SW8070926_HISTORICAL FILE_20100819

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2010 0$1�1
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
August 19, 2010
Carl Baker, Deputy Public Work Officer
MCB Camp Lejeune
BLDG 1005 Michael Road
MCB Camp Lejeune, NC 28547-2521
Subject: Stormwater Permit No. SW8 070926 MOD
Wounded Warrior Hope and Care Center
High Density Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application Modification
for Wounded Warrior Hope and Care Center on August 18, 2010. Staff review of the plans and specifications
has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A
NCAC 21-1.1000 and Session Law 2008-211. We are forwarding Permit No. SW8 070926MOD dated August
19, 2010 for the construction and operation of the subject project.
This permit shall be effective from the date of issuance until November 16, 2017, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and Maintenance
requirements in this permit. Failure to establish an adequate system for operation and maintenance of the
stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this permit.
This request must be in the form of a written petition, conforming to Chapter 150B of the North Carolina
General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, please contact Chris Baker or me at [phone].
Sincerely,
Georgette S t
Stormwater Supervisor
Surface Water Protection Section
GDS/csb: S:\WQS\STORMWATER\PERMIT\070926mod.aug10
cc: James W. Farrell, P. E., Hoggard-Eure Associates, P. C.
Onslow County Building Inspections
Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 NorthCarolina
Phone: [phone] FAX: [phone] Customer Service: "77 623-6746 orthC "lull/
IntemeC www.ncwaterquality.org Li

State Stormwater Management Systems
Permit No. SW8 070926 MOD
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Carl Baker, Deputy Public Works Officer and USMCB Camp Lejeune
USMCB Camp Lejeune Wounded Warrior Barracks Site
Brewster Blvd, Jacksonville, USMCB Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of three (3) wet detention ponds ane one (1) infiltration
basinin compliance with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211
(hereafter collectively referred to as the "stormwater rules') the approved stormwater
management plans and specifications and other supporting data as attached and on file with
and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until November 16, 2017, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described in Sections 1.8 and 1.9 on page 3 of this permit. The stormwater control has
been designed to handle the runoff from 366,791 square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated in Sections 1.8 and
1.9 on page 3 of this permit, and per approved plans.
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.
5. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system.
6. Wet ponds #1, 2 and the infiltration basin must be operated with a 30' vegetated filt er,
designed to pass the peak flow from the 10 year storm in a diffuse and non -erosive
manner.
Paae 2 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
r;1
Q
The project shall provide a 50' wide vegetated buffer adjacent impounded structures,
streams, rivers, and tidal waters in Drainage Area Number 3 & 4, which is subject to 15A
02H A000 and SL2008-211, effective October 1, 2008.
The following design criteria have been provided in the wet detention ponds and must be
maintained at design condition:
ueRK
Pond #1
DA #1
;Pond #2
DA #2
Pond #3
DA #4
a
Drainage Area acres
Onsite, ft2.
Offsite, ft2
9.3
405,846
None
6.5
281,346
None
10.41
453,394
None
b =
Total Impervious Surfaces, ft :
'Onsite;ft2
F°;`Offsite; ft2
94,955
94,955
None
128,503
128,503
None
137,467
137,467
None
c: -
Desi n'Storm, inches:
1.5
1.5
1.5
d. j
Average P nd Design Depth, feet:
3
3
3.5
e..
TSS removal efficiency:
85
85
90
f. < .
Permanent Pool Elevation, FMSL:-
7
14
14.5
Permanent Pool Surface Area, ft : J
19,323
18,345
15,208
h.
Permitted storage Volume, ft: .
21,210
20,318
20,652
L ;
Temporary Storage Elevation, FMSL:.
8
14
15.7
Pre-dev.l: r-24 hr. discharge rate, cfs:
**
**
5.43
k. .:.Controlling
Orifice, in:
2.5
2.5
2.5
L.
Orifice flowrate, cfs:
'"
**
0.09
m.
Permitted Foreba Volume, ft :.
12,967
15,872
9,429
n.
fountain Horsepower. . ,
1/4
1/4
1/4
o.
Receiving Stream/River Basin:
Northeast Creek / White Oak
p.
Stream Index Number:
19-16- 3.5
q.
Classification of Water Body:
"SC;HWQ,NSW"
" At the time of permitting, November 16, 2007, this criteria was not a requirement for
ponds #1 & #2
The following design criteria have been permitted for the infiltration basin and must be
provided and maintained at design condition:
a.
8
Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
Total Impervious Surfaces, ft2:
Onsite, ft2:
Onsite, ft2:
Design Storm, inches:
Basin Depth, feet:
Bottom Elevation, FMSL:
Bottom Surface Area, ft2:
Bypass Weir Elevation, FMSL:
Permitted Storage Volume, ft3:
Predevelopment 1 yr 24 hr peak flow, cfs:
Post -development 1 yr 24 hr peak flow, cfs:
Type of Soil:
Expected Infiltration Rate, in/hr:
Seasonal High Water Table, FMSL:
Time to Draw Down, hours:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
Infiltration Basin - DA #3
0.38
16,578
0
5,866
5,866
0
1.5"
1
14.0
3,500
15.0
3,878
0.28
0.06
Baymeade
0.80
11.50
16.6
Northeast Creek / White Oak
19-16-(3.5)
"SC;HWQ,NSW'
Paae 3 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
h. Maintain level spreaders in accordance with approved plans and specifications.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the stormwater treatment system, subject
to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower fora fountain in these three ponds is 1/4 horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications, and
other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate easements at all
times.
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction.
Paae 4 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD'
11. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership of any part of the permitted property.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
12. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
13. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable except after, notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit issued shall continue in force and effect until revoked or terminated. The
permit may be modified, revoked and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and reissuance or termination does not stay
any permit condition.
Pace 5 of 8

State Stormwater Management Systems
Permit No. SW8 070926 MOD
Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
10. The permittee shall submit a permit renewal application at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 19th day of August, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
�ct
for Coleen K Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

(Y)Cd 0� 2�0 S w 8 � no�kDZ
For DENR Use ONLY
North Carolina Department of Environment and Reviewer:] 4, f, 41
Natural Resources Submit 5 l7 7c.esA
NCDENR Request for Express Permit Review Time: 11•100 _.
Confirm .h '-. <
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan (PDF file) and vicinity man (same items expected in the application package
of the project location. Include this form in the application package. (j
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(o)ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(a)ncmail.net �_ t O
• Mooresville & -Patrick Grogan 704-663.3772 orpatrick.oropan(a)ncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or Ivn.hardison(dncmaii.net
• Wilmington Region -Janet Russell910-350.2004 orianet.russell(0cmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P1378-WOUNDED WARRIOR HOPE AND CARE CENTER County: ONSLOW
Applicant: MR. CARL BAKER, DEPUTY PUBLIC WORKS DIVISION Company: USMC, CAMP LEJEUNE
Address: 1005 MICHAEL STREET City: CAMP LEJEUNE, State: NC Zip: 28547
Phone:[phone] Fax:[phone] Email: CARL.H.BAKERpnUSMC.MIL
Project is Drains into SC:HQW. NSW waters Project Located in WHITE OAK River Basin
Engineer/Consultant: JAMES FARRELL Company: HOGGARD-EURE ASSOCIATES, PC
Address: 901 PORTCENTER PARKWAY, SUITE 5 City: PORTSMOUTH, State: VA Zip: 23704 APR 2010
Phone: [phone] Fax::[phone] Email: JIM o(?,HOGGARD-EURE.COM
(Check all that apply)
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)j
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —Constructive Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems ® MODIFICATION SW 70926 (Pirovide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 6.35 acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BEADDRESSED BELOW
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: (Check #
Isolated wetland on Property ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount
SUBMITTAL DATES
I Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ ❑Min Mai;
$
SW ❑ HD CILD ❑ Gen
$
401:
$
LQS
$
I Stream Deter_
$

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph fI - Post Construction
(select all that apply) ❑Non-CoastalSW-HQW/ORWWaters ❑ Universal StormwaterManagement 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 form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent nvith project name on plans,
spificatious, letters, operation and maintenance agreements, etc.):
P-1378 Wounded Warrior Hope and Care Center
2. Location of Project (street address):
Hospital Corps Road
City:MCB Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
Camp Lejeune Main Gate Make right onto Brewster Blvd, right onto Hospital Corps Road Approximatelly
1200' make left onto unnamed road. Project site on Left Southeast of BEO construction Project
4. Latitude:34042' 12" N Longihrde:77* 21' 50" W of the main entrance to the project.
H. PERMIT INFORMATION:
1, a. Specify whether project is (check one): ❑New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 070926 , its issue date (if known)April 7, 2009 and the status of
conshvetion: ❑Not Started ®Partially Completed* Q Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density []Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater 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:19.8 ac of Disturbed Area
0404/401 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:SW8 070926 - Wounded Warrior Barricks Site
Form SWU-10l Version 06May2010 Page I of 6
AUG 1 0 2010
,3Y: pw_v.. tx�r�ss

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the oroiect):
Applicant/Organization:Commanding Officer. Marine fjrs• Base. Camp Lejeune
Signing Official & Title:Mr. Carl Baker, Deputy Public Works Officer
b. Contact information for person listed in item 1a above:
Street Address:1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):1005 Michael Road
City:MCB Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-2213 Fax: (910 ) 451-2927
Ema l:carl.h.baker®usmc.mil
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact hiformation, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
State: Zip:
Mailing Address (if applicable):
Phone: O_ _ _ Fax:
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
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:
Phone:
State:
Fax: ( )
4. Local jurisdiction for building permits: N/A - Federal Property
Point of Contact:N/A Phone #: ( )
r` -'V
AUG 1 0 2010
FonnSWU-101 Version 06May1010 Page 2of6
BV: . _ _

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater shall be collected in grassed swales and an inlet and pipe system and transported to a wet
detention basin. Additional Low Impact Development (Not permitted) shall be constructed to fulfill Navy
requirements. An existing Infiltration basing will be modified by reducing the area flowing to this feature.
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 Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
® Coastal SW -1995 ❑ Ph II - Post Construction
3. Storm water runoff from this project drains to the White Oak River basin.
4. Total Property Area: 26.6 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:26.6 acres
Total project area shall be calculated to exclude thefollowing: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) lime, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Noii-coastal wetlands latdward of the NHW (orMHW) lice tray
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 31.9 %
9. How many drainage areas does the project have? 4 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Northeast Creek
Northeast Creek
Northeast Creek
Northeast Creek
Stream Class *
SC;
SC;
SC;
SC;
Stream Index Number *
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
19-16-(3.5)
Total Drainage Area (sf)
405,846
281,346
16,578
453,394
On -site Drainage Area (so
405,946
281,346
16,578
453,394
Off -site Drainage Area (sf)
1 0
0
1 0
0
Proposed Impervious Area** (so
94,955
128,502
7,660
137,467
Im pervious Area** total
23.4%
45.7%
46.2%
Impervious** Surface Area
Draina e Area 1
Draina e Area 2
Draina e Area 3
Draina e Area 4
On -site Buildings/Lots (so
10,827
31,799
0
43,565
On -site Streets (so
54,729
6,910
5,866
15,285
On -site Parking (so
10,429
84,942
0
61,139
On -site Sidewalks (so
18,907
4,792
0
15,870
Other on -site (so
N/A
N/A
N/A
1,608
Future (so
0
0
0
0
Off -site (so
0
1 0
0
0
Existing BUA*** (so
0
0
0
0
Total (so:
94,955
128,503
5,866
137,467
Stream Class and Index Number can be determined at: bttp://povtal.medenr.or ueb/uq[ps/csu/clnssificatiorrs
" Impervious area is defined as the built upon area including, but not lirnited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
*** Report oily that armount of existing BUA that will remain after development. Do not report ait j Qxistiitg BUA that
is to be removed and which will be replaced by nezv BUA.
Form SWU-101 Version 06May2010 Page 3 of AUG 1 0 2010

11. How was the off -site impervious area listed above determined? Provide documentation.
No off -site impervious areas
Projects in Union County: Contact DIVQ Central Ofice staffto check ifthe project is located idthiu a Threatened &
F,ndangered Species watershed Neat fray be subject to rrore stringent storrnvater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stornnnvater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://tiortal.iicdenr.orsz/web/wn/ivs/su/bniD-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 http://12ortaLncdeiir.org/iveb/wq/ivs/su/statesiv/forms dots. 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 http://portal.iicdenr.org/web/ivq/ivs/su/maps.)
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://12ortatncdeiir.ore/nveb/wq/ws/sit/statessv/forms dots.
1. Original and one copy of the Stormvater Management Permit Application Form.
—
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII belono)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreennent(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://;viviv.envhelp.org/12ages/oiiestopexpress.htni 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/managementfor
the project. This is required in addition to the brief summary provided hi the Project
Information, item 1.
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.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
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 NHW Pules.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document)..
p. Vegetated buffers (where required). I - �:
FormSWU-101 Version06Ma)2010 Page 4of6 AUG 1 0 2010

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify �S—
elevations in addition to vs) i ll 11 f tl I,I l l
cep as u e as a map o ne orng ocahons wit n tie exnshng
elevations and boring logs. Include an 8.5"x11" 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 verifrj the SHWF prior
to snnbnuittnl, [phone].1.
A copy of the most current property deed. Deed book: N/A Page No:
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, itenn la, 2a, and/or 3a per 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.
http://wwiv.secretaTy state ucus/Coporltions/CSearcli.as2x
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
bttp://Vortal.iicdeiir.org/xveb/­%vq/ivs/su/states%v/foriiis 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 signature(s) below, the permit holder(s) certify that the recorded properly 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
tinder 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,
VIll. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineerlames W. Farrell
Consulting Firm: Hoggard-Eure Assocoates, PC
Mailing Address:901 Portcenter Parkway, Suite 5
City:Portsmouth
Phone: (757 ) 484-9670
Email:l im®hogga rd-eure.corn
Stale:VA Zip:23704
Fax: (757 ) 484-7498
IX. PROPERTY OWNER AUTHORIZATION (if Con toet Information, items 2 has been filled ont complete this
section)
I, (print or type none of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type nmue of organization listed in
Contact Information, item 1b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Ah„ 1 0 20W 1
Form SWU-101 Version 06Ma}2010 Page 5 of

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 stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Stage 143-2151 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.
do hereby certify
before me this _ day of
a Notary Public for the State of . County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
L (print or type name of person lister! in Contact Information, item 2) C kR� c of 'ee
certify that the information included on this permit application form is, to the best of nr kn wledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective venmrts will be recorded, and that the proposed project complies with the requirements of the
applicable s rill water ndes er 1 NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signah�re: c�W Date: � �//L) 1d
I, -n , I / L�ih,( JI , a Notary Public for the State of VOLA444 n�.county of
_µ do hereby certify that �Q�1 �� ,S'S��_n personally appeared
before me thist0. 'day of a loIO . and ac rowledge the due execution of the application for
a stormwater permit. Witness my #and and official seal,
SYLVIA NORRIS
NOTARY PUBLIC
E
NSLOWCOUNTY, CAIISSIONEXPIRES 3
SEAL
My commission expires o1 2 015-
Form SWU-101 Version 06May2010 Page 6 of
AUG 1 0 2010
'r.

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ZJO Z 0513d
6r)od "20c,2-&
64r, 1
DENR Use ONLY
North Carolina Department of Environment and
;e"ewer: 1�
©�•�� Natural Resources
Submit
Request for Express Permit Review
NCDENR
Time:
Confirm
0
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Include this form in the application package.
• Asheville Region -Alison Davidson 828.196.4698;alison.davidson(@_ncmail.net
pp
` M5 21,
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(ftcmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.groyan(ftcmail.net
• Washington Region -Lyn Hardison 252-946-9215orlyn.hardison(dncmail.net
• Wilmington Region -Janet Russell 910.350.2004 or janet.russell(lncmaiLnet
NOTE: Project application received after 12 noon will be stamped in the following work day.
4
Project Name: P1378-WOUNDED WARRIOR HOPE AND CARE CENTER County: ONSLOW
Applicant: MR. CARL BAKER, DEPUTY PUBLIC WORKS DIVISION Company: USMC, CAMP LEJEUNE
Address: 1005 MICHAEL STREET City: CAMP LEJEUNE, State: NC Zip: 28547
Phone:[phone] Fax:[phone] Email: CARL.H.BAKER(g USMC.MIL RE J 'J !!
Project is Drains into SC'HQW, NSW waters Project Located in WHITE OAK River Basin
Engineer/Consultant: JAMES FARRELL Company: HOGGARD-EURE ASSOCIATES, PC JUL 2 9 2010
Address: 901 PORTCENTER PARKWAY, SUITE 5 City: PORTSMOUTH. State: VA Zip: 23704
Phone: [phone] Fax::[phone] Email: JIM gOHOGGARD-EURE.COM_-
(Check all that apply)
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls —Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —Constructive Wetlands _ # Treatment Systems
❑ High Density -Other _ #,Treatment Systems ® MODIFICATION SW 70926 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ElErosion and Sedimentation Control Plan with 6.35 acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW J LLN e, 10 1 201 b EC A c'OJ A `
❑ Wetlands (401): Check all that apply
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multiple permits: (Check #
Isolated wetland on Property ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENR use only
Total Fee Amount
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ Ma' ❑Min
$
SIN ❑ HD ❑ LD [I Gen)
$
401:
$
Los
$
Stream Deter_
$
O - l on Z(P

04
P-1378 Wounded Warrior Hope and Care Center Solicitation Number N40085-06-R-6029
P-1330 Wounded Warrior Battalion Headquarters Building
Marine Corps Base, Camp Lejeune, North Carolina
EARTHWORK - Site grading shall be in accordance with the UFC 3-200-ION "Design: General Civil/
Geotechnical / Landscape Requirements". Building finished floor elevations of all structures shall be
above the 100-year flood elevation. Positive drainage shall be provided away from the new building.
The finished floor of the building shall be a minimum of 6-inches above the finished grade around the
building. Piping, ditches and swales shall be provided as need to convey storm water runoff away from
the building.
EROSION AND SEDIMENTATION CONTROL — (Permit Previously Approved) Temporary and
permanent Sediment and Erosion Control features shall be provided to prevent erosion and
transportation of sediment from the project site. Permanent and temporary erosion and sedimentation
control measures shall be in accordance with the North Carolina Erosion and Sedimentation Control
Planning and Design Manual. Planned Erosion and Sedimentation Control measures shall include, but
not limited to:
Silt Fencing Basin Inlet Protection
Stone Outlet Protection Construction Entrance
Temporary Sediment Trap. Temporary Seeding
Y
x
2of2

P-1378 Wounded Warrior Hope and Care Center Solicitation Number N40085-06-R-6029
P-1330 Wounded Warrior Battalion Headquarters Building
Marine Corps Base, Camp Lejeune, North Carolina
DESIGN NARRATIVE
SECTION I CIVIL
GENERAL - Projects P1378 Wounded Warrior Hope & Care Center and P1330 Battalion Headquarters
Building shall be designed in accordance with the RFP, appropriate UFC criteria, and the State of North
Carolina regulations.
EXISTING SITE CONDITIONS - The existing site is located north of Brewster Blvd, west of the
Hospital and just south of the BEQ Wounded Warrior Battalion, currently under construction. Existing
utilities for use by projects P1378 & P1330 are currently under constructed by project `BEQ Wounded
Warrior Battalion."
SITE DEMOLITION - The project site is mostly undeveloped. The only anticipated demolition /
relocation will be of an access road currently under construction by the BEQ project. Tree clearing shall
be kept to the minimum required.
SITE DRAINAGE AND STORMWATER RUNOFF — Stormwater management will comply with
the requirements of the applicable UPC and the stormwater management instructions included in the
RFP. The Stormwater Management design will emphasize Low Impact Development (UFC 3-210-10)
Best Management Practices including grassed swalcs, filter strips, and infiltration trenches (where
possible).
The geotechnical report prepared for Projects P1378 Wounded Warrior Hope & Care Center and P1330
Battalion Headquarters Building indicates different conditions from those provided in the RFP. The
geotechnical report indicates ground water observed at 1-5' below existing grade. These elevations may
be due to a perched water table condition. The geotechnical report states that the Normal Seasonal High
Water Table (SHWT) is estimated at I to 2.5' below existing grade.
The elevation of the SHWT will not allow the use of sand filters, bio-retention, and infiltration due to
the design requirements of NCDENR. NCDENR requires a minimum of two (2) feet of separation
between the management feature and the SHWT.
To satisfy the LID requirements of the Camp Lejeune and the Navy, infiltration trenches will be
provided throughout the site to capture and transport stormwater through the site. These trenches will
capture the required volume to satisfy the LID calculations, the 951h Percentile storm event, 2.4 inches.
This volume will be infiltrated thru into the existing ground. Due to high SHWT, under drains shall be
provided to ensure drainage. See civil calculation for exact numbers.
Other LID features shall include minimizing curbing, paving and storm piping, while maximizing
overland Flow, green space, and natural features.
One (1) wet ponds shall be constructed to satisfy the requirements of NCDENR. This pond will be sized
to comply with NCDENR design regulations.
The infiltration trenches will transport overflow storm water to the wet ponds. It is our intent to not
have the infiltration trenches part of the storm water permit since they will not meet the —design
requirements. �1F' Chi-V,013,
I of 2 1 JUL 2 9 2010

MEMORY TRANSMISSION REPORT
FILE NO.
052
DATE
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: 8 917574847498
DOCUMENT PAGES
9
START TIME
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END TIME
08.20 12:50
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE
TIME :08-20-'10 12:50
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
***
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor Dee Freeman, Secretary
FAX COVER SHEET
Date: if' 2') -/a N'o. Of Pages: (excluding cover) _
To: 5 . i 0. r'Ay From:.
CO: CO: NC DE
FAX #: %S'�7 — j� c(- 7yW FAX#: [phone]
REMARKS:,40
rt F �i✓b� 070 9�(� iLt��
127 Cardinal Drive Extension, Wilmington, N.C. 28405-7845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer

'V.
MEMORY TRANSMISSION REPORT
FILE NO.
051
DATE
08.20
12:43
TO
: 8 919104512927
DOCUMENT PAGES
9
START TIME
08.20
12:44
END TIME
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12:46
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9
STATUS
OR
*** SUCCESSFUL TX NOTICE
4
91
M®
N
TIME :08-20-'10 12:46
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor Dee Freeman, Secretary
FAX COVER SHEET
Date: "� — 2.0 — tO
To: ,r
CO:
FAX#: Ito - `-tfi- 2-12-7
REMARKS: /-
No. Of Pages: (excluding cover)
From:
CO: NC DENA
FAX#: [phone]
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer
a

A
>ggard-Eure
kssociatesP.-.
EERS 6URVEVORS PL�NNERe
757-484-9670 - Fax: [phone] - 901 Port(entre Parkway, Suite 5 - Portsmouth, Rginia 23704
August 17, 2010
North Carolina
Department of Environment and Natural Resources
Wilmington Region
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
ATTN: Mr. Chris Baker
Re: P1378-WOUNDED WARRIOR HOPE AND CARE CENTER
Marine Corps Base
Camp Lejeune, North Carolina
Our File No. 3126.00.09
Dear Mr. Baker:
Hoggard / Eure Associates, P.C. has received your comment letter dated August 16, 2010, and respectfully submits the
following information in response to your comments.
1. The plans received on August 12, 2010 are not sealed, please correct.
Enclosed are drawings C-003, C-004, and C-005, full size, and two copies of each.
2. Stormwater plans must be submitted on standard engineering scales, please correct.
i
Drawings scales shall be changed to 1"2e 30
3. The wet pond section detail shows the bottom of the vegetated shelf and the middle of the vegetated shelf
to both be at elevation 14.5, please correct.
Detail has been clarified. Grade of 14.50 changed to 14.00
4. The orifice on the outlet structure detail calls for a 2 nW cap with a 2" hole on a 6" pipe, please correct.
2 '/a" corrected to read 6"
5. An infiltration basin supplement form will be required due to the change in drainage area (3) and surface area
it is treating.
The original Infiltration basin Supplement has been edited to indicate the current drainage
area and the current impervious surface.
6. Section 2.13 "Pond Routing Calculations' show the surface area at elevation 15.7 to be 26,836 sf. The wet
pond supplemental form reports the surface area at elevation 15.75 to be 19,212. Please determine which is
in error and correct.
The AutoCAD drawings were rechecked and the calculations were corrected to match the
construction drawings. The 15.7 vs 15.75 have been corrected. Please note that elevations 15
thru 18 are calculated by including the area that runs north— south Yusbwestofthe pond. -1
AUG 1 8 2010
-.-D%JQ E,LPvcSS

The following information is included in this package to clarify your comments described above.
In response to comments 1, 2, 3, and 4 listed above the following drawings are included. Full size, signed and
sealed, and scale changed to V = 30'. The following drawings are included. Drawing that were determined
"not required" at the meeting last week have not been included.
C-001 C-105 C-115
C-002 C-106 C-116
C-003 C-107 C-117
C-004 C-108 C-507
C-005 C-114
2. In response to comments 5 listed above an Infiltration Basin Supplemental for has been included for Sub
Basin #3.
3. In response to comment 6 listed above the narrative and calculations have been revised and reprinted.
Revised numbers are underlined in red.
I have not included information in the calculation package that were not affected, specifications, maps and geotechnical
report. I will repackage and deliver at you request.
Please contact me if any questions or comments arise during your review. I will be able to visit your office or speak to
you by telephone if necessary to help with your review.
Very truly yours,
H G COATES, P.C.
."0
J es . Farrell, P.E.
J
plir, 1 S 2010

MEMORY TRANSMISSION REPORT
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DATE 08.16 15:23
TO S 919104512976
DOCUMENT PAGES 2
START TIME 08.16 15:24
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STATUS OK
*** SUCCESSFUL TX NOTICE
TIME :08-16-'10 15:24
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
***
p7
�ENR
North Carolina Department of Environment and Natural Resources
0M.I.n of Water Ouallty
Bovady Eaves Perdue C.1.re H. Sullins Oaa Fraoman
Governor Olroalor Secrotary
August 10, 2010
Carl anker, Deputy Public Works OfHcar
USCMB Camp Lajauna
1006 Micheal Road
USMCB Camp L.Jeune,, NC 28547
Subject: M-14 t for Addltlonal Information
Stormwatar Project No_ SW9 070929MOU
Woundad Warrior Hopa and Care Cantor
Onelow County
Dear Mr. Raker
Tha Wllming9ton Ra�glonalr WOMIca mcalvad and accoptad a modNlad State Stormwatar Management
Permit Applicatlon foounded Warrior Hoppe and Cara Center on August 12. 2010. A preliminary in-
dnpth ravlaw of that Information has datnrmined that the application Is not compinta. Tha following
Information In needed to continua the atormwatar ravlaw:
1. Tha plans racaivad on August 12. 2010 are not sanlad, please correct.
2. Stormwatar plans must me nubmtttad on standard engineering acalas. please, correct.
3. Tha wat pond section detail shown the bottom of the vegetated shelf and lha mlddla of
the vagatstad .half both to be, at alavatlon 14.6', please correct_
4. Tha oriftoa on the outlet ntructura datall calla far a 2 1/ - cap with a drilled 2- hole, on a
6" pip., please co rract.
6. An Inflltration baaln supplemental form will be roqulmd duo to the chpnge, In drainage
area and surface area It la treating.
6. Sactlon 2.13 "Pond Routing Calculation.' show the surface area at alavatlon 15.7 to be
26,836 of. Tha wet pond aupplamental form roporta the aurfaca area at alavatlon 15.76
to be, 10.212 .1. Plaasa rlatarmina which In In error and correct.
Kaopp in mind soma or all of these comments may cause raqulrad changes In the atormwatar permit
nppllcatlon, supplemental forma. plans, calculations, etc.
Pleaaa n to that thin request for addittonsl Information is In raspnnse to a preliminary review. Tha
raauastad Information should be, racaivad In this Ofgce prior to august 23. 2010. or tM1he application will
be, returned as incompinta. Tha return of a project will nacassitata rasubmittal of all required items,
including the application fee.
121 m I4� NpW,rw @afarrlm, j
.i@io-r@ea�aielF awrviow c m.•on,. .et@a arr.e:�arw W, Av

MEMORY TRANSMISSION REPORT
TIME :08-16-'10 15:23
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
493
DATE
08.16 15:23
TO
R 917574847498
DOCUMENT PAGES
2
START TIME
08.16.15:23
END TIME
08.16_15:23,
PAGES SENT
STATUS
�: OK��
*** SUCCESSFUL TX NOTICE
I.VC-NIEW,
ERR- -- - — -
North Carolina Department of Environment and Natural Resources-
Dlvislon of Water Quality, -
Beverly Eaves Porduo Colssn H. Sul line One Frsaman
i
r3overnor DbsclorSecratary
August 19. 2010
Carl BaKar. Doputy Public Works O If er
USCMS Camp Lelaune v ��✓/�
1005 Michael Road
USMCB Camp Let.un.. NC 20547
SUbjec,t] Roq uast for Additional Information \ /
Stormwator Project No_ SW9 070929M00
Woundad Warrior Hope and Cara Contor-
Onalow County--
D.ar Mr. Baker-
Th. Wilmingpton Raplonal Office received and acc.ptad a modified States Stormwatar M"nagemant
Pormit Appllcation for Woundad Warrior Hopes and Cara Canter on August 12. 2010- Apra liminary In-
dapth review of that information has determined that the application Is not complata. Tha following
Information is n.adad to continua the atormwatar review:
1. Tha plans racaivad on August 12. 2010 are not sealed. please correct.
2. Stormwatar plane must me submitted on standard anginaaring acalas. please correct.
3. Tha wet pond section detail shows the bottom of the, vegetated shelf and the middle of
the vegetated shelf both to be at alavatlon 14.5'. please correct.
4. The orifice on the outlet atructura detail calla for at 2 1/2" cap with a drilled 2" hole, on a
S" pipe. plaoaa co rr.ct.
5. An infiltration baaln supplemental form will be, requlrod due to the change In drainage
area and surtaco area It In treating.
5. Sactlon 2.13 "Pond Routing Calculatlona" ahow the Surface eras st alavatlon 15.7 to be,
29 830 af. Tha wet pond supplemental form report. the aurf.ca area at alavatlon 15.75
to 6a 10.212 sf. Plaasa determine which Is In error and corract.
Keep In mind some or all of these commants may cause required changes in the atormwatar permit
application. aupplemantal forma. plans, calculetlons. etc.
Pl.asa not. that thla request for adalltional Information Is In mapansa to a preliminary review_ Tha
U%quaslad information ahould be, racalvad In this O Ica prior to august 23. 2010. or the application will
returned as lnC mP later. -rho return of a project will nacaaaiteta rasubmittal of all required items.
including the application fee.
P�\: Y10.140-'/316\FNf:Y\OJ60-]00�\CurOn�lr Barvlw: l-0rrTT3#)b +��nrCtttCatO a

