20110016 Ver 2_Stormwater Info_20110207

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11010 RAVEN RIDGE ROAD
RALEIGH, NC 27614
846-5900
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Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
1 ?- C) o 1 Lo U -?-
February 07, 2011
S&EC Project # 7057.P1
To: N.C. Division of Water Quality
401 Oversight and Express Permits Unit i) D
Attn: Ian McMillan/Annette Lucas
512 N. Salisbury Street-Floor 9
Raleigh, NC 27603 2011
From: Debbie Edwards DENR-wATERQUALITY
Soil & Environmental Consultants, P.A. WETLANDS AND STORMWATER 10911
11010 Raven Ridge Road
Raleigh, NC 27614
Re: The Astoria at Hope Mills Apartments Stormwater Management Plan Approval
Cumberland County, NC
On behalf of Mr. William H. Thorne, please find the attached Stormwater Permit No. SW6100802,
Site Development Plans and the supplemental information for the project known as the Astoria at
Hope Mills Apartments. This project is under notification thresholds for General Water Quality
Certification 3821, specifically our impacts total 0.017 acres of wetlands impacts (i.e. < 0.10
acre), the proposed impacts are not adjacent to ORW, SA, WS-1, WS-II, Trout waters, or
contiguous to waters designated as a North Carolina or National Wild/Scenic River, nor are there
any proposed impacts to coastal or unique wetlands. Therefore written concurrence from the
NCDWQ is not required. However, in order to meet condition #12 of General Water Quality
Certification 3821 and the Protocol for 401 SMP Approval & Implementation, the applicant is
required to send a copy of the Stormwater Management Plan along with a copy of it's Approval to
the 401 Oversight/Express Permitting Unit for their files. Please contact me at [phone] if
you have any questions.
Sincerely,
Soil & Environmental Consultants, PA
Lie Edwards
Environmental Specialist
CC:
Scott Brown, P.E.-4D Site Solutions Inc.
Attachments:
1) Stormwater Permit No. SW6100802
2) Stormwater Permit Application Form (signed and notarized)
3) Wet Detention Basin Supplement Form
4) Wet Detention Basin O&M Agreements (signed and notarized)
5) Stormwater Narrative, Easements, Subsurface Exploration & Geotechnical Analysis,
copy of Deed and Stormwater Calculations
6) Site Development Plans
Charlotte Office: Greensboro Office:
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
?, A. r
NCDEENR
North Carolina DeVartment of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Division of Water Quality
Coleen H. Sullins
Director
Dee Freeman
Secretary
Mr. William Thorne
Atlantic Multifamily, LLC
116-A North Howe Street
Southport, NC 28461
September 3, 2010
Subject: Stormwater Permit No. SW6100802
Astoria Apartments
Hugh Density Commercial Wet Pond Project
Cumberland County
Dear Mr. Thorne:
The Stormwater Permitting Unit received a complete Stormwater Management Permit
Application for Astoria Apartments on August 23, 2010; with additional information received
September 1,.2010: Staff review of the plans and specifications has determined that the project,
as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000
and Session Law 2006-246. We are forwarding Permit No. SW6100802, -fated-September 3,
2010, for the construction, operation and maintenance of the subject project and the stormwater
BMPs.
This permit shall be effective from the date of issuance until September 3, 2020, and shall be
subject to the conditions and limitations.aa specked therein.. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for inspection and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unaccepptable, you have the
right to request an adludicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
This project will be kept on file at the Fayetteville Regional Office. If you stave any questions, or
need additional information concerning this matter, please contact Robert Patterson at (919)
807-6375; or [e-mail].
Sincerely,
for Goleen H. Sullins
Wetlands and Stomarrater Branch
1617 Mai Service center, Rakgh, Noo Cardin 27698-1617
Location: 512 N. Salisbury St. Raleigh. North Carolina 27601
Phone: [phone] FAX: [phone](uettomer Service:1$77-623-6748
Internet: www.ricwgenpft.org
An Equal Oppoolu" 1 AARmative Action Employer
w
N0r`rthCarolina
NVA(rallrY
DWQ USE ONLY
Date Received Fee Paid Permit Number

Applicable Rules: ? Coastal SW -1995 ? Coastal SW - 2008 ? Ph II - Post Construction
(select all that apply) ? Non-Coastal SW- HQW/ORW Waters ? Universal Stormwater Management Plan
? Other WQ M t Plan:
State of North Carolina I - C)o I Lo 0 a•
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Astoria Apartments
2. Location of Project (street address):
Black and Decker Road between Legion and Hwy 301
City: Near Fayetteville County:Cumberland Zip:28306
3. Directions to project (from nearest major intersection):
From the intersection of Legion & Black and Decker road follow Black and Decker road 0.28mi, site is on the
left behind an existing church.
4. Latitude:35° 00' 08" N Longitude:78° 54'42" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ?Modification
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ®Not Started ?Partially Completed* ? Completed* *provide a designer's certification
2. Specify the type of project (check one):
?Low Density ®High Density ?Drains to an Offsite Stormwater System ?Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
?CAMA Major
®Sedimentation/Erosion Control: 23.6 ac of Disturbed Area
?NPDES Industrial Stormwater ?404/401 Permit: Proposed Impacts
b. If any of these permits have already been acquired please provide the Project Name, Project/ Permit Number,
issue date and the type of each permit:
Fonn SWU-101 Version 07July2009 Page 1 of 6
III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: William Thorne for Cape Fear Multifamily LLC
Signing Official & Title:Wil iam Thorne Manager
b. Contact information for person listed in item 1a above:
Street Address:116-A Noth Howe Street
City: Southport State: NC Zip:28461
Mailing Address (if applicable): Same as above
City: State: Zip:
Phone: [phone] Fax: (910 ) 457-9211
Email: wthorne®firstoakland.com
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
? Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
® Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization: William Thorne / Cape Fear Multifamily
Signing Official & Title: William Thorne, Manager
b. Contact information for person listed in item 2a above:
Street Address: 116-A Howe Street
City: Southport
State: NC
Zip: 28461
Mailing Address (if applicable): Same as above
City:
Phone: (910 ) 457-9210
State: Zip:
Fax:
Email: [e-mail]
457-9211
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: Chris Pusey. Project Designer
Signing Official & Title:Chris Pusey, President of 4D Site Solutions Inc
b. Contact information for person listed in item 3a above:
Mailing Address:409 Chicago Drive Ste 112
City:Fayetteville State:NC Zip:28306
Phone: (910 ) 426-6777 Fax: (910 ) 426-5777
Email: cpuse! Q4dsitesolutions.com
4. Local jurisdiction for building permits: Cumberland County Inspections Dept.
Point of Contact:Tom Lloyd Phone #: [phone] )
Form SWU-101 Version 07July2009 Page 2 of 6
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The site has been graded such that all of the storm runoff will drain to a wet pond via open and piped
conveyances.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
? Approval of a Site Specific Development Plan or PUD Approval Date:
? Valid Building Permit Issued Date:
? Other: Date:
b. Identify the regulation(s) the project has been designed in accordance with:
? Coastal SW -1995 ® Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 38.0 acres
5. Total Coastal Wetlands Area: 0.0 acres
6. Total Surface Water Area: 0.0 acres
Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:38.0 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal Hi h Water (NHW) line or Mean High Water
(MHIM line, and coastal wetlands landward from the NHW (or LA line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 51.6

9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area _ Drainage Area _ Drainage Area _
Receiving Stream Name Big Sandy Run
Stream Class * C
Stream Index Number * 18-31-25
Total Drainage Area (so 1,655,331
On-site Drainage Area (sf) 732289
Off-site Drainage Area (so 923,042
Proposed Impervious Area** s 854,621
% Impervious Area** total 51.6%
Impervious- Surface Area Drainage Area _ Drainage Area _ Drainage Area _ Drainage Area _
On-site Buildings/Lots (so 171,008
On-site Streets (so 237,683
On-site Parking (so above
On-site Sidewalks (so 37,962
Other on-site (sf) -
Future (so 0
Off-site (so 407968
Existing BUA*** (so 0
Total (so: 854621
* Stream Class and Index Number can be determined at: http://h2o.enr.state.nc.us/bims ftorts/reportsWB.html
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07July2009 Page 3 of 6
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined? Provide documentation. The drainage area
was delineated using some ground topo suplemented with LIDAR data
Proiects in Union County: Contact DWQ Central ice staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B. 0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from h!!p://h2o.enr.state.nc.us/su/-`-bmp _forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from hgp://h2o.enr.state.nc.us/su/bmp_forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map athgp://h2o.enr.state.nc.us/su/"msi_maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from htlp://h2o.enr.state.nc.us/su/`bmp_forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/ Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/ project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
Ini
u/a

Form SWU-101 Version 07July2009 Page 4 of 6
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].) 6S-1-7 l3Y
10. A copy of the most current property deed. Deed book: F6 2 Page No: &89-
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http:/ /www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/sulbml2 forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: Scott Brown PE
Consulting Firm: 4D Site Solutions Inc
Mailing Address:409 Chicago Drive Ste. 112
City:Fayetteville State:NC Zip:28306
Phone: (910 ) 426-6777 Fax: (910 ) 426-5777
Email: [e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) William Thorne certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) William Thorne with (print or type name of organization listed in
Contact Information, item 1b) William Thorne to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07July2009 Page 5 of 6
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/ Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of 'up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date: ??
I, 61-1Z & 4A T9 • Sd S a Notary Public for the State of KIm e?Af PO&C, County of
nd& 1 &A0 do hereby certify that &5 ;a ?R n4 )? • The P u& personally appeared
before me this3) day of JA-A"^ y , 'W11 and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, P -L:- ^ A A
_ w : NOTARY °?cn
• * * * _ -
PUBLIC
7CK CO\ ? ?\\
00 W\0

SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) William Thorne
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature: Date:
JJ?
I, IG ?i 1 j9-71? 4 • fia is a Notary Public for the State of Ka o-W 4 M County of
do hereby certify that ZAJ' G,4,)4AW * Zha.- m+ personally appeared
before me thisa L day of %%.ohla.d" IJ and acknowledge the due execution of the a plication for
a stormwater permit. Witness my hand and official seal,
cu. • NOTARY • -
,t * * -
W ' PUBLIC °
?i???k CO? A,'y 1! 1 SEAL

My commission expires °Z a p) :W
Form SWU-101 Version 07July2009 Page 6 of 6
X ?
• '% t NA, iOPermit NO. Ito be provided by DWQ)
:Q
SEAL
027452
''.?•••'?NGINS EP.• • `;'- ( O?OF wATFRQr
NCDENR -s?orr BR
STORMWATER MANAGEMENT P HTrAPPL'eATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Astoria Apartments
Contact person Scott Brown
Phone number 910-426-6777, ext 102
Date 23-Feb-10
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,655,331 ftz
Impervious area, post-development 854,621 ftz
% impervious 51.63 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Basin-Rev.8-9/17/09
71,039 ft3 OK
149,989 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
3.0 in
0.20 (unitless)
0.64 (unitless)
0.13 in/hr OK
0.85 ft3/sec
3.16 ft3/sec
2.31 ft3/sec
200.66 fmsl
199.50 fmsl
199.00 fmsl
200.00 fmsl
199.00 fmsl Data not needed for calculation option #1, but OK if provided.
191.00 fmsl
190.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
y (Y or N)
201.5 fmsl Insufficient. Must equal the temp. pool elev. previously entered
Parts 1. & II. Design Summary, Page 1 of 2
9 `#
Permit
(to be provided by DWQ)
il. DESIGN INFORMATION
Surface Areas
Area, temporary pool 130,327 ftZ
Area REQUIRED, permanent pool 72,835 if
SAIDA ratio 4.40 (unitless)
Area PROVIDED, permanent pool, Ap„„_Pw 116,664 ft` OK
Area, bottom of 1 Oft vegetated shelf, Aboa spur 104,360 W
Area, sediment cleanout, top elevation (bottom of pond), Ab tl.d 86,175 ft`
Volumes
Volume, temporary pool 149,989 ft3 OK
Volume, permanent pool, VPermpooI 448,553 ft3
Volume, forebay (sum of forebays if more than one forebay) 97,551 ft3
Forebay % of permanent pool volume 21.7% % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SAIDA Table Used? Y (Y or N)
Mountain/Piedmont SAIDA Table Used? N (Y or N)
SAIDA ratio 4.40 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vp--P d 448,553 ft'
Area provided, permanent pool, A,-_,w 116,664 ft'
Average depth calculated 3.84 ft OK
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) To it OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, A,„„_,,d 116,664 ft`
Area, bottom of 1Oft vegetated shelf, Abo, ,,elf 104,360 ft`
Area, sediment cleanout, top elevation (bottom of pond), Ab t_p d 86,175 e
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 8.00 ft
Average depth calculated ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 3 &4 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 0.42 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (Q (unifless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 0.85 ft3/sec
Post-development 1-yr, 24-hr peak flow 3.16 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.42 ft3/sec
Storage volume drawdown time 4.10 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 4 :1 OK
Length to width ratio 4.6 :1 OK
Trash rack for overflow & orifice? y (Y or N) OK
Freeboard provided 1.5 ft OK
Vegetated filter provided? n (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? y (Y or N) OK
Drain mechanism for maintenance or emergencies is: pump
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Parts I. & IL Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
G 3 • x, 1. Plans (1" - 50' or larger) of the entire site showing: 66 mom w co SHeeTS)
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- Overflow device, and
- Boundaries of drainage easement.
VActte 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar, 7, 7
- Maintenance access, 3-S
- Permanent pool dimensions, 3,y
- Forebay and main pond with hardened emergency spillway, 1,3 , 3 • L!
-Basin cross-section, AccuR•.Te GOW10UT-5 PXC V1 De D
- Vegetation specification for planting shelf, and -7. 7
-Filter strip. ,v/A
T VNV_IU 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower, GovTOO Z 5 17%0 7e p
Pretreatment and treatment areas, and

3, 4 Inlet and outlet structures. 3.'Z, 3.,4
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
to, AL 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,

?
6T_ U.- to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.

8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 8.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 8.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 199.5
191.0 Pe anen
------------------ Volume
190.0 -ft Min.
Sediment
Storage
FOREBAY
Pool
- - - Sediment Removal Elevation -191.0 Volume
-- - - - - - ?
Bottom Elevation 190.0 1 1-ft NYr
Sedimei
Storage
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Astoria
BMP drainage area number: 01
Print name: William Thorne for Cape Fear Multifamily LLC
Title: Member - Manager
Address: 116-A North Howe Street, Southport, NC 28461
Phone: [phone]
Signature: Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, 1-`? Li 2 I. So A-no s , a Notary Public for the State of
14,6p-7.4 4&toL,, , , County of I©ru na to t e.k, , do hereby certify that
W i t,l a, m )?- `JI-w r-nA personally appeared before me this l 3 *4
day of , A.?* t 1 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, C- 4? at.&" X.
-\ ?\?\\ U I I!/////
L
=w; ** _
PUBLIC
SEAL
My commission expires &44 r?ea yy > 0' ,ZC116'
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
4P,51TF
,50LuTioNS. INC.
Astoria Apartments Storm Water Narrative
The site is currently undeveloped. The site is being developed with the construction of a new
apartment complex with the associated parking lot, drive aisles and buildings. The site is relatively
flat with natural drainage to the eastern side of the property.
i
Drainage Area #1
This area drains all of the impervious surfaces from the new construction as well as some off site
area. The storm water will be treated by a permanent wet pond to be located internal to the
development as shown on the drawings. The storm water is conveyed from the new construction
through grassed swales & pipe to the new pond. The pond is connected to a secondary pond that is
extended onto the adjacent parcel where an existing ditch once drained the property. The second
pond overflows into this ditch and drains the site. The second off site pond will serve this
development as well as possible future development on the adjacent parcel to the north. The second
off site pond is being put on its own lot and this lot will be in the name of an owners association that
will operate and maintain the pond. The owners association will be controlled by both of the land
owners that the pond will service. The first wet pond is the forebay for the pond systems initial
treatment. The permanent pool elevation is controlled by a 3.0 inch orifice that is located on the
riser for the pond. The pond is also designed with an emergency spillway to ensure that the pond is
not breached.

