SW6110806_HISTORICAL FILE_20111104

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
DOC TYPE 1 ❑ CURRENT PERMIT
❑ APPROVED PLANS
ISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

November 3, 2011
NCDENR — DWQ
Stormwater Permitting Unit
512 N. Salisbury St.
Raleigh, NC 27699-1617
Attn: Robert D. Patterson, PE
Re: Wedgefield Apartments
HUA Job #HC1108
Dear Mr. Patterson,
(L�l� Hobbs Upchurch Associates
engineering I planning I surveying
NOV - 4 2011
�DDSNAND STMMATER BRANCH
In reference to your emailed comments from October 28, 2011, the following are the responses
to those comments made by your office for the above named project and our responses are as
follows:
1. It is noted that you will be providing the original signed O&M Agreements and revised
SWU-101 form. Submitted original forms.
2. The bioretention cell elevations and surface areas in the callout on C-4 do not match
those values on the supplement and D-10. Elevations and areas have been
coordinated on the documents.
3. The wetland detail on D-10 needs to be more specific than the generic detail from
the BMP Manual. The detail has been drawn to show site conditions.
4. The outlet structure detail for the wetland needs to show the drawdown orifice and
related information. A detail of the drawdown orifice has been provided and
shown on the wetlands detail.
If you should have any questions or concerns during your review, please do not hesitate to
contact this office.
Sincerely,
HOBBS, UPCHURCH & ASSOCIATES, P.A.
Thomas K. Goodwin, P.E.
Division Manager
Transportation and Site Development Division
T: 910.692.5616 1 F: 910.692.7342 1 300 SW BROAD STREET I SOUTHERN PINES, NC 28388 1 WWW.HOBBSUPCHURCH.COM
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN

URCH
�� C O SUL UPC NGIAFE & ASSOCIATES
CONSULT/NG ENG/NF.ERS
P.O. BOX 1737
300 SOUTH WEST BROAD STREET
SOUTHERN PINES, NORTH CAROLINA 28387
PHONE: [phone]
FAX: [phone]
To: NCDENR -DWQ
512 N. Salisbury St.
Raleigh, NC 27699-1617
The Following Item(s) :
LETTER OF TRANSMITTAL
Date: 11/3/2011 JJob No. HCI108
Arm. Mr. Robert Patterson, PE
Ref: Wed efield Apartments
We are sending you
Attached
O Under separate cover VIA
Shop Drawings O Prints O Samples
O Copy of Letter O Change Order O
O Specifications
Copies
Date
Project No.
Description
I
Response to comments letter
2
Revised Supplement Form for Bioretention Cells
2
Revised Sets of Plans
These are Transmitted as Checked Below :
O For Approval
O Approved as Submitted
Resubmit for Approval
0 For Your Use
O Approved as Noted
Submit for Distribution
O As Requested
O Returned for Corrections
o Return Corrected Prints
[� For Review and Comment O
Prints Returned After Loan to Us
Remarks:
Copy To: Signed: LLk�
Frank Wanko, Project Designer

MCDENR
North Caroline Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Thomas K. Goodwin, PE
Hobbs, Upchurch & Associates, PA
300 SW Broad Street
Southern Pines, NC 28387
Dear Mr. Goodwin:
Division of Water Quality
Coleen H. Sullins
Director
October 28, 2011
Subject: Request for Additional Information
Stormwater Project No. SW6110806
Wedgefield Apartments
Hoke County
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Permit Application
for the subject project on August 19, 2011; with additional information received October 27, 2011. A
preliminary review of that information has determined that the application is not complete. The
following information is needed to continue the stormwater review:
1. It is noted that you will be providing the original signed O&M Agreements and revised SWU-
101 form.
2. The bioretention cell elevations and surface areas in the callout on C-4 do not match those
values on the supplement and D-10. Please revise.
3. The wetland detail on D-10 needs to be more site specific than the generic detail from the
BMP Manual.
4. The outlet structure detail for the wetland needs to show the drawdown orifice and related
information.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to November 11, 2011, or the application
will be returned as incomplete. The return of.a project will necessitate resubmittal of all required
items, including the application fee.
The Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
All revised original signed documents must be returned or new originals must be provided. Copies are
not acceptable. Any revised calculations or plans must be sealed, signed, and dated; and have a
revision date shown. Please reference the State assigned project number SW6110806 on all
correspondence. If you have any questions concerning this matter please feel free to call me at (919)
807-6375, or at [e-mail].
W atlands and Stonnwater Brwch
1617 Mai; Service Center, Raiogh, N:.rth Carolina 27699- i617 Ona
Location, at211. Salisbury St. Raleig.,, No-th Carolina 27604 NorthC a-i-olina
Phone: 9' a 8W-8T 01 FAX: [phone]'1411 ;comer Service: '-87 62. 6748 �atl. p+�yl rp,
Internel: ".nmi Prrquality.org 14 4. 4P.b o•r
An F.nonl Mp,,tunit,v„Rnna6ve Acl:o,emp:;yer

,-:r. ;rornds'\. ucvuPJ!H, rC
SWG110806 - Wed iefield Apartmen_s
October 28, : 011
Sincerely, (�
Robert D. Patterson, PE
Environmental Engineer
Stormwater Permitting Unit
cc: SW6110806 File
ec: Raymond Carroll Thomas - Wedgefield Apartments, LLC
Mike Lawyer - Fayetteville Regional Office
Page 2 of 2

NJ C O CONSUL
TINGENGINEERS
& ASSOC/AYES
CONSULA'G ENG/NEERS
P.O. BOX 1737
300 SOUTH WEST BROAD STREET
SOUTHERN PINES, NORTH CAROLINA 28387
PHONE: I-(910)-692-5616
FAX: [phone]
To: NCDENR -DWQ
Slormwaler Permitting Unit
512 N. Salisbury St.
Raleigh, NC 27699-1617
The Following Item(s) :
LETTER OF TRANSMITTAL
Date: 10/28/2011 Job No. HCI108
Attn. Robert Patterson, PE
Ref: Wed efield Apartments
SWP#SW6I10806
We are sending you
® Attached
O Under separate cover VIA
t� Shop Drawings O Prints O Samples
O Copy of Letter Change Order t�
O Specifications
Copies
Date
Project No.
Description
I
Original Stormwater Permit Application
I
Copy
I
Set of Originals of O&M Agreements
I
Set of Copies
These are Transmitted as Checked Below :
177� For Approval
O Approved as Submitted
O Resubmit for Approval
For Your Use
O Approved as Noted
0 Submit for Distribution
O As Requested
Returned for Corrections
O Return Corrected Prints
0 For Review and Comment 0
O Prints Returned After Loan to Us
Remarks:
Copy To:
Signed:
Project Designer
1 2011
D

N
jl,41 !( 0 rG 6
e�
D
ACT 2 Z011
*- PA TER pu
Revised Stormwater Device
Information and Calculations
For
Wedgefield Apartments
Hoke County, North Carolina
Prepared by:
Hobbs, Upchurch & Associates, P.A.
300 S.W. Broad Street
Southern Pines, NC 28387
July, 2011
Revised October, 2011

N /
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Table of Contents
Title
Bioretention Basin No.l
Bioretention Cell Supplement
Supporting Calculations
Operation and Maintenance Agreement
Stormwater Wetlands No.l
Stormwater Wetlands Supplement
Supporting Calculations
Operation and Maintenance Agreement

r Permit Number:
(to be provided by DWO)
otoF WArpg
Os
NC ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM D
401 CERTIFICATION APPLICATION FORM NOV - 4 P011
BIORETENTION CELL SUPPLEMENT DENR•WATER QUALITY
This form must be filled out, printed and submitted. WETIANOSAIIOSTORMWATER 11RAti
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name
Wedgefield Apartments
Contact name
Frank Wanko
Phone number
910-692-5616
Date
September, 2011
Drainage area number
1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
65,838 ft'
Impervious area
31,192 ft3
Percent impervious
47.4% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.04 in
1-yr, 24-hr intensity
0.13 in/hr
Pre -development 1-yr, 24-hr peak flow
0.040 ft3/sec
Post -development 1-yr, 24-hr peak flow
0.080 ft3/sec
Pre/Post 1-yr, 24-hr peak control
0.040 ft3/sec
Storage Volume: Non -SA Waters
Minimum volume required
2,643.0 ft3
Volume provided
2,798.0 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 W
Volume provided
ft3
Cell Dimensions
Pending depth of water
9 inches OK
Pending depth of water
0.75 it
Surface area of the top of the bioretention cell
4,066.1 ftz OK
Length:
It
Width:
fl
-or- Radius
It
Media and Soils Summary
Drawdown time, ponded volume
8 hr
OK
Drawdown time, to 24 inches below surface
16 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
0.01 in/hr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil.
Soil permeability
1.50 in/hr
OK
Soil composition
• Sand (by volume)
85%
OK
• Fines (by volume)
10 %
OK
• Organic (by volume)
5%
OK
Total: 100%
Form SW401-Bioretention-Rev.8
June 25, 2010
Parts I and 11. Design Summary, Page 1 of

Phosphorus Index (P-Index) of media
10 (unitless) OK
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell?
Is this a cell with treestshrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See BMP
Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
,_7 S - �0
.,2597/5 tmsl
— 4D/
y (Y or N) OK
N (Y or N)
257.75 first
0 inches Insufficient mulch depth, unless installing grassed cell.
255.75 fmsl
2 If
0.33 If
Y (Y or N)
5 OK
2 OK
1 it
254.42 first
252.58 fmsl
1.84If Insufficient distance to SHWT.
N (Y or N)
fmsl
257.75 If
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
it
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed
Is the BMP located at least 30 feet from surface waters (50 feet if SA Y (Y or N) OK
waters)?
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access to Y (Y or N) OK
a public Right of Way (ROW)?
Inlet velocity (from treatment system)
1 fUsec
OK
Is the area surrounding the cell likely to undergo development in the
N (Y or N)
OK
future?
Are the slopes draining to the bioretention cell greater than 20%?
N (Y or N)
OK
Is the drainage area permanently stabilized?
Y (Y or N)
OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
X
(8'inches gravel followed by 3-5 It of grass)
Grassed swale
OK
Forebay
Other
Form SW401-Bioretention-Rev.8
June 25, 2010 Pans I and II. Design Summary, Page 2 of 2

Bioretention Area Supporting Calculations
Area - #1
Inflow Calculations
Draine e AreaA. �„ ; "� ,G=�
65,838 sf
1.51 Acres
PrerdeG66 mehOm erviousArea'',,,': 'y n.,;S:',ar,:
Osf
0.00Acres
Post-develo ment Impervious Area-, Y ..'^'
31,192 sf
0.72 Acres
Post -development 1 yr, 24-fir peak flow (Q) ,
Q='C''CA;r Gn..c' ::Q= 0.11 cfs-:
Storage Volumes: Non SR Waters Calculations
Rv = .05+.9`(impervi6us,(ac)/DA (ac))',-'
V =1
Structure Calculations
Pondih" De"th RA
sf 0.75 ft.
1 Cleanout/1000(ft`)'ofBasinj, 3.48' Required
4 Provided
Post Development Flow;
Q=
':, 0..11 cfs
roughness coefficient
n=,
0.011
Sloe
S=.
0.50%
Overall,Diameter-,,, + � ,
� �;D=
0.61 in.
Unddrdrain Formula, ti ^ "a
D=(16 (,10 Q)`n/((S)^0'.05))A(3/8)`i
Table 5-1' BMP Manual
� [ iw.4'.,Underdrains Re uired,r