AGNA
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
August 16, 2010
Carl Baker, Deputy Public Works Officer
USCMB Camp Lejeune
1005 Michael Road
USMCB Camp Lejeune, NC 28547
Division of Water Quality
Coleen H. Sullins
Director
Subject: Request for Additional Information
Stormwater Project No. SW8 070926MOD
Wounded Warrior Hope and Care Center
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a modified State Stormwater Management
Permit Application for Wounded Warrior Hope and Care Center on August 12, 2010. A preliminary in-
depth review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
The plans received on August 12, 2010 are not sealed, please correct.
Stormwater plans must me submitted on standard engineering scales, please correct.
The wet pond section detail shows the bottom of the vegetated shelf and the middle of
the vegetated shelf both to be at elevation 14.5', please correct.
The orifice on the outlet structure detail calls for a 2 1/2" cap with a drilled 2" hole on a
6" pipe, please correct.
An infiltration basin supplemental form will be required due to the change in drainage
area and surface area It is treating.
Section 2.13 "Pond Routing Calculations" show the surface area at elevation 15.7 to be
26,836 sf. The wet pond supplemental form reports the surface area at elevation 15.75
to be 19,212 sf. Please determine which is in error and correct.
Keep in mind some or all of these comments may cause required changes in the stormwater permit
application, supplemental forms, plans, calculations, etc.
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 august 23,.2010, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: 910-7 51FAX:[phone] Customer Service: "77{23-8748 NorthCaroina
Internet: w.ncwaterquality.org Natmralk

Carl Baker, Deputy Public Works Officer
August 16, 2010
Stormwater Application No. SW8 070926MOD
f you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Sincerely, `
Chris Baker
Baker
Environmental Engineer II
GDS/csb: S:\WQS\STORMWATER\ADDINFO\2010\070926MOD.aug10
cc: James W. Farrell, P. E., Hoggard-Eure Assocoates, P. C.
Wilmington Regional Office Stormwater File
Page 2 of 2

0
o.
)ggard-Eure
kssociatesP.a.
JEEPS SURVEYORS PLANNERS
757 484-9670 - Fax: [phone] - 901 Port(en re Parkway, Suite 5 - Portsmouth, Viainia 23704
August 10, 2010
North Carolina
Department of Environment and Natural Resources
Wilmington Region
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
ATTN: Mr. Chris Baker
Re: P1378-WOUNDED WARRIOR HOPE AND CARE CENTER
Marine Corps Base
Camp Lejeune, North Carolina
Our File No. 3126.00.09
L
Dear Mr. Baker:
Hoggard / Eure Associates, P.C. respectfully requests review of the above mentioned project. The enclosed submittal
package includes the Stormwater management Report. The following have been enclosed:
1. One (1) Original "Stormwater Management Permit Application Form", two (2) copies
2. One (1) Original "Wet Detention Basin Operation and Maintenance Agreement', two (2) copies
3. One (1) Original "Wet Detention Basin Supplement', (2) copies
4. Three (3) copies of Stormwater Management Report, includes Calculations & Specifications.
5. Three (3) Full Size sets of the civil construction plans (Stormwater Specific Only), and
\6. Submittal Review Fee - $ 4,000
The plans and specifications submitted for your review reflect the contract documents that will be utilized for
;truction after permit approval.
Please contact me if any questions or comments arise during your review. I will be able to visit your office or speak to
telephone if necessary to help with your review.
Very truly yours,
HO RD IATES, P.C.
Ja .Farrell, P.E.
AUG 1 0 Z010
3Y:pw0.E-.k r*

KN
Hoggard-Eure
_Associates
ENOINEEN—es VEVOS I4 NEF9
757-484 9670 - Fax:[phone] - 901 Port(entre Parkway. Suite 5 - Portsmouth, Virginia 23704
August 10, 2010
North Carolina
Department of Environment and Natural Resources
Wilmington Region
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
ATTN: Ms. Janet Russell
Re: P1378-WOUNDED WARRIOR HOPE AND CARE CENTER
Marine Corps Base
Camp Lejeune, North Carolina
Our File No. 3126.00.09
Dear Ms. Russell:
Hoggard / Eure Associates, P.C. respectfully requests review of the above mentioned project. The enclosed submittal
package includes the Stormwater management Report. The following have been enclosed:
1. Two (2) Copies of Sheet C-004
2. Two (2) Copies of the layout Sheets (C-1 05)-(C-1 08)
3. Two (2) Copies of the overall layout plan.
4. Two (2) Copies of the overall grading plan.
The plans and specifications submitted for your review reflect the contract documents that will be utilized for
construction after permit approval.
Please contact me if any questions or comments arise during your review. I will be able to visit your office or speak to
you by telephone if necessary to help with your review.
Very truly yours,
HOGGARD/EURE ASSOCIATES, P.C.
4151�
Jack Bloom, P.E.
AUG 11 2010
w

STORMWATER MANAGEMENT
PERMIT APPLICATION
P-1378 WOUNDED WARRIOR HOPE AND CARE
CENTER
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
August 10, 2010
Rev. August 17, 2010
By comments dated 8-16-10
HOGGARD/EURE ASSOCIATES. P.0
ENGINEERS/SURVEYORS/PLANNERS
901 PORTCENTRE PARKWAY SUITE 5
iUPORTSMOUTH, VIRGINIA 23704
[phone]
AUG 1 8 2010
DU)Q C'acpress

TABLE OF CONTENTS
CIVIL CALCULATIONS
1.0 PROJECT NARRITIVE
1.1 General Information
1.2 Storm water Information
1.3 Storm water Narrative
1.4 Erosion and Sediment Control Measures
1.5 Permanent Stabilization
1.6 Soils
1.7 Ground Water
1.8 Operation & Maintenance Plan (O&M)
2.0 DRAINAGE CALCULATIONS
r
2.1 PREDEVELOPED DRAINAGE CHARACTERISTICS
2.2 DEVELOPED DRAINAGE CHARACTERISTICS
2.3 TEMPORARY SEDIMENT BASIN SIZING
2.4 SWALE - VELOCITY CALCULATIONS
2.5 STORM PIPE CALCULATIONS
2.6 HYDRAULIC GRADELINE CALCULATIONS
2.7 LID STORAGE VOLUME REQUIREMENTS
2.8 LID STORAGE VOLUME PROVIDED
2.9 WET DETENTION POND SIZING CALCULATIONS
2.10 WET DETENTION POND VOLUME
2.11 FOR EBAY VOLUME
2.12 AVERAGE DEPTH CALCULATION
2.13 POND ROUTING CALCULATIONS
2.14 NCDENR WET DETENTION BASIN SUPPLIMENTAL
_----jp,2.15 NCDENR INFILTRATION BASIN SUPPLIMENTAL
3.0 APPENDICES
3.1 Applicable Project Specifications
Section 01 57 13.10 22 "Erosion and Sediment Control"
Section 31 23 00.00 20 "Excavation and File'
Section 32 92 19 "Seeding"
3.2 Location Map
3.3 USGS Map
3.4 Geotechnical Report
AUG 1 8 2010

P1378 —WOUNDED WARRIOR HOPE AND CARE CENTER (WWHCC)
MARINE CORPS BASE CAMP LEJEUNE
PROJECT NARRATIVE
EROSION & SEDIMENT CONTROL
1. GENERAL INFORMATION
a. Name of Project: P1378 — WOUNDED WARRIOR HOPE AND CARE CENTER
b. Street Address: West of Hospital Corps Road, currently unnamed road
City: Camp Lejeune
County: Onslow
C. Acres in Tract: Property is all located within the Boundary of Camp Lejeune
d. Acres Being Disturbed: This is a Modification of an existing permit.
The total acreage of the project is 26.56
The actual Wounded Warrior site, Sub Basin #4 is 10.41 acres.
Additional acreage disturbed = 6.36, not previously disturbed.
e. Acres in Wetlands: None
f. Ownership Information: United States Marine Corps
g. Description of Proposed Development: Project P1378 —Wounded Warrior Hope
and Care Center includes two (2) buildings, a 7,400 sf Battalion Headquarters
Building and a 36,152 sf Hope and Care Center a 100 car parking lot, a wet storm
water management basing and associated utilities.
Low Impact Development features are being constructed to satisfy Navy Criteria to
promote infiltration. Due to the Seasonal High Water Table, we understand that
these features are not designed to NCDENR standards and request that these
features not be permitted. These LID features will act as conveyance of the storm
water from the site to the proposed Wet Detention Pond.
1
WWHCC:
The proposed building is located just south of the Wounded Warrior BEQ project,
'
currently under construction. The site is located just west of a currently unnamed
access road, and north of a proposed "Ring Road" currently out for bids.
t
Due to the overlapping of the WWHCC project with the BEQ project the permit for
the BEQ shall be modified. The Wounded Warrior Hope and Care Center will
require extensive earthwork and utility construction. The Latitude and Longitude of
the site are as follows:
Latitude: 340 43' 12.2" N 34.7200550
tLongitude:
770 21' 50.88" W-77.3641340
AUG 1 8 MID
r.

The increase in impervious surface is as follows:
Pre -Developed % Impervious = 21.2%
Developed % Impervious = 31.9%
h. All erosion control measures shall be constructed prior to land disturbance. All
Stormwater treatment facilities shall be constructed at their appropriate timing.
i. Sanitary sewer and water supply shall be provided by extension of the existing
utility systems. All sewer and water systems are owned and operated by MCB
Camp Lejeune.
j. There are no historical sites or public monies associated with this project.
k. We do not believe there are any compliance issues with the site.
1.2 STORMWATER INFORMATION
a. Water Body Information
River Basin: White Oak
Stream Classification: SC;
Index Number: Northeast Creek, 19-16-(3.5)
b. High Density, based on location at Camp Lejeune
Commercial — US Government
NPDES Phase II
C. The proposed total percentage of impervious will be increased by this project.
Pre -Developed % Impervious = 21.2%
Developed % Impervious = 31.9%
:710"I R_X�
Stormwater management will comply with the requirements of the applicable UFC
and the stormwater management instructions included in the RFP. The
Stormwater Management design will emphasize Low Impact Development (UFC 3-
210-10) Best Management Practices including grassed swales, filter strips, and
infiltration trenches (not permitted with NCDENR).
' The geotechnical report prepared for Projects P1378 Wounded Warrior Hope &
Care Center and P1330 Battalion Headquarters Building indicates different
conditions from those provided in the RFP. The geotechnical report indicates
ground water observed at 1-5' below existing grade. These elevations may be due
to a perched water table condition. The geotechnical report states that the Normal
Seasonal High Water Table (SHWT) is estimated at 1 to 2.5' below existing grade.
The elevation of the SHWT will not allow the use of sand filters, bio-retention, and
infiltration due to the design requirements of NCDENR. NCDENR requires a
minimum of two (2) feet of separation between the management feature and the
SHWT.
AUG i 8 2010

To satisfy the LID requirements of the Camp Lejeune and the Navy, infiltration
trenches will be provided throughout the site to capture and transport stormwater
through the site. These trenches will capture the required volume to satisfy the
LID calculations, the 95th Percentile storm event, 2.4 inches. This volume will be
infiltrated thru into the existing ground. Due to high SHWT, under drains shall be
provided to ensure drainage. See civil calculations for storage volumes.
Other LID features shall include minimizing curbing, paving and storm piping, while
maximizing overland flow, green space, and natural features.
One (1) wet ponds shall be constructed to satisfy the requirements of NCDENR.
This pond will be sized to comply with NCDENR design regulations. The routed
pond outflow shall maintain the 25YR storm to less than pre -developed conditions.
The 100YR storm shows an increase from 12.50 cfs to 15 cfs. The pond
routing calculations do not consider the potential loss of runoff within the LID
infiltration features. Being conservative, the pond has been sized without
recognizing the added befifit of the infiltration areas. This thought process was
also established to accommodate the NCDENR requirements.
The infiltration trenches will transport overflow storm water to the wet ponds. It is
our intent to not have the infiltration trenches part of the storm water permit since
they will not meet the design requirements, specifically 2' separation from the
SHWT.
' 1.4 EROSION AND SEDIMENT CONTROL MEASURES
' All Erosion & Sediment Control Measures will be installed in accordance with the latest
edition of the North Carolina Erosion and Sediment Control Manual. Erosion Control
measures to be implemented on this site include:
' Top soiling
Temporary Gravel Construction Entrance/Exit
Temporary Seeding
Permanent Seeding
Grass -Lined Channels
' Outlet Stabilization Structure
Rock Pipe Inlet Protection
Stone Check Dam
' Sediment Fence
Temporary Sediment Basin
Dust Control
Sediment fence will be used to prevent sediment from traveling off the site into the
adjacent areas. A construction entrance will also be placed at a convenient location to
facilitate construction operations.
One (1) temporary sediment basin shall be provided for the site and shall be located in
the area of the permanent wet detention pond. The sediment trap shall provide 3600
1 cubic feet of sediment storage per acre of disturbed area.
' FAUG 1 9 2010

ITrap characteristics are as follows:
1 Sediment Basin
Disturbed Area = 453.395 Square Feet = 10.41 acres
Volume required = 37,471 cubic feet, @ 3600cf/ac
Volume provided at principal spillway, elevation 16.65 = 49,242 cubic feet.
The site will be stabilized as the construction is completed. The seeding schedule will be
followed as stated on the construction documents.
1.6 SOILS
The soils report was prepared by GET Solutions, Inc., Virginia Beach, Virginia
(Dated December 16, 2009). The report indicated the following:
The results of our soil test borings indicated the presence of 4 to 24 inches of
topsoil at the boring locations. The subsurface soils encountered below the topsoil
were generally noted to consist of CLAY (CL, CH) with varying amounts of sand.
The Standard Penetration Test (SPT) results, N-values, recorded within this initial
soil layer ranged from 3 to 14 blows-perfoot (BPF) indicating a soft to stiff relative
density. Borings B-4, B-5, CBR-1 through CBR-3, and BMP-1 through BMP-4 were
terminated within this stratum.
1.7 GROUND WATER
The groundwater level was recorded at the location of borings B-1 through B-6,
CBR-1 through CBR-3, and BMP-1 through BMP-4 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 1 to 5 feet below
current grades at the boring locations which coincides with elevations ranging from
'
14 to 17.5 feet MSL. However, these groundwater readings are anticipated to be
the result of perched conditions over restrictive soil layers occurring near the
'
surface. The boreholes were backfilled upon completion for safety considerations.
As such, the reported groundwater levels may not be indicative of the static
groundwater level.
1
The SHWT depths at these boring locations were estimated based on the Munsell®
color classifications and our experience with similar soil conditions. Furthermore,
the normal SHWT depths were estimated to be about 1 to 2.5 feet below the
'
existing site grade elevations at the above noted boring locations, which
corresponds to elevations ranging from about 15.3 to 17.5 feet MSL.
I
AUG 1 8 2010

1 1.8 O&MPLAN
' MAINTENANCE OF STORM WATER MANAGEMENT
AND EROSION CONTROL STRUCTURES
All permanent storm water management and erosion control structures will be
maintained by the Contractor during construction. After construction is complete,
the temporary erosion control measures will be removed by the Contractor and the
permanent stormwater management basins will become the responsibility of the
Facilities Maintenance Officer, at MCB Camp Lejeune.
1. INSPECT AFTER EVERY RUNOFF PRODUCING RAINFALL EVENT:
1. Basin inlet (Flared -end sections) - Remove any clogging debris.
2. Wet Detention Pond - Remove trash accumulation and repair eroded areas.
2. INSPECT QUARTERLY:
3. Inlet Piping - Repair undercutting, remove interior trash, and replace rip -rap.
4. Wet Detention Pond - Repair eroded areas, remove trash.
3. INSPECT SEMI-ANNUALLY (EVERY 6 MONTHS):
5. Basin Depth - Sediment shall be removed when it accumulates to a depth of
approximately (6") six inches.
4. GENERAL MAINTENANCE NOTES:
6. Stabilize side slopes and re-establish stone check dams pre-treatment
within dry detention ponds regularly.
AUG 1 8 2010
_J

2.1
PREDEVELOPED DRAINAGE CHARACTERISTICS
File:
3126.00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Date:
5/10/2010
WWHCC SUBBASIN #1
Site Area: 9.32
SF
AC
"C',
A'C
Pervious Area
310,891
7.14
0.30
2.14
On Site Buildings
10,827
0.25
0.90
0.22
On Site Streets
54,729
1.26
0.90
1.13
On Site Parking
10,492
0.24
0.90
0.22
On Site Sidewalks
18,907
0.43
0.90
0.39
Other On Site
-
0.00
0.90
0.00
Off Site
-
0.00
0.90
0.00
405,846
9.32
0.44 Weighted C
Impervious 94,955
% Impervious: 23.4%
WWHCC SUBBASIN #2
Site Area: 6.50
SF
AC
"C.,
A'C
Pervious Area
154,637
3.55
0.30
1.06
On Site Buildings
31,799
0.73
0.90
0.66
On Site Streets
6,970
0.16
0.90
0.14
On Site Parking
84,942
1.95
0.90
1.76
On Site Sidewalks
4,792
0.11
0.90
0.10
Other On Site
-
0.00
0.90
0.00
Off Site
-
0.00
0.90
0.00
283,140
6.50
0.57 Weighted C
Impervious 128,503
Impervious: 45.4%
WWHCC SUBBASIN #3
Site Area: 4.01
SF
AC
"C'.
A'C
Pervious Area
152,937
3.51
0.30
1.05
On Site Buildings
-
0.00
0.90
0.00
On Site Streets
16,883
0.39
0.90
0.35
On Site Parking
-
0.00
0.90
0.00
On Site Sidewalks
4,258
0.10
0.90
0.09
Other On Site
791
0.02
0.90
0.02
Off Site
-
0.00
0.90
0.00
174,869
4.01
0.38 Weighted C
Impervious 21,932
% Impervious: 12.5%
II AUG 1 8 2010

1
1
2.1 PREDEVELOPED DRAINAGE CHARACTERISTICS
WWHCC SUBBASIN #4
Site Area: 6.73
SF
AC
"C',
A*C
Pervious Area
293,309
6.73
0.30
2.02
On Site Buildings
0.00
0.90
0.00
On Site Streets
-
0.00
0.90
0.00
On Site Parking
-
0.00
0.90
0.00
On Site Sidewalks
0.00
0.90
0.00
Other On Site
-
0.00
0.90
0.00
Off Site
-
0.00
0.90
0.00
293,309
6.73
0.30 Weighted C
Impervious -
% Impervious: 0.0%
WWHCC SITE AREA "Total"
Site Area: 26.56
SF
AC
"C',
A*C
Pervious Area
911,774
20.93
0.30
6.28
On Site Buildings
42,626
0.98
0.90
0.88
On Site Streets
78,582
1.80
0.90
1.62
On Site Parking
95,434
2.19
0.90
1.97
On Site Sidewalks
27,957
0.64
0.90
0.58
Other On Site
791
0.02
0.90
0.02
'
Off Site
-
0.00
0.90
0.00
0.43 Weighted
1,157,164
26.56
Impervious 245,390
'
% Impervious: 21.2%
I,

2.2 DEVELOPED DRAINAGE CHARACTERISTICS
File: 3126.00.09
Project: Wounded Warrior Hope & Care Center
Location: Camp Lejeune, NC
Design: JWF
Date: 5/10/2010
WWHCC SUBBASIN #1 NO CHANGE
Site Area: 9.32
SF AC
"C"
A*C
Pervious Area
310,891
7.14
0.30
2.14
On Site Buildings
10,827
0.25
0.90
0.22
On Site Streets
54,729
1.26
0.90
1.13
On Site Parking
10,492
0.24
0.90
0.22
On Site Sidewalks
18,907
0.43
0.90
0.39
Other On Site
-
-
0.90
-
Off Site
-
-
0.90
-
405,846
9.32
0.44 Weighted C
Impervious 94,955
% Impervious: 23.4%
WWHCC SUBBASIN #2
Site Area: 6.46
SF
AC
"C',
A*C
Pervious Area
152,843
3.51
0.30
1.05
On Site Buildings
31,799
0.73
0.90
0.66
On Site Streets
6,970
0.16
0.90
0.14
On Site Parking
84,942
1.95
0.90
1.76
On Site Sidewalks
4,792
0.11
0.90
0.10
Other On Site
-
0.00
0.9
0.00
Off Site
-
0
0.9
0
281,346
6.46
0.57 Weighted C
Impervious 128,503
% Impervious: 45.7%
WWHCC SUBBASIN #3
Site Area: 0.38
SF
AC
"C',
A*C
Pervious Area
8,918
0.20
0.30
0.06
On Site Buildings
-
-
0.90
-
On Site Streets
7,660
0.18
0.90
0.16
On Site Parking
-
-
0.90
-
On Site Sidewalks '
0.90
-
Other On Site
0.90
-
Off Site
0.90
-
16,578
0.38
0.58 Weighted C
Impervious 7,660
% Impervious: 46.2%

2.2 DEVELOPED DRAINAGE CHARACTERISTICS
WWHCC SUBBASIN #4
Site Area: 10.41
SF
AC
"C"
A'C
Pervious Area
315,927
7.25
0.30
2.18
On Site Buildings
43,565
1.00
0.90
0.90
On Site Streets
15,285
0.35
0.90
0.32
On Site Parking
61,139
1.40
0.90
1.26
On Site Sidewalks
15,870
0.36
0.90
0.33
Other On Site
1,608
0.04
0.90
0.03
Off Site
-
0.00
0.90
0.00
453,394
10.41
0.48 Weighted C
Impervious 137,467
3.16
% Impervious: 30.3%
WWHCC SITE AREA "Total"
Site Area: 26.56
SF
AC
"C',
A'C
Pervious Area
788,579
18.10
0.30
5.43
On Site Buildings
86,191
1.98
0.90
1.78
On Site Streets
84,644
1.94
0.90
1.75
On Site Parking
156,573
3.59
0.90
3.23
On Site Sidewalks
39,569
0.91
0.90
0.82
Other On Site
1,608
0.04
0.90
0.03
Off Site
-
0.00
0.90
0.00
1,157,164
26.56
0.49 Weighted C
Impervious 368,585
% Impervious: 31.9%

2.3 TEMPORARY SEDIMENT BASIN SIZING
File: 3126.00.09
Project: Wounded Warrior Hope & Care Center
Location: Camp Lejeune, NC
Design: JIB
Date: 5/10/2010
Revision:
TEMPORARY SEDIMENT BASIN
DRAINAGE AREA=
453,395
square feet
DRAINAGE AREA =
10.41
Acres
DISTURBED AREA =
10.41
Acres
OFFSITE DISTURBED AREA =
0.00
Acres
TOTAL DISTURBED AREA =
10.41
Acres
VOLUME REQUIRED (@3600 cf/ac) =
37471
Cubic Feet
VOLUME PROVIDED @ 16.65 =
49242
Cubic Feet
BOTTOM ELEV. =
14.50
Feet
TOP OF EMBANKMENT =
17.00
Feet
BASIN DEPTH =
2.50
Feet
SIDE SLOPE =
3:1
MAX
TEMPORARY SEDIMENT BASIN
ELEV
FT
CHANGE IN
ELEV.
AREA
SF
VOL.
CF
SUM VOL.
CF
14.5
15208
0
0.5
8734
15
19728
8734
1
21669
16
23610
30403
1
25607
17
27604
56010

2.3 TEMPORARY SEDIMENT BASIN SIZING
ISurface Area Required
325 SF x Q10 CFS = Surface Area (SF)
Q10 (CFS)= 27.78
Surface Area Required= 9,029
Area Provide 26,206
(At E1 16.65)
HYDROLOGIC REPORT FOR combined
SUMMARY OF PEAK FLOW RATES
FREQ
PRE -DEVELOPED
POST -DEVELOP
POND
ROUTED
FLOW
FLOW
ELEVATION
STORAGE
OUTFLOW
(yr)
(c.f.s.)
(c.f.s.)
(ft.)
(cuft)
(c.f.$)
2
10.09
13.09
15.90
30052.0
0.11
10
13.87
17.36
16.51
45561.3
0.13
HYDROLOGIC REPORT - POND OUTPUT DEVICES
1=CIRCULAR ORIFICE (SKIMMER OUTLET ELEVATION)
INVERT 14.5000 C 0.6000 D 0.1600
if(H<D)Q=3.0'D'(H"1.5)
if (H >= D) Q = C' A' SQRT(64.4' (H - RAID)
3=TRAPEZODIDAL BROAD CRESTED WEIR
INVERT 16.6500 W 5.0000 A 45.0000
Q = 4.8' (H " 1.5) - (0.667' W + 0.533' H ' TAN(A)

2.4 SWALE VELOCITY CALCULATIONS
File:
3126.00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Dare:
5/10/2010
Swale Calculation
Swale "A"
Area:
0.75
Acres
C value:
0.3
Intesit 10 r
5.53
in/hr
Actual Discharge
1.24 cfs
Tc = 21.9 min
Bottom Width
0 FT
Velocity
1.00 FPS
LT Side Slope
3 :1 (H:V)
Flow Area
1.24 SF
RT Side Slope
3 :1 (H:V)
Flow Top Width
3.85 FT
Manning's N
0.03
Wetted Perimeter
4.06 FT
Channel Slope
0.002 FT/FT
Critical Depth
0.40 FT
Depth
0.64 FT/FT
Critical Slope
0.024 FT/FT
Discharge
1.24 CFS
Froude Number
0.31
Swale Calculation
Swale "B"
Area:
3.13
Acres
C value:
0.3
Intesit (10 r
5.29
in/hr
Actual Discharge
4.97 cis
Bottom Width
0 FT
LT Side Slope
3 :1 (H:V)
RT Side Slope
3 :1 (H:V)
Manning's N
0.03
Channel Slope
0.0015 FT/FT
Depth
1.14 FT/FT
Discharge
4.97 CFS
Tc = 24.7 min
Velocity
1.27 FPS
Flow Area
3.90 SF
Flow Top Width
6.84 FT
Wetted Perimeter
7.21 FT
Critical Depth
0.70 FT
Critical Slope
0.0020 FT/FT
Froude Number
0.30
Stone Check Dams
added to Swale to reduce
velocity.