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Cv?u'?Y Gav2T t+avSG
EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND
Instrument Prepared By: Grayson G. Russell, Esq. (No title exam)
Brief Description for Index:
Parcel Identifier Nos.: 0425-77-0293 and 04252-66-9946
Mail after recording to: Grayson G. Russell
Russell Law Group, PLLC
P. O. Box 19001
Raleigh, N.C. 27619
STATE OF NORTH CAROLINA
COUNTY OF CUMBERLAND
THIS AGREEMENT (the "Agreement") made this day of August, 2010, by
and between ATLANTIC MULTIFAMILY, LLC, whose address is 2840 Plaza Place,
Suite 104, Raleigh, Wake County, North Carolina 27612 (hereinafter referred to as
"Developer"), a North Carolina non-profit corporation
whose address is ("POA"), and JOSEPH P. RIDDLE,
III, whose address is 238 N. McPherson Church Road, Fayetteville, NC 28303
(hereinafter referred to as "Riddle") (Developer, POA and Riddle are collectively referred
to as the "Parties", and individually as a "Party").
WITNESSETH
WHEREAS, the Developer is the owner in fee simple of that certain property
situated in Cumberland County, North Carolina and more particularly described on
Exhibit A attached hereto and incorporated by reference herein (the "Atlantic Property");
WHEREAS, Riddle is the owner in fee simple of that certain property situated in
Cumberland County, North Carolina and more particularly described on Exhibit B
attached hereto and incorporated by reference herein (the "Riddle Property");
WHEREAS, the Atlantic Property, the POA Property and the Riddle Property are
contiguous parcels;
WHEREAS, the Developer desires to construct a certain apartment complex upon
the Atlantic Property to be known as The Astoria (hereinafter the "Project");
WHEREAS, the Developer and Riddle formed POA and transferred certain of
their real property to POA to facilitate the construction of the Project and any future
development on the Riddle Property;
WHEREAS, POA is the owner in fee simple of that certain property situated in
Cumberland County, North Carolina and more particularly described on Exhibit C
attached hereto and incorporated by reference herein (the "POA Property");
WHEREAS, the Developer intends to construct and maintain certain storm water
facilities upon the POA Property to serve the Project and any future development on the
Riddle Property;
WHEREAS, the Atlantic Property, the POA Property and Riddle Property are
located within the planning jurisdiction of the Department of Environmental and Natural
Resources ("DENR") and are subject to certain stormwater requirements set forth in
DENR's Stormwater Management Utility Ordinance (the "Ordinance"), as may be
amended from time to time; and
WHEREAS, as required by DENR, and in connection with the development of
the Project and the Riddle Property, the Developer shall construct and install certain
engineered stormwater facilities (the "Stormwater Facilities"), as shown on Developer's
construction plans and drawings (the "Plans"), on the Atlantic property and the POA
Property for the purpose of establishing a stormwater management system for the Project
and any future development on the Riddle Property;
WHEREAS, the Stormwater Facilities are required to comply with the Ordinance;
and
WHEREAS, DENR also requires that the Developer and POA grant to DENR
certain access easements over and across the Atlantic Property and the POA Property for
the purposes of inspecting the Stormwater Facilities as set forth in this Agreement.
NOW, THEREFORE, for a valuable consideration, including the benefits the
Parties may derive therefrom, the adequacy and sufficiency of which is hereby
acknowledged, the Parties hereby agree as follows:
I . Recitals. The foregoing recitals shall constitute an integral part of this
Agreement, and shall be incorporated herein and made a part hereof.
2. Grant of Easements to DENR. POA hereby dedicates, bargains, sells,
grants, and conveys unto DENR, its successors and assigns, a perpetual, non-exclusive
and irrevocable right and easement of ingress, egress and regress over through and across
the POA Property for the purpose of permitting DENR inspection of the Stormwater
Facilities. Whenever possible, DENR shall provide advance written notice to POA prior
to its entry on the POA Property.
The Developer hereby dedicates, bargains, sells, grants, and conveys unto DENR,
its successors and assigns, a perpetual, non-exclusive and irrevocable right and easement
of ingress, egress and regress over, through and across the Atlantic Property to and from
the POA Property for the purpose of permitting DENR inspection of the Stormwater
Facilities.
3. Access, Construction And Maintenance Easement. POA grants unto the
the Developer and Riddle, their heirs, successors and assigns (including, without
limitation, their contractors, subcontractors and agents), a perpetual, non-exclusive right,
privilege and easement in, upon, and across the POA Property for the purpose of
constructing, maintaining, replacing, reconstructing, upgrading and repairing the
Stormwater Facilities and their appurtenances.
The Developer grants unto Riddle, his heirs, successors and assigns (including,
without limitation, his contractors, subcontractors and agents), a perpetual, non-exclusive
right, privilege and easement in, upon, and across the Atlantic Property for the purpose of
constructing, maintaining, replacing, reconstructing, upgrading and repairing the
Stormwater Facilities and their appurtenances, including but not limited to the lift station
situated or to be situated on the Atlantic Property (the "Lift Station").
Upon completion of any activities of a Party which disturb the surface of the POA
Property, the Atlantic Property or the Riddle Property, and any future improvements
permitted by this Agreement, such party shall promptly restore the land and such
improvements to the condition they were in immediately prior to such disturbance or as
otherwise required by the Agreement, except as otherwise provided in this Agreement or
as necessarily modified to accommodate the Stormwater Facilities.
4. Stormwater Discharge Easement. POA hereby dedicates, grants, creates,
and establishes for the benefit of the Developer and Riddle, and their heirs, successors
and assigns, the perpetual, non-exclusive easement to discharge storm water runoff
originating on the Atlantic Property and/or the Riddle Property into the stormwater pond
to be constructed on the POA Property pursuant to the Plans for drainage purposes,
including retention and detention (the "Pond").
The Developer shall at all times be responsible for the quantity and quality of all
waters discharged from the Atlantic Property into the Pond. Riddle shall at all times be
responsible for the quantity and quality of all waters discharged from the Riddle Property
into the Pond. POA shall at all time be responsible for storage of the storm water in the
Pond, and for any discharge of such storm water from the Pond, including compliance
with all applicable federal, state, and local requirements for the operation, use and
maintenance of the Stormwater Facilities.
Neither Developer nor POA shall cause or permit any alteration in the natural
storm water run-off or other drainage flow onto the Riddle Property as a result of its
construction of the Stormwater Facilities. If at any time Riddle, or his heirs, successors
or assigns, determines that any storm water run-off or other drainage has caused or
contributed to any damage to the Riddle Property, Riddle, his heirs, successors or assigns,
may demand, and the Developer and POA shall immediately undertake, such measures as
may be required to correct the condition causing or contributing to such damage and to
bring the Riddle Property back to its original condition prior to the damage, and to
compensate Riddle, his heirs, successors or assigns, for such damages. The provisions of
this paragraph shall be specifically enforceable by Riddle, his heirs, successors and
assigns, without the necessity of demonstrating an adequate remedy at law exists and any
damage to the Riddle Property shall be presumed to be irreparable harm. In connection
with any such action, Riddle, his heirs, successors and assigns, shall not be required to
post a surety bond.
5. Construction of the Stormwater Facilities. The requirements pertaining to
the construction and maintenance of the Stormwater Facilities are more fully set forth in
the Ordinance. Developer agrees to construct the Stormwater Facilities in accordance
with the Plans, the specifications approved by DENR, and all applicable federal, state and
local requirements. Following the commencement of construction of the Stormwater
Facilities, such construction shall be (a) performed in a good and workmanlike manner in
accordance with all applicable laws, codes and ordinances, (b) completed in a diligent
manner, prior to , 20_, subject to matters of force majeure, and (c)
performed using good faith efforts to minimize the disruption to any owners and
occupants of the Riddle Property. Developer shall ensure that construction of the
Stormwater Facilities, as constructed, will be performed in full compliance with any and
all local, state and federal laws, codes and regulations. Notwithstanding anything to the
contrary herein, Riddle shall be under no obligation to construct or develop any
improvements upon the POA Property, the Riddle Property or the Atlantic Property for
the benefit of Developer or any other person or entity.
6. Operation of the Stormwater Facilities/Ex ansion. Without limiting the
generality of the preceding paragraphs, the Stormwater Facilities shall meet or exceed all
applicable requirements and specifications of all governmental agencies having
jurisdiction of matters relating to storm water drainage in the area where the Pond is
located to the end that all the Stormwater Facilities will be qualified to be accepted by
any such storm water district, if otherwise appropriate.
Neither the Developer nor POA shall construct or place any structure, building, or
other surface improvements, whether temporary or permanent, or plant or locate any trees
or shrubs on the POA Property, other than the Stormwater Facilities.
Upon completion of the Stormwater Facilities according to the Plans, POA shall
be responsible for maintaining the Stormwater Facilities in a safe and attractive condition
and in compliance with all applicable governmental requirements. POA shall be further
responsible for the maintenance, repair, reconstruction and replacement thereof, at its sole
cost and expense, subject to contribution from its members to the extent required under
the POA's organizational documents or as otherwise specifically provided in this
Agreement. POA shall also be responsible for maintaining any vegetation on the POA
Property in the manner specified herein and in strict compliance with the Plans, any
approved construction drawings, the Ordinance, applicable laws, regulations and rules,
and the directives of DENR. At all times, the Stormwater Facilities shall perform as
designed and shall at all times comply with the Ordinance and all applicable laws,
regulations, rules and directives of DENR.
In the event Riddle, his heirs, successors or assigns, desire from time to time to
develop all or a portion of the Riddle Property and such development requires
improvements or modifications to the Stormwater Facilities, including the Lift Station,
beyond those contained in the Plans, such that the Stormwater Facilities and said Lift
Station can serve both the Project and the improved Riddle Property, or portion thereof,
Riddle may undertake to make any such improvements or modifications to the
Stormwater Facilities without any further consent or authorization from the Developer,
POA or any third party, at Riddle's sole cost; provided, however, that the Parties agree
that the costs of any upgrade, modification and/or expansion of the Lift Station deemed
necessary by Riddle for the development of the Riddle Property, including with respect to
the pump and propeller systems contained therein shall be borne solely by the Developer.
Accordingly, the Developer shall, contemporaneously with the execution and delivery by
the Developer of this Agreement, make a capital contribution to the POA in the amount
of $ to be held in trust by POA and used by POA solely for said upgrades,
modifications and expansion to said Lift Station.
Upon receipt of Riddle's invoice for its respective portion of the costs of such
upgrades, modifications and expansion of the Stormwater Facilities. POA and the
Developer, as applicable shall, within thirty (30) days thereafter, reimburse Riddle for its
share of the above-referenced costs.
In the event POA or the Developer fails to perform any obligations under this
Agreement within ten (10) days of written notice by Riddle, or POA fails to provide
insurance or evidence of insurance as required by paragraph 8 below, Riddle may, but is
not required to, perform any such obligation of POA at the sole cost and expense of POA
and/or the Developer, as applicable. Except as may be necessary to prevent damage or
injury on an emergency basis, Riddle shall not commence performance of any
unperformed obligation of POA or the Developer as long as, within such ten (10) day
period, POA of the Developer, as applicable, shall have commenced curative action and
thereafter shall prosecute such curative action diligently to completion.
performance by POA of all of the covenants, conditions, and provisions in this
Agreement. This Guaranty shall be absolute, continuing and unlimited.
(e) Indemnity. The Developer shall indemnify, defend, and hold harmless
POA and Riddle, their heirs, successors and assigns, from and against any and all losses,
claims, actions, damages, liabilities, penalties, fines, or expenses, of whatsoever nature,
including, without limitation, reasonable attorney's fees and costs on account of
mechanics' lien claims, injury to persons, the death of any person, or damages to property
("Claims") arising from Developer's use of the POA Property or any adjoining areas, or
from the discharge of storm water onto the POA Property or the Riddle Property, or from
the storage of storm water in the Pond, or the release or discharge of the storm water from
the Pond, or from any activities contemplated by this Agreement, except to the extent any
such Claim results from the wrongful acts or omissions or the negligence, gross
negligence or willful and wanton acts of the party(ies) seeking indemnification.
9. Non-Obstruction. The easement herein granted is intended to, and shall be
construed to permit free and unobstructed usage of the POA Property by the Parties as
provided herein. Accordingly, except as specifically provided for herein, no charges may
be imposed by the Developer or Riddle for such use, and no barriers or other obstructions
may be placed thereon, except as provided in the POA's organizational documents.
10. License to Remove Dirt. POA hereby authorizes the Developer to grade
and remove fill dirt ("Dirt") from the POA Property for use in constructing the
Stormwater Facilities without charge; provided, however, that (a) the Developer shall
remove only such Dirt from the POA Property as is reasonably necessary for the
Developer to construct the Stormwater Facilities, and in any event, not to exceeds of
38,000 cubic yards, (b) the Dirt shall be used solely for the Project, (c) all such
excavation operations shall be in an orderly and progressive manner, and (d) the
Developer shall give due consideration to disturbances which will affect soil movement
or impair and aggravate water movement. The Developer shall also be responsible for
directing the flow of water arising from the excavation of Dirt into approved erosion
control devices in a manner acceptable to DENR and other governmental authorities.
During the term of this Agreement, or upon any termination or abandonment of the
Developer's excavation activities, the Developer shall control drainage and reclaim all
excavated areas disturbed by its operations in the manner required by DENR, all
applicable laws of the State of North Carolina and the rules and regulations issued
thereunder. Any existing road used by the Developer in connection with its activities on
the POA Property that is damaged or injured beyond ordinary wear and tear through such
use shall promptly be restored by the Developer to its original condition. The Developer
shall protect property such as fields, fences, telephone, light and power lines, buildings,
ditches, bridges, etc. on the POA Property and the Riddle Property against injury from its
operations, and shall repair damage caused by the Developer by restoring them
immediately to the condition found prior to change.
Any materials moved from any borrow pit area but not removed from the POA
Property shall be returned to a borrow pit area at the conclusion of the Developer's
excavation activities. The Developer shall not deposit any materials of any nature
whatsoever on the POA Property or the Riddle Property which do not originate from the
POA Property or the Riddle Property, respectively. The Developer shall take all
appropriate erosion prevention measures with respect all areas disturbed by the
Developer at the POA Property, together with areas of the Riddle Property affected by
Developer's operations on the POA Property, and shall leave all areas disturbed by the
Developer's operations properly drained into erosion control devices at the termination of
its activities, all of which shall be undertaken in a manner acceptable to DENR and in
accordance with any reclamation plan submitted to DENR.
The Developer, at its sole cost and expense, shall comply with all laws,
ordinances, orders, rules and regulations of state, federal, municipal or other agencies or
bodies having jurisdiction over the Developer's use of the POA Property. The Developer
shall be responsible for obtaining all federal, state and local permits and approvals
required for its Dirt removal operation at the POA Property at its sole cost and expense,
and Developer shall furnish POA and Riddle a copy of all permits obtained by the
Developer for its operations at the POA Property.
The Developer covenants that it shall timely comply with all the terms and
conditions of any reclamation plan required by DENR and any other governmental
authorities. The Developer shall indemnify and hold POA harmless for claims, damages,
liabilities, losses, costs and expenses of any kind or nature whatsoever (including,
without limitation, attorneys' fees and expenses and court costs) arising out of or in any
manner related to the Developer's failure to timely comply with any term, provision or
condition of said reclamation plan.
11. Release. Developer accepts the condition of the POA Property and the
Dirt (to the extent of any rights therein) in their "AS IS" condition. By entering this
Agreement, the Developer waives and releases POA from any liability, obligation,
damage, or claim of whatsoever nature relating to the condition of the POA Property and
the Dirt, whether apparent or hidden.
12. Transfer of Ownership. In thee event of a transfer of the ownership of all
or a portion of the POA Property, the Atlantic Property or the Riddle Property, the
respective owner, as applicable, shall, within thirty (30) working days of such transfer of
ownership, notify DENR Stormwater Department of such ownership transfer if such
information is not otherwise contained in the instrument by which the transferee acquired
such interest recorded in the land records of Cumberland County, North Carolina.
14. No Waiver of Right. This Agreement shall not in any way diminish, limit,
or restrict the right of DENR to enforce any of its ordinances as authorized by law.
15. Notice. Written notice as required hereunder shall be provided to DENR
, to POA at , Attention:
to Riddle at 238 N. McPherson Church Road, Fayetteville, NC 28303,
Attention: Joseph P. Riddle, III (with a copy to Richard A. Galt, Esq., 2533 Raeford
Road, Fayetteville, North Carolina 28305), and to the Developer at 2840 Plaza Place,
Suite 104, Raleigh, Wake County, North Carolina 27612. Written notice shall be deemed
received four (4) days following its deposit, first class mail, return receipt requested, with
the United States postal system. In the event notice to a Party is returned, the notifying
Party may notify the other Party(ies) at either (i) the mailing address provided to the
Cumberland County Tax Assessor; or (ii) the registered agent of the Party on file with the
Corporations Division of the Secretary of State's Office.
16. Successors and Assigns. This Agreement shall bind and inure to the
benefit of the Parties hereto, their respective heirs, representatives, lessees, successors
and assigns; provided, however that no conveyance by Developer of all or a portion of
the Atlantic Property shall relieve Developer of its obligations hereunder.
17. Covenant Running with the Land. It is understood and agreed that until
this document is fully executed by POA, the Developer and Riddle and recorded in the
Cumberland County, North Carolina Register of Deeds, there is not and shall not be an
agreement of any kind between the Parties hereto upon which any commitment,
undertaking or obligation can be founded. Once recorded with the Register of Deeds of
Cumberland County, North Carolina, this Agreement shall constitute a covenant running
with the land and shall be binding on the Parties, their administrators, executors,
successors, heirs, and assigns.
18. Amendment. This Agreement (including exhibits) may be modified or
canceled only by the mutual agreement of (a) POA, its successors or assigns, (b)
Developer, as long as it has any interest in the Atlantic Property, and (b) Riddle, as long
as Joseph P. Riddle, III, or his heirs, Trina T. Riddle or her heirs, a trust for the benefit of
Joseph P. Riddle, III or Trina T. Riddle, or any of the members of their family, or any
entity in which Joseph P. Riddle, III or Trina T. Riddle has any interest as either owner or
lessor of the Riddle Property, or their successors-in-interest, has any interest in the
Riddle Property. No amendment to this Agreement shall become effective until executed
by the appropriate parties and recorded in the office of the County Register of Deeds.
19. Term. This Agreement shall continue as a servitude running in perpetuity
with the Property.
20. Liability of Riddle. Notwithstanding anything to the contrary herein, it is
specifically understood and agreed, such agreement being a primary consideration for the
execution of this Agreement by Riddle, that if Riddle shall fail to perform any covenant,
term or condition of this Agreement upon Riddle's part to be performed and, as a
consequence of such default, another person or entity shall recover a money judgment
against Riddle, such judgment shall be satisfied only out of the proceeds of sale received
upon execution of such judgment (or rent profits, insurance proceeds, or consideration
received by Riddle from the sale of all or any part of his interest in the Riddle Property if
Riddle has failed to satisfy such judgment within the time period for an appeal for such
judgment by such person or entity as prescribed by law) and levy thereon against the then
right, title, and interest of Riddle in the Riddle Property, as the same may then be
encumbered, and Riddle shall not be liable for any deficiency. It is understood that in no
event shall any person or entity have any right to levy execution against any property of
Riddle other than its interest in the Riddle Property as hereinbefore expressly provided.
In the event of the sale or other transfer of all of Riddle's right, title and interest in the
Riddle Property, Riddle shall be released from all liability and obligations under this
Agreement.
IN WITNESS WHEREOF, the parties have executed this Agreement the day
and year first written above.
[Signature page to follow]
IN WITNESS WHEREOF, the Parties have executed this Agreement and under
seal as of the day and year first above written.
DEVELOPER:
ATLANTIC MULTIFAMILY, LLC
By:
William H. Thorne, Manager
(SEAL)
RIDDLE:
Joseph P. Riddle, III
[POA]
By:
President
Attest:
(SEAL)
(SEAL)
NORTH CAROLINA
COUNTY OF
I, the undersigned Notary Public, certify that Joseph P. Riddle, III personally
came before me this day and acknowledged the he voluntarily executed the foregoing
instrument in his own name.
WITNESS my hand and official stamp seal this the day of ,
2010.
(SEAL) , Notary Public
My Commission Expires:
STATE OF NORTH CAROLINA
COUNTY OF
I, the undersigned Notary Public do hereby certify that William H. Thorne personally
appeared before me this day and acknowledged that he is the Manager of Atlantic
Multifamily, LLC a North Carolina limited liability company, and that he as Manager,
being authorized to do so, executed the foregoing instrument on behalf of said entity.
This the day of , 2010.
(SEAL)
Notary Public
My Commission Expires:
[Add POA acknowledgement]
{_ 8
?f.IVt
REPORT OF
SUBSURFACE EXPLORATION
AND GEOTECHNICAL ANALYSIS
THE ASTORIA OF HOPE MILLS
HOPE MILLS, NORTH CAROLINA
KAM PROJECT NUMBER 10-025
PREPARED FOR:
FIRST OAKLAND PROPERTIES
2840 PLAZA PLACE, SUITE 104
RALEIGH, NORTH CAROLINA 27612
PREPARED BY:
KAM ENGINEERING SERVICES, P.C.
610 SPRING BRANCH ROAD
DUNN, NORTH CAROLINA 28334
PHONE: [phone] • FAX: [phone]
FEBRUARY 4, 2010
PRELIMINARY REPORT

Geotechnical Engineering Services
Construction Material Testing
Civil Quality Control
February 4, 2010
First Oakland Properties
2840 Plaza Place, Suite 104
Raleigh, North Carolina 27612
Attention: Mr. Gary Brady
Re: Report of Subsurface Exploration and Geotechnical Evaluation
The Astoria of Hope Mills
Hope Mills, North Carolina
KAM Project No. 10-025
Ladies and Gentlemen:
KAM Engineering Services, P.C. is pleased to present this report for the subsurface exploration and
geotechnical evaluation for The Astoria of Hope Mills apartment complex located near the intersection
of Legion Road and Black & Decker Road in Hope Mills, North Carolina. This report contains a
description of the project information provided to us, a discussion of the general subsurface conditions
revealed during our geotechnical exploration, and our geotechnical recommendations for the proposed
construction.
There are important limitations to this and all geotechnical studies. Some of these limitations are
discussed in the information prepared by The Association of Engineering Firms Practicing in the
Geosciences (ASFE). We ask that you please review this information and contact us should you have
any questions.
We have enjoyed working with you and appreciate the opportunity to serve as your geotechnical
consultant on this project. If you need further information, or if we can provide additional services,
please do not hesitate to contact us.
Respectfully Submitted,
KAM ENGINEERING SERVICES, P.C.

Kurt A. Miller, P.E. - Senior Geotechnical Engineer
www. KAM-Engineerinq.com
r i
kAIA
TABLE OF CONTENTS
PAGE
1.0 PURPOSE AND SCOPE OF SERVICES .........................................................................................2
Purpose of Study .................................................................................................................................. ..2
Scope of Services ................................................................................................................................ ..2
2.0 PROPOSED PROJECT DATA ....................................................................................................... ..4
3.0 EXPLORATION PROCEDURES ................................................................................................... ..5
Field Exploration ................................................................................................................................. ..5
Laboratory Testing .............................................................................................................................. ..6
4.0 SITE AND SUBSURFACE CONDITIONS .................................................................................... ..7
Site Conditions .................................................................................................................................... ..7
Regional Geology ................................................................................................................................ ..7
Subsurface Conditions ......................................................................................................................... ..7
Groundwater Conditions ..................................................................................................................... ..9
Laboratory Results ............................................................................................................................... ..9
5.0 ENGINEERING EVALUATION AND RECOMMENDATIONS ............................................... 10
5.1 General ....................................................................................................................................... 10
5.2 Site Preparation .......................................................................................................................... 10
5.3 Structural Fill Placement ........................................................................................................... 11
5.4 Cut and Fill Slopes ..................................................................................................................... 12
5.4.1 Slope Stability ............................................................................................................... 12
5.1.2 Slope Protection ............................................................................................................ 13
5.5 Excavation Recommendations ................................................................................................... 13
5.6 Foundation Support ................................................................................................................... 13
5.7 Estimated Settlement ................................................................................................................. 15
5.8 Floor Slab Considerations .......................................................................................................... 15
5.9 Pavement Recommendations ..................................................................................................... 16
5.10 Seismic Design Considerations ................................................................................................. 17
5.11 Dewatering Considerations ........................................................................................................ 17
5.12 Expansive, Dispersive, or Collapsing Conditions ..................................................................... 18
6.0 CONSTRUCTION QUALITY CONTROL .................................................................................... 19
Recommendations for Construction Monitoring ................................................................................. 19
Safety Precautions and Governing Authority ...................................................................................... 19
7.0 LIMITATIONS ..................................................................................................................................20
APPENDIX I SITE LOCATION PLAN
BORING LOCATION PLAN
APPENDIX II BORING LOGS
APPENDIX III LABORATORY DATA
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kPURPOSE AND SCOPE OF SERVICES

