SW6110505_HISTORICAL FILE_20110613

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWT/��50�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYM M D D

PARAMOUNTE
E N G I N E E R I N G. 1 N C.
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L F. T T F. R O F TRANSMITTAL
To:
NCDENR-DWQ
Date
fil (p 1p 11
1617 Mail Service Center
Raleigh, NC 27699-1617
Re:
Alpha Charter Academy School
(Revised) State Stormwater Submittal
Attn:
Brian Lowther
Project No. I 11128.PE
e are sending:
❑ Originals
® Prints
❑ Shop Drawings
® Calculations
❑ Correspondence
® Plans
❑ Specifications
❑ Other as listed below
he followin items:
Quantity
Date
Dwg. No.
Description
2
6/10/11
24" x 36" Design Documents (Revised sheetC-2.1)
0
101
- WATEP QUAL
Issue Status: ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ I -or Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ Sec Remarks
coon Taken: ❑ No 8xccptions Taken ❑ Makc Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
Cc: Signed: b / 21 11r--
"retche6 Merix

)ARAMOUNT .
E N 'G '.I N E E F2 I N G, I N C.
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L F. T T F. R 0 F T R A N S M I T T A I.
To:
NCDENR-DWQ
Date
06/06/11
1617 Mail Service Center
Raleigh, NC 27699-1617
Re:
Alpha Charter Academy School
(Revised) State Stormwater Submittal
Attn:
Brian Lowther
Project No.
I 11128.PE
eare.sciidiii-:
❑ Originals
®
Prints
❑
Shop Drawings
® Calculations
❑ Correspondence
®
Plans
❑
Specifications
® Other as listed below
rf he following items:
.. Quantity - .
;; Date_
Dwg: No.,
Description
2
06/06/11
24" x 36" Design Documents (Revised sheets C3.0, C5.0)
2
06/06/11
Revised Stormwater Calculauons
1
06/06/11
Comment and Response Letter
Issue.Status: ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Rerm
ction Tarkeinil ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubm
❑ Rejected -See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
IECEIVE,
JUN 7 2011

pARAMOUNTE
F N G I N F_ F R i N C. I N C.
June 6, 2011
Brian Lowther
NCDENR — Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27604
RE: Response Submittal: Alpha Charter Academy
Project ID: SW611505
Mr. Lowther,
On behalf of Alpha Charter Academy, we are submitting a response to your comments dated May 26,
2011. Please find your comments below with our response provided in bold.
The volume in excess of the treatment volume must be evenly distributed across a minimum
30 foot long vegetated filter. For sites that have difficulty meeting this requirement, options
are available for waiving of the offline bypass and vegetated filter strip by permitting the
system under alternative design criteria in NCAC 21-1.1006(h). For these options, please see
Section 16.3.9 in Chapter 16 Infiltration Devices in the BMP Manual. Please revise the plans
to include a vegetated filter or to meet the alternative design.
Please find revised calculations attached to this submittal that are in
accordance with Section 16.3.9, number 4, of the BMP Manual for waiving the
offline bypass and the vegetated filter requirement. The attached calculations
show that the entire 10 yr. 24-hour storm is stored and infiltrated in the
proposed basin with 1/2 the infiltration rate (14.2 in/hr/2 = 7.1 in/hr). The peak
elevation of the 10 yr 24-hour storm event is 219.26 and the proposed outlet
structure weir is set at elevation 219.30. The emergency spillway is set at
elevation 219.60 while the top of basin still remains at elevation 221.
2. The overflow volume looks to flow to a collection system. Part of the system is shown on the
plans but no detail is given. Please provide more detail about the system in either narrative or
on the plans.
• A 24-inch RCP storm sewer was stubbed into lot 6 for future development of
lots 5 and 6. The off -site storm sewer collection system ties into the NCDOT
drainage system as shown on sheet C-2.0. The existing access road and utilities
where designed and permitted by George M. Rose, PE and have been installed
and certified.
3. Plan Sheet C-2.0 indicates two phases for the project. Please note the infiltration basin must
be complete and certified before any building is occupied. The notes on the plan sheets
indicate the sediment basin will be converted once the entire drainage basin in fully stabilized.
Please provide more detail about the construction sequence. Will Phase I be complete and
occupied before Phase II is complete?
• The Owner has indicated that the project will proceed as one project and that
there will be no phasing. If this should change, a modification to the erosion
control permit will be requested.
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pARAMOUNTE
6 N G I N E. E R I N G. I N C.
If you have any questions or concerns with this re -submittal package please feel free to contact me
directly by phone or email. Thank you for your time and attention to this matter.
Sincerely,
Paramounte Engineering, Inc.
Robert P. Balland, P.E.
rballandna paramounte-eno.com
[phone]
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NCDENR
North Carolina Department of Environment and
Beverly Eaves Perdue
Governor
Mr. Robert Balland, PE
Paramounte Engineering, Inc.
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
Dear Mr. Balland:
Division of Water Quality
Coleen H. Sullins
Director
May 26, 2011
Natural Resources
Subject: Request for Additional Information
Stormwater Project No. SW6110505
Alpha Charter Academy
Cumberland County
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Permit Application for
the subject project on May 17, 2011. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. The volume in excess of the treatment volume must be evenly distributed across a minimum
30 foot long vegetated filter. For sites that have difficulty meeting this requirement, options
are available for waiving of the offline bypass and vegetated filter strip by permitting the
system under the alternative design criteria in NCAC 2H .1008(h). For these options please
see section 16.3.9 in Chapter 16 Infiltration Devices in the BMP Manual. Please revise the
plans to include a vegetated filter or to meet the alternative design.
2. The overflow volume looks to flow to a collection system. Part of the system is shown on the
plans but no detail is given. Please provide more detail about the system in either narrative or
on the plans.
3. Plan sheet C-2.0 indicates two phases for the project. Please note the infiltration basin must be
complete and certified before any building is occupied. The notes on the plan sheets indicate
the sediment basin will be converted once the entire drainage basin is fully stabilized. Please
provide more detail about the construction sequence. Will Phase I be complete and occupied
before Phase II is complete?
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to June 13, 2011, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail 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.
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolira 27604
Phone: [phone] \ FAX: [phone] \ Customer Service: 1-877-623-6748
Internet: wwwmwaternuality.org
An Equal Opportunity \ Affirmative Action Employer
One
NorthCarolina
Naturally

SW6110505 — Alpha Charter Acadcmy
May 26, 2011
Please reference the State assigned project number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone].
Sincerely,
Brian Lowther
Environmental Engineer
cc: Fayetteville Regional Office
SW6110501 File
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State of North Carolina
r. 194 9 Q 3 2 Department of the SefretarN of State
SOSID: 556889
ARTICLES OF INCORPORATION Date Filed: 7/12/2000 4:30 PM
Elaine F. Marshall
NONPROFIT CORPORATION
North Carolina Secretary of State
pursuanl to �55A-2-02 of the General SlaIUICS of North Carolina. the undersigned corporation does lmcbs submit Ihcsc Arucles of
Incorporation Rx the purpose of forming a nonprof-itcoiporalion.
I. The name of the corporation is: �/ %/J/'�C'��/r 1i✓G
(Check only if applicable.) The corporation is a charitable or religious corporation as defined in NCGS $ii A-1-40(J ).
_ . The street address and county of the initial registered office of the corporation is'.
Number and Street / %00 FR % 7—
fits. State. Zip Code ,9ys7/f�',//f_../t�C�._. .3dj _ Counp ck. 2e�.Ivlcl
4. The mailing address if diJJcretn tom the.ureet eiddrecs of the initial registered off ice is:
?K3'3
_. The name of the initial registered agent is:
6. l-he name and address of each incorporator is as follows:
c/A�1w� ,✓ r z �sZ o
7. (Check either a or Is below.)
o. x I -he corporation will have members.
h. rooThe corporation will not have members.
9. Attached are provisions regarding the disc ibmion of the cot poralion s avet> upon its dl.seolmion.
9. Am other provisions which the corporation elects to include are attached.
10. The street address and county of the principal office of the corporation is: /j
-l5o0 _f ,1ia,s_i?�(� fly._// C 2J-3=.jj_._Count\ lam �,4 44-11cl
I I. The mailing address if dij/erent/rom the street udd rrecc of the principal office is:
Revised January 2000
form N-01
CORPORATIONS DIVISION P. O. BOX 29622 RAU.16 i. NC _2762G-0022

I'_. I hr,r ailicics %+ill be el wke upon lilies. u111cSS;1 lelcr tints and nr dalc i>>pccilkd
I his is the_// das of �q �� .20 O(' .
i
_
.5 ,, a� �nCUI'pnl"at
�N j ryz
Tipe -In int Incurpnrumr A mere and ti,te. it am
NOTES:
I_ Filin_ lee is S60. This document and one enact or conformed copy of these articles must be liled with the Secretan olSlaw.
Rey iscd Januar, 2000
Form N-oI
CORPORATIONS DIVISION P. 0. 13OX 29622 RALEIGH. NC27620-0022

1)qm mam ,I Ili: Sri rcl:u') ol'Sl:u,
lilt[):. v ���%%>pa'CIJn .>wlc nc.kl; Loll Jim ;it one ruvp�nl hlni
Purpose of Corporation
This corporation is or_anized for the following purposes) (che(k as upplicuhlel:
religious.
charitable.
�x educational.
_testing for public safety.
scientific.
__literary.
lostering national or international anuueur sports competition. and/or
_prevention of'C'uclty to children or animals.
including, for such ptu'poscs. the making ofdisu'ibutions to organizations that qualify as eceript
organizations under Sections 501(c)(3) and 170(c)(2) ofthe Internal Revenue Code of 1986 (herein the
"Code") (or the corresponding provisions of any future United States Internal Revenue ('ode).
Prohibited Activities
No part ofthe net earnings ofthe corporation shall more to the benefit ofor be disuibutahlr to. its
members. directors. officers. or other private persons except that the corporation shall be authorized and
empowered to pay reasonable compensation for services rendered and to make payments and
distributions in furtherance of purposes set forth in these articles of incorporation. No substantial part of
the activities of the corporation shall be the carrying on of propaganda or otherwise attempting to
influence legislation. and the corporation shall no( participate in or intervene in (including the publishing
or distribution of statements) any political campaign on behalf of or in opposition to ally candidate for
public office Notwithstanding any o(he' provisions of these articles. the corporation shall not earn on
am oche activities not permitted to he carried on (a) by ❑corporation eNentpt Front I'C&Ml income tall
undo Section 501(c)(3) of the Code or (b) by a corporation. corn ihutions to are deductible under
Section I70(c)(?) ofthe Code.
Distributions Upon Dissolution
Upon the dissolution of the corporation. the Board of Directors shall. after pit vingr omaking provision
for the payment (-)['all of the liabilities of the corporation, dispose of all 01,111C assets of the corporation
„I J 7-11''1010l.riI I - \I

klIDipninl �i�llc �ccrclnr� ul SI',II��
11111) Vh�N\%SueI cmll slur. I I c u..<o rpnra It) lb otp`III hlnl
exclusively for the purposes of the coil t atlon in such manrim or to such organvanon of ulgantr:uiolls
organized and operated exclusively for religious. charuable. educational. s6cnulic or lactate pwposcs as
shall at the time qualify as an exempt organization oroNanizations under Suction AOINH A of IN Code
Lis the Board of Directors shall determine. or to federal. state. or local governments to be used
exclusively for public purposes. Any such assets not so disposed orshall be disposed or by the Superior
Court of the county in which the principal office of the corporation is then located. exclusively for such
Purposes Otto such organizations. such as the court shall determine. which are organized and operated
exclusively for such purposes. or w such governmenu for such purposes.
A " 71121111U .I: S I I - %I

)A.RA MOUNTE
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L E T T F, R n F T R A N S M I T T A I.
To:
NCDENR - DWQ
Date
05/16/11
1617 Mail Service Center
Raleigh, NC 27699-1617
Re:
Alpha Charter AcademySchool
State Stormwater Submittal
'.Att`tS
Mike Randall
Project.. No
I 11128.PE
e.areseiidin
®
Originals
® Prints
❑ Shop Drawings
® Calculations
❑
Correspondence
® Plans
❑ Specifications
® Other as listed below
he following.items:
Quantity
Date
Dwg. No.
Description
2
24" s 36" Design Documents
1
Stormwater Narrative (w/ Calculations, Soils Info, etc.)
1
Original and Copy of S\Wl01
1
Original of SWU401 Supplement Form
1
$505.00 check (#075564)
1
Original O&\I agreement
1
Deed
1
NC Secretary of State Information
1
Partial Soils Report (SFRXrf & Infiltration Rate)
Issue.Status: ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
crion.Taken: ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Remarks:
Ro-b Balland, PE
EIVE
MAY 1 7 2011

BK7490PG 1 16
7490
0116
(N.R SEAL) 004896
P. '
CUMBERURD COUNTY NC 02/01/2007
+ 5618.00
n nn
ORTNA ^�0, Real Estate
POLI 'I�ji Excise Tax
RECEIVED
2— 1-2007 AM 10:50:54
J. LEE WARREN JRREGISTERDEED.
CUMBERLANDOCo., ---NSC
NORTH CAROLINA GENERAL WARRANTY D�E�E/DD'- /'(` �jj
Excise Tax: $ 618.00 047! r6 1
Passel Identifier No. 9476-97-7406 Verified by Cowry on the _ day of .20
MailtBox to: McCoy, Weaver, Wiggins, a al, 202 Fairway Dr., Favencville, NC 28305
This instrument was prepared by: McCoy, Weaver, Wiggins, et al, 202 Fairway Dr., Fayetteville, NC 28305
Brief description for the
THIS DEED made this 30th day of January . 20_j, by seed between
William P. Mitchell, and wi UN itlb
a Bartell Land Group, LLC
Berry Lee Mitchell; William P. Mitchell
Trustee pursuant to
Declaration of Trust recorded in Book 2977
Page, 361, Cumberland County Registry
The designation Gr ntorand Crsnta u used herein shall innhtde said parties, their heirs, summers. end assigns, and shall include
singulu, plum], masculine, Icram ne or neuter as required by context
WICNESSETH, that the Grantor, for a valuable consideration paid by the Gramx, the receipt of which is hereby acknowledged, has
end by these preseats does gram, bargain, sell and convey unto the Grantee in fee simple, all that certain lot orpateel of land situated
in the City of Fayetteville Township, Cumberland County, North Camlioa and
nnre particularly described as follows:
SEE EXHIBIT "A" ATTACHED HERETO AND HEREBY INCORPORATED BY REFERENCE.
Betty U. Mitchell died on August 8, 1999.
The property hereinabove described was acquired by Grantor by instnmteat recorded in Book page
A map showing the above described property is recorded in Plat Book page
NC Bar Association Form No. L-3 ® 1976, Revised 0 1977, 2002
Printed by Agreement with the NC Bar Association — 1981 Soli Corporation, 333 E. Six Forks Rd., Raleigh, NC 27609