2.5 STORM PIPE CALCULATIONS
FILE: 3126.00.09 Sheet 1 of 3
Project: Wounded Warriors Hope and Care Center& HQ
Location: Camp Lejeune, NC HOGGARD/EURE ASSOCIATES
Design: HE 901 PortCentre Pkary., Suite 5 -
Date: Mar-10 Portsmouth, Virginia 23704
Yr. Storm: 10
N Value: 0.013 (RCP) STORM SEWER DESIGN COMPUTATIONS
FROM
TO
DRAIN.
RUN-OFF
CxA
CxA
INLET
RAIN
RUNOFF
"Q"
INVERT
INVERT
LENGTH
SLOPE
PIPE
VELOCITY
CAPACITYFLOW
FLOW
FLOWLINE
PT.
PT.
AREA
COEFF.
INCR.
ACCUM.
TIME
FALL
"Q"
ACCUM.
UP
LOW
DIAM.
TIME
RATIO
ELEV.
INCR.
RIM
acres
..C.
min.
in1hr
cis
cfs
ft
ft./ft.
inches
ft./sec.
cfs
min.
Qp/Qf
ft.
All
A10
0.05
0.90
0.05
0.05
15.00
5.25
0.25
0.25
17.43
16.96
70.0
0.0067
6
2.35
0.46
0.50
0.54
21.40
A10
A9
0.52
0.61
0.32
0.36
15.50
5.19
1.66
1.91
16.96
16.87
92.0
0.0010
12
1.44
1.13
1.07
1.69
19.30
A9
AS
0.49
0.38
0.19
0.55
16.56
5.08
0.96
2.83
16.87
16.66
82.0
0.0025
15
2.64
3.24
0.52
0.87
19.30
AS
A7
0.11
0.55
0.06
0.61
17.08
5.03
0.30
3.11
16.66
16.38
115.0
0.0025
15
2.64
3.24
0.73
0.96
20.80
A7
A6
0.00
0.00
0.00
0.61
17.81
4.96
0.00
4.90
16.38
16.16
36.0
0.0060
15
4.09
5.02
0.15
0.98
20.80
A6
As
0.48
0.47
0.23
0.84
17.95
4.94
1.14
6.04
16.16
15.94
222.0
0.0010
15
1.67
2.05
2.22
2.95
19.15
AS
A4
0.55
0.51
0.28
1.12
20.17
4.75
1.34
7.21
15.94
15.18
152.0
0.0050
18
4.21
7.45
0.60
0.97
19.15
A4
A3
0.07
0.64
0.04
1.21
20.77
4.70
0.21
7.57
15.18
14.93
82.0
0.0030
24
3.95
12.42
0.35
0.61
20.50
A3
A2
0.21
0.82
0.17
1.38
21.12
4.67
0.81
8.34
14.93
14.62
79.0
0.0040
24
4.57
14.35
0.29
0.58
19.65
A2
Al
0.22
0.75
0.16
1.54
21.41
4.65
0.76
9.07
14.62
14.55
47.0
0.0015
24
2.80
8.78
0.28
1.03
18.20
16.55
A4-1
A4
0.07
0.64
0.04
0.04
15.00
5.25
0.23
0.23
15.48
15.18
100
0,0030
15
2.89
3.55
0.58
0.06
20.50
20.50
1.12 0.33 0.37 1 0.37
A7-4
A7-3
148.50
3.28
1.22
1.22
16.72
16.62
36
0.0030
15
2.89
3.55
0.21
0.34
19.10
A7-3
A7-2
0.00
0.00
0.00
0.37
48.71
3.28
0.00
1.22
16.62
16.57
42
0.0010
15
1.67
2.05
0.42
0.59
20.00
A7-2
A7-1
0.21
0.52
0.11
0.48
49.13
3.26
0.36
1.57
16.57
16.42
51
0.0030
15
2.89
3.55
0.29
0.44
18.50
A7-1
A7
0.16
0.52
0.08
0.56
49.42
3.25
0.27
1.84
16.42
16.38
44
0,0010
15
1.67
2.05
0.44
0.90
18.50
20.80
B4
B3
0.79
0.46
0.36
0.36
15.00
5.25
1.92
1.92
15.07
14.79
112
0.0025
15
2.64
3.24
0.71
0.59
19.30
B3
B2
0.25
0.83
0.21
0.57
15.71
5.17
1.10
2.99
14.79
14.59
79
0.0025
15
2.64
3.24
0.50
0.92
18.95
B2
B1
0.33
0.79
0.27
0.84
16.21
5.12
1.37
4.33
14.59
14.50
46
0.0020
1 18
2.67
4.71
0.29
0.92
18.40
17.60
C2
C1
1.03
0.41
5.25
2.20
2.20
14.65
14.53
48
0.0025
15
2.64
3.24
0.3017.80
E4
E3
A0.420A215.00
6.84
6.84
13.00
12.78
35
0.0064
18
4.77
8.43
0.12
0.81
16.30
E3
E2
0.45
0.60
15.00
5.25
1.44
8.28
12.78
12.38
50
0.0080
18
5.33
9.42
0.16
0.88
18.53
E2
El
0.00
0.00
15.16
5.23
0.00
8.28
12.38
11.52
107
0.0080
18
5.33
9.42
0.33
0.88
16.85
7.50
F2
F1
0.15
0.60
0.09
0.09
15.00
5.25
0.47
0.47
16.90
16.80
50
0,0020
15
2.36
2.90
0.35
0.16
20.00
9.50
D2
D1
1.19
0.46
0.55
0.55
15.00
5.25
2.91
2.91
16.20
16.00
64
0.003
15
2.94
3.61
0.36
0.81
19.84
19.17
H2
H1
2.31
0.41
0.95
0.95
15.00
5.25
5.02
5.02
16.50
15.25
64
0.0195
15
7.37
9.04
0.14
0.56
19.50
19.75
G2
G1
0.15
0.60
0.09
0.09
15.00
5.25
0.48
0.48
15.15
14.61
72
0.0075
15
4.57
5.61
0.26
0.09
17.70
17.70

2.6
STORM SEWER DESIGN COMPUTATIONS (CONTINUED)
FILE:
3126.00.09
Ji
I
Sheet 2 of 2
Project:
Wounded Warriors Hope and Care Center& HQ
HOGGARD/EURE ASSOCIATES
Location:
Camp Lejeune, NC
901 PortCentre Pkwy., Suite 5
Design:
HE
Portsmouth, Virginia 23704
Date:
3/1912010
Yr. Storm:
10
N Value:
0.013
HYDRAULIC GRADE LINE CALCULATIONS
BASIN 1
1. Enter Tailwater Elevation (ft.) ?
16.77
2. Enter "N" value for pipe?
1
0.013
(RCP)
FROM
TO
000T
PIPE
LOUT
FRICTION
DNSTREAM
VOLT
M.H.
INLET
0IN
PIPE
ANGLE
VIN
F.L.E.
H.G.E.
PT.
PT.
(cfs)
DIA.
(ft.)
SLOPE
INVERT
(FPS)
SHAPE
(cfs)
DIA.
'K'
(fps)
All
A10
0.25
6.00
70.00
0.0067
16.96
2.35
Y
Y
0.00
6.000
0.00
0.00
21.40
19.43
1.97
A10
A9
1.91
12.00
92.00
0.0010
16.87
1.44
Y
Y
0.25
12.000
0.00
2.35
19.30
18.95
0.35
A9
A8
2.83
15.00
82.00
0.0025
16.66
2.64
Y
Y
1.66
15.000
0.70
1.44
19.30
18.84
0.46
AB
A7
3.11
15.00
115.00
0.0025
16.38
2.64
Y
Y
0.96
15.000
0.00
2.64
20.80
18.60
2.20
A7
A6
4.90
15.00
36.00
0.0060
16.16
4.09
Y
Y
0.30
15.000
0.70
2.64
20.80
18.28
2.52
A6
A5
6.04
15.00
222.00
0.0010
15.94
1.67
Y
Y
0.00
15.000
0.00
4.09
19.15
17.98
1.17
A6
A4
7.21
18.00
152.00
0.0050
15.18
4.21
Y
Y
1.14
18.000
0.28
1.67
19.15
17.70
1 A5
A4
A3
7.57
24.00
82.00
0.0030
14.93
3.95
Y
Y
1.34
24.000
0.28
4.21
20.50
16.90
3.60
A3
A2
8.34
24.00
79.00
0,0040
14.62
4.57
Y
Y
0.21
24.000
0.00
3.95
19.65
16.29
3.36
A2
Al
9.07
24.00
47.00
0.0015
14.55
2.80
Y
Y
0.81
24.000
0.00
4.57
18.20
16.29
1.91
A4-1
A4
0.23
15.00
100.00
0,0030
15.18
2.89
Y
Y
0.00
15.000
0.00
0.00
18.50
16.49
2.01
A7-4
A7-3
1.22
15.00
36.00
0.0030
16.62
2.89
Y
Y
0.00
15.000
0.22
0.00
20.80
17.75
3.05
A7-3
A7.2
1.22
15.00
42.00
0.0010
16.57
1.67
Y
Y
1.22
15.000
0.00
2.89
19.30
17.63
1.67
A7.2
AM
1.57
15.00
51.00
0.0030
16.42
2.89
Y
Y
0.00
15.000
0.00
1.67
18.95
17.63
1.32
A7-1
A7
1.84
15.00
44.00
0.0010
16.38
1.67
Y
Y
0.36
15.000
0.00
2.89
18.40
17.45
0.95
B4
B3
1.92
15.00
112.00
0.0025
14.79
2.64
Y
Y
0.00
15.000
0.00
0.00
18.00
15.79
2.21
B3
B2
2.99
15.00
79.00
0.0025
14.59
2.64
Y
Y
1.92
15.000
0.00
2.64
17.80
15.70
2.10
B2
B1
4.33
18.00
4&00
0.0020
14.50
2.67
Y
Y
1.10
18.000
0.00
2.64
16.30
15.70
0.60
C2
C1
2.20
15.00
48.00
0.0025
14.53
2.64
Y
Y
0.00
15.000
0.00
0.00
16.85
15.53
1.32
E1
E2
6.84
18.00
35.00
0.0064
12.78
4.77
Y
Y
0.00
18.000
0.00
0.00
16.30
13.98
2.32
E2
E3
8.28
18.00
50.00
0.0080
12.38
5.33
Y
Y
6.84
18.000
0.00
4.77
18.53
13.58
4.95
E3
E4
8.28
18.00
107.00
0.0080
11.52
5.33
Y
Y
8.28
18.000
0.70
5.33
16.85
12.72
4.13
F2
F1
0.47
15.00
50.00
0.0020
16.80
2.36
Y
Y
0.00
15.000
0.00
a00
20.00
17.80
2.20

M M Illlllllllo M M M M IIIIIIII!
2.7 LID REQUIRED STORAGE VOLUME
Runoff Volume Calculations
CN
98
57
SCS Runoff
Curve Number Method
pavement
grass
total
I composite
1 yr rainfall
1 yr runoff
1 r runoff
2 yr rainfall
2 yr runoff
2 r runoff
& buildings
CN
P
S
la
D
P
S
Q
sf
sf
sf
inches
inches
cf
inches
inches
cf
Pre -Development
21932
446246
468178
58.9
3.62
6.97
1.39
0.539
21011 _
4.41
6.97
0.91
35524
Post -Development
143333
324845
468178
69.6
3.62
4.38
0.88
1.058
41260
4.41
4.38
1.579
61600
increase
0.519
20249
0.668
26076
I
CN
98
57
SCS Runoff
Curve Number Method
pavement
grass
total
composite
95th
95th
95th
& buildings
CN
Percentile
S
la
Percentile
Percentile
. sf
sf
sf
P
inches
cf
Pre -Development
21932
446246
468178
58.9
2.40
6.97
1.39
0.127
4946
Post -Development
143333
324845
468178
69.6
2.40
4.38
0.88
0.394
15362
increase
0.267
10417
LID REQUIRED STORAGE VOLUME

1
1
2.8 LID VOLUMES PROVIDED
File: 3126.00.09
Project: Wounded Warrior Hope 8 Care Center
1
Location: Camp Lejeune, NC
Design: JWF
Date: 5110t2010
1
LID FEATURE -A
VOLUME
1
TOP OF LID =
20.00
18.30
2262
0
RIM OF LID =
19.30
0.7
1851.15
BOTTOM OF LID=
18.30
19.00
3027
1851
1
19.30
0.3
3667
1004.1
2855
cfs
LID FEATURE - B
VOLUME
1
TOP OF LID =
20.00
18.25
246
0
RIM OF LID =
19.00
0.25
77
BOTTOM OF LID =
18.25
18.50
370
77
0.5
225
1
19.00
530
302
cfs
1
LID FEATURE -C
VOLUME
TOP OF LID =
20.00
18.25
154
0
RIM OF LID =
19.00
0.25
45.625
BOTTOM OF LID =
18.25
18.50
211
46
1
0.5
129
19.00
305
175
cfs
1
LID FEATURE -D
VOLUME
TOP OF LID =
20.15
18.15
3544
0
RIM OF LID =
BOTTOM OF LID=
19.15
18.15
19.00
0.85
5903
4014.98
4015
0.15
912
19.15
6257
4927
cfs
1
LID FEATURE -E
VOLUME
TOP OF LID =
18.00
14.20
68
0
RIM OF LID =
15.50
0.8
720.4
1
BOTTOM OF LID=
14.20
15.00
1733
720
0.5
1131.5
15.50
2793
1852
cfs
LID FEATURE F
VOLUME
-
1
TOP OF LID =
RIM OF LID =
20.00
19.30
18.80
0.2
1047
254.4
0
BOTTOM OF LID =
18.80
19.00
1497
254
0.3
480.6
1
19.30
1707
735
cfs
1
TOTAL STORED
VOLUME
10846
cfs
1

2.9 Wet Detention Pond Sizing Calculations
Pond
Drainage Area(D.A.)- 10.41 Acres
Impervious Area - 3.16 Acres
8 Impervious, (I) - 30.3 8
Use a 3.5 foot deep pond, with 90% TSS
Therefore, SA/DA=
MINIMUM REQUIRED SURFACE AREA AT PERMANENT POOL (PP):
- SA/DA x Drainage Area -
MINIMUM REQUIRED VOLUME
Rv - .05 + .009(1)- 0.32
VOLUME - (1.5"/12") X Rv X D.A. X 43560
- 18299 CUBIC FEET
305 (From Table 3.3-3)
13829 SF
SURFACE AREA (S.A.) PROVIDED AT PP :
- 15208 SF(>Required S.A.)@ Elev. 14.50 ft
SET ELEVATION OF TEMPORARY POOL (TP):
REQ. VOL./S.A. PROVIDED @ PP = 1.20 FEET
THEREFORE USE 120 FEET
TP ELEV. - 15.700 FEET
SURFACE AREA AT TEMPORARY POOL ELEVATION:
= L x W
= 22753 SQUARE FEET
VOLUME PROVIDED (S.A. PROVIDED(PP) + S.A. @ TP ELEV.)/2 x (IF ELEV. - PP ELEV)
_ (B21+B36)/2 X (C28)
22777 CUBIC FEET (> REQUIRED VOL., OKAY)
_ .9�
FOREBAY VOLUME:
BOTTOM OF POND
ELEVATION AND
SURFACE AREA: 59.0
FT -
676 SF -
PERMANENT POOL
VOLUME -
45637
CUBIC
FEET
FOREBAY VOLUME
REQUIRED-
.2(VOL. OF
PP)-
FOREBAY VOLUME
PROVIDED-
9492
CUBIC
FEET
9127 CUBIC FEET
20.8%
ORIFICE SIZING:
Qp — REQ. VOL./172800 — 0.106 CFS (FLOWRATE REQUIRED FOR A 2 DAY DRAWDOWN
Q, — REQ. VOL./259200 — 0.071 CFS (FLOWRATE REQUIRED FOR A 3 DAY DRAWDOWN
Qs — REQ. VOL./432000 — 0.042 CFS (FLOWRATE REQUIRED FOR A 5 DAY DRAWDOWN
CHOOSE A CIRCULAR ORIFICE, AVERAGE HEAD =
2.5 0.208 ORIFICE — DRIVING HEAD (H/3) = 0.331 FEET
AREA — 3.14R'
AREA — 0.0341 SF Q-Co(A2gh)112
Q- 0.094 CFS (.106/—.078</—.042)
USE ONE (1) — ONE INCH (2.5") DIAMETER PVC
AUG 1 8 2010

2.10
WET DETENTION POND VOLUME
File:
3126.00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Date:
05/01 /10
ELEVATION
AREA VOLUME SUM VOL
10
6908
0
1
7575
11
8241
7575
1
8936
12
9630
16510
1
10353
13
11076
26863
1
11827
14
12578
38690 BOTTOM SHELF
0.5
6947
14.5
45637 PERM POOL
0.5
15
54438 TOP SHELF
0.7
15.7
69401
0.3
"2393276404
16
76404117
02320118
32232
AUG 18 2010 I

2.11 FOREBAY VOLUMES
File: 3126.00.09
Project: Wounded Warrior Hope & Care Center
Location: Camp Lejeune, NC
Design: JWF
Date: 5/15/2010
ELEVATION
AREA
VOLUME
SUM VOL
11
2257
0
1
2544
12
2830
2544
1
3145
13
3460
5689
1
3803
14
4146
9492 Top of Forebay
-1
All; 8 2010

2.12
AVERAGE DEPTH CALCULATIONS
File:
3126.00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Date:
05/05/10
POND B
day =
0.25 X
1 +
Abot_shelf
+
Abot_shelf + Abot_pond
X
Depth
Aperm pool
2
Abot_shelf
0.25 X
1 +
12578
+
19486
X
4.5
15208
2
12578
0.25 X
1+
0.83
+
9743.00
X
0.00036
0.25 X
1.83
+
3.49
0.46
+
3.49
day =
3.942495
AUr, 1 8 2010

1 2.13 POND ROUTING CANCULATIONS-1
I
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Wed Jun 16 09:17:29 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM
SEWER - POND\WWHCC-PONDS.pro
HYDROLOGIC REPORT - SUMMARY
OF PEAK FLOW
RATES
-----------------------------------------------------------------------
BASIN: combined
ID:
PREDEVELOPMENT
AREA
= 6.73
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
0.00
TIME OF CONCENTRATION
= 30.00
BASIN CURVE NUMBER
= 0.30
DEVELOPMENT
AREA
10.41
AVERAGE BASIN SLOPE
- 0.00
HYDRAULIC LENGTH
= 0.00
TIME OF CONCENTRATION
20.00
BASIN CURVE NUMBER
0.48
BYPASS
AREA
= 0.13
AVERAGE BASIN SLOPE
0.00
'
HYDRAULIC LENGTH
0.00
TIME OF CONCENTRATION
= 0.00
BASIN CURVE NUMBER
= 0.00
Frequency Pre -developed
By-pass area
Developed
Allowable peak
(years) Peak Q (cfs)
-----------------------------------------------------------------------
Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
1 5.4
0.0
17.5
5.4
2 6.5
0.0
20.9
6.5
'
10 9.0
0.0
27.8
9.0
25 10.3
0.0
31.5
10.3
100 12.5
0.0
37.2
12.5
1
1
11
II
AUG 1 S 2010
I

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
' Portsmouth, VA 23704
Tue Aug 17 13:40:03 2010
I
I
r
J
7
L
1
1
1
u
1
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\WWHCC-PONDS.pro
---------- _------ _--- _____________________________
HYDROLOGIC REPORT FOR combined
SUMMARY OF PEAK FLOW RATES
FREQ PRE -DEVELOPED POST -DEVELOP POND ROUTED
FLOW FLOW ELEVATION STORAGE OUTFLOW
(yr) (c.f.s.) (c.f.s.) (ft.) (cu.ft.) (c.f.$)
--- ---------- -------------
17.54----------- ------------------
1 5.93 17 .54 16.26 37596.5 0.97
2 6.52 20.94 16.44 42287.2 1.55
10 8.96 27.78 16.77 50747-.5 5.92
25 10.32 31.48 16.96 55721.7 9.39
100 12.50 37.23 17.22 63381.5 15.38
Allh 1 S Zola

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Tue Aug 17 13:38:42 2010
PROJECT:
RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM
SEWER -
POND\WWHCC-PONDS.pro
--------------------------------------------------------------------------------
HYDROLOGIC
REPORT -
POND DEPTH VS
STORAGE PROVIDED
POND: Pond
A
ELEV
DEPTH
AREA
VOLUME
SUMVOL
feet
feet
sq.£t.
cu.ft.
cu.ft.
-----------------------------------------------------------------------
14.5
15208.0
0.0
0.5
8801.8
15.0
19999.0
8801.8
0.7
14963.2
15.7
22753.0
23765.0
0.3
7002.E
16.0
23932.0
30767.8
1.0
25916.0
17.0
27900.0
56683.8
1.0
29912.0
18.0
31924.0
86595.8
AUG 1 8 2010

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Tue Aug 17 13:'41:09 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\WWHCC-PONDS.Pro
HYDROLOGIC REPORT - POND OUTPUT DEVICES
POND: Pond A
1=CIRCULAR ORIFICE
INVERT 14.5000 C 0.6000 D 0.2080
if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
2=CIRCULAR STANDPIPE
INVERT 16.3000 C 1.5000 D 2.5000
if (H <= D) Q = C * 3.14159 * D * (H ** 1.5)
a if (H > D) Q = C * A * SQRT(64.4 * H)
3=TRAPEZODIDAL BROAD CRESTED WEIR
INVERT 16.6500 W 5.0000 A 45.0000
Q = 4.8 * (H ** 1.5) *.(0.667 * W + 0.533 * H * TAN(A)
� 4=CIRCULAR ORIFICE
INVERT 15.7000 C 0.6000 D 0.3300
if (H < D Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
'i
7
1
1
II
II
II
II

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Tue Aug 17 13:41:45 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\WWHCC-PONDS.pro
--------------------------------------------------------------------------------
HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE
POND: Pond A
-----------------------------------------------------------------------
1=CIRCULAR
ORIFICE
INVERT 14.50
C 0.60
D 0.21
if (H < D)
Q = 3.0 *
D * (H ** 1.5)
if (H
>= D) Q = C
* A * SQRT(64.4
* (H - RAD)
2=CIRCULAR
STANDPIPE
INVERT 16.30
C 2.50
D 1.50
if (H <=
D) Q = C * 3.14159
* D * (H
** 1.5)
if (H
> D) Q = C *
A * SQRT(64.4
* H)
3=TRAPEZODIDAL
BROAD CRESTED
WEIR
INVERT 16.65
W 5.00
A 45.00
Q = 4.6 *
(H ** 1.5)
* (0.667 * W +
0.533 * H * TAN(A)
4=CIRCULAR
ORIFICE
INVERT 15.70
C 0.60
D 0.33
if (H < D) Q = 3.0 *
D * (H ** 1.5)
if (H
>= D) Q = C
* A * SQRT(64.4
* (H - RAD)
ELEV
OUTFLOW
-STORAGE
(CU.FT.)
CFS)
-------------------------------------------
14.50
0.0
0.000
14.58
1467.0
0.015
14. 67
2933.9
0.042
14.75
4400.9
0.063
14.83
5867.9
0.078
14.92
7334.8
0.091
15.00
8801.8
0.103
15.12
11295.7
0.117
15.23
13789.5
0.130
15.35
16283.4
0.141
15.58
21271.1
0.162
15.70
23765.0
0.171
15.75
24932.1
0.186
15.80
26099.3
0.210
15.85
27266.4
0.240
15.90
28433.5
0.275
15.95
29600.7
0.314
16.00
30767.8
0.356
16.05
32063.6
0.374
.16.10
33359.40.900
16.15
34655.2
0.423
16.20
35951.0
0.445
16.25
37246.8
0.465
16.30
38542.6
0.485
16.36
40054.4
0.769
16.42
41566.1
1.263
16.48
43077.9
1.874
16.53
44589.7
2.547
16.59
46101.4
3.247
16.65
47613.2
3.946
16.71
49125.0
4.833
16.77
50636.7
5.852
16.82
52148.5
6.835
16.88
53660.3
7.832
16.94
55172.0
8.955
17.00
56683.8
10.144
17.17
61669.1
13.902
17.33
66654.5
18.197
AUG 1 8 2010

STORMWATER MANAGEMENT
PERMIT APPLICATION
P-1378 WOUNDED WARRIOR HOPE AND CARE
CENTER
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
August 10, 2010
.•� �� .0
a,O�oQOFE � •
2. Q EAL 9�
02 _
HOGGARD/EURE ASSOCIATES. P.0
ENGINEERS/SURVEYORS/PLANNERS
901 PORTCENTRE PARKWAY SUITE 5
PORTSMOUTH, VIRGINIA 23704
[phone]
0 2010
��Q_C-xQress

I
' 1.0
TABLE OF CONTENTS
CIVIL CALCULATIONS
PROJECT NARRITIVE
1.1
General Information
1.2
Storm water Information
1.3
Storm water Narrative
'
1.4
Erosion and Sediment Control Measures
1.5
Permanent Stabilization
1.6
Soils
1
1.7
Ground Water
1.8
Operation & Maintenance Plan (O&M)
2.0 DRAINAGE CALCULATIONS
2.1
PREDEVELOPED DRAINAGE CHARACTERISTICS
2.2
DEVELOPED DRAINAGE CHARACTERISTICS
2.3
TEMPORARY SEDIMENT BASIN SIZING
2.4
2.5
SWALE - VELOCITY CALCULATIONS
STORM PIPE CALCULATIONS
2.6
HYDRAULIC GRADELINE CALCULATIONS
2.7
2.8
LID STORAGE VOLUME REQUIREMENTS
LID STORAGE VOLUME PROVIDED
2.9
WET DETENTION POND SIZING CALCULATIONS
2.10
WET DETENTION POND VOLUME
1
2.11
FOREBAY VOLUME
2.12
AVERAGE DEPTH CALCULATION
2.13
POND ROUTING CALCULATIONS
2.14
NCDENR WET DETENTION BASIN SUPPLIMENTAL
'
3.0 APPENDICES
3.1
Applicable Project Specifications
Section 01 57 13.10 22 "Erosion and Sediment Control'
Section 31 23 00.00 20 "Excavation and Fill'
Section 32 92 19 "Seeding"
3.2
Location Map
3.3
USGS Map
' 3.4 Geotechnical Report

'
2.1
PREDEVELOPED DRAINAGE CHARACTERISTICS
File:
3126.00.09
'Project:
Location:
Wounded Warrior Hope & Care Center
Camp Lejeune, NC
Design:
JWF
Date:
5/10/2010
WWHCC SUBBASIN #1
Site Area: 9.32
SF
AC
..C.,
A'C
Pervious Area
310,891
7.14
0.30
2.14
On Site Buildings
10,827
0.25
0.90
0.22
On Site Streets
54,729
1.26
0.90
1.13
On Site Parking
10,492
0.24
0.90
0.22
On Site Sidewalks
18,907
0.43
0.90
0.39
Other On Site
-
0.00
0.90
0.00
Off Site
-
0.00
0.90
0.00
405,846
9.32
0.44 Weighted C
Impervious 94,955
Impervious: 23.4%
WWHCC SUBBASIN #2
Site Area: 6.50
SF
AC
"-
A'C
Pervious Area
154,637
3.55
0.30
1.06
On Site Buildings
31,799
0.73
0.90
0.66
On Site Streets
6,970
0.16
0.90
0.14
On Site Parking
84,942
1.95
0.90
1.76
On Site Sidewalks
4,792
0.11
0.90
0.10
Other On Site
-
0.00
0.90
0.00
Off Site
-
0.00
0.90
0.00
283,140
6.50
0.57 Weighted C
Impervious 128,503
% Impervious: 45.4%
WWHCC SUBBASIN #3
Site Area: 4.01
SF
AC
"C.,
A'C
Pervious Area
152,937
3.51
0.30
1.05
On Site Buildings
-
0.00
0.90
0.00
On Site Streets
16,883
0.39
0.90
0.35
On Site Parking
-
0.00
0.90
0.00
On Site Sidewalks
4,258
0.10
0.90
0.09
Other On Site
791
0.02
0.90
0.02
Off Site
-
0.00
0.90
0.00
174,869
4.01
0.38 Weighted C
Impervious 21,932
Impervious: 12.5%
1
Alir, 1 0 2010

1
'
2.1 PREDEVELOPED DRAINAGE CHARACTERISTICS
WWHCC SUBBASIN #4
Site Area: 6.73
SF
AC
Pervious Area
293,309
6.73
'
On Site Buildings
0.00
On Site Streets
-
0.00
On Site Parking
-
0.00
'
On Site Sidewalks
0.00
Other On Site
-
0.00
Off Site
-
0.00
'
293,309
6.73
Impervious -
%Impervious: 0.0%
WWHCC SITE AREA "Total"
Site Area: 26.56
SF
AC
Pervious Area
911,774
20.93
On Site Buildings
42,626
0.98
On Site Streets
78,582
1.80
On Site Parking
95,434
2.19
On Site Sidewalks
27,957
0.64
Other On Site
791
0.02
Off Site
-
0.00
'
1,157,164
26.56
Impervious 245,390
'
%Impervious: 21.2%
"C"
A'C
0.30
2.02
0.90
0.00
0.90
0.00
0.90
0.00
0.90
0.00
0.90
0.00
0.90
0.00
0.30 Weighted C
A'C
0.30
6.28
0.90
0.88
0.90
1.62
0.90
1.97
0.90
0.58
0.90
0.02
0.90
0.00
0.43 Weighted C
p.11ri 1 0 2010

'2.2
DEVELOPED DRAINAGE CHARACTERISTICS
File:
3126.00.09
Project:
Wounded Warrior Hope 8 Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Date:
5/10/2010
WWHCC SUBBASIN #1 NO CHANGE
Site Area: 9.32
SF AC
"C"
A'C
Pervious Area
310,891
7.14
0.30
2.14
On Site Buildings
10,827
0.25
0.90
0.22
On Site Streets
54,729
1.26
0.90
1.13
On Site Parking
10,492
0.24
0.90
0.22
On Site Sidewalks
18,907
0.43
0.90
0.39
Other On Site
-
-
0.90
-
Off Site
-
-
0.90
-
405,846
9.32
0.44 Weighted C
Impervious 94,955
% Impervious: 23.4%
WWHCC SUBBASIN #2
Site Area: 6.46
SF
AC
"-
A'C
Pervious Area
152,843
3.51
0.30
1.05
On Site Buildings
31,799
0.73
0.90
0.66
On Site Streets
6,970
0.16
0.90
0.14
On Site Parking
84,942
1.95
0.90
1.76
On Site Sidewalks
4,792
0.11
0.90
0.10
Other On Site
-
0.00
0.9
0.00
Off Site
-
0
0.9
0
281,346
6.46
0.57 Weighted C
Impervious 128,503
% Impervious: 45.7%
WWHCC SUBBASIN #3
Site Area: 0.38
SF
AC
"C.,
A'C
Pervious Area
8,918
0.20
0.30
0.06
On Site Buildings
-
-
0.90
-
On Site Streets
7,660
0.18
0.90
0.16
On Site Parking
-
-
0.90
-
On Site Sidewalks
-
-
0.90
-
Other On Site
-
-
0.90
-
Off Site
-
-
0.90
-
16,578
0.38
0.58 Weighted C
Impervious 7,660
% Impervious: 46.2%

2.2 DEVELOPED DRAINAGE CHARACTERISTICS
WWHCC SUBBASIN #4
Site Area: 10.41 11
SF
AC
C
A C
Pervious Area
315,927
7.25
0.30
2.18
On Site Buildings
43,565
1.00
0.90
0.90
On Site Streets
15,285
0.35
0.90
0.32
On Site Parking
61,139
1.40
0.90
1.26
On Site Sidewalks
15,870
0.36
0.90
0.33
Other On Site
1,608
0.04
0.90
0.03
Off Site
-
0.00
0.90
0.00
453,394
10.41
0.48 Weighted C
Impervious 137,467
3.16 .
% Impervious: 30.3%
WWHCC SITE AREA "Total"
Site Area: 26.56
SF
AC
"C"
A*C
Pervious Area
788,579
18.10
0.30
5.43
On Site Buildings
86,191
1.98
0.90
1.78
On Site Streets
84,644
1.94
0.90
1.75
On Site Parking
156,573
3.59
0.90
3.23
On Site Sidewalks
39,569
0.91
0.90
0.82
Other On Site
1,608
0.04
0.90
0.03
Off Site
-
0.00
0.90
0.00
1,157,164
26.56
0.49 Weighted C
Impervious 368,585
Impervious: 31.9%
AllG 1 0 2010

2.3 TEMPORARY SEDIMENT BASIN SIZING
File:
Project:
Location:
Design:
Date:
Revision:
3126.00.09
Wounded Warrior Hope & Care Center
Camp Lejeune, NC
JIB
5/10/2010
TEMPORARY SEDIMENT BASIN
DRAINAGE AREA =
453,395
square feet
DRAINAGE AREA =
10.41
Acres
DISTURBED AREA =
10.41
Acres
OFFSITE DISTURBED AREA =
0.00
Acres
TOTAL DISTURBED AREA =
10.41
Acres
VOLUME REQUIRED (@3600 cf/ac) =
37471
Cubic Feet
VOLUME PROVIDED @ 16.65 =
49242
Cubic Feet
BOTTOM ELEV. =
14.50
Feet
TOP OF EMBANKMENT =
17.00
Feet
BASIN DEPTH =
2.50
Feet
SIDE SLOPE =
3:1
IMAX
TEMPORARY SEDIMENT BASIN
ELEV CHANGE IN AREA
VOL.
SUM VOL.
FT ELEV. SF
CF
CF
14.5 15208
0
0.5
8734
15 19728
8734
1
21669
16 23610
30403
1
25607
17 27604
56010
2 010

