conveyance measures, either
swales or sheet flow.

We know that NCDENR has allowed projects to "swap" BUA in the past even if it included only partial credit (a ratio of
existing to new). Please let me know if you have any additional questions or want to discuss in more detail.
Thanks,
Matthew T. Haley - PE, LEED Green Associate
CAPE FEAR
ENGINEERING
From: Nelson, Christine rmailto:christine.nelson(a)ncdenr.gov]
Sent: Friday, February 01, 2013 11:04 AM
To: Matt Haley
Cc: cecarlsten(abtransystems.com; aQbreamPtransystems.com; Rob.Oldham(almortenson.com; Perry Davis; Russell, Janet
Subject: RE: P705 Project at New River
Matt,
This project has been identified as being surrounded by surface waters. I'm not following your idea that you want to
treat existing BUA that is draining to ditches but will let untreated new BUA that is closer to the surface waters go
untreated. How is that better treatment?
The idea of trading BUA treatment is not something that is encouraged and is only approved after much consideration
and justification. A discussion is needed with more in-depth proposals and information from your group and needs to
involve more people from DWQ than just myself.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Matt Haley (mailto: matt. haley(alcapefearengineering.com]
Sent: Friday, February 01, 2013 10:42 AM
To: Nelson, Christine
Cc: cecarlsten(a)transystems.com; [e-mail]; [e-mail]; Perry Davis; Russell, Janet
Subject: P705 Project at New River
Christine,
As we discussed on the phone earlier this week, Cape Fear Engineering is going to be assisting TranSystems with
permitting for the P705: Aircraft Maintenance Hangar and Apron at the New River Air Station. We have visited the site,
met with the engineer and contractor, and have identified a potential permitting strategy that we would like to get your
input on.
See Attached Exhibit. The proposed P705 plan will capture and treat a significant amount of existing impervious (3.5
ac). Runoff from the existing impervious area currently drains directly into the existing drainage ditches. We are
interested in pursuing a credit for treatment of this existing impervious that can be applied to the construction of
new impervious. The exact location of the "swap" is still to be determined but potential areas include the impervious
in front of the hangar (parking, sidewalks, PV canopies, pedestrian bridge, etc.), a future apron extension to the
south (right of drainage area E), or a combination of these two areas.
Please let me know what you think and if a formal scoping meeting is needed to discuss.
Thanks,

Matthew T. Haley - PE, LEED Green Associate
CAPE FEAR
ENGINEERING
matt.haley(cDcapefearengineering.com
C: 910.338.8602
0: 910.383.1044 ext. 136
F: 910.383.1045

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