OX749OPG 1 17
7490
0117
'1'0 HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurterurnces thereto belonging to the
Grantee in fee simple.
And the Grantor covenants with the Grantee, the Grantor is seized of the premises in fee simple, has the right to convey the
same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend
the title against the lawful claims of all persons whomsoever, other than the following exceptions:
Easements, restrictions and rights of way of record. Current year ad valorem taxes.
IN WITNESS WHEREOF, the Grantor has duly executed the fmcgoi f the day and year first above written.
SEAL)
(Entity Name) Wll,am P. Mitchell
By: Z
/b (/� (SEAL)
Title: Bett a itc ell
By: (SEAL)
Tide: William P. Mitchell, Trustee
By:
Title:
State of
/V b
—Cowtyof 0_UM beA (0 01
I, the undersigned Notary Public of the County and State aforesaid, certify that William P. Mitchell and Deny Lee
Mitchell personally appeared before me this day and acknowledged the due execution of the foregoing instrument for the
purposes therein expressed. Witness my hand and Nq(*,p11Seq)rs{ Stamp th"Oorday of.(anuary, 2#07. 1
My Commission Expires: .. .. , `�w`Ce) pNDq //4/i
=m;q 9A-
Carolina — County of CumberlaIR 7,"% e`<IC /'ef
1, the undersigned No1azy Public of the C*tQ&jjM*'**said, certify that William P. Mitchell, Trustee
personally appeared before me this day and acknowl4j4dMajd02xexecution of the foregoing instrument for the purposes
therein expressed. Witness my hand and Notarial Seal of Stamp this 30th d f/dnuary, 2007.
My Commission Expires: � - (/v"
Notary Public
The foregoing Certificate(s) of is/are
Certified to be correct. This instrument and this certificate are duly registered at the date\A}u�A/Book and Page
shown on the first page hereof. lO CO bq /2'.
Register of Deeds for Cumberland
Deputy/Assistant — Register of Be
NC Bar Association Form No. L3 6 1976, Revised C 1977. 2002
Primal by Agreement wish the NC Bar Association— 1981 SonPm Corporation, 333 E.

7490
0118
80490PG 1 18
EXHIBIT "A"
Cross Creek Township, Cumberland County, North Carolina
Beginning at a stake in the northern right of way margin of U. S. Highway
401, said stake being the southwestern corner of the tract of which this is a
part (said tract being described in that certain Deed recorded in Book 2168,
Page 87), and running thence with the western line of said tract North 3
degrees 53 minutes West 1246.36 feet to a concrete monument; the
northwestern corner of said tract; thence with the northern margin of said
tract South 52 degrees 37 minutes East 403:16 feet to a stake; thence a new
line South 8 degrees 51 minutes West 490.22 feet to a stake; thence North
81 degrees 9 minutes West 179.50 feet to a stake; thence South 3 degrees 53
minutes East 546.36 feet to a stake in the northern right of way of said U.
S. Highway 401; thence with said right of way margin North 81 degrees 09
minutes West 20.50 feet the Beginning, and being a portion of that tract of
land described in deed recorded in Book 2168, Page 87, Cumberland County
Registry, and being the same property described in Release Deed, recorded
in Book 2250, Page 1, aforesaid Public Registry.
LESS AND EXCEPT that portion of the aforesaid land conveyed. to the
Department of Transportation by deed recorded at Deed Book 3587, Page
458, Cumberland County Registry.

l4
8349 FILED
0582 CUMBERLAND COUNTY NC
J. LEE WARREN, JR.
gK 0 8 3 4 9 PG 0 5 8 2 REGISTER OF DEEDS
FILED Mar 04,2010
AT 03:26:00 pm
BOOK 08349
START PAGE 0582
END PAGE 0583
INSTRUMENT# 06368
RECORDING $22.00
EXCISE TAX $900.00
KSJ
NORTH CAROLINA GENERAL WARRANTY DEED
TITLE NOT CERTIFIED
Excise Tax $900.00 M8 P File If 1081-3
Parcel Identifier No.: Part of 9486-07-0152
Prepared by/Return to: Rebecca F. Person, 1308 Fort Bragg Rd.. Ste 101, Fayetteville, NC 28305
Brief Description for the Index: Lot 6, consisting of 2.81 acres more or less, Subdivision Map- Property of SIX
PACK INVESTMENTS, LLC
THIS DEED made this March 4, 2010 by and between:
GRANTOR
SIX PACK INVESTMENTS, LLC, a North Carolina
limited liability company
Mailing Address:
2510 Raeford Rd.
Fayetteville, NC 28305
parry: name,
GRANTEE
STUDENT ENHANCEMENT SERVICES, a North
Carolina non-profit corporation d/b/a ALPHA
ACADEMY
Mailing Address:
1906 Morganton Road
Fayetteville, NC 28305
e.g.,
or partnership
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee
in fee simple, all that certain lot or parcel of land situated in or near the City of Fayetteville, Seventy -First
Township, Cumberland County, North Carolina and more particularly described as follows:
BEING all of Lot 6, consisting of 2.81 acres more or less, as shown on a plat entitled "Subdivision
Map -Property of SIX PACK INVESTMENTS, LLC" prepared by George M. Rose, P.E., and duly
recorded in Plat Book 126, Page 43, Cumberland County, North Carolina Registry.
The property hereinabove described was acquired by instrument recorded in Book 7222, Page 198,
Cumberland County, North Carolina, Registry.

8349
0583 BKO8349 PG0583
A map showing the above described property is recorded in Plat Book 126, Page 43, Cumberland County,
North Carolina, Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the
right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and
that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except
for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the following
exceptions: restrictive covenants and easements, permits, and rights of way as the same may appear of
record
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal effective the day and year first
above written.
SIX PACK INVESTMENTS, LLC, a North Carolina
limited liability company
By.A (SEAL)
Name: Toff nwton
Title: Mn,,.
STATE OF NORTH CAROLINA
COUNTYOF 'I. "Mberlaad
I certify that the following person(s) personally appeared before me this day and I have personal
knowledge of the identity of the principal(s) or have seen satisfactory evidence of the principal's identity,
by a current state or federal identification with the principal's photograph in the form of a driver's license or
a credible witness has sworn to the identity of the principal(s): each acknowledging to me that he or she
voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated:
Name of Principal: fo{, paws rye M�
Date: 3 ) 4 t J
rSignature of Np7'�7�ry Public
Wccc T,r'S�n
Printed Name of Notary Public
My Commission Expires:
�CCA F p pi
C
pVBLIG 2
'`,9ND COVr:`�
(N.P. SEAL)

First Submittal ❑ Re-su
Development/Project Name:
Receiving stream name R
Application Completeness Review
_�5' 19 q
ate Received: 5 i r% Date Reviewed: 5 1 B f By Bill Diuguid�
i C_h,eft A-Admy
classitication:
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-IVUS-II, WS-III, Ws -IV, HOW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Manaqement Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): N1A
Latitude and Longitude: 35 0 2 03 W — 7 9 Ord 03 t,,/ Jurisd ction &y ndfe ye )/. /e. ^ G eelA, f
Project Address: go u. S. HwN �tio
Engineer name and firm:
i%A(lA.,e{@pacarnea.fe—tars.c•rw''" ?/Oetter
6-70,.
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outletsMan
ensity ❑ Other
❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to coverr a dinfo letter)'
<��Check for $505.00 included
E/Original signature (not photocopy) on application
; Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ For subdivided projects, a signed and notarized deed striction statement
p/Sealed, signed & dated calculations
Wa' Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention ❑ Rooftop Runoff Management
❑ Dry Detention Basin ❑ Sand Filter
❑ Filter Strip ❑ Stormwater Wetland
❑ morass Swale
❑ Wet Detention Basin
V Infiltration Basin
❑ Low Density
❑ Infiltration Trench
❑ Curb Outlet
❑ Level Spreader
❑ Off -Site
❑ Permeable Pavement
❑ NCDOT Linear Road
❑ Restored Riparian Buffer
V­Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
Narrative Description of stormwater management provided
d Soils report provided
Wetlands delineated or a note on the plans that none exist on site and/or adjacent property
;/ Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
e/ Dimensions & slopes provided
el Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
spection and maintenance agreements provided
Application complete ❑ Application,lncomplete Returned: (Date)
F7
February 9, 2009 Revision

Ali
SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density projects
❑ No more than two dwelling units per acre or 24% built -upon area;
❑ Vegetated conveyances to the maximum extent practicable;','.
❑ Built -upon areas at least 30 feet landward of perernial 2itd,intermittent surface waters;
a Deed restrictions, protective covenants, and/or other restrictive language/measures.
High density projects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the
one-year, 24-hour storm.
❑ Achieve 85% average annual removal of total suspended solids.
❑ For BMPs that require a separation from the seasonal high-water table (SHWT), the separation shall include
at least 12 inches of naturally occurring soil above the SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(6)1 !
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffer Requirements
❑ Undisturbed riparian buffers within 200 feet of water bodies within the 100-Year Floodplain and within 100 feet
of water bodies that are not within the 100-Year Floodplain.,Exceptions to the undisturbed buffer
requirements are set forth in 15A NCAC 02B .0607
Stormwater Controls as required by 15A NCAC 02B .0602
❑ Control and treat the difference between the pre -development and post -development conditions for the one-
year, 24-hour storm with structural controls.
❑ Development and redevelopment shall implement stormwater management measures that promote infiltration
of flows and ground water recharge for the purpose of maintaining stream base flow.
❑ 85% average annual removal of total suspended solids.
U Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention ponds.
❑ Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the one-
year, 24-hour storm.
❑ Meet design or stormwater management measures set forth in 15A NCAC 2H .1008.
High Density Projects that require a 401/404 within an NSW
❑ 85% TSS
❑ 30% TIN
❑ 30% TP
February 9, 2009 Revision

TFRRoTECH
F N G I N E E 4 5- I N C
C,eot"hnlcat C nylneeriny
Enmronnental Consulting
Con56udlon Ajatenals Testing
Report of Subsurface Investigation and
Geotechnical Engineering Evaluation
Alpha Charter Academy
Fayetteville, North Carolina
prepared for
Lisle Architecture & Design, Inc.
N.C. Engineering Corporation C-1356
TerraTcch Engineers, Inc.
4905 Professional Court
Raleigh, North Carolina 27609
Phone:[phone]
Fax:[phone]
4905 Professional Coup • Raleigh. Nonh Carolina 27609 • [phone] • Pax: [phone]

n
TRRRaTECH
E N G I N E E A S- I N C
C,eotechnicA 6nyineeriny
CnHronmenkal CorouLllny
Cons[mckion Ma}erials Testing
August 2,2010
Lisle Architecture & Design, Inc.
614 Market Street
Wilmington, North Carolina 28401
ATTENTION: Ms. Ashley Hague, Assoc. AIA
_ Report of Subsurface Investigation
and Geotechnical Engineering Evaluation
Alpha Charter Academy
Fayetteville, North Carolina
Our Project Number 121-10-62530
Ladies and Gentlemen:
TerraTech Engineers, Inc. has completed the authorized subsurface investigation and engineering
evaluation for the above referenced site. The enclosed report describes our investigative procedures,
_ presents the results of our testing and evaluation, as well as our design and construction
recommendations for this project.
We appreciate the opportunity to work with you on this subsurface investigation and engineering
evaluation, and are prepared to follow up with the recommended construction materials testing services.
If you have any questions concerning this report, please contact us.
Sincerely,
T T ch Engineers, Inc. -1356)
•.•``•�H CAR �''•., �v
Glen A. Malpass, P.E. = Q a E •7 "
� Erwin T. Williams 111, P.E.
Senior Geotechnical Eng' a r�Principal Geotechnical Engineer
GAM/sk tiF FNctrtE�P P��,.r�
��nnnw•a`
4905 Professional Cowl • Raleigh, North Carolina 27609 • [phone] • Fax: [phone]

TRRR 4TECH
E N G I N E E R 5- I N C
C�eolechnicaL C ngineeH"
LmiranmenbL Consulting
Page 1 Construction �akerials Testing
SCOPE OF SERVICES
The scope of this subsurface investigation was outlined in our revised proposal 4636-N dated
July 20, 2010. The primary objectives of this investigation were to evaluate the subsurface conditions
within the area of proposed construction and to make recommendations regarding foundation design.
More specifically, this investigation included the following objectives:
(1) To evaluate the existing subsurface soil and ground water conditions within the area of
proposed development.
(2) To perform infiltration testing and assess the expected seasonal high ground water table
elevation.
(3) To recommend foundation types which can safely and economically support the proposed
construction.
(4) To evaluate the allowable bearing pressure of the foundation subsoils encountered within
the proposed building area for support of shallow foundations.
(5) To make recommendations concerning site preparation and site grading.
(6) To make design recommendations forconcrete slabs -on -grade.
(7) To make recommendations concerning control of ground water during construction and
on a permanent basis, if necessary.
(8) To make recommendations for material types and thicknesses for the planned pavement
systems in the driveways and parking areas.
(9) To make recommendations for achieving high density structural fill capable of
satisfactorily supporting the proposed construction.
(10) To make pertinent recommendations concerning quality control measures during
construction.