1 2.3
1
1
I
11
1
1
t
t
u
1
1
1
TEMPORARY SEDIMENT BASIN SIZING
ISurface Area Required
325 SF x Q10 CFS = Surface Area (SF)
Q10 (CFS)=
Surface Area Required=
Area Provide
(At E1 16.65)
HYDROLOGIC REPORT FOR combined
SUMMARY OF PEAK FLOW RATES ,
FREQ PRE -DEVELOPED POST -DEVELOP
POND
FLOW FLOW
ELEVATION
(yr) (c.f.s.) (c.f.s.)
(ft.)
----------------- _________------- _--------- ________-__-----_---___—_____-_-,
2 10.09 13.09
15.90
10 13.87 17.36
16.51
HYDROLOGIC REPORT - POND OUTPUT DEVICES
1=CIRCULAR ORIFICE (SKIMMER OUTLET ELEVATION)
INVERT 14.5000 C 0.6000 D 0.1600
if(H<0)Q=3.0'D'(H"1.5)
if (H >= D) Q = C' A' SQRT(64.4' (H - RAID)
3=TRAPEZODIDAL BROAD CRESTED WEIR
INVERT 16.6500 W 5.0000 A 45.0000
Q = 4.8 - (H " 1.5) - (0.667 ' W + 0,533 ' H ` TAN (A)
27.76
9,029
26,206
ROUTED
STORAGE OUTFLOW
(cult.) (c.f.$)
30052.0 0.11
45561.3 0.13
AUG 1 0 2010
1

2.4 SWALE VELOCITY CALCULATIONS
File:
3126.00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Dare:
5/10/2010
Swale Calculation
Swale "A"
Area:
0.75
Acres
C value:
0.3
Intesit 10 r
5.53
in/hr
Actual Discharge
1.24 cfs
Il[awliw+liilril
Bottom Width
0 FT
Velocity
1.00 FPS
LT Side Slope
3 :1 (H:V)
Flow Area
1.24 SF
RT Side Slope
3 :1 (H:V)
Flow Top Width
3.85 FT
Manning's N
0.03
Wetted Perimeter
4.06 FT
Channel Slope
0.002 FT/FT
Critical Depth
0.40 FT
Depth
0.64 FT/FT
Critical Slope
0.024 FT/FT
Discharge
1.24 CFS
Froude Number
0.31
Swale Calculation
Swale "B"
Area:
3.13
Acres
C value:
0.3
ntesit 10 r
5.29
in/hr
Actual Discharge
4.97 cfs
Bottom Width
0 FT
LT Side Slope
3 :1 (H:V)
RT Side Slope
3 :1 (H:V)
Manning's N
0.03
Channel Slope
0.0015 FT/FT
Depth
1.14 FT/FT
Discharge
4.97 CFS
Tc = 24.7 min
Velocity
1.27 FPS
Flow Area
3.90 SF
Flow Top Width
6.84 FT
Wetted Perimeter
7.21 FT
Critical Depth
0.70 FT
Critical Slope
0.0020 FT/FT
Froude Number
0.30
Stone Check Dams
added to Swale to reduce
velocity.
AUG 1 0 2010
BY:

2.13 POND ROUTING CANCULATIONS-1 Hoggard-Sure Associates, P.C.
901 PortCentre Parkway, Suite 5
' Portsmouth, VA 23704
Wed Jun 16 09:17:29 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM
SEWER - POND\WWHCC-PONDS.pro
--------------------------------------------------------------------------------
HYDROLOGIC REPORT - SUMMARY OF PEAK
FLOW
RATES
-----------------------------
BASIN: combined
__-----------_--_
ID:
PREDEVELOPMENT
AREA
= 6.73
AVERAGE BASIN SLOPE
0.00
HYDRAULIC LENGTH
_ 0.00
TIME OF CONCENTRATION
= 30.00
BASIN CURVE NUMBER
= 0.30
_
DEVELOPMENT
AREA
- 10.41
AVERAGE BASIN SLOPE
= 0.00
HYDRAULIC LENGTH
= 0.00
TIME OF CONCENTRATION
20.00
BASIN CURVE NUMBER
0.48
BYPASS
AREA
= 0.13
AVERAGE BASIN SLOPE
0.00
1
HYDRAULIC LENGTH
0.00
TIME OF CONCENTRATION
= 0.00
BASIN CURVE NUMBER
= 0.00
Frequency Pre -developed
By-pass area
Developed
Allowable peak
(years) Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
Peak Q (cfs)
-----------------------------------------------------------------------
1 5.4
0.0
17.5
5.4
2 6.5
0.0
20.9
6.5
'
10 9.0
0.0
27.8
9.0
25 10.3
0.0
31.5
10.3
100 12.5
0.0
37.2
12.5
1

2.13 POND ROUTING CANCULATIONS-2 Hoggard-Sure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Wed Jun 16 09:19:39 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM
--------------------------------------------------------------------------------
SEWER
- POND\WWHCC-PONDS.pro
HYDROLOGIC REPORT FOR
combined
SUMMARY
OF PEAK FLOW
RATES
FREQ
PRE -DEVELOPED
POST -DEVELOP
POND
ROUTED
FLOW
FLOW
ELEVATION
STORAGE
OUTFLOW
(yr)
(c.f.s.)
(c.£.s.)
(ft.)
(cu.ft.)
(c.f.$)
-----------------------------------------------------------------------
1
5.43
17.54
16.21
37948.4
0.43
2
6.52
20.94
16.42
43396.5
1.32
10
8.96
27.78
16.75
51766.6
5.51
25
10.32
31.48
16.94
56688.5
8.93
'
100
12.50
37.23
17.21
64541.9
15.04
i
1
1

2.13 POND ROUTING CANCULATIONS-1 Hoggard-Sure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Wed Jun 16 09:21:15 2010
PROJECT:
RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM
SEWER -
POND\WWHCC-PONDS.pro
--------------------------------------------------------------------------------
HYDROLOGIC
REPORT -
POND DEPTH VS
STORAGE PROVIDED
POND: Pond
A
ELEV
DEPTH
AREA
VOLUME
SUMVOL
feet
sq_ft_
_cu_ft_
_cu_ft_
-------
__ _feet
14.5
15208.0
0.0
0.5
8734.0
15.0
19728.0
8734.0
0.7
16297.9
15.7
26836.0
25031.4
0.3
7566.9
16.0
23610.0
32598.3
1.0
25607.0
17.0
27604.0
58205.3
1.0
29657.5
'
18.0
31711.0
87862.8
1
p

1 2.13 POND ROUTING CANCULATIONS
_J
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Wed Jun 16 09:22:05 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\WWHCC-PONDS.pro
HYDROLOGIC REPORT - POND OUTPUT DEVICES
POND: Pond A
1=CIRCULAR ORIFICE
INVERT 14.5000 C 0.6000 D 0.2080
if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
2=CIRCULAR STANDPIPE
INVERT 16.3000 C 1.5000 D 2.5000
if (H <= D) Q = C * 3.14159 * D * (H ** 1.5)
e if (H > D) Q = C * A * SQRT(64.4 * H)
3=TRAPEZODIDAL BROAD CRESTED WEIR
INVERT 16.6500 W 5.0000 A 45.0000
Q = 4.8 * (H ** 1.5) * (0.667 * W + 0.533 * H * TAN(A)
4=CIRCULAR ORIFICE
INVERT 15.7500 C 0.6000 D 0.3300
if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
1
1

' 2.13 POND ROUTING CANCULATIONS
1
Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Wed Jun 16 09:23:20 2010
PROJECT: RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER -
-----------------------------------------------------------
HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE
POND: Pond A
-----------------------------------------------------------
1=CIRCULAR ORIFICE
INVERT 14.50 C 0.60 D 0.21
if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
2=CIRCULAR STANDPIPE
INVERT 16.30 C 2.50 D 1.50
if (H <= D) Q = C * 3.14159 * D * (H ** 1.5)
if (H > D) Q = C * A * SQRT(64.4 * H)
3=TRAPEZODIDAL BROAD CRESTED WEIR
INVERT 16.65 W 5.00 A 45.00
Q = 4.8 * (H ** 1.5) * (0.667 * W + 0.533 * H * TAN(A)
4=CIRCULAR ORIFICE
INVERT 15.75 C 0.60 D 0.33
if (H < D) Q = 3.0 * D * (H ** 1.5)
if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD)
ELEV STORAGE OUTFLOW
(CU.FT.) (CPS)
14.50
0.0
0.000
14.60
1746.8
0.020
14.70
3493.6
0.056
14.80
5240.4
0.072
14.90
6987.2
0.089
15.00
8734.0
0.103
15.14
11993.5
0.120
15.28
15253.0
0.135
15.42
18512.4
0.148
15.56
21771.9
0.160
15.70
25031.4
0.171
15.71
25283.6
0.172
15.72
25535.9
0.173
15.73
25788.1
0.174
15.74
26040.3
0.174
15.75
26292.6
0.175
15.80
27553.7
0.190
15.85
28814.9
0.214
15.90
30076.0
0.244
15.95
31337.2
0.278
16.00
32598.3
0.317
16.06
34134.7
0.368
16.12
35671.1
0.388
16.18
37207.6
0.417
16.24
38744.0
0.444
16.30
40280.4
0.469
16.37
42072.9
0.840
16.44
43865.4
1.484
16.51
45657.9
2.258
16.58
47450.4
3.092
16.65
49242.8
3.934
16.72
51035.3
5.017
16.79
52827.8
6.219
16.86
54620.3
7.424
16.93
56412.8
8.708
17.00
58205.3
10.134
17.20
64136.8
14.674
POND\WWHCC-PONDS.pro

Hoggard-Eure Associates, P.C.
901 PortCentre Parkway, Suite 5
Portsmouth, VA 23704
Wed Jun 16 09:23:20 2010
PROJECT:
RTEXCO\CALCULATIONS-DESIGN ANALYSIS\STORM SEWER - POND\WWHCC-PONDS.pro
HYDROLOGIC-REPORT---STAGE,-STORAGE,-
YDROLOGICREPORT-STAGE,STORAGE,
AND DISCHARGE
POND: Pond
A
____________________________________________
17.40
70068.3
___
20.049
17.60
75999.8
26.086
17.80
81931.3
33.058
18.00
87862.8
77.648
I
I
1
I
1
1
1
1
LJ
1

®® M M M� M M® M® M M
2.5 STORM PIPE CALCULATIONS
FILE: 3126.00.09 Sheet 1 of 3
Project: Wounded Warriors Hope and Care Center& HO
Location: Camp Lejeune, NC HOGGARD/EURE ASSOCIATES
Design: HE 901 PortCentre Pkwy., Suite 5
Date: Mar-10 Portsmouth, Virginia 23704
Yr. Storm: 10
N Value: 0.013 (RCP) STORM SEWER DESIGN COMPUTATIONS
FROM TO DRAIN. RUN-OFF CxA CxA INLET RAIN RUNOFF '0' INVERT INVERT LENGTH SLOPE PIPE VELOCI CAPACI FLOW FLOW FLOWLINE
PT. PT. AREA COEFF. INCR. ACCUM. TIME FALL "0" ACCUM. UP LOW DIAM. TIME RATIO ELEV.
INCR. RIM
acres
'C"
min.
irVhr
cfs
ds
ft
ft./ft.
inches
ft./sec.
cfs
min.
0 /Of
ft.
A11
Al
A9
A8
A7
A6
AS
A4
A3
A2
A10
A9
A8
A7
A6
A5
A4
A3
A2
Al
0.05
0.52
0.49
0.11
0.00
0.48
0.55
0.07
0.90
0.61
0.38
0.55
0.00
0.47
0.51
0.64
0.05
0.32
0.19
0.06
0.00
0.23
0.28
0.04
6
0.05
0.36
0.55
0.61
0.61
0.84
1.12
1.21
1.38
1.54
15.00
15.50
16.56
17.08
17.81
17.95
20.17
20.77
21.12
21.41
5.25
5.19
5.08
5.03
4.96
4.94
4.75
4.70
4.67
4.65
0.25
1.66
0.96
0.30
0.00
1.14
1.34
0.21
0.81
0.76
0.25
1.91
2.83
3.11
4.90
6.04
7.21
T57,
8.34
9.07
17.43
16.96
16.87
16.66
16.38
16.16
15.94
15.18
14.93
14.62
16.96
16.87
16.66
16.38
16.16
15.94
15.18
14.93
14.62
14.55
70.0
92.0
82.0
115.0
36.0
222.0
152.0
82.0
79.0
47.0
0.0067
0.0010
0.0025
0.0025
0.0060
0.0010
0.0050
0.0030
0.0040
0.0015
6
12
15
15
15
15
18
24
24
24
2.35
1.44
2.64
2.64
4.09
1.67
4.21
3.95
4.57
2.80
0.46
1.13
3.24
3.24
5.02
2.05
7.45
12.42
14.35
8.78
0.50
1.07
0.52
0.73
0.15
2.22
0.60
0.35
0.29
0.28
0.54
1.69
0.87
0.96
0.98
2.95
0.97
0.61
0.58
1.03
21.40
19.30
19.30
20.80
20.80
19.15
19.15
20.50
19.65
18.20
6.55
A4-1
A4
M.820671-77
4
0.04
15.00525
0.23
0.23
15.48
15.18
100
0.0030
15
2.89
3.55
0.58
0.06
20.50
20.50
7 0.37
A7-4
A7.3
48.503.28
1.22
1.22
16.72
16.62
36
0,0030
15
2.89
3.55
0.21
0.34
19.10
A7-3
A7-2
A7-2
A7-1
0.21
0.52
00
0.11
0.37
0.48
48.71
49.13
3.28
3.26
0.00
0.36
1.22
1.57
16.62
16.57
16.57
16.42
42
51
0.0010
0.0030
15
15
1.67
2.89
2.05
3.55
0.42
0.29
0.59
0.44
20.00
18.50
A7-1
A7
0.16
0.52
0.08
0.56
49.42
3.25
0.27
1.84
16.42
16.38
44
0.0010
15
1.67
2.05
0.44
0.90
18.50
20.80
84
B3
82
B3
B2
81
0.79
0.25
0.33
0.46
0.83
0.79
0.36
0.21
0.27
0.36
0.57
0.84
15.00
15.71
16.21
5.25
5.17
5.12
1.92
1 1.10
1.37
1.92
2.99
4.33
15.07
14.79
14.59
14.79
14.59
14.50
112
79
46
0.0025
0.0025
0,0020
15
1 15
18
2.64
2.64
2.67
3.24
3.24
4.71
1 0.71
0.50
0.59
0.92
19.30
18.95
18.40
17.60
C2
C1
1.03
041
0.42
0.42
15.00
5.25
2.20
2.20
14.65
14.53
48
0,0025
15
2.64
3.24
18.0017.80
J0.290.92
E4
E3
E3
E2
0.45
0.60
Routed Equivalent
0.27
0.27
15.00
5,25
6.84
1.44
6.84
8.28
13.00
12.78
12.78
12.38
35
50
0.0064
0.0080
16
18
4.77
5.33
8.43
9.42
16.30
18.53
E2
E1
0.00
0.00
0.00
027
15.16
5.23
0.00
8.28
12.38
11.52
107
0.0080
18
5.33
9.42
16.85
17.50
F2
F1
0.15
0.60
0.09
0.09
15.00
5.25
0.47
0.47
16.90
1 16.80
50
0.0020
1 15
2.36
2.90
0.35
0.16
20.00
19.50
D2
D1
1.19
0.46
0.55
0.55
15.00
5.25
2.91
2.91
16.20
16.00
64
0.003
15
2.94
3.61
0.36
0.81
19.84
19.17
H2
H1
2.31
0.41
0.95
0.95
15.00
5.25
5.02
5.02
16.5
115.25
64
0.0195
15
7.37
9.04
0.14
0.56
19.50
9.75
G2
01
0.15
0.60
0.09
0.09
15.00
5.25
0.48
0.48
15.15
14.61
72
0.0075
15
4.57
5.61
0.26
0.09
17.70
7.70

2.6
STORM SEWER DESIGN COMPUTATIONS (CONTINUED)
FILE:
3126.00.09
Sheet 2 of 2
Project:
Location:
Wounded Warriors Hope and Care Center& HQ
Camp Lejeune, INC
HOGGARD/EURE ASSOCIATES
901 PortCentre Pkwy., Suite 5
Design:
Date:
HE
3/1912010
Portsmouth, Virginia 23704
Yr. Storm:
INValue:
0.013
HYDRAULIC GRADE LINE CALCULATIONS
BASIN 1
1. Enter Tailwater Elevation (R.) ?
16.75
2. Enter "N" value for pipe?
0.013
(RCP)
FROM
TO
OUT
PIPE
LOUT
FRICTION
DNSTREAM
VOLT
M.H.
INLET
OIN
PIPE
"K"
ANGLEF2.35
F.L.E.
H.G.E.
PT.
PT.
(cfs)
DIA.
(R.)
SLOPE
INVERT
(FPS)
SHAPE
(cfs)
DIA.
A11
A10
A9
AS
A7
A6
AS
A4
A3
A2
A10
A9
A8
A7
A6
A5
A4
A3
A2
A7
0.25
1.91
283
3.11
4.90
604
7.21
7.57
8.34
9.07
6.00
12.00
1500
15.00
15.00
15.00222.00
18.00
24.00
24.00
24.00
70.00
92.00
8200
115.00
36.00
152.00
82.00
79.00
47.00
0.0067
0.0010
0.0025
0.0025
0.0060
0.0010
0.0050
0.0030
0.0040
0,0015
16.96
16.87
16.66
16.38
16.16
15.94
15.18
14.93
14.62
14.55
2.35
1.44
2.64
2.64
4.09
1.67
4.21
3.95
4.57
2.80
Y
Y
V
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
0.00
0.25
1.66
0.96
0.30
` 0.00
1.14
1.34
0.21
0.81
6.000
12.000
15.000
15,000
15.000
15.000
18.000
24.000
24.000
24.000
0.00
0.00
0.70
0.00
0.70
0.00
0.28
0.28
0.00
0.00
1.67
4.21
3.95
4.57
21.40
19.30
19.30
20.80
20.80
19.15
19.15
20.50
19.65
18.20
19.43
18.95
18.84
18.60
18.28
17.98
17.70
16.90
16.29
16.29
1.97
0.35
0.46
2.20
2.52
1.17
1.45
3.60
3.36
1.91
A4-1
A4
0.23
15.00
100.00
0.0030
15.18
2.89
Y
Y
0.00
15.000
0.00
0.00
18.50
16.49
2.01
A7-4
A7-3
A7-2
A7-1
A7-3
A7-2
A7-1
A7
1.22
1.22
1.57
1.84
15.00
15.00
15.00
15.00
36.00
42.00
51.00
44.00
0.0030
0.00 00
0.0030
0.0010
16.62
16.57
16.42
16.38
2.89
1.67
2.89
1.67
Y
Y
Y
Y
Y
Y
Y
Y
0.00
1.22
0.00
0.36
15.000
15.000
15.000
15.000
0.22
0.00
0.00
0.00
0.00
2.89
1.67
2.89
20.80
19.30
18.95
18.40
17.75
17.63
17.63
17.45
3.05
1.67
1.32
1 0.95
B4
B3
B2
B3
82
B1
1.92
2.99
4.33
V5.00
15.00
18.00
112.00
79.00
46.00
0.0025
0.0025
0.0020
14.79
14.59
14.50
2.64
2.64
2.67
Y
Y
Y
Y
Y
Y
0.00
1.92
1.10
15.000
15.000
18.000
0.00
0.00
0.00
0.00
2.64
2.64
18.00
17.80
16.30
15.79
15.70
15.70
2.21
2.10
0.60
C2
Ct
2.20
15.00
48.00
0.0025
14.53
2.64
Y
V
0.00
15.000
0.00
1 0.00
16.85
15.53
1.32
E1
E2
E3
E2
E3
E4
6.84
828
8.28
18.00
18..00
1800
35.00
50.00
107.00
0,0064
0..0080
00080
12.78
12.38
11.52
4.77
5.33
5.33
V
Y
Y
Y
a00
6.84
2
18.000
18.000
000
0.00
0.00
0.70
0.00
5.33
16.30
11 85
6
13.98
13.58
12.72
2.32
4.95
4.13
F2
F1
0.47
1 15.00
50.00
0.0020
16.80
2.36
Y
Y
0.00
15.000
0.00
0.00
20.00
17.80
2.20

2.7 LID REQUIRED STORAGE VOLUME
I
I
Runoff Volume Calculations
CN
98
57
SCS Runoff
Curve Number Method
pavement
grass
total
composite
1 r rainfall
1 yr runoff
1 r runoff
2 yr rainfall
2 r runoff
2 r runoff
& buildings
I CN
P
S
la
D
P
S
I Q
sf
sf
sf
inches
inches
cf
inches
inches
of
Pre -Development
Post -Development
21932
143333
446246
324845
468178
4681781
58.9
69.6
3.62
3.62
6.97
4.38
1.39
1 0.88
0.539
1.058
21011
41260
4.41
4.41
6.97
14.381
0.91
1.579
35524
61600
increase
0.519
20249
1
1 0.668
26076
I
I
I
I
I
I
CN
98
57
SCS
Runoff
Curve Number Method
pavement
grass
total
composite
95th
95th
95th
& buildings
CN
Percentile
S
la
Percentile
I Percentile
sf
sf
sf
P
inches
cf
I
Pre -Development
21932
446246
4681781
58.9
2.40
6.97
1.39
1 0.127
4946
Post -Development
143333
324845
4bb1781
69.6
2.40
4.38
0.88
0.394
15362
increase
0.267
10417
LID REQUIRED STORAGE VOLUME

1
'
2.8 LID VOLUMES PROVIDED
File: 3126.00.09
Project: Wounded Warrior Hope 8 Care Center
Location: Camp Lejeune, NC
Design: JWF
Date: 5/102010
'
LID FEATURE -A
VOLUME
TOP OF LID =
20.00
18,30
2262
0
RIM OF LID=
19.30
0.7
1851.15
BOTTOM OF LID =
18.30
19,00
3027
1851
0.3
1004.1
19.30
3667
2855
cfs
LID FEATURE - B
VOLUME
TOP OF LID =
20.00
18.25
246
0
RIM OF LID =
19.00
0.25
77
BOTTOM OF LID =
18.25
18.50
370
77
0.5
225
19.00
530
302
cfs
LID FEATURE - C
VOLUME
'
TOP OF LID =
20.00
18.25
154
0
RIM OF LID =
19.00
0.25
45.625
BOTTOM OF LID =
18.25
18.50
211
46
1
0.5
129
19.00
305
175
cfs
LID FEATURE - D
VOLUME
TOP OF LID =
20.15
18.15
3544
0
RIM OF LID=
19.15
0.85
4014.98
BOTTOM OF LID =
18.15
19.00
5903
4015
'
0.15
912
19.15
6257
4927
cfs
'
LID FEATURE - E
VOLUME
TOP OF LID =
18.00
14.20
68
0
'
RIM OF LID =
BOTTOM OF LID =
15.50
14.20
15.00
0.8
1733
720.4
720
0.5
1131.5
15.50
2793
1852
cfs
LID FEATURE - F
VOLUME
TOP OF LID =
20.00
18.80
1047
0
RIM OF LID =
19.30
0.2
254.4
BOTTOM OF LID =
18.80
19.00
1497
254
0.3
480.6
'
19.30
1707
735
cfs
TOTAL STORED VOLUME
10846
cfs
1

2.9 Wet Detention Pond Sizing Calculations
Pond
Drainage Area(D.A.)- 10.41 Acres
Impervious Area - 3.16 Acres
9 Impervious, (I) = 30.3 9
Use a 3.5 foot deep pond, with 90% TSS
Therefore, SA/DA-
MINIMUM REQUIRED SURFACE AREA AT PERMANENT POOL (PP):
= SA/DA x Drainage Area=
MINIMUM REQUIRED VOLUME
Rv- .05 + .009(I)- 0.32
VOLUME - (1.5"/12") X Rv X D.A. X 43560
18299 CUBIC FEET
3.05 (From Table 3.3-3)
SURFACE AREA (S.A.) PROVIDED AT PP :
15208 SF(>Required S.A.)@ Elev. _
SET ELEVATION OF TEMPORARY POOL (TP):
REQ. VOL./S.A. PROVIDED @ PP =
THEREFORE USE 120 FEET
TP ELEV. - 15.700 FEET
SURFACE AREA AT TEMPORARY POOL ELEVATION:
- L x W
19212 SQUARE FEET
13829 SF
14_50 ft
1.20 FEET
VOLUME PROVIDED (S.A. PROVIDED(PP) + S.A. @ TP ELEV.)/2 x (TP ELEV. - PP ELEV)
(B21+B36)/2 X. (C28)
20652 CUBIC FEET (> REQUIRED VOL., OKAY)
FOREBAY VOLUME:
BOTTOM OF POND ELEVATION AND SURFACE AREA: 59.0 FT - 676 SF
PERMANENT POOL VOLUME = 45637 CUBIC FEET
FOREBAY VOLUME REQUIRED- .2(VOL. OF PP)- 2122 CUBIC FEET
FOREBAY VOLUME PROVIDED- 9492 CUBIC FEET
20.8%
ORIFICE SIZING:
Qi - REQ. VOL./172000 - 0.106 CFS (FLOWRATE REQUIRED FOR A 2 DAY DRAWDOWN
Qy - REQ. VOL./259200 - 0.071 CPS (FLOWRATE REQUIRED FOR A 3 DAY DRAWDOWN
Q5 - REQ. VOL./432000 - 0.042 UPS (FLOWRATE REQUIRED FOR A 5 DAY DRAWDOWN
CHOOSE A CIRCULAR ORIFICE, AVERAGE HEAD =
2.5 0,208 ORIFICE - DRIVING HEAD (H/3) = 0.331 FEET
AREA - 3.14R'
AREA = 0.0341 SF Q-Cp(A2gh)i/'
Q= 0.094 CPS (.106/-.078</-.042)
USE ONE (1) - ONE INCH (2.5") DIAMETER PVC

2.10
WET DETENTION POND VOLUME
File:
3126.00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Date:
05/01/10
ELEVATION
AREA VOLUME SUM VOL
10
6908
0
1
7575
11
8241
7575
1
8936
12
9630
16510
1
10353
13
11076
26863
1
11827
14
12578
38690 BOTTOM SHELF
0.5
6947
14.5
15208
45637 PERM POOL
0.5
8301
15
17995
53937 TOP SHELF
0.7
13022
15.7
19212
66960
0.3
5843
16
19743
72803
1
20645
17
21547
93448
1
22477
18
23407
115925

2.11 FOREBAY VOLUMES
File: 3126.00.09
Project: Wounded Warrior Hope & Care Center
Location: Camp Lejeune, NC
Design: JWF
Date: 5/15/2010
ELEVATION
AREA
VOLUME
SUM VOL
11
2257
0
1
2544
12
2830
2544
1
3145
13
3460
5689
1
3803
14
4146
9492 Top of Forebay
_1
AUG 1 0 2010
13':

I
1
O
I
1
1
1
1
1
1
1
1
I
2.12
AVERAGE DEPTH CALCULATIONS
File:
3126,00.09
Project:
Wounded Warrior Hope & Care Center
Location:
Camp Lejeune, NC
Design:
JWF
Date:
05/05/10
POND B
day =
0.25 X
1+
Abot_shelf
+
Abot_shelf + Abot_pond
X
Depth
Ape"_pool
2
Abot shelf
0.25 X
1+
12578
+
19486
X
4.5
15208
2
12578
0.25 X
1+
0.83
+
9743.00
X
0.00036
0.25 X
1.83
+
3.49
0.46
+
3.49
day =
3.942495
AUr 1 0 2010
1

P1378 — WOUNDED WARRIOR HOPE AND CARE CENTER (WWHCC)
MARINE CORPS BASE CAMP LEJEUNE
PROJECT NARRATIVE
EROSION & SEDIMENT CONTROL
1. GENERAL INFORMATION
a. Name of Project: P1378 — WOUNDED WARRIOR HOPE AND CARE CENTER
b. Street Address: West of Hospital Corps Road, currently unnamed road
City: Camp Lejeune
County: Onslow
C. Acres in Tract: Property is all located within the Boundary of Camp Lejeune
d. Acres Being Disturbed: This is a Modification of an existing permit.
' The total acreage of the project is 26.56
The actual Wounded Warrior site, Sub Basin #4 is 10.41 acres.
Additional acreage disturbed = 6.36, not previously disturbed.
e. Acres in Wetlands: None
f. Ownership Information: United States Marine Corps
g. Description of Proposed Development: Project P1378 —Wounded Warrior Hope
' and Care Center includes two (2) buildings, a 7,400 sf Battalion Headquarters
Building and a 36,152 sf Hope and Care Center a 100 car parking lot, a wet storm
water management basing and associated utilities.
Low Impact Development features are being constructed to satisfy Navy Criteria to
promote infiltration. Due to the Seasonal High Water Table, we understand that
these features are not designed to NCDENR standards and request that these
features not be permitted. These LID features will act as conveyance of the storm
water from the site to the proposed Wet Detention Pond.
WWHCC:
The proposed building is located just south of the Wounded Warrior BEQ project,
currently under construction. The site is located just west of a currently unnamed
access road, and north of a proposed "Ring Road" currently out for bids.
Due to the overlapping of the WWHCC project with the BEQ project the permit for
the BEQ shall be modified. The Wounded Warrior Hope and Care Center will
require extensive earthwork and utility construction. The Latitude and Longitude of
the site are as follows:
Latitude: 340 43' 12.2" N 34.7200550
Longitude: 770 21' 50.88" W-77.3641340
[13Y
AUG 1 0 2010
:

The increase in impervious surface is as follows:
' Pre -Developed % Impervious = 21.2%
Developed % Impervious = 31.9%
' h. All erosion control measures shall be constructed prior to land disturbance. All
Stormwater treatment facilities shall be constructed at their appropriate timing.
i. Sanitary sewer and water supply shall be provided by extension of the existing
1 utility systems. All sewer and water systems are owned and operated by MCB
Camp Lejeune.
ej. There are no historical sites or public monies associated with this project.
k. We do not believe there are any compliance issues with the site.
1.2 STORMWATER INFORMATION
1
1
1
1
a.
C.
Water Body Information
River Basin:
Stream Classification:
Index Number:
White Oak
SC;
Northeast Creek, 19-16-(3.5)
High Density, based on location at Camp Lejeune
Commercial — US Government
IID��7�9��'f�ll
The proposed total percentage of impervious will be increased by this project -
Pre -Developed % Impervious = 21.2%
Developed % Impervious = 31.9%
1.3 STORMWATER NARRATIVE
' Stormwater management will comply with the requirements of the applicable UFC
and the stormwater management instructions included in the RFP. The
Stormwater Management design will emphasize Low Impact Development (UFC 3-
' 210-10) Best Management Practices including grassed swales, filter strips, and
infiltration trenches (not permitted with NCDENR).
The geotechnical report prepared for Projects P1378 Wounded Warrior Hope &
Care Center and P1330 Battalion Headquarters Building indicates different
conditions from those provided in the RFP. The geotechnical report indicates
ground water observed at 1-5 below existing grade. These elevations may be due
to a perched water table condition. The geotechnical report states that the Normal
Seasonal High Water Table (SHWT) is estimated at 1 to 2.5' below existing grade.
The elevation of the SHWT will not allow the use of sand filters, bio-retention, and
infiltration due to the design requirements of NCDENR. NCDENR requires a
minimum of two (2) feet of separation between the management feature and the
SHWT.
Cl