Purpose of Study
The purpose of this study was to obtain information regarding the general subsurface conditions
encountered within the building and pavement areas of the new apartment complex. Additionally, this
study was undertaken to conduct pertinent field and laboratory tests to assess the engineering
characteristics of the subsurface materials and to provide general recommendations regarding the
geotechnical aspects of site preparation and foundation design. This report contains the following
items:
• A discussion of the Planned Construction including structural loading information for the
building and our assumptions regarding the loading of the proposed pavements;
• Information regarding our subsurface exploration and laboratory testing;
• a review of the existing subsurface conditions with comments on local geology;
• Construction Recommendations, including
• a general evaluation of the site considering the proposed construction and subsurface
conditions encountered;
• recommendations for site preparation and construction of compacted fills
• recommendations for the design and construction of shallow foundation support
systems;
• recommendations regarding estimated foundation settlements;
• recommendations for the design of slabs-on-grade including soil support
characteristics;
• recommendations for flexible pavement design; and
• recommendations for quality control and testing during recommendations.
Scope of Services
The scope of service provided for this project was outlined in two separate proposals. Proposal
Number PROP09-061 G identified an initial scope of work to include a series of 15 soil test borings to
confirm that the soils at the site were conducive to support the planned construction. In order to meet
HUD requirements, an additional 83 borings were needed to develop these final recommendations.
The additional scope of work was identified in our Proposal 2010-011 G.
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I ,
kAiA
Our services included coordination of boring locations with Mr. Chris Pusey, P.E. of 4D Site Solutions
to achieve the appropriate coverage. We understand that 4D Site Solutions is the project Civil
Engineer of Record. Through this coordination, a subsurface exploration program was developed to
include a total of 87 soil test borings. Eighty-five (85) of the soil test borings were performed in
structural areas of the site, and two borings were advanced in permanent sediment basins to determine
the infiltration rates for design. A Geotechnical Engineer classified the boring samples, and identified
representative samples for testing in our laboratory. The information was compiled and analyzed with
specific regard to the design information provided to us by 4D Site Solutions and Mr. Marc Mills,
Architect of Planworx Architecture, P.A. The results of our evaluation, including recommendations as
they pertain to this site and the anticipated construction, are provided in this report.
3
PRELIMINARY REPORT
t?al?
2.0 PROPOSED PROJECT DATA
The proposed project data is based on information obtained from e-mail correspondence from and
conversations with Mr. Marc Mills of Planworx Architecture, P.A. and Mr. Chris Pusey, P.E. of 4D
Site Solutions. This information included Sheet 1 of the Civil Design package dated November 16,
2009. This plan indicates the location of twelve, multi-story apartment buildings; 17 garage structures;
the Clubhouse Building with pool and pool house, and all associated pavement areas. Mr. Pusey, P.E.
has also provided finished floor elevations and cut/fill depths within the apartment buildings. Mr.
Mark Mill also provided the standard foundation details for the building foundations.
The subject site is located on the north side of Black & Decker Road, east of Legion Road. We have
shown the location of the site on Figure 1, in the Appendix I. The site is currently undeveloped and
covered with dense vegetation and small to medium sized trees. Site topography is generally flat with
less than 2 feet of elevation change across the site.
Based on the information provided to us, we understand that the proposed development will include the
construction of twelve two and three story, apartment buildings. The apartment buildings will have
slab-on-grade floor systems, and will be supported on a shallow foundation system consisting of
continuous exterior wall footings, and thickened slabs for interior load bearing walls. The exterior
edges of the slab will also be thickened and be designed to bear on the exterior wall footings. We
presume that garage slabs and foundations will be designed in a similar manner.
Flexible pavements will be designed to provide access to the site, site roadways and to provide
additional parking areas. For residential Multi-family housing, we have used the following estimates
for this development.
The Apartment Complex is fully developed with no growth potential.
2. Multi-Family Housing averages 6.7 trips per day per dwelling.
3. 1 % of traffic volume will be heavy trucks, 4% will be light delivery type trucks, and the
remainder will be automobile traffic.
4. Roadways are constructed in accordance with current NCDOT standards.
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PRELIMINARY REPORT
I

Therefore our pavement design is based on 30 Equivalent (18K) Axle Loads per day.
We also understand that maximum wall loads will be less than 2200 pounds per linear foot. We have
further estimated that gross floor slab loads will be on the order of 350 pounds per square foot. If
actually loading conditions are greater than these reported maximums, we will need to re-evaluate our
recommendations.
A site location map is included as Figure No.I in Appendix I, and a preliminary site plan to show the
location of the building and the pavement areas is included as Figure 2 in Appendix I.
3.0 EXPLORATION PROCEDURES
Field Exploration
The soil test borings were performed at the approximate locations shown on the attached "Boring
Location Plan", Figure No. 2, included in Appendix I. The soil test borings were located in the field
using coordinates provided by 4D Site Solutions.
The soil test borings were performed using hollow-stem, continuous flight auger drilling techniques in
general accordance with ASTM D 6151 procedures. Standard Penetration Testing (SPT) was
performed at selected intervals in the test borings to evaluate the strength, relative density and
consistency of the soils encountered. During Standard Penetration Testing, the N-value of the soils
sampled was recorded. The N-value represents the number of blows required to drive a split-barrel
sampler 12 inches into the ground with a 140-pound hammer falling from a height of 30 inches. The
sampler is driven three successive, 6-inch increments. The first 6-inch increment is referred to as the
"seating drive". The second and third 6-inch increments of penetration-blows per foot (bpf)---are
added to obtain the Standard Penetration Resistance value, commonly known as the N-value. When
properly evaluated, the N-value provides an index for estimating soil strength and relative density.
In conjunction with the Standard Penetration Testing, split-spoon samples were obtained in
general accordance with ASTM D 1586 and were returned to our laboratory to be visually-manually
examined and classified by a geotechnical staff professional in general accordance with ASTM D 2488
and the Unified Soil Classification System (USCS).
Water level measurements were made at the termination of drilling. The boreholes were immediately
5
PRELIMINARY REPORT

"
backfilled at the termination of drilling using the soil cuttings from each borehole, making subsequent
water level readings unobtainable.
Laboratory Testing
Once the test borings were complete, a representative bulk samples was retrieved from the soils boring
cuttings. This sample was analyzed for moisture content by ASTM D-2166, moisture-density
relationship by ASTM D-1557, particle size distribution by ASTM D-422 (using 200 wash data
determined by method ASTM D-1140. Once our testing was completed, a sample of the bulk sample
was transported to Geotechnics' laboratory in Raleigh, North Carolina for California Bearing Ratio
(CBR) testing in general accordance with ASTM D-1883. In addition, representative samples were
obtained from the split spoon samples for gradation and moisture testing. We have included the results
of our testing in Appendix III.
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PRELIMINARY REPORT

4.0
Site Conditions
SITE AND SUBSURFACE CONDITIONS
The project site is located on the north side of Black & Decker Road, east of the intersection of Legion
Road in Hope Mills, North Carolina. The property is currently undeveloped, and is covered with
heavy vegetation and small to medium sized trees. The general topography of the site is flat with less
than 24 inches of relief in any direction. Based on the site topography, and information from Mr. Chris
Pusey, P.E. at 4D Site Solutions, we understand that 1 to 5 feet of structural fill soils will be placed in
the structural areas of the site to achieve the desired grades.
Regional Geology
Based on our review of the Geologic Map of North Carolina (Brown, 1985), the site is located in the
Lakeland-Candor-Blaney Formation of the Sand Hills area of the Coastal Plain Physiographic Province
of North Carolina. Soils
in this area are generally
marine sediments that
were deposited during
successive periods of
fluctuating sea level and
moving shoreline. The
formations tend to dip
® Blue Ridge Belt [M Raleigh Belt Charlotte Belt
Coastal Plain 0 Carolina slate Belt Kings Mountain Belt
® Inner Piedmont ® Triassic Basin ® Murphy Belt
Eastern Slate Belt Milton Belt
Site
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 in this province are typical of those deposited in a shallow, sloping sea bottom; sands, silts, and
clays. 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.
Subsurface Conditions
General subsurface conditions encountered during our subsurface exploration are described herein.
For more detailed soil descriptions and stratifications at the boring locations, the "Boring Logs" should
7
PRELIMINARY REPORT

?vr
be reviewed. The "Boring Logs" represent our interpretation of the field logs based on an engineering
examination. The horizontal stratification lines designating the interface between various strata
represent approximate boundaries. Transition between different strata in the field may be gradual in
both the horizontal and vertical directions.
Surface: At the ground surface each test boring encountered topsoil at the ground surface.
Additionally, test borings 501 through 507, 509, 511, 513 and 514 also encountered organically stained
soil below the topsoil. The organically stained materials are generally clayey and also contain fine
roots. Both the topsoil and the underlying organically stained materials are unsuitable for the support
of the new construction. The depth of the unsuitable topsoil materials ranges from 8 to 20 inches thick.
Additionally deeper topsoil depths should be expected in treed areas. It would not be unreasonable to
expect topsoil depths upwards of 36 inches in isolated areas. All of this material is generally referred
to as topsoil, but we note that no testing has been performed to verify that soils meet the requirements
of topsoil.
Natural Soil (Zone 1): Below the topsoil materials, naturally occurring soils which are typical of the
Coastal Plains Province were encountered. These materials consist of clayey sand (USCS SC) and
sandy clay (USCS CL). These materials are of moderate plasticity and do not drain well. The
materials in this zone are above the material's optimum moisture content by 3 to 6 percent at the
locations tested. Standard Penetration Resistances (N-values) in these soils ranged from 3 to 11 with
an average SPT value of 6 blows per foot. The sofUloose soils encountered in Zone 1 were
encountered to depths of 2 to 5 feet below the ground surface.
Natural Soil (Zone 2): Below the Zone 1 soils, another layer of naturally occurring soils were
encountered. These materials consist of clayey sand (USCS SC) and silty sand (USCS SM). The
materials in this zone are saturated, but are fairly dense. Standard Penetration Resistances (N-values)
in these soils ranged from 8 to 35 blows per foot, with an average SPT value of 8 to 13 blows per foot.
The medium dense soils encountered in Zone 2 were encountered to an average depth of 17 feet below
the ground surface.
Natural Soil (Zone 3): Below the Zone 2 soils, another layer of loose, naturally occurring soils was
encountered. These materials consist of silty sand (USCS SM) and with occasional layers of slightly
8
PRELIMINARY REPORT
"silt or clayey sand (USCS SP-SM or SP-SC). The materials in this zone are saturated, and are loose.

Standard Penetration Resistances (N-values) in these soils ranged from 3 to 6 blows per foot. The
loose soils encountered in Zone 3 were encountered to an average depth of 28 to 30 feet below the
ground surface. All of the test borings, except 507 were terminated Zone 3 at depths of 20 to 30 feet.
Natural Soil (Zone 4): Below the Zone 3 soils, more dense naturally occurring soils was encountered.
These materials consist of silty or clayey sand (USCS SM or SC), or silt or clay (USCS MH or CH).
Standard Penetration Resistances (N-values) in these soils ranged from 11 to 40 blows per foot, with an
average of 25 blows per foot. Boring 507 terminated in this zone at a depth of 100 feet.
Groundwater Conditions
Groundwater was encountered during drilling operations in all of the test borings at depth of 1.5 to 3.3
feet below the ground surface. Temporary piezometers were installed periodically, so that the
stabilized depth to ground water could be determined. After a period of 24 hours, the depth to
groundwater was measured at 1.6 to 3.1 feet below the ground surface.
Please keep in mind that subsurface water levels within this region tend to vary with seasonal and
climatic changes. Generally, the highest water levels are expected to be early spring; and the lowest
levels in late summer and early fall. Therefore, water may be encountered during construction at
depths not indicated during this study.
Laboratory Results
Laboratory testing was performed for selected soil samples obtained during our site reconnaissance.
Two (2) bulk samples were secured from the site and transported to our laboratory for testing.
These samples were prepared and tested to determine the moisture content in accordance with
ASTM D-2166; the particle size distribution in general accordance with ASTM D-422; and the
plastic indices in accordance with ASTM D-4318. The soils were then classified in accordance
with the Unified Soil Classification System (USCS) in general accordance with ASTM D-2487.
In addition, a moisture-density relationship was performed, and for one sample the California
Bearing Ratio (CBR) was determined in general accordance with ASTM D-1883. The results of
our testing, including our laboratory data, are presented in Appendix III.
9
PRELIMINARY REPORT

"" Wk
5.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
5.1 General
Our evaluation and recommendations are based on the project information outlined previously and on
the data obtained from the field and laboratory testing programs. If the structural loading, geometry,
alignment, or elevation of the structures differs from those outlined herein, or if conditions are
encountered during construction differ from those encountered at the soil test borings, KAM
Engineering Services requests the opportunity to review the recommendations presented herein based
on the new information and make any necessary changes.
5.2 Site Preparation
The proposed construction area should be stripped of any topsoil, organic stained soils, roots, tree
stumps, organic humus. Depressions or low areas resulting from this stripping operation should be
backfilled with structural fill and compacted as recommended herein. Because the site is covered with
trees and heavy vegetation, there are substantial portions that the stripping process will likely result in
removal of 12 to 30 inches of unsuitable topsoil materials. During the clearing and grubbing phase of
construction and grading, hidden features in the substratum, such as organic laden materials or other
deleterious materials may be encountered within the proposed construction area. Depressions or low
areas resulting from stripping activities should be backfilled with structural fill and compacted as
recommended herein.
Monitoring of site preparation activities by KAM Engineering Services personnel is
recommended.
After stripping and excavation activities are complete, and prior to placing structural fill, all structural
areas should be moisture conditioned to within 3 percent of the material's optimum moisture content,
and thoroughly compacted using a vibratory sheep's-foot roller. Structural areas include all building
areas, access roads, parking areas, pool areas, and sidewalk areas. Once the surface materials have
been densified, adequate density testing should be performed to confirm that the soils have been
compacted to at least 95 percent of the standard proctor maximum dry density. Once this operation is
complete, the compacted subgrade soils should be evaluated by our geotechnical staff professional.
This evaluation should include observing a proof roll of the subgrade bearing materials and to confirm
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PRELIMINARY REPORT

their consistency with the subsurface characteristics encountered during our field exploration. The
exposed subgrade should be proofrolled with a loaded tandem-axle dump truck or similar rubber-tired
equipment with a minimum load of 15 tons. Any areas which rut, deflect, or pump excessively during
the proofroll evaluation, and which cannot be densified by further rolling, should be undercut to
suitable soils and backfilled as directed by our geotechnical engineer during the evaluation.
The exposed subgrade should be sloped and graded to drain to minimize the accumulation of
precipitation. If the exposed subgrade soils are not as anticipated, or become excessively wet, our
geotechnical engineer should be consulted for guidance. Proofrolling should not be performed on
saturated or frozen subgrades, or during wet weather conditions.
5.3 Structural Fill Placement
Based on the results of our soil test borings, the on-site soils may be used as structural fill, if these soils
are at moisture conditions which allow for "proper" placement and compaction as recommended
herein. Material to be used as structural fill should be tested prior to its use, to determine its suitability
and compaction characteristics. Structural fill should be free of organic material and other deleterious
material.
Materials which will be placed as structural fill should be free from roots and other organic materials,
trash, debris, and cobbles larger than 3 inches in diameter. The following soils, as identified by their
Unified Soil Classification System (ASTM D-2487) group symbols, will be suitable for structural fill:
GC, GM, SP, SW, SC, ML and CL. The following soils should be considered unsuitable: PT, OH,
OL, GP, GW, MH and CH. We recommend that fine grained soils which will be used for structural fill
within the upper 18 inches of the finished subgrade elevation have a liquid limit of less than 50, with a
plastic index of less than 30. In any case we recommend that the structural fill materials have a dry
unit weight of at least 90 pounds per cubic foot.
Representative samples of each engineered fill material should be collected and tested by KAM
Engineering Services to determine the material's moisture-density characteristics-including, the
maximum dry density, optimum moisture content, and plasticity index. These tests are needed for
quality control of the structural fill and to determine if the fill material meets project specification
requirements. Backfill in structural areas should contain no more than 2 percent (by weight) of organic
11
PRELIMINARY REPORT
1
I
material and should have a maximum dry density not less than 90 pounds per cubic foot as determined
in general accordance with ASTM D 698. Soil not meeting these criteria may be used in landscaped or
non-structural areas.
Once fill placement begins, KAM Engineering Services personnel should perform field density tests to
document the degree of compaction being obtained in the field by the contractor. Fill material should
be placed in loose lifts less than 8 inches thick. The moisture content of the fill soils should be within
f3 percentage points of the optimum moisture content based on ASTM D 698. The in-place dry
density should equal or exceed 95 percent of ASTM D 698, unless otherwise specified. However, the
upper 12 inches of fill beneath the building slab and pavements should be compacted to 98 percent of
the same index.
The contractor should exercise care after the structural fill has been placed. If water is allowed
to stand on the surface, these soils may become saturated. Movement of construction traffic on
saturated subgrade causes rutting that may destroy the integrity of the subgrade. Once the integrity of
the subgrade is destroyed, mobility of construction traffic becomes difficult or impossible. The fill
surface should be sloped to achieve positive drainage and to minimize water from ponding on the fill
surface. If the surface becomes excessively wet, fill operations should be halted and our geotechnical
engineer should be consulted for guidance. Monitoring of site preparation, including fill placement and
density testing by our engineering technician, is essential in verifying that adequate compaction is
being achieved by the contractor.
5.4 Cut and Fill Slopes
5.4.1 Slope Stability
Localized areas of soft or unsuitable soils not detected by our borings or in unexplored areas of the site
may be encountered once construction commences. Vertical cuts in soft or unsuitable soils may be
unstable and may present a significant hazard because they can fail without warning. Therefore,
temporary construction slopes greater than four feet in height should not be steeper than one horizontal
to one vertical (1HAV), and all excavated soils, equipment, building supplies, etc., should be placed
away from the edges of the excavation at a distance equaling or exceeding the depth of the excavation.
Excavations should be sloped or shored in accordance with local, state, and federal regulations,
including OSHA (29 CFR Part 1926) excavation trench safety standards. Slope safety should be the
12
PRELIMINARY REPORT

sole responsibility of the grading (or utility) contractor.
5.4.2 Slope Protection
Unbraced excavations may experience some minor localized instability (i.e., sloughing). To mitigate
sloughing, all excavated slopes should be covered with polyethylene for protection from rainfall and
moisture changes. It should be emphasized that continuous observation by qualified personnel is
important during trenching or excavation operations at the site. Surface water runoff should be
diverted away from the crest of the excavated slopes to prevent erosion and sloughing. Groundwater
seepage may occur in the sides of an excavation after periods of heavy rainfall. Usually such seepage
is minimal and can be handled by conventional pumping techniques. If groundwater is encountered
during construction activities, KAM Engineering Services should be notified immediately.
5.5 Excavation Recommendations
Based on the results of the soil test borings, we anticipate that generally medium dense sands and stiff
to very stiff clays will be encountered during general site grading and installation of the foundations
and utilities for the proposed building and pavement areas. We anticipate that these soils can be
excavated using conventional equipment. Naturally occurring massive rock will not be encountered at
this site.
5.6 Foundation Support
Based on the results of our soil test borings, the proposed buildings can be supported on the firm
natural soils or on newly placed structural fill, provided the recommendations outlined in this report are
implemented. An allowable net bearing pressure of 3,000 pounds per square foot (psf) can be used for
design of the foundations bearing on firm soils with Standard Penetration Resistance values of at least
10, or structural fill compacted to at least 95 percent of its Standard Effort Maximum Dry Density as
determined by ASTM D-698. Based on the reported maximums discussed previously, and the results
of our soil test borings, the shallow spread footings should extend to a minimum depth of 12 inches
below external grade for embedment for bearing capacity and frost protection. Deeper embedment
depths may be required if unsuitable subgrade bearing material is encountered once foundation
construction begins. In addition, regardless of loading, continuous wall and column footings should
have a minimum width of 24 inches, respectively. Adequately spaced control joints should be
13
PRELIMINARY REPORT

incorporated in the design of footings and masonry walls at locations where any transition occurs
between cut and fill areas. Other design considerations should be dictated by building loads and local
building code requirements.
The foundation bearing areas should be free of any loose or soft material, standing water, or debris.
Concrete should not be placed on soils that have been softened by precipitation or frost heave. We
recommend that the bearing surfaces be evaluated by KAM Engineering Services geotechnical staff
professional prior to foundation installation. This evaluation may consist of hand auger borings with
Dynamic Cone Penetrometer (DCP) testing equipment or other suitable methods. Materials that are
not able to provide the required bearing capacity of 3,000 psf, should be undercut as directed by our
geotechnical engineer. Because we anticipate that islolated areas of loose material will be
encountered during the excavation of the footings, we suggest that the contract documents reflect
this potential condition. The contract documents should estimate that 10 percent of the footing
will require undercut and repair in order to achieve the design bearing capacity.
The undercut and repair should be directed by our onsite representative during the construction of the
footings. If loose/soft soils are encountered which do not yield a DCP value of at least 10 blows per
increment, the soils should be removed to our field recommended depth or to a maximum of 24 inches
below the bottom of the footing. For each foot of depth excavated, the width of the footing (wall or
column) should be extended lateral at least 6 inches. The resulting excavation should be backfilled
using washed NCDOT No. 57 stone.
Exposure of the subgrade materials to the environment may weaken these soils at the foundation
bearing level. If the foundation excavations remain open for long periods of time, or during inclement
weather, re-evaluation of the subgrade materials by our geotechnical staff professional should be
performed prior to steel, concrete, or stone placement. We recommend that individual foundations be
concreted as soon after the evaluation as possible to minimize potential disturbance of the bearing soils.
If the foundation excavation subgrade soils remain exposed overnight or during inclement weather, we
recommend that a 2- to 4-inch thick mud-mat of lean (2,000 psi) concrete be placed on the bearing
soils.
14
PRELIMINARY REPORT
"Estimated Settlement