Page 2
INVESTIGATIVE PROCEDURES
Field Investigation
TRRP4TECH
E N G I N E E R S- I N C
GeotechnicaL Engineering
EnaironmentaL CansuLbng
Con>6uctlon L.tate,iAL Testing
The subsurface investigation consisted of fifteen soibtesvbdrings performed at the site. Seven of these
borings were performed in the planned building areas,'dn&2est.boring was performed in the location of
the planned storm water pond, and the remaining seven soil test borings were performed in the planned
driveway and parking areas. The borings performed in the planned building areas were performed to
depths ranging from 15 to 40 feet below the existing ground surface elevation. The test boring in the
location of the planned storm water pond was performed to a depth of 10 feet, while the driveway and
parking area borings were performed to a depth of 5 feet. The approximate test boring locations are
shown on Figure 1 in the Appendix.
The test borings were located in the field by representatives of TerraTech Engineers, Inc. by measuring
distances and angles from existing site reference points. In general, the locations of the test borings
should be considered approximate. Ground surface elevations were not known at the time of this report.
Dynamic Cone or Standard penetration testing as provided for in ASTM STP-399 and ASTM D-1586,
respectively, was performed at selected intervals in the soil test borings. The penetration resistance, in
conjunction with soil classifications, provides some indication of a soil's engineering characteristics.
Detailed descriptions of the soils encountered in the test borings are provided in the Test Boring
Records included in the Appendix. Ground water conditions, penetration resistances, and other
pertinent information are also included. Please note that the stratification lines on the Test Boring
Records are approximate boundaries between soil types. The in -situ transitions are likely to be more
gradual.
_ In addition to the test borings, water infiltration tilting and!our evaluation of the seasonal high ground
water elevation were performed in the approximate 166ation of test boring B-8. The water infiltration
test was performed using a double ring infiltrometer in general accordance with ASTM D 3385-03. Our
evaluation of the seasonal high water table elevation is based on our observations during our hand auger
boring as well as our review of soil survey maps.
Laboratory Investigation
The laboratory investigation consisted of a physical examination and classification of all samples
obtained from the drilling operation. Classification of the soil samples was performed in general
_ accordance with ASTM D-2488 (Visual -Manual Procedure for Description of Soils). Soil
classifications include the use of the Unified Soil Classification System described in ASTM D-2487
(Classification of Soils for Engineering Purposes).
-

TRRPATECH
ENGINEERS- INC
CTeatechnicaL Engineering
Environmental Caneuthmg
Page 3
Construction lvjateriaLs Testing
GENERAL SITE AND SUBSURFACE CONDfrIONS
Site Location and Description
The subject site consists of two adjacent parcels located at 8024 Raeford Road in Fayetteville, North
Carolina. At the time of our investigation, there was a home and several small out buildings located on
the western side of the site. The eastern portion of the site is currently undeveloped. At the time of our
investigation, the majority of the site was clear of trees and the ground surface was generally covered
with grass and underbrush. The ground surface generally slopes downward to the south, with maximum
relief of approximately 8 to 10 feet.
Reeional Geology
The site is located in the Coastal Plain Geologic Province. The soils in this area generally consist of
marine sediments deposited during successive periods of Fluctuating shoreline. The formations tend to
dip slightly seaward, and several are exposed at the surface in bands paralleling the coast. Many beds
exist only as fragmented, erosional remnants with more continuous strata located above and below. The
soils typically classify as sands, silts, and clays, with irregular deposits of shells. Some of the existing,
formations contain predominantly plastic clays interbedded with strata of sands and poorly consolidated
limestones. Others contain predominantly sands with localized deposits of highly plastic clays.
Stream valleys in this area often contain alluvial(water deposited) soils, depending on ground surface
topography, stream flow characteristics, and other factors. By nature, alluvial.soils can be highly
variable depending upon the energy regime at the time of deposition. Coarse materials such as sand or
gravel are deposited in higher energy environments, while fine grained materials such as silt and clay
are deposited in low energy environments. Alluvial soils may also contain significant amounts of
_ organic materials, and are frequently in a loose, saturated condition. In many cases, fine grained alluvial
soils will be highly compressible and have relatively low shear strength.
General Subsurface Conditions
From the ground surface, topsoil was encountered aLeach of the test boring locations. The thickness of
the topsoil ranged from 4 to 12 inches. The thickness of topsoil can be quite variable and could be
significantly different at other locations on the site. The reported thickness of the cultivated soils should
not, therefore, be used for detailed quantity estimates.
_ Beneath the topsoil, soils typical of the Coastal Plain were encountered in each of the test borings.
These soils generally classified as sandy clays and fine to medium sands with varying amounts of clay.
Standard Penetration resistances ranged from 7 to 43 blows per foot and dynamic cone penetration
resistances ranged from 3 to 25 blows per increment.
The mechanically drilled boring were performed using mud -rotary drilling techniques. Therefore,
ground water levels could not be determined at the time of the drilling operations. Ground water was
_ not encountered in our shallow hand auger -borings to the boring termination depths. However, the
moisture condition of our sample fronq a.lh pili;of'ppproximately 10 feet below the existing ground
surface in the hand auger boring performed in the location of our infiltration test (B-8) indicated that we
were near the ground water elevation. , Based on the moisture condition of the samples obtained from
cei ,

TFRP4TECH
F N G I N F l R 5 N C
` C,eatechnical Cngineeriny
GviranmentaL CoreuLting
Page 4 Construction MateriaLs Testing
the mechanically drilled borings, we anticipate that the ground water level at the site is generally
between 9 and 12 feet below the current ground surface. The test borings were backfilled upon
completion to avoid hazard to pedestrian traffic. Therefore, 24 hour ground water readings were not
available. It should be noted that ground water levels will fluctuate depending on seasonal variations of
precipitation and other factors, and may occur at higher elevations at some time in the future.
For more detailed descriptions of subsurface soil and ground water conditions, please refer to the Test
Boring Records included in the Appendix.

Page 5
PROPOSED CONSTRUCTION
TRRR oTECH
E N G I N E E R 5- I F C
C,eatechnlcal 6ngineeriny
GnWonmenlal CansuLflny
Construction Materials Testing
Our understanding of the proposed construction is based on e-mail correspondence from Ms. Ashley
Hague with Lisle Architecture & Design. Building construction will reportedly include two-story
buildings with modular pre -cast concrete walls, a steel frame, a concrete slab -on -grade Floor, and
asphalt and concrete pavements around the buildings. Structural loading conditions are currently
unknown. However, based on our experience 'with :'similar construction we have assumed maximum
column loads of 100 kips and maximum walVl6aij9`ofY kips per lineal foot. If actual column and wall
loadings are less, please contact us so that we'can review the recommendations provided below. Site
grading plans were not known at the time of this report. However, based on our review of site
topographic plans available from the Cumberland County GIS office and our observations at the site, we
expect site grading plans to include cut and fills on the order of approximately 4 to 6 feet.
Traffic volumes for the planned parking and driveway areas are not currently known. However, based
on our experience with similar facilities, we have estimated that traffic volumes will include a maximum
of 2,000 cars per day and 5 delivery or trash trucks per week. If actual traffic volumes are later
determined to be greater, please notify us and we will review our recommendations for applicability to
the higher traffic volumes.
— :r

Page 6
i
F,VALUATIONS AND RECOMMENDATIONS
TFRRaTECH
E N G I N E E 4 5- I N C
C:eotedinicaL Engineering
C-nviranmentA Consdting
Construction Materials Testing
The following recommendations are based on the information available on the proposed structures, the
data obtained from our soil test borings, and our experience with soils and subsurface conditions similar
to those encountered at this site. Because the test borings represent a very small statistical sampling of
subsurface conditions, it is possible that conditions may be encountered during construction that are
substantially different from those indicated by the,test,borings:; ;In these instances, adjustments to the
design and construction may be necessary depending on,1*qual conditions.
ac, it
_ General Site Development Considerations
Based on the results of our test borings, loose sands were encountered near the ground surface in several
of our test boring locations. Remedial measures during building and pavement construction should be
expected. Based on the results of our analysis, the planned construction can be supported on shallow
foundations designed using an allowable bearing pressure of 2,000 pounds per square foot. Based on
the reported loading conditions, the estimated post -construction foundation settlement is expected to be
less than 1 inch, if the recommended foundation bearing pressure is used. In areas of the site where
placement of fill soils is performed, settlement related to the weight of the fill could also occur. Since
loose sands were encountered in some of the test borings performed in the planned building area,
_ remedial measures will most likely be needed in the footing excavations to attain the recommended
bearing capacity. r'r:
General Site Preparation
All vegetation, topsoil, roots, and other deleterious materials should be removed from the proposed
construction areas. Site clearing, grubbing, and stripping should be performed only during dry weather
conditions. Operation of heavy equipment on the site during wet conditions could result in excessive
mixing of topsoil and organic debris with clean underlying soils.
_ All demolition of existing structures; excavation: and removal of existing foundations; removal of
demolition debris; and removal or relocation of!existirig;underground utilities should be completed
before site grading begins. The ends of abandoned underground utilities should be permanently sealed
to prevent the inadvertent introduction of Fluids into the construction area. Any septic tanks and drain
fields within proposed building and pavement areas and 20 feet outside should be excavated and
removed.
If water wells are found to be present on the property, we recommend that all wells be filled in with
concrete and closed in accordance with the Cumberland County Health Department requirements.
Concrete should be pumped or tremied into the well to an elevation approximately 5 feet below the
finished subgrade. Then, excavate and remove the well casing to a depth 5 feet below finished subgrade
and backfill with well compacted ABC stone meeting the NCDOT Standard Specifications for
gradation. The crushed stone should be placed in 6 inch loose lifts and compacted with "wacker-
packers" or other suitable equipment to at least 05 percent of the standard Proctor (ASTM D-698)
maximum dry density. The excavation should be backfilled tdYe'turn to the planned finished subgrade.
Based on our experience with similar soil conditions, some softening of the near surface and exposed
soils should be expected during times of wet weather. The depth of soft soils caused by wet weather can

URP4TECH
EN G I N E E A S• INC
C7eotechnical =.ngineering
Environmental Consulting
Page 7
Constmdion MaleriaLs Testing
_ be highly variable, and can be dependent on the slope of the ground surface, the presence of on -site or
off -site sources of surface water, and other factors. Therefore, we recommend that site preparation
operations be performed during times of'dry weather: While wet weather can occur at any time during
the year, the summer and early fall are times when drier weather is generally prevalent. Scheduling site
grading during this time frame would reduce the probability of softening of the near surface soils from
inclement weather conditions.
Several of our test borings encountered loose sands near the ground surface. After removal of all
vegetation, roots and any organic laden soils, we recommend that the exposed soils be compacted to a
minimum of 95% of their standard Proctor maximum dry density. Adequate density tests should be
_ performed to verify that the recommended level of compaction is achieved. Routine adjustments in soil
moisture content should be expected in order to achieve proper compaction.
We recommend that areas to receive structural fill be proofrolled prior to placement of structural fill.
Areas of proposed excavation should be proofrolled after rough finished subgrade is achieved.
Proofrolling should be performed using,a loaded`'durnp truck weighing at least 15 tons. Proofrolling
should be accomplished by performing at least 3 passes in each of two perpendicular directions within
entire construction areas, and 10 feet beyond. Any unsuitable materials that may be present should be
removed and replaced with well compacted fill material placed in accordance with the Structural Fill
section of this report. Proofrolling should be observed by our representative to determine if remedial
measures are necessary. If soft or loose soils are present that cannot be adequately compacted,
recommendations for remedial measures should be provided by our project engineer.
Proofrolling should facilitate the identification of.soft or loose surficial soils, but should not be expected
to reveal soft conditions more than 2 feelibelow.the ground surface at the time of proofrolling. Footing
examinations will be required to evaluate'the presence of deeper soft soils, which could adversely affect
foundation support. Footing examinations will be discussed later in this report.
The placement of significant quantities of fill will likely result in settlement of the finished ground
surface due solely to the weight of the fill soils. If site preparation can be performed early in the
development of the property, then the sandy nature of the existing soils present near the ground surface
at the site will likely allow this settlement to occur prior to building construction.
Based on our experience on similar sites, there may be buried foundations, burn pits or trash pits located
on the property. On sites located near developed areas this is not an unusual occurrence. All too
frequently such buried material occurs in isolated areas which are not detected by the soil test borings.
Any buried waste, construction debris or trash which is found during the construction operation should
be thoroughly excavated, and the waste materialishould bexemoved from the site prior to placement of
fill soils.
Seasonal High Ground Water Table and Infiltration'restine
The estimated depth to the seasonal high ground water table was evaluated and water infiltration testing
was performed in the approximate location of test boring B-8. The estimated depth to the seasonal high
ground water table is based on our visual observations of the soil samples retrieved during our drilling
operations and our review of soil survey maps. Based on our evaluation, we estimate the elevation of
the seasonal high ground water table to be approximately 6 feet below the existing ground surface
elevation in the test location. L ;;

Rage 8
TFRRoTECH
E N G I N E E A S 1 N C
C,eatecLlnicaL 6 nyineenng
C nvironmental ConsuLting
Construction MateHab Testing
The highest ground water observations generally occur in the late winter and early spring and can vary
with Fluctuations in precipitation, evaporation, surface water runoff, and other factors. If long term
ground water levels are crucial for the planned construction, we recommend that water levels be
monitored over an extended period of time using wells or piezometers.
Our representative also performed water infiltration tests in the approximate location of test boring B-8
as shown in Figure I. The water infiltration rate was measured using a double ring infiltrometer in
general accordance with ASTM D 3385-03. Based on the results of our testing, the maximum measured
infiltration rate of the near surface soils in the test location was 16.5 inches per hour. The average
_ infiltration rate over the test period was 14.2 inches per hour, and the minimum recorded infiltration rate
was 11.9 inches per hour. It should be noted that soil type and relative density have a significant effect
on the surface water infiltration rate. We recommend -that tlidihifiltration rate of the soils in the location
of the planned storm water pond be verified after the'pdnd's b6Ftom elevation is established.
Ground Water Control
Based on our soil test boring results, the expected seasonal high ground water level is approximately
6 feet below the existing ground surface. If only minimal excavation is expected during construction,
the control of ground water may not be required. However, ground water control may be required
during the installation of underground utilities. In general, we expect that control of ground water in
utility trench excavations can be performed by, "pumping, directly from the trench excavation. If
pumping from trench excavations proves to be ineffective; hen the use of well points or other methods
may be required. Pumping from dewatering trenchesshodld be done with care to prevent loss of soil
fines, boils, or instability of slopes. In certain cases, gravity Flow in a trench may be sufficient for
effective dewatering.
We must emphasize that dewatering requirements will be dictated by ground water conditions at the
time of construction. The contractor should use a technique or combination of techniques which
achieves the desired result under actual field conditions.
Foundation Design
After the above described site preparation and site grading are complete, it is our opinion that the
proposed structures may be supported on conventional shallow, foundations. Based on the test boring
results, and our past experience, we recommend that the shallow foundations be designed using an
_ allowable soil bearing pressure of 2,000 pounds per square foot (pso. Based on our assumed loading
conditions, the estimated post -construction foundation settlement is expected to be less than I inch, if
the recommended foundation bearing pressure is used.
We recommend a minimum width of 18 inches for continuous wall footings and 24 inches for isolated
column footings to prevent localized shear failure. Footings should bear at a minimum depth of
18 inches below the prevailing exterior ground surface elevation to provide the recommended bearing
capacity.
Detailed footing examinations should be performed 'in 'each' footing excavation prior to placement of
reinforcing steel. These inspections should be perforine`d by our representative to confirm that the