I
�I
1
I
I
1
To satisfy the LID requirements of the Camp Lejeune and the Navy, infiltration
trenches will be provided throughout the site to capture and transport stormwater
through the site. These trenches will capture the required volume to satisfy the
LID calculations, the 95th Percentile storm event, 2.4 inches. This.volume will be
infiltrated thru into the existing ground. Due to high SHWT, under drains shall be
provided to ensure drainage. See civil calculations for storage volumes.
Other LID features shall include minimizing curbing, paving and storm piping, while
maximizing overland flow, green space, and natural features.
One (1) wet ponds shall be constructed to satisfy the requirements of NCDENR.
This pond will be sized to comply with NCDENR design regulations. The routed
pond outflow shall maintain the 25YR storm to less than pre -developed conditions.
The 100YR storm shows an increase from 12.50 cfs to 15.04 cfs. The pond
routing calculations do not consider the potential loss of runoff within the LID
infiltration features. Being conservative, the pond has been sized without
recognizing the added befifit of the infiltration areas. This thought process was
also established to accommodate the NCDENR requirements.
The infiltration trenches will transport overflow storm water to the wet ponds. It is
our intent to not have the infiltration trenches part of the storm water permit since
1
they will not meet the design requirements, specifically 2' separation from the
SHWT.
1.4 EROSION AND SEDIMENT CONTROL MEASURES
All Erosion & Sediment Control Measures will be installed in accordance with the latest
edition of the North Carolina Erosion and Sediment Control Manual. Erosion Control
measures to be implemented on this site include:
'
Top soiling
Temporary Gravel Construction Entrance/Exit
Temporary Seeding
Permanent Seeding
Grass -Lined Channels
Outlet Stabilization Structure
'
Rock Pipe Inlet Protection
Stone Check Dam
Sediment Fence
1
Temporary Sediment Basin
Dust Control
' Sediment fence will be used to prevent sediment from traveling off the site into the
adjacent areas. A construction entrance will also be placed at a convenient location to
facilitate construction operations.
1 One (1) temporary sediment basin shall be provided for the site and shall be located in
the area of the permanent wet detention pond. The sediment trap shall provide 3600
' cubic feet of sediment storage per acre of disturbed area.
LJ

ITrap characteristics are as follows
Sediment Basin
Disturbed Area = 453,395 Square Feet = 10.41 acres
Volume required = 37,471 cubic feet, @ 3600cf/ac
Volume provided at principal spillway, elevation 16.65 = 49,242 cubic feet.
1.5 PERMANENT STABILIZATION
The site will be stabilized as the construction is completed. The seeding schedule will be
followed as stated on the construction documents.
1.6 SOILS
' The soils report was prepared by GET Solutions, Inc., Virginia Beach, Virginia
(Dated December 16, 2009). The report indicated the following:
The results of our soil test borings indicated the presence of 4 to 24 inches of
'
topsoil at the boring locations. The subsurface soils encountered below the topsoil
were generally noted to consist of CLAY (CL, CH) with varying amounts of sand.
'
The Standard Penetration Test (SPT) results, N-values, recorded within this initial
soil layer ranged from 3 to 14 blows-perfoot (BPF) indicating a soft to stiff relative
density. Borings B-4, B-5, CBR-1 through CBR-3, and BMP-1 through BMP-4 were
terminated within this stratum.
1.7 GROUND WATER
'
The groundwater level was recorded at the location of borings B-1 through B-6,
CBR-1 through CBR-3, and BMP-1 through BMP-4 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 1 to 5 feet below
current grades at the boring locations which coincides with elevations ranging from
14 to 17.5 feet MSL. However, these groundwater readings are anticipated to be
the result of perched conditions over restrictive soil layers occurring near the
surface. The boreholes were backfilled upon completion for safety considerations.
As such, the reported groundwater levels may not be indicative of the static
groundwater level.
The SHWT depths at these boring locations were estimated based on the Munsell®
color classifications and our experience with similar soil conditions. Furthermore,
the normal SHWT depths were estimated to be about 1 to 2.5 feet below the
existing site grade elevations at the above noted boring locations, which
1
corresponds to elevations ranging from about 15.3 to 17.5 feet MSL.
1
1
1

1 1.8 O&MPLAN
MAINTENANCE OF STORM WATER MANAGEMENT
AND EROSION CONTROL STRUCTURES
All permanent storm water management and erosion control structures will be
maintained by the Contractor during construction. After construction is complete,
the temporary erosion control measures will be removed by the Contractor and the
permanent stormwater management basins will become the responsibility of the
Facilities Maintenance Officer, at MCB Camp Lejeune.
1. INSPECT AFTER EVERY RUNOFF PRODUCING RAINFALL EVENT:
' 1. Basin inlet (Flared -end sections) - Remove any clogging debris.
2. Wet Detention Pond - Remove trash accumulation and repair eroded areas.
' 2. INSPECT QUARTERLY:
3. Inlet Piping - Repair undercutting, remove interior trash, and replace rip -rap.
4. Wet Detention Pond - Repair eroded areas, remove trash.
' 3. INSPECT SEMI-ANNUALLY (EVERY 6 MONTHS):
5. Basin Depth - Sediment shall be removed when it accumulates to a depth of
' approximately (6") six inches.
4. GENERAL MAINTENANCE NOTES:
' 6. Stabilize side slopes and re-establish stone check dams pre-treatment
within dry detention ponds regularly.
I
1
U
1
1
1
1

IWounded Warrior Hope and Care Center
' SECTION O1 57 13.00 22
' EROSION AND SEDIMENT CONTROL
07/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed
below form a part of this specification to the
extent referenced. The
publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL
(ASTM)
ASTM D 3787
(2001) Bursting Strength of Textiles -
Constant -Rate -of -Traverse (CRT), Ball
Burst Test
ASTM D 4533
(1991; R 1996) Trapezoid Tearing Strength
of Geotextiles
'
ASTM D 4632
(1991; R 1996) Grab Breaking Load and
Elongation of Geotextiles
'
NORTH CAROLINA
SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM
(1993) Erosion and Sediment Control
Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment Fence
Dust Suppressors
SECTION O1 57 13.00 22 Page 1

' Wounded Warrior Hope and Care Center 31260009
' Filter Fabric
1.4 CONSTRUCTION SEQUENCE SCHEDULE
' Submit a contractor furnished construction work sequence schedule, a
minimum of 30 days prior to start of construction. The work schedule shall
coordinate the timing of land disturbing activities with the provision of
erosion control measures to reduce on site erosion and off site
sedimentation. Installation of temporary erosion control features shall be
coordinated with the construction of permanent erosion control features to
assure effective and continuous control of erosion and pollution.
e1.5 STATE APPROVED PLAN
The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated. Should the Contractor desire to modify the State approved plan,
a resubmittal to the State, including the State's approval is required
prior to the start of construction. The contractor shall be responsible for
any additional costs and time incurred as a result of the resubmittal of
the previously approved erosion control plan. The contractor shall
' anticipate a minimum 45 day review period by the State. Provide and
maintain erosion control measures in accordance with NCSCC ESCM, and as
specified herein.
' PART 2 PRODUCTS
2.1 SEDIMENT FENCE
2.1.1 State Standard Sediment Fence
NCSCC ESCM Standard 6.62.4 thru 6.62.7, sediment fence (maximum height of 24
inches).
' 2.2 CATCH BASIN PROTECTION
2.2.1 State Standard Catch Basin Protection
NCSCC ESCM Standard 6.52.
2.3 CONSTRUCTION ENTRANCE
' 2.3.1 State Standard Construction Entrance
2.3.1.1 Aggregate
' NCSCC ESCM, Standard 6.06.
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
' a. Minimum grab tensile strength (TF 25 #1/ASTM D 4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D 3787) 75 psi in the weakest
direction
SECTION O1 57 13.00 22 Page 2
e

' Wounded Warrior Hope and Care Center
31260009
' C. Apparent Opening Size 40-80 (U.S. Sieve Size)
' d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533) 50 pounds
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
See Specification Section 32 92 19 SEEDING
8 PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Install
principal sediment basins and traps before any major site grading takes
t place. Provide additional sediment traps, sediment fences, and filter
barriers as grading progresses. Provide catch basin protection around
existing drainage structures, and inlet and outlet protection at the ends
of new drainage systems. Stabilize graded and disturbed areas immediately
' after grading. Permanent stabilization shall be provided immediately on
areas that have been final graded. Temporary seeding and mulching shall be
provided on disturbed areas as specified in the paragraph entitled
"Temporary Seeding." Installation of temporary erosion control features
t shall be coordinated with the construction of permanent erosion control
features to assure effective and continuous control of erosion and sediment
deposition. Remove temporary erosion control measures at the end of
construction and provide permanent seeding.
' 3.2 SEDIMENT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
' and 20 degrees towards the potential silt load area. Sediment fence height
shall be approximately18-24 inches Do not attach filter fabric to existing
trees. Secure filter fabric to the post and wire fabric using staples, tie
wire, or hog rings. Imbed the filter fabric into the ground as indicated.
' Splice filter fabric at support pole using a 6 inch overlap and securely
seal.
3.3 CATCH BASIN PROTECTION
' Install as indicated.
3.4 CONSTRUCTION ENTRANCE
' Provide as indicated, a , at points of vehicular ingress and egress on the
construction site. Construction entrances shall be cleared and grubbed,
and then excavated a minimum of 3 inches prior to placement of the filter
' fabric and aggregate. The aggregate shall be placed in a manner that will
prevent damage and movement of the fabric. Place fabric in one piece, where
possible. Overlap fabric joints a minimum of 12 inches.
SECTION O1 57 13.00 22 Page 3

Wounded Warrior Hope and Care Center
3.5 DUST SUPPRESSORS
31260009
Immediately dampen the surface before calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.6 TEMPORARY SEEDING
3.6.1 Time Restrictions
Within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or
more.
b. When it is impossible or impractical to bring an area to finish
grade so that permanent seeding operations can be performed
without serious disturbance from additional grading.
C. Grading operations for a specific area are completed and the
seeding seasons specified for permanent seeding in Section 32 92 19,
"SEEDING" is more than 30 days away.
d. When an immediate cover is required to minimize erosion, or when
' erosion has occurred.
e. Provide on erosion control devices constructed using soil
materials.
' 3.6.2 Seeding Requirements
3.6.2.1 State Standard Seeding Requirements
' See Specification Section 32 92 19
3.7 MAINTENANCE AND INSPECTION
' Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
t repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
' inspection. Modifications shall be approved by the Contracting Officer.
3.8 CLEAN UP
At the completion of the job, or when directed or approved by the
SECTION O1 57 13.00 22 Page 4

' Wounded Warrior Hope and Care Center
tibGiQ1DY]
Contracting Officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
be filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
End of Section
SECTION O1 57 13.00 22 Page 5

Wounded Warrior Hope and Care Center 31260009
SECTION 31 23 00.00 20
EXCAVATION AND FILL
04/06
PART 1
GENERAL
1.1 REFERENCES
The publications
listed
below form a part of this specification to the
extent
referenced.
The
publications are referred to in the text by the
basic
designation
only.
AMERICAN
WATER
WORKS ASSOCIATION(AWWA)
AWWA
C600
(2005) Installation of Ductile -Iron Water
Mains and Their Appurtenances
ASTM INTERNATIONAL (ASTM)
ASTM
C 136
(2005) Sieve Analysis of Fine and Coarse
Aggregates
ASTM
C 33
(2003) Concrete Aggregates
ASTM
D 1140
(2000) Amount of Material in Soils Finer
than the No. 200 (75-micrometer) Sieve
ASTM
D 1556
(2000) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
ASTM
D 1557
(2002e1) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2,700 kN-m/m3))
ASTM
D 2216
(2005) Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass
ASTM
D 2321
(2005) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM
D 2487
(2000) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM
D 2922
(2004) Density of Soil and Soil -Aggregate
in Place by Nuclear Methods (Shallow Depth)
ASTM
D 3017
(2004) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
ASTM
D 4318
(2000) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM
D 698
(2000ael) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-Ibf/cu. ft. (600
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kN-m/cu. m.))
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1
(2003) Safety -- Safety and Health
Requirements
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 530/F-93/004
EPA 600/4-79/020
1.2 DEFINITIONS
1.2.1 Capillary Water Barrier
0=161414M]
(1993; Rev 0; Updates I, II, IIA, IIB, and
III) Test Methods for Evaluating Solid
Waste (Vol IA, IB, IC, and II) (SW-846)
(1983) Methods for Chemical Analysis of
Water and Wastes
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor barrier to cut off the capillary flow of pore water to
the area immediately below a slab.
1.2.2 Degree of Compaction
' Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D 1557, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.3 Hard Materials
Weathered rock, dense consolidated deposits, or conglomerate materials
' which are not included in the definition of "rock" but which usually
require the use of heavy excavation equipment, ripper teeth, or jack
hammers for removal.
1.2.4 Rock
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
' can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding 1 cubic yard in volume.
' Removal of hard material will not be considered rock excavation because of
intermittent drilling and blasting that is performed merely to increase
production.
' 1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
' submittals not having a 11G" designation are The following shall be
submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Shoring and Sheeting Plan
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Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
Borrow Site Testing; G
Fill and backfill test
Select material test
Porous fill test for capillary water barrier
Density tests
Moisture Content Tests
31260009
Copies of all laboratory and field test reports within 24 hours of the
completion of the test.
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated,
will not be encountered.
C. Ground water elevations indicated by the boring log were those
existing at the time subsurface investigations were made and do
not necessarily represent ground water elevation at the time of
construction.
e. Material character is indicated by the boring logs.
g. Borrow material Suitable backfill and bedding material in the
quantities required are not available at the project site-
h. Blasting will not be permitted. Remove material in an approved
manner.
1.6 REQUIREMENTS FOR OFF SITE SOIL
Soils brought in from off site for use as backfill shall be tested for TPH,
BTEX and full TCLP including ignitability, corrosivity and reactivity.
Backfill shall contain less than 100 parts per million (ppm) of total
petroleum hydrocarbons (TPH) and less than 10 ppm of the sum of Benzene,
Toluene, Ethyl Benzene, and Xylene (BTEX) and shall not fail the TCPL
test. TPH concentrations shall be determined by using EPA 600/4-79/020
Method 418.1. BTEX concentrations shall be determined by using
EPA 530/F-93/004 Method 5030/8020. TCLP shall be performed in accordance
with EPA 530/F-93/004 Method 1311. Provide Borrow Site Testing for TPH,
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191YXSQ1LF1
BTEX and TCLP from a composite sample of material from the borrow site,
with at least one test from each borrow site. Material shall not be
brought on site until tests have been approved by the Contracting Officer.
1.7 QUALITY ASSURANCE
1.7.1 Shoring and Sheeting Plan
Submit drawings and calculations, certified by a registered professional
engineer, describing the methods for shoring and sheeting of excavations.
Drawings shall include material sizes and types, arrangement of members,
and the sequence and method of installation and removal. Calculations
shall include data and references used.
' 1.7.2 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
' 1.7.3 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Excavation made
t with power -driven equipment is not permitted within two feet of known
Government -owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
' indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill is granted by the Contracting Officer. Report damage to utility
' lines or subsurface construction immediately to the Contracting Officer.
PART 2 PRODUCTS
' 2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
' Any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM, GW-GM, GC,
GP -GC, GM -GC, SW, SP, SM, SW -SC, SP-SM, SP-SC, free of debris, roots,
wood, scrap material, vegetation, refuse, soft unsound particles, and
frozen, deleterious, or objectionable materials. Unless specified
otherwise, the maximum particle diameter shall be one-half the lift
thickness at the intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
1 also includes material classified as satisfactory which contains root and
other organic matter, frozen material, and stones larger than 3 inches.
The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Cohesionless and Cohesive Materials
Cohesionless materials include materials classified in ASTM D 2487 as GW,
GP, SW, and SP. Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM, GP -GM, GW-GM, SW-SM,
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31260009
SP-SM, and SM shall be identified as cohesionless only when the fines are
nonplastic (plasticity index equals zero). Materials classified as GM and
SM will be identified as cohesive only when the fines have a plasticity
index greater than zero.
2.1.4 Common Fill
Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.5 Backfill and Fill Material
ASTM D 2487, classification GW, GP, GM, GC, SW, SP, SM, SC with a maximum
ASTM D 4318 liquid limit of 35, maximum ASTM D 4318 plasticity index of 12,
and a maximum of 25 percent by weight passing ASTM D 1140, No. 200 sieve.
2.1.6 Select Material
Provide materials classified as GW, GP, SW, SP, by ASTM D 2487 where
indicated. The liquid limit of such material shall not exceed 35 percent
when tested in accordance with ASTM D 4318. The plasticity index shall not
be greater than 12 percent when tested in accordance with ASTM D 4318, and
not more than 35 percent by weight shall be finer than No. 200 sieve when
tested in accordance with ASTM D 1140.
' 2.1.7 Topsoil
Provide as specified in Section 32 92 19SEEDING.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C 33 fine aggregate grading with a maximum of 3 percent by weight
passing ASTM D 1140, No. 200 sieve, or 1-1/2 inches and no more than 2
percent by weight passing the No. 4 size sieve or coarse aggregate Size
57, 67, or 77 and conforming to the general soil material requirements
specified in paragraph entitled "Satisfactory Materials."
2.3 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
' of ASTM D 698 maximum density. Plastic piping shall have bedding to spring
line of pipe. Provide ASTM D 2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a
number of fill materials that have regional significance such as
coral, slag, cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of
' 1.5 inches, including various graded sands and gravels containing
small percentages of fines, generally granular and noncohesive,
either wet or dry. Soil Types GW, GP, SW, and SP are included in
this class as specified in ASTM D 2487.
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2.3.1 Gravel
Clean, coarsely graded natural gravel, crushed stone or a combination
' thereof having a classification of GW GP in accordance with ASTM D 2487
for bedding . Maximum particle size shall not exceed 3 inches.
2.4 BORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property.
2.5 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic warning tape manufactured specifically for warning and
identification of buried utility lines. Provide tape on rolls, 3 inch
minimum width, color coded as specified below for the intended utility with
warning and 1 identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read,
"CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color
and printing shall be permanent, unaffected by moisture or soil.
' Warning Tape Color Codes
Yellow: Electric
' Yellow: Gas, Oil; Dangerous Materials
Orange: Telephone and Other Communications
Blue: Water Systems
Green: Sewer Systems
2.5.1 Warning Tape for Metallic Piping
' Acid and alkali -resistant polyethylene plastic tape conforming to the
width, color, and printing requirements specified above. Minimum thickness
of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi
lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.
' 2.5.2 Detectable Warning Tape for Non -Metallic Piping
Polyethylene plastic tape conforming to the width, color, and printing
' requirements specified above. Minimum thickness of the tape shall be 0.004
inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250
psi crosswise. Tape shall be manufactured with integral wires, foil
backing, or other means of enabling detection by a metal detector when tape
' is buried up to 3 feet deep. Encase metallic element of the tape in a
protective jacket or provide with other means of corrosion protection.
2.6 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
1
1
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PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
Provide shoring, bracing,trench boxes and sheeting as required. In
addition to Section 25 A and B of EM 385-1-1 , include provisions in the
shoring and sheeting plan that will accomplish the following:
a. Prevent undermining of pavements, foundations and slabs.
b. Prevent slippage or movement in banks or slopes adjacent to the
excavation.
3.1.2 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.2.1 Drainage
1 So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features (ponds/basins) at the earliest stages of site development, and
throughout construction grade the construction area to provide positive
surface water runoff away from the construction activity and/or provide
temporary ditches, swales, and other drainage features and equipment as
required to maintain dry soils, prevent erosion and undermining of
' foundations. When unsuitable working platforms for equipment operation and
unsuitable soil support for subsequent construction features develop,
remove unsuitable material and provide new soil material as specified
herein. It is the responsibility of the Contractor to assess the soil and
' ground water conditions presented by the plans and specifications and to
employ necessary measures to permit construction to proceed. Excavated
slopes and backfill surfaces shall be protected to prevent erosion and
sloughing. Excavation shall be performed so that the site, the area
' immediately surrounding the site, and the area affecting operations at the
site shall be continually and effectively drained.
3.1.2.2 Dewatering
' Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
in the excavation and to eliminate interference with orderly progress of
' construction. French drains, sumps, ditches or trenches will not be
permitted within 3 feet of the foundation of any structure, except with
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material. While the excavation is
open, the water level shall be maintained continuously, at least 1 feet
below the working level.
1 Operate dewatering system continuously until construction work below
existing water levels is complete. Submit performance records weekly.
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31260009
'
3.1.3 Underground Utilities
Location of the existing utilities
indicated is approximate.
The
Contractor shall physically verify
the location and elevation
of the
'
existing utilities indicated prior
to starting construction.
The
Contractor shall contact the Public
Works Department for assistance
in
locating existing utilities.
2.1.4 Machinery and Equipment
Movement of construction machinery
and equipment over pipes
during
construction shall be at the contractor's
risk. Repair, or
remove and
provide new pipe for existing or newly
installed pipe that
has been
displaced or damaged.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the clearing limits. Remove stumps entirely. Grub out
matted roots and roots over 2 inches in diameter to at least 18 inches
below existing surface.
3.2.2 Stripping
Strip suitable soil from the site where excavation or grading is indicated
and stockpile separately from other excavated material. Material
unsuitable for use as topsoil shall be stockpiled and used for backfilling.
Locate topsoil so that the material can be used readily for the finished
grading. Where sufficient existing topsoil conforming to the material
requirements is not available on site, provide borrow materials suitable
for use as topsoil. Protect topsoil and keep in segregated piles until
needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with select
material and compact to 95 percent of ASTM D 1557 maximum density.
Unless specified otherwise, refill excavations cut below indicated depth
with satisfactory material and compact to 95 percent of ASTM D 1557
maximum density. Satisfactory material removed below the depths indicated,
without specific direction of the Contracting officer, shall be replaced
with satisfactory materials to the indicated excavation grade; except as
specified for spread footings. Determination of elevations and
measurements of approved overdepth excavation of unsatisfactory material
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31260009
' below grades indicated shall be done under the direction of the Contracting
Officer.
' 3.3.1 Structures With Spread Footings
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Fill over excavations
with concrete during foundation placement.
3.3.2 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length. Rock, where encountered, shall be excavated to a
depth of at least 6 inches below the bottom of the pipe.
3.3.3 Excavated Materials
Satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
' 3.3.4 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is
' to be placed. Only excavation methods that will leave the foundation rock
in a solid and unshattered condition shall be used. Approximately level
surfaces shall be roughened, and sloped surfaces shall be cut as indicated
into rough steps or benches to provide a satisfactory bond. Shales shall
' be protected from slaking and all surfaces shall be protected from erosion
resulting from ponding or flow of water.
3.4 SUBGRADE PREPARATION
' Unsatisfactory material in surfaces to receive fill or in excavated areas
shall be removed and replaced with satisfactory materials as directed by
the Contracting Officer. The surface shall be scarified to a depth of 6
' inches before the fill is started. Sloped surfaces steeper than 1 vertical
to 4 horizontal shall be plowed, stepped, benched, or broken up so that the
fill material will bond with the existing material. When subgrades are
less than the specified density, the ground surface shall be broken up to a
minimum depth of 6 inches, pulverized, and compacted to the specified
density. When the subgrade is part fill and part excavation or natural
ground, the excavated or natural ground portion shall be scarified to a
depth of 12 inches and compacted as specified for the adjacent fill.
' Material shall not be placed on surfaces that are muddy, frozen, or contain
frost. Compaction shall be accomplished by sheepsfoot rollers,
pneumatic -tired rollers, steel -wheeled rollers, or other approved equipment
well suited to the soil being compacted. Material shall be moistened or
aerated as necessary to provide the moisture content that will readily
facilitate obtaining the specified compaction with the equipment used.
Minimum subgrade density shall be as specified herein.
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1 3.4.1 Proof Rolling
31260009
Proof rolling shall be done on an exposed subgrade free of surface water
(wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade. After stripping, proof roll the existing
subgrade of the building and pavements with six passes of a 15 ton,
pneumatic -tired roller. Operate the truck in a systematic manner to ensure
the number of passes over all areas, and at speeds between 2 1/2 to 3 1/2
miles per hour. When proof rolling under buildings, the building subgrade
shall be considered to extend 5 feet beyond the building lines, and
one-half of the passes made with the roller shall be in a direction
perpendicular to the other passes. Notify the Contracting Officer a
minimum of 3 days prior to proof rolling. Proof rolling shall be performed
in the presence of the Contracting Officer. Rutting or pumping of material
shall be undercut as directed by the Contracting Officerand replaced with
select material.
3.5 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.5.1 Common Fill Placement
Provide for general site . Use satisfactory materials. Place in 6 inch
lifts. Compact areas not accessible to rollers or compactors with
mechanical hand tampers. Aerate material excessively moistened by rain to
a satisfactory moisture content. Finish to a smooth surface by blading,
rolling with a smooth roller, or both.
3.5.2 Backfill and Fill Material Placement
® Provide for paved areas and under concrete slabs, except where select
material is provided. Place in 6 inch lifts. Do not place over wet or
frozen areas. Place backfill material adjacent to structures as the
structural elements are completed and accepted. Backfill against concrete
only when approved. Place and compact material to avoid loading upon or
against the structure.
3.5.3 Select Material Placement
Provide under structures not pile supported. Place in 6 inch lifts. Do
1 not place over wet or frozen areas. Backfill adjacent to structures shall
be placed as structural elements are completed and accepted. Backfill
against concrete only when approved. Place and compact material to avoid
loading upon or against structure.
3.5.4 Backfill and Fill Material Placement Over Pipes and at Walls
Backfilling shall not begin until construction below finish grade has been
' approved, underground utilities systems have been inspected, tested and
approved, forms removed, and the excavation cleaned of trash and debris.
Backfill shall be brought to indicated finish grade and shall include
backfill for outside oil water seperators. Where pipe is coated or wrapped
for protection against corrosion, the backfill material up to an elevation
2 feet above sewer lines and 1 foot above other utility lines shall be
free from stones larger than 1 inch in any dimension. Heavy equipment for
spreading and compacting backfill shall not be operated closer to
' foundation or retaining walls than a distance equal to the height of
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1

IWounded Warrior Hope and Care Center
1921V 16I18R,
backfill above the top of footing; the area remaining shall be compacted in
layers not more than 4 inches in compacted thickness with power -driven
hand tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes or tanks to avoid damage to coatings,
wrappings, or tanks. Backfill shall not be placed against foundation walls
prior to 7 days after completion of the walls. As far as practicable,
backfill shall be brought up evenly on each side of the wall and sloped to
drain away from the wall.
3.5.5 Porous Fill Placement
Provide under floor and area -way slabs on a compacted subgrade. Place in 4
inch lifts with a minimum of two passes of a hand -operated plate -type
vibratory compactor.
3.5.6 Trench Backfilling
Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 6
inch lifts to top of trench and in6 inch lifts to one foot over pipe
outside structures and paved areas.
3.6 BORROW
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.7 BURIED WARNING AND IDENTIFICATION TAPE
' Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
t 3.8 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
' and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over its entire length. The wire shall enter manholes
' between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
' 3.9 COMPACTION
Determine in -place density of existing subgrade; if required density
exists, no compaction of existing subgrade will be required. Density
requirements specified herein are for cohesionless materials. When
cohesive materials are encountered or used, density requirements may be
reduced by 5 percent.
3.9.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
foot line of the paved area or structure to 85 percent of ASTM D 1557.
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3.9.2 Structures, Spread Footings, and Concrete Slabs
Compact top 12 inches of subgrades to 95 percent of ASTM D 1557. Compact
common fill fill and backfill material and select material to 95 percent of
ASTM D 1557.
3.9.3 Adjacent Area
Compact areas within 5 feet of structures to 90 percent of ASTM D 1557.
3.9.4 Paved Areas
Compact top 12 inches of subgrades to 95 percent of ASTM D 1557. Compact
fill and backfill materials to 95 percent of ASTM D 1557.
3.10 FINISH OPERATIONS
3.10.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and
debris. For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.10.2 Topsoil and Seed
Provide as specified in Section 32 92 19 SEEDING.
3.10.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
3.11 DISPOSITION OF SURPLUS MATERIAL
Remove from Government property surplus or other soil material not required
or suitable for filling or backfilling, and brush, refuse, stumps, roots,
and timber.
3.12 FIELD QUALITY CONTROL
3.12.1 Sampling
Take the number and size of samples required to perform the following tests.
3.12.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.12.2.1 Fill and Hackfill Material Testing
Test fill and backfill material in accordance with ASTM C 136 for
conformance to ASTM D 2487 gradation limits; ASTM D 1140 for material finer
than the No. 200 sieve; ASTM D 4318 for liquid limit and for plastic limit;
ASTM D 699 or ASTM D 1557 for moisture density relations, as applicable.
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3.12.2.2 Select Material Testing
31260009
Test select material in accordance with ASTM C 136 for conformance to
ASTM D 2487 gradation limits; ASTM D 1140 for material finer than the No.
200 sieve; ASTM D 698 or ASTM D 1557 for moisture density relations, as
applicable.
3.12.2.3 Porous Fill Testing
Test porous fill in accordance with ASTM C 136 for conformance to gradation
specified in ASTM C 33.
3.12.2.4 Density Tests
Test density in accordance with ASTM D 1556, or ASTM D 2922 and ASTM D 3017.
When ASTM D 2922 and ASTM D 3017 density tests are used, verify density
test results by performing an ASTM D 1556 density test at a location
already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an
ASTM D 1556 density test at the start of the job, and for every 10
ASTM D 2922 and ASTM D 3017 density tests thereafter. Test each lift at
randomly selected locations every 2500 square feet of existing grade in
fills for structures and concrete slabs, and every 2500 square feet for
other fill areas and every 2500 square feet of subgrade in cut. Include
density test results in daily report.
a. Bedding and backfill in trenches: One test per 50 linear feet in
each lift.
3.12.2.5 Moisture Content Tests
In the stockpile, excavation or borrow areas, a minimum of two tests per
day per type of material or source of materials being placed is required
during stable weather conditions. During unstable weather, tests shall be
made as dictated by local conditions and approved moisture content shall be
tested in accordance with ASTM D 2216. Include moisture content test
results in daily report.
-- End of Section --
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SECTION 32 92 19
SEEDING
10/06
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C 602 (2006) Agricultural Liming Materials
' ASTM D 4427 (1992; R 2002el) Peat Samples by
Laboratory Testing
ASTM D 4972 (2001; R 2007) pH of Soils
' U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act
' DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
' 1.2 DEFINITIONS
1.2.1 Stand of Turf
' The contractor shall guarantee a full stand of grass over the entire
disturbed area. If necessary the contractor will wet down the areas to
assist in seed germination or aid in growth in times of excessively dry
' weather. a stand of grass will be considered acceptable when the entire
stand of grass is at least four inches high and has achieved at least 95%
coverage of disturbed area. Reseeding will be required by the contractor
as necessary to obtain the specified stand of grass. 95 percent ground
' cover of the established species.
The contractor shall guarantee a full stand of grass over the entire
disturbed area. If necessary the contractor will wet down the areas to
assist in seed germination or aid in growth in times of excessively dry
weather. a stand of grass will be considered acceptable when the entire
stand of grass is at least four inches high and has achieved at least 95%
coverage of disturbed area. Reseeding will be required by the contractor
as necessary to obtain the specified stand of grass. 95 percent ground
cover of the established species.
The ceremonial lawn is to be established with a high grade bermuda seed or
sprig. The area is to be pre -planted with a 19-19-19 ratio before seeding
or sprigging. The lawn is to be well established and durable creating a
robust lawn. The seed shall have no less than 95% germination, not less
than 85% pure seed and not more than 0.5% Weed seed.The established lawn
shall have no bare spots.
' SECTION 32 92 19 Page 1