Laboratory testing was not performed to determine the elastic characteristics of the in-place soils at this
site. However, based on the general stratigraphy in the proposed construction areas, our past
experience with similar projects, and the anticipated magnitude of the structural loads, it is our opinion
that the estimated total settlement of the proposed buildings will be less than approximately 1 inch, if
the recommendations presented herein are implemented and followed. Variations in the consistency of
the soil will contribute to some differential settlement of the foundations, but we anticipate that the
differential settlement will be on the order of 50 percent of the total settlement.
5.8 Floor Slab Considerations
The slab-on-grade floor system for the proposed buildings can be supported on the low-plasticity
natural soils, or the existing fill soils, or on newly placed structural fill placed in accordance with the
recommendations presented herein. The floor slab should be completely isolated from the structural
components to allow for independent movement of the floor slab and building foundations. A modulus
of subgrade reaction of 100 pci may be used for design of the slabs bearing on undisturbed, soils as
encountered by our borings, or on newly-placed, well compacted structural fill.
Depending on weather conditions, construction activities, and the characteristics of the at-grade
soils at the time of the floor slab construction, some undercutting and/or scarifying, drying, and re-
compaction of these materials may be required immediately prior to constructing the floor slabs. The
support capabilities of these materials should be evaluated by our geotechnical staff professional during
proofrolling observations.
The subgrade soils should be evaluated by our geotechnical staff professional immediately prior to
placing stone, vapor barriers, and/or concrete. If each of these elements is placed several days apart, a
separate evaluation should be performed. If a poly-vapor barrier is incorporated into the design, the
concrete slab should be properly cured as outlined in Section 302 of the American Concrete Institute
(ACI) Building Code Requirement.
Proper drainage of the slab-on-grade is important to the integrity of the subgrade soils. When free
water is allowed to stand on the subgrade, these soils can absorb water, swell slightly, and experience a
reduction in their support capability. Therefore, we recommend that the subgrade surface be graded to
15
PRELIMINARY REPORT

provide positive drainage away from the construction areas and towards suitable drainage handling
areas, such as perimeter ditches, french drains, or culverts.
5.9 Pavement Recommendations
Site preparation in drive areas and parking areas should be generally similar to that for the building
area. However, the upper 12 inches of subgrade soils should be compacted to at least 100 percent of
the standard Proctor maximum dry density. Should any delay occur between finished subgrade
preparation in pavement areas and actual pavement construction, existing subgrade soils should be re-
evaluated by the geotechnical engineer to determine whether or not significant subgrade repairs such as
re-compaction or stabilization of subgrades are required.
We strongly recommend that the drive and parking subgrades be covered with crushed aggregate base
course stone (CABC) at completion of the grading operation. The use of compacted crushed stone will
protect the soil subgrade and provide a staging area for construction equipment and supplies. The
designer may consider overfilling the CABC stone depth by 1 to 2 inches to allow for soil
contaminated stone to be removed in the fine grading prior to paving.
The design pavement section is based upon anticipated traffic conditions and CBR testing to evaluate
typical subgrade strengths beneath pavement sections. Based upon the results of our CBR testing, we
have used a CBR of value of 4 percent.
For CBR values in this range and traffic conditions discussed previously, the following pavement
sections are presented for your consideration:
Roadways and Heavy Duty Pavement Areas
Surface Course 2" Bituminous Concrete Surface Course - Type SF-9.5B
Binder Course 2" Bituminous Concrete Binder Course - Type 19.5B
Base Course 8" Aggregate Base Course, Type ABC, NCDOT
Parking Stalls and Light Duty Pavement Areas
Surface Course 2" Bituminous Concrete Surface Course - Type SF-9.5B
Base Course 8" Aggregate Base Course, Type ABC, NCDOT
16
PRELIMINARY REPORT
?l?lVo
One of the most important factors in long-term successful performance of pavements is to prevent
saturation of subgrade soils beneath the pavement structure. As such, suitably constructed roadway
ditches should be installed along roadways and in pavement areas to intercept run-off and seepage
before it can enter the pavement section. Groundwater should be maintained at a minimum depth
of 30 inches below the finished subgrade elevation in all pavement areas.
Asphalt pavements and bases should be constructed in accordance with the guidelines of the latest
NCDOT Standard Specifications for Roadways and Structures. Materials, weather limitations,
placement and compaction are specified under appropriate sections of this publication.
We also recommend that the trash compactor, entrance drives, and approach area to any other
dumpster pads consist of at least a 6 inch thick section of Portland cement concrete having a 28 day
design compressive strength of 4,500 psi, or a flexural strength of at least 550 psi, placed over a 6 inch
thick section of compacted CABC stone that has been placed on a prepared subgrade. The concrete
pavement may be designed as a "plain concrete pavement" with no reinforcing steel, or reinforcing
steel used at joints. Construction joints and other design details should be in accordance with
guidelines provided by the Portland Cement Association and the American Concrete Institute.
5.10 Seismic Design Considerations
The project site was classified with respect to seismic site classification in accordance with IBC 2006.
Based upon the analysis of the profiles using standard penetration resistances, the site was determined
to be a Site Class D.
The soils at the site have a low liquefaction potential. Liquefaction of soils is attributable to particle
size distribution of the soils and groundwater levels. The soils and groundwater conditions at the site
are not conducive to soil liquefaction.
5.11 Dewatering Considerations
During the drilling operations, groundwater was encountered in several of the test borings at depths
that range from 1.3 to 3.2 feet below the ground surface. After a period of 24 hours, groundwater had
17
PRELIMINARY REPORT

stabilized at a depth of approximately 1.6 feet. Based upon this information, and the topography in the
vicinity of the site, it is our opinion that a dewatering plan will be required for this site.
The dewatering plan should be designed in conjunction with the erosion control plan using best
management practices. Maintaining groundwater at the site will be critical to the long term
performance of the structures and the pavements. We are more than willing to assist in the
development of the Dewatering Plan.
5.12 Expansive, Dispersive, or Collapsing Conditions
The soils at the site are not expansive, dispersive or subject to collapsing conditions.
18
PRELIMINARY REPORT

6.0 CONSTRUCTION QUALITY CONTROL
Our technical staff should work closely with you throughout the site preparation and foundation
installation phases of construction. It is particularly important for our personnel to monitor placement
and compaction of all engineered fills, and to witness the stripping and proofrolling of the subgrade
soils.
Additionally, all footing excavations should be reviewed by our geotechnical staff professional in order
to compare the conditions evaluated with those found during our field exploration and to establish
conformance with the project specification requirements. We look forward to the opportunity to
provide these services, as well as construction monitoring and materials testing.
Recommendations for Construction Monitoring
We recommend that KAM Engineering Services be employed to monitor soil excavations and to report
that the recommendations concerning foundation support are completed in a satisfactory manner. Our
continued involvement on the project helps provide continuity for proper implementation of the
recommendations discussed herein. The following is a recommended scope of services:
• Review project plans and construction specifications to assess the interpretation of this report;
• Observe the excavation process to document that subsurface conditions encountered during
construction are consistent with the conditions anticipated in this report;
• Observe the subgrade before placing fill and observe all footing excavations for conformance with
recommended bearing stratum; and
• Observe the placement and compaction of any engineered fill soils and perform laboratory and field
compaction testing of the fill soil.
Safety Precautions and Governing Authority
• During construction of excavations, it is the contractor's responsibility to adhere to all approved and
amended OSHA Safety Standards. In all open trench excavations where shoring is not required, the
soil must be back sloped at a 45 degree angle with horizontal starting height of four feet above the
bottom of excavation. Soil should not be stockpiled and equipment should not operate with five feet
of the top of slope.
_ 19
PRELIMINARY REPORT

7.0 LIMITATIONS
This report has been prepared in accordance with generally accepted geotechnical engineering practice
for the exclusive use of First Oakland Properties and their design team, specifically for this project. No
other warranty, expressed or implied, is made. Our recommendations are based on the design
information furnished to us, the data obtained in the field and laboratory testing programs, and our
experience with soils in this geographic area.
Regardless of the thoroughness of this subsurface exploration, there is the possibility that actual
conditions will differ from those encountered at the boring locations during our field exploration, that
conditions are not as anticipated by the designers, or that the construction process has altered the soil
conditions. The recommendations do not reflect variations in subsurface conditions that may exist or
in unexplored portions of the site. Should such variations become apparent during construction, the
recommendations contained within this report will not be considered valid unless KAM Engineering
Services is given the opportunity to review such variations and revise or modify our recommendations
accordingly.
In the event that changes are made in the design or location of the proposed structure, the
recommendations presented herein shall not be considered valid unless the changes are reviewed by
our firm and the recommendations of this report are modified or are verified in writing. No changes
may be made to the recommendations contained herein without the written consent of KAM
Engineering Services.
If this report is copied or transmitted to a third party, it must be copied or transmitted in its entirety,
including text, attachments, and/or enclosures. No single portion of this report shall be considered
valid unless it is presented with and as an integral part of the entire report. We intend that the
information presented within this report be interpreted only within the context of the report as a whole.
20
PRELIMINARY REPORT

APPENDIX I
err#ry1 ,? - J•?
ell
.y.- $ i V ? ??l1 . ?'?_ III 1 • • ,I. i i•-• A _ • • • ? ..+?
•? • :?y ?!$ .' `T•? i? Gay, ? P -
ice- -. J ?a 1 t .. ? Yi +
t i yli?l !? ?" ?i.` ?E? 1{i?- ` ? T7'? tG 15 r?"•= • r'1 '
,1 ?? • ' t• r i ?.+f ? ? +..s' 1. Ir' ? ? 4
+'? rfl?fi"- ?? • .Gt ls' ? i'i? _ _ fl ? '?? .rn'''?'\'? -.? ? ?, fr"7? ? ?' ?I
J f
?.,'P;S fY ?• r j. -''?? i. • .,.aER. ',r .. .. i r ?1. 14i_/-..? i.`" . '?._ '?+t}
Site Location Ma
Client: First Oakland Prop ettics
- Project, The: Astoria of t lope, Mills
Location: F opc Mills. Nonhi Carolina
K AM Project No.: 10-02 5

APPENDIX 11
KAM
Project No: 10-025
Borehole Number: 500 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 1 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

C

Description 0

Q

N-Values
Remarks
a >
0 w Cl) can 0 10 30 50
0.0 203.8 Ground Surface
TOPSOIL =- =1
1.0 (approximately 6 inches thick) S-1

2.0 201.6 NATURAL SOILS •
Gray fine to medium sandy CLAY (CL)
3.0 Gray clayey fine to medium SAND (SC) - Groundwater encountered
4.0
y
S-2
at 3.1 during drilling
• operations.
5.0-
6.0- S-3 Groundwater encountered
?? • at 5.9 feet after 24 hours.
7.0-
8.0 195.8
Tan silty fine SAND (SM) S-4
9.0-

10.0-
11.0-
12.0-
13.0-
S-5
14.0--

15.0-
16.0-
187.0
17.0
18.0 Gray clayey fine to coarse SAND (SC)

19.0 S-6

183.8?
PR •
20
0
. Boring backfilled upon
End of Borehole completion
21.0
22.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/04/2009
Hole Size: 6" Diameter
Datum:
Sheet: 1 of 1
KAM
Project No: 10.025
Borehole Number: 501 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 2 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

o

Description 0

2 n

N-Values

Remarks

CL
(D
0
>

u1

E
o

E
0 d)

m

0 10 30 50
c )

0.0 203.6 Ground Surface
202.9 TOPSOIL ry==
y
1
0 (approximatel
7 inches thick)
. y S-1
2.0 =Darkgray ne to mediumsandy CLAY
i Groundwater encountered
gan
c staining and roots at 1.9 during drilling
3.0-- 200.1 NATURAL SOILS operations.
4.0 Gray fine to medium sandy CLAY(CL) S-2
Brown clayey fine tine to medium SAND
5.0 (SC)

6.0 ? S-3
7.0-
8.0-- 195.4

- Tan silty fine to medium SAND (SM) S-4
9.0

10.0-
11.0
12,0-
- 190.8
13.0 Light gray silty fine SAND (SM)
S-5
14.0-

15.0-
16.0-1
17.0
18.0
19.0 S-6
183.6
20.0
Boring backfilled upon
21.0 End of Borehole completion
22.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/06/2009 Sheet: 1 of 1
KAM
Project No: 10-025
Borehole Number: 502 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Clubhouese Building 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

C

Description

? 0

a

N-Values
Remarks
CL
am M
>
E
E
M

0
w
cn
in 0 10 30 50
0.0
204.2
Ground Surface
203.4 TOPSOIL
1.0 (approximately 10 inches thick) S-1
202.6
2.0- Dark gray fine to medium sandy CLAY r • Groundwater encountered
(CL) with organic staining and roots at 1.6 feet after 24 hours.
3.0 201.0 NATURAL SOILS
Groundwater encountered
4.0 Gray fine to medium sandy CLAY(CL) S-2 at 2.3 feet during drilling.
Brown clayey fine tine to medium SAND
5.0 (SC)
6.0 S-3
7.0 •
196.3
8.0 Tan silty fine to medium SAND (SM)
S-4
9.0
•
10.0
11.0
12.0-
13.0-
-
S-5
14.0
•
15.0-
16.0-
17.0 187.2
Light gray clayey fine SAND (SC)
18.0 y?
19.0 y S-6
184.2
20.0
Boring backfilled upon

21.0 End of Borehole
completion
22.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/04/2009 Sheet: 1 of 1
KAM
Project No: 10-025
Borehole Number: 503 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 3 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

C

Description 0

a

N-Values
Remarks
(D E E m

o
w
cn
cn
?: 0 10 30 50
1 1 1 1 1 1
0.0 203.9 Ground Surface
TOPSOIL
1.0
(approximately 6 inches thick) S-1 T
Groundwater encountered
2
0
. 200.9 Dark gra
fine to medium sand
CLAY % - at 1.1 feet after 24 hours.
3
0 y
y
. (CL) with organic staining and roots S
2 Groundwater encountered
4
0 -
.
NATURAL SOILS at 2.1 feet during drilling.
5.0 197.9 Gray fine to medium sandy CLAY(CL) y
6
0
.
7.0
Brown clayey fine tine to medium SAND S-3
(SC)
8
0
.
9 0 Tan silty fine to medium SAND (SM) S-4

10.0 •
Temporary Piezometer
11.0 192.3 set to a depth of 10 feet.
12.0
13
0 190 9 Light gray slightly silty medium SAND
SP
SM
. (
-
)
14.0 Gray clayey fine to medium SAND (SC) S-5 .
15.0
16.0

17.0 186.9 y
18.0 Gray silty fine to coarse SAND (SM)
19.0
-- S-6
20.0-
21.0--
22.0:
23.0--
24.0- S-7
25.0
26.0-
27.0--
28.0-
-
29.0
S-8
30.0 173.9 •
Boring backfilled upon
31.0 End of Borehole completion.
32.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/04/2009 Sheet: 1 of 1
KAM
Project No: 10-025
Borehole Number: 504 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 12 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

C

escription 0

(,
Q

-Values

Remarks
cu -0
E
E d)

o (D
w
cn
U) m 0 10 30 50
0
0 203.4 Ground Surface
. 202.8 TOPSOIL =
1
0 roximatel
7 inches thi
k
(a
. 201 8 pp
y
)
c S-1
2.0 a rk gray fine to medium sandy CLAY
Du

/ T Groundwater encountered
?
CL) with organic staining and roots at 1.8 feet after 24 hours.
3.0 NATURAL SOILS

4.0 199.4 Gray fine to medium sandy CLAY(CL) S-2 J Groundwater encountered

Brown silty fine to medium SAND (SM) . at 3.6 feet during drilling.
5.0
6.0 S-3
7.0-
8.0-
-
- S-4
9.0

10.0-
11
0 192.4
. Yellow tan silty fine to coarse SAND
12.0 (SM)
13.0
S-5
14.0-

15.0-
16.0-
17.0- 186.3
Light gray clayey-silty medium coarse
18.0 SAND (SC-SM)
S-6
19.0
183.4 •
20.0 B
i
or
ng backfilled upon
21.0 End of Borehole completion.
22.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/03/2009 Sheet: 1 of 1
KAM
Project No: 10-025
Borehole Number: 505 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 10 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

o

Description

-0 0

a

N-Values
Remarks
CL > E E
o u.a)
i >1 iD 0 10 30 50
0
0 203.0 Ground Surface
.
TOPSOIL =11-01

1.0 (approximately 6 inches thick) S-1
201
3

2.0 . Dark gray fine to medium sandy CLAY
'
Groundwater encountered
(CL) with organic staining and roots at 1.9 feet after 24 hours.
3.0 NATURAL SOILS

4.0 Gray clayey fine to medium SAND (SC)
? S-2
Groundwater encountered
at 3.9 feet during drilling.
5.0 y
6.0 S-3
7.0-
8.0-
S-4
9.0

10.0-
11.0-

12.0-- 190.8
Gray silty fine to medium SAND (SM)
13.0
S-5
14.0
•
15.0
16.0
17.0 186.0
Pink and tan slightly silty medium coarse
18.0 SAND (SP-SM) ! '.
= S-6
19.0
183.0
20.0 Boring backfilled upon
21.0 End of Borehole completion.
22.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/03/2009
Hole Size: 6" Diameter
Datum:
Sheet: 1 of 1
KAM
Project No: 10-025
Borehole Number: 506 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 9 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

o

Description 0

Q

N-Values
Remarks

o E E M 0 10 30 50
w cn U) 3:
0.0
202.8
Ground Surface
TOPSOIL
1.0 201 2 (approximately 2 inches thick) ? S-1
2 0 Dark gray fine to medium sandy CLAY
(CL) with organic staining and roots •
3.0 NATURAL SOILS
Gray medium sand
CLAY (CL)
S-2 Groundwater encountered
at 3
1 f
t d
i
illi
d
4.0 y .
ee
ur
ng
r
ng.
5.0 197.3
6.0 Gray fine to medium sandy CLAY (SC) S-3
7.0-
8,0- 194.6
y
Light gray slightly silty medium coarse ` S-4
9.0 SAND (SP-SM)
•
1&0-
11.0
12.0 190.8
Gray and tan silty fine to medium SAND
13.0 (SM)
S-5
14.0

15.0-
16.0-
- 186.0
17.0 Tan clayey fine to medium SAND (SC)
18.0
MIN,
19.0
S-6
182.8
20
0
. Boring backfilled upon

21.0- End of Borehole completion.
22.0-
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/06/2009 Sheet: 1 of 1
1 4
KAM
Project No: 10-025
Borehole Number: 507 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 11 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE
o Description 0
Q N-Values Remarks
E CL
E a)
m
p uJ cn iD 0 10 30 50
0.0 203.4 Ground Surface
1.0 TOPSOIL S-1
2.0- (approximately 3 inches thick)
F
I • Groundwater encountered
3.0 200.4 Dark gray fine to medium sandy CLAY I
JII?'
at 2.1 feet during drilling.
4.0 (CL) with organic staining and roots S-2 Groundwater encountered
5.0 NATURAL SOILS at 2.3 feet after a period
6.0 Gray clayey fine to medium SAND (SC) S-3 of 24 hours.
7.0 Gray silty fine to medium SAND (SM)
8.0-
9.0 S-4
10.0
11.0
1
1

-
12.0 191.2
13.0 Gray clayey fine to medium SAND (SC)
14.0 S-5
15.0
16.0
17.0
18.0
19.0 S-6
20.0
21-0-
22.0
23.0
24
0
S-7
. •
25-0-7
177
4
26
0 .
.
27.0 Tan silty fine to medium SAND (SM)
28.0
29.0 S-8
30-0-
31.0-:::
171.4
32.0
33.0 Tan slightly silty fine to medium SAND
34.0 (SP-SM)) S-9
35.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/05/2009 Sheet: 1 of 3
KAM
Project No: 10-025
Borehole Number: 507 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 11 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE
o Description - 0
C N-Values Remarks
.
0
B L
S
m
o
w
cn
U) c° 0 10 30 50
167.4
36
0
.
37
0 Blue gray plastic SILT (MH)
. 165.6 i i
38.0 Gray silty fine to coarse SAND (SM) S-10
39.0-7-
40.0-=
41.0
42.0
43.0
44.0 S-11

45
0 •
. 157.4
46.0
47.0 Blue gray clayey fine to coarse SAND
INS
48.0 (SC) ,
49.0 S-12
50.0
51.0
52.0
53.0-7-
54.0::

55.0 S-13
•
56.0 y

57.0-
58
0 ?
-
- 59.0 S-14
60.0
61.0 141.7 y
62.0 Blue gray fine sand SILT (MH)
63.0
S-15
64.0

65.0
j •
66-0-
67-0-
68.0
69.0
S-16
70.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/05/2009
Hole Size: 6" Diameter
Datum:
Sheet: 2 of 3
I II
KAM
Project No: 10-025
Borehole Number: 507 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 11 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE
o

Description 0

? Q

N-Values
Remarks

o (D
w
cn in f° 0 10 30 50
71.0 131
4
72
0 .
.
73.0 Blue gray silty fine to medium SAND
74.0 (SM) S-17

75.0 •
76.0-
77.0-Z
78.0
79.0 S-18
80.0-
81.0- 121
4
82
0 .
.
83.0 Gray silty fine to coarse SAND (SM)
84.0 S-19

85.0- •
86.0 116.4
87.0-
88.0:: Blue gray silty CLAY (CH)
89.0 / S-20
90.0
91.0 /
92.0
93.0
4.0
9
95.0-
? S-21
96.0
/
97.0 /
98.0
99.0 S-22
00.0 103.4 •