Page 9
TRRPATECH
F N C, I N E E N S- I N C
4eoiechwaL E n6ineerin5
Fnvlranmental Con>uttlnq
Ca..tm6an Materlate Testing
_ design allowable soil bearing pressure is available. The footing examinations should be performed
using a combination of visual observation, hand rod probing, and dynamic cone penetrometer testing.
Dynamic cone penetrometer testing, as described in ASTM STP-399, should be performed in each
column footing location and at no greater than 15 foot intervals in continuous wall footings.
Loose sands were encountered near the ground surface in several of our test borings. Depending on the
final design bearing elevations of the foundations, remedial measures may be required to achieve the
design foundation bearing pressure. Tlie most feasible remedial measure in most cases is stone
replacement, where any encountered soft,'Those or wet soils are excavated from the footing excavations
and replaced with washed #57 stone. The washed 457 stone should be placed in maximum lifts of 12 to
_ 18 inches, and each lift should be consolidated with a vibratory plate tamp or similar equipment. If soft
or loose soils are encountered, our representative can suggest the most suitable remedial measures
depending on the actual subgrade conditions encountered at the time of construction.
Structural (ill materials may be placed on portions of the site. We must emphasize the importance of
quality control during the placement of structural fill. Performance of building foundations which are
supported by structural fill material will depend largely on achieving the recommended level of
compaction on fill materials. Compacted soil densities less than the recommended percentage of the
standard Proctor maximum dry density could result in excessive foundation settlement.
_ Exposure to the environment may weaken- the''soils..at the foundation bearing surface, if they are
exposed for extended periods of time.l'"If IFie3ouridation bearing surface becomes softened due to
exposure, the soft soils should be removed prior to placement of concrete.
Seismic Site Classification
We have reviewed our test boring results and pertinent geological maps to determine a seismic site
classification in accordance with the 2006 International Building Code (IBC). The 2006 IBC provides a
method to estimate a site's seismic classification based on the average standard penetration resistances
of the upper 100 feet of a soil profile. While ourmaximum test boring depth was 40 feet, we have used
the results of test borings performed on.other;Cumberland County sites as well as our experience with
similar conditions to estimate the seismic'' classification for the subject site. Based on our review and
experience, the site should be classified as type D in accordance with table 1615.1.1 of the 2006
International Building Code.
Concrete Slabs -On -Grade
_ Based on our test boring results, and the anticipated site grading operations, we recommend that a
design modulus of subgrade reaction (k) value of 100 pounds per cubic inch (pci) be used for concrete
slabs -on -grade. This recommended value assumes that the subgrade soils and fill soils will be clayey
sands that are compacted to a minimum of 98 percent of their standard Proctor (ASTM D-698)
maximum dry density in the upper 12 inches.
Construction activities and exposure to the environment often cause deterioration of the prepared slab -
on -grade subgrade. Therefore, we recommend,•iliaf tfie subgrade soils be evaluated by our representative
immediately prior to floor slab construction. This evaluation may include a combination of visual
observations, proofrolling observations, and field density tests to verify that the subgrade has been
properly prepared. If soft areas are encountered, we will provide recommendations for remedial

Page 10
measures.
TFRR oTECH
E N G I N C E R S I N C
C,eotechnicaL G nyineering
Lwwonm ,bt Consulting
Constmdion Matelots Teeting
In order to provide a stable base for construction activity, and to reduce the potential for capillary rise of
ground water affecting the slab -on -grade, we recommend that all slab -on -grade construction be
underlain by a minimum 4 inch thickness of washed #57 stone.
Flexible Pavement Design.,
Based on the results of the soil test borings, we expect the subgrade soils within the proposed pavement
areas to consist primarily of clayey fine to medium sands. The California Bearing Ratio (CBR) for
_ these soils may reasonably range from approximately 5 to 15, if the subgrade soils are uniformly
compacted to a minimum of 100% of the standard Proctor maximum dry density ill the top 8 inches.
Placement of fill soils could alter the type of pavement subgrade soils. Further evaluation of the
subgrade CBR value should be performed at the time of construction.
For purposes of pavement design, we have used,a California Bearing Ratio of 5 for the pavement
subgrade soils, and a loading condition equivalent to QOydaily 18 kip axle loads. These loading
conditions are based on the traffic volumes previously!discussed in this report. Based on the AASHTO
design method, a 20 year design life, and our pas[ experience, we present the following suggested
pavement section:
Parking Areas: 2 inches Asphaltic Concrete Surface Course
6 inches Aggregate Base Course
Driveways: 3 inches of Asphalt Concrete Surface Course
8 Inches of Aggregate Base Course Stone
The asphaltic concrete surface course should be a type S9.513 bituminous concrete mixture in
accordance with Section 645 of the NCDOT Standard Specifications (2006). Aggregate base course
stone should be in accordance with Section 520.of the NCDOT Standard Specifications. Proper
subgrade compaction, adherence to the NCDOT specifications, and compliance with project plans and
specifications are critical to the performance of the constructed pavement.
Based on our past experience, we recommend that a Portland cement concrete pavement be used in
dumpster areas, and in other areas where heavy trucks are turning while traveling at slow speeds. We
suggest the use of a 6 inch thick section of Portland cement concrete having a 28 day design
compressive strength of 4,500 psi above a 4 inch thick section of compacted ABC stone. The concrete
pavement should be designed with appropriately spaced joints, and should utilize reinforcing steel and
dowels, as needed, for adequate load transfer. Construction joints and other design details should be in
accordance with guidelines provided by the Portland; Cement, Association, the American Concrete
Institute, and NCDOT.
Suitability of Excavated Material for Reuse as Structural Fill
Based on the results of our soil test borings, the sandy and clayey soils at the project site generally
appear to be suitable for re -use as structural fill material. Routine adjustment of moisture content will
be necessary to allow compaction in accordance with project specifications.

Page l l
Structural Fill
TCRRaTECH
E N G I N E E R$• INC
C,eatechnicat 6"gineenng
Environmental C'r'Uting
Constmction Nlateriats Testing
In order to achieve high density structural fill, the, following recommendations are offered:
(1) Materials selected for use as structural' fill'` should be free of vegetable matter, waste construction
debris, and other deleterious materials. The material should not contain rocks having a diameter
over 3 inches. It is our opinion that the following soils represented by their USCS group symbols
will typically be suitable for use as structural fill: (ML), (CL), (SM), (SC), (SP-SM), (SP-SC),
(SP) and (SW). The following soil types are considered unsuitable: (MH), (CH), (OL), (OH), and
(2) Laboratory Proctor compaction tests and classification tests should be performed on
representative samples obtained from the proposed borrow material to provide data necessary to
determine acceptability and for quality:; control. The moisture content of suitable borrow soils
should generally not be more tha"n'4 percentage points above or more than 4 percentage points
below optimum at the time of compaction. Tighter moisture limits may be necessary with certain
soils.
(3) Suitable fill material should be placed in thin lifts (lift thickness depends on type of compaction
_ equipment, but in general, lifts of 8 inches loose measurement are recommended). The soil
should be compacted by mechanical means such as steel drum rollers or sheepsfcot rollers.
Proofrolling with rubber tired, heavily loaded vehicles may be desirable at approximately every
third lift to bind the lifts together and to seal the surface of the compacted area thus reducing
potential for absorption of surface water following a rain. This sealing operation is particularly
important at the end of the work day and at the end of the week.
Within small excavations such as -behind ..,retaining walls or in footing excavations, we
recommend the use of "wacker packersla " diesel sled tamps to achieve the specified compaction.
Loose lift thicknesses of 4 to 6 inches are recommended in small area fills.
(4) We recommend that structural fill be compacted to a minimum of 95% of the standard Proctor
maximum dry density (ASTM Specification D-698). The upper 12 inches in building pad areas
should be compacted to at least 98 percent of the same standard. Additionally, the in -place
maximum dry density of structural fill should be no less than 90 pcf. Pavement area fill should
be placed in accordance with the NCDOT Standard Specifications.
(5) An experienced soil engineering technician should take adequate density tests throughout the fill
placement operation to verify that tlic specified compaction is achieved. It is particularly
important that this be accomplished during the initial stages of the compaction operation to enable
adjustments to the compaction operation, if necessary.

Page 12
TFRROIECH
E N G 1 N E E R 5- I N C
(�cotechnlcat E nyineering
hnv.ranmenlal Consulting
Construction Matelots Te5tln9
ADDITIONAL SERVICES RECOMMENDED
Additional foundation engineering, testing, and consulting services recommended for this project are
summarized below:
(1) Proofrolline. Observation: Proofrolling should be observed by a representative of the
Geotechnical Engineer to determine if remedial measures are necessary in certain instances.
_ (2) Quality Control of Fill Placement and Compaction: We recommend that an experienced
engineering technician witness all required'fillirigoperations and take sufficient in -place density
tests to verify that the specified degree of'odrnjp'ction has been achieved. Soil engineering
judgments will be involved and should be made by our project geotccbnical engineer with
information provided by our engineering technician.
(3) Footina and Slab Evaluations: Footing and slab areas for this project should be evaluated by our
— representative. The purpose of these evaluations will be to verify that the design soil bearing
pressure is available and that subgrade areas are properly prepared.
_ (4) Pavement Components Testing and Inspection: Pavement components should be tested and
inspected during and following construction to verify compliance .with project plans and
specifications.
The attached Appendix completes this report.
Sincerely,
T Tech Engineers, Inc (C-1356)
16 "
-tostiff �9r �y%
`�—/// /✓" v`C�
;,•`�O.
q
110,9
len A. Malpass, P. 4
Erwin T. Williams III, P.E.
— Senior Geotechnical ngi cer S L"r
30988
` 'principal Geotechnical Engineer
.; e ran
GAM/sk �sF-..GIN 'Z'.��•r
Iy''' hoiuiA��rr

TERRATECH
E N G I N E E R 5- I N C

TERRVKH
E N G I N E E R 5 - I N C
. k1
IYVP NEter.
�l
...... ... ...
NN
51
A. d.
tqti
Ur
B-7.
-,j
U
II
7 ;r
V
J10
2.,
-B 9
Figure 1. Boring Location Plan
Not to Scale
TerraTech Engineers, Inc. (C-1356) f)jcc Alpha Charter AcaAcademy-
4905 Professional Court
• Fayclieville, North Carolina
Raleigh, NC 27609 Out, Project Number 121-10-02530
919-876-9799

TERR KH
E N G I N E E P S- I N C
Symbols and Nomenclature
1 Undisturbed Sample (UD)
Standard penetration resistance (ASTM D-1586)
100/2- Number of blows (100) 'to drive the spoon a number of inches (2)
w-o-fl, a Weight of Hammer, Weight of Rods
Ax, Bx, Nx Core barrel sizes for rock cores
65% Percentage of rock core recovered
RQD Rock quality designation - % of core 4 or more inches long
Z Water table at least 24 hours after drilling
Z Water table one hour or less after drilling
Loss of drilling water
A Atterberg Limits test performed-i-s.�
c Consolidation test performed'.'' ;.
Gs Grain size test performed
T Triaxial shear test performed
P Proctor compaction test performed
18 Natural moisture content (percent)
Penetration Resistance Result's
Sands Number of Blows, N
Relative Density
— 0-4
very loose
5-10
loose
II-20
firm
— 21-30
very firm
31-50
dense
over 50
very dense
Silts and Number of Blows, N Approx. Consistency
Clays 0-1 very soft
2-4 .,soft
5-8 :firm..
9-15 - Ar� . stiff
16-30 very stiff
31-50 hard
over 50 very hard
Drilling Procedures
Soil sampling and standard penetration testing performed in accordance with ASTM D-1586. The
standard penetration resistance is the nwnbcr of blows of a 140 pound hammer falling 30 inches to drive a
2 inch O.D.. 1.4 inch I.D. split spoon"shmpkr one foot. Core drilling performed in accordance with
ASTM D-2113. Undisturbed sampling peFformed in accordance with ASTM D-1587.