' Wounded Warrior Hope and Care Center
31260009
Begin maintenance immediately after each area is planted and continue until
acceptable lawn is established, but not for less than the following periods:
Seeded or sprigged lawns: 60 Days from date of substantial completion.
When full maintenance period has not elapsed before end of planting season,
or if lawn is not fully established, continue maintenance during next
planting season. Maintain and establish lawn by watering, fertilizing,
weeding,mowing, trimming, replanting and other operations. Roll, regrade,
and replant bare or eroded areas and remulch to produce a uniformly smooth
lawn.
In areas where mulch has been disturbed by wind or maintenance operations,
add new mulch. Anchor as required to prevent displacement.The weed control
fabric must be achored.
watering: Schedule watering to prevent wilting , puddling, erosion, and
displacement of seed or mulch. Water lawn at a minimum rate of 1 inch per
week.
Mowing: Mow lawn as soon as top growth is tall enough to cut. Repeat mowing
to maintain specified height without cutting more than 40 percent of grass
height. Remove no more than 40 percent of grass height, remove no more than
40% of grass -leaf growth in initial or subsequent mowings. Do not delay
mowing until grass blades bend over and become matted. Do not mow when
grass is wet. Schedule initial and subsequent mowings to maintain the
following grass height:
Mow grass 3 to 4 inches high.
' Lawn post fertilization: Apply fertilizer after initial mowing and when
grass is dry.
' Use fertilizer that will provide actual nitrogen of at least 1 lb/1000 sq.
ft. to lawn area.
' 1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL
' 1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
' Wood cellulose fiber mulch
Fertilizer
Include physical characteristics, and recommendations.
SD-06 Test Reports
SECTION 32 92 19 Page 2

IWounded Warrior Hope and Care Center
31260009
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
State certification and approval for seed
SD-08 Manufacturer's Instructions
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum Sulfur Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
gypsum sulphur iron and lime may be furnished in bulk with certificate
indicating the above information.
1.5.2 Storage
1.5.2.1 Seed, Fertilizer Gypsum Sulfur Iron and Lime Storage
Store in cool, dry locations away from contaminants.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
SECTION 32 92. 19 Page 3

' Wounded Warrior Hope and Care Center 31260009
PART 2 PRODUCTS
2.1 SEED
' 2.1.1 Classification
Provide State -certified seed of the latest season's crop delivered in
original sealed packages, bearing producer's guaranteed analysis for
percentages of mixtures, purity, germination, weedseed content, and inert
material. Label in conformance with AMS Seed Act and applicable state seed
laws. Wet, moldy, or otherwise damaged seed will be rejected. Field mixes
' will be acceptable when field mix is performed on site in the presence of
the Contracting Officer.
' 2.1.2 Planting Dates
See construction drawings for temporary and perminent seeding dates.
' 2.2 TOPSOIL
2.2.1 On -Site Topsoil
' Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
2.2.2 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor.
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D 4972. Topsoil shall be free of sticks, stones, roots, and
other debris and objectionable materials. Other components shall conform
to the following limits:
' Silt 7 to 17 percent
Clay 4 to 12 percent
Sand 20-35 percent
pH 5.5 to 7.0
Soluble Salts 600 ppm maximum
2.3 SOIL CONDITIONERS
' Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade limestone containing a calcium carbonate equivalent
' (C.C.E.) as specified in ASTM C 602 of not less than 94 percent.
' SECTION 32 92 19 Page 4

Wounded Warrior Hope and Care Center 31260009
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D 4427. shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 61 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
SECTION 32 92 19 Page 5

Wounded Warrior Hope and Care Center 31260009
2.4 FERTILIZER
2.4.1 Granular Fertilizer
Organic Synthetic, granular controlled release fertilizer containing the
following minimum percentages, by weight, of plant food nutrients:
10 percent available nitrogen
20 percent available phosphorus
8 20 percent available potassium
2.4.2 Hydroseeding Fertilizer
Controlled release fertilizer, to use with hydroseeding and composed of
pills coated with plastic resin to provide a continuous release of
nutrients for at least 6 months and containing the following minimum
percentages, by weight, of plant food nutrients.
10 percent available nitrogen
20 percent available phosphorus
20 percent available potassium
2.5 MULCH
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
2.5.1 Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw shall contrain no fertile seed.
2.5.2 Wood Cellulose Fiber Mulch
Use recovered materials of either paper -based (100 percent) or wood -based
(100 percent) hydraulic mulch. Processed to contain no growth or
germination -inhibiting factors and dyed an appropriate color to facilitate
visual metering of materials application. Composition on air-dry weight
basis: 9 to 15 percent moisture, pH range from 5.5 to e.2 . Use with
hydraulic application of grass seed and fertilizer.
2.6 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 EXTENT OF WORK
Provide soil preparation (including soil conditioners as required),
fertilizing, seeding, and surface topdressing of all newly graded finished
earth surfaces, unless indicated otherwise, and at all areas inside or
outside the limits of construction that are disturbed by the Contractor's
operations.
SECTION 32 92 19 Page 6

tWounded Warrior Hope and Care Center
' 3.1.1.1 Topsoil
31260009
Provide 4 inches of off -site topsoil, on -site topsoil orexisting soilto
meet indicated finish grade. After areas have been brought to indicated
finish grade, incorporate fertilizer pH adjusters soil conditioners into
soil a minimum depth of 4 inches by disking, harrowing, tilling or other
method approved by the Contracting Officer. Remove debris and stones larger
than 3/4 inch in any dimension remaining on the surface after finish
grading. Correct irregularities in finish surfaces to eliminate
depressions. Protect finished topsoil areas from damage by vehicular or
pedestrian traffic.
3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy frozen snow covered or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the
above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
remainder at right angles to the first sowing.
1 3.2.2 Seed Application Method
Seeding method shall be broadcasted and drop seedingor hydroseeding.
3.2.2.1 Broadcast and Drop Seeding
Seed shall be uniformly broadcast at the rate as indicated on the
construction drawings.. Use broadcast or drop seeders. Sow one-half the
seed in one direction, and sow remainder at right angles to the first
sowing. Cover seed uniformly to a maximum depth of 1/4 inch in clay soils
and 1/2 inch in sandy soils by means of spike -tooth harrow, cultipacker,
raking or other approved devices.
3.2.2.2 Hydroseeding
First, mix water and fiber. wood cellulose fiber, paper fiber, or recycled
paper shall be applied as part of the hydroseeding operation. Fiber shall
be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and
fertilizer to produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate as indicated on the construction drawings. When
hydraulically sprayed on the ground, material shall form a blotter like
cover impregnated uniformly with grass seed. Spread with one application
with no second application of mulch.
' 3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
Straw mulch shall be applied at a rate which will insure approximatelly 75%
coverage of the seeded area. The straw and sown seed will be lightly
disced into the bed to give it further resistence to blowing and washing.
Straw mulch shall be spread uniformly at the rate of 2 tons per acre.
' Mulch shall be spread by hand, blower -type mulch spreader, or other
' SECTION 32 92 19 Page 7

' Wounded Warrior Hope and Care Center 31260009
approved method. Mulching shall be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch shall not be bunched or
clumped. Sunlight shall not be completely excluded from penetrating to the
ground surface. All areas installed with seed shall be mulched on the same
day as the seeding. Mulch shall be anchored immediately following
spreading.
e3.2.3.2 Asphalt Adhesive Tackifier
Asphalt adhesive tackifier shall be sprayed at a rate between 10 to 13
gallons per 1000 square feet. Sunlight shall not be completely excluded
from penetrating to the ground surface.
3.2.3.3 Asphalt Adhesive Coated Mulch
Straw mulch may be spread simultaneously with asphalt adhesive applied at a
rate between 10 to 13 gallons per 1000 square feet, using power mulch
' equipment which shall be equipped with suitable asphalt pump and nozzle.
The adhesive -coated mulch shall be applied evenly over the surface.
Sunlight shall not be completely excluded from penetrating to the ground
surface.
3.2.4 Rolling
Immediately after seeding, firm entire area except for slopes in excess of
' 3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
If seeding is performed with cultipacker-type seeder or by hydroseeding,
rolling may be eliminated.
' 3.2.5 Watering
Start watering areas seeded as required by temperature and wind
conditions. Apply water at a rate sufficient to insure thorough wetting
of soil to a depth of 2 inches without run off. During the germination
process, seed is to be kept actively growing and not allowed to dry out.
3.3 PROTECTION OF TURF AREAS
tImmediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
' Restore to original condition existing turf areas which have been damaged
during turf installation operations at the Contractor's expense. Keep
clean at all times at least one paved pedestrian access route and one paved
vehicular access route to each building. Clean other paving when work in
adjacent areas is complete.
-- End of Section --
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SECTION 32 92 19 Page 8

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Solutions, Inc.
Geotechnical • Environmental • Testing
REPORT OF SUBSURFACE INVESTIGATION AND
GEOTECHNCIAL ENGINEERING SERVICES
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T PROJECT NO: EC09-296G
December 16, 2009
Prepared for
VIRTEXCO Corporation
4007 M L King Jr. Blvd.
New Bern, NC 28562
ATTN: MR. Kevin McBride
Prepared by
GET Solutions, Inc.
AUG 1 0 2010
BY:
504 E. Elizabeth Street Ste. 2, Elizabeth City, NC 27909 ♦ Phone [phone] ♦ Fax [phone]
[e-mail]

GET
December 16, 2009
Ge Whnitul "EnoirorurunmL Trstinx
TO: VIRTEXCO Corporation
4007 ML King Jr Blvd
New Bern, NC 28562
Attn: Mr. Kevin McBride
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
' Camp Lejeune, North Carolina
G E T Project EC09-296G
Dear Mr. McBride:
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.
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,
•. •`'�•��C'allo f'•.
G E T Solutions, Inc.
,.`'o���.......°�%y''•.
SEAL
of
034336
Gerald W. Stalls Jr., P.E.
Senior Project Engineer
�;c`�' f!✓GIN6`�' �.'
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NC Reg. #034336""tt""'•
Camille A. Kattan, P.E.
SEAL
SEAL
o14103
Principal Engineer
NC Reg. # 014103
A: •�P
Copies: (3) Client
."•...
504 Gast Elizabeth Street; Suite 2 . Elizabeth City, NC 27909 • Phone: [phone] • Fax: [phone]
info a gelsohtlionsinc.com
I

' Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
EXECUTIVE SUMMARY
The project site is located along the north side of Brewster Boulevard within the
' northern portion of the Camp Lejeune military installation in North Carolina. The
construction at this site is planned to consist of building two (2) single story structures
consisting of a Wounded Warrior Hope and Care Center and Battalion Headquarters. The
maximum wall and column foundation loads associated with the structures are not
expected to exceed 4 kips per linear foot and 50 kips, respectively, and the floor loads
are expected to be on the order of about 150 PSF. The construction at this site is also
' planned to include asphalt paved entrance roadways and parking lots, BMP ponds, as well
as associated site infrastructure components.
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Our field exploration program included six (6) 20- to 50-foot deep Standard Penetration
Test (SPT) borings, drilled by G E T Solutions, Inc. within the footprint of the proposed
structures. Additionally, three (3) 5-foot deep hand auger borings were drilled within the
proposed pavement areas along with CBR testing, as well as four (4) 10-foot hand
auger borings drilled within the anticipated BMP pond areas along with saturated
hydraulic conductivity (infiltration) testing performed at two (2) of the locations. A brief
description of the natural subsurface soil conditions is tabulated below:
AVERAGE
RANGES OF
DEPTH (Feet)
STRATUM
DESCRIPTION
SPT(') N-
VALUES
Borings: B-1 through B76, BMP-1 through BMP-4, and CBR-1 through CBR-3
0
to
TOPSOIL
0.3-2
0.3 — 2
SAND (SP-SM, SM, SC-SM, SC) with varying
to
I
amounts of silt and clay; Not Encountered at
3 to 9
1.5 — 4
Borings B-2 or CBR-3
CLAY (CL, CH) with varying amounts of sand.
0.5 — 2
The soils within this stratum extended to the boring
to
II
termination depth at Borings B-4, B-5, CBR-1
3 to 14
13 — 23
through CBR-3, and BMP-1 through
BMP-4
13 — 23
SAND (SP, SP-SM, SM, SC) with varying amounts
to
III
of sand. The soils within this stratum extended to
4 to 76
20 to 50
the boring termination depth at Borings B-1, B-2, B-
3, and B-6
33 — 38
IV
Fat CLAY (CH); Boring B-6 only
1
Note (1) SPT = Standard Penetration Test, N-Values in Blows -per -foot
solutions. Inc.

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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
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 1 to 5 feet below
current grades at the boring locations.
The following preliminary evaluations and recommendations were developed based on
our field exploration and laboratory -testing program:
• Field testing program during construction to include, subgrade proofrolling,
compaction testing, and foundation excavation observations for bearing capacity
verification. All other applicable testing, inspections, and evaluations should be
performed as indicated in the North Carolina State Building Code (2006
International Building Code with North Carolina Amendments).
• An estimated cut depth generally ranging from about 4 to 24 inches will be
required to remove the topsoil and associated root mat from within the
construction areas.
• Some subgrade improvements should be anticipated within the construction
areas (undercutting and backfilling with select fill) as a result of potentially
unstable cohesive subgrade soils.
• Shallow foundations designed using a net allowable bearing capacity of 1,600 psf
(18-inch embedment, 24-inch width). As an exception, the wall footings within
the high bay area should have a minimum width of 30 inches. Additionally,, all
foundations should have a maximum footing embedment depth of 2.5 feet below
finished grades.
• Estimated post -construction total and differential settlements up to 1-inch and''/z
inch, respectively.
• The foundations should also be designed with the use of top and bottom
reinforcing steel for added rigidity and to increase the foundation performance
with respect to settlement.
• Concrete Masonry Unit wall construction should be designed to contain
construction joints at on -center distances not exceeding 25 feet. These joints will
provide for more flexible wall members that are less likely to crack as a result of
settlement.
• Based on the results of the completed field exploration program for the
neighboring Wounded Warrior BEQ project (100-foot deep CPT sounding with
shear wave velocity testing), the project site is within a site class 'D' in
accordance with Table 1615.1.1 of the 2006 International Building Code.
1
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
• Pavement sections to be designed using a CBR value of about 8, typical
pavement sections are provided in the body of the report.
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.
Solutions, Inc.

'
TABLE OF CONTENTS
'
EXECUTIVE SUMMARY..............................................................................................i
1.0 PROJECT INFORMATION..............................................................................1
1.1 Project Authorization..............................................................................1
1.2 Project Description.................................................................................1
1.3 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
SITE AND SUBSURFACE CONDITIONS........................................................6
3.1 Site Location and Description................................................................6
3.2 Subsurface Soil Conditions....................................................................6
4.0
3.3 Groundwater Information .................... :..................................................
EVALUATION AND RECOMMENDATIONS....................................................8
7
4.1 Clearing and Grading.............................................................................9
4.2 Subgrade Preparation..........................................................................10
4.3 Structural Fill and Placement...............................................................10
4.4 Shallow Foundation Design Recommendations..................................11
4.5 Settlements..........................................................................................12
4.6 Foundation Excavations......................................................................12
4.7 CMU Wall Construction Joints and Foundation Reinforcement ...........
4.8 Floor Slabs...........................................................................................13
13
4.9 Pavement Design................................................................................14
4.10 Seismic Evaluation..............................................................................
4.11 Storm Water,Design Parameters.........................................................15
15
5.0
CONSTRUCTION CONSIDERATIONS.........................................................17
5.1 Drainage and Groundwater Concerns.................................................17
5.2 Site Utility Installation...........................................................................17
'
5.3 Excavations.........................................................................................18
6.0
REPORT LIMITATIONS.................................................................................19
'
APPENDIX I BORING LOCATION PLAN
APPENDIX II BORING LOGS
'
APPENDIX III GENERALIZED SOIL PROFILE
APPENDIX IV CONSOLIDATION TEST DATA
APPENDIX V SUMMARY OF CBR TEST DATA
APPENDIX VI SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS
'
APPENDIX VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
GET

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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
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 P1378 Wounded Warrior Hope & Care Center and
the proposed P1330 Battalion Headquarters projects located within the Camp Lejeune
military installation in North Carolina. The Geotechnical Engineering Services were
conducted in general accordance with scope of services stipulated and authorized by Mr.
Kevin McBride during email correspondence received on December 1, 2009.
1.2 Project Description
It is our understanding that the proposed construction at this site is planned to consist of
building two (2) single story structures. Additionally, paved parking areas, entrance
roadways, and other infrastructure components will also be constructed at the site as part
of this development.
The Warrior Hope and Care Center (approximately 36,108 square feet in plan area) will
consist of two functional areas, which include an administrative section and a
fitness/physical therapy area. The Wounded Warrior Battalion Headquarters
(approximately 7,696 square feet in plan area) will contain the administrative and support
functions of the battalion.
It is our understanding that the structures will include reinforced masonry walls with brick
veneer, reinforced concrete foundation and floors, and standing seam metal roofs. The
maximum wall and column foundation loads associated with the structures are not
expected to exceed 4 kips per linear foot and 50 kips, respectively. The floor loads are
expected to be on the order of about 150 PSF. The proposed finished floor elevation for
the structures was established to be 22 feet MSL, which is slightly above the existing site
grade elevations, which generally range from about 18 to 20 feet MSL. As an exception,
isolated areas were noted to have existing elevations as low as 16.3 feet MSL.
The existing site grade elevations within the limits of the proposed pavement areas were
1 noted to range from about 16.7 to 20.4 feet MSL. Additionally, two (2) stockpiles of spoils
were observed at the project site and were noted to have elevations ranging from about
27.1 to 33.9 feet MSL, corresponding to about 7 to 14 feet above the natural site grade
1 elevations. Accordingly, cut and fill operations necessary to establish the design grade
elevations are expected to range from about 7 to 14 feet of cut (stockpiles) and 2 to 5 feet
of fill, respectively.
1 If any of the noted information is incorrect or has changed, please inform G E T Solutions,
Inc. so that we may amend the recommendations presented in this report, if appropriate.
1 I GET
1

1 Report of Subsurface Investigation and Geotechnical Engineering Services December 16. 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
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:
1. General assessment of the soils revealed by the borings performed at the
proposed development.
' 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 orsurficial/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.
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5. Feasibility of utilizing a shallow foundation system for support of the
proposed structures. Design parameters required for the foundation
systems, including foundation sizes, allowable bearing pressures, foundation
levels, and expected total and differential settlements.
6. Seismic site classification provided based on the results of the 100-foot deep
CPT sounding performed at the neighboring Wounded Warrior BEQ project
site as well as our experience in the project area.
7. Typical pavement sections based on the field exploration activities [three (3)
5-foot deep hand auger borings and three (3) CBR tests] and our experience
with similar soil conditions.
8. Storm water design parameters including infiltration rates and estimated
seasonal high groundwater levels based on the results of four (4) 10-foot
deep hand auger borings, two (2) saturated hydraulic conductivity (infiltration)
tests, and our experience with similar soil conditions.
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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' 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 subsurface soil types and to aid in developing associated
' foundation design parameters, a total of six (6) 20- to 50-foot deep Standard Penetration
Test (SPT) borings (designated as B-1 through B-6) were drilled by G E T Solutions, Inc.
within the limits of the proposed structure.
' In order to explore the general subsurface soil types and to aid in developing associated
pavement design parameters, a total of three (3) 5-foot deep hand auger borings
' (designated as CBR-1 through CBR-3) were drilled within the proposed parking and
driveway areas. Additionally, bulk CBR soil sampling was performed at each of the hand
auger boring locations. The bulk subgrade soil sampleswere collected from depths ranging
' from 0.5 to 1.5 feet below existing grades. The bulk soil samples were returned to our
laboratory and subjected to CBR testing in accordance with ASTM standards.
Finally, in order to explore the general subsurface soil types and to aid in developing
' associated storm water design parameters, a total of four (4) 10-foot deep borings
(designated as BMP-1 through BMP-4) were performed within the anticipated BMP pond
areas, as designated by Hoggard-Eure Associates, PC. Additionally, saturated hydraulic
conductivity (infiltration) testing was performed at the location of borings BMP-2 and BMP-
4. The infiltration testing could not be performed at the location of borings BMP-1 or BMP-3
as a result of perched water levels occurring about 1-foot, or less, below the existing site
grade elevations.
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 10 to 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. hammer falling 30 inches. 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.
A representative portion of each disturbed split -spoon sample was collected with each
SPT, placed in a glass jar, sealed, labeled, and returned to our laboratory for review.
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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
One (1) thin -walled tube sample was obtained from the very soft CLAY stratum, by
hydraulically pressing a 3-inch outside diameter Shelby tube into the soils. Specifically the
tube sample was obtained at the location of boring B-4 at a depth of 4 to 6 feet below the
existing site grades. The tube was sealed to prevent moisture loss and returned to the
laboratory for extraction, classification and consolidation testing.
Following the exploration procedures, the borings were backfilled with a neat cement grout
mix in accordance with NCDENR requirements. More specific information regarding boring
locations and depths is provided in the following table (Table I — Boring Schedule).
Table I — Boring Schedule
Number
oring
Boring
Depth
(feet)
Boring Location
B-1
45
Battalion Headquarters; North Third, Approximate Center
B-2
20
Battalion Headquarters; South Third, Approximate Center
B-3
20
Hope & Care Center; North Wing; Approximate Northeast Corner
B-4
20
Hope & Care Center; Approximate Center
B-5
20
Hope & Care Center; Approximate Center of South End
B-6
50
Hope & Care Center; Approximate Center of East End
CBR-1
5
South Parking Lot; West Side
CBR-2
5
South Parking Lot; East Side
CBR-3
5
North Parking Lot/Service Entrance; Approximate Center
BMP-1
10
BMP Area West of South Parking Lot
BMP-2
10
BMP Area South of South Parking Lot; West Side
BMP-3
10
BMP Area South of South Parking Lot, East Side
BMP-4
10
BMP Area Southeast of the Battalion Headquarters Southeast
Corner
The boring locations were established and staked in the field by a representative of
G E T Solutions, Inc. The approximate boring locations are shown on the attached
"Boring Location Plan" (Appendix 1), which was reproduced based on the site plan provided
by the client.
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.
Solutions. Inc

' Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
Nineteen (19) 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 II - Laboratory Test Results) and are presented on the "Boring Log"
sheets (Appendix ll), included with this report.
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Table II - Laboratory Test Results
Boring
No.
Sample
Type
Depth
(Feet)
Natural
Moisture
%
%
Passing
#200
Atterberg
Limits
LLIPLIPI
USCS
Classification
B-1
Split Spoon
4-6
22.8
67.3
45/17/28
CL
B-1
Split Spoon
8-10
36.2
91.0
60/21/39
CH
B-2
Split Spoon
2-4
32.2
83.8
Not Tested
CL
B-2
Split Spoon
8-10
26.6
Not Tested
52/20/32
CH
B-2
Split Spoon
13-15
20.1
43.0
Not Tested
Sc
B-4
Split Spoon
2-4
26.7
56.8
Not Tested
CL
B-4
Shelby Tube
4-6
30.6
89.0
63/21/42
CH
B-4
Split Spoon
6-8
31.1
82.2
50/20/30
CH
B-5
Split Spoon
4-6
30.4
70.2
Not Tested
CH
B-5
Split Spoon
8-10
31.4
82.6
Not Tested
CH
B-5
Split Spoon
13-15
46.0
86.4
Not Tested
CH
B-6
Split Spoon
2-4
22.0
36.2
Not Tested
Sc
B-6
Split Spoon
4-6
29.6
72.8
Not Tested
CH
B-6
Split Spoon
6-8
29.1
67.0
Not Tested
CL
CBR-1
Bulk Sample
0.5-1.5
21.6
30.6
18/16/2
SM
CBR-2
Bulk Sample
0.5-1.5
14.4
48.4
25/17/8
Sc
CBR-3
Bulk Sample
0.5-1.5
19.3
50.1
34/17/17
CL
BMP-2
Hand Auger
1-2
20.4
48.2
Not Tested
SC
BMP-4
Hand Auger
0.5-1
17.4
25.5
Not Tested
SM
One (1) one-dimensional consolidation test was performed on a specimen from the Shelby
tube sample obtained at the location of boring B-4 at a depth of 4 to 6 feet beneath the
existing site grades. The consolidation test was performed at our Virginia Beach laboratory
in general accordance with ASTM D 2435. A representative specimen of the Shelby tube
was also subjected to natural moisture content, Atterberg Limits, and 4200 sieve testing.
A summary of the consolidation test results is presented in the following table (Table III -
Consolidation Test Results) and the comprehensive results are provided in Appendix IV.
Solutions. Inc
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Report of Subsurface Investigation and Geotechnical Engineering Services
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
December 16, 2009
Table III - Consolidation Test Results (Shelby Tube Samples)
Boring
Depth
Natural
Overburden
Pre consolidation
No.
(ft)
Moisture
Pressure
Pressure
C°
Cr
e°
(%)
(tsf)
PC (tsf)
B-4
4-6
30.6
0.33
3.53
0.28
0.04
0.839
The selected representative bulk subgrade soil samples (from the pavement areas) were
subjected to natural moisture content, 4200 sieve, Atterberg Limits, Standard Proctor, and
CBR testing in accordance with ASTM standards. A summary of the CBR test results and
the moisture density relationship curves (Proctor Curves) are presented in Appendix V.
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description
The project site is located along the north side of Brewster Boulevard within the northern
portion of the Camp Lejeune military installation in North Carolina. The site currently
consists of an undeveloped parcel comprised of wooded areas and grass covered areas.
As an exception, the proposed construction areas currently contain two (2) 7- to 14-foot
high stockpiles of soils which are located within the northern limits of each proposed
structure. Based on the topographic information provided on the project site plan
performed by Hoggard-Eure Associates, PC, the existing (natural) site grade elevations
generally range from about 16.3 to 20.0 feet MSL within the proposed building areas and
16.7 to 20.4 feet MSL within the proposed pavement areas. As an exception, the building
areas containing the previously mentioned stockpiles of soils were noted to have
established elevations generally ranging from 27.1 to 33.9 feet MSL.
The proposed construction area is bordered to the north by the Wounded Warrior BEQ
project currently under construction, to the west by wooded areas, to the east by a
combination of wooded areas and the existing Hospital entrance roadway with the Hospital
beyond, and to the south by wooded areas followed by Brewster Boulevard.
3.2 Subsurface Soil Conditions
The results of our soil test borings indicated the presence of 4 to 24 inches of topsoil at the
boring locations. The subsurface soils encountered below the topsoil were generally noted
to consist of CLAY (CL, CH) with varying amounts of sand. The Standard Penetration Test
(SPT) results, N-values, recorded within this initial soil layer ranged from 3 to 14 blows -per -
foot (BPF) indicating a soft to stiff relative density. Borings B-4, B-5, CBR-1 through CBR-
3, and BMP-1 through BMP-4 were terminated within this stratum.
Solutions. Inc
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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
Shallow subsurface deposits of SAND (SP-SM, SM, SC-SM, SC) were encountered above
the initial cohesive soil layer at the location of borings B-1, B-3 through B-6, CBR-1, CBR-2,
and BMP-1 through BMP-4. These shallow deposits extended below the topsoil to depths
ranging from 0.3 to 4 feet below existing grades. The Standard Penetration Test (SPT)
results, N-values, recorded within these granular soil deposits ranged from 3 to 9 blows -
per -foot (BPF) indicating a very loose to loose relative density.
aThe second and final soil layer was noted to consist of SAND (SP, SP-SM, SM, SC) with
varying amounts of silt and/or clay. The Standard Penetration Test (SPT) results, N-
values, recorded within this soil layer ranged from 4 to 76 blows -per -foot (BPF) indicating a
very loose to very dense relative density. Borings B-1 through B-3 and B-6 were
terminated within this stratum.
The cohesive and/or the granular soils encountered at the location of borings B-2, B-3, B-4,
and B-6 were noted to contain trace amounts of organics at depths ranging from about 18
to 23 feet below the existing site grade elevations. Additionally, a 5-foot thick deposit of
very soft CLAY (CH) was encountered within the deeper granular soils at location of boring
B-6. This very soft clay layer was encountered at a depth 33 feet below existing site grade
elevations and extended to 38 feet.
Finally, the on -site stockpiles of excavation spoils, presumed to be associated with the
Wounded Warrior BEQ project site, were noted to consist of either Topsoil (south
stockpile) or SAND (SM with clay, SC-SM, SC; north stockpile).
The subsurface description is of a generalized nature provided to highlight the major soil
8 strata encountered. The records of the subsurface exploration are included in Appendix II
(Boring Log sheets) and in Appendix III (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.
3.3 Groundwater Information
The groundwater level was recorded at the location of borings B-1 through B-6, CBR-1
through CBR-3, and BMP-1 through BMP-4 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 1 to 5 feet below current grades at the boring
locations which coincides with elevations ranging from 14 to 17.5 feet MSL. However,
these groundwater readings are anticipated to be the result of perched conditions over
restrictive soil layers occurring near the surface. The boreholes were backfilled upon
completion for safety considerations. As such, the reported groundwater levels may not be
indicative of the static groundwater level.
GEC'
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1 Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
The soils recovered from the location of borings B-1 through B-6, 3MP-1 through BMP-4,
and CBR-1 through CBR-3 were classified in general accordance with ASTM D 2487 test
method. Also, the soils recovered from boring 13MP-1 through BMP-4 were classified using
t the Munsell® Soil Color Charts to aid in estimating normal Seasonal High Water Table
(SHWT).
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It is noted that soil morphology is not a reliable indicator of the SHWT in drained soils, as
indicated in the "Soil Morphology as an Indicator of Seasonal High Water Tables"
(prepared by Peter C. Fletcher; U.S. Department of Agriculture Soil Conservation Service).
However, slight color distinctions were observed within the soil samples collected at the
location of borings BMP-1 through BMP-4. The SHWT depths at these boring locations
were estimated based on the Munsell®color classifications and our experience with similar
soil conditions. Furthermore, the normal SHWT depths were estimated to be about 1 to
2.5 feet below the existing site grade elevations at the above noted boring locations, which
corresponds to elevations ranging from about 15.3 to 17.5 feet MSL.
The current groundwater levels encountered at the project site and the estimated normal
SHWT depths are anticipated to be contributed to a combination of the varying existing site
grade elevations, existing drainage features, as well as shallow subsurface restrictive soil
layers. Furthermore, perched water levels should be expected to occur near or slightly
below the existing site grade elevations.
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, we
request the opportunity to review our recommendations and make any necessary changes.
Soludons. Inc
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' Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' 4.1 Clearing and Grading
The proposed construction area should be cleared by means of removing the existing
topsoil and associated root mat. It is estimated that a cut ranging from about 4 to 24
inches in depth (averaging about 10 inches) will be required to remove the existing topsoil
and its associated root mat and expose the underlying CLAY (CL, CH) and/or SAND (SP-
1 SM, SM, SC-SM, SC). A cut depth ranging from about 7 to 10 feet is anticipated to be
required in order to remove the existing stockpiled materials, which are not anticipated to
be suitable for re -use as select fill materials. This cut is expected to extend deeper in
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isolated areas to remove deeper deposits of unsuitable material which become evident
during the clearing. It is recommended that the clearing operations extend laterally at least
5 feet beyond the perimeter of the proposed construction areas.
Following the initial clearing, the resulting exposed subgrade will generally be comprised of
CLAY (CL, CH) and/or SAND (SM, SC-SM, SC) containing an appreciable amount of fines.
Furthermore, as observed during our field exploration procedures perched wateroccurring
near the surface will likely result in these soils having natural moistures above their
respective optimum moisture contents. 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 surfical soils. Therefore, undercutting to remove loose/soft soils 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.
Furthermore, inherently wet subgrade soils combined with potential poor site drainage
make this site particularly susceptible to subgrade deterioration. Thus, grading should be
performed during a dry season if at all possible. This should minimize these potential
problems, although they may not be eliminated. The project's budget should include an
allowance for subgrade improvements (undercut and backfill with structural fill or aggregate
base in the building and pavement areas).
Soludons.lnc -
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1 Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' 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 G E T Solutions, Inc. 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.
Following the proofroll and approval by the engineer, it is recommended that the newly
exposed subgrade soils be compacted to a dry density of at least 95 percent of the
' Modified Proctor maximum dry density (ASTM D1557), as tested to a depth of at least 12
inches.
' 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 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% by weight of fines (SP,
SM, SW, GP, GW), 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.
1 The subsurface soils encountered at the boring locations underlying the topsoil classified to
consist of SAND (SP, SP-SM, SM) appear to meet the criteria recommended in this report
for reuse as structural fill. Due to the potential for surficial and/or shallow subsurface
1 perched water conditions to occur, it is likely that any soils excavated on -site and proposed
to be reused as select fill will require stockpiling in order to the soils to air dry and obtain a
moisture content suitable for placement and compaction.
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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' The remaining encountered natural soils noted to consist of CLAY (CL, CH) or SAND (SM
with clay, SC-SM, SC) as well as the on -site stockpiles of soil (topsoil and/or SAND; SM
with clay, SC-SM, SC) do not appear to meet the criteria for suitable structural fill, but may
be used as fill within green areas. The soils noted to consist of SAND (SM with clay, SC-
SM, SC) may potentially be reused as pavement select fill soils. However, these soils
would likely require drying in the form of stockpiling and/or placing in relatively thin lifts and
scarifying in order to obtain a moisture content suitable for compaction, which would likely
prove uneconomical for this site considering the potential for suficial and/or shallow
subsurface perched water levels. 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 the building areas.
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.
0 Backfill material in utility trenches within the construction areas should consist of structural
fill (as previously 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.
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 Shallow Foundation Design Recommendations
Provided that the recommended earthwork construction procedures are properly
performed, the proposed structures can be supported by shallow spread footings, bearing
over firm natural soil or well compacted structural fill material. The footings can be
designed using a net allowable soil pressure of up to 1,600 pounds per square foot (psf).
In using net pressures, the weight of the footings and backfill over the footings, including
the weight of the floor slab, need not be considered. Hence, only loads applied at or above
the finished floor need to be used for dimensioning the footings.
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1 Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' In order to develop the recommended bearing capacity, the base of the footings should
have an embedment of at least 18 inches beneath finished grades, and wall footings
should have a minimum width of 24 inches. As an exception, the wall footings within the
' high bay area having maximum wall loads of 4 klf should have a minimum width of 30
inches. Additionally, all foundations should have a maximum footing embedment depth of
2.5 feet below finished grades. Deeper footing embedment depths could result in
' excessive settlement magnitudes beyond that indicated in Section 4.5 of this report. In
addition, isolated square column footings are recommended to be a minimum of 3 feet by 3
feet in area for bearing capacity consideration. The recommended 18-inch footing
' embedment is considered sufficient to provide adequate cover against frost penetration to
the bearing soils.
' 4.5 Settlements
It is estimated that, with proper site preparation, the maximum resulting post construction
1 settlement of the foundations should be up to 1 inch. The maximum differential settlement
magnitude is expected to be up to %-inch between adjacent footings (wall footings and
column footings of widely varying loading conditions).
As previously stated in Section 4.4 of this report, the footing embedment depths for all
foundations should not exceed a depth of 2.5 feet, which corresponds to an elevation of
' about 19.5 feet MSL. If deeper embedment depths are anticipated, they should be
evaluated on a case by case scenario.
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The settlements were estimated on the basis of the results of the field penetration tests as
well as our laboratory consolidation tests in conjunction with the design first floor finished
elevation of 22 feet MSL and the maximum design loads of 4 klf and 50 kips. Careful field
control will contribute substantially towards minimizing the settlements.
4.6 Foundation Excavations
In preparation for shallow foundation support, the footing excavations should extend into
firm natural soil or well compacted structural fill. All foundation excavations should be
observed by G E T Solutions, Inc. At that time, the Geotechnical Engineer should also
explore the extent of excessively loose, soft, or otherwise unsuitable material within the
exposed excavations. Also, at the time of footing observations, the Geotechnical Engineer
may find it necessary to perform hand auger borings or use a hand penetration device in
the bases of the foundation excavations.
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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
If pockets of unsuitable soils requiring undercut are encountered in the footing excavations,
the proposed footing elevation should be re-established by means of backfilling with
"flowable fill", an open graded washed stone (such as No. 57 stone or equivalent), or a
suitable structural fill material compacted to a dry density of at least 95 percent of the
Modified Proctor maximum dry density (ASTM D 1557), as described in Section 4.3 of this
report. This construction procedure will provide for a net allowable bearing capacity of
1,600 psf.
Immediately prior to reinforcing steel placement, it is suggested thatthe bearing surfaces of
all footings be compacted using hand operated mechanical tampers, to a dry density of at
least 95% of the Modified Proctor maximum dry density (ASTM D 1557) as tested to a
depth of 12 inches, for bearing capacity considerations. In this manner, any localized
' areas, which have been loosened by excavation operations, should be adequately re -
compacted.
1 Soils exposed in the bases of all satisfactory foundation excavations should be protected
against any detrimental change in condition such as from physical disturbance, rain or
frost. Surface run-off water should be drained away from the excavations and not be
' allowed to pond. If possible, all footing concrete should be placed the same day the
excavation is made. If this is not possible, the footing excavations should be adequately
protected.
4.7 CMU Wall Construction Joints and Foundation Reinforcement:
' In order to further reduce the effect of any potential settlements upon the partial height
CMU and brick walls, it is recommended that construction joints be implemented at on -
center distances not exceeding 25 feet. These joints will provide for more flexible wall
1 members that are less likely to crack as a result of any settlement.
In order to provide a more rigid foundation system, more tolerant to the anticipated
differential settlements, the wall footings should be designed with top and bottom steel
e reinforcement and stirrups. This approach will permit the footings to more effectively bridge
over soft areas, minimizing the potential for foundation cracking. Column footings should
also have top and bottom steel reinforcement.
1 4.8 Floor Slabs
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried 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 slab.
13 GET

Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
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. Slab -on -grade post construction
settlements should be limited to'/x-inch or less.
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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 floor finishes, 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 barrier should be made by the
Architect based on project requirements.
4.9 Pavement Design
The California Bearing Ratio (CBR) test results indicated soaked CBR values ranging from
10.2 to 14.1, averaging 12.0. A comprehensive summary of the, CBR test data and the
moisture density relationship curves (Proctors) are presented in Appendix V. 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 8 should be used in designing the pavement sections. The
typical pavement design sections provide in the following table (Table IV — Pavement
Sections) are based on our experience with similar soil conditions and similar project
requirements. However, a specific AASHTO or Unified Facilities Criteria (UFC) pavement
design analysis has not been requested at this time. Accordingly, the pavement design
analysis is anticipated to be completed by the Civil Engineer of Record.
Table IV —Pavement Sections
Section
Hot Mix Asphalt
Aggregate
Subgrade (2)
Surface
Surface
Intermediate
Base(l)
SF-9.SA
5-12.5
I-196
Stable and Lined
Heavy Duty Asphalt
T
N/A
3"
8"
with Geotextile
Geofabric
Standard Duty
Stable and Lined
Asphalt
2"
N/A
N/A
8"
with Geotextile
Geofabric
Note (1) = NCDOT ABC compacted to a dry density of at least 100% of the Modified Proctor maximum dry
density (ASTM D 1557).
Note (2) = Compacted to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D
1557).
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Solutions. Inc

Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' All pavement material and construction procedures should conform to Unified Facilities
Criteria (UFC) and North Carolina Department of Transportation (NCDOT) requirements.
' Following pavement rough grading operations, the exposed subgrade should be observed
under proofrolling. This proofrolling 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 subgrade soils are likely to be unstable
' at the time of construction and some ground improvements are likely. As such, 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 ABC layer by 4 to 6 inches or the asphalt base course layer by 2 to 4 inches and/or
reinforcing the ABC materials with a biaxial geotextile geogrid (Tensar BX1100 or
equivalent). These alternatives are to be addressed by the Geotechnical Engineer during
1 construction, if necessary, who will recommend the most economical approach at the time.
4.10 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 completed 100-foot deep CPT
t sounding completed for the adjacent Wounded Warrior BEQ project as well as our
experience with shear wave velocity testing performed on other projects within the vicinity
of this project site.
4.11 Storm Water Design Parameters
1 Two (2) infiltration tests were performed at the location of borings BMP-2 and BMP-4 at
depths of approximately 1 and 2 feet below existing grades due to the encountered
' perched water level depths of 2 to 3 feet. The infiltration testing could not be performed at
the location of borings BMP-1 or BMP-3 as a result of perched water levels occurring about
1-foot, or less, below the existing site grade elevations. 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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SoluBons. Inc

Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
Pi378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
' A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (200 ml or 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 4-meter (approximately 13-foot) braided PVC hose and then
lowered by cable into the borehole to the test depth elevation.
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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 tests), the hydraulic conductivity of the shallow soils is provided in the
following table (Table V —Saturated Hydraulic Conductivity Test Results) and is presented
on the "Hydraulic Conductivity Worksheet" reports (Appendix VI), included with this report.
Table V - Saturated Hydraulic Conductivity Test Results
Test No.
Test
Depth
(ft) (1)
Groundwater
Level (ft.) (11C�1
Percent Silt
and/or Clay
Average Infiltration Test
Results (Ksat Values)
cm/sec
cm/day
in/hour
BMP-2
2
3
48.2
1.29E-04
11.1
0.183
BMP-4
1
2
25.5
5.03E-04
43.4
1 0.712
Note (1) = The depths noted above are referenced from below the existing (natural) site grade elevations.
Note (2) = The observed groundwater levels noted above, in Section 3.3 of this report, on our Boring Log
sheets, and on our Generalized Soil Profile sheets were obtained through soil wetness at the time
of our subsurface exploration procedures. Groundwater monitoring wells are recommended to
obtain stabilized readings.
' Solutions. -,Inc
1

Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
5.0 CONSTRUCTION CONSIDERATIONS
5.1 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
may require well pointing.
If water collects in foundation excavations, it will be necessary to remove the water form
the excavation, remove the saturated soils, and re -test the adequacy of the bearing surface
soils to support the design bearing pressure prior to concrete placement.
Perched water table conditions within the select fill materials and/or shallow subsurface
soils may be encountered throughout the project site during periods of heavy precipitation
1 and/or during the "wet' season. This is expected to occur as a result of the surficial and/or
shallow subsurface restrictive soil layers generally encountered throughout the project site
at depths ranging from 0.3 feet to 2 feet and extending to depths ranging from 13 to 18 feet
below existing grades.
Accordingly, some undercut and backfill with suitable structural fill materials and/or de -
watering of the structural fill materials and/or shallow subsurface soils may be required
during the subgrade preparation and/or foundation construction procedures. Alternatively,
an under drain system may be used in order to aid in alleviating the potential for saturated
bearing soil conditions and/or to aid in minimizing foundation undercutting procedures.
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.
If water collects in foundation excavations, it will be necessary to remove water from the
excavations, remove saturated soils, and re -test the adequacy of the bearing surface soils
to support the design bearing pressure prior to concrete placement.
1 5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the
pipe and structure placements to verify the suitability of the bearing soils. If unstable
bearing soils are encountered during installation someform of stabilization may be required
to provide suitable bedding. This stabilization is typically accomplished by providing
additional bedding materials (NCDOT 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.
17 GET

Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
' P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
All utility excavations should be backfilled with structural fill, as described in Section 4.3 of
this report.
' The subsurface CLAY (CL, CH) and/or SAND (SC, SC-SM, and SM with clay) soils
encountered at the boring locations do not appear to meet the criteria recommended in this
report for reuse as structural fill, but may be used as fill within green areas. However, the
SAND (SP, SP-SM, and SM) soils encountered at the site may be suitable for reuse as
structural fill. Due to the potential for surficial and/or shallow subsurface perched water
conditions to occur, it is likely that any soils excavated on -site and proposed to be reused
as select fill will require stockpiling in order to the soils to air dry and obtain a moisture
content suitable for placement and compaction.
Additionally, the soils noted to consist of SAND (SM with clay, SC-SM, SC) may potentially
be reused as pavement select fill soils. However, these soils will require drying in the form
of stockpiling and/or placing in relatively thin lifts and scarifying in order to obtain a
moisture content suitable for compaction, which would likely prove uneconomical for this
site considering the potential for suficial and/or shallow subsurface perched water levels.
Further classification testing (natural moisture content, gradation analysis, and Proctor
testing) should be performed in the field during construction to substantiate the suitability of
excavated soils for reuse as fill within construction areas.
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
1 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.
18 GET

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Report of Subsurface Investigation and Geotechnical Engineering Services December 16, 2009
P1378 Wounded Warrior Hope & Care Center
P1330 Battalion Headquarters Building, Marine Corps Base
Camp Lejeune, North Carolina
G E T Project EC09-296G
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 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. This report has been prepared for the exclusive use of Virtexco
Corporation and their consultants for the specific application to the proposed P1378
Wounded Warrior Hope and Care Center and the proposed P1330 Battalion Headquarters
projects located within the Camp Lejeune military installation in Jacksonville, North
Carolina.
SoluBons, Inc

APPENDICES
I BORING LOCATION PLAN
11 BORING LOGS
III GENERALIZED SOIL PROFILE
IV CONSOLIDATION TEST DATA
V SUMMARY OF CBR TEST DATA
VI SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS
VII CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

m m m m m ® _ ® ® ® ® ® ® ® o = m ® =
M.
BMP-4
9
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LEGEND
—FPPRO%fN•TE 9OR G LOCATIONS
CBR=2
C —
CBR-3—
B
® Be 3
`
JB-4 C ( 1
84
� BMP-1
i A
8q�
BMPP-2
ya4
01
men IYnAi09 Mom+ rAv I
BORING LOCATION PLAN
IOT m svaE

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P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Lejeune; North Carolina PROJECT NO.: EC09-296G
eAu x�n:e ,
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21.0' MSL
BORING LOG
DRILLER: Fishburne Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 12-9-09
B-1
DEPTH TO WATER - INITIAL': $ 5' AFTER 24 HOURS: S CAVING> S
o •Z
�a
m
v
o
TEST RESULTS
Plastic Limit H Liquid limit
m
a m
Description
n
a 6
E
a>
E$
a
E
3 [o
o y
> gr
w
m
o E❑
m
Z
N
in a
z
v
Moisture Content -•
�o
e
N-Value-
10 20 30 40 50 60 70
0
0
24 Inches of Sandy TOPSOIL
"'
4
'
., ...
.�.
1
22
SS
5
8
12
...._.,...._:...:...:_.
9
:...:...:...............:...
Tan, moist, Clayey fine SAND (SC) with silt, loose
......
.'..'„'.
2
20
SS
s
4
4
8
7.
"
5
Tan with slight Gray Mottling, moist to wet, Sandy Lean CLAY (CL),
medium stiff to very stiff
3
22
SS
4
4
1s
2
Wet from 5 feet
Mottled Tan -Gray from 6 feet
5
.. ; . \.:...:. ...... _ :...
5
4
22
SS
7
14
5
8
1.
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) with trace sand,
medium stiff
5
24
SS
3
s
n
s
10
4
13
3
:...:...:...:...:...:...:...
Tan, wet, Silty fine SAND (SM) with trace fine gravel, loose
6
22
SS
5
3
8
15
:::::
3
4
:. ..:... :.. .:...:. ..:. .. :. ..
5
s
Gray, wet, poorly graded fine to medium SAND (SP) to poorly grade
fine to medium SAND SP-SM with silt, very loose to very dense
( ) ry ry
'.i':f L
:':k t
1:r.rr
7
22
SS
2
2
0
..:...:... :.. .:.. ....
.iil i
xt+:
tff).
.......
4
.i:err
8
23
SS
3
2
5
.:...:...:...:...: ...........
25
.j:1
tr[
3
:r[ X(r
ar
1):ti
ra:n:
...:...:...:...:...:...:...:...
'+cry
L N.
........................
5
:I:[1
ill
9
24
SS
7
10
17
:. ..:. ..:... :.. .:.. .:...
30
f i'
12
....... .... ... .... .. .. ..
10
[9:fJ.
r1
to
i
YfJ-
22
t
10
20
SS
35
68
35
+'I'It
37
.15
a:[1
IN
r
25
.0 r [
27
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
Hammer
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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GETPROJECT:
--"'
BORING LOG
B-1
P1378 WW Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Lejeune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 21.0' MSL
DRILLER: Fishbume Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 12-9-09
DEPTH TO WATER - INITIAL': S 5' AFTER 24 HOURS: _ CAVING> S"
o ,�
.�
>
w
a
d m
❑ E❑
c- 6
a1 d
Description
c
a
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y
a d
E Z
a�
E o
y
m
rs o
E
M I-
3 io
o y
= a
c
��
)
Z
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
. .:...:...:... : .. .:.. .:.. .:. ..
...........................:...
...:. ..:...:.. .:...:. ..:. .. :...
..:.. .:. .. I...I...:.. .:...:. ..
..:.
12
yo
i;rir
S
1::T
ixlr
licti
P
1'I1 f r
11
Ss
19
32
34
59
76
20
14
12
SS
20
Z7
3�
3e
45
25
Boring terminated at 45 ft.
16
50
55
-35
18
60
40
20
65
-45
22
0
-50
75
55
Notes: SS = Split Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 2 o/ 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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BORING LOG
B-2
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19' MSL
DRILLER: Fishburne Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary(wash) DATE: 12-9-09
DEPTH TO WATER -INITIAL': 8 4' AFTER 24 HOURS: b5 CAVING> .L
C...
m
>
w
n d
�,
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c
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,
a °'
E
rn
3 tO
o 0
m n
m
z
o
u
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o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
0
0
11
7
6
7
6
6
9
3.
3.
24 inches of Sandy TOPSOIL
...
1
23
SS
°
°
r
...:...:_.:_.:...:...:...
:...:...:f..:...:...:...:...
•.. .
... :I
.:...:...t ..........:...:...
:...:...I :...:...:...:...:...
:...:..I :...:...:...:...:...
. . '
I
I
.........;,..
.I
...j...•.......
...:...:.. .:. ..:. .. :. ..:... :...
... .. ... ... ...... .... .... ... ..
Tan, moist to wet, Sandy Lean CLAY (CL), medium stiff
Wet from 4feet
Mottled Tan -Gray from 6feet
2
22
SS
a
3
4
15
2
5
3
20
SS
a
i
4
4
21
SS
4
a
4
10
Mottled Gray -Tan, wet, Fat CLAY (CH) with trace sand, medium stiff
13
Mottled Reddish Tan -Gray, wet, Clayey fine SAND (SC) with silt,
loose
8
Dark Gray, wet, Silty fine SAND (SM) with trace organics, loose
...
.....
-
. �......
5
24
SS
2
4
10
4
6
23
SS
2
2
4
5
5
15
7
22
SS
2
s
6
0
20
Boring terminated at 20 ft.
5
9
25
.10
30
10
-15
35
.20
Notes: SS = SPI@ Spoon Sample
ST=Shelby Tube Sample
HA =Hand Auger Sample
BS =Bulk Sample
WOH
PAGE 1 of 1 Standard Penetration Tests were performed in the held in general accordance with ASTM D 1586.

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GETPROJECT:
BORING LOG
B-3
P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
LOCATION:
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19.5' MSL
DRILLER: Fishbume Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 12-10-09
DEPTH TO WATER - INITIAL': S 5' AFTER 24 HOURS: _ _ CAVING> -L
a=
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o
Description
y
a d
Z
m
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0
vEi H
3:
m n
z
ao
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
3
5
6
7—'-
6
11
11
24 inches of Sandy TOPSOIL
...
1
21
SS
2
i
2
..:...:...:...:...:...:...:...
.:...:...:...:._:...:...:...
i t
a
.:...:...:...:...:...:...:...
...........................
....
d
...:...:...:...:...:...:......
q.
...:...:...:...................
Reddish Tan, moist, Clayey fine SAND (SC) with sill, loose
.'...,.
2
20
SS
z
3
3
15
2
s N
Reddish Tan, moist to wet, Sandy Lean CLAY (CL), medium stiff
Wet from 5 feet
3
23
SS
2
3
a
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) with trace sand,
medium stiff
13
ray, wet, poorly graded fine to medium SAND (SP) to poorly grade
fine to medium SAND (SP-SM) with silt, medium dense
Dark Gray, wet, Silty fine SAND (SM) with trace organics and root
fragments, medium dense
1:4(1:
'�' t e
i:1
i5frc
4
21
SS
a
3
4
5
24
SS
2
2
5
io
4
6
23
SS
4
5
7
24
SS
3
4
2
6
o
20
Boring terminated at 20 ft.
e
s
-10
30
i0
is
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
le
BS = Bulk Sampav not be indicative of the static aroundarater level WQH = "feinht of Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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BORING LOG
B-4
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17.5' MSL
DRILLER: Fishbume Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary(wash) DATE: 12-9-09
DEPTH TO WATER - INITIAL': a 1.5' AFTER 24 HOURS: S _ CAVING> L
c
>
w
aai
w
Description
c
m
E z
E
m m
o
E o
m l
o>
m n
0
2
o
a
a
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
3
6
3
7
6
2----—
4
56..
39..
32..
4 inches of TOPSOIL
1
22
SS
2
2
1
..:...:...:...:... :...:...:...
...... t: _.................
.. t... ...............
. :I
:...... .: ..:...:...:..
.:...:...:...:...:...:...:...
...:.. .:. ..:. ..:... :.. .:...:...
[ f
...:...:._ :...:...:...:...:...
.:...:...:...:...:...:
..:.. .:...:. ..:... :.. .:.. .:...
.13j
Gray, moist to wet, Silty Clayey fine SAND (SC-SM) to Clayey fine
SAND (SC), very loose
Wet from 1.5 feet
1s
2
23
SS
z
2
y
3
2
Mottled Gray -Reddish Tan, wet, Sandy Lean CLAY (CL), medium
Stiff
s
.
.-
_ _
'
3
20
ST
1
1
z
10
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) with trace sand, ve
soft to medium stiff
Shelby Tube Sample Taken from 4 to 6 feet
1
Dark Gray, wet, Fat CLAY (CH) with trace organics and root
fragments, very soft to soft_:_
Gray from 18 feet
4
22
SS
z
4
3
5
24
SS
2
n
3
10
4
6
24
SS
1
1
3
15
0
6
7
24
SS
z
3
20
Boring terminated at 20 ft.
25
d0
30
10
.15
35
r-20
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 with ASTM D 1586.

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1
1
1
1
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GET
_�
BORING LOG
B-rJ
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
DRILLER: Fishbume Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary(wash) DATE: 12-9-09
DEPTH TO WATER - INITIAL': V, 4' AFTER 24 HOURS: 3' _ CAVING> L
c .-
is
> m
w
a v
o d
❑ E❑
n d
o V?
Description
u
a
0
m
a o
E Z
rn
a>
E o
N Q
E
)
3 to
o
m a
y
Z
o
#
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
5
5
6
7
6
7
4
0.
2.
36..
6 inches of TOPSOIL
iiiii
1
22
SS
1
n
3
.:...:...:...:... :...:...:...
t
:...:... j...........:...
...I. ..:..
.. ;
t:
;. _....;...;.�;...:. _:...
. .............................
..:...:...:...:...:...:...:
..:...:...:... :...:...:...:...
Gray, moist, poorly graded fine to medium SAND (SP-SM) with silt to
Silty fine SAND (SM), loose
1s
2
24
SS
3
3
a
2
Tan, moist, Clayey fine SAND (SC) with silt, loose
;!;.:.:
g
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) with trace sand, soft
to medium stiff
Dark Gray from 13 feel
3
24
SS
2
3
4
24
SS
4
4
10
5
24
SS
2
2
4
10
4
5
6
24
SS
2
4
3
15
g
p
7
24
SS
2
2
2
20
Boring terminated at 20 ft.
5
25
f0
30
10
-15
35
]-20
Notes: SS = Split Spoon Sample
ST =Shelby Tube Sample
HA =Hand Auger Sample
BS = Bulk Sample
*The initial aroundwater readino may rint be indicative of the stair, loval WOH - Welaht of
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Lejeune, North Carolina PROJECT NO.: EC09-296G
=
r..w—.-Tk m'
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
BORING LOG
DRILLER: Fishbume Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 12-9-09
B-G
DEPTH TO WATER - INITIAL': a 4' AFTER 24 HOURS: T CAVING> -C.
o"
L C
s_
Q
N
�,
H
m
oo
TEST RESULTS
Plastic Limit H Liquid Limit
.�
a m
o. m
m
DBSCfipli0rl
La
d
z
a >
a d
3 tO
#
Q E
o
N f-
m a
Z
v
Moisture Content -•
w
¢
e
Value -
10 20 30 40 50 60 70
0
0
6 inches of TOPSOIL
2
iiiii
1
20
SS
3
3
7
6
6.
:_.:...:...:. ..: ...:...:...
.
Tan, moist, Silty fine SAND (SM), loose
15
Mottled Gray -Reddish Tan, moist, Clayey fine SAND (SC) with silt,
loose
2
23
SS
3
3
3
\
4
5
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) with trace sand,
medium stiff
3
22
SS
2
3
5
2.�
2
a
7
7.
_.f _.'
..:.. +...:...:...:.
Mottled Gray -Reddish Tan, wet, Sandy Lean CLAY (CL), medium
stiff
4
24
SS
a
a
10
s
7
- .......: -.
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH) with trace sand, soft
to medium stiff
5
24
SS
3
a
10
Gray from 13 feet
a
........................:..
4
5
1
6
24
SS
z
4
..:...:...t...t._:...:. _:...
1s
2
0
18
6
Gray, wet, Fat CLAY (CH) with trace sand and organics, medium stir
• - • •
-
7
24
SS
2
3
3
5
:
.:...:...:...: _.:...:_.:...
20
5
a
Gray, wet, poorly graded fine to medium SAND (SP) to poorly grade
fine to medium SAND (SP-SM) with silt, medium dense
?'4 f 1:
'�°
8
23
SS
10
17;
lxrr
Gray, wet, poorly 26
y p y graded fine to medium SAND (SP-SM) with silt to
Silty fine SAND(SM), medium dense
iiEEE
.....
.....
9
21
SS
s
6
6
14
. . .-
0
10
3
11
5
Dark Gray, wet, Fat CLAY (CH) with trace sand, very soft
10
24
SS
woB
war
1
1
_ .;...I...I...I...t...t.,.t...
35
38
....
2
...:...:...:.......:...:...
20
Ej
ray, wet, poorly graded fine to medium SAND (SP) to poorly grad
Notes: SS = Split Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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E.n2, .I.WN,
BORING LOG
B-6
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
DRILLER: Fishbume Drilling LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Mud Rotary (wash) DATE: 12-9-09
DEPTH TO WATER- INITIAL': & 4' AFTER 24 HOURS: 41� CAVING> L
c _
O `—L
m
w�
o. ^'
o E
L
a m
a
Description
a
0
c2
m Z
rn
N N
m m
m(0a)
N
m t-
y—
m a
m
Z.
o
O
v
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
12
do
fine to medium SAND (SP-SM) with silt, loose
[r ii
.r�:u'
1 :ii li
is [t.•
LJ: tJ
11
24
SS
s
10
40
49
...:...:._:...:...:...i...
...:...:...:...:...:...:...:...
...:...:...:...
........:.,.
..:...:...:...:...:...:...:...
...:...:...:...:...:...:...:...
.25
14
Gray, wet, Silty fine SAND (SM), dense
12
21
SS
is
26
27
45
i iiii
-30
a j
'
a a28
13
20
SS
24
zs
18
50
Boring terminated at 50 Ft.
55
18
-40
60
-45
20
65
50
70
55
75
80
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial aroundwa BS = Bulk Sample
PAGE 2 of 2 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586,

GET
BORING LOG
C BRA
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL': $ 1' AFTER 24 HOURS: a CAVING> L
o c
'm
>
w
t L^
a d
N N
o E
.c ..
a m
0,2
O`
Description
u
a
t7
m
rz o
E Z
M
a >
E$
rn
m
�- °1
E
3'0
o
m a
m
Z
o
#
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
t
HA
BS
HA
HA
0.
6 inches of TOPSOIL
H�
..:...:...:...:...:...:...:...
...:.. .: .. .:. ..:. .. :. ..:. .. :...
..:...:...:... :...:...:... :...
s.
..:. .. :...:...: .. .:...:. ..:. ..
Tan, moist, Silty fine SAND ISM), loose
1.
Tan, moist to wet, Clayey fine SAND (SC) with silt, loose
Wet from 2 feel
is
P
s10
Mottled Tan -Reddish Tan, wet, Sandy Lean CLAY (CL)
Boring terminated at 5 ft.
to
0
4
s
1s
0
0
20
s
g
s
-10
30
10
-15
35
p
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 with ASTM D 1586.

