SW6140403_HISTORICAL FILE_20140814

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

LL&J
114 W. 3rd Street
Pembroke, NC 28372
[phone] Ph
[phone] Fax
TO NCDENR
225 Green Street
Fayetteville, NC 28301-5095
WE ARE SENDING YOU ❑� Attached
❑ Shop drawings ❑ Prints
❑ Copy of letter ❑ Disk
LETTER OF TRANSMITTAL
DATE: 8/14/2014
JOB NUMBER: 13-09110
ATTENTION:
Mike Lawer
RE: Pembroke Senior Village
❑ Under Separate cover via
❑ Plans
F1 Applications
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
1
8/14/2014
7
Storm Water Application
1
30
Calculations Package
1
18
Project Drawings
I
I i
A111% V V LUI4 1
I
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved and submitted ❑ Resubmit
❑ For your use ❑ Approved as noted ❑ Submit
❑ As requested ❑ Returned for corrections ❑ Return
❑� For review and comment ❑
REMARKS
copies for approval
copies for distribution
corrected prints
COPY TO file SIGNED
Juan A. Blue

PURCHASE MONEY PROMISSORY NOTE
$3091,000.00 August 13, 2014
For value received, the undersigned, jointly and severally promise to pay to the order of
Venture Properties Group, LLC the principal stun of Three Hundred Nine Thousand and
no1100ths Dollars ($309,000.00) with interest from date hereof at the rate of ZERO percent
(0%) per annum, said principal and interest being payable as follows:
Due and payable in full November 11, 2014.
If any installment of principal or interest is not paid when due, or if there shall be any
failure or neglect to comply with the terms, conditions or covenants contained in the Deed of
Trust hereinafter referred to, and such default, failure or neglect shall continue for a period of
Fifteen (15) days, then and in any such event, this Note shall, at the option of the Holder hereof,
at once become due and payable without notice.
In the event Borrower fails to pay any monthly installment of interest due or any payment
required within fifteen (15) days after the same shall become due, Noteholder may impose a late
payment charge upon Borrower of four percent (4%) of the amount of such payment. Such late
payment fees as may accrue shall constitute a part of the indebtedness due hereunder and the
payment thereof shall be secured by the Deed of Trust. The privilege is reserved to prepay, at
any time or times, all or any part of this indebtedness, without penalty, provided however, tltat in
case this Note contains provision for equal monthly installments of principal and interest,
payments subsequent to any prepayment shall continue monthly in the amount of prior
installments, with each payment being applied first to accrued interest and the balance to the
reduction of principal.
This Note is secured by a Purchase Money Deed of Trust of even date herewith to Arlie
Jacobs, Trustee, on real property in Robeson County, North Carolina, which Deed of Trust is
duly recorded in the Office of the Register of Deeds for said County.
All parties to this Note, including endorsers, sureties and guarantors, if any, hereby waive
presentment for payment, demand, protest, notice of nonpayment or dishonor and of protest, and
any and all other notices and demands whatsoever, and agree to remain bound until the principal
and interest are paid in full notwithstanding any extensions of time for payment which may be
granted, even though the period of extension be indefinite, and notwithstanding any inaction by,
or failure to assert any legal right available to the Holder of this Note.
If this Note is placed in the hands of an attorney at law for collection after default,
whether or not suit is brought for collection, then all parties to this Note, whether maker,
guarantor, endorser or surety, shall be liable for all costs of collection, including without
limitation reasonable attorney's fees actually incurred plus other expenses reasonably incurred by
the Holder.
The rights and retnedies of the Holder of this Note as provided for herein and in the Deed
of Trust securing this Note shall be cumulative and may be pursued singly, successively or
together in the absolute discretion of the Holder. The failure of the Holder to exercise any right or
remedy shall not constitute a waiver or release of said right or remedy nor shall said failure
prohibit the Holder from exercising said right or remedy at a later time.