TEST BORING RECORD
TERR4TECHE
Water
" Blow
Standard Penetration Test
Depth
Descri [ion
P
Elev.
Level
Counts
blows/it
20 40 60 80
J_ . ......t_.. _:-...i ..._t.
Topsoil (Approximately 12 inches
••`1'"''
I i
1
Loose tan slightly clayey fine to medium sand
2
(SP-SC)
-3
3-3-4
•
3
478
5
6
7
7-8-9
r
8
9
10
Firm tan clayey fine to medium sand (SC)
9-9-10
--41i
ll
12
13
i
14
f!
15
12-8-8
•
16
-17
l7
18
19
Dense tan clayey fine to medium sand (SC)
20
18-20-23
�•
21
22
23
24
25
3-3-4
•
26
27
Firm tan and gray fine sandy clay (CH)
28
29
30
3-4-4
•
31
32
-32
33
34
35
Firm tan and dark gray clayey fine to medium
5-6-8
36
sand (SC) with gravel
37
38
39
40
-40
2-6-8
..
41
BORING TERMINATED
42
43
44
45
.,�:;..,.
Welerl-eve124 he.: Iloring Rack tilled Upon Completion TerraTeeh Engineers, Inc. Doting Number: BA
Water Level 1 hr.: 4905 Professional Court Project Number: 12140-625J0
Raleigh, NC 27609
Rate Drilled: 71271I0
Sheet: I of I

TEST BORING RECORD
TERRATKH5
{?'
Water
Standard Penetration Test
Depth
Description �
Elev,Blow
Level
Counts
blows/ft
"
20 40 6080
i
Topsoil (Approximately 12 inches)
-1
1
i
Loose tan and gray slightly clayey fine to
- -
2
medium sand (SP-SC)I
3
3
4
Firm tan slightly clayey fine to medium sand
(SP-SC)
-
5-8-12
9
5
5.5
6
7
7-9-10
8
9,
10
Firm to very firm tan clayey fine to medium
10-10-12,•
sand (SC),
11-
12
13-
14-
..
15
-15
9-12-10
�•
BORING TERMINATED
16
17
I8
19
..
20
. • ..
water Level 24 hr.: Iloring Ilackflled Upon Completion TerraTech Engineers, Inc. Iloriag Number: 13.2
Water Level I hr.: 4905 Professional Court" Project Number: 121-10.62530
Raleigh, NC 27609
Date Drilled: 7/27/10
Sheet: I of 1

TEST BORING RECORD
TERR4TECH
Water
Blow
Standard Penetration Tcst
Depth
Description
Et04'
Level
Counts
blows/ft
20 40 60 80
Topsoil (Appro)dmately 8 inches)
-0.7
I
Loose tan slightly clayey fine to medium sand
2
(SP-SC)
r_ _
3-3-4
• I
-3
3
4
—
7-9-10
I
•
5
6
..
I
7
i
Firm to very firm tan and gray clayey fine to '�+:
,•I'
10-9-9
•:
medium sand (SC)
8
i
9
10
11
12
i
12
i
13
Very stiff tan fine to medium sandy clay (CL)
> 7r
14
i ..
15
- I5
7-8-8
• .
BORING TERMINATED
16
17
j
t�
18
�I
19
I
20
Water Level 24 hr.: Boring Backftllcd Upon Completion TerraTeeh Engineers, Inc.
4905 Professional Court
W„Ier Level I hc: Raleigh, NC 27609
Boring Number: 11-3
Projeci Number: 121-1"2530
Date Drilled: 727/10
Sheet: I of I

TEST BORING RECORD
TERRATECH
E N G I N E E R S- I N C
Blow
Standard Penetration Test
Depth
Description
Elev.Water
Level
Counts
blows/ft
20 40 60 80
Topsoil (Approximately 12 inches)
l
j l
1
I
2
Very firm gray clayey fine to medium sand (SC)
I
-1
10-14-12
•
-3
3
Stiff orange fine to medium sandy clay'(CL)
I
5
5-5-6
•
-5.5
6-
7-
4-6-8
•
8
9
10
Firm to very firm tan clayey fine to medium
5-7-9
•
sand (SC)
11
12
13
14
_ ': "•.
IS
9-12-14
BORING TERMINATED
l6
17
18
19
i
Water Level 24 hr.: Boring Bocktilled tllxin Completion 'TerraTech Engineers, Inc. Hoeing Number: B-4
Water Level 1 hr.: 4905 Professional Court I'rojecl Number: 121-10-62530
Raleigh, NC 27609
Date Drilled: 727/10
Sheet: I of 1

TEST BORING RECORD
TERRATECH
E N G I N E E R S• I N C
Water
Blow
Standard Penetration Test
Depth
Description
Elev.
Level
Counts
blows/ft
20 40 60 80
Topsoil (Approximately 12 inches)
II
-1
1
:...:
j. gltl
Very firm tan and gray slightly clayey fine to
,. •.
.. .. ..._
2
medium sand (SP-SC)
12-12-9
'I
-3
3-
4-
III
5-
4-5-5
0�
Loose to firm orange and tan clayey fine to
1
medium sand (SC)
6-
7-
I
5-8-7
•
8
8
9
Very firm orange clayey fine to medium sand
10
(SC)
12-14-16
! .0. .
Il
or
-12"
5
12
13
Dense tan clayey fine to medium sand (SC)
14
I
IS
-IS
14.19-22
BORING TERMINATED
16
..
p:
17
18
19
20
WYter Level 24 hr.: Boring Backfillcd Upon Completion TerraTeeh Engineers, Inc. lluri.L Number: 13-5
4905 Professional Court
' pro ert Number: 121-10.62530
Water Level 1 hr.: Raleigh, NC 27,609 1
Date Drilled: 7/27l10
Sheri: 1 of I

TEST BORING RECORD
TERRATECH
L N G I N E E e 5- I N C
Water
Blow
Standard Penetration Test
Depth
Description
Elev.
Level
Counts
blows/ft
.20 40 60 80
Topsoil (Approximately 8 inches)
0 7
Loose tan slightly clayey fine to medium sand
.�
I
2
(SP-SC)
...
5-4.5
• .I
-3
3
4
3-5-6
• '.
5
..•
Firm to very firm tan clayey fine to medium
•,
sand (SC)
6
7
5-9-13
-8
9
i
10
Dense orange clayey fine to medium sand (SC)
13-14-17
i
-12
•!
12
.......i. ..
13
Firm gray clayey fine to medium sand (SC)
i
14
IS
-
-IS
8-7-8
•
BORING TERMINATED�•�•
l6
i
17
19
�
I
I
Water Level 24 hr.: Boring 8acklilled Upon Completion ;TerraTeeh Engineers, Inc. Boring Number: B-6
N'atrr Level I hr.:4905 Professional Court project Number: 121-m-62530
e Raleigh, NC 27609
Dale Drilled: 7R7/10
Sheet: I of 1

TEST BORING RECORD
TERRATECH
Water
Blow
Standard Penetration Test
Depth
Description
Elev.
Level
Counts
blows/It
20 40 60 80
Topsoil (Approximately 12 inches)
._
Firm tan slightly clayey fine to medium sand
2
(sp-SC)
!
10.9-7
• j
3
3
4
Loose orange and tan clayey fine to medium
I.
sand (SC)
5-
5.5
6-
7-
Dense orange clayey fine to medium sand (SC)
9
10
18-21-23
•
12
12
13
Firm orange and gray clayey fine to medium
sand (SCI
14
l5
-15
.:
I2-9-9
•:
BORING TERMINATED
16
17
18
19
20
i
Water Level 2/ hr.: Moing Duck Ili led Up,., Colnplelion Te[raTech Engineers, Inc. Ilorine Number: 13.7
Water Ln el 1 hr.: 4905 Professional Court Project Number: 121. 10-62530
Raleigh, NC 27609
Date Drilled: 7/27/10
Sheet: 1 or 1

TEST BORING RECORD
TERR.ATECH
E N G I N E E R S- I N C
Water
Blow
DCP Test (ASTM STP-399)
Depth
Description
Elev.
Level
Count
blows/increment
. 5 10 15 20 25
� I �
'1-opsoil (Approximately 6 inches)
0 5
I
'fan slightly clayey fine to medium sand (SP-SC)';.`_'
-2
Il.•
2-
25
3—
13
•
4
i
._:
Orange clayey fine to medium sand (SC)s_ ..: �,
5
10
•
6
12
•
7
/
18
•
8
25
•
Tan slightly clayey fine to medium sand (SP-SC)
9
1.
25
10
-10
25
-�
BORING TERMINATED
11
12
r
13
14
IS
Wale, Level 24 hr.: Boring Ilucklillcd Upon Completion TenaTech Engineers, Inc. Buring Number: B-8
H'pnr Level 1 hr.: Not lincounmred '
4905, Professional Court PecE Numnher: 121-10-b25ID
Raleigh, 1NC 27609 ro I
., .
INfe Drilled: 7/28110
5hee1: I ur I

TEST BORING RECORD
TERR4TECH
Water
Blow
DCP Test (ASTM STP-399)
Depth
p
Description
Glev.
bevel
Count
hlows/increment
S 10 15 20 25
Topsoil (Approximately 4 inches)
.0 3
25
I I
' •
l
Tan slightly clayey fine to medium sand (SP-SC)
-2
20
�....:
I
,Ic
3
11
I
•
Tan and orange clayey fine to medium sand (SC)
I
4
9
.. li ..
i
5
5
.,.
13
11
BORING TERMINATED
1
6
..
I
i
7
ti.•,
I
8
i
9
I0
Wale, I.cvel 24 hr.: Boring Backfilled Upon Completion Terra Tech Engineers, Inc. Boring Number: 11.9
Water Lod I hr.: Not Encoumcred 4905 Professional Court Project Number. 121-10-62530
Raleigh, NC 27609
Date Drilled: 7129/10
sheet: I of I

TEST BORING RECORD
TERRATECHE
Water
Blow
DCP Test (ASTM STP 399)
Depth
Description
Elev.
Level
Count
blows/increment
5 10 15 20 25
A_... I_. .-- '
I
Topsoil (Approximately 8 inches)
i
I
i
-0.7,
I
L5
•
i
Tan slightly clayey fine to medium sand (SP-SC)
I
'`h..
(-2
12
•
2
i ,
3
8
i
Orange clayey fine to medium sand (SC)
4
8
5
5
9
i
•I
BORING TERMINATED
6
.i.
8
9
10
R'aler Levd 24 hr.: Boring Back tilled Illam Completion TerraTeeh Engineers, Inc. Hering Nmnher: H-III
Water Level 1 hr.: Not Encountered 4905 Professional Court Project Number, 121-10-62530
Raleigh, NC 27609
Hate Will,& 7/28110
Sheri: I of I
i

TEST BORING RECORD
TERRATKH
E N G I N f E R 5- I N C
,Water
I Blow
DCP Test (ASTM STP-399)
Depth
Description
Elev.
Level
Count
blows/increment
5 10 15 20 25
Topsoil (Approximately 4 inches)'
-0.3
I
it
I
1 4
I
•,
I
Tan slightly clayey fine to medium sand (SP-SC)
2
-I •
-3
25
I
3
i
q
Tan and orange clayey fine to medium sand (SC)
18
i
•
5
-5
22
•
BORING TERMINATED
6-
7-
8—
Water Level 24 hr.: Boring Bocklillcd Upon Completion TerraTech Engineer's, Inc. Boring Number: B-I I
Water Level 1 hr.: Not Encountered 4905 Professional Court Project Number: 121-I0-62530
Raleigh, NC 27609
Date Drilled: 7/29/10
Sheet: I of I

TEST BORING RECORD
TERRATECH
Water
Blow
DCP Test (ASTM SI'P-399)
Depth
Description
Elev.
level
Count
blows/increment
5 10 IS 20 25
Topsoil (Approximately 4 inches)
-0 3
I
9
I
Tan slightly clayey line to medium sand (SP-SC)
�
2
-2
14
I
I
3
25
•
Orange clayey fine to medium sand (SC)
4
25
•
5
-5
25
•
BORING TERMINATED
6-
7-
8-
9
i
10
1
Water I.rrd 24 hc: Boring Ilackti Iled Upon caeplclion TerraTech Engineers, Inc. Boring Number: 13-12
Water Leed I hr.: Not Iincountercd 4905 Professional Court Propel Number. 121. 10.62530
Raleigh, NC 27609
Bair Drilled: 7/29/10
Sheet: 1 at I

TEST BORING RECORD
TERRATECH
Water
Blow
DCP Test (ASTM STP-399)
Depth
Description
Elea.
Level
Count
blows/increment
5 10 15 20 25
Topsoil (Approximately 8 inches)
o
v:
I
19
Tan slightly clayey fine to medium sand (SP-SC)
1,
2
25
I -..•
i
3
3
22
•
q
Orange clayey fine to medium sand (SC)
25
i
•
5
-5
25
•
BORING TERMINATED
t
�
1r
6-
7-
8-
9-
to-
Wait, Level 24 hr.: Iloring llucklilled Orate Completion TerratTech Englneersr Inc. [luring Numher. I1.13
4905 Professional Court
Water Level I hr.: Not Encountered Raleigh; . 27609 I -reject Numher: 121-Ill-62530
Hate [billed: 729110
Sheet: I or I

J
TEST BORING RECORD
TERRATECH
E N G I N E E R 5' I N C
Water
Blow
DCP Test (ASTM STP-399)
Depth
Description
Elev.
Level
Count
blows/increment
5 10 15 20 25
Topsoil (Approximately 6 inches)
I
3
•
Tan slightly clayey fine to medium sand (SP-SC)
2
-2
7
�.
I
Orange clayey fine to medium sand (SC)
4
25
•
5
.... ..
5
2.5
i
•
BORING TERMINATED
r
,
6-
7-
to-
Watt, Level 24 hr.: Boring Backllllcd llpun Completion TerraTech Engineers, Inc. Boring Numhcr: 11-14
Water Level I hr.: Not 1:ncounwred 4905 Professional Court Projecl Number. 12 1 -I0412530
Raleigh, NC 27609
flute Drilled; 7129/10
Sheer: I of I

TEST BORING RECORD
TERRATECH
E
Water
Blow
DCPTest (ASTM STP-399)
Depth
Description
Elev.
Level
"Count
crement
/' increment
5 10 15 20 25
Topsoil (Approximately 6 inches(
.�,n�
•'
-0.5
13
•
I
Tan slightly clayey fine to medium sand (SP-SC(
-2
25
•
2
3
25
•
Orange clayey fine to medium sand (SC(
y
25
•
BORING TERMINATED
6
7
8
10
i..
i
r
Waler I.eve124 hr.: Boring Backtilled Ulxm Completion TerraTech Engineers, Inc. Boring Numher: 8-15
Waler Lrvel I hr.: Not lincounlered 4905 Professional Court Project Number: 121-10-62530
Raleigh, NC 27609
Date Drilled: 7/29/10
sheen: 1 of 1

c
Report of Subsurface Investigation and
Geotechnical Engineering Evaluation
Alpha Charter Academy
Fayetteville, North Carolina
prepared for
Lisle Architecture & Design, Inc.
N.C. Engineering Corporation C-1356
TerraTech Engineers, Inc.
4905 Professional Court
Raleigh, North Carolina 27609
Phone: [phone]
Fax: [phone]
TRRRaTECH
F N ( 1 N l F A 5 N C
C�caicchN<al C.nyln<ering
Gnabonmmtrl Cansul:ioy
Consfrucklon 6(akeriaLs Tes:iny
4905 Professional Court • RaIeieh. North Carolina 27609 • [phone] • Fax: (919) 876-S291