01
0
End of Borehole Boring backfilled upon
. completion.
02.0
03.0-
04.0=
05.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-114" HSA Datum:
Drill Date: 12/05/2009 Sheet: 3 of 3
' 1,
KA
Project No: 10-025
Borehole Number: 508 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 6 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

o
m

Description

0 0

Q

N-Values
Remarks
CL >
B
B
Q)
0
w
ci
in m
-Z.> 0 10 30 50

0
0 203.9 Ground Surface
. Soil Sample 09-744
TOPSOIL
1.0 (approximately 4 inches thick) S-1
G
d
2
0-7- • roun
water encountered
. NATURAL SOILS at 2.4 feet during drilling.
10 Gray clayey fine to medium SAND (SC) T
200.0
S 2 Groundwater encountered
4.0 Gray silty fine SAND (SM) . at 3.2 feet after a period
5
0 of 24 hours.
. 198 2
6.0 Gray silty fine to medium SAND (SM) S-3
7.0-
8.0-
9.0 S-4
•
10.0
11.0
192.0
12.0 Gray and tan slightly silty fine to medium
13.0 SAND (SP-SM)
14.0 S-5
•
15.0
16.0 187.2
17.0 Tan clayey fine to medium SAND (SC) MY
18.0 with fine roots

19.0 S-6

20.0--
21.0- 182.9
Tan silty-clayey fine to medium SAND
22.0 (SM-SC)
23.0-
24.0 S-7
178.9
25.0 Boring backfilled upon
26.0 End of Borehole completion.
27.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/05/2009
Hole Size: 6" Diameter
Datum:
Sheet: 1 of 1
It
KAM
Project No: 10-025
Borehole Number: 509 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 7 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE
o
Description
8
a) 0
a
N-Values
Remarks
Q
(D

>
a)
w

E
n

E -

-

10 30 50
c
0.0
203.7
Ground Surface
TOPSOIL
1
0- 202.6 i
l
. (approx
mate
y 6 inches thick) S-1
2.0 Dark brown silty CLAY (CL) with organic •
staining and root matter
3.0
200.0 NATURAL SOILS
?
S_2
Groundwater encountered

4.0 Gray fine to medium sandy CLAY (CL)
at 3
3 feet during drilling
• .
.

- Gray clayey fine to medium SAND (SC)
5.0 198.1
6.0 Gray silty fine SAND (SM) S-3
7.0 •
195.8
8.0 Light gray and tan clayey-silty SAND
9.0 (SC-SM) S-4
•
10.0

11.0 y
12.0 y
13.0

- S-5
14.0

15.0- y •
16.0-
17
0

y
.
18.0
19
0
S-6
. 183.7
20
0
. Boring backfilled upon
21.0 End of Borehole completion.
22.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/06/2009
Hole Size: 6" Diameter
Datum:
Sheet: 1 of 1
' It
KAM
Project No: 10-025
Borehole Number: 510 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 8 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

o

Description 0

a

N-Values
Remarks
w
CL m
>
E
E
W W 0 10 30 50
0
0 203.3 Ground Surface
. 202.7 TOPSOIL - Soil Sample 09-745
1.0 201-7 (approximately 7 inches thick) / S-1
2 0 SOILS
= •
sandy CLAY (CL)
Brown
3.0 Gray clayey fine to medium SAND (SC)
S

4.0 -2 Groundwater encountered
. at 3.6 feet during drilling.
5.0 197.8
6.0 Gray silty fine SAND (SM) S-3
7.0 •
195.3
8.0
Light gray slightly silty SAND (SP-SM) S-4
9.0-

10.0-
11.0
191.6
12.0 Tan silty fine to medium SAND (SM)
13.0
S-5
14.0-

15.0-
16.0
17.0 186.1

18.0 Tan and gray clayey fine to medium
SAND (SC)
y S-6
19.0 y
183.3 •
20
0
. Boring backfilled upon

21.0 End of Borehole
completion.
22.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/06/2009
Hole Size: 6" Diameter
Datum:
Sheet: 1 of 1
f I.
KAM
Project No: 10-025
Borehole Number: 511 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Building 5 610 Spring Branch Road

Site Location: Hope Mills, North Carolina Engineer: K. Miller Dunn, North Carolina 28334
Phone: [phone]
SUBSURFACE PROFILE SAMPLE

s
C

Description

? 0

fl

N-Values
Remarks
m B S M
o w >1
(D M
U) 0 10 30 50

0.0 204.3 Ground Surface
TOPSOIL
1.0 (approximately 3 inches thick) S-1
2
0 Brown fine sandy CLAY (CL) with % T . Groundwater encountered
.
organic staining and root matter
j/
?
at 1.6 feet after a
period
of 24 h

3.0 201. 1

NATURAL SOILS
rs.
ours.

Gray fine to medium sandy CLAY (CL) S-2 Groundwater encountered
4.0 at 2
2 feet upon
- Gray clayey fine to medium SAND (SC) • .
completion of boring.
5-0 198.8 ?
6.0 Tan silty fine to medium SAND (SM) S-3
7.0 •
8.0
S 4
9.0
-

10.0-
11.0-
12.0-
13.0
14.0-
S-5

15.0-
16.0-
-
17.0
187.2
Tan and gray clayey fine to medium
18.0
19.0 SAND (SC) y
S-6
184.3 ? •
20
0
.
End of Borehole Boring backfilled upon
21.0 completion.
22.0-1 1
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/04/2009 Sheet: 1 of 1
r
KAM
Project No: 10.025
Borehole Number: 512

Project: The Astoria at Hope Mills Engineering
Services
Client: First Oakland Properties Enclosure: Building 4 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE
?
?o

Description

75
0

N-Values

Remarks
E a
E ?

o
w
>1
M m

0 10 30 50

0.0 203.7 Ground Surface
202.8 TOPSOIL
•! 3l
1.0 (approximately 10 inches thick) S-1 T

2.0-
NATURAL SOILS
• Groundwater encountered
at 1.3 feet after a period
200.7 Brown clayey fine to medium SAND (SC) y of 24 hours.
3.0
Gray clayey fine to coarse SAND (SC) S_2 Groundwater encountered
4.0 y at 2.3 feet upon
5-0- 198.5 • completion of boring.
Gray silty fine to medium SAND (SM)
6.0 S-3
7.0 •
8.0 195.4

9
0 Tan slightly silty fine to medium SAND S 4
. (SP-SM) •
10.0-
11.0-
12.0- 191.5
Tan and gray silty fine to medium SAND
13.0 (SM)
S-5
14.0
•
15.0
16.0-
17.0--: 186.4
18
0 Gray clayey fine to medium SAND (SC)
. with shell fragments S-6
190 y
183.7 •
20
0
. Boring backfilled upon
21.0 End of Borehole completion.
22.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/04/2009 Sheet: 1 of 1
r
_ KAM
Project No: 10.025
Borehole Number: 513

Project: The Astoria at Hope Mills Engineering
Services
Client: First Oakland Properties Enclosure: Sediment Basin #1 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

o

Description

5 0
a,

a

-Values
Remarks
CL T
p w cD ? 0 10 30 50
I I I I I I
0.0
203.6
Ground Surface
TOP 1
1.0 202.3 SOIL S-1

2
0 (approximately 5 inches thick)
.
3.0 200.3 Brown fine sandy CLAY (CL) with

4
0 organic staining and root matter S-2 = Groundwater encountered
.
5
0
NATURAL SOILS • at 3.3 feet upon
. Gray fine sandy CLAY (CL) completion of boring.
6
0
.

7
0
Gray silty fine to coarse SAND (SM) S-3
. 195.9
8.0 Gray slightly silty fine to medium SAND S-4
9.0 (SP-SM)
10.0

11
0 192.6
.
12
0 Tan and gray silty fine to medium SAND
. (SM) Temporary piezometer
13.0 installed to a depth of 10
14.0 S-5 feet.
15.0
16.0
17,0-
18.0--
19.0- S-6
20.0--
21
0 182.5
.
22
2 0
0-
Gray clayey fine to medium SAND (SC)
.
23
0
y
.
24.0
-- y ?
ns S-7
25.0 177
6 y ? •
26.0- .
27.0 Gray silty fine to medium SAND (SM)
28.0
29.0 S-8
30
0 173.6 •
.
31
0
End of Borehole Boring backfilled upon
. completion.
32.0
Drilled By: Bore & Core, Inc. Hole Size: 6" Diameter
Drill Method: 2-1/4" HSA Datum:
Drill Date: 12/06/2009 Sheet: 1 of 1
KAM
Project No: 10-025
Borehole Number: 514 Engineering
Project: The Astoria at Hope Mills
Services
Client: First Oakland Properties Enclosure: Sediment Basin #2 610 Spring Branch Road
Dunn, North Carolina 28334
Site Location: Hope Mills, North Carolina Engineer: K. Miller Phone: [phone]
SUBSURFACE PROFILE SAMPLE

C

Description 0

Q

N-Values
Remarks
Y
C E E
o w cn (D 3:
0 10 30 50
0.0 203.2 Ground Surface
TOPS
I
1.0 O
L
S-1
(approximately 4 inches thick) l
2
0 Ev
.
3
0 200.2 Brown fine sandy CLAY (CL) with i
% _
.
4
0 organic staining and root matter S-2 Groundwater encountered
,
5
0 197
7 NATURAL SOILS ' at 3.7 feet upon
. . Gra
fine sand
CLAY
CL l
i
f b

6
0 y
y
(
) comp
et
on o
oring.
. S-3
7.0-
Gray clayey fine to coarse SAND (SC)
8.0-Z Gray silty fine to medium SAND (SM)
9.0 S-4
•
10.0 Temporary piezometer
11.0 installed to a depth of 10
12.0 feet.
13.0--
14.0- S-5

15.0--
16.0 186.3
17.0 Tan clayey fine to medium SAND (SC)
18.0
19.0
S-6
20.0-
21.0-
22.0-
23.0
24.0
?
S-7

•
25.0 y
26.0 177.2
27.0 Gray silty fine to medium SAND (SM)
28.0--
29.0- S-8
30.0 173.2 •
Boring backfilled upon
31.0 End of Borehole completion.
32.0
Drilled By: Bore & Core, Inc.
Drill Method: 2-1/4" HSA
Drill Date: 12/07/2009
Hole Size: 6" Diameter
Datum:
Sheet: 1 of 1
r
i?ILYI
APPENDIX III
t

140 _ ? 11
Moisture-Density Relationship
DATE: 12/11/2009
- PROJECT NO.: 09-174
PROJECT: Do
wood Villa
e A
artments
130 g
p
g
I i

120 100% SATURATION CURVES
I I
FOR SPEC. GRAV. EQUAL TO:
L_ _ 2.8
2
7

11 .
2
6
0
.

0 1
00
i
90

80

:

I

I

: I

!
I

I
I I I ! i I i I
70,
0 5 10 15 20 25 30 35 40
Water content, %
No. LOCATION AND DESCRIPTION TEST SPECIFICATION

09-744 Location: Onsite 508, 3 1/2"-3'9"
Grey Clayey sand ASTM D 698-00a Method A Standard

No. USCS LL PI NAT. MOIST. OVERSIZE %< No.200 MAX. DRY DEN. OPT. MOIST.
• 09-744 Sc 26 11 20.2 43.5% 111.9 pcf 13.8%

Figure
KA M C.,.,:.,ee.:.... ce...:..e? o n

Particle Size Distribution Report
5
c c c? c G ?? 0
t0 t•1 N n ? M ? o 0 0
0 0 0 0 o a_ o
ik ik ik ik it ik ik
100
90
80
70

W
Z 60
L
Z 50
W
U
W 40
Q_
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.0 4.9 51.6 43.5
SIEVE PERCENT SPEC.` PASS? Material Description
SIZE FINER PERCENT (X=NO) Grey Clayey sand
#4 100.0
#10 100.0 Atterberg Limits (ASTM D 4318)
#16 99.8 PL= 15 LL= 26 P1= 11
#40 j 95.1
#100 54.6 Classification
#200 43.5 USCS= SC AASHTO=
Coefficients
D85= 0.3157 D60= 0.1758 D50= 0.1248
D30= D15= D10=
Cu- cc=
Date Tested: 12-8-09 Tested By: M. Boswell
Remarks
Weigbt of Sample=46.7 lbs
Wet Prep
(no specification provided)
Sample No.: 09-744 Source of Sample: Date Sampled: 12-5-09
Location: Onsite 508, 3 1/2"-3'9" Elev./Depth:
Checked By: K. Miller Title: Engineer
KAM Engineering Service? Client: Retail Properties
Project: Dogwood Village Apartments
i
_Fayetteville, NC
Project No: 09-174 Figure 09-744

140 -- - ? - Moisture-Density Relationship
T -
DATE: 12/11/2009
PROJECT NO.: 09-174
PROJECT: Do
wood Villa
e A
artments
130 g
g
p
i

120
100% SATURATION CURVES
t__- - FOR SPEC. GRAY. EQUAL TO:
4 - 4 - - 2.8
+
7
2
11 .
2
6
0
Q
- .
>;
. -
c ! I I i I
a
0 10
0
I
?
.
90 ? I ;

7

80 1

70
0 5 10 15 20 25 30 35 40
Water content, %
No. LOCATION AND DESCRIPTION TEST SPECIFICATION

•
9-745 Location: Onsite 510, 6 1/2"-5'
Tan Clayey sand ASTM D 698-00a Method A Standard

No. USCS LL PI NAT. MOIST. OVERSIZE %< No.200 MAX. DRY DEN. OPT. MOIST.
0 9-745 Sc 37 20 18.2 °/u>NoA=0.0 43.0% 110.4 pcf 16.3%

Figure
VA1u C.,.,:.,se.:.... C.....:...... o r
L
Particle Size Distribution Report
C C G C O
100
90
80
70
x
Z 60
LL
Z 50
W
U
W 40
0-
30
20
10
?-
M ID
fD t7 N n # # it # # # #
100 10 1 0.1 0.01 0-001
GRAIN SIZE -
%+3" % Gravel % Sand
Coarse Fine Coarse Medium
0.0 0.0 0.0 0.1 6.4
SIEVE
SIZE PERCENT
FINER ! SPEC.'
PERCENT PASS?
(X=NO)
#4 100.0
#10 ( 99.9
#16 99.8
#40 93.5
#100 53.5
#200
i 43.0
I
I
% Fines
Fine Silt
50.5 43.0
Material Description
Tan Clayey sand
Atterberg Limits (ASTM D 4318)
PL= 17 LL= 37 P1= 20
Classification
USCS= SC AASHTO=
Coefficients
D85= 0.3296 D60= 0.1818 D50= 0.1305
D30= D15= D10=
CU= Cc=
Date Tested: 12-8-09 Tested By: M. Boswell
Remarks
Weight of Sample=46.7 Ibs Wet Prep
(no specitication provided)
Sample No.: 09-745 Source of Sample: Date Sampled: 12-5-09
Location: Onsite 510, 6 1/2"-5' Elev./Depth:
Checked By: K. Miller Title: Engineer
KAM Engineering Services, P.C.?cient: Retail Properties -?
Project: Dogwood Village Apartments
Fayetteville NC -_j Project No: 09-174 Figure 09-745
.I %
chnics
:GRITY IN TESTING
December 29, 2009
Project No. 2009-739-01
Mr. Kurt Miller
KAM Engineering Services
PO Box 1046
Fayetteville, NC 28302
Transmittal
Laboratory Test Results
Dogwood Villane Apts.
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was faxed to your firm prior to the testing. The testing was performed
in general accordance with the methods listed on the enclosed data sheets. The test results are believed
to be representative of the samples that were submitted for testing and are indicative only of the
specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no
position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the
material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and
disclosed to other parties only with authorization by our Client. The test data submitted herein is
considered integral with this report and is not to be reproduced except in whole and only with the
authorization of the Client and Geotechnics. The remaining sample materials for this project will be
retained for a minimum of 90 days as directed by the Geotechnics' Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of
further assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
Michael P. Smith
Regional Manger
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
DCN: Data Yransmitta1Letter Date: //28/05 Rev.:

SINGLE POINT CBR TEST
ASTM D 1883-94 (SOP-S27)
Client
Client Reference
Project No.
Lab ID
Test Type
Molding Method
Mold ID
Wt. of Mold (gm.)
Mold Volume (cc)
Surcharge (lbs.)
Piston Area (in2)
Sample Height
Sample Conditions
Blows per Layer
KAM ENGINEERING SERVICES
DOGWOOD VILLAGE APARTMENT
2009-739-01
2009-739-01-01
STANDARD
MECH.
CBR-16
4219
2124
10
3
4.58
Soaked
65
e echnics
INTEGRITY IN TESTING
Boring No. NA
Depth(ft.) NA
Sample No. 09-745
Visual Description TAN CLAYEY SAND
Density Before After
Measurement Soaking Soaking
Wt. Mold & WS (gm.) 8515.7 8535.3
Wt. WS (gm.) 4296.7 4316
Sample Volume (cc) 2124 2126
Wet Density (gm./cc) 2.02 2.03
Wet Density (pcf) 126.2 126.7
Dry Density (pcf)
Dry Density (gm./cc)
107.1 106.8
1.72 1.71
Water
Contents As
Rec'd Begining
Compaction After
Compaction Before
Soaking After
Soaking Top 1"
After Soak
Tare No. K-7 816 301 301 307 303
Wt. of T+WS (gm.) 525.85 309.66 391.57 391.57 470.18 777.71
Wt. of T+DS (gm.) 481.29 282.74 344.96 344.96 413.59 670.38
Wt of Tare (gm.) 110.4 136.22 84.06 84.06 110.67 111.06
Moisture Content(%) 12.0 18.4 17.9 17.9 18.7 19.2
Piston Penetration
Displacement Load Stress Swell
(In.) (Ibs.) (psi.) Measurement
0 1.5 0.5
0.025 37.9 12.6
0.050 65.9 22.0
0.075 93.3 31.1
0.100 113.5 37.8
0.125 131.5 43.8
0.150 147.5 49.2
0.175 161.6 53.9
0.200 174.6 58.2
0.250 200.4 66.8
0.300 224.2 74.7
0.350 244.0 81.3
0.400 263.5 87.8
0.450 278.7 92.9
0.500 294.9 98.3
0.550 311.6 103.9
0.600 324.3 108.1
Elapsed Dial Percent
Time Gauge Swell
(hrs) (Div)
0.00 262 0.00%
117.27 266 0.09%
1Division = 0.001 in.
Tested By TMS Date 1212812009 Checked By ANFf Date u -.2-9-0-p
,I •
e echnics
INTEGRITY IN TESTING
SINGLE POINT CBR TEST
ASTM D 1883-94 (SOP-S27)
Client KAM ENGINEERING SERVICES Boring No.
Client Reference DOGWOOD VILLAGE APARTMENT Depth(ft.)
Project No. 2009-739-01 Sample No.
Lab ID 2009-739-01-01 Visual Description
O
12C
80.0
w
a
CBR VALUE (0.1") 3.8%
CBR VALUE (0.2") 3.9%
Penetration Stress vs. Penetration
NA
NA
09-745
TAN CLAYEY SAND
100.0
w
m
w
N 60.0
c
0
w
?o
a?
c
d
a
40.0
20.0
0.100 0.200 0.300 0.400 0.500 0.600 0.700
0.0 4k-
0.000
Penetration (in)
Tested By TMS Date 1212812009 Approved By ?j,,ge•-f Date
page 2 Of 2 DCN: CT-S27 REVSION: 5 DATE: 11/15/05 11SERVERIData Drive12009 PROJECTS12009-739 K4MI12009-739-01-01 CBR 09-745.xls]SHEETI
8527
0134
06521 PG0134
Excise Tax: $3,068
PIN(s): 0425-66-9466 and 0425-65-5707
Prepared by:
Grayson G. Russell (No Title Exam)
Russell Law Group, PLLC
P.O. Box 19001
Raleigh, NC 27619
After Recording: Mail to Grantee
FILED
CUMBERLAND COUNTY NC
J. LEE WARREN, JR.
REGISIER OF DEEDS
FILED Nov 22, 2010
AT 10:25:00 am
BOOK 08527
START PAGE 0134
END PAGE 0137
INSTRUMENT # 38015
RECORDING $28.00
EXCISE TAX $3,068.00
KSJ
Brief Description for the Index
20.47 Acres: Lot 2 - Plat Book 122,
Page 20 and Plat Book 127, Page 87.
NORTH CAROLINA SPECIAL WARRANTY DEED
THIS DEED made this day of November, 2010, by and between
GRANTOR GRANTEE
ATLANTIC MULTIFAMILY, LLC CAPE FEAR MULTIFAMILY,
whose mailing address is: LLC, a North Carolina limited liability
116 A North Howe Street company
Southport, NC 28461 c/o William H. Thorne
116 A North Howe Street
South ort , NC 28461
Enter in wropnate block for each owtv: name, address m if , character ofentity, e. n or pwUmhip.
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 Grantor, for and in consideration of the stun of Ten and No/100
Dollars ($10.00) and other good and valuable consideration in hand paid at and before the
8527
0135 808521 PG0135
delivery of these presents, the receipt and sufficiency of which are hereby acknowledged, has
granted, bargained, sold, transferred, conveyed and confirmed and by these presents does grant,
bargain, sell, and convey unto the Grantee in fee simple, all that certain tract or parcel of land
lying and being in Cumberland County, North Carolina, being more particularly described on
Exhibit A (the "Property') attached hereto and incorporated herein by reference.
The Property hereinabove described was acquired by Grantor by an instrument recorded
in Book 7832, Page 580, Cumberland County Registry.
All or a portion of the Property herein conveyed does not include the primary residence
of Grantor.
TO HAVE AND TO HOLD the aforesaid Property and all privileges and appurtenances
thereto belonging to the Grantee in fee simple.
And Grantor covenants with Grantee, that Grantor has done nothing to title to impair
such title as Grantor received, and Grantor will warrant and defend the title against the lawful
claims of all persons claiming by, under or through Grantor, except for the exceptions hereinafter
stated.
Title to the Property is subject to the following exceptions:
1. Taxes for the current year.
2. All matters of record.
3. All matters that would be revealed by a current and accurate survey of the
Property.
[Signature page follows]
8527
0136
8KO8521 PG013b
IN WITNESS WHEREOF, Grantor has caused this instrument to be signed in its name
this jtday of November, 2010, and delivered as of the date indicated on the first page of this
Deed.
GRANTOR:
ATLANTIC MULTIFAMILY, LLC
By:
William H. Thorne, Manager
STATE OF No, n_ v%
COUNTY OF Wc, k.e.
I certify that the following person personally appeared before me this day,
acknowledging to me that he or she voluntarily signed the foregoing document for the purpose
stated therein and in the capacity indicated: William H. Thorne. Manager
DATE: BGeteber I0?' , 2010.
iNotary Publi
Printed Name: (!2- J VI G . ZA SSe.
My Commission expires:
[NOTARY PUBLIC STAMP OR SEAL]
s
C9 Notary Public
?r
woke County
My COMM18Sipn eXPlre
09/27/2(11
O?IH CARC????
(N.R SEAL)
8527
0137 508521 PG0131
EXHIBIT A
THE FOLLOWING DESCRIBED TRACTS OF LAND LIE ON THE NORTH SIDE OF
BLACK & DECKER ROAD, CITY OF FAYETTEVILLE. THE TRACTS ARE DULY
RECORDED IN DEED BOOK 7832 PAGE 580, DEED BOOK 8332 PAGE 623 AND PLAT
BOOK 122, PAGE 20 AND A RECOMBINATION SURVEY RECORDED IN BOOK 127,
PAGE 87 OF THE CUMBERLAND COUNTY, NORTH CAROLINA REGISTRY, AND ARE
MORE FULLY DESCRIBED AS FOLLOWS:
BEGINNING AT A SET 5/8" REBAR IN THE NORTHERN RIGHT-OF-WAY MARGIN OF
BLACK & DECKER ROAD, SAID REBAR ALSO BEING THE SOUTHWESTERN
CORNER OF CHRISTIAN LIFE CHURCH WORLD MINISTRIES, INC. RECORDED IN
DEED BOOK 5662, PG 267 AND RUNNING THENCE WITH SAID RIGHT-OF-WAY
N78°43'43"W 102.14 FEET TO A SET 5/8" REBAR, THENCE LEAVING SAID RIGHT-OF-
WAY N00°28'49"W 1,269.86 FEET TO AN EXISTING 1/2" REBAR, THENCE S78°39'40"E
1,335.86 FEET TO AN EXISTING 1/2" REBAR, THENCE S00°28'50"E 673.61 FEET TO AN
EXISTING 1 1/2" IRON PIPE, THENCE N76°49'25"W 149.78 FEET TO AN EXISTING
CONCRETE MONUMENT,THENCE N78°19'03"W 365.21 FEET TO AN EXISTING
CONCRETE MONUMENT, THENCE N78°42'39"W 400.03 FEET TO AN EXISTING V
IRON PIPE WITH A MAG NAIL, THENCE NII°18'44"E 124.05 FEET TO A SET 5/8"
REBAR, THENCE N78°39'49"W 346.05 FEET TO A SET 5/8" REBAR, THENCE
S00028'49"E 729.64 FEET TO THE POINT OF BEGINNING, CONTAINING 20.47 ACRES.
t . North Carolina Secretary of State
Page 1 of 2
` North Carolina
Ir
Elaine E Marshall DEPARTMENT OFTHE