Name
WedgeTeld Apartments
Date
Oct., 2011
HUA Project No.
N� Hobbs Upchurch Associates ►IC1108
Hoke County, engineering I planning I surveying Calculated By
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
ch.,rloue . wa,nangmn . Nags Head . Southern apnea Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN ,t,KG
Impervious Areas:
Sidewalks:
4,442 Sq. Ft
0.10 Acres
Buildings:
15,998 Sq. Ft
0.37 Acres
PavemenUCurb:
1 10,752 Sq. Ft.
0.25 Acres
Total Built Upon Area:
Total Drainage Area:
Proposed BUA Estimate:
31,192 Sq. Ft. 1 0.72 Acres
,65,838Sq. F,t. 1.51 Acres
47.38%

Project Name
Wedgelield Apartments
Hoke County,
North Carolina
Project consists of the following Soil Groups:
NJ Hobbs Upchurch Associates
engineering I planning I surveying
800.849.1861 . www.hobbsupchurch.com
Chadians . Wilmington . Nags Head . Soudtern Pines
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
Soil'
,.
Type
,....
Name
,
.'
,Percent,
FaB
Faceville Loamy Sand
B
69
63%
WaB
Wagram
A
49
37%
Compost Pre -Development:
(soil type 1 % X CN)+(soil type 2 % X CN) = Pre -Development CN
USE Pre -Development CN: I62
Date
Oct., 2011
HUA Project No.
IIC1108
Calculated By
FDW
Checked By
TKG

Name
Wedgefield Apartments
Hoke County,
North Carolina
Calculations:
10 Hobbs Upchurch Associates
engineering I planning I surveying
800.849.1861 . www.hobbsupchurch.com
Charlotte . Wilmington . Nags Head . 5outhern Pines
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
Tc=K/128(L3/H10.385
K = Unitless
L =328 LF °.. Length of Drainage Area in Linear Feet
H = 22 ft: f Elevation difference for Drainage Area in Feet
Tic = 8.24 Minutes
Date
Oct., 2011
HUA Project No.
HC1108
Calculated By
FDW
Checked By
'rKG

Project Name
VOltme k
Date
Wedgefield Apartments
Computations
9,Bioretention?Bacing#1
Oct., 2011
HUA Project No.
Name
Location
Hobbs Upchurch Associates
HC1108
engineering I planning I su veying
N�
Calculated By
Hoke County,
800.849.1861 ww.hobbsupchurch.com
.
FDW
North Carolina
C�.�a... wJm ,�, N.g1.e,I . Swwe I•n,.
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
Checked By
TKG
P I•,
•
<
,..Ia ,s.� ,?
MINIMUM VOLUME REQUIRED. USE SIMPLE METHOD, COMPARE TO DISCRETE SCS METHOD
Treatment Volume:
Control and treat the first 1.0 inches of rain
Additional Requirements:
No additional requirements
Watershed Size:
=1_ _51=acres
' Percent Impervious Area:=4:7:6
% Total Composite CN 79.27
Impervious Area:
0.724 acres
Pervious Area:
0.786 acres ' Percent impervious from built upon
area calculations within drainage area
Water Quality Storm:
1.0 inch
Hydrologic Soil Group:;A
�._—
Mostly A_,j(Varies, See Composite HSG Computations)
Pervious Land Use CN:[—
62�,](See Pre -Developed Composite CN Computations)
Impervious Land Use CN:
98
RUNOFF DETERMINATION: t
NCDENR Stormwater BMP Manual, Section 3.3
Discrete SCS Method
PRECIPITATION(P):
1.00 inches (Water Quality Storm)
BREAKDOWN OF SOIL STORAGE (S):
Formula: S=1000/CN-10
Impervious (S):
0.204 inches
Pervious (S):
6.129 inches
BREAKDOWN OF RUNOFF (R/O):
Formula: P10=(P-o2'S) ` /(P+0.8'S)
Impervious (R/0):
0.791 inches
Pervious (R/O):
0.009 inches
BREAKDOWN OF'FIRST FLUSH' (V):
Formula: V=Area'Runo//Depth
Impervious (V):
0.573 acre -inches
Pervious (V):
0.007 acre -inches
TREATMENT VOL. REQUIRED (VTREAT):
Formula: VTREAT_ Impervious V+ pervious V
(✓TREAT):
0.580 acre -inches
(✓TREAT):
2,104 ft3
-
r1 ., ,. ,-e'-:Simple :Method ., ,.L.
IE:
0.4796 (Impervious fraction)
RD:
1.0 in (Water Quality Storm)
A:
1.51 acres (Watershed Area)
RUNOFF COEFFICIENT(Rv):
Formula: Rv=0.05+0.9'1a
R,,:
0.48164
TREATMENT VOL. REQUIRED (VTREAT):
Formula: VTREAT=RD'Rv*A
(✓TREAT):
2,640 h3
(✓TREAT):
0.727 acre -inches
USE: (VTREAT):
0.727 acre -inches

A LT M_ A
m` *A
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
Project name
Contact name
Phone number
Date
Drainage area number
III.- DIESIGNINFORMATION%n!"T1
M 97
Site Characteristics
Drainage area �;',lK514.00 ft'
Impervious area 'F'47,485AO ft'
Percent impervious 41.5% %
Design rainfall depth .00 inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth
" W!'-3.04�N�N�'� in
1-yr, 24-hr intensity
�HJn/hr
Pre -development 1-yr, 24-hr runoff
0.09 f5,'A`V'
4 ft3 lsec
Post -development 1-yr, 24-hr runoff
ft3/sec
Pre/Post 1-yr, 24-hr peak control
0.09 ft'/sec -,"v
Storage Volume: Non -SA Waters
'i '1'&4
Minimum required volume
0 L`U
"
Volume provided (temporary pool volume)
!M,�,12U1� ft3 OK
�5
Storage Volume: SA Waters Parameters
1.5" runoff volume 3
It
Pre -development 1-yr, 24-hr runoff volume
It3
Post -development 1 -yr, 24-hr runoff volume 3
Minimum volume required It 3
Volume provided V, 3
Outlet Design
Depth of temporary poollponding depth (Dllarl)
in OK
Drawdown time days OK
'
Drawdown orifice diameter may be insufficient. Please provide
Diameter of orifice
­RN",,',1,25 in
adequate supporting calculations.
Coefficient of discharge (Co) used in orifice diameter
W
calculation
M, (unitless)
Driving head (H.) used in the orifice diameter calculation
,F — ft
OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4'cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4'cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4'cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
5,125.21 ft2 OK
2,044.79 ft2 OK
40% %
2,044.26 ft2 OK
40% %
523.59.ft2
OK
10% %
512.72 ft2
OK
10% %
5,125.36 ft'
Enter data into the shaded cells in this section.
0.15 ft2
2315&ftamsl
ft amsl
'ZSL?S
251.25 It amsl
249.00 ft amsl
249.00 ft amsl
z:
`111251.50' ftamsl OK
j (Y or N)
4'.00 in OK
3.00 in OK
3.00 in OK
30.00 in ^ /r OK
a0t0 in 3i OK
', `. N�',, ,(YorN) OK
550
550
88
11 and 440
Form SW401-Wetland-Rev.6-11/16/09 Parts I and It. Project Design Summary, Page 2 of 3

Additional Information
Can the design volume be contained?
Y (Y or N)
OK
Does project drain to SA waters? If yes,
N ��.. `; ". (Y or N)
Excess volume must pass through filter.
What is the length of the vegetated filter?",Jft
Are calculations for supporting the design volume provided in the
y (Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y (Y or N)
OK
Is the BMP located in a recorded drainage easement with a
Y (Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
.
The length to width ratio is:
15.50 :1
OK
Approximate wetland length
248.00', ft
Approximate wetland width
> 7" 16.00 ft
Approximate surface area using length and width provided
3,968.00 ft2
This approx. surface area is within this number of square feet
of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
Y,, '' ' (Y or N)
OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3

Permit No.
(to be provided by DWO)
III. REQUIRED ITEMS_CHECKLIST ,."rt„."s,' 'rth, !s'i ��T� i� :.� ,"�'„`, ,�':' A!!"e`'i ,t,t
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.
Initials Page/ Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of several suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (O&M) agreement.
8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
an acceptable source of soils information.
SW401-Wetland-Rev.6-11/16/09 Part III, page 4 of 6

Wetlands Area Supporting Calculations
Area - #1
Inflow Calculations
Drainage *AeeaA
114,514 sf
2.63 Aces
Pre -development Impervious Area
0 sf
0.00 Acres. ,
Post -development Impervious Area
47,485 sf
1.09 Acres-
Mvr.,24 hcrainfall intensity (11 : _ : ,`, `I 0.13 in/hr I
Gl = G'1'A ,, e r Q 0.10cts
Post -development 9-yr 24 hrpeak flow (Q)' ,
Q-C'I'A'" tQ- 0:19cfsi77,
4,1)JO.OL CT, :''.
Basin Structure Calculations
IRiirFarta Aran of Rhallnw Water-' Parr'etana >-,L !?`I 3Q AQ°/ If -.; t R, iitahla v I
Surface Area of Foreba 523.59 sf
Surface.Area of Forebav-.Perceta9e'.: 10.22% ,t t',. x,Suitable
1

Project Name
fI4 C� N,a
'' fil Built Upon °Area:=`";t4
Dale
,��
Wedgefield Apartments
; �„ t " Computattonse-"rt" r'
Oct., 2011
I
", ° 5tormwater' Wetlands #1 ,e '.N"" „ ,:y
HUA Project No.
Location
Hobbs Upchurch Associates
HC1108
Hoke County,
engineering I planning I surveying
Calculated By
North Carolina
800.849.1861 www.hobbsupchurch.com
FDW
Checked By
Charlene . Wilmington . crag. Head . Soutne,n Pines
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
,TKG
.. a! _ a, t.x�. ♦ .3, j .. .F itl
r,* a .0. fi y '- d n .,. 4
'Y� i.rt , 'a R.,iWi I ..d, 1 .... ,�t °I r. .N: ,.. l
:ii ..
Impervious Areas:
Sidewalks:
- 4,160 Sq.. Ft.' 10.10
Acres
Buildings:..
13,970.Sq. Ft: J
0.32 Acres
Pavement/Curb:
29,356Sq Ft.,.'
0.67Acres
Total Built Upon Area:
Total Drainage Area:
Proposed BUA Estimate:
47,485 Sq. Ft. 1 1.09 Acres
- ; , 114,514 Sq. Ft . "': 2.63 Acres
41.47%