X
TFRP4TECH
E N G I N E E R S- I N C
Gmtechnical E.nyineedny
Page ,% Environmental Consulting
Constwction Materials Testing
_ be highly variable, and can be dependent on the slope of the ground surface, the presence of on -site or
off -site sources of surface water, and other factors. Therefore, we recommend that site preparation
operations be performed during times of dry weather. While wet weather can occur at any time during
the year, the summer and early fall are times when drier weather is generally prevalent. Scheduling site
grading during this time frame would reduce the probability of softening of the near surface soils from
inclement weather conditions.
Several of our test borings encountered loose sands near the ground surface. After removal of all
vegetation, roots and any organic laden soils, we recommend that the exposed soils be compacted to a .
minimum of 95% of their standard Proctor maximum dry density. Adequate density tests should be
_ performed to verify that the recommended level of compaction is achieved. Routine adjustments in soil
moisture content should be expected in order to achieve proper compaction.
We recommend that areas to receive structural fill be proofrolled prior to placement of structural fill.
Areas of proposed excavation should be proofrolled after rough finished subgrade is achieved.
Proofrolling should be performed using a loaded dump truck weighing at least 15 tons. Proofrolling
should be accomplished by performing at least 3 passes in each of two perpendicular directions within
entire construction areas, and 10 feet beyond. Any unsuitable materials that may be present should be
removed and replaced with well compacted fill material placed in accordance with the Structural Fill
section of this report. Proofrolling should be observed by our representative to determine if remedial
measures are necessary. If soft or loose soils are present that cannot be adequately compacted,
recommendations for remedial measures should be provided by our project engineer.
Proofrolling should facilitate the identification of soft or loose surficial soils, but should not be expected
to reveal soft conditions more than 2 feet below the ground surface at the time of proofrolling. Footing
examinations will be required to evaluate the presence of deeper soft soils, which could adversely affect
foundation support. Footing examinations will be discussed later in this report.
The placement of significant quantities of fill will likely result in settlement of the finished ground
surface due solely to the weight of the fill soils. If site preparation can be performed early in the
development of the property, then the sandy nature of the existing soils present near the ground surface
at the site will likely allow this settlement to occur prior to building construction.
Based on our experience on similar sites, there may be buried foundations, burn pits or trash pits located
on the property. On sites located near developed areas this is not an unusual occurrence. All too
frequently such buried material occurs in isolated areas which are not detected by the soil test borings.
Any buried waste, construction debris or trash which is found during the construction operation should
be thoroughly excavated, and the waste material should be removed from the site prior to placement of
Fill soils.
Seasonal High Ground Water Table and Infiltration Testin
The estimated depth to the seasonal high ground water table was evaluated and water infiltration testing
was performed in the approximate location of test boring B-8. The estimated depth to the seasonal high
ground water table is based on our visual observations of the soil samples retrieved during our drilling
operations and our review of soil survey maps. Based on our evaluation, we estimate the elevation of
the seasonal high ground water table to be approximately G feet below the existing ground surface
elevation in the test location.

Page 8
Tg-RP4TECH
F N G 1 N F E A 5- I N C
CeatechnicaL 6nyineering
r nanonmentaL Consutliny
Construction Materials Toting
The highest ground water observations generally occur in the late winter and early spring and can vary
with fluctuations in precipitation, evaporation, surface water runoff, and other factors. If long term
ground water levels are crucial for the planned construction, we recommend that water levels be
— monitored over an extended period of time using wells or piezometers.
Our representative also performed water infiltration tests in the approximate location of test boring B-8
as shown in Figure I. The water infiltration rate was measured using a double ring infiltrometer to
general accordance with ASTM D 3385-03. Based on the results of our testing, the maximum measured
infiltration rate of the near surface soils in the test location was 16.5 inches per hour. The average
_ infiltration rate over the test period was 14.2 inches per hour, and the minimum recorded infiltration rate
was 11.9 inches per (tour. It should be noted that soil type and relative density have a significant effect
on the surface water infiltration rate We recommend that the infiltration rate of the soils in the location
of the planned storm water pond be verified after the pond's bottom elevation is established.
Ground Water Control
— Based on our soil test boring results, the expected seasonal high ground water level is approximately
6 feet below the existing ground surface. If only minimal excavation is expected during construction,
the control of ground water may not be required. However, ground water control may be required
during the installation of underground utilities. In general, we expect that control of ground water in
utility trench excavations can be performed by pumping directly from the trench excavation. If
pumping from trench excavations proves to be ineffective, then the use of well points or other methods
_ may be required. Pumping from dewatering trenches should be done with care to prevent loss of soil
fines, boils, or instability of slopes. In certain cases, gravity flow in a trench may be sufficient for
effective dewatering.
We must emphasize that dewatering requirements will be dictated by ground water conditions at the
time of construction. The contractor should use a technique or combination of techniques which
achieves the desired result under actual field conditions.
Foundation Desien
After the above described site preparation and site grading are complete, it is our opinion that the
proposed structures may be supported on conventional shallow foundations. Based on the test boring
results, and our past experience, we recommend that the shallow foundations be designed using an
_ allowable soil bearing pressure of 2,000 pounds per square foot (pso. Based on our assumed loading
conditions, the estimated post -construction foundation settlement is expected to be less than I inch, if
the recommended foundation bearing pressure is used.
We recommend a minimum width of 18 inches for continuous wall footings and 24 inches for isolated
column footings to prevent localized shear failure. Footings should bear at a minimum depth of
18 inches below the prevailing exterior ground surface elevation to provide the recommended bearing
capacity. .
Detailed footing examinations should be performed in each footing excavation prior to placement of
reinforcing steel. These inspections should be performed by our representative to confirm that the

TERRATECH
f N G I N L
MY
1 B14. I� Iris
J 10
1 _ t ;�"'Ee.i �¢.ENOnOr�fZle+Gll y)r,,(� }!�"�..-•`— (+�` ^(� '
6-9
tI i
i
Figure 1. Boring Location Plan
Not to Scale
TerraTech Engineers, Inc.(C-1356)
4905 Professional Court
Raleigh, NC 27609
919-876-9799
1'roject: Alpha Charter Acadenp
I'a Ycllcvillc, North Carolina
Our Project Number 121-III-62530

ALPHA CHARTER ACADEMY SCHOOL
FAYETTEVILLE, NORTH CAROLINA
STORMWATER / EROSION CONTROL NARRATIVE
Prepared for:
ALPHA ACADEMY INC.
P.O. BOX 35476
FAYETTEVILLE, NC 28303
Prepared by:
pARAMouNTE
L= N G 1 N E E R 1 N G. 1 N G.
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
NC License #: C-2846
Project #11128.PE
May 2011
REVISED PER NCDENR COMMENTS 05/26/11

Project Name: Alpha Charter Academy
Client:
Alpha Charter Academy
Project Number:
11128.PE
Prepared By:
RPB
Date:
6/6/11
Infiltration Basin Calculations
Stormwater Quality Requirement:
Drainage Area to System =
4.95 Ac.
Impervious Area =
3.00 Ac.
Impervious
60.61
Runoff Coefficient (Rv) =
0.595 in/in
Req. 1.0" Runoff Volume =
10,699 cf
Storage Volume Elevation =
217.92 EL.
Storage Volume Surface Area =
5,322 sf
Soils Information: (See Attached)
PARAMOUNTE
Soil Type =
Wagram-Urban (WgB)
EL. At Test Location =
218.00
Depth to SHWL =
72.0 in
SHWL =
212.00
Infiltration'Rate =
7.1 in/hr (1/2 Actual average rate)
Infiltration Basin Storage
CONTOUR
INCR.
ACCUM.
CONTOUR
AREA
VOLUME
VOLUME
[sq ft]
[cu ft]
[cu ft]
214.0
404
0
0
215.0
1,435
920
920
216.0
2,700
2,068
2,987
217.0
4,039
3,370
6,357
218.0
5,439
4,739
11,096
219.0
6,895
6,167
17,263
220.0
8,408
7,652
24,914
Draw Down Analysis:
Bottom Area of Basin 404 sf
Bottom Elevation of Basin 214.0 ft
Basin Depth 6.0 ft
Draw Down Time = 0.16 days (from Darcy's Equation)

1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Jun 6, 2011
Hyd. No. 1
DA#1: PRE
Hydrograph type
= SCS Runoff
Peak discharge =
3.753 cfs
Storm frequency
= 10 yrs
Time to peak =
730 min
Time interval
= 1 min
Hyd. volume =
17,933 cuft
Drainage area
= 4.950 ac
Curve number =
51
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
11.00 min
Total precip.
= 5.52 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
3.00
r �M
1.00
MP
DA#1: PRE
Hyd. No. 1 -- 10 Year
Q (cfs)
4.00
3.00
Fail#]
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
--®� Hyd No. 1

2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Jun 6, 2011
Hyd. No. 2
DA#1:POST
Hydrograph type
= SCS Runoff
Peak discharge =
17.31 cfs
Storm frequency
= 10 yrs
Time to peak =
725 min
Time interval
= 1 min
Hyd. volume =
53,315 cuft
Drainage area
= 4.950 ac
Curve number =
75
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.52 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
•M
. m
3.00
PF
DA#1: POST
Hyd. No. 2 -- 10 Year
Q (cfs)
18.00
15.00
12.00
. GV
. 10
3.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
—^— Hyd No. 2

3
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Jun 6, 2011
Hyd. No. 3
INFILTRATION BASIN
Hydrograph type = Reservoir
Peak discharge
= 0.000 cfs
Storm frequency = 10 yrs
Time to peak
= 741 min
Time interval = 1 min
Hyd. volume
= 0 cuft
Inflow hyd. No. = 2 - DA#1: POST
Max. Elevation
= 219.26 ft
Reservoir name = INFILTRATION BASIN
Max. Storage
= 25,373 cuft
Storage Indication method used. Exfltration extracted from Outflow.
Q (cfs)
18.00
15.00
12.00
•M
. 8
3.00
W
INFILTRATION BASIN
Hyd. No. 3 -- 10 Year
u
i
yr.
,N.
Q (cfs)
18.00
ff•A1p1
[oI11Il1
3.00
0.00
0 180 360
540 720
900 1080 1260 1440
1620
Time (min)
— Hyd No. 3 —
Hyd No. 2
1 Total storage used = 25,373 cult

Pond Report a
Hydraflow Hydrographs by Intelisolve v9.22 Monday, Jun 6, 2011
Pond No. 1 - INFILTRATION BASIN
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 214.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
0.00 214.00
1.00 215.00
2.00 216.00
3.00 217.00
4.00 " 218.00
5.00 219.00
6.00 220.00
7.00 221.00
Contour area (sqft) Incr. Storage (tuft)
1,240 0
2,494 1,867
3,826 3,160
5,234 4,530
6,707 5,971
8,237 7,472
9,824 9,031
11,467 10,646
Total storage (tuft)
0
1,867
5,027
9,557
15,528
23,000
32,030
42,676
Culvert I Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Crest Len (ft)
= 16.00 0.00
20.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
Crest El. (ft)
= 219.30 0.00
219.60
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 216,00
0.00
0.00
0.00
Weir Type
= Riser -
Ciplti
--
Length (ft)
= 30.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (i
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
1
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 7.100 (by Contour)
Multi -Stage
= nla
No
No
No
TW Elev. (ft)
= 0.00
Note',
Culvervorifice outflows are analyzed under inlet (ic) and outlet
(cc) control. Weir risers checked for orifice
conditions (ic) and
submergence (s).
Stage I Storage I Discharge Table
Stage Storage
Elevation
Clv A
Clv B Clv C
Pi
Wr A
Wr B Wr C
Wr D
Exfil
User
Total
ft tuft ft
cfs
cfs cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs
0.00
0 214.00
0.00
--- ---
---
0.00
--- 0.00
---
0.000
---
0.000
0.10
187 214.10
0.00
-- ---
---
0.00
--- 0.00
---
0.041
---
0.041
0.20
373 214.20
0.00
-- -
---
0.00
-- 0.00
---
0.082
--
0.082
0.30
560 214.30
0.00
- - ---
--
0.00
-- 0.00
-
0.123
-
0.123
0.40
747 214.40
0.00
--- --
---
0.00
-- 0.00
---
0.164
--
0.164
0.50
934 214.50
0.00
--- ---
---
0.00
--- 0.00
--
0.205
---
0.205
0.60
1,120 214.60
0.00
--- --
--
0.00
--- 0.00
---
0.246
---
0.246
0.70
1,307 214.70
0.00
-- --
--
0.00
--- 0.00
-
0.287
---
0.287
0.80
1,494 214.80
0.00
-- -
-
0.00
-- 0.00
-
0.328
---
0.328
0.90
1,680 214.90
0.00
--- --
---
0.00
- 0.00
--
0.369
-
0.369
1.00
1,867 215.00
0.00
--- ---
---
0.00
--- 0.00
--
0,410
--
0.410
1.10
2,183 215.10
0.00
--- ---
---
0.00
--- 0.00
---
0.432
---
0.432
1.20
2,499 215.20
0.00
--- --
---
0.00
--- 0.00
-
0.454
---
0.454
1.30
2,815 215.30
0.00
-- --
---
0.00
--- 0.00
-
0.476
---
0.476
1.40
3,131 215.40
0.00
--- --
--
0.00
-- 0.00
---
0.497
---
0.497
1.50
3,447 215.50
0.00
--- ---
---
0.00
-- 0.00
---
0.519
---
0.519
1.60
3,763 215.60
0.00
--- ---
---
0.00
--- 0.00
---
0.541
---
0.541
1.70
4,079 215.70
0.00
--- ---
---
0.00
--- 0.00
---
0.563
--
0.563
1.80
4,395 215.80
0.00
-- ---
---
0.00
-- 0.00
--
0.585
--
0.585
1.90
4,711 215.90
0.00
--- --
---
0.00
--- 0.00
--
0.607
--
0.607
2.00
5,027 216.00
0.00
--- ---
--
0.00
--- 0.00
---
0.629
---
0.629
2.10
5,480 216.10
0.00
--- ---
---
0.00
--- 0.00
---
0.652
---
0.652
2.20
5,933 216.20
0.00
--- ---
---
0.00
--- 0.00
---
0.675
---
0.675
2.30
6,386 216.30
0.00
--- ---
---
0.00
--- 0.00
---
0.698
---
0.698
2.40
6,839 216.40
0.00
--- ---
---
0.00
--- 0.00
---
0.721
--
0.721
2.50
7,292 216.50
0.00
--- ---
. ---
0.00
--- 0.00
---
0.745
---
0.745
2.60
7,745 216.60
0.00
--- ---
---
0.00
--- 0.00
---
0.768
---
0.768
2.70
8,198 216.70
0.00
--- ---
---
0.00
--- 0.00
---
0.791
---
0.791
2.80
8,651 216.80
0.00
--- ---
---
0,00
--- 0.00
---
0.814
---
0.814
2.90
9,104 216.90
0.00
--- ---
---
0.00
--- 0.00
---
0.837
---
0.837
3.00
9,557 217.00
0.00
--- ---
--
0.00
-- 0.00
---
0.860
---
0.860
3.10
10,154 217.10
0.00
--- ---
---
0.00
--- 0.00
---
0.884
---
0.884
3.20
10,751 217.20
0.00
--- ---
---
0.00
--- 0.00
---
0.909
---
0.909
3.30
11,348 217.30
0.00
--- ---
---
0.00
--- 0.00
---
0.933
---
0,933
Continues
on next
page...