This Note shall be construed in accordance with the laws of the State of North Carolina.
Witness the hand and seal of each party hereto, on the date first above written.
Pembroke Senior Village, LLC
By: Lumbee Land Development, Inc., Managing Member
By: _
Bosco Locklear, Vice President

I
CLOSING STATEMENT
Seller: Venture Properties Group, LLC
Buyer: Pembroke Senior Village, LLC
Property: 12.32 acres on S.R. 1553 (Candy Park Road), Pembroke, North Carolina
Date: August 13, 2013
Buyer's Transaction
Purchase Price: $ 360,000.00
Plus:
Recording costs
Title insurance premium
Buyer's attorneys fees
Ad valorem taxes
(8/14/14 — 12/31/14)
Total additions:
Less:
Seller loan
Earnest money paid
NET DUE FROM BUYER:
$ 82.00
636.00
1,000.00
$ 1,738.89
$ 309,000.00
51,000.00
PEM13ROKE SENIOR VILLAGE, LLC
By: Lumbee Land Development, Inc.,
Managing Member
Boscb Looklear, rjce president
BTM:568975v1

CLOSING STATEMENT
Seller: Venture Properties Group, LLC
Buyer: Pembroke Senior Village, LLC
Property: 12.32 acres on S.R. 1553 (Candy Park Road), Pembroke, North Carolina
Date: August 13, 2014
Purchase Price
Less:
Seller's Transaction
Deed stamps
Seller's attorneys fee
Seller loan
Earnest money deposit
Seller loan release fee
Release recording fee
Ad valorem taxes
(1/1/14 — 8/13/14 on 12.32 acres, full
year on balance of 89.04 acres)
NET DUE FROM SELLER:
$ 720.00
750.00
309,000.00
51,000.00
P.O.C.
26.00
42721
$ 360,000.00
1.9�'t 21
VENTURE PROPERTIES GROUP, LLC
By: A
Gr o rant, anager
James H. Ma or, Manager
BTM:568956vi

va. ;
Lawyer, Mike
From: Lawyer, Mike
Sent: Thursday, April 24, 2014 4:16 PM
To: [e-mail]'; '[e-mail]'
Subject: 'Pembroke Senior Village
Gentlemen,
This e-mail serves as acknowledgement that our office received the Stormwater Management Permit application
package for the subject project on April 22, 2014.
After a quick preliminary review of the application package, I have the following comments/add info request:
-the Property Owner Authorization on page 6 of the main application form has not been notarized
-several of the values on the supplement forms for pond 1 & 2 such as the elevations, provided storage volume,
drawdown orifice diameter, etc. do not match the values listed in the data table on plan sheet C16
-there are a few insufficient notices on the supplement forms that need to be addressed, i.e. vegetated filter provided
for pond 2, drainage easement for pond 2
Please note that the aforementioned items are based on a preliminary review and must be addressed prior to further
review and/or approval. If we need to discuss these items further, please contact me.
Michael Lawyer, CPSWQ
Environmental Specialist
NCDENR— Division of Energy, Mineral and Land Resources
Land Quality Section
Fayetteville Regional Office
P: [phone]
F: [phone]
e-mail: [e-mail]
E-mail correspondence to and from this address is subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulation.