Project Name Pre Developme!It
Curve Numbers Date
Wedgefield Apartments for Destgn Oct., 2011
N ' �lU pp
- lU1'?StorinFvater,�Weltlands,#1 HUAProject No.
Location �� Hobbs Upchurch Associates 11C1108
Hoke County, 14 engineering I planning I surveying Calculated By
North Carolina 800.849,1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Herd . southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN TKG
1
2
3
4
5
Project consists of the following Soil Groups:
Soil
Type
r.,
Name
I
sr !' !
Grader ° 11, ,
i; "! ��
! #, CN for Grade ! I
Percent+
- n in
`Soil, (;
FaB
Faceville Loamy Sand
B
69
85%
WaB
Wagram
A
49
15%
Compost Pre -Development:
(soil type 1 % X CN)+(soil type 2 % X CN) = Pre -Development CN
USE Pre -Development CN: I66

Name
Date
Wedgefield Apartments
2011
,."Sfo'rmwate'rWetla'n'ds;#1 ";!?,'I' 7IHUAProjectNo
LJ� Hobbs Upchurch Associates HC11o8
Hoke County, r engine8ring Planning I surveying Calculated By
North Carolina 800,849.1861 . www.hobbsupchurch.com PDW
Chad... . Wd—ri,mn . Nags Head . S.mdi,.Rn.s Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN TKG
Calculations:
Tc=K/128(L3/H10.385
K=.mot=;L:,I ,,,,:sUnitless
L = [ 65 F '� Length of Drainage Area in Linear Feet
H = '''5.0 ft. Elevation difference for Drainage Area in Feet
Tc = 7.46 Minutes

Project Name
IUt 1¢
Date
Wedgefield Apartmentsti�on"s
WStorlvv�45eN,
Oct., 2011
HUA Project No.
Name
etlands,:#1_
Location
Hobbs Upchurch Associates
HC1108
Hoke County,
nnginearing I pinnning I surveying
NJ
Calculated By
800.849.1861 , w ,hobbsupchurch.com
North Carolina
CI -I.—. wlmi „o . •,• .• . sw... nI.—
FDW
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
Checked By
TKG
,.
• ..
r r, =I' 1
MINIMUM VOLUME REQUIRED. USE SIMPLE METHOD, COMPARE TO DISCRETE SCS METHOD
Treatment Volume:
Control and treat the first 1.0 inches of rain
Additional Requirements:
No additional requirements
Watershed Size:
(E"_2.63_ nacres
• Percent Impervious Area:,=,_4_t
A7=% Total Composite CN 79.27
Impervious Area:
1.091 acres
Pervious Area:
1.539 acres ' Percent impervious from built upon
area calculations within drainage area
Water Quality Storm:
1.0 inch
Hydrologic Soil Group:
Mostly B' (Varies, See Composite HSG Computations)
Pervious Land Use CN:_66=(See
Pre -Developed Composite CN Computations)
Impervious Land Use CN:
98
t'
.Y. S flf:lxn
NCDENR Stormwater BMP Manual, Section 3.3
•_ '-'".
'" i.: Discrete SCS' Method ` _ "'" -'
PRECIPITATION (P):
1.00 inches (Water Quality Storm)
BREAKDOWN OF SOIL STORAGE (S):
Formula: S=1000/CN-10
Impervious (S):
0.204 inches
Pervious (S):
5.152 inches
BREAKDOWN OF RUNOFF (RIO):
Formula: R/0=(P-0.2'S)` /(P+0.8'S)
Impervious (R/0):
0.791 inches
Pervious (RIO):
0.000 inches
BREAKDOWN OF'FIRST FLUSH' (V):
Formula: V=Area*Runof Depth
Impervious (V):
0.863 acre -inches
Pervious (V):
0.000 acre -inches
TREATMENT VOL. REQUIRED (VTREAT):
Formula: V TREAT= Impervious V + Pervious V
(VTREAT):
0.863 acre -inches
(VTREAT):
3,132 fi3
«�I:^Simple'Method u',r a""�• ,� z— -� ."i x
I,:
0.4147 (Impervious fraction)
Ro:
1.0 in (Water Quality Storm)
A:
2.63 acres (Watershed Area)
RUNOFF COEFFICIENT(Rv):
Formula: Rv=0.05+0. 9'1,
R,:
0.42323
TREATMENT VOL. REQUIRED (VTREAT):
Formula: VTREnT=RD *R v A
(VTREAT):
4,041 k3
(VTREAT):
1.113 acre -inches
USE: (VTREAT):
1.113 acre -inches

Name
Wedgefield Apartments
Hoke County,
North Carolina
2 Day Calculations
QZ=Temp. Pool Vol / 2 days
II';{7 t Gu tt Z 5 flay4�raWaOWn1`'rl,�'1S}, Date
w
t W ill OnGce, S�c�ng,t'. Oct., 2011
Stormwater,;Wetland's,#1 ; f; +,,;,jg HUA Project NO.
Hobbs Upchurch Associates HC1108
engineering I planning I surveying Calculated By
FDW
8Chad.... www.hoaad . Shurch.wm I
en,aene wammgmn rrag: rreae seemern ame: Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN TKG
5,125.21 cf Volume of Temporary Pool (cf)
172,800 sec. 2 days time (seconds)
QZ = 0.030 cfs
5 Day Calculations
Q5=Temp. Pool Vol / 5 days
5,125.21 cf Volume of Temporary Pool (cf)
432,000 sec. 5 days time (seconds)
Q5 = 0.012 cfs
Orifice and Drawdown Calculations
1.00 ft Height of storage (ft.)
1.25 in Orifice Diameter (in.)
A = 0.0085 sf Orifice Area (sf)
h = 0.316 ft Average Head
CD = 0.60 in Orifice Coefficient
Orifice Equation:
Q = 0.023 cfs
5 Day < Drawdown < 2 Day
0.012 cfs 0.023 cfs 0.030 cfs
Sufficient
bFawdown`
w' .,

Stormwater Wetlands #1
1) Determine temp. pool volume and depth
2) Interpolate the average surface area of the temp. pool volume.
Temporary Pool Volume,: 5,125 'c.f "
Desired Drawdown time ) 2.8 'days
Number of Holes: 1 "
Diameter o£Holes: 1.25 6 r "
Area of hole: 1 23 din^20 01 ft^2
Ori Coeff: 0.60
WQ Pool Depth: 1 [ft 1
WQPoolArea: 5125.21
(Consider the side slopes and use the average area bemveen,WQ Pool and "No"rin.'W)ob'
Desired Drawdown' time (min)i' 4032 .,Outflow valuat'Cdestred(cfs):;^"(0.000
Drawdown Curve Data ;�
x.:
Height over a ,
C/L of Cliange inf Change iii
Time,
",Time ' '•
`hole:
Outflow. '
Volume'• `. Height=',
New Hetght'
(days)
(mm)
(ft) :.
(cfs)
(cE)
(ft)
(ft)
0.00 •
0
]
0:041, •:-
's,37 '`�,`
�000Tit
,:,0:9934
0.01
15
0.993 `
0.041 ' :
37
0.007,
. . 0.986
0.02
;. 30
0.986 r
0.041
.37
0 007
f
.0:9g78 a .'? ` a
0.03
45
0.978
0.041
37
0:601 •
0.971
0.04
60 ' '
0 971 71
0.040
36
' 0 007 1
0 964
' 0.05
'. 75
0.9�'
0`.040
36
0.001 '.
0 957
0.06
90
0.957
0.040
36
0.007.,
0 950
' 0.07
105' "
0950
0.040.
°�36
0 007' -
- -,
0:943
0.08
120
0.943 '_ .
.
, 0.040
36
0.007 * ,
, 0.936
0.09
` 135 s �.
,?0.936 `'`
0:040
3G '
0.007' 0.929
0.10
150
0.929
0.040
3G
0 007 0.92� t
0.11
165 a
' ,0.922
' '0.939 .
". 35
0.007 " •- `. O'915
0.13
180 > '
b.915
6A39 `
35
0.007 '0.908
0.14
195 �.
0.908,•�
. ,
"A:039 ",
35
0007.,`,Y•,` 0901 .�
0.15
• 210
0 901, �
0.039
, 35 :. ,
0.007 • ". . 0895
0.76
.
, .225 '.
0 895: ;
i=0.039�-35
��.
��',::
0 007;`'� r " 0!888 e '
0.17
240
0.888
.0.039, _'
35 :'.
0,007 0:881
0.18 '.
255
0.881, '".
" �:0:039
35 = ,.i;
0.007, : 0.874
0.19 _
270 `.
0.874 -
�' 0.038 - �;'
35
0.007.E 0.868
. 0.20 -
285
0.8C>8 .
O'038 •
4, 34
0 007- '0:861
,
0.21
300
.0.861
0.038
'34
6.007 , 0.854 -,
0.22
315
0.854
0.038
34 ' ,;
0.007 ,'' '0;847
0.23 _
330
6.847
0.038
34 -'
0.007 0.841 ' `'

N�J O UPCHURCH &ASSOCIATES
CONSUL SULT6VG EA'G/NEF_RS
P.O. BOX 1737
300 SOUTH WEST BROAD STREET
SOUTHERN PINES, NORTH CAROLINA 28387
PHONE: [phone]
FAX: [phone]
To: NCDENR -DWQ
Stonnwater Permitting Unit
512 N. Salisbury St.
Raleigh, NC 27699-1617
The Following Item(s) :
LETTER OF TRANSMITTAL
Date: 10/26/2011 Job No. HCI 108
Ann. Robert Patterson, PE
Ref: WedgefieldApartments
Permit No. S W 61 10806
We are sending you
Attached
O Under separate cover VIA
r-3 Shop Drawings O Prints O Samples
Copy of Letter Change Order O
O Specifications
Copies
Date
Project No.
Description
I
Response to comments
3
Revised Calculations
3
Sets of Revised Plans
These are Transmitted as Checked Below :
[ For Approval
O Approved as Submitted
O Resubmit for Approval
0 For Your Use
O Approved as Noted
O Submit for Distribution
O As Requested
O Returned for Corrections
O Return Corrected Prints
For Review and Comment O
O Prints Returned After Loan to Us
Remarks:
Copy To: Signed: M wL 1. u v`w
Frank Wanko, Project Designer

NCDEf3 R
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Thomas K. Goodwin, PE
Hobbs, Upchurch & Associates, PA
300 SW Broad Street
Southern Pines, NC 28387
Dear Mr. Goodwin:
Division of Water Quality
Colleen H. Sullins
Director
August 30, 2011
Subject: Request for Additional Information
Stormwater Project No. SW6110806
Wedgefield Apartments
Hoke County
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Permit Application
for the subject project on August 19, 2011. A preliminary review of that information has determined
that the application is not complete. The following information is needed to continue the stormwater
review:
1. Please provide the original sighed O&M Agreements; only copies were provided.
Any wetlands and surface waters must be shown; or provided a note on the plans that non
exist, if that is the case.
3. Is the. pipe from_CI#8 labeled correctly as being 58"?
4. Please provide the HGL information for the 48" pipe that the 3 bioretention cells (cells) will
be discharging to. Please demonstrate that there will not be backwater issues for the cells.
5. For all 3 cells, the required 2' separation from the SHWT has not been provided as required.
The separation is measured from the bottom of the stone/underdrain elevation down to the
SHWT elevations provided in the soils report.
6. Please verify and revise as needed the elevations for cell #3 and associated riser. The
elevations are not consistent between the supplement form and sheets C-3 and D-10.
7. On sheet D-10:
a. The schedule shows grassed cells, but also shows 4" of mulch. There should not be
a mulch layer in grassed cells.
b. Grass cells must be sodded. Please specify that sod be used in the detail, along
with the species of grass.
c. The bottom of cell values in the schedule do not account for the stone and
underdrain layer depth. Please revise.
d. Please provide details for the riser structures.
Wetlands and Scanwater Branch One
1617 Men Service Center, Ralegh, North Carolina 27699-1617 NO-,,.L, C ,OI . na
Location: 512 N. Salisbury St. Ralegh, North Carolina 27604 1 v r LLl �o h
Phone: [phone] `F 919-807-64941 Custom, Service: 1-877-623-6748 ��aturl-i6l//
Internet: www.ncwalerquaihy orq ;/
An Equal Opportunity 1 Affumi Action Employer