5
INFILTRATION BASIN
Stage I
Storage I Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cuft
ft
cfs
cfs cfs cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
3.40
11,945
217.40
0.00
--- --- ---
0.00
---
0.00
---
0.957
---
0.957
3.50
12,542
217.50
0.00
--- --- ---
0.00
---
0.00
---
0,981
--
0.981
3.60
13,139
217.60
0.00
--- -- ---
0.00
---
0.00
---
1.005
-
1.005
3.70
13,736
217.70
0.00
--- --- ---
0.00
--
0.00
-
1.030
---
1.030
3.80
14,333
217.80
0.00
--- --- ---
0.00
---
0.00
---
1.054
---
1.054
3.90
14,930
217.90
0.00
--- --- ---
0.00
---
0.00
---
1.078
---
1.078
4.00
15,528
218.00
0.00
-- -- ---
0.00
---
0.00
-
1,102
--
1.102
4.10
16,275
218.10
0.00
--- --- ---
0.00
---
0.00
---
1.127
---
1.127
4.20
17,022
218.20
0.00
--- --- ---
0.00
---
0.00
--
1.153
---
1,153
4.30
17,769
218.30
0.00
--- --- ---
0.00
--
0.00
-
1.178
---
1.178
4.40
18,516
218.40
0.00
-- --- ---
0.00
---
0.00
---
1.203
-
1.203
4.50
19,264
218.50
0.00
-- --- ---
0.00
---
0.00
---
1.228
---
1.228
4.60
20,011
218.60
0.00
--- --- ---
0.00
---
0.00
---
1.253
---
1,253
4.70
20,758
218.70
0.00
- --- ---
0.00
--
0.00
--
1.278
---
1.278
4.80
21,505
218.80
0.00
--- --- --
0.00
--
0.00
--
1.303
--
1.303
4.90
22,252
218.90
0.00
--- --- ---
0.00
---
0.00
---
1.329
--
1.329
5.00
23.000
219.00
0.00
--- --- ---
0.00
---
0.00
---
1.354
---
1.354
5.10
23,903
219.10
0.00
-- -- ---
0.00
--
0.00
--
1.380
--
1.380
5.20
24,806
219.20
0.00
- --- ---
0.00
--
0.00
---
1.406
--
1.406
5.30
25,709
219.30
0.00
--- --- --
0.00
---
0.00
---
1,432
---
1.432
5.40
26,612
219.40
1.71 oc
--- --- ---
1.68
---
0.00
---
1.458
--
3,143
5.50
27,515
219.50
4.83 oc
-- --- --
4.77
---
0.00
--
1,484
--
6.250
5.60
28,418
219.60
8.76 oc
- -- ---
8.75
---
0.00
---
1.510
---
10.27
5.70
29,321
219.70
13.48 oc
--- --- ---
13.48
---
2.11
---
1.536
---
17.12
5.80
30,224
219.80
18.84 oc
--- --- ---
18.84
---
5.96
--
1.562
---
26.36
5.90
31,127
219.90
23.39 oc
-- -- --
23.39 s
-
10.95
-
1.589
-
35.93
6.00
32,030
220.00
24.89 is
- --- ---
24.89 s
---
16.85
--
1,615
--
43.35
6.10
33,095
220.10
25.73 is
--- --- ---
25.73 s
---
23.55
---
1.642
---
50.92
6.20
34,159
220.20
26.40 is
--- - ---
26.40 s
---
30.95
---
1.669
---
59.02
6.30
35,224
220.30
26.98 is
--- -- ---
26.98 s
---
39.00
---
1,696
---
67.68
6.40
36,288
220.40
27.51 is
-- --- ---
27.50 s
---
47.65
---
1.723
--
76.88
6.50
37,353
220.50
27.99 is
--- --- ---
27.98 s
---
56.86
---
1.750
---
86.59
6.60
38,417
220.60
28.45 is
-- -- ---
28.44 s
---
66.60
-
1.777
---
96.81
6.70
39,482
220.70
28.89 is
--- -- --
28.88 s
--
76.83
-
1.804
-
107.52
6.80
40,546
220.80
29.31 is
--- --- ---
29.29 s
---
87.55
--
1,831
-
118.67
6.90
41,611
220.90
29.72 is
--- --- ---
29.70 s
---
98,73
---
1,858
---
130.28
7.00
42,676
221.00
30.13 is
--- --- ---
30.12 s
---
110.32
--
1.885
--
142.33
...End

ALPHA CHARTER ACADEMY SCHOOL
FAYETTEVILLE, NORTH CAROLINA
STORMWATER / EROSION CONTROL NARRATIVE
Prepared for:
ALPHA ACADEMY INC.
P.O. BOX 35476
FAYETTEVILLE, NC 28303
Prepared by:
.PA1R-AMOL71**'4TE
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
Project 91 1128.PE
May 2011

X
ALPHA CHARTER ACADEMY SCHOOL
FAYETTEVILLE, NORTH CAROLINA
Project it11128.PE
Table of Contents
Design Narrative
Proposed Improvements
Maintenance
Erosion and Sedimentation Control Specification
Soils Map
USGS Map
Calculations
Page

X '
ALPHA CHARTER ACADEMY SCHOOL
FAYETTEVILLE, NORTH CAROLINA
Project #] I128.PE
DESIGN NARRATIVE
Alpha Academy Inc. proposes to school along Hwy. 410 (Raeford Road) in Fayetteville North
Carolina. The proposed site is within Cumberland County and the City of Fayetteville. Please
find this design narrative, plan, and supporting calculations sufficient for the stormwater
quality and quantity control according to NCDENR and City of Fayetteville regulations. The
address of the property is 8030 U.S. Hwy. 410, Fayetteville, NC 28303 with a latitude and
longitude of 35' 02' 03" N, 79' 04' 03" W (Parcel ID# 9476-97-7406; Deed Book 7490/8349 page
116/582).
There are currently a few existing buildings across the property and the ground cover is mostly
fair open space with a few sparse trees. The soils consist of Wagram-loamy sand (WaB)
according to the provided soils map from NRCS and have a HSG classification of A. Site
specific soils information has been included in the following pages of this report; this
information includes the depth of the seasonal high water table and infiltration rates sealed by
a Geotechnical Engineer. According to the attached USGS map, the project drains to Rockfish
Creek which has a stream classification of B (18-31-18) and is within the Cape Fear River Basin.
PROPOSED IMPROVEMENTS
It is proposed that all runoff resulting from impervious surfaces will be collected by a storm
drainage system and then be conveyed to an infiltration basin where both stormwater quality
and stormwater quantity requirements will be met. The infiltration basin has been designed to
NCDENR and City of Fayetteville requirements. As illustrated within the design, all
stormwater runoff will be collected into an infiltration basin where it will be stored until the
entire design storm has infiltrated back into the ground. Stormwater from greater storm events
will be allowed to exit the infiltration basin by means of an outlet structure and a secondary
spillway during emergency situations. Note that the riser outlet structure has been set in order
to hold back the entire amount of runoff from the 1" storm and to discharge the 1 & 10 year
post development events at a rate less than pre development. All greater events, including the
25, 50, and 100 year storms will discharge through the outlet structure to the existing storm
drain system along the existing entrance drive.
In regard to erosion control, please find that it is proposed to use the infiltration basin as a
sediment basin during construction activities. As a result, please find that we have designed
the sediment basin to NCDENR land quality requirements (per NCDENR Erosion and
Sediment Control Design and Planning Manual (June 1-91, 2006)) and have also added a
skimmer to a temporary draw down orifice in order to prevent sediment from leaving the

outlet structure prior to the site being fully stabilized. It is noted on the plans for the contractor
to remove and plug the draw -down orifice once the site is fully stabilized and the sediment
basin has been completely converted to the proposed infiltration basin. Other than the
sediment basin, it is proposed to install inlet protection to the storm drain inlets to prevent
sediment from entering the system as well as silt fence and temporary construction entrances.
Please see sheet C-1.0 for all Erosion Control and Sequence of Construction notes. The
sedimentation and erosion control design will commence as depicted in the construction
sequence. Please find all reference material and stormwater / erosion control calculations in
the following pages of this report. Note that some calculations have also been located on the
plans for easy reference during construction.
MAINTENANCE
Contractors shall be responsible for periodic inspection and maintenance of all indicated
erosion control devices in accordance with the plans and specifications. In addition, inspection
and any necessary maintenance will be required immediately following any significant storm
event. Any erosion control measure that fails to function as intended shall be repaired
immediately. Upon completion of construction and the establishment of stabilized ground
cover, the property owner shall be responsible for any on going site maintenance.

EROSION AND SEDIMENTATION CONTROL SPECIFICATION
PART1-GENERAL
1.1 RELATED DOCUMENT
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2 WORK INCLUDED
A. Contractor shall take every reasonable precaution throughout construction to prevent the
erosion of soil and the sedimentation of streams, lakes, reservoirs, other water impoundments,
ground surfaces, or other property as required by State and Local regulations.
B. Contractor shall, upon suspension or completion of land -disturbing activities, provide
protection covering for disturbed areas. Permanent vegetation shall be established at the earliest
practicable time. Temporary and permanent erosion control measures shall be coordinated to
assure economical, effective, and continuous erosion and sediment control throughout the
construction and post construction period.
1.3 RELATED SECTIONS
A. Related Sections — The following Sections contain requirements that relate to this Section:
1. 01011 — Existing Underground Utilities
2. 01015 — Special Conditions for this Contract
3. 01070 — Shop Drawings, Project Data & Samples
4. 02200 — Earthwork, Excavation Trenching, and Backfilling
5. 02230 — Site Clearing
6. 02240 — Dewatering
7. 02485 — Seeding General Areas
1.4 REGULATORY REQUIREMENTS
A. Contractor shall be responsible for prevention of damage to properties outside the construction
limits from siltation due to construction of the project. The Contractor will assume all
responsibilities to the affected property owners for correction of damages that may occur.
Erosion control measures shall be performed by the Contractor, conforming to the requirements
of, and in accordance with plans approved by applicable state and local agencies and as per the
erosion control portion of the construction drawings and these specifications. The Contractor
shall not allow mud and debris to accumulate in the streets. Should the Contractor pump water
from trenches during construction, appropriate siltation preventative measures shall be taken
prior to discharge of pumped water into any storm drain or stream.

PART 2-PRODUCTS
2.1 Open mesh biodegradable mulching cloth.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground 1 limestone containing not less than 10 percent
magnesium oxide.
2.4 Phosphate shall be 20 percent super phosphate or equivalent.
2.5 Provide grass seed mixture as shown on the plans.
2.6 Silt fence shall consist of non -biodegradable filter fabric (Trevira, Mirafi, etc.) wired to .
galvanized wire mesh fencing and supported by wood or metal posts.
2.7 NCDOT Class B stone for erosion control.
PART 3-EXECUTION
3.1 CLEARING
A. Clearing and grubbing shall be scheduled and performed in such a manner that subsequent
grading operation and erosion control practices can follow immediately thereafter. Excavation,
borrow, and embankment operations will be conducted such that continuous operation. All
construction areas not otherwise protected shall be planted with permanent vegetative cover
within 21 calendar days after completion of active construction.
3.2 STABILIZING
A. The angle for graded slopes and fills shall be no greater than the angle that can be retained by
vegetative cover or other adequate erosion control devices or structures. All disturbed areas not
to be paved and left exposed will, within 21 calendar days of completion of any phase of
grading, be planted or otherwise provided with either temporary or permanent ground cover,
devices, or structures sufficient to restrain erosion.
3.3 REGULATORY REQUIREMENTS
A. Whenever land disturbing activity is undertaken on a tract, a ground cover sufficient to restrain
erosion must be planted or other wise provided within 21 calendar days on that portion of the
tract upon which further active construction is to being undertaken.
B. If any earthwork is to be suspended for any reason whatsoever for longer than 21 calendar
days, the areas involved shall be seeded with vegetative cover or otherwise protected against
excessive erosion during the suspension period. Suspension of work in any area of operation
does not relieve the Contractor of the responsibility for the control of erosion in that area.

PART 4-CONSTRUCTION PHASE
4.1 PRACTICES
A. Avoid dumping soil or sediment into any streambed or watercourse. Backfill for stream
crossings shall be placed dry and compacted to minimize siltation of the watercourse, where
applicable.
B. Maintain an undisturbed vegetative buffer where possible between a natural watercourse and
trenching and grading operations.
C. Avoid equipment crossings of streams, creeks, and ditches where practicable.
PART 5 - SEDIMENT CONTROL FEATURES
5.1 GENERAL
A. All devices (silt fences, retention areas, etc.), for sediment control shall be constructed at the
locations indicated prior to beginning excavation on the site. All devices shall be properly
maintained in place until a structure or paving makes the device unnecessary or until directed
to permanently remove the device.
5.2 DESIGN APPLICATIONS
A. Mulch shall be used for temporary stabilization of areas subject to excessive erosion, and for
protection of seed beds after planting where required.
1. Jute, mesh, etc. should be installed as per manufacturer's instructions.
B. Silt fences shall be used at the base of slopes and in drainage swales to restrict movement of
sediment from the site. Straw bales may be required for reinforcement.
C. Riprap shall be used at the proposed outfall pipes as indicated on plans.
D. Establish vegetative cover on all unpaved areas disturbed by the work.
1. Preparation of Seedbed. Areas to be seeded shall be scarified a depth of 6 inches until a
firm, well -pulverized, uniform seedbed is prepared. Lime, phosphorous, and fertilizer
shall be applied during the scarification process in accordance with the following rates.
a. Lime — 2 ton per acre
b. Nitrogen —100 pounds per acre
C. P2O5 — 200 pounds per acre
2. Seeding. Disturbed areas along roads and ditches shall be permanently seeded with 10-20
pounds per acre of centipede during the period from March through September. Seeding
performed during the period from April to August shall be temporarily seeded with 40
pounds per acre of German Millet. The permanent vegetative cover will be over seeded at
the earliest possible time as specified above.
3. Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore.