State,of,North Carolina
Department of the.Secretary.of State
Limited Liability Company
ARTICLES'or ORGANIZATION
Date Filed 2/I/2111189:28i00AM
Elaine F'. e�larshitll'.
North Carolina $ecrefitr.yof'Slatc
G200803000059
Pursuant to §57C-2-20 ofthe 'General Statutes of North Carolina, the undersigned floes hereby submit.
these Articles of'Organiztition for the purpose of f fining a limitedliability company.
The narne of the luriited liability company is: Venture Properties Group, LLC
2. Iftherlimited liability company is to dissolve bya specificdate, the latest date -on which the
limited liability' company is to dissolve: (fno elate for dissolution is s1weifred, thereshallbe no
limit on the rluriition ofthe limited liability company.)
The. -tare and address of each person executing these articles of organization is as follows:
(State whether -each person is executing these articles of organization in the capacity of a
tnemher, organizer, or both. Note: This document must be signed by all persons listed here).
Gregory S. Bryant,Organizer, 719 Old Main Road, Pembroke, NC 28372
4, The street address and county office initial registered office of the limited liability company is:
Number and Street 7-19 Old Main Road
City, State, Zip Code Pembroke, NO 28372
County Robeson
The mailing address, if different from the street address, of the iniiial registered office is:
PO Box 1359, Pembroke; NO 28372
The name of the initial' registered agent is: Gregory S. Bryant,
Ninci'pal office information: .(SelectZither a or b;)
AUG 1 5 2014
a. 0 The limited liability company has,a principal. office.
The,strcetaddress and county of the principal office of the limited liability company. is:
Number and Strect 719`Old Main Road
City, State, Zip Code. Pembroke, NO 28372
The mailing address, if different frontthe street address, of the principal office of the corporation is`.
h. ❑ The limitedliabilitycompany does nor,have a principal office.

8. Check one of the following:
(i) Member -managed LLC: all members by virtue of their status as members shall be
managers of this limited liability company.
✓ (ii) Manager -managed LLC: except as provided by N.C.G.S. Section 57C-3-20(a), the
members of this limited liability company shall not be managers by virtue of their status as
members.
9. Any other provisions which the limited liability company elects to include are attached.
10. These articles will be effective upon filing, unless a date and/or time is specified:
This is the 18th day of January 20 08
Gregory S. ?3r ant
Signature
Organizer
Type or Print Name and Title
NOTES:
I. Filing fee is $125. This document must be filed with the Secretary of State.
CORPORATIONS DIVISION P.O. Box 29622 RALEIGH, NC 27626-0622
(Revised January 2002) (Form L-0/)
Instructions for Filing

PEMBROKE SENIOR VILLAGE
PEMBROKE, NORTH CAROLINA
STORMWATER
CALCULATIONS
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August 14, 2014
PROJECT 9 13-09110
AUG 1 5 2014
1

TABLE OF CONTENTS
LOCATION MAP
PROJECT DESCRIPTION
STORM DRAINAGE
STORM DRAINAGE NARRATIVE
1
USGS TOPOGRAPHIC MAP
2
STORM DRAINAGE AREA MAP
3
SUFACE FLOW RUN OFF CALCULATONS
4
STORM DRAINAGE CALCULATIONS
5
STORM SPREAD CALCULATIONS & SAG CONDITION
6
STORM DROP INLET CALCULATIONS
7
STORM FLARED END SECTION RIP RAP APRON CALCULATIONS
8-9
SWALE CALCULATIONS ',
10 - 17
WET DETENTION POND CALCULATIONS
DETENTION NARRATIVE
18
PRE -DEVELOPED DRAINAGE MAP
19
POST -DEVELOPED DRAINAGE MAP
20
SOILS TYPE MAP
21-23
WET DETENTION BASIN #1 SUPPLEMENT
24
WET DETENTION BASIN #1 SUPPLEMENT
25
CONCRETE ANCHOR BOUANCY CALCULATIONS
26
WET DETENTION BASIN #2 SUPPLEMENT
27
WET DETENTION BASIN #2 SUPPLEMENT
28
CONCRETE ANCHOR BOUANCY CALCULATIONS
29
APPENDIX
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT- BASIN 1 i
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT- BASIN 2 ii
HIGH DENSITY RESIDENTIAL SUBD. DEED RESTRICITIONS & CONVENANCES iii
COPY -ARTICLES OF ORGANIZATION OF PROPERTY OWNER iv
COPY -PROPERTY OWNER DEED v
COPY -SOILS REPORT vi