Mr. Thomas K. Goodwin, PE
S'W6110806 - Wedgefield Apartments
August 30, 2011
e. The cell detail needs to be more site specific than the generic detail from the BMP
Manual. It should state the site and cell specific depths of the different layers,
ponding depth, whether filter fabric or choke stone will be used, underdrain
specifics, etc.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to September 30, 2011, or the application
will be returned as incomplete. The return of a project will necessitate resubmittal of all required
items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
All revised original signed documents must be returned or new originals must be provided. Copies are
not acceptable. Any revised calculations or plans must be sealed, signed, and dated; and have a
revision date shown. Please reference the State assigned project number SW6110806 on all
correspondence. If you have any questions concerning this matter please feel free to call me at (919)
807-6375, or at [e-mail].
Sincerely,
ez/
-- . , -
Robert D. Patterson, PE
Environmental Engineer
Stormwater Permitting Unit
cc: SW6110806 File
ec: Raymond Carroll Thomas - Wedgefield Apartments, LLC
Mike Lawyer - Fayetteville Regional Office
Page 2 of 2

N°J O UPCHURCII &ASSOCIATES
CONSUL SULT/NG F.NG/NEERS
P.O. BOX 1737
�300 SOUTH WEST BROAD STREET
SOUTHERN PINES, NORTH CAROLINA 28387
PHONE: [phone]
FAX: I-(910)-692-7342
To: DWQ—Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
LETTER OF TRANSMITTAL
Date: 8/17/2011 JJobNo. HC1108
Ann. Stomrwater Permitting
Ref.: Wed gefield Apartments
We are sending you
© Attached
0 Under separate cover VIA
The Following Item(s):
0 Shop Drawings Prints Samples
O Copy of Letter O Change Order 0
O Specifications
Copies
Date
Project No.
Description
2
1 original and I copy Stormwater Permit application
I
check for permit fees of $505.00
2
Sets of booklets of supplements, tales and other data
2
Sets of Plans
These are Transmitted as Checked Below
0 For Approval O Approved as Submitted
O For Your Use O Approved as Noted
As Requested Returned for Corrections
For Review and Comment O
Remarks:
Resubmit for Approval
Submit for Distribution
O Return Corrected Prints
l� Prints Returned After Loan to Us
Copy To:
Signed: WJ , [R
Frank Wanko, Project Designe v
AUG 1 9 2011
DENR • WATER QUALITY
WETLANDS AND STORMWAER BRANCH

RGT-urtiAJ 7b Ro 6".yr P& rme- o�
R = TY N T'A-"
Application Compltetenesstz Revrei'w
a. -'First Submittal ❑ Re-submi tal Date Received: 1 /1 Date Reviewed: 8 zJ Ir By Bill Diuguid�
Development/ProjectName: c_d*tfre/ ,&a-k
Receiving stream name 54L. L) rime rz k Classification: G
Liver Basin: CAPE F ER
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, HOW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): N
Latitude and Longitude: 5 0-61
— 49 0 Z �tfZ W Jurisdiction P c fom
Project Address: -7$ C4_Z1._ u n -%5R I V 2
Engineer name and firm: Thonrk-s K. Goe P,�, r. E_ i Ne bL . IA-.L---L f h r.e: �R +� P A se.
Phone: 1(0 --G9z -5614 Email: oe4u'
Is the project confirmed to be in the State MSI Stor ater Permit jurisdiction? EY Yes
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outle s igh Density ❑ Other
❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover le er an o info letter)
� QUA �/ S. s/o
Check for $505.00 included
e" Original signature (not photocopy) on application
&'�Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ ,For subdivided projects, a signed and notarized deed restriction statement
ealed, signed & dated calculations
Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
V Bioretention ❑ Rooftop Runoff Management
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
V✓/Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
zl ^Narrative Description of stormwater management provided
V Soils report provided {- 6�40 1 1R-c FPJ cwt-
_—za—Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
a- Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
V Dimensions & slopes provided
ar" Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
: MP operation and maintenance agreements provided
�' Application complete ❑ Application Incomplete Returned: (Date)
Comments
r%u F.5
May 5, 2011 Revision, Bill Diuguid

Stormwater Information
and Calculations
For
Wedgefield Apartments
Hoke County, North Carolina
RIMMOMR,
AUG 1 9 2011
11111111f 1111 j'/' A
\ � C �� Dst SITTER WA(ITY
P` : E. :YEIIANUSAHDSTORMWgT�gH
r� 12075
'S�'�NrI�EE�.•��:
Prepared by:
Hobbs, Upchurch & Associates, P.A.
300 S.W. Broad Street
Southern Pines, NC 28387
July, 2011

TABLE OF CONTENTS
PROJECT NARRATIVE
CALCULATIONS BIORETENTION BASIN # 1
CALCULATIONS BIORETENTION BASIN # 2
CALCULATIONS BIORETENTION BASIN # 3
APPENDIX
• NOAA PRECIPITATION FREQUENCY AND INTENSITY ESTIAMTES
• USGS TOPO QUAD MAP
• SOIL REPORT
• SOILS TEST REPORT FOR BIORETENTION BASINS

PROJECT NARRATIVE
Purnose of Proiect:
The purpose of this project is to construct an apartment complex including driveways and parking
areas with concrete curb and gutter, sidewalks in various locations, water system, sewer system,
stormwater collection system, and stormwater treatment system. The total project site for this
project is 4.00 acres. 96 apartment units in 4 buildings are proposed for the development.
Location:
The project is located approximately 8.5 miles cast of the Town of Raeford off U.S. Hwy 401 on
Carolina Drive in Hoke County.
Existing Terrain/Soils/Hvdologv:
The project ties within an semi -rolling terrain. Slopes average 1.0%-2.0% across the project.
Soils within the project area are mainly sandy with portions being a loam or loamy sand.
The closest receiving stream is Stewart's Creek which is part of the Cape Fear River Basin.
Stewart's Creek has a stream classification of `C' per the NCDENR-DWQ stream classifications
tables.
Stormwater runoff from the site is fairly low with good permeability of existing soils and good
existing vegetative cover.
River Basin:
The project is located in the Cape Fear River Basin
Stormwater Requirements:
The project is draining to Stewarts Creek which is classified as "C", Hoke County lies within a
Phase II area, therefore stormwater devices will be used on the project.
Stormwater Treatment:
The project will use three (3)-bioretention basins for stormwater treatment. The bioretention
basins have been sized for the 1" rainfall depth and the 10-year 24 hour storm duration. All
bioretention basins will be landscaped.
General Stormwater Notes:
All stormwater devices on the project have been designed using the following data:
10-year design storm, 24 hour storm duration (See NOAA data in Appendix)
Te: 5 minutes

POINT PRECIPITATION
FREQUENCY ESTIMATES a
FROM NOAA ATLAS 14
North Carolina 35.01 N 79.21 W 249 feet
from "Precipdation-Frequency Allis of the United States' NOAA Atlas 14, Volume 2, Verskm 3
G.M. Bonnet, D. Martin, B. Ln,'r. Parrytxrk, M.Yekta, and D. Rilcy
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Nxtracted: Thu tun 16 2011
confidence Limits - Seasonality I Related Info I GIS data' I Maps I Docs Retum to State Map i
Precipitation Frequency Estimates (inches)
ARI *
(years)
5
min
10
min
15
mm
���JI[�L�I�I�I�I��❑��
30
mm
60
min
120
3 hr
nn
6 hr
12 hr
��IInnnnnnnn
24 hr
48 hr
4 day
7 day
10
d�
20
d�
30
d�
45
it
60
dd
a
mm
0.44
0.70
0.87
1.19
1.49
1.74
1.84
2.19
2.58
3.04
3.53
3.97
4.61
5.28
7.12
8.84
11.18
13.39
2 j
0.51
O.R2
1.03
1.43
1.79
2.10
2.23
2.65
3.13
3.68
4.26
4.77
5.51
6.30
8.43
10.43
13.13
15.69
=0.60
0.96
1.22
1.73
2.21
2.64
2.81
3.35
3.97
4.66
5.35
5.93
6.77
7.62
10.03
12.20
15.12
17.88
10
0.66
1.06
1.34
1.95
2.54
3.06
3.28
3.92
4.66
5.44
6.22
6.85
7.77
8.64
11.28
13.56
16.63
19.54
25
0.74
1.18
L50
2.22
2.95
3.62
3.92
4.70
5.64
6.52
7.42
8.12
9.13
10.03
12.97
15.36
18.58
21.68
50
0.80
1.27
1.61
2.42
328
4.06
4.45
5.34
6.45
7.38
8.37
9.13
10.22
11.13
14.29
16.74
20.06
23.29
100
0.85
1.35
1.71
2.61
3.60
4.51
4.99
6.02
IEl
8.27
9.36
10.18
11.34
12.23
15.62
18.11
21.51
24.85
200
0.90
1.43
1.80
2.80
3.93
4.96
5.57
6.74
8.23
9.19
10.38
11.25
12.50
13.36
16.97
19.48
22.93
26.38
500
0.96
1.52
1.91
3.04
4.37
5.59
6.37
7.75
9.56
10.46
11.78
12.72
14.08
14.88
18.80
21.30
24.80
28.36
1 000
1.01
1.59
1.99
3.23
4.71
6.08
7.03
8.58
10.66
11.47
12.88
13.88
15.32
I6.06
20.22
22.71
26.21
29.84
* These precipitation Requencyestmates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOMAHas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day 11 day day
0.48 I
0.77
0.96
1.32
L65
1.95
2.07
2.44
2.88
329
3.80
4.24
4.92
5.61
7.55
9.36
11.81
14.10
=
0.57
0.91
I .I5
1.58
1.9R
2.36
2.50
2.95
3.49
3.98
4.58
5.10
5.89
6.69
8.94
11.04
13.87
16.50
�0.66
1.06
1.34
1.91
2.45
2.96
3.15
3.72
4.42
5.04
5.76
6.33
7.24
8.09
]0.63
12.90
15.96
18.80
10
0.73
I.I7
1.48
2.15
2.80
3.42
3.67
4.34
5.18
5.88
6.69
7.30
8.30
9.18
11.96
I4.35
17.55
20.55
25
0.82
1.30
1.65
2.44
3.25
4.04
4.38
5.20
6.24
7.03
7.97
8.66
9.76
10.65
13.75
1625
19.62
22.80
50
8
1.39
1.76
2. 66
3. O
4.53
4.97
5.91
7.13
7.96
8.99
9.73
10.93
11.81
15.15
17.72
21.19
24.50
100
0.93
1.48
1.87
2.87
3.95
5.03
5.57
6.65
8.06
8.92
10.-
10.85
12.13
12.99
16.58
19.19
22.73
26.16
200
0.99
1.56
1.97
3.07
4.31
5.53
6.20
7.42
9.07
9.91
11.16
12.01
13.38
14.20
18.02
20.66
24.27
27.79
500
LOS
1.67
2.10
3.34
4.79
6.22
7.10
8.53
10.54
11.28
12.68
13.60
15.09
15.85
20.00
22.63
26.29
29.93
1000
L11
1.74
Efl
3.54
5. 77
EE
7.83
9.44
11.72
12.38
13.89
1 8::6
16.45
IZ12
2L54
24.17
27.83]
31.56
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantlle values for a given frequency are greater than.
- These precipitation frequency estimates are based on a partial duration series. ARI is the Aerage Recurrence Interval.
Please refer to NOMAtias 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 IU IS 30 60 12U 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
��
0.40
0.63
0.79
1.09
1.35
1.57
1.66
1.99
2.34
2.82
3.29
3.72
El
4.97
1 6.72
8.37
10.60
I2.73