_
Secretary
SECRETARY of STATE
PO Box 2%22 RiiWeoq . NG 2 626-0 t919 7-29
Date: 1/27/2011
Click here to:
View Document Filings i Sign Up for E-Notifications
®A Pre-populated Annual Report Fillable PDF Form i File an Annual Report i
Corporation Names
Name Name Type
NC CAPE FEAR LEGAL
MULTIFAMILY, LLC
Limited Liability Company Information
SOSID: 1041183
Status: Current-Active
Effective Date: 5/1/2008
Dissolution Date:
Annual Report Due Date:
Citizenship: DOMESTIC
State of Inc.: NC
Duration: PERPETUAL
Registered Agent
Agent Name: THORNE, WILLIAM H
Office Address: 116 A NORTH HOWE STREET
SOUTHPORT NC 28461
Mailing Address: 116 A NORTH HOWE STREET
SOUTHPORT NC 28461
Principal Office
Office Address: 116 A NORTH HOWE STREET
SOUTHPORT NC 28461
Mailing Address: 116 A NORTH HOWE STREET
SOUTHPORT NC 28461
Officers
Title:
Name:
Business Address:
Title:
Name:
Business Address:
MANAGER
116 A NORTH HOWE STREET
SOUTHPORT NC 28461
MANAGER
300 S MAIN STREET
MAULDIN SC 29662
Title: MEMBER
Name:
Q..-; ... oinn 1AITCDh1AT1nA1A1 DADL( IIDI\/F
http://www. secretary. state.nc.us/corporations/Corp. aspx?Pitemld=8800894
1/27/2011
North Carolina Secretary of State
Page 2 of 2
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2766
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=8800894 1/27/2011
bOLUTIONb, INC
wl'ww P-")&e'vLutiar L-, com
ASTORIA APARTMENTS
STORM WATER CALCULATIONS
January 11, 2011
life# 1"
.Q
SEAL _
027452
cp PO
7T B ,
Z.Z.i
1
4P,51TF-
SOLUTION,5, INC.
The Astoria at Hope Mills Required Storm Volume
.? I
Drainage Area:
38.0 acres
Impervious Area: 854621 sf (19.61 ac)
% Impervious: 51.63%
1 inch Storm Event:
Rv = 0.05+0.009 I
Rv = runoff coefficient
I= percent impervious
Rv=0.05+0.009 * 51.63 %
= 0.515
For volume that must be controlled:
Volume=3,630*Rd*Rv*A
Volume = 3,630*(1 inch)*(0.515)*38.0 acres = 71039cf
Average Depth of Pond: 3.84
SA/DA ratio: 4.4
Surface Area Required: 72832sf
Surface Area Provided: 116664sf