PEMBROKE SENIOR VILLAGE
i
AUG 1 5 2014
SITE MAP
CANDY PARK ROAD, PEMBROKE NORTH CAROLINA

PROJECT DESCRIPTION
The proposed stormwater lines will serve 25 multi -family residential buildings off
Candy Park Road, approximately 1900 feet south of the intersection of NC Hwy
711 and Candy Park Road in Robeson County North Carolina.
The project is 12 acres and will involve disturbance of 9.0 acres. All points of
discharge have been kept consistent with the conditions of the site prior to any
construction for this site.
The measures for this project, as depicted in the construction drawings and
represented in the following calculations, was designed to meet or exceed the
applicable requirements for the projects conditioners per NCDENR design
regulations and guidelines.

PEMBROKE, NORTH CAROLINA
STORM DRAINAGE
DESIGN & CALCULATIONS
! AUG 1 5 2014 i

STORM WATER NARRATIVE
The Stormwater Management Plan for Pembroke Senior Village will be accomplished
by systematically treating the stormwater runoff from the site by incorporating
engineered storm water management facility to capture and treat the impervious storm
water runoff from the site's developed areas.
The project stormwater flow discharges to UT to Lumber River (sub basin 03-07-51).
The proposed project site is located within a protected watershed.
The design discharge used in sizing the storm drainage system was determined by the
rational method. The storm drainage system was design so that at no point in the
system does the hydraulic grade line come out of the ground. Surface flow calculations
where done using coefficients in the range of 0.50 -0.75 and modeled with built out
conditions.
Spread calculations have been provided to prove that during the, design storm event a.
navigable road travel width of 9.0 ft. is maintained in all spread conditions. In sag
conditions, inlet capacity and storm drains have been designed for the 25-year storm
event. These criteria are consistent with the NCDOT practices. Roll type grate where
utilized for this project.
Rear yard swale where designed to route water to drop inlet. Swale calculations for the
rear yard swales where designed using the 10-year storm event. The swales are
evaluated using three vegetation characteristics or stages of vegetation: un-vegetated,
practically vegetated, and fully vegetated. Ponding at yard inlets outside the roadway
where designed as not to have more than foot above the grate inlet for the 25-yr storm.
All low points outside the roadway are accompanied with overflow spillway with an
elevation one foot above the grate elevation. All pad elevations are set a minimum of
one foot above any adjacent spillway.
All necessary documentation and information needed to review and verify that the
design objective and standards have been met, are included.
Page 1

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Mercator Projection
1
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3km
?N
USNG Zone 175PU
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0.2 0.4 0.6 0.8
1.0 1.2 1.4
1.6 1.8mi -
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Scale 1:24000
1. inch = 2000 feet
- -�
15 2014
AUG
Page 2

PEMBROKE SENIOR VILLAGE
Pembroke. North Carolina
SURFACE FLOW
RUN OFF CALCULATIONS
Rational Method
Given Input Data:
Description ........ STORM DRAINAGE FLOWS
Area
Area
Coef
Tc
Intensity
Flow
Description
-------------------------------------------------------------------------------------------
ac
hrs
in/hr
cfs
CB-A3
0.1900
0.6000
5.0000
8.9400
1.0192
DI-A2
0.3400
0.5000
5.0000
8.9400
1.5198
CB-132
1.0800
0.7500
5.0000
8.9400
7.2414
CB-61
0.5200
0.6500
5.0000
8.9400
3.0217
CB-C4
0.6300
0.6500
5.0000
8.9400
3.6609
CB-C3
0.9700
0.6500
5.0000
8.9400
5.6367
CB-C2
1.6200
0.4500
5.0000
8.9400
6.5173
CB-D2
1.4200
0.7500
5.0000
8.9400
9.5211
CB-F6
0.7700
0.7500
0.0000
8.9400
5.1628
CB-F5
0.8300
0.6000
5.0000
8.9400
4.4521
CB-F3
0.1300
0.6000
5.0000
8.9400
0.6973
CB-F2
0.2500
0.6000
5.0000
8.9400
1.3410
I
AUG 15 2014
I
Page 4