��
0.47
0.75
0.94
1.30
L63
1.90
2.01
2.41
2.83
3.41
3.97 4.47
5.16
5.93
7.96
9.87
12.45
14.90
F-5 -1
0.55
0.87
I.I 1
1.57
2.01
2.38
2.53
3.03
3.58
4.32
4.98 5.54
6.33
7.16
9.45
11.54
14.32
1696
10
0.60
0.96
L22
1.77
2.30
2.75
2.94
3.53
4.19
5.03
5.77 6.39
7.25
8.12
10.62
12.81
15.73
18.53
25
0.67
1.07
1.35
2.00
2.67
3.23
3.50
4.21
5.03
6.00
6.85
7.55
8.49
9.40
12.18
14.47
17.55
20.54
50
0.72
1.14
E
2.18
2.95
3.62
3.94
4.75
5.71
6.77
7.72
8.46
9.48
10.39
13.38
15.74
1 R.93
22.03
100
0.76
1.21
1.53
2.34
3.23
3.99
4.39
5.31
6.40
7.57
8.60
9.40
10.49
11.39
14.59
16.99
20.25
23.46
200
0.80
L27
1.60
2.50
3.50
4.37
4.86
5.89
7.14
8.38
9.49
10.36
11.53
12.40
IS.RO
IR.24
21.56
24.86
500
0.85
1.34
L69
2.69
3.86
4.87
5.50
6.69
8.17
9.50
10.72
11.65
12.91
13.76
17.43
19.87
23.24
26.65
1 000
0.89
1.39
1.75
2.83
4.13
5.25
6.00
7.32
8.98
10.37
11.68
12.67
14.01
14.80
18.67
21.11
24.50
27.99
• The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a gixen frequency are less than.
"These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOAAAIIas 14 Document form ore information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables 1
I
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.01 N 79.21 W 249 Ft
V
g
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2
1
1 2 5 10 25 50 100
Average Recurrence Interval (years)
Thu Jun 16 10:52:59 2011
200 500 1000
Duration
5-min - 30-min -31E 3-hr -*-- 24-hr 7-day + 30-day $
10-min + 60-min $ 6-hr -0- 48-hr 10-day -X- 45-day t
15-min -X- 120-m -F 12-hr -A- 4-daq -v- 20-day - - 60-day -0-

Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.01 N 79.21 W 249 ft
30
29
28
27
26
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
c c c c
Y) O Ifl O
'1 ei M
Thu Jun 16 10:52:59 2011
C
I I N M C 10 N N W V ip W I I I I I 1 I I I I
`n a' Duration
Average Recurrence Interval
(years)
1 -G- 2 + 5 -E 10 25 -; - 50 t 100 — 200 -0- 500 -e- 1000 -A-
Related Information
Maps & Aerials
Click here to sec topographic maps and aerial photographs available for this location from Microsoft Research Mans
Watershed/Streamflow Information
Click here to see watershed and stream(low information available for this location from the U.S. Environmental Protection Agency's
site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within:
+/-30 minutes I or +/_t degree of this location. Digital ASCII data can be obtained directly from NCDC.
Note: Precipitation fi-eguencv results are haled on analysis of precipitation data from a variety ofsources, but largely NCDC.
The following links provide general information about observing sites in the area, regardless of if their data was used in this
study. For detailed information abort the stations used in this stucll', please refer to the matching documentation available at the
PF Document page
US Department of Commerce

National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questionsna noaa.gov
Disclaimer

POINT PRECIPITATION
6� FREQUENCY ESTIMATES ; a
FROM NOAA ATLAS 14
North Carolina 35.01 N 79.21 w 249 feet
from "Precip0mion-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnie, 1). Martin, 13. Lin, T. Parzybok, M.Yekta, and 1). Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2IX4
Extracted: Thu Jan 16 2011
Confidence Limits Seasonality ! Related Info I GIS data 4 Maps G Docs Retum to State Map .1
Precipitation Intensity Estimates (in/hr)
ARI
(years)
5 min
10
rem
�����
15
nun
30
rem
fi0
rem
120
3 hr
6 hr
12 hr
24 hr
48 hr
4 day
7 day
10
d�
��1E�
20
d�
30
dam;
45
day
60
d
rem
5.23
4.18
3.48
2.39
1.49
0.87
0.61
0.37
0.21
0.13
0.07
0.04
0.03
0.02
0.01
0.01
0.01
0.01
6.17444
2
1
105
0
40
0
00
5
00
03
0
001
01
0
7.20
5.77
4.86
3.45
2.21
1.32
0.94
0.56
0.33
0.19
0.11
0.06
0.04
0.03
0.02
0.02
0.01
0.01
10
7.97
6.38
5.38
3.90
2.54
L53
1.09
0.65
0.39
0.23
0.13
0.07
0.05
0.04
0.02
0.02
0.02
0.01
25
8.89
7.09
5.99
4.44
2.95
1.81
1.31
0.7R
0.47
0.27
0.15
0.08
0.05
0.04
0.03
0.02
0.02
0.02
50
9.56
7.61
6.43
4.84
3.28
2.03
1.48
O.R9
0.54
0.31
U.17
0.10
0.06
0.05
0.03
0.02
0.02
0.02
100
10.20
8.10
6.82
5.23
3.60
2.25
1.66
I.01
0.61
0.34
0.19
0.11
0.07
0.05
0.03
0.03
0.02
0.02
200
]0.79
8.55
7.19
5.60
3. 33
2.48
1.85
1.13
0. 88
0.38
0.22
0.12
0.07
0.06
0. 44
0.03
0.02
0.02
500
11.52
9.11
7.65
6.08
4.37
2.79
2.12
1.29
0.79
0.44
0.25
0.13
0.08
0.06
0.04
0.03
0.02
0.02
100o
12.10
9.52
7.97
6.45
4.71
3.04
2.34
1.43
0.88
0.48
0.27
0.14
0.09
0.07
0.04
0.03
0.02
0.02
* These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAAABas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
(years) min 120 24d7 d3,0V 45 60ARI 48 4
3hrhhr dy day day day
min min rday]
5.78 IF62
3.85
2. 44
1.65
0.97
0.69
0.41
0.24
0.14
0.08
0. 44
0.03
0.02
0. 22
0.01
0.01
0.01
6.83
5.47
4.58
3.16
1.98
I.18
0.83
0.49
0.29
0.17
0.10
QOS
0.04
0.03
0.02
0.02
0.01
0.01
7.97
6.38
5.38
3.82
2.45
1.48
1.05
0.62
0.37
0.21
0.12
0.07
0.04
0.03
0.02
0.02
0.01
0.01
10
S.RO
7.03
5.93
4.30
2.80
1.71
1.22
0.73
0.43
0.24
0.14
0.08
0.05
0.04
0.02
0.02
0.02
0.01
25
9.79
7.80
6.59
4.88
3.25
2.02
1.46
0.87
0.52
0.29
0.17
0.09
0.06
0.04
0.03
0.02
0.02
0.02
50
10.50
8.36
7.06
5.32
3.60
2.27
1.65
0.99
0.59
0.33
0.19
0.10
0.07
0.05
0.03
0.02
0.02
0.02
100
11.20
8.89
7.50
5.74
3.95
2.51
I.85
I.II
0.67
0.37
0.21
0.11
0.07
0.05
0.03
0.03
0.02
0.02
200
11.84
9.39
7.90
6.15
4.31
2.77
2.07
1.24
0.75
0.41
0.23
0.13
0.08
0.06
0.04
0.03
0.02
0.02
500
12.65
10.01
8.40
6.68
4.79
3.11
2.37
1.42
0.87
0.47
0.26
0.14
0.09
0.07
0.04
0.03
0.02
0.02
1000
13.28
10.46
8.75
7.09
5.17
3.39
2.61
1.58
0.97
0.52
0.29
0.15
0.10
0.07
0.04
0.03
0.03
0.02
The upper bound blithe confidence interval at 90%confidence level is the value which 5% tittle simulated quamile values for a given frequency are greater than.
** These precipitation frequency estimates are based on a partial duration senes. ARI is the Average Recurrence Interval.
Please refer to NOAAAtias 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 901/0 confidence interval
Precipitation Intensity Estimates (in/hr)
ARI 5 10 IS 30 60 120 3 fi 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
4.76 1
3.80
Efl
2. 77
1.35
0.78
0.55
0.33
0.19
0.12
0.07
0.04
0.03
0.02
0.01
0.01
0.01
0.01

=
5.63
4.50
3.77
2.60
1.63
0.95
0.67
0.40
0.23 0.14
0.08
0.05
0.03
0.02
0.02
0.01
0.01
0.01
6.55
5.24
4.42
3.14
2.01
I.19
0.84
0.51
0.30 0.1 R
0.10
0.06
0.04
0.03
0.02
0.02
O.OI
0.01
10
7.24
5.7R
4.88
3.53
2.30
1.38
0.9R
0.59 0.35 0.21
0.12
0.07
0.04
0.03
0.02
0.02
0.01
0.01
25
8.03
6.40
5.41
4.01
2.67
1.62
1.16
0.70
0.42
0.25
0.14
O.OR
0.05
0.04
0.03
0.02
0.02
0.01
50
8.62
6.86
5.79
4.36
2.95
l.Rl
1.31
0.79
0.47
0.28
0.16
0.09
0.06
0.04
0.03
0.02
0.02
0.02
100
9.13
7.25
6.12
4.68
3.23
1.99
1.46
0.89
0.53
0.32
0.18
0.10
0.06
0.05
0.03
0.02
0.02
0.02
200
9.62
7.63.
6.41
4.99
3.50
2.18
1.62
0.98
0.59
0.35
0.20
0.11
0.07
0.05
0.03
0.03
0.02
0.02
500
10.19
R.05
6.76
5.38
3.86
2.43
1.83
1.12
0.68
0.40
0.22
0.12
0.0R
0.06
0.04
0.03
0.02
0.02
1 000
10.62
8.36
7.00
5.66
4.13
2.63
2.00
1.22
0.75
0.43
0.24
0.13
E F
j
0.06
0.04
0.03
0.02
0.02
The lower bound of the confidence interval at 90%confidence level is the 4ue which 5%of the simulated quantile values for a given hequencyare less than.
-These precipitation frequency estimates are based on a partial dumdon maxima sedes. ARI is the Average Recurrence Interval.
Please refer to NOAAAdas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zem.
Text version of tables
10
7
R
3
2
L
L
c 0.7
S 0.3
0.3
c 0.2
w
.1
.07
o .05
m .03
o .02
v .01
L
d
001
• C C C C
E E E E
I I I I
ICi O 41 O
'i r1 M
Thu Jun 16 10:51:12 2011
Partial duration based Point IDF Curves - Version: 3
35.01 N 79.21 W 249 Ft
Duration
Average Recurrence Interval
(years)
1-year .... 5-year 'X 25-year -6- 100-year - 500-year -�
2-year + 10-year -)IF 50-year f 200-year -0- 1000-year -A-
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Click here to see topogaphic maps and aerial photographs available for this location from Microsoft Research Maos
Watershed/Streamflow Information