The Astoria at Hope Mills
Drawdown Time
Temporary storage volume =
Orifice # 1 diameter =
Area of orifice =
Orifice #2 diameter =
Area of orifice =
Orifice Coefficient (Cd) _
Orifice elevation=
Riser elevation=
Driving head (H) _
Discharge (Q) _
Drawdown time =
149,989 cf
4 in
1
0.0873 sf
3 in
1
0.0491 sf
0.60
199.50 ft
200.75 ft
0.42 ft
0.4239 cfs
353873 s
98.3 hr
4.1 days
Astoria drawdown time.xls Printed 1/28/2011
4D Site Solutions, Inc.
DESIGN REQUIREMENTS:
A. Contain the 1 inch storm
Drainage Area, (DA) = 21.84 acres
Intensity, (I) = 0.13 inches/hr
Composite Runoff Coefficient, (C) _> 0.30
Maximum Release Rate, (Qi) _> 0.852 efs
Drainage Area, (DA) = 38.00 acres
Intensity, (1) = 0.13 inches/hr
Composite Runoff' Coefficient, (C) _> 0.64
Peak Release Rate, (Q I) _> 3.16 cts
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (sf) (cf) (cf) (ft) In (S) In (Z) Z est
199.4 - - - -
199.5 115,664 5,783 5,783 0.10
200.0 126,102 60,442 66,225 0.60
200.5 129,296 63,850 130,074 1.10
201.0 132,517 65,453 195,527 1.60
201.5 135,766 67,071 262,598 2.10
202.0 139,044 68,703 331,301 2.60
202.5 146,993 71,509 402,810 3.10
Regression Output:
b= 1.23 (X Variable Coef )
Ks= 107,601 (e`""tercept)
8.66
11.10
11.78
12.18
12.48
12.71
's 12.91 's
-2.30
...........................
-0.51
0.10
0.47
0.74
0.96
1.13
0.09
0.67
1.17
1.62
2.06
2.49
2.92
Stage - Storage Equation is of the form: S = (Ks)(Z)b
printed: 1112120116:15 AM Page 1 of 19
4D Site Solutions, Inc.
Barrel
Number of Barrels =
Dia. of Barrel =
Area of Barrel, (Ab) _
Pipe Length, (L) _
Friction Coeff., (Kp) _
Inv. of Barrel =
Riser
Elev. of Riser Crest
Rectangular
Length Weir= 24 inches
Total Weir Length=
Area of Riser =
Orifice in Riser
Dia. of Orifice =
Number of Orifices =
Area of Orifice, (Ab) _
Orifice Coefficient (Cd)
Inv. of Orifice =
Dia. of Orifice =
Number of Orifices =
Area of Orifice, (Ab) _
Orifice Coefficient (Cd) _
Inv. of Orifice =
Width Weir=
1
24 inches
3.14 sf
65.0 feet
0.01058
199.40 feet
200.75 feet
36 inches
10.00 feet
6.00 sq. ft.
4.000 inches
1
0.09 sf
0.60
199.50 feet
3.000 inches
1
0.05 sf
0.60
199.50 feet
Width of Spillway (Approx.) = 40 feet
Weir Coefficient = 3.3
Crest Elevation = 201.5 feet
Maximum Release Rate, (Qt) = 0.852 cfs
Release Rate, (Qt) = 0.658 cfs
Normal Water Surface Elev. = 199.5 feet
Water Surface Elev. co Outlet (Q1) = 200.66 feet
printed: 1/1212011 6:15 AM Page 2 of 19
Peak Inflow, (Qp) => 3.162 cfs
Time to Peak Calculation: CN= 84 P= 3.02 in
Q*= 1.53 in. (depth of runoff)
Vol= 121,516 cf (vol. of runoff)
Time to Peak, (Tp) => 801.8 minutes
(SCS TR-55)
t/tp Q/Qp t Q
min efs
0.00 0.000 0 0.00
0.01 0.000 8 0.00
0.02 0.001 16 0.00
0.03 0.002 24 0.01
0.04 0.004 32 0.01
0.05 0.006 40 0.02
0.06 0.009 48 0.03
0.07 0.012 56 0.04
0.08 0.016 64 0.05
0.09 0.020 72 0.06
0.10 0.024 80 0.08
0.11 0.029 88 0.09
0.12 0.035 96 0.11
0.13 0.041 104 0.13
0.14 0.047 112 0.15
0.15 0.054 120 0.17
0.16 0.062 128 0.19
0.17 0.069 136 0.22
0.18 0.077 144 0.24
0.19 0.086 152 0.27
0.20 0.095 160 0.30
0.21 0.104 168 0.33
0.22 0.114 176 0.36
0.23 0.124 184 0.39
0.24 0.135 192 0.43
S= 1.90 in.
printed: 1I12/20I16 15 AM Page 3 of 19
4D Site Solutions, Inc.
025 0.146 200 0.46
0.26 0.157 208 0.50
0.27 0.169 216 0.53
0.28 0.181 224 0.57
0.29 0.193 232 0.61
0.30 0.205 240 0.65
0.31 0.218 248 0.69
0.32 0.231 256 0.73
0.33 0.244 264 0.77
0.34 0.258 272 0.82
0.35 0.272 280 0.86
0.36 0.286 288 0.90
0.37 0.300 296 0.95
0.38 0.315 304 0.99
0.39 0.329 312 1.04
0.40 0.344 320 1.09
0.41 0.359 328 1.14
0.42 0.374 336 1.18
0.43 0.389 344 1.23
0.44 0.405 352 1.28
0.45 0.420 360 1.33
0.46 0.436 368 1.38
0.47 0.451 376 1.43
0.48 0.467 384 1.48
0.49 0.483 392 1.53
0.50 0.498 400 1.58
0.51 0.514 408 1.62
0.52 0.530 416 1.67
0.53 0.545 424 1.72
0.54 0.561 432 1.77
0.55 0.576 440 1.82
0.56 0.592 448 1.87
0.57 0.607 456 1.92
0.58 0.622 464 1.97
0.59 0.637 472 2.02
0.60 0.652 480 2.06
0.61 0.667 488 2.11
0.62 0.682 496 2.16
0.63 0.696 504 2.20
0.64 0.711 512 2.25
0.65 0.725 520 2.29
0.66 0.739 528 2.34
0.67 0.752 536 2.38
0.68 0.766 544 2.42
0.69 0.779 552 2.46
0.70 0.792 560 2.50
0.71 0.804 568 2.54
0.72 0.817 576 2.58
0.73 0.829 584 2.62
0.74 0.840 592 2.66
0.75 0.852 600 2.69
0.76 0.863 608 2.73
0.77 0.873 616 2.76
0.78 0.883 624 2.79
0.79 0.893 632 2.82
0.80 0.903 640 2.85
0.81 0.912 648 2.88
0.82 0.921 656 2.91
0.83 0.929 664 2.94
0.84 0.937 672 2.96
0.85 0.944 680 2.98
0.86 0.951 688 3.01
0.87 0.958 696 3.03
0.88 0.964 704 3.05
0.89 0.969 712 3.06
0.90 0.975 720 3.08
0.91 0.979 728 3 ??
printed: 1 2011 6:15 AM
Page 4 of 19
0.92 0983 736 3.11
0.93 0.987 744 3.12
0.94 0.990 752 3.13
0.95 0.993 760 3.14
0.96 0.996 768 3.15
0.97 0.997 776 3.15
0.98 0.999 784 3.16
0.99 1.000 792 3.16
1.00 1.000 800 3.16
1.01 1.000 808 3.16
1.02 0.999 816 3.16
1.03 0.998 824 3.16
1.04 0.997 832 3.15
1.05 0.994 840 3.14
1.06 0.992 848 3.14
1.07 0.989 856 3.13
1.08 0.985 864 3.11
1.09 0.981 872 3.10
1.10 0.977 880 3.09
1.11 0.972 888 3.07
1.12 0.966 896 3.06
1.13 0.960 904 104
1.14 0.954 912 3.02
1.15 0.947 920 3.00
1.16 0.940 928 2.97
1.17 0.933 936 2.95
1.18 0.924 944 2.92
1.19 0.916 952 2.90
1.20 0.907 960 2.87
1.21 0.898 968 2.84
1.22 0.888 976 2.81
1.23 0.878 984 2.78
1.24 0.868 992 2.74
1.25 0.857 1000 2.71
1.26 0.847 1008 2.68
1.27 0.836 1016 2.64
1.28 0.825 1024 2.61
1.29 0.814 1032 2.57
1.30 0.804 1040 2.54
1.31 0.794 1048 2.51
1.32 0.783 1056 2.48
1.33 0.773 1064 2.44
1.34 0.763 1.072 2.41
1.35 0.753 1080 2.38
1.36 0.744 1088 2.35
1.37 0.734 1096 2.32
1.38 0.725 1104 2.29
1.39 0.715 1112 2.26
1.40 0.706 1120 2.23
printed: 1/12/2011 6:15 AM Page 5 of 19
4D Site Solutions, Inc.
1.41 0.697 1128 2.20
1.42 0.688 1136 2.18
1.43 0.679 1144 2.15
1.44 0.670 1152 2.12
1.45 0.662 1160 2.09
1.46 0.653 1168 2.07
1.47 0.645 1176 2.04
1.48 0.637 1184 2.01
1.49 0.628 1192 1.99
1.50 0.620 1200 1.96
1.51 0.612 1208 1.94
1.52 0.604 1216 1.91
1.53 0.597 1224 1.89
1.54 0.589 1232 1.86
1.55 0.581 1240 1.84
1.56 0.574 1248 1.81
1.57 0.566 1256 1.79
1.58 0.559 1264 1.77
159 0.552 1272 1.74
1.60 0.545 1280 1.72
1.61 0.538 1288 1.70
1.62 0.531 1296 1.68
1.63 0.524 1304 1.66
1.64 0.517 1312 1.64
1.65 0.511 1320 1.61
1.66 0.504 1328 1.59
1.67 0.498 1336 1.57
1.68 0.491 1344 1.55
1.69 0.485 1352 1.53
1.70 0.479 1360 1.51.
1.71 0.472 1368 1.49
1.72 0.466 1376 1.47
1.73 0.460 1384 1.46
1.74 0.454 1392 1.44
1.75 0.448 1400 1.42
1.76 0.443 1408 1.40
1.77 0.437 1416 1.38
1.78 0.431 1424 1.36
1.79 0.426 1432 1.35
1.80 0.420 1440 1.33
1.81 0.415 1448 1.31
1.82 0.410 1456 1.29
1.83 0.404 1464 1.28
1.84 0.399 1472 1.26
1.85 0.394 1480 1.25
1.86 0.389 1488 1.23
1.87 0.384 1496 1.21
1.88 0.379 1504 1.20
1.89 0.374 1512 1.18
1.90 0.369 1520 1.17
1.91 0.364 1528 1.15
1.92 0.360 1536 1.14
1.93 0.355 1544 1.12
1.94 0.351 1552 1.11
1.95 0.346 1560 1.09
1.96 0.342 1568 1.08
1.97 0.337 1576 1.07
1.98 0.333 1584 1.05
1.99 0.329 1592 1.04
2.00 0.324 1600 1.03
2.01 0.320 1608 1.01
2.02 0.316 1616 1.00
2.03 0.312 1624 0.99
2.04 0.308 1632 0.97
2.05 0.304 1640 0.96
2.06 0.300 1648 0.95
2.07 0.296 1656 0 91z
priided: 1 1 011 6:15 AM
Page 6 of 19
4D Site Solutions, Inc.
2.08 0.292 1664 0.92
2.09 0.289 1672 0.91
2.10 0.285 1680 0.90
2.11 0.281 1688 0.89
2.12 0.278 1696 0.88
2.13 0.274 1704 0.87
2.14 0.270 1712 0.86
2.15 0.267 1720 0.84
2.16 0.264 1728 0.83
2.17 0.260 1736 0.82
2.17 0.257 1744 0.81
2.18 0.253 1752 0.80
2.19 0.250 1760 0.79
2.20 0147 1768 0.78
2.21 0.244 1776 0.77
2.22 0.241 1784 0.76
2.23 0.238 1792 0.75
2.24 0.234 1800 0.74
2.25 0.231 1808 0.73
2.26 0.228 1816 0.72
2.27 0.226 1824 0.71
2.28 0.223 1832 0.70
2.29 0.220 1840 0.69
230 0.217 1848 0.69
2.31 0.214 1856 0.68
2.32 0.211 1864 0.67
2.33 0.209 1872 0.66
2.34 0.206 1880 0.65
2.35 0.203 1888 0.64
2.36 0.201 1896 0.63
2.37 0.198 1904 0.63
2.38 0.196 1912 0.62
2.39 0.193 1920 0.61
2.40 0.191 1928 0.60
2.41 0.188 1936 0.59
2.42 0.186 1944 0.59
2.43 0.183 1952 0.58
2.44 0.181 1960 0.57
2.45 0.179 1968 0.56
2.46 0.176 1976 0.56
2.47 0.174 1984 0.55
2.48 0.172 1992 0.54
2.49 0.170 2000 0.54
2.50 0.167 2008 0.53
2.51 0.165 2016 0.52
2.52 0.163 2024 0.52
2.53 0.161 2032 0.51
2.54 0.159 2040 0.50
2.55 0.157 2048 0.50
2.56 0.155 2056 0.49
2.57 0.153 2064 0.48
2.58 0.151 2072 0.48
2.59 0.149 2080 0.47
2.60 0.147 2088 0.46
2.61 0.145 2096 0.46
2.62 0.143 2104 0.45
2.63 0.141 2112 0.45
2.64 0.140 2120 0.44
2.65 0.138 21.28 0.44
2.66 0.136 2136 0.43
2.67 0.134 2144 0.42
2.68 0.133 21.52 0.42
2.69 0.131 2160 0.41
2.70 0.129 2168 0.41
2.71 0.127 2176 0.40
2.72 0.126 2184 0.40
2.73 0.124 2192 0 Q
primed: iT?1/20776:15 AM
Page 7 of 19
4D Site Solutions, Inc.
2.74 0.123 2200 0.39
2.75 0.121 2208 0.38
2.76 0.119 2216 0.38
2.77 0.118 2224 0.37
2.78 0.116 2232 0.37
2.79 0.115 2240 0.36
2.80 0.113 2248 0.36
2.81 0.112 2256 0.35
2.82 0.111 2264 0.35
2.83 0.109 2272 0.34
2.84 0.108 2280 0.34
2.85 0.106 2288 0.34
2.86 0.105 2296 0.33
2.87 0.104 2304 0.33
2.88 0.102 2312 0.32
2.89 0.101 2320 0.32
2.90 0.100 2328 0.31
2.91 0.098 2336 0.31
2.92 0.097 2344 0.31
2.93 0.096 2352 0.30
2.94 0.095 2360 0.30
2.95 0.093 2368 0.30
2.96 0.092 2376 0.29
2.97 0.091 2384 0.29
2.98 0.090 2392 0.28
2.99 0.089 2400 0.28
3.00 0.088 2408 0.28
3.01 0.086 2416 0.27
3.02 0.085 2424 0.27
3.03 0.084 2432 0.27
3.04 0.083 2440 0.26
3.05 0.082 2448 0.26
3.06 0.081 2456 0.26
3.07 0.080 2464 0.25
3.08 0.079 2472 0.25
3.09 0.078 2480 0.25
3.10 0.077 2488 0.24
3.11 0.076 2496 0.24
3.12 0.075 2504 0.24
3.13 0.074 2512 0.23
3.14 0.073 2520 0.23
3.15 0.072 2528 0.23
3.16 0.071 2536 0.22
3.17 0.070 2544 0.22
3.18 0.069 2552 0.22
3.19 0.068 2560 0.22
3.20 0.068 2568 0.21
3.21 0.067 2576 0.21
3.22 0.066 2584 0.21
3.23 0.065 2592 0.21
3.24 0.064 2600 0.20
3.25 0.063 2608 0.20
3.26 0.062 2616 0.20
3.27 0.062 2624 0.19
3.28 0.061 2632 0.19
3.29 0.060 2640 0.19
3.30 0.059 2648 0.19
3.31 0.059 2656 0.19
3.32 0.058 2664 0.18
3.33 0.057 2672 0.18
3.34 0.056 2680 0.18
3.35 0.056 2688 0.18
3.36 0.055 2696 0.17
3.37 0.054 2704 0.17
3.38 0.053 2712 0.17
3.39 0.053 2720 0.17
3.40 0.052 2728 0 A?
drd
d
1 2011
p
e
:
6:75 AM Page 8 Of 19
3.41 0.051 2736 0.16
3.42 0.051 2744 0.16
3.43 0.050 2752 0.16
3.44 0.049 2760 0.16
3.45 0.049 2768 0.15
3.46 0.048 2776 0.15
3.47 0.048 2784 0.15
3.48 0.047 2792 0.15
3.49 0.046 2800 0.15
3.50 0.046 2808 0.14
3.51 0.045 2816 0.14
3.52 0.045 2824 0.14
3.53 0.044 2832 0.14
3.54 0.043 2840 0.14
3.55 0.043 2848 0.14
3.56 0.042 2856 0.13
3.57 0.042 2864 0.13
3.58 0.041 2872 0.13
3.59 0.041 2880 0.13
3.60 0.040 2888 0.13
3.61 0.040 2896 0.13
3.62 0.039 2904 0.12
3.63 0.039 2912 0.12
3.64 0.038 2920 0.12
3.65 0.038 2928 0.12
3.66 0.037 2936 0.12
3.67 0.037 2944 0.12
3.68 0.036 2952 0.11
3.69 0.036 2960 0.11
3.70 0.035 2968 0.11
3.71 0.035 2976 0.11
3.72 0.034 2984 0.11
3.73 0.034 2992 0.11
3.74 0.034 3000 0.11
3.75 0.033 3008 0.10
3.76 0.033 3016 0.10
3.77 0.032 3024 0.10
3.78 0.032 3032 0.10
3.79 0.031 3040 0.10
3.80 0.031 3048 0.10
3.81 0.031 3056 0.10
3.82 0.030 3064 0.10
3.83 0.030 3072 0.09
3.84 0.029 3080 0.09
3.85 0.029 3088 0.09
3.86 0.029 3096 0.09
3.87 0.028 3104 0.09
3.88 0.028 3112 0.09
3.89 0.028 3120 0.09
3.90 0.027 3128 0.09
3.91 0.027 3136 0.08
3.92 0.027 3144 0.08
3.93 0.026 3152 0.08
3.94 0.026 3160 0.08
3.95 0.026 3168 0.08
3.96 0.025 3176 0.08
3.97 0.025 3184 0.08
3.98 0.025 3192 0.08
3.99 0.024 3200 0.08
4.00 0.024 3208 0.08
4.01 0.024 3216 0.07
4.02 0.023 3224 0.07
4.03 0.023 3232 0.07
4.04 0.023 3240 0.07
4.05 0.022 3248 0.07
4.06 0.022 3256 0.07
4.07 0.022 3264 0
pdnted: 1 011 6:15 AM
Page 9 of 19
4D Site Solutions, Inc.
4.08 0.022 3272 0.07
4.09 0.021 3280 0.07
4.10 0.021 3288 0.07
4.11 0.021 3296 0.07
4.12 0.020 3304 0.06
4.13 0.020 3312 0.06
4.14 0.020 3320 0.06
4.15 0.020 3328 0.06
4.16 0.019 3336 0.06
4.17 0.019 3344 0.06
4.18 0.019 3352 0.06
4.19 0.019 3360 0.06
4.20 0.018 3368 0.06
4.21 0.018 3376 0.06
4.22 0.018 3384 0.06
4.23 0.018 3392 0.06
4.24 0.018 3400 0.06
4.25 0.017 3408 0.05
4.26 0.017 3416 0.05
4.27 0.017 3424 0.05
4.28 0.017 3432 0.05
4.29 0.016 3440 0.05
4.30 0.016 3448 0.05
4.31 0.016 3456 0.05
4.32 0.016 3464 0.05
4.33 0.016 3472 0.05
4.34 0.015 3480 0.05
4.35 0.015 3488 0.05
4.36 0.015 3496 0.05
4.37 0.015 3504 0.05
4.38 0.015 3512 0.05
4.39 0.014 3520 0.05
4.40 0.014 3528 0.05
4.41 0.014 3536 0.04
4.42 0.014 3544 0.04
4.43 0.014 3552 0.04
4.44 0.014 3560 0.04
4.45 0.013 3568 0.04
4.46 0.013 3576 0.04
4.47 0.013 3584 0.04
4.48 0.013 3592 0.04
4.49 0.013 3600 0.04
4.50 0.013 3608 0.04
4.51 0.012 3616 0.04
4.52 0.012 3624 0.04
4.53 0.012 3632 0.04
4.54 0.012 3640 0.04
4.55 0.012 3648 0.04
4.56 0.012 3656 0.04
4.57 0.011 3664 0.04
4.58 0.011 3672 0.04
4.59 0.011 3680 0.04
4.60 0.011 3688 0.03
4.61 0.011 3696 0.03
4.62 0.011 3704 0.03
4.63 0.011 3712 0.03
4.64 0.010 3720 0.03
4.65 0.010 3728 0.03
4.66 0.010 3736 0.03
4.67 0.010 3744 0.03
4.68 0.010 3752 0.03
4.69 0.010 3760 0.03
4.70 0.010 3768 0.03
4.71 0.010 3776 0.03
4.72 0.009 3784 0.03
4.73 0.009 3792 0.03
4.74 0.009 3800 0
printed: i 2b11 6:15 AM
Page 10 of 19
4.75
4.76
4.77
4.78
4.79
4.80
4.81
4.82
4.83
4.84
4.85
4.86
4.87
4.88
4.89
4.90
4.91
4.92
4.93
4.94
4.95
4.96
4.97
4.98
4.99
5.00
5.01
5.02
5.03
5.04
5.05
5.06
5.07
5.08
5.09
5.10
5.11
5.12
5.13
5.14
5.15
5.16
5.17
5.18
5.19
5.20
5.21
5.22
5.23
5.24
5.25
5.26
5.27
5.28
0.009 3808 0.03
0.009 3816 0.03
0.009 3824 0.03
0.009 3832 0.03
0.009 3840 0.03
0.008 3848 0.03
0.008 3856 0.03
0.008 3864 0.03
0.008 3872 0.03
0.008 3880 0.03
0.008 3888 0.03
0.008 3896 0.02
0.008 3904 0.02
0.008 3912 0.02
0.008 3920 0.02
0.007 3928 0.02
0.007 3936 0.02
0.007 3944 0.02
0.007 3952 0.02
0.007 3960 0.02
0.007 3968 0.02
0.007 3976 0.02
0.007 3984 0.02
0.007 3992 0.02
0.007 4000 0.02
0.007 4008 0.02
0.006 4016 0.02
0.006 4024 0.02
0.006 4032 0.02
0.006 4040 0.02
0.006 4048 0.02
0.006 4056 0.02
0.006 4064 0.02
0.006 4072 0.02
0.006 4080 0.02
0.006 4088 0.02
0.006 4096 0.02
0.006 4104 0.02
0.006 4112 0.02
0.005 4120 0.02
0.005 4128 0.02
0.005 4136 0.02
0.005 4144 0.02
0.005 4152 0.02
0.005 4160 0.02
0.005 4168 0.02
0.005 4176 0.02
0.005 4184 0.02
0.005 4192 0.02
0.005 4200 0.02
0.005 4208 0.01
0.005 4216 0.01
0.005 4224 0.01
0.005 4232 0.01
printed: 1/12120116:15 AM
Page 11 of 19
Solutions,
14D Site WEIR ORIFICE 1st 2nd EMERGENC
TIME INFLOW STORAGE STAGE RISER RISER ORIFICE ORIFICE SPILLWAY
min cfs (Cf) iDt cfs cfs cfs cfs cfs
0.00 0.00 0 0.10 0.0 0.00 0.00 0.00 0.0
8.00 0.00 0 0.10 0.0 0.00 0.00 0.00 0.0
16.00 0.00 0 0.10 0.0 0.00 0.00 0.00 0.0
24.00 0.01 2 0.10 0.0 0.00 0.00 0.00 0.0
32.00 0.01 5 0.10 0.0 0.00 0.00 0.00 0.0
40.00 0.02 11 0.10 0.0 0.00 0.00 0.00 0.0
48.00 0.03 20 0.10 0.0 0.00 0.00 0.00 0.0
56.00 0.04 34 0.10 0.0 0.00 0.00 0.00 OA
64.00 0.05 52 0.10 0.0 0.00 0.00 0.00 0.0
72.00 0.06 76 0.10 0.0 0.00 0.00 0.00 0.0
80.00 0.08 106 0.10 0.0 0.00 0.00 0.00 0.0
88.00 0.09 143 0.10 0.0 0.00 0.00 0.00 0.0
96.00 0.11 187 0.10 0.0 0.00 0.00 0.00 0.0
104.00 0.13 240 0.10 0.0 0.00 0.00 0.00 0.0
11100 0.15 303 0.10 0.0 0.00 0.00 0.00 0.0
120.00 0.17 374 0.10 0.0 0.00 0.00 0.00 0.0
128.00 0.19 457 0.10 0.0 0.00 0.00 0.00 0.0
136.00 0.22 550 0.10 0.0 0.00 0.00 0.00 0.0
144.00 0.24 655 0.10 0.0 0.00 0.00 0.00 0.0
152.00 0.27 773 0.10 0.0 0.00 0.00 0.00 0.0
160.00 0.30 904 0.10 0.0 0.00 0.00 0.00 0.0
168.00 0.33 1048 0.10 0.0 0.00 0.00 0.00 0.0
176.00 0.36 1206 0.10 0.0 0.00 0.00 0.00 0.0
184.00 0.39 1380 0.10 0.0 0.00 0.00 0.00 0.0
192.00 0.43 1569 0.10 0.0 0.00 0.00 0.00 0.0
200.00 0.46 1773 0.10 0.0 0.00 0.00 0.00 0.0
208.00 0.50 1995 0.10 0.0 0.00 0.00 0.00 0.0
216.00 0.53 2233 0.10 0.0 0.00 0.00 0.00 0.0
224.00 0.57 2489 0.10 0.0 0.00 0.00 0.00 0.0
232.00 0.61 2763 0.10 0.0 0.00 0.00 0.00 0.0
240.00 0.65 3055 0.10 0.0 0.00 0.00 0.00 0.0
248.00 0.69 3367 0.10 0.0 0.00 0.00 0.00 0.0
256.00 0.73 3698 0.10 0.0 0.00 0.00 0.00 0.0
264.00 0.77 4048 0.10 0.0 0.00 0.00 0.00 0.0
272.00 0.82 4419 0.10 0.0 0.00 0.00 0.00 0.0
280.00 0.86 4811 0.10 0.0 0.00 0.00 0.00 0.0
288.00 0.90 5223 0.10 0.0 0.00 0.00 0.00 0.0
296.00 0.95 5657 0.10 0.0 0.00 0.00 0.00 0.0
304.00 0.99 6113 0.10 0.0 0.00 0.00 0.00 0.0
312.00 1.04 6590 0.10 0.0 0.00 0.00 0.00 010
320.00 1.09 7090 0.11 0.0 0100 0.00 0.00 0.0
328.00 1.14 7612 0.12 0.0 0.00 0.00 0.00 0.0
336.00 1.18 8155 0.12 0.0 0.00 0.00 0.00 0.0
344.00 1.23 8720 0.13 0.0 0.00 0.00 0.00 0.0
352.00 118 9307 0.14 0.0 0.00 0.01 0.00 0.0
360.00 1.33 9916 0.14 0.0 0.00 0.01 0.01 0.0
368.00 1.38 10547 0.15 0.0 0.00 0.01 0.01 0.0
376.00 1.43 11199 0.16 0.0 0.00 0.01 0.01 0.0
384.00 1.48 11873 0.17 0.0 0.00 0.02 0.01 0.0
392.00 1.53 12569 0.17 0.0 0.00 0.02 0.01 0.0
400.00 1.58 13286 0.18 0.0 0.00 0.02 0.02 0.0
408.00 1.62 14024 0.19 0.0 0.00 0.02 0.02 0.0
416.00 1.67 14783 0.20 0.0 0.00 0.03 0.02 0.0
424.00 1.72 15563 0.21 0.0 0.00 0.03 0.02 0.0
432.00 1.77 16364 0.22 0.0 0.00 0.04 0.03 0.0
440.00 1.82 17185 0.23 0.0 0.00 0.04 0.03 0.0
448.00 1.87 18026 0.23 0.0 0.00 0.04 0.03 0.0
456.00 1.92 18887 0.24 0.0 0.00 0.05 0.04 0.0
464.00 1.97 19768 0.25 0.0 0.00 0.05 0.04 0.0
472.00 2.02 20668 0.26 0.0 0.00 0.06 0.04 0.0
480.00 2.06 21586 0.27 0.0 0.00 0.06 0.05 OA
488.00 2.11 22523 0.28 printed: 01&0116: 16AQ.00 0.07 0.05 0.0
Page 12 of 19
496.00 2.16 23478 0.29 0.0 0.00 0.07 0.06 0.0
504.00 2.20 24451 0.30 0.0 0.00 0.08 0.06 0.0
512.00 2.25 25441 0.31 0.0 0.00 0.09 0.06 0.0
520.00 2.29 26447 0.32 0.0 0.00 0.09 0.07 0.0
528.00 2.34 27470 0.33 0.0 0.00 0.10 0.07 0.0
536.00 2.38 28509 0.34 0.0 0.00 0.10 0.08 0.0
544.00 2.42 29562 0.35 0.0 0.00 0.11 0.08 0.0
552.00 2.46 30631 0.36 0.0 0.00 0.12 0.09 0.0
560.00 2.50 31714 0.37 0.0 0.00 0.13 0.09 0.0
568.00 2.54 32812 0.38 0.0 0.00 0.13 0.09 0.0
576.00 2.58 33925 0.39 0.0 0.00 0.14 0.10 0.0
584.00 2.62 35050 0.40 0.0 0.00 0.15 0.10 0.0
592.00 2.66 36189 0.41 0.0 0.00 0.16 0.10 0.0
600.00 2.69 37340 0.42 0.0 0.00 0.16 0.11 0.0
608.00 2.73 38504 0.43 0.0 0.00 0.17 0.11 0.0
616.00 2.76 39678 0.44 0.0 0.00 0.18 0.11 0.0
624.00 2.79 40866 0.46 0.0 0.00 0.18 0.11 0.0
632.00 2.82 42064 0.47 0.0 0.00 0.19 0.12 0.0
640.00 2.85 43274 0.48 0.0 0.00 0.19 0.12 0.0
648.00 2.88 44495 0.49 0.0 0.00 0.20 0.12 0.0
656.00 2.91 45726 0.50 0.0 0.00 020 0.12 0.0
664.00 2.94 46967 0.51 0.0 0.00 0.21 0.13 0.0
672.00 2.96 48217 0.52 0.0 0.00 0.21 0.13 0.0
680.00 2.98 49475 0.53 0.0 0.00 0.22 0.13 0.0
688.00 3.01 50741 0.54 0.0 0.00 0.22 0.13 0.0
696.00 3.03 52015 0.55 0.0 0.00 0.22 0.14 0.0
704.00 3.05 53295 0.57 0.0 0.00 0.23 0.14 0.0
712.00 3.06 54582 0.58 0.0 0.00 0.23 0.14 0.0
720.00 3.08 55874 0.59 0.0 0.00 0.24 0.14 0.0
728.00 3.10 57170 0.60 0.0 0.00 0.24 0.14 0.0
736.00 3.11 58471 0.61 0.0 0.00 0.25 0.15 0.0
744.00 3.12 59776 0.62 0.0 0.00 0.25 0.15 0.0
752.00 3.13 61083 0.63 0.0 0.00 0.25 0.15 0.0
760.00 3.14 62392 0.64 0.0 0.00 0.26 0.15 0.0
768.00 3.15 63703 0.65 0.0 0.00 0.26 0.15 0.0
776.00 3.15 65014 0.66 0.0 0.00 0.26 0.16 0.0
784.00 3.16 66326 0.67 0.0 0.00 0.27 0.16 0.0
792.00 3.16 67637 0.69 0.0 0.00 0.27 0.16 0.0
800.00 3.16 68947 0.70 0.0 0.00 0.28 0.16 0.0
808.00 3.16 70255 0.71 0.0 0.00 0.28 0.16 0.0
816.00 3.16 71560 0.72 0.0 0.00 0.28 0.17 0.0
824.00 3.16 72861 0.73 0.0 0.00 0.29 0.17 0.0
832.00 3.15 74159 0.74 0.0 0.00 0.29 0.17 0.0
840.00 3.14 75451 0.75 0.0 0.00 0.29 0.17 0.0
848.00 3.14 76739 0.76 0.0 0.00 0.29 0.17 0.0
856.00 3.13 78019 0.77 0.0 0.00 0.30 0.17 0.0
864.00 3.11 79294 0.78 0.0 0.00 0.30 0.18 0.0
872.00 3.10 80560 0.79 0.0 0.00 0.30 0.18 0.0
880.00 3.09 81818 0.80 0.0 0.00 0.31 0.18 0.0
888.00 3.07 83067 0.81 0.0 0.00 0.31 0.18 0.0
896.00 3.06 84307 0.82 0.0 0.00 0.31 0.18 0.0
904.00 3.04 85536 0.83 0.0 0.00 0.31 0.18 0.0
912.00 3.02 86755 0.84 0.0 0.00 0.32 0.18 0.0
920.00 3.00 87961 0.85 0.0 0.00 0.32 0.19 0.0
928.00 2.97 89156 0.86 0.0 0.00 0.32 0.19 0.0
936.00 2.95 90338 0.87 0.0 0.00 0.33 0.19 0.0
944.00 2.92 91506 0.88 0.0 0.00 0.33 0.19 0.0
952.00 2.90 92660 0.89 0.0 0.00 0.33 0.19 0.0
960.00 2.87 93800 0.89 0.0 0.00 0.33 0.19 0.0
968.00 2.84 94924 0.90 0.0 0.00 0.33 0.19 0.0
976.00 2.81 96032 0.91 0.0 0.00 0.34 0.20 0.0
984.00 2.78 97124 0.92 0.0 0.00 0.34 0.20 0.0
992.00 2.74 98200 0.93 0.0 0.00 0.34 0.20 0.0
1000.00 2.71 99257 0.94 0.0 0.00 0.34 0.20 0.0
1008.00 2.68 100297 0.94 0.0 0.00 0.35 0.20 0.0
1016.00 2.64 101320 0.95 0.0 0.00 0.35 0.20 0.0
1024.00 2.61 102325 0.96 x.00
printed: 919/20116* 15 A 0.35 0.20 0.0
Page 13 of 19
1032.00 2.57 103313 0.97 0.0 0.00 0.35 0.20 0.0
1040.00 2.54 104282 0.97 0.0 0.00 0.35 0.20 0.0
1048.00 2.51 105235 0.98 0.0 0.00 0.35 0.21 0.0
1056.00 2.48 106170 0.99 0.0 0.00 0.36 0.21 0.0
1064.00 2.44 107089 1.00 0.0 0.00 0.36 0.21 0.0
1072.00 2.41 107991 1.00 0.0 0.00 0.36 0.21 0.0
1080.00 2.38 108877 1.01 0.0 0.00 0.36 0.21 0.0
1088.00 2.35 109746 1.02 0.0 0.00 0.36 0.21 0.0
1096.00 2.32 110600 1.02 0.0 0.00 0.36 0.21 0.0
1104.00 2.29 111438 1.03 0.0 0.00 0.37 0.21 0.0
1112.00 2.26 112260 1.04 0.0 0.00 0.37 0.21 0.0
1120.00 2.23 113067 1.04 0.0 0.00 0.37 0.21 0.0
1128.00 2.20 113859 1.05 0.0 0.00 0.37 0.21 0.0
1136.00 2.18 114637 1.05 0.0 0.00 0.37 0.21 0.0
1144.00 2.15 115399 1.06 0.0 0.00 0.37 0.22 0.0
1152.00 2.12 116147 1.06 0.0 0.00 0.37 0.22 0.0
1160.00 2.09 116881 1.07 0.0 0.00 0.38 0.22 0.0
1168.00 2.07 117601 1.07 0.0 0.00 0.38 0.22 0.0
1176.00 2.04 118307 1.08 0.0 0.00 0.38 0.22 0.0
1184.00 2.01 118999 1.09 0.0 0.00 0.38 0.22 0.0
1192.00 1.99 119678 1.09 0.0 0.00 0.38 0.22 0.0
1200.00 1.96 120343 1.10 0.0 0.00 0.38 0.22 0.0
1208.00 1.94 120996 1.10 0.0 0.00 0.38 0.22 0.0
1216.00 1.91 121635 1.10 0.0 0.00 0.38 0.22 0.0
1224.00 1.89 122262 1.11 0.0 0.00 0.39 0.22 0.0
1232.00 1.86 122876 1.11 0.0 0.00 0.39 0.22 0.0
1240.00 1.84 123477 1.12 0.0 0.00 0.39 0.22 0.0
1248.00 1.81 124066 1.12 0.0 0.00 0.39 0.22 0.0
1256.00 1.79 124644 1.13 0.0 0.00 0.39 0.22 0.0
1264.00 1.77 125209 1.13 0.0 0.00 0.39 0.22 0.0
1272.00 1.74 125762 1.14 0.0 0.00 0.39 0.23 0.0
1280.00 1.72 126304 1.14 0.0 0.00 0.39 0.23 0.0
1288.00 1.70 126835 1.14 0.0 0.00 0.39 0.23 0.0
1296.00 1.68 127354 1.15 0.0 0.00 0.39 0.23 0.0
1304.00 1.66 127862 1.15 0.0 0.00 0.39 0.23 0.0
1312.00 1.64 128359 1.15 0.0 0.00 0.40 0.23 0.0
1320.00 1.61 128845 1.16 0.0 0.00 0.40 0.23 0.0
1328.00 1.59 129320 1.16 0.0 0.00 0.40 0.23 0.0
1336.00 1.57 129785 1.16 0.0 0.00 0.40 0.23 0.0
1344.00 1.55 130239 1.17 0.0 0.00 0.40 0.23 0.0
1352.00 1.53 130684 1.17 0.0 0.00 0.40 0.23 0.0
1360.00 1.51 131118 1.17 0.0 0.00 0.40 0.23 0.0
1368.00 1.49 131542 1.18 0.0 0.00 0.40 0.23 0.0
1376.00 1.47 131956 1.18 0.0 0.00 0.40 0.23 0.0
1384.00 1.46 132360 1.18 0.0 0.00 0.40 0.23 0.0
1392.00 1.44 132755 1.19 0.0 0.00 0.40 0.23 0.0
1400.00 1.42 133140 1.19 0.0 0.00 0.40 0.23 0.0
1408.00 1.40 133516 1.19 0.0 0.00 0.40 0.23 0.0
1416.00 1.38 133883 1.19 0.0 0.00 0.40 0.23 0.0
1424.00 1.36 134241 1.20 0.0 0.00 0.40 0.23 0.0
1432.00 1.35 134590 1.20 0.0 0.00 0.41 0.23 0.0
1440.00 1.33 134930 1.20 0.0 0.00 0.41 0.23 0.0
1448.00 1.31 135261 1.20 0.0 0.00 0.41 0.23 0.0
1456.00 1.29 135583 1.21 0.0 0.00 0.41 0.23 0.0
1464.00 1.28 135897 1.21 0.0 0.00 0.41 0.23 0.0
1472.00 1.26 136203 1.21 0.0 0.00 0.41 0.23 0.0
1480.00 1.25 136501 1.21 0.0 0.00 0.41 0.23 0.0
1488.00 1.23 136790 1.22 0.0 0.00 0.41 0.23 0.0
1496.00 1.21 137071 1.22 0.0 0.00 0.41 0.24 0.0
1504.00 1.20 137344 1.22 0.0 0.00 0.41 0.24 0.0
1512.00 1.18 137610 1.22 0.0 0.00 0.41 0.24 0.0
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0.0 0.00
0.0 0.00
0.0 0.00
printed: Y/i2/2011 6:15 j.00
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
0.37
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0.37
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0.36
0.36
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0.36
0.36
0.36
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0.36
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0.36
0.36
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0.36
0.36
0.36
0.35
0.35
0.35
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0.35
0.35
0.35
0.35
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0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.35
0.34
0.34
0.34
0.34
0.34
0.22
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
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0.20
0.20
0.20
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0.20
0.20
0.20
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0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.20
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
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0.0
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0.0
0.0
0.0
0.0
0.0
0.0
Page 18 of 19
3712.00 0.03 98684 0.93 0.0 0.00 0.34 0.20
3720.00 0.03 98440 0.93 0.0 0.00 0.34 0.20
3728.00 0.03 98197 0.93 0.0 0.00 0.34 0.20
3736.00 0.03 97954 0.93 0.0 0.00 0.34 0.20
3744.00 0.03 97711 0.92 0.0 0.00 034 0.20
3752.00 0.03 97468 0.92 0.0 0.00 0.34 0.20
3760.00 0.03 97225 0.92 0.0 0.00 0.34 0.20
3768.00 0.03 96982 0.92 0.0 0.00 0.34 0.20
3776.00 0.03 96740 0.92 0.0 0.00 0.34 0.20
3784.00 0.03 96498 0.92 0.0 0.00 0.34 0.20
3792.00 0.03 96256 0.91 0.0 0.00 0.34 0.20
3800.00 0.03 96014 0.91 0.0 0.00 0.34 0.20
3808.00 0.03 95772 0.91 0.0 0.00 0.34 0.20
3816.00 0.03 95531 0.91 0.0 0.00 0.34 0.20
3824.00 0.03 95290 0.91 0.0 0.00 0.34 0.19
3832.00 0.03 95048 0.90 0.0 0.00 0.33 0.19
3840.00 0.03 94808 0.90 0.0 0.00 033 0.19
3848.00 0.03 94567 0.90 0.0 0.00 0.33 0.19
3856.00 0.03 94326 0.90 0.0 0.00 0.33 0.19
3864.00 0.03 94086 0.90 0.0 0.00 0.33 0.19
3872.00 0.03 93846 0.89 0.0 0.00 0.33 0.19
3880.00 0.03 93606 0.89 0.0 0.00 0.33 0.19
3888.00 0.03 93366 0.89 0.0 0.00 0.33 0.19
3896.00 0.02 93127 0.89 0.0 0.00 0.33 0.19
3904.00 0.02 92887 0.89 0.0 0.00 0.33 0.19
3912.00 0.02 92648 0.89 0.0 0.00 0.33 0.19
3920.00 0.02 92409 0.88 0.0 0.00 0.33 0.19
3928.00 0.02 92171 0.88 0.0 0.00 0.33 0.19
3936.00 0.02 91932 0.88 0.0 0.00 0.33 0.19
3944.00 0.02 91694 0.88 0.0 0.00 0.33 0.19
3952.00 0.02 91456 0.88 0.0 0.00 0.33 0.19
3960.00 0.02 91218 0.87 0.0 0.00 0.33 0.19
3968.00 0.02 90981 0.87 0.0 0.00 0.33 0.19
3976.00 0.02 90743 0.87 0.0 0.00 0.33 0.19
3984.00 0.02 90506 0.87 0.0 0.00 0.33 0.19
3992.00 0.02 90269 0.87 0.0 0.00 0.33 0.19
4000.00 0.02 90033 0.87 0.0 0.00 0.32 0.19
4008.00 0.02 89796 0.86 0.0 0.00 0.32 0.19
4016.00 0.02 89560 0.86 0.0 0.00 0.32 0.19
4024.00 0.02 89324 0.86 0.0 0.00 0.32 0.19
4032.00 0.02 89089 0.86 0.0 0.00 0.32 0.19
4040.00 0.02 88853 0.86 0.0 0.00 0.32 0.19
4048.00 0.02 88618 0.85 0.0 0.00 0.32 0.19
4056.00 0.02 88383 0.85 0.0 0.00 0.32 0.19
4064.00 0.02 88149 0.85 0.0 0.00 0.32 0.19
4072.00 0.02 87914 0.85 0.0 0.00 0.32 0.19
4080.00 0.02 87680 0.85 0.0 0.00 0.32 0.19
4088.00 0.02 87446 0.84 0.0 0.00 0.32 0.19
4096.00 0.02 87213 0.84 0.0 0.00 0.32 0.19
4104.00 0.02 86979 0.84 0.0 0.00 0.32 0.19
4112.00 0.02 86746 0.84 0.0 0.00 0.32 0.18
4120.00 0.02 86514 0.84 0.0 0.00 0.32 0.18
4128.00 0.02 86281 0.84 0.0 0.00 0.32 0.18
4136.00 0.02 86049 0.83 0.0 0.00 0.32 0.18
4144.00 0.02 85817 0.83 0.0 0.00 0.32 0.18
4152.00 0.02 85585 0.83 0.0 0.00 0.31 0.18
4160.00 0.02 85354 0.83 0.0 0.00 0.31 0.18
4168.00 0.02 85122 0.83 0.0 0.00 0.31 0.18
4176.00 0.02 84892 0.82 0.0 0.00 0.31 0.18
4184.00 0.02 84661 0.82 0.0 0.00 0.31 0.18
4192.00 0.02 84431 0.82 0.0 0.00 0.31 0.18
4200.00 0.02 84201 0.82 0.0 0.00 0.31 0.18
4208.00 0.01 83971 0.82 0.0 0.00 0.31 0.18
4216.00 0.01 83741 0.82 0.0 0.00 0.31 0.18
4224.00 0.01 83512 0.81 0.0 0.00 0.31 0.18
4232.00 0.01 83283 0.81 0.0 0.00 0.31 0.18
printed: 1112/2011 615 AM
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
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0.0
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0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
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0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
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0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Page 19 of 19