C�
I
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BORING LOG
C BR-2
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Lejeune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19.5' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL': S 3' AFTER 24 HOURS: TS _ CAVING> _1
co z
>
w
0
❑ E
0�
❑
Description
0
E
0
E z°
M
E
rn rr
E 0
rn �
0
m a
0
M
z
o
u
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
BS
HA
48.4
4 inches of TOPSOIL
..
...
: *I` -
...:...:...:...:...:... :...:...
. ....................:...
..:...:...:...:...:... :... :...
..:...:...:...:...:...:...:...
...:...:...:...:...:...:...:...
...:...:...:...:...:...:...:...
...:...:...:...:...:...........
6.
Mottled Gray -Reddish Tan, moist, Clayey fine SAND (SC) with silt
15
z
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH)
5
Boring terminated at 5 ft.
10
10
4
5
5
6
0
20
6
5
25
-10
30
m
35
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 with ASTM D 1586,

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CI
1
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1
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GET
BORING LOG
C BR-3
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leieune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL-: S 2' AFTER 24 HOURS: _ CAVING> _C_
c--
0 2
w
a
o E
a d
a
Description
a
E
0
a 6
m z
rn
a'
rn tr
a
m F
v1
3 fO
in a
z
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
BS
HA-
0.1
6 inches of TOPSOIL
...:...:...:...:...:...:...:...
...:...:...:...:...:...:...:...
..:...:. ..:. ..:...:...[...[...
.. .:...:. f._ I...I...[...:. ..
... :...:...:.. .:...:. ..:. .. :...
..:...:...:.. .:...:. ..:. .. :...
Z. Tan, moist to wet, Lean CLAY (CL)
Wet from 2 feet
Mottled Tan -Reddish Tan from 2.5 feet
15
2
3.5
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH)
5
Boring terminated at 5 ft.
10
10
4
5
15
5
0
20
5
8
5
-10
30
10
15
35
do
Notes: SS = Split Spoon Sample
ST= Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
WOH -We art of Hammer
PAGE 1 of 1 Standard Penetration Tests were Performed in the field in general accordance with ASTM D 1586.

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1
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11
GET
BORING LOG
BM P-1
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL': 1' AFTER 24 HOURS: _ CAVING> L
w
o E
o :?
D2SCfiptlOB
o.
2
c�
a d
m z
cn
a>
m o
in
u
m I-
rn
3 m
m c-
m#
z
°
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
8 inches of TOPSOIL
iiii
...:. .. :...:... :.. .:...:. ..:. ..
. . . . . .
...............................
...............................
...�...�._�...i_.:...�...i...
...:...:...:...:...:...:...:...
.. .:...:. ..:...:.. .:...:. ..:...
Tan -Gray, moist to wet, Silty fine SAND (SM)
Wet from 1 fool
Estimated Normal Seasonal High Water Table = 1'
1s
z
Mottled Gray -Reddish Tan, wet, Lean CLAY (CL)HA
s
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH)
m
10
4
Boring terminated at 10 ft.
g
15
fi
0
IO
-5
g
25
-10
10
-15
35
p
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 with ASTM D 1586.

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c-x��t.ic
BORING LOG
BM P-2
PROJECT: P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 17.8' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL': $ 3' AFTER 24 HOURS: T CAVING> -C
c E
To
wo
a$
E
m
o
Description
u
a
m
a d
Z
a
a
a
3 to
m a
N
m#
Z
o
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA...........................:...
HA
8'
8 inches of TOPSOIL
..............................
..:...:...:...:...:...:...:...
......... ....... .. .. .... .. ....
. .:...:. ..:...:...:.. .:.. .:. ..
. ........... .. ... .... ...... ....
...... ....... ...... ... .... .....
.... .... ......... .... ... .... ..
0.HA
Gray -Tan, moist, Silty fine SAND (SM)
15
Tan, moist to wet, Clayey fine SAND (SC with silt
Mottled Tan -Reddish Tan from 2.5 �eet
Estimated Normal Seasonal High Water Table = 25"
Wet from 3 feet
"
3
-
5
Mottled Gray -Reddish Tan, wet, Lean CLAY (CL)
4
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH)
10
10
Boring terminated at 10 ft.
5
15
6
0
IO
5
5
0
10
30
-15
35
20
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 with ASTM O 1586.

0
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GET
uaud:mr..,Hq�m:. rrel�,e
BORING LOG
BM P-3
PROJECT: P1378 W W Hope and Care Center 8 P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 19' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL': a 1.5' AFTER 24 HOURS: _ CAVING> -C
_
M
> 1n
W
n
d �,
O E
a v
d
Description
a
a d
E Z
a'
E u
rn
a °'
E
)~
3'O
o
m n
N
m
Z.
o
e
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value-
10 20 30 40 50 60 70
0
0
HA
HA
HA
10 inches of TOPSOIL
.,..
""
...:...:...:...:...:...:...:...
_.._.._.....................
..:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
................
...:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
Tan -Gray, moist, Silty fine SAND (SM)
Mottled Reddish Tan -Gray, wet, Lean CLAY (CL)
Estimated Normal Seasonal High Water Table = 1.5'
1s
2
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH)
10
m
a
Boring terminated at 10 k.
5
6
0
20
.5
25
10
30
10
45
35
SS = SpIft Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
L Hammer
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

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GETPROJECT:
_. "_.'_..
BORING LOG
BM P-4
P1378 W W Hope and Care Center & P1330 Battalion Headquarters
CLIENT: VIRTEXCO Corporation
PROJECT LOCATION: Camp Leleune, North Carolina PROJECT NO.: EC09-296G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 18.5' MSL
DRILLER: G E T Solutions, Inc. LOGGED BY: G. Stalls, P.E.
DRILLING METHOD: Hand Auger DATE: 12-9-09
DEPTH TO WATER - INITIAL': $ 2' AFTER 24 HOURS: S CAVING> L
o
m
w
r i
i S
o E
L
fi d
o w
Description
P
2
a
2
d
n 6
E Z
n>
E o
o. °'
E
rn I-
3 fO
o
m a
?
Z
o
#
o
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
HA
5.
8 inches of TOPSOIL
. ....
�.
...............................
...i...i...:...:...i...i...:...
...............................
-
...:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
...:...:...:...:...:...:...:...
. ..:...:...:...:...:...:...:...
. ..:...:...:...:...:...:...:...
. ..:...:...:...:...:...:...:...
..:...:...:...:...:...:...:...
. ..:...:...:...:...:...:...:...
Tan -Gray, moist, Silty fine SAND (SM)
Tan -Gray, moist, Clayey SAND (SC) with silt
1.
Mottled Tan -Gray, moist to wet, Lean CLAY (CL)
Estimated Normal Seasonal High Water Table = 1.5'
Wet from 2feet
Mottled Gray -Reddish Tan from 2.5 feet
F"
is
2
s
—
Mottled Gray -Reddish Tan, wet, Fat CLAY (CH)
10
10
a
Boring terminated at 10 fit.
s
15
6
0
20
5
25
10
30
0
15
35
20
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 with ASTM D 1586.

KEY T
Symbol Description
Strata
symbols
Topsoil
Clayey Sand
®
Lean Clay
®
Fat Clay
Silty Sand
ii
Poorly graded Sand
"''''''
with Silt
In
Silty Sand with
organics
Fat Clay with
Organics
Misc. Symbols
s Water table during
drilling
1. Exploratory borings were drilled on 12-9-09 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
These logs are subject to the limitations, conclusions, and
recommendations in this report.
Results of tests conducted on samples recovered are reported
on the logs.

0
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1
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1
0
0
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O
APPENDIX III
GENERALIZED SOIL PROFILE
B

0-
4 6
20
JJJ
JJJ
)5
dd
JJJ
dd
)d
JJJ
22
d
11
a
34
..
JJJ
'" '" ""xz
d d 0
3 d NM1k3ffi
22
22
d 3
3 J
Xz
LL=45
d 5 LL=dS
3 d
_
3 2
3 J NM=22.0
5 7=
3
2]
2 2
NM=26.)
d
J
) 9
3 d
d d
1 2
NM=30.8
2 3 NM=3ed =
3 d
2 2 NM=29.6
3 d
2 3
NI.t--36.2
4 d
3 d
1 2
LL=63
5 5 LL=W
3 d
2 2
2 J NM=31.1
3 3
d d
2 3 NM=29,1
d 5
10
2 2
NW26.6
LL 5
5
_
2 2
2 = .
—2-3—t0
dd
dd
3
35
33
2 2
NM=20.1
3 )
d2
A". } {
45
•C9,C3.
11
23 NM=66.0
12
da:CV
11
33
22
22
a
0
2d
0
O
-1-h1-
:I ::C1
f .:
- - -
�_ 22
22
33
43
22
m
a: L r
-J•
10)
1012
dGCi
i:I:ht
:I •I: 1 1
cri
9 11
.10
2233
3537
:Y1
WOH
WOH
2527
1 2
f 1;11;
3234
66
:I•C'
3]39
•,
t31d
:
28 2)
30
Zd
25 20
Strata symbols
art,
Poody graded Sand
ds°!
with Silt
Topsoil
El
Silty Sand with
organics
GET Solutions, Inc.
Clayey Sand
Fat Clay with
GENERALIZED SOIL PROFILE
®
Organics
SCALE: DRAWN BY/APPROVED BY DATE DRAWN
Lean Clay
l2/1G/2009
®
SCALE 1=1 GWS
P1378 WW Hope and Care Center & P1330
Fat Clay
®
Battalion Head uarterI
Silty Sand
FIGURE NUMBER
PROJECT NO. EC09-2960

0
M
CBR-1
NId=116 =20 CBR BMP-1
J J J
NW21 8
LL-18
=—
LLU
— NM=206
1p
10
0
p
4
I'
?
O
O
10
10
J
nl
10
J0
30
Strata smbbolssmbbols
�,,
Poorly graded Sand
with Silt
Topsoil
Silty Sand with
pr9yn;pe
GET Solutions, Inc.
Clayey Sand
Fat Clay with
GENERALIZED SOIL PROFILE
Organics
OARLe DRAWN BY/APPROVED BY
El
Lean Clay
DATE DRAWN
71
scAL, .=m GWS 12/16/2009
P1378 W W Hope and Care Center & P1330
Fat Clay
®
Battalion Headquarters
Silty Sand
FIGURE NUMBER
PROJECT NO. EC09-296G

10
20
!A
NM-1 ] 4
10
10
0
0
i
2
10 0
-to
W
ZO
p
JO
JO
�
40
Strata svmbols
�qp�.
Poorly graded Sand
4xor
with Silt
Topsoil
Silty Sand with
GET Solutions, Inc.
Clayey Sand
organics
Fat Clay with
GENERALIZED SOIL PROFILE
Organics
SCALE: DRAWN BY/APPROVED BY DATE DRAWN
® Lean Clay
sCALF r=ia GWS 12/16/2009
P1378 W W Hope and Care Center & P1330
Fat Clay
®
Battalion Headquarters
Silty Sand
FIGURE NUMBER
PROJECT NO. EC09-2960

Symbol Description
Strata svmbols
Topsoil
Clayey Sand
®
Lean Clay
®
Fat Clay
goSilty
Sand
Poorly graded Sand
with Silt
Silty Sand with
organics
Fat Clay with
Organics
Misc. Symbols
s Water table during
drilling
1. Exploratory borings were drilled on 12-9-09 using a
4-inch diameter continuous flight power auger.
No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
These logs are subject to the limitations, conclusions, and
recommendations in this report.
Results of tests conducted on samples recovered are reported
on the logs.

I
1
1
1
1
t
1
1
I
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1
LJ
1
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1
1
CONSOLIDATION TEST REPORT
-1.25
0 00
1.25
2.50
3.75
c
U 5.00
d
6.25
7.50
8.75
10.00
11.25 .1 .2 .5 1 2 5
Applied Pressure - tsf
Natural
Dry
D Dens.
LL
PI
Sp.
Gr.
Overburden
(tsf)
P
(tsf)
Cc
Cr
Swell Press.
(tsf)
Swell
%
e0
Sat.
Moist.
100.0 %
30.6 %
1 93.0
1 63
1 42 1
2.74
0.33
3.53
0.28 1
0.04
1 1
1 0.839
MATERIAL DESCRIPTION
USCS
AASHTO
Mottled Gray -Tan, Fat CLAY
CH
A-7-6(41)
Project No. EC09-296G Client: VIRTFXCOCorporation
Remarks:
Project: P1378 Wounded Warrior Hope K Care Center-P133013allalion Ileadquarters 13uilding,
Boring I3-4
Marine Corps Base
Sample Obtained 12/10/09
B-4
Depth=5.5 ft.
% Passing #200 Sicve=89
CONSOLIDATION TEST REPORT
GET SOLUTIONS INC.
Figure
11

Dial Reading vs. Time
Project No.: EC09-296G
Project: P1378 Wounded Warrior Hope & Care Center- P1330 Battalion Headquarters Building; Marine Corps
Base
Location: as
190
190
99824
9950
rc
fY
O
O
Square Root of Elapsed Time (min.)
Square Root of Elapsed Time (min.)
laid
.99245 t90
_
g
rc
¢
9
n
o
0
675 50
Square Root of Elapsed Time (min.)
Square Root of Elapsed Time (min.)
Dial Reading vs. Time
GET SOLUTIONS
INC.
Figure
Load NI
0.13 isr
�, (d)0.38 min=
5.61 rt2/dav
99]99
99]]4
-
9Wa9
99]24
-
- -
99699
996]4
99649
-
-
99624
99599
-
B9Aa
000
0.5 1.50
2.25
J00
JJS
4.50
535
fi.00
6]5
]50
99100
99tts
-
Load K3
0 13 tsC
�, ®043 min=
4.89 R2/dav
991]0
99145
9Bt60
991I5
99190
99205
-
-
99Y10
99235
.992500.00
0]5
1.50
2.25
3.00
3.]5
4.50
5.25
600
6.I5
].5
Load A2
0.25 tsC
Cv CS 1.26 min=
L66 rt 2/dav
9946
9942
99]0
9934
-
99}0
-
9926
9922
9910
991a
99100.00
OJ5
L50 2.25
J00
JJS
4.50
i25
6.00
6]5
].50
99230
Load d4
0.25 tsC
Cy (03 0.98 min-
2_l2 R.2/dav
99215
99200
99105
-
99t]0
-
99155
99140
99125
991f0
-
99095000
0.I5
150
2]5
},Op
3J5
0.50
525
6.00
] ]

Dial Reading vs. Time
Project No.: EC09-296G
Project: P1378 Wounded Warrior Hope & Care Center -PI 330 Battalion Headquarters Building, Marine Corps
Base
Location: 13-4
9085 t90
.98125 ten
to
to
O
O
0
0
Square Root of Elagaed Time (min.)
Square Root of Elapsed Time (mint
.97335 190
95]
190
K
rc
9
O
p
O
Square Root of Elapsed Time (min.)
Square Root of Elapsed Time (min.)
Dial Reading vs. Time
GET SOLUTIONS
INC.
Figure
Load k5
0.50 tsf
Cv @ 7.25 m in.
1.65 ft.2/dav
9880
9015
90]0
-
9065
9060
-
9055
9850
9045
-
90d0
90J5000
0]5
150
235
MO
3]5
4.50
5l5
fi.00
G.)5
).5
9]PU
Load k7
2.00 tsC
min=
1.65 ft 2/dav
9]O85
969fi0
-
9fi0]5
9fi]10
96505
96d60
96315
96210
9fi005000
0.]5
L50
2.25
J.00
3J5
4.50
5.25
6.00
6.]5
].50
Load k6
I. W fsf
Cv @ 1.49 min-
1.36 ft,2/dav
90050
9]9]5
9)900
9)025
-
W6]5
9)600
W525
-
9N50
9)3]50.00
0.)5
1.50 225 J,00
3]5
4.50
5.25
600
6)5
].5
955
Load q8
4.00 tsf
C� @ 8.95 mini
o.zl n.z/aa�
95]
-
951
949
9O
945
1
943
9d1
939
I
93)000
0.)5
1.50
225
].00
3.]5 4.50
5.25
6.00
6]5
TN

Dial Reading vs. Time
Project No.: EC09-296G
Project: P 1379 Wounded Warrior Hope & Care Center-P 1330 Battalion Headquarters Building, Marine Corps
Base
Location: 13-4
.9530
tim
.9010 11
rc
rc
O
O
50
5 bee 6.25 ].50 0.75 10.00 1135 1250
Square Root of Elapsed Time (min.)
Square Root of Eapsed Time (min.)
fan
.915
t90
rc
O
of
O
16 18 20
Square Root of Elapsed Time (min)
Square Root of Elapsed Time (min.)
Dial Reading vs. Time
GET SOLUTIONS
INC.
Figure
Load N9
8.00 tsf
Cv ®30.46 m in =
0.06 fL2/dav
9455
9]80
9J05
-
9230
9155
-
9080
9005
-
-
8930
0855
1
8]80000
1.25
2.
]]
9064
Load'411
1.00 tsf
Cv ®2.09 min=
0.84 R2/dav
90]9
9094
9109
9124
91]9
9154
91fi9
9181
9199
-
92fI000
0.]5
1,50
225
J00
JJS
1.50
5.25
6.00
6]5
]50
9m4
9010
Load &10
4.00 tsf
Cv � 096 min.=
1.79 R.2/dav
-
9022
9026
-
-
90J0
90J1
90]8
9042
904fi
��000
0.]5
1.50
2.25
]00
].]5
L50
5.25
6.00
fi.]5
].50
91e
Load #12
0.251sf
Cv� 83J1 min-
0.02 ft1/dav
921
921
92]
9]0
s]a
9]6
939
I
912
9150
2
4
fi
e
10
1
11

Dial Reading vs. Time
Project No.: EC09-296G
Project: P 1379 Wounded Warrior Hope & Care Center-P 1330 Battalion Headquarters Building, Marine Corps
Base
Location: 13-4
OM7 t90
rc
0
Load 411

I
1
0
I
8
0
0
I
APPENDIX V
SUMMARY OF CBR TEST DATA
I
rl
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I

SUMMARY OF CBR TEST RESULTS
Project:
P-1378 Wounded Warrior Hope & Care Center/ P-1330 Battall ion Hdqts.
Project Location:
Camp Lejeune, North Carolina
Client:
VIRTEXCO Corporation
Project Number:
EC09-296G
Sample
Number
Sample
Location
Sample Depth
(tt)
Symbol
Natural
Moisture
Content (%)
Atterberg
Limits
(LL/PL/PI)
Passing #200
Sieve
(/)
Maximum Dry
Density
(Pcf1l
Optimum
Moisture
(%)
Soaked CBR
Value
Resiliency
Factor
Swell
(%)
CBR-1
CBR-1
6"- 18"
SM w/clay
21.6
18/16/2
30.6
108.9
13.5
14.1
3.0
0.6
CBR-2
CBR-2
6"-18"
Sc
14.4
25117/8
48.4
110.7
13.8
11.6
2.5
0.7
CBR-3
CBR-3
6"-181,
CL
19.3
34/17/17
50.1
111.5
13.3
10.2
2.5
1.7
GET
womAiww�
Soo E. Elizabeth Street; sure 2
Elizabeth City, North Carolina 27999
Tel [phone] Fax: [phone]
page 1 o/ 1

IF
S
1
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1
F
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
112
110
ZAV for
108
Sp.G. _
D
2.65
c
a>
a
—
❑
106
104
102
8 10 12 14 16 18 20
Water content, %
Test specification: ASTM D 698-00a Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
No.4
%<
No.200
USCS
AASHTO
6"-18"
SM
A-2-4(0)
21.6
18
2
0.0
30.6
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 108.9 pef
Optimum moisture = 13.5 %
'Pan Silty fine SAND (SM) with clay
Project No. PEC09-296G Client: Vinexco Corporation
Project: 111378 W W Hope and Care Center & 111330 Battalion Headquarters
• Location: CBR-1
Remarks:
CBR-1
Resiliency Factor = 3.0
Soaked C13R Value = 14.1
Figure
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
GET SOLUTIONS INC.
1

m i m i I m Ml m m ! m ® m ® ® m
350
300
250
200
C
a
CO 150
100
50
N
Wounded Warrior Hope & Care Center - CBR-1
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

e
0
0
I
I
1
1
1
1
t
1
1
1
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
115
113
111
U
n
C
N
109
ZAV for
Sp.G. _
2.65
107
105
8 10 12 14 16 18 20
Water content, %
Test specification: ASTM D 698-OOa Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
No.4
%<
No.200
USCS
AASHTO
6"-18"
SC
A-4(1)
14.4
25
8
0.0
48.4
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 110.7 pef
Optimum moisture = 13.8 %
Tan Clayey fine SAND (SC) with silt
Project No. PFC09-296G Client: Vinexco Corporation
Project: 111378 WWI- lope and Care Center& P1330 Battalion Headquarters
• Location: C13R-2
Remarks:
CBR-2
Resiliency Factor =2.5
Soaked C13R = 11.6
Figure
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
GET SOLUTIONS INC.
I

200
180
160
140
120
w
a
y 100
m
J
Wounded Warrior Hope & Care Center - CBR-2
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

1
1
1
t
1
1
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
115
113
I
I
111
I
a
N
ZAV for
Sp.G. _
Q
—
2.65
109
107
105
7 9 11 13 15 17 19
Water content, %
Test specification: ASTM D 698-00a Method A Standard
Elevl
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
%>
No.4
I %<
I No.200
USCS
AASHTO
6"-18"
CL
A-6(5)
19.3
34
17
0.0
50.1
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 111.5 pcf
Optimum moisture = 13.3 %
Tan Sandy ],can CLAY (CL) with silt
Project No. PFC09-2960 Client: Virtexco Corporation
Project: P1378 W W Hope and Care Center & 111330 Battalion Headquarters
• Location: CBR-3
Remarks:
CBR-3
Resiliency Factor = 2.5
Soaked CBR=10.2
Figure
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
GET SOLUTIONS INC.

m m m m m m m ! ! ! _ _ m
160
140 —
120
100 —
:N
a
y 80 -
m
N
60 —
40
20 -
0
0.000
Wounded Warrior Hope & Care Center - CBR-3
0.050 0.100 0.150 0.200 0.250 0.300 0.350
Penetration

APPENDIX VI
1 SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS
1
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G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Wounded Warrior Hope & Care Cente
Parcel ...............:
Terminology and Solution
Boring No......: BMP-2
jDate .................: 12/9/2009
Ksat : Saturated hydraulic conductivity
Investigators.: J. Meads
lFile Name.........:
O: Steady-state rate of water flow into the soil
Boring Depth.: 2 feet JWCU
Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
JWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. r : 4.15 cm
lConst. Wtr. Ht. H: 30.2 cm
Ksat = O Binh-1 H/r - r2/H2+1 .5 + r/H / 2 H2 Glover Sol
VOLUME
(ml)
Volume Out
ml a]
TIME
(hr: min: sec al
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
2000
7:30:00 AM
1990
10
7:30:43 AM
0:00:43
0.72
13.95
0.004
7.35E-05
6.3
0.104
0.21
1980
10
7:3127 AM
0:00:44
0.73
13.64
0.004
7.18E-05
6.2
0.102
0.20
1970
10
7:32:12 AM
00045
0.75
13.33
0.004
7.02E-05
6.1
0.100
0.20
1960
10
7:32:55 AM
00043
0.72
13.95
0.004
7.35E-05
6.3
0.104
0.21
1950
10
7:33:39 AM
0:00:44
0.731
13,641
0.004
7.18E-05
6.2
0.102
0.20
1940
10
7:34:30 AM
0:00:51
0.85
11.761
0.004
6.20E-05
5.41
0.088
0.18
1930
10
7:35:13 AM
00043
0.72
13.95
0.004
7.35E-05
6.3
0.104
0.21
1920
10
7:35:54 AM
" 00041
0.68
4.63
0.005
7.71 E-05
6.7
0.109
0.22
1910
10
7:36:39 AM
0:00:45
0.75
3.33
0.004
7.02E-05
6.1
0.100
0.20
1900
10
7:37:23 AM
0:00:44
0.73
3.64
0.004
7.18E-05
6.2
0.102
0.20
1800
100
7:38:08 AM
0:00:45
0.75
:133.33
0.042
7.02E-04
60.7
0.995
1.99
Natural Moisture: 20.4%
11nit. Satur.Time: 7:00:00 AM
ESTIMATED FIELD KSAT:
0.008pl.29E-04111.1
0.183
0.37Clayey
fine SAND
laStructure/Fabric:
Consistency: loose
Slo a/Landsc:
Depth to an Impermeable Layer: NIA
Depth to Bedrock ...................: N/Ad
°/ Passing #200 Sieve = 48.2 %exture/Classif:
Water and Estimated Normal Seasonal
ksatReportl.As Precision Permeameter" Rev. 4/5/002

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.: Wounded Warrior Hope & Care Cente
Parcel ...............:
Terminology and Solution
Boring No......: BMP-4
jDate .................: 12/9/2009
Ksat: Saturated hydraulic conductivity
Investigators.: J. Meads
IFile Name.........:
0: Steady-state rate of water flow into the soil
Boring Depth.: 1 foot
jWCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
jWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Red. r : 4.15 cm
lConst. Wtr. Ht. H: 30.2 cm
Ksat = 0 Binh-1 H/r - r2/H2+1 .5 + r/H / 2 H2 Glover Sol
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec al
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
1600
9:30:00 AM
1
1590
10
9:30:04 AM
0:0004
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
1580
10
9:30:08 AM
00004
0.07
150.001
0.047
7.90E-04
68.2
1.120
2.24
1570
10
9:30:12 AM
0:00:04
0.07
150.00
0.047
7.90E-04
68.2
1.120
2.24
1560
10
9:30:20 AM
0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1550
10
9:30:28 AM
00008
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1540
10
9:30:36 AM
0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1530
10
9:30:44 AM
0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1520
10
9:30:52 AM
0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1510
10
9:31:00 AM
0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1500
10
9:31:08 AM
0:00:08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
1490
10
9:31:16 AM
0+00+08
0.13
75.00
0.024
3.95E-04
34.1
0.560
1.12
ral Moisture: 17.4%
Init. Satur.Time: 9:00:00 AM
ESTIMATED FIELD KSAT:
0.030
5.03E-04
43.4
0.712
1.42
urelClassif: Silty fine SAND
SM
cture/Fabric:
[kltF
Consistency: loose
Slo e/Landsc:
Depth to an Impermeable Layer: N/A
Depth to Bedrock ...................: N/A
Notes: % Passing #200 Sieve = 25.5 %
Perched Water and Estimated Normal Seasonal
eportl As Precision Permeameter' Rev. 4/5/002

APPENDIX VII
' CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
1
1
1
I,
1
1

'n
t GE®Virginia Beach Office Williamsburg Office IIizabeth City Office
1 • 204 Grayson Road 1592 Penniman lid. Suite E 504 Past Elizabeth St. Suite 2
Virginia Beach, VA 23462 Williamsburg, Virginia 23185 Elizabeth City, NC 27909
[phone] [phone] [phone]
' CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Standard Penetration Test (SPT). N-value
1 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 Mows of a 140 Be. 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
bnring logs. The sum of the second and third penetration increments is termed the SPT N-value.
1 NON COHESIVE SOILS COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations) (CLAY, SLI; I' and Combinations)
1 Relative Density Consistency
Very Loose 4 blows/h. or less Very Soft 2 blow,/fi. or less
Loose 5 to 10 blows/ft. Soh 3 to 4 blow,/ft.
Medium Dense I to 30 blows/h. Medium Stiff 5 to 8 blows/ft.
1 Dense 31 to 50 blows/ft. Stiff 9 to 15 Mows/ft.
Very Dense 51 blows/ft. or more Very Stiff 16 to 30 blows/ft
Ilard 31 blows/ft- or more
Particle
Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse
I to 3 inch diameter
Medium
1/2 to I inch diameter
Fine
I/a to Vz inch diameter
Sand
Coarse
2.00 tam to 1/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 mm
(cannot see particles)
CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488)
Coarse Grained Soils
Mom 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 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/Cla-v
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-NIL - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50%or greater
CH - Fat Clay
MH - Elastic Silt
OH -Organic Clay/Silt
Highly Organic Soils
PT - Peat
Page 1 of 1
GET Revivon 1W12107
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:
Less than 5 percent GW, GP, SW,SP
hfore than 12 percent GM, GC, SM, Sc
5 to 12 Percent Borderline cases requiring dual
symbols
60
50
6
x 40
0
S 30
U 20
5 10
CL.
Plasticity Chart
CL
CH
00 10 20 30 40 SO 60 70 80 90 10D
LIQUID LIMB (Ly (%)