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Locate NCDC climate stations within:
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Disclaimer

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DESCRIPTION;
WEDGEFIELD APARTMENTS USGS MAP
SOUTHERN PINES, NORTH CAROLINA DRAWING SCALE: DESIGNED DRAWN BY
1"=2000' TFW I TFW
JJ4 Hobbs, Upchurch & Associates, P.A. DRAWING SET NO.: SHEET OF
Consulting Engineers, Surveyors & Land Planners
Southern Pines, North Carolina 28387
300 SW. Broad street, southern Pines, Norm Carolina 28387 ISSUE DATE:
Phone: [phone] - Far [phone] MAY, 2011
HOBBS, UPCHURCH 6 ASSOC n:\MC0602\900\9r0-COWDENDUM\ADD crv-3,OW0 EDITED BY: TOW DATE: MAR2007 SCALE: r'-r

USDA
United States
Department of
Agriculture
o
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Hoke County,
North Carolina
Wedgefield Apartments
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, NC
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May 2, 2011

Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?
agency=nres) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/
state_officesn.
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means

for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (TDD). USDA is an equal opportunity provider and
employer.

Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
Soil Map (Wedgefield Apartments).......................................................................8
Legend..................................................................................................................9
Map Unit Legend (Wedgefield Apartments).......................................................10
Map Unit Descriptions (Wedgefield Apartments)................................................10
Hoke County, North Carolina..........................................................................12
FaB—Faceville loamy sand, 2 to 6 percent slopes.....................................12
WaB—Wagram loamy sand, 0 to 6 percent slopes.....................................12
References............................................................................................................14
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the

Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

Custom Soil Resource Report
Soil Map (Wedgefield Apartments)
35- 2' ]"
35' 15-
Map Scale 111604 prntep on A sae (65"x 11')sheet
Ch .
N Meters
0 10 20 40 60 r�
eel
0 40 80 160 240
35` 2' ,
35-1 59"

MAPLEGEND
Area of Interest (AOI)
O
Area of Interest(AOI)
Soils
Soil Map Units
Special
Point Features
U
Blowout
®
Borrow Pit
X
Clay Spot
Closed Depression
X
Gravel Pit
Gravelly Spot
®
Landfill
Lava Flow
, k,
Marsh or swamp
R
Mine or Quarry
Qo
Miscellaneous Water
pe
Perennial Water
.r
Rock Outcrop
}
Seine Spot
Sandy Spot
Severely Eroded Spot
p
Sinkhole
Slide or Slip
/
Sodk Spot
a
Spoil Area
a
Stony Spot
Custom Soil Resource Report
Very Stony Spot
Well Spot
Other
Special Line Features
Gully
Short Steep Slope
Other
Political Features
Cities
Water Features
- Oceans
Streams and Canals
Transportation
Rails
n/ Interstate Highways
US Routes
Major Roads
N Local Roads
MAP INFORMATION
Map Scale: 1:1.160 if printed on A size (8.5 a 11") sheet.
The soil surveys that comprise your ADI were mapped at 1:24.000
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsuNey.nrn .usda.gov
Coordinate System: UTM Zone 17N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 8, Nov 2, 2007
Date(s) aerial images were photographed: 6/22/2006
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.

Custom Soil Resource Report
Map Unit Legend (Wedgefield Apartments)
Hoke County, North Carolina (NC093)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
FaB
Faceville loamy sand, 2 to 6 percent slopes
2.8
66.0 %
WaB
Wagram loamy sand, 0 to 6 percent slopes
1.5
34.0%
Totals for Area of Interest
4.3
100.0 %
Map Unit Descriptions (Wedgefield
Apartments)
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
Will

Custom Soil Resource Report
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11

Custom Soil Resource Report
Hoke County, North Carolina
FaB—Faceville loamy sand, 2 to 6 percent slopes
Map Unit Setting
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual airtemperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Map Unit Composition
Faceville and similar soils: 80 percent
Description of Faceville
Setting
Landform: Broad interstream divides on marine terraces, ridges on marine terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material. Clayey marine deposits
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity.' Moderate (about 7.8 inches)
Interpretive groups
Land capability (nonirrigated): 2e
Typical profile
0 to 7 inches: Loamy sand
7 to 17 inches: Loamy sand
17 to 80 inches: Clay
Wa6—Wagram loamy sand, 0 to 6 percent slopes
Map Unit Setting
Elevation. 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period. 210 to 265 days
12

Custom Soil Resource Report
Map Unit Composition
Wagram and similar soils: 80 percent
Minor components: 5 percent
Description of Wagram
Setting
Landform: Broad interstream divides on marine terraces, ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material. Loamy marine deposits
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 60 to 80 inches
Frequency of flooding. None
Frequency of ponding: None
Available water capacity. Moderate (about 6.7 inches)
Interpretive groups
Land capability (nonirrigated): 2s
Typical profile
0 to 8 inches: Loamy sand
8 to 24 inches: Loamy sand
24 to 75 inches: Sandy clay loam
75 to 83 inches: Sandy loam
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform. Flood plains
Landform position (two-dimensional). Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
Johnston, undrained
Percent of map unit 2 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
13

References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.glti.nres.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://soils.usda.gov/
14

Custom Soil Resource Report
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
15

Geotcchnical Engineering Services
Construction Material Testing
Civil Quality Control
lEagnaeenng SeIl C ices,1P C.
June 13. 2011
Hobbs Upchurch and Associates
300 SW Broad Street
Southern Pines, NC 28388
Attn: Mr. Tom Goodwin
Mr. Frank Wanko
Re: Summary of Observations and Testing
Soil Science Report for Erosion Control and Site Drainage Calculations
Storm Water Basins @ Wedgefield Apartments
Hoke County, North Carolina
KAM Project No. 11-185
As requested and authorized, KAM Engineering Services, P.C. is pleased to present the results of
the field testing and observations for the proposed storm water basins that will be constructed
along the east portion of the Apartment property development. We understand that new building
buildings, as well as the associated pavement areas will contribute to the increase in storm water
run-off at the site. The intent of this testing was to observe the soil profile and the groundwater
conditions that will affect the drainage rate of the proposed basin. At the time of our site work, the
site design had been completed by Hobbs Upchurch Associates. Our testing was performed at 6
locations provided by our client to be within the floor of the basins.
The controlling parameters for the design and construction of infiltration basins is the depth to
Seasonal High Water Table (SHWT), and the permeability of the soils that should be expected in
the floor and berms of the basin. Any restrictive horizons within the soil profile could substantially
affect the drainage capacity of the basin. Mr. Mike Eaker, a North Carolina Licensed Soil Scientist
with Southeastern Soil & Environmental Associates, Inc., under contract to KAM Engineering, has
assisted with the field work and reporting for this work. Mr. Eaker's report is included with this
cover letter for reference. The report details the procedures used, and the results of the soil
observations and seasonal high groundwater elevation.
At the locations requested, Mr. Eaker has identified that at Cell #1, SHWT ranges from 36 to 49
inches below the ground surface, at Cell #2, SHWT ranges from 80 to 89 inches below ground
surface, and at Cell #3, SHWT ranges from 66 to 69 inches below the ground surface. However,
because the two locations within each cell are relatively close, we recommend that the shallower of
these depths be used for the design of the basin. Once the SHWT was identified, compact
constant head (CCHP) testing was performed at a depth of 24 inches above the SHWT. CCHP
testing provides a saturated permeability for the soils in the proposed drainage zone. The results
of this testing is summarized below.
610 Spring Branch head
Dunn, North Carolina 28334
Phone [phone] Fax[phone]
www. KAM-Engineering. cam

11AIM
Engineering serAm, P.C.
Location
#1A
#16
#2A
#26
#3A
#313
Ground Elevation'
259
259
260
260
257
257
Depth to SHWT (inL
49
36
89
80
66
69
SHWT Elevation
254.9
256.0
252.6
253.3
251.5
251.3
CCHP Test Elevation
256.9
258.0
254.6
255.3
253.5
253.3
Ksat(in/hour)
N/A"
N/A"
0.03
0.03
0.01
0.02
" Ground elevations were based upon the plans provided. Elevations were interpolated
between the contour lines at the approximate boring locations. The location stakes did not
have elevations were not provided.
"" Please note that CCHP Testing was performed 2 feet above the SHWT elevation. SHWT
elevations within Cell #1 did not provide for a suitable depth for CCHP testing to be performed.
Based upon the Ksat measurements, the soils in the floor are not capable to sustain a drainage
rate of 0.52 inches per hour. It appears that an alternate basin design will need to be considered.
If you need further information, or if we can provide additional service, please do not hesitate to
contact us.
Respectfully Submitted,
KAM ENGINEERING SERVICES, P.C.
Kurt A. Miller, P.E.
Senior Geotechnical Engineer
Attachment: Soil Scientist Report for Soil Profile and SHWT
CCHP Test Results
IVedGefield Aparnnen(s 2 KAM 11-1 S9
Huhhc Upchin ch unrl Assucia(es

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
July 11, 2011
Mr. Kurt Miller
KAM Engineering Services, P.C.
610 Spring Branch Road
Dunn, NC 28334
Re: Seasonal water table determination (SHWT) for stormwater retention areas,
Wedgefield Apartments, Carolina Drive, Hoke County, North Carolina
Dear Mr. Miller,
An evaluation of soil properties has been conducted at your request on the
aforementioned property. The purpose of the investigation was to determine soil water
table depths for use in stormwater retention pond design.
Soils at this site are most similar to the Wagram (boring 1 A), Goldsboro (boringl B) and
Faccville (borings 2A, 2B, 3A, 3B) soil series (see attached boring logs). Six borings
were advanced to varying depths (5 to 8 feet). Seasonal High Water Table (SHWT) as
determined by evidence of colors of chroma 2 or less was encountered at depths ranging
from 3.0 to 7.42 feet (see attached chart). The attached map shows locations of sample
points.
1 trust this is the information you require at this time.
Sincerely,
Mike Eaker
President
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NG 2a311
Phone/Fax [phone]
Email mike® southeastemsoil.com
SHWT depths, Wedgefield Apartments, Carolina Drive, Hoke County,
NC
BORING SHWT DEPTH (inches)
1A
49
1B
36
2A
89
2B
80
3A
66
3B
69
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