DESIGN REQUIREMENTS:
A. Pass the 10 yr storm
Drainage Area, (DA) = 19.40 acres
Intensity, (I) = 5.29 inches/hr
Composite Runoff Coefficient, (C) _> 0.30
Maximum Release Rate, (Q10) _> 30.788 cfs
The-A-storia-at Hope Mills - Detention Pond Post- Develop in en t Runo.ff - I 0-N11-
Drainage Area, (DA) = 38.00 acres
Intensity, (1) _
Composite Runoff Coefficient, (C) _>
5.29 inches/hr
0.64
Peak Release Rate, (Q 10) _> 128.65 cfs
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (sf) (cf) (cf) (ft) In (S) In (Z) Z est

199.4 - - - - -
199.5 115,664 5,783 5,783 0.10 8.66 -2.30 0.09
200.0 126,102 60,442 66,225 0.60 11.10 -0.51 0.67
200.5 129,296 63,850 130,074 1.10 € 11.78 0.10 1.17
201.0 132,517 65,453 195,527 1.60 € 12.18 0.47 1.62
201.5 135,766 67,071 262,598 2.10 12.48 0.74 2.06
202.0 139,044 68,703 331,301 2.60 € 12.71 0.96 2.49
202.5 146,993 71,509 402,810 3.10 12.91 1.13 2.92
Regression Output:
b= 1.23 (X Variable Coeff)
Ks= 107,601 (ey-inte`°ept)
Stage - Storage Equation is of the form: S = (Ks)(Z) b
printed: 1/12120116:07 AM
Page 1 of 2
1 Site-Solutions, Inc.
Primary Spillway
Barrel
Number of Barrels =
Dia. of Barrel =
Area of Barrel, (Ab) =
Pipe Length, (L) =
Friction Coeff., (Kp) =
Inv. of Barrel =
1
24 inches
3.14 sf
65.0 feet
0.01058
199.40 feet
Riser
Elev. of Riser Crest
Rectangular
Length Weir= 24 inches
Total Weir Length=
Area of Riser =
Width Weir-
200.75 feet
36 inches
10.00 feet
6.00 sq. ft.
Orifice in Riser
Dia. of Orifice =
Number of Orifices =
Area of Orifice, (Ab) _
Orifice Coefficient (Cd)
Inv. of Orifice =
Dia. of Orifice =
Number of Orifices =
Area of Orifice, (Ab) _
Orifice Coefficient (Cd) _
Inv. of Orifice =
4.000 inches
1
0.09 sf
0.60
199.50 feet
3.000 inches
1
0.05 sf
0.60
199.50 feet
Emergency Spill-*NaN
Width of Spillway (Approx.) = 40 feet
Weir Coefficient = 3.3
Crest Elevation = 201.5 feet
Maximum Release Rate, (Q10)=
Release Rate, (Q10) =
Normal Water Surface Elev. =
Water Surface Elev. @a Outlet NO =
primed: 1/1212011 6:07 AM
30.8 cfs
19.5 cfs
199.50 feet
201.43 feet
Page 2 of 2
DESIGN REQUIREMENTS:
A. Pass the 25 yr storm
Drainage Area, (DA) = 21.84 acres
Intensity, (1) _
Composite Runoff Coefficient, (C) _>
5.96 inches/hr
0.30
Maximum Release Rate, (Q25) _>
39.050 cfs
?The Astoria at Hope Mills - Detention Pond Post-Developinent Runoff- 25-vr
Drainage Area, (DA) = 38.00 acres
Intensity, (1) _
Composite Runoff Coefficient, (C) _>
5.96 inches/hr
0,64
Peak Release Rate, (Q25) _> 144.95 cfs
Detention Pond Sta(je - Storage Function
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (so (cf) (ct) (ft) In (S) In (Z) Z est

199.4 - - - - .
199.5 115,664 5,783 5,783 0.10 8.66 -2.30 0.09

200.0
126,102
60,442
66,225 .. .
0.60 = .................
11.10 .... ...........................
-0.51
0.67
200.5 129,296 63,850 130,074 1.10 11.78 0.10 1.17
201.0 132,517 65,453 195,527 1.60 12.18 0.47 1.62
201.5 135,766 67,071 262,598 2.10 12.48 0.74 2.06
202.0 139,044 68,703 331,301 2.60 12.71 0.96 2.49
202.5 146,993 71,509 402,810 3.10 € 12.91 1.13 2.92
Regression Output:
b= 1.23 (X Variable Coeff)
Ks= 107,601 (e) -intercept)
Stage - Storage Equation is of the form: S = (Ks)(Z) b
printed: 1/12/2011 6:07 AM Page 1 of 2
Im
Barrel
Number of Barrels = 1
Dia. of Barrel = 24 inches
Area of Barrel, (Ab) = 3.14 sf
Pipe Length, (L) = 65.0 feet
Friction CoefT, (Kp) = 0.01058
Inv. of Barrel = 199.40 feet
Riser
Elev. of Riser Crest = 200.75 feet
Rectangular
Length Weir= 24 inches Width Weir= 36 inches
Total Weir Length= 10.00 feet
Area of Riser = 6.00 sq. ft.
Orifice in Riser
Dia. of Orifice = 4.000 inches
Number of Orifices = I
Area of Orifice, (Ab) = 0.09 sf
Orifice Coefficient (Cd) = 0.60
Inv. of Orifice = 199.50 feet
Dia. of Orifice = 3.000 inches
Number of Orifices = 1
Area of Orifice, (Ab) = 0.05 sf
Orifice Coefficient (Cd) = 0.60
Inv. of Orifice = 199.50 feet
Width of Spillway (Approx.) = 40 feet
Weir Coefficient = 3.3
Crest Elevation = 201.5 feet
Suminar,, of Results
Maximum Release Rate, (Q25) = 39.0 cfs
Release Rate, (Q25) = 41.8 cfs
Normal Water Surface Elev. = 199.50 feet
Water Surface Elev. @ Outlet (Q25) = 201.71 feet
printed: 1112120116:07 AM Page 2 of 2

DESIGN REQUIREMENTS:
A. Pass the 100 yr storm
The Astoria at Hope Mills - Detention Pond Pre-Developinent Runoff- I 00-yr
Drainage Area, (DA) = 21.84 acres
Intensity, (1) = 6.86 inches/hr
Composite Runofi'Coef Coefficient, (C) 0.43
Maximum Release Rate, (Q,()O) _> 64.42 cfs
Drainage Area, (DA) _
Intensity, (I) _
Composite Runoff Coefficient, (C) _>
38.00 acres
6.86 inches/hr
0.64
Peak Release Rate, (QI(,0) _>
Detention 166.84 cfs
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (SO (cf) (cf) (ft) In (S) In (Z) Z est
199.4 - - - - -
199.5 115,664 5,783 5,783 0.10 8.66 -2.30 0.09

200.0
126,102
60,442
66,225
0.60 ......................... ....
11.10 ......................
-0.51
0.67
200.5 129,296 63,850 130,074 1.10 € 11.78 0.10 1.17
201.0 132,517 65,453 195,527 1.60 12.18 € 0.47 1.62
201.5 135,766 67,071 262,598 2.10 12.48 0.74 2.06
202.0 139,044 68,703 331,301 160 12.71 0.96 2.49
202.5 146,993 71,509 402,810 3.10 12.91 1.13 2.92
Regression Output:
b= 1.23 (X Variable CoefT)
Ks= 107,601 (e) -intercept)
Stage - Storage Equation is of the form: S = (Ks)(Z) b
printed: 1/12/2011 6:08 AM
Page 1 of 2

Barrel
Number of Barrels =
Dia. of Barrel =
Area of Barrel, (Ab) =
Pipe Length, (L) =
Friction Coeff, (Kp) =
Inv. of Barrel =
Riser
Elev. of Riser Crest =
Rectangular
Length Weir-
Total Weir Length=
Area of Riser =
Orifice in Riser
Dia. of Orifice =
Number of Orifices =
Area of Orifice, (Ab) _
Orifice Coefficient (Cd) _
Inv. of Orifice =
24 inches
1
24 inches
3.14 sf
65.0 feet
0.01058
199.40 feet
200.75 feet
Width Weir= 36 inches
10.00 feet
6.00 sq. ft.
4.000 inches
1
0.09 sf
0.60
199.50 feet
Dia. of Orifice = 3.000 inches
Number of Orifices = 0
Area of Orifice, (Ab) = 0.05 sf
Orifice Coefficient (Cd) = 0.60
Inv. of Orifice = 199.50 feet
Width of Spillway (Approx.) = 40 feet
Weir Coefficient = 3.3
Crest Elevation = 201.5 feet
Suminarv of Results
Maximum Release Rate, (Q700) = 64.4 cfs
Release Rate, (Q7„o) = 80.0 cfs
Normal Water Surface Elev. = 199.50 feet
Water Surface Elev. (1a) Outlet 0100) = 201.99 feet
primed: 1112/2011 8:08 AM
Page 2 of 2
Channel Report
Astoria - Wet Pond Concrete Channel Outfall
T..,..?`.?erlal
Bottom Width (ft) = 5.00
Side Siopes (z:,i) = 0.50, 0.50
Total Depth (ft) = 2.50
Invert Elev (ft) = 199.40
Slope (%) = 0.51
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 64.40
Hiahliohted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
= 1.41
= b4.4U
= 8.04
= 8.01
= 8.15
= 1.64
= 6.41
= 2.41
Elev (ft) Section Depth (ft)
202.00 2.60
201.50 2.10
201.00 1.60
v
200.50 1.10
200.00 0.60
199.50 0.10
199.00 -0.40
198.50 -0.90
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)
Astoria Apartments
Wet Pond
Antiflotation Calculation Pond Riser
Input Data
Safety Factor: 1.25
Top Width of Riser (ft) 2.00
Top Length of Riser (ft) 6.00
Thickness of Riser (ft) 0.50
Thickness of Bottom of Riser (ft) 0.50
Top of Riser (ft) 200.75
Invert of Riser (ft) 199.40
Volume of Riser (cf) 15.45
Unit Weight Of Concrete Qb/cf) 150.00
Unit Weight of Water (lb/cf) 62.40
Block Height (ft) 0.00
Block Width (ft) 7.00
Block Length (ft) 7.00
Output
Fw (Uplift Force, lb) 1010.88
Fc (Weight of Concrete,lb) 2317.50

Design Volume (cf) N/A
Design Safety Factor 2.29
Volume OK
Astoria pond outlet antiflotation.xls 1/28/2011
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc.
Astoria - Wet Pond Concrete Channel Outfall
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 0.50, 0.50
Total Depth (ft) = 2.50
Invert Elev (ft) = 199.40
Slope (%) = 0.51
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 64.40
Elev (ft)
202.00
201.50
201.00
200.50
200.00
199.50
199.00
198.50
0
Section
Sunday, Aug 22 2010
Highlighted
Depth (ft) = 1.41
Q (cfs) = 64.40
Area (sqft) = 8.04
Velocity (ft/s) = 8.01
Wetted Perim (ft) = 8.15
Crit Depth, Yc (ft) = 1.64
Top Width (ft) = 6.41
EGL (ft) = 2.41
Depth (fi
2.60
2.10
1.60
1.10
0.60
0.10
-0.40
-0.90
8 9 10
1 2 3 4 5 6 7