5.3 MAINTENANCE
A. The Contractor shall be responsible for maintaining all temporary and permanent erosion
control measures in functioning order. Temporary structures shall be maintained until such
time as vegetation is firmly established and grassed areas shall be maintained until completion
of the project. Areas which fail to show a suitable stand of grass or which are damaged by
erosion shall be immediately repaired.
5.4 REMOVAL OF SEDIMENT CONTROL DEVICES
A. Near completion of the project, when directed by the Owner's agent, the Contractor shall
dismantle and remove the temporary devices used for sediment control during construction.
All erosion control devices in seeded areas shall be left in place until the grass is established.
Seed areas around devices and mulch after removing or filling temporary control devices.
END OF SECTION 02410

P
Hydrologic Soil Group —Cumberland County, North Carolina
3 2'8"
35' 158"
676230 676260 676290 67MM 626350 676360 E/e41u
Y Y � "0 �•. Yy ,� V r y V
5T g t
1 R1�xJ x �1
'
t
4 A
t � � % da• x" y �a�'Y 4£ 1�� 7 a �
✓ '� r� � �' w �� t � i��,�'i j�, hTr r�' { a �al
I�x »✓s n'��, �iT' �5 r � 1�1f uw�
r „ n
3 t,✓1 xl ✓1 '1 t6 1 7 h'�! is
M 0 A.h lirgl 1 fl
s' s �, '. 1 It��✓w 1(���5"�F sy �i>r39( '
r
i
. rj� � :� x^. F'11P' Y ';1 ,�,� n � '�"•�.���;aC t'��y+F�mi±�Jtvp Al Y �` .t.k".
In uv'^ � a P �'I^. sy1�j? r"��r r,n,^`��I,✓�1�� ,�l rely 1 ,A.y'� �f6 : ¢'t�
`�" � r"� *✓�7t-. �<k�,�y t.�gyri'�81a;���lo'°���„a a � ,
t 1 4 '' 'P
_ r" �, a SrIC la +%µ hiP t l� �5{cw �( a
> r or x NAh Y S#+V1 ��(«NA���y x e i P `A' R ,yb�2�{c
m� �. . rf, q 4;nF�+Y�'. :A t/S ✓C i t'k,.7+`'�., r ��✓^.� ,•'.t`.d:. ,4
676230 6/fi2fi0 67fi290 6]6320 fi163A 676380 676410
Map Sale: 1:1,4006 onrR on A see(8S x 11') sheet.
N Meters
7, 0 10 20 40 60
N Feet
0 50 100 200 300
USDA Natural Resources Web Soil Survey 5/13/2011
Conservation Service National Cooperative Soil Survey Page 1 of 3
35" 2' 8"
35' i' 58'

Hydrologic Soil Group —Cumberland County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
J Soil Map Units
Soil Ratings
O A
0 AID
=01 B
Q BID
(] C
I] CID
O D
Not rated or not available
Political Features
U Cities
Water Features
Q Oceans
- . Streams and Canals
Transportation
yy Rails
N Interstate Highways
US Routes
Major Roads
�y Local Roads
MAP INFORMATION
Map Scale: 1:1,400 if printed on A size (8.5" = 11 ") sheet.
The soil surveys that comprise your AOI were mapped at 1:24,000
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsuNey.nres.usda.gov
Coordinate System: UTM Zone 17N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 10, Jun 5, 2009
Date(s) aerial images were photographed: 6/22/2006
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 5/13/2011
W10 Conservation Service National Cooperative Soil Survey Page 2 of 3

Hydrologic Soil Group -Cumberland County, North Carolina
s'
Hydrologic Soil Group
Hydrologic Soil Group —Summary by Map Unit —Cumberland County, North Carolina
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
WaB
Wagram loamy sand, 0 to 6
percent slopes
A
6.4
100.0%
Totals for Area of Interest _
6.41
_ 100.0
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
'thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or hear the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie -break Rule: Lower
USDA Natural Resources Web Soil Survey 5/13/2011
611M Conservation Service National Cooperative Soil Survey Page 3 of 3

UNITED STATES
DEPARTMENT OF T14E INTERIOR
GEOLOGICAL SURVEY
�/ EaYJCN�p� NI �Lmapwl M�
�uea+vr�w�nr �werruww
UNITED STATES
DEPARTMENT OF THE A
CORPS OP ENGINEER
SIE
CLIFDALE QUADRANGLE !,f
ONTH LwftOLINw ;'
].6 NINVTE SERIES (TOPCGRAPNI[� /(
W. cuenu . co.ruv
L.FDALE�•N. C�
x.�w wATlls

Name of Steam
Description
Curr. Class
Date
Basin
stream Index #
Stewarts Creek
From source to
C
04/01/59
Cape
Fear
18-31-21
Upchurches Pond, Rock
fish Creek
Unnamed
From source to dam at
B
04/01/59
Cape
Fear
18-31-22-(1)
Tributary near
Permastone Lake
Hope Mills
(Permastone Lake)
Unnamed
From dam at Permastone
C
09/01/74
Cape
Fear
18-31-22-(2)
Tributary near
Lake to Rockfish Creek
Hope Mills
Little Rockfish
From source to mouth
C
09/01/74
Cape
Fear
18-31-24-(l)
Creek (Lake
of Bones Creek
William)
Little Rockfish
From mouth of Bones
B
04/01/59
Cape
Fear
18-31-24-(3)
Creek
Creek to Unnamed
Little Rockfish
From Unnamed Tributary
C
06/03/92
Cape
Fear
18-31-24-(4)
Creek
at Lakewood Lake to
backwaters of Hope
Mills Lake
Little Rockfish
From backwaters of
B
08/03/92
Cape
Fear
18-31-24-(6.5)
Creek [Hope
Hope Mills Lake to dam
Mills Lake
at Hope Mills Lake
(Number Four
Lake))
Little Rockfish
From dam at Hope Mills
C
09/01/74
Cape
Fear
18-31-24-(7)
Creek
Lake to Rockfish Creek
Bones Creek
From source to Little
C
07/01/73
Cape
Fear
18-31-24-2
Rockfish Creek
Unnamed
From source to Little
B
04/01/59
Cape
Fear
18-31-24-3.5
Tributary at
Rockfish Creek
Lakewood Lake
(Lakewood Lake)
Beaver Creek
From source to Little
C
09/01/74
Cape
Fear
18-31-24-5
(Beaver Creek
Rockfish Creek
Pond)
Big Branch
From source to Beaver
C
04/01/59
Cape
Fear
18-31-24-5-1
Creek
Jacks Ford Branch
From source to Beaver
C
03/01/77
Cape
Fear
18-31-24-5-2
Creek
Persimmon Creek
From source to Beaver
C
04/01/59
Cape
Fear
18-31-24-5-3
Creek Pond, Beaver
Creek
Stewarts Creek
From source to Beaver
C
04/01/59
Cape
Fear
16-31-24-5-4
Creek Pond, Beaver
Creek
Buckhead Creek
From source to Little
C
03/01/77
Cape
Fear
18-31-24-6
(Buckland Creek)
Rockfish Creek
Big Sandy Run
From source to
C
04/01/59
Cape
Fear
18-31-25
(Lake Lynn)
Rockfish Creek
Locks Creek
From source to Cape
C
09/01/74
Cape
Fear
18-32
(near Vander)
Fear River
Cedar Creek
From source to Cape
C
04/01/59
Cape
Fear
18-33
Fear River
Page 4 of 6
2011-04-30 07:08:;1

Project Name. Alpha Charter Academy
Client:
Alpha Charter Academy
Project Number:
10179.PE
Prepared By:
CWM
Date:
5/13/11
Basin: DA #1 [PRE]
pARAMOUNTE
rz� . N r_ r". N N
Drainage area= 4.95 acres = 0.008 mil
Area Calculations
Land Use Area Ac. % of Basin
Existing Impervious (Total) = 0.00 0.0%
Open Space - Fair 4.95 100.0%
Sum: 4.95 100%

Project Name: Alpha Charter Academy
Client:
Alpha Charter Academy
Project Number:
11128.PE
Prepared By:
RPB
Date:
5/13111
pARAMOUNTE
Basin: DA #1 [PRE] Drainage area= 4.95 acres = 0.008 miz
' Curve Number
HSG:
A
B
C
D
Sum
of Basin
100.0
.0.0
0.0
0.0
100.0
Land Use
% of Basin
CN A
CN B
CN C
CN D
Weighted CN
Open Space - Fair
97.5
49
69
79
84
;;: 47i78;
Impervious
2.5
98
98
98
98
2.45
Sum:
.100.0
Sum:. 50.23
Curve numbers taken from:
TR-55
Use:.-:51
= values input by user
= values calculated by spreadsheet

Project Name:
Alpha Charter Academy
Client:
Alpha Charter Academy
Project Number:
11128.PE
Prepared By.
RPB
Date:
5/13/11
Basin: DA #1 [PRE] Drainage area=
Time of Concentration
Overland Flow
Hydraulic Length =
650 ft.
Slope =
2 %
Ground Cover =
Short Grass
V (Figure 12.7) =
1 fps
T =
10.8 min.
Tc _
10.8arum
PARAMOUNTE
4.95 acres = 0.008 mi'

Project Name: Alpha Charter Academy i VT� .1.V Lr�7�'
Client: Alpha Charter Academy PA,RAMO E
Project Number: 11128.PE
Prepared By: RPB
Date: 5/13/11
Basin: DA #1 [POST] Drainage area= 4.95 acres = 0.008 miz
Area Calculations
Land Use
Area (Ac.)
% of Basin
Buildings
1.12
Pavement
1.46
Sidewalks
0.29
Other
0.13
Impervious (Total) =
3.00
60.6%
Open Space - Good
1.95
39.4%
Sum:
4.95
100%

Project Name:
Alpha Charter Academy
Client
Alpha Charter Academy
Project Number:
11128.PE
Prepared By:
RPB
Date:
5/13/11
pARAMOUNTE
Basin: DA #1 [POST] Drainage area= 4.95 acres = 0.008 miz
Curve Number
HSG:
A
B
C
D
Sum
% of Basin
100.0
0.0
0.0
0.0
_ 100.0'
Land Use,
% of Basin
CN A
CN B
CN C
CN D
Weighted CN
Impervious
60.6
98
98
98
98
'. 59.39'
Open Space
- Good 39.4
39
61
74
80
-1537
Sum: 100.0
Sum: 74.75
Curve numbers taken from:
TR-55
Use: 75
= values input by user
= values calculated by spreadsheet

Project Name: Alpha Charter Academy
Client:
Alpha Charter Academy
Project Number:
11128.PE
Prepared By:
RPB
Date:
5/13111
Basin: DA #1 [POST) Drainage area=
Time of Concentration
Overland Flow (Grassed)
Hydraulic Length =
350 ft.
Slope =
1.9
Ground Cover =
Grass
V (Figure 12.7) =
2.8 fps
T =
2.1 min.
Overland Flow (Paved)
Hydraulic Length =
260 ft.
Slope =
0.75
Ground Cover =
Paved
V (Figure 12.7) =
1.8 fps
T =
2.4 min.
T, = 4.5 min.
PARAMOUNTE
4.95 acres = 0.008 mil
Use 5 min.

Project Name: Alpha Charter Academy
Client:
Alpha Charter Academy
Project Number:
11128.PE
Prepared By:
RPB
Date:
5/13/11
Infiltration Basin Calculations
Stormwater Quality Requirement:
Drainage Area to System =
4.95 Ac.
Impervious Area =
3.00 Ac.
% Impervious
60.61
Runoff Coefficient (Rv) =
0.595 in/in
Req. 1.0'I Runoff Volume =
10,699 cf 1�
Storage Volume Elevation =
217.92 EL.
Storage Volume Surface Area
5,765 sf
Soils Information: (See Attached)
Soil Type =
Wagram-Urban (WgB)
EL. At Test Location =
218.00
Depth to SHWL =
72.0 in
SHWL =
212.00
Infiltration Rate =
14.2 in/hr
Infiltration Basin Storage
CONTOUR
INCR.
ACCUM.
CONTOUR
AREA
VOLUME
VOLUME
[sq ft]
[cu ft]
[cu ft]
214.0
404
0
0
215.0
1,435
920
920
216.0
2,700
2,068
2,987
217.0
4,039
3,370
6,357
218.0
5,439
4,739
11,096
219.0
6,895
6,167
17,263
220.0
8,408
7,652
24,914
Draw Down Analysis:
Bottom Area of Basin
404 sf
Bottom Elevation of Basin
214.0 ft
Basin Depth
6.0 ft
Draw Down Time =
0.08 days
PARAMOUNTE
.. C 1 N C G 13 1 N G. I N C.
(from Darcy's Equation)

2
LV ES-1
Qiorr = 3. 8S c C5
Do: 18'n.
Appendices
+u eu 50 100 zoo 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rc . 11N3
8.06.3

Appendices
M
EFE5-Z]
Q)uyr.= SCFS
be = / 8
Lt. s'_3o
outs r w = De + La Z ).5,+ Y : I D• 5
pipe (Do)1
diameter ([19,
T ilwa ter < 0. 5Do
� p.Q
o'�
60 Leo ,rlId '
b0 100
Discharge (ft3/sec)
X 10
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T., < 0.5 diameter).
Rev. 12,93
8.06.3

Appendices
' �F tS-
Q/oyr.
(r-3
4
3
.� cu 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T„. < 0.5 diameter).
Rc. 1293
8.06.3

Project Name:
Alpha Charter Academy
Client:
Alpha Academy, Inc.
Project Number:
11128.PE
Prepared By:
RPB
Date:
5/12/11
:ical Constants
ity of Water =
62.4
Ibs/cf
ity of Concrete (in Air) =
150
Ibs/cf
ity of Saturated Soil =
47.6
Ibs/cf
:rete Outlet Structure (Assume fully submerged)
it of Structure (to slab)
5
ft
h of Structure (outside)
5
ft
mess of Structure
0.5
ft
:cure Depth in Soil
2
ft
:rete Slab Information
rete Slab Thickness =
4
in
Width (outside) =
6
ft
pARA MOUNTE
Buoyant Force
Structure Volume = 57 cf
Buoyant Force = 3,557 Ibs
Concrete Ballast Force
Structure Conc. Volume =
45
cf
Bottom Slab Conc. Volume =
12
cf
Soil Column Volume =
22
cf
Ballast Force =
9,597
Ibs
'Net =
6,040
Ibs
Okav:
Ballast Size is adeauate