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FINAL DRAWINGS — NOT FOR CONSIRUCTON — FOR REVIEW PURPOSES ONLY
Hobbs Upchurch Associates
6 WEDGEFIELDAPPAARTTMENTS GRADINGAND
DRAINAGE PLAN
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Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NO 28311
Phone/Fax[phone]
Email mike 0 southeastemsoil.com
Soil Boring Log "IA" (Wedgefield Apartments), Carolina Drive, Hoke County, NC
This map unit consists of moderately well drained soils that formed in loamy sediment on
uplands. Slope ranged from 0 to 2 percent.
A - 0 to 12 inches; dark gray (I OYR 4/1) sandy loam; single grained; loose; very friable;
common fine and medium roots; abrupt smooth boundary.
Btl- 12 to 36 inches; yellowish brown (10YR 5/4) sandy clay loam; medium subangular
blocky structure; friable; few fine and medium roots; gradual wavy boundary.
Bt2 - 36 to 49 inches; yellowish brown (1 OYR 5/6) sandy clay loam; weak fine and
medium subangular blocky structure; friable; gradual wavy boundary.
130 - 49 to 54 inches; yellowish brown (1 OYR 5/6) sandy clay loam; common medium
light gray (10YR 7/2) and common medium distinct brownish yellow (1 OYR 6/6)
mottles; weak medium and coarse subangular blocky structure; firm; thin clay films on
some ped faces; about 3 percent soft plinthite; gradual wavy boundary.
BC — 54 to 72 inches; brownish yellow (10YR 6/8) sandy clay loam; common medium
distinct light gray (1 OYR 7/2) mottles; weak medium subangular blocky structure; firm;
gradual wavy boundary
C - 72 to 86 inches; strong brown (7.5YR 5/8) sandy clay loam; common faint light gray
(I OYR 7/1) mottles; massive; firm.
SHWT @ 49 inches (I OYR 7/2)
SOILISITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION d DESIGN

Southeastern Soil & Environmental A.ssociatesy Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike 0southeastemsoil.com
Soil Boring Log "1B" (Wedgefield Apartments), Carolina Drive, Hoke County, NC
This map unit consists of moderately well drained soils on uplands. These soils formed
in loamy marine sediments. Slopes range from 0 to 2 percent.
Ap - 0 to 12 inches; dark gray (I OYR 4/1) loamy sand; weak medium granular structure;
very friable; many fine roots; abrupt smooth boundary.
BtI - 12 to 36 inches; yellowish brown (1 OYR 5/4) sandy clay loam; common medium
distinct brownish yellow (I OYR 6/8) mottles; weak fine subangular blocky structure;
friable; slightly sticky, slightly plastic; common fine roots; few clean sand grains in pores;
gradual smooth boundary.
Bt 2 - 36 to 50 inches; yellowish brown (I OYR 5/4) sandy clay loam; common medium
distinct light gray (10YR 7/2) and yellowish brown (I OYR 5/6) mottles; weak fine
subangular blocky structure; friable, slightly sticky, slightly plastic; few thin clay films on
faces of peds; clear wavy boundary.
SHWT @ 36 inches (1 OYR 7/2)
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Typical Profile Description for borings 2A, 213, 3A, 3B, Wedgefield Apartments,
Carolina Drive, Hoke County, NC
This map unit consists of well drained that formed in sandy and loamy sediment on
uplands. Slopes range from 0 to 2 percent.
Ap - 0 to 3 inches; grayish brown (1 OYR 5/2)loamy sand; weak fine granular structure;
very friable; common fine and few medium roots; abrupt smooth boundary.
E - 3 to 16 inches; pale brown (1 OYR 6/3) loamy sand; weak fine granular structure; very
friable; common fine and medium roots; clear smooth boundary.
Btl - 16 to 64 inches; yellowish red (5YR 5/8) sandy clay loam; moderate medium
subangular blocky structure; friable; slightly sticky, slightly plastic; few fine and medium
roots; gradual wavy boundary.
BC - 64 to 72 inches; yellowish red (5YR 5/8) sandy clay loam; few distinct red (2.5YR
4/8) mottles; moderate medium subangular blocky structure; friable; gradual wavy
boundary.
C - 72 - 90 inches; yellowish red (5YR 5/8), gray (1 OYR 7/2), and red (2.5YR 5/8) sandy
clay loam to sandy clay; weak fine subangular blocky and massive structure; firm, slightly
sticky, slightly plastic;
SHWT @ 89 inches (1 OYR 7/2) - boring 2A
Sl-IWT @ 80 inches (I OYR 7/2) - boring 213
SHWT @ 66 inches (1 OYR 7/2) - boring 3A
SHWT @ 69 inches (I OYR 7/2) - boring 313
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

KIA,
P:®pJ MAng Seyricea, P.C.
Project Name: Wedgefield Apartment: Project Number:
Client Name: Hobbs UpchurcF Report Number:
Technician: B. Carlson Date:
11-185
I of 4
7/8/201 1
Test Constants
Liquid Used: tap water Depth of Water Table: 89" Water Temp ( °F): 85 OF
Test Location: Boring 2A (North) Total Negative Constant Bead: inches
Constants: Li uid Containers Flow rate used: 20 Bole Diameter: 2.5 inches
Capacity
settin
Rate cm3/em
Sight Tube
IL
I On
20.000
Storage Tube
5L
2 On
1 105.000
Start Saturation: 11:00
Mote Radius: 1.250
Water Bead:
I Tole Depth:
5.25 inches
65 inches
a
E
Date
Time
Elapsed
Time (hrs)
A I Total
Flow Readings
Flow Rate
id/hr
aurae
Conductivity
-
Remarks: Weather conditions, etc.
Reading
Tube
Flow
Flow
cm3
K„' m/Iv
I
S
7/8
11:05
0.42
0.42
43.7
20
34
4.98
0.04
E
7/8
11:30
42.0
2
S
7/8
11:30
0.75
1.17
42.0
20
46
3.74
0.03
E 1
7/8
12:151
39.7
3
S1
7/8
1 12:15
0.42
1
1.58
39.7
20
22
3.22
0.03
E
1 7/8
1 12:40
38.6
4
S
7/8
12:40
0.33
1.92
38.6
20
20
3.66
0.03
E
7/8
13:00
37.6
5
S
E
6
S
E
7
S
E
8
S
E
9
S
E
10
S
E
II
S
E
12
S
E
13
S
E
14
S
E
15
E
Stabilized Ksat in/hr
0.03
Test #: CCHP-1

K 11�
In&eeHog Servkcea, 17.e.
Project Name: Wedgefield Apartment: Project Number:
Client Name: Hobbs Upchurch Report Number:
Technician: B. Carlson Data
IM
2 of 4
7/8/201 1
Test Constants
Liquid Used: tap water Depth of Water Table: 80" Water Temp ('F): 85 OF
Test Location: Boring 2B (South) Total Negative Constant I -lead: inches
Constants: Li uid Containers Flow rate used: 20 1lole Diameter: 2.5 inches
Capacity
seltin
Rate cm3/cm
Sight Tube
I L
I On
20.000
Storage Tube
5L
2 On
105,000
Start Saturation: 13:30 Water Head: 5.25 inches
Hole Radius: 1.250 Bole Depth: 56 inches
x
t—
Date
Time
Elapsed
Time (hrs)
A 1 'Dotal
Flow Readings
Flow Rate
in'/hr
aurae
Conductivity
Remarks: Weather conditions, etc.'
ReadingFlow
Tube
Flow
cm'
"mdtr
I
S
7/8
13:35
0.25
0.25
40.1
20
20
4.88
0.04
E
7/8
13:50
39.1
2
S
7/8
13:50
0.25
1
0.50
39.1
20
22
5.37
0.04
E
1 7/8 1
14:05
38.0
3
S
7/8
14:05
0.25
1
0.75
38.0
20
18
4.39
0.03
El
7/8
1 14:20
37.1
4
S1
7/8
14:20
0.25
1.00
37.1
20
18
4.39
0.03
71
7/8 1
14:35
36.2
5
S
E
6
S
6
7
S
El
I
8
S
E
9
S
E
10
S
r
t1
S
E
12
S
E
13
S
E
14
S
E
IS
S
E
Stabilized Ksat tn/hr
0.03
Test #: CCHP-2

K -M
1E®g MAng seirvicah F.C.
Project Name: Wedgeficld Apartment! Project Number:
Client Name: Hobbs Upchurc} Report Number:
Technician: B. Carlson Date:
11-185
3 of 4
7/8/2011
Test Constants
Liquid Used: lap water Depth of Water Table: 60" Water Temp ('F): 85 OF
Test Location: Boring 3A (East) Total Negative Constant plead: inches
Constants:
Capacity
Li lid Containers
settin>
Rate cm3/cm
Sight Tube
IL
1 On
20.000
Storage Tube
5L
2 On
105.000
Flow rate used:
20
1lole Diameter:
2.5
inches
Start Saturation:
14:55
Water Bead:
5.25
inches
Bole Radius: 1.250 Bole Depth: 36 inches
Test Data
x
Ec
Date
Time
Elapsed
Time (hrs)
A Total
Flow Readings
Flow Rate
in'/hr
�iaturated
Conductivity
Remarks: Weather conditions, etc.
ReadingFlow
Tube
Flow
cm'
K"� mdtr
S
7/8
15:00
0.25
0.25
36.4
20
10
2.44
0.02
E
7/8
15:15
35.9
2
S
7/8
15.15
0.25
0.50
35.9
20
6
1.46
0.01
E
1 7/8
15:30
35.6
3
S
7/8
15:30
10.25
1
0.75
35.6
20
4
0.98
0.01
E
1 7/8
15:45
35.4
4
S
7/8
15:45
0.25
1.00
35.4
20
6
1.46
0.01
EJ
7/8
1 16:001
35.1
5
S
L
6
S
E
7
S
El
1
8
S
L'
9
S
L"
10
S
E
II
S
E
12
S
E
13
S
E
14
S
E
S
E
Stabilized Ksat "/hr
0.01
Test #: CCHP-3

KAIM
Z;O&eevlmg Seeviees, F.C.
Project Name: Wedgefield Apartment: Project Number:
Client Name: Hobbs Upchurct Report Number:
Technician: B. Carlson Date:
11-185
4 of 4
7/8/201 1
Test Constants
Liquid Used: tap water Depth of Water Table: 69" Water Temp ( "F):
Test Location: Boring 3B (West) Total Negative Constant Bead:
Constants:
Capacity
Li idContainers
settin
Rate cm'/ern
Sight Tube
I L
loll
20.000
Storage Tube
51-
2 On
105.000
Flow rate used: 20 1-lole Diameter:
Start Saturation: 16.20 Water I lead:
85 OF
inches
2.5 inches
5.25 inches
Hole Radius: 1.250 Bole Depth: 45 inches
Test Data
F
Date
Time
Elapsed
Time (hrs)
A I Total
Flow Readings
Flow Rate
in'/hr
a ura e
Conductivity
Remarks: Weather conditions, etc.
ReadingFlow
Tube
Flow
cm'
K`a� t�hr
I
S
7/8
16:25
0.17
0.17
33.4
20
8
2.93
0.02
E
7/8
16:35
33.0
2
S
7/8
16:35
0.17
0.33
33.0
20
8
2.93
0.02
E
1 7/8
16:451
32.6
3
S
7/8
16:45
0.17
0.50
32.6
20
8
2.93
0.02
E
7/8
16:55
32.2
4
S
E
5
S
E
f
S
E
7
S
E
8
S
E
9
S
E
10
S
E
II
S
E
12
S
E
13
S
E
14
S
1?
15
s
E
Stabilized Ksat"'/,"
0.02
Test #: CCHP-4

b]
Cera"crite of APProval for Recording
f Ix,wy certl' abet this transaction
v
hereon has been found to comply ilh the
Scrndfvti„rt l4ogulakons of Lha County of
Horn. Nohh Carolina,
and that U'Cls oroing to th3 has
beenroved cc
of the Ra;: to eds; of 1-Soko County
END PAGE 0339,
INSTRUMENT# 047431
RECORDING $25.00
EXCISE TAX $104.00
0131)
NORTH CAROLINA GENERAL WARRANTY DEED
TITLE NOT CERTIFIED
BK:00952 PG:0337
FILED
HOKE COUNTY NC
ONNIE B. DUDLEY
_ RFGIRTFR OF DFFnR
FILED Aug 02, 2011
TIME 01:48:03 pm
BOOK 00952
START PAGE 0337'
Excise Tax $ 104.00 M& P File # 2434-2
Parcel Identifier No.: Part of 49466-00-01-016
Prepared by/Return to: Rebecca F. Person, 1308 Fort Bragg Rd., Ste 101, Fayetteville, NC 28305
Brief Description for the Index: 3.62 more or less, Hoke County
THIS DEED made this July 2_1, 2011 by and between:
GRANTEE
VTC INVESTMENTS, LLC, a North Carolina WEDGEFIELD APARTMENTS, LLC, a North
limited liability company I Carolina limited liability company
Mailing Address: Mailing Address:
605 S. Reilly Rd. 605 S. Reilly Rd.
Fayetteville, NC 28314 Fayetteville, NC 28314
Enter in appropriate block for each party: name, address, and, if appropriate, character of entity, e.g., corporation
or partnership
The designation Grantorand Grantee as used herein shall include said parties, their heirs, successors, and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee
in fee simple, all that certain lot or parcel of land situated in or near the City of Raeford, McLauchlin
Township, Hoke County, North Carolina and more particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF.
The property hereinabove described was acquired by instrument recorded in Book 910, Page 882, Hoke
County, North Carolina, Registry.
A map showing the above described property is recorded in Plat Book _, Page , Hoke County,
North Carolina, Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
I

BK:00952 PG:0338
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the
right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and
that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except
for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the following
exceptions: utility easements, permits, and rights of way as the same may appear of record
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal effective the day and year
first above written.
If initialed, the property includes the primary residence of at least one of the Grantors. (NC GS §
105-317.2)
V'I'C fN TMENTS, LC
By�(SEAL)
Name: Vivian E. Ho linsh , Jr.
Title: Manager
STATE OF NORTH CAROLINA
COUNTY OF/inn. ELq_p�
I certify that the following person(s) personally appeared before me this day and I have personal
knowledge of the identity of the principal(s) or have seen satisfactory evidence of the principal's identity,
by a current state or federal identification with the principal's photograph in the form of a driver's license or
a credible witness has sworn to the identity of the principal(s); each acknowledging to me that he or she
voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated:
Name of Principal: Vivian E. Hollinshed, Jr., manager.
Date:
Signature of Notary Public
:S. Lri/C/y fie
Printed Name of Notary Public
My Commission Expires: b
�4
O R6LRr
m
Colo

BK:00952 PG:0339
EXHIBIT A
DESCRIPTION FOR
GRANTOR: VTC INVESTMENTS, LLC
TO
GRANTEE: WEDGEFIELD APARTMENTS, LLC
July 6, 2011
Lying and being in McLauchlin Township, Hoke County, North Carolina on the cast side of and adjoining
Carolina Drive (SR 1339). Bounded on the east by Carolina Drive, on the north by Thomas Family Business,
Inc., on the east by D.B. Parker and on the south by other lands of VTC Investments, LLC and being more
particularly described as follows:
BEGINNING at an existing iron rod in the east right-of-way of Carolina Drive, said iron rod being the
northwest comer of the tract of which this is a part and also being the southwest comer of lands conveyed
to Thomas Family Business, Inc. by deed recorded Deed Book 914 Page 510, Hoke County Registry and
runs thence as the north line of the tract of which this is a part and the south line of Thomas Family
Business, Inc. N 78°20'31" E 290.95' to a large iron rod, the northeast corner of the tract of which this is
a part; thence as the east line of this tract S 02° 55'34" E 567.36' to a point in said east line; thence as a new
line S 87 ° 49' 50" W 293.56' to a point in the east right-of-way of Carolina Drive; thence as said right-of-way
N 02016'49" W 519.35' to the BEGINNING, containing 3.62 acres and being a portion of the lands
described by deed recorded in Deed Book 910 Page 882, Hoke County Registry. All bearings herein are to
NC Grid NAD83(2007) north meridian and distances horizontal ground.
William C. McIlwain, Jr., PLS L-2421
300 SW Broad Street
Southern Pines, NC 28387
Certificate of Licensure: C-0454

r
BK:00952 PG:0340
„r
j
FILED
NC
�rtf@care d ApP rcraet for necordn9
mat this trartsae8an
HOKE COUNTY
ONNIE B. DUDLEY
I twrcf=y eectily uL t�
hc_o�on has beon found to comply
of the County at
REGISTER OF DEEDS
FILED Aug 02, 2011
�:;,,ydivtion PagutzGoas
Ncrm C olina, and that this has
in m a face
TIME 01:49:33 prn
bEt:n annra racorttn�o
Deed, of F-Ipke Cpunty
BOOK 009521i
of the Fs:;l t
---
START PAGE 0340 i
END PAGE 03421
�d
INSTRUMENT# 04744
RECORDING $No
POD
e01
TAX (None)
VAREXCISE
SUPISMSM
08o
NORTH CAROLINA GENERAL WARRANTY DEED
TITLE NOT CERTIFIED
Excise Tax $ 0.00 M& P File tt 2434-2
Parcel Identifier No.: Part of 49466-00-01-015
Prepared by/Return to: Rebecca F. Person, 1308 Fort Bragg Rd., Ste 101, Fayetteville, NC 28305
Brief Description for the Index: 0.38 more or less, Hoke County
THIS DEED. made this July-7, 2011 by and between:
GRANTOR
THOMAS FAMILY BUSINESS, INC., a North
Carolina corporation
Mailing Address:
605 S. Reilly Rd.
Fayetteville, NC 28314
GRANTEE
WEDGEFIELD APARTMENTS, LLC, a North
Carolina limited liability company
Mailing Address:
605 S. Reilly Rd.
Fayetteville, NC 28314
Enter in appropriate block for each party: name, address, and, if appropriate, character of entity, e.g., corporation
or partnership
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee
in fee simple, all that certain lot or parcel of land situated in or near the City of Raeford, McLauchlin
Township, Hoke County, North Carolina and more particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF
The property hereinabove described was acquired by instrument recorded in Book914, Page 510 and Book
7203, Page 337, Cumberland County, North Carolina, Registry.
A map showing the above described property is recorded in Plat Book _, Page , Hoke County,
North Carolina, Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
11

13K:O0952 PG:O341
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the
right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and
that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except
for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the following
exceptions: utility easements, permits, and rights of way as the same may appear of record
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal effective the day and year
first above written.
If initialed; the property includes the primary residence of at least one of the Grantors. (NC GS §
105-317.2)
THOMAS FAMILY BJ.]SINESS, iNC.
By: ��. �✓ (SEAL)
Name aymon Carroll omas
Titl . President
STATE OF NORTH CAROLINA
COUNTY OF C(Am,�P/1Ctne-1
I certify that the following person(s) personally appeared before me this day and I have personal
knowledge of the identity of the principal(s) or have seen satisfactory evidence of the principal's identity,
by a current state or federal identification with the principal's photograph in the form of a driver's license or
a credible witness has sworn to the identity of the principal(s); each acknowledging to me that he or she
voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated:
Name of Principal: Raymond Carroll Thomas, President
Date: //1",��/f
Signate of Nola Public
i�a,r�`e 'aur�S �iJe
Printed Name of Notary Public
My Commission Expires: Z, -/G
S. EVQ.
0

BK:00952 PG:0342
EXIIIBIT A
DESCRIPTION FOR
GRANTOR: THOMAS FAMILY BUSINESS, INC.
TO
GRANTEE: WEDGEFIELD APARTMENTS, LLC
July 6, 2011
Lying and being in McLauchlin Township, Hoke County, North Carolina on the east side of and adjoining
Carolina Drive (SR 1339). Bounded on the west by Carolina Drive, on the north by Wedgefield Subdivision
Phase IA, on the east by D.B. Parker and on the south by VTC Investments, LLC and being more
particularly described as follows:
BEGINNING at an existing iron rod in the east right-of-way (60-ft. R/W) of Carolina Drive, said iron rod
being the northwest corner of the tract of which this is a part and runs thence as the north line of this tract
and the south line of Wedgefield Phase I -A N 66°34'07" E 309.05' to an existing iron rod, the northeast
comer of this tract; thence as the east line of this tract S 02041'51" E 88.81' to a large iron rod; thence as
the south line of this tract S 78020'31" W 290.95' to an existing iron rod in the east right-of-way of Carolina
Drive; thence as said right-of-way N 06°28'26" W 24.77' to the BEGINNING, containing 0.38 acres and
being all of the lands described by deed recorded in Deed Book 914 Page 510, Hoke County Registry. All
bearings herein are to NC Grid NAD83(2007) north meridian and distances horizontal ground.
William C. Mcllwain, Jr., PLS I, 2421
300 SW Broad Street
Southern Pines, NC 28387
Certificate of Licensure: C-0454

North Carolina Secretary of State
http://www.secretarystate.nc. us/corporations/Corp.aspx? Pitenild=9754092
North Carolina
Elaine F. Marshall DEPARTMENT OFTHE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626.0622 [phone]
Date: 7/29/2011
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Corporation Names
Name
Name Type
NC WEDGEFIELD
APARTMENTS, LLC
LEGAL
Limited Liability Company Information
SOSID:
1203118
Status:
Current -Active
Effective Date:
5/11/2011
Dissolution Date:
Annual Report Due
4/15/2012
Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
THOMAS, RAYMOND CARROLL
Office Address:
605 S. REILLY RD
FAYETTEVILLE NC 28314
Mailing Address:
605 S. REILLY RD
FAYETTEVILLE NC 28314
Principal Office
Office Address:
605 S. REILLY RD
FAYETTEVILLE NC 28314
Mailing Address:
605 S. REILLY RD
FAYETTEVILLE NC 28314
Officers
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