STORM SEWER COMPUTATIONS
ECT : PEMBROKE SENIOR VILLAGE COMPUTED BY: JAB DATE: 07/03/14
TION: PEMBROKE, NC n= 0.012 (RCP PIPE)
Storm Event: 25 YR.
IN •
• 0 M!
.:
N ®rF
BONN
�n,,, -� rF-,�..♦ "r- -ire' --^^„x
... t,' +P°. �c .. l . t. ..dl ^s_^,cs_.. r.-•.`e,: --x. . C. T+�v.. ...,., x .'�5 s ... iT Sk4 � „..... [[••.�..�� � Y '� [E�'�`�S^
.at.r....,�1_�r.r.t...�' '- �.' .�L:L..�at ._..�Y•.^.� ..� S.Y` Y3, i..��L.��zL�:]��'�r'i��.�. �7. :�rv� t>. ...'.,� i i .iF��_
®®®®®®��a�a�■®gym®�_ � � �®® , , , ,.
9+'�s.- i t� � ,'. ,.� .«r .r >_�• tic K � ..-..:� =�s-.. a� ..� - .. z... �,. �.--'tee-'.»-.'-e".'3. x -r - '_ x.. .- -:.r "— a`.. - x - s._ .. ,_,.r. �izz�--�-..+•:+�r
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v..:_ c� i. -..i i.
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. • -.� --t+.3 �l$F :t... +A'."y .X -.� `id ,'i'-4 r. 'i ..\ a ..,K ,e .'ice._®®
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.�,. �s...,Y',_•F'='�'. s,, =.w. 5.:i.::a^:.'�:a.-...._,«,�� dat."s•.}.-...,aL-'r..�.-:°.ifs-'s..'.r.`...�`Y.r..�u :.-'.1..-f.F %,
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AUG 1 5 2014
Page 5

GUTTER SPEAD CALCULATIONS
Project Pembroke Senior Village
Location: Pembroke, North Carolina
Rainfall Intensity= 5.0
Inlet Dr
#
inage
Area
Lane
Width
C
Surface"Q"
Sloe
Spread
K
Double
Inlet?
Inlet
Qcap
B ass
Sub.
Total
Long.
Trans.
Q
TO Inlet#
A3
0.19
12.0
0.70
0.67
0.67
0.0077
1 0.0208
1 6.3
19.0
N
0.65
0.02
C4
F3
0.13
12.0
0.70
0.46
0.46
0.0050
0.0208
6.0
19.0
IN0.59
0.00
F5
il
Sag Calc's
OK 0.00
OK 0.00
OK 0.00
OK 0.00
OK 0.00
Cul-De-Sac?
NO
Double Inlet?
YES
From EDP
@ Max Spread
C3 0.97
12.0
0.65 3.15
3.15
N/A 0.0313
4.1
4.61
OK
Cul-De-Sac? NO Double Inlet? NO From EOP @Max Spread
C4 01
12.0
0.65 2.05
2.06
N/A 0.0313
3.8
3.23
OK
Cul-De-Sac? NO Double Inlet? YES From EOP @Max Spread
FS
0.83
14.0
0.70 2.91
2.91
N/A 0.0313
3.7
4.61
OK
Cu4De-Sac? NO Double Inlet? YES From EOP @Max Spread
F6
0.77
14.0
0.70 2.70
2.70
N/A 0.0313
3.4
4.61
OK
Cul-De-Sac? NO Double Inlet? NO From EOP @Max Spread
B7
0.52
12.0
0.70 1.82
1.82 N/A 0.0313
3.2
3.23
OK
Cul-De-Sac? NO Double Inlet? YES From EOP @Max Spread
82 1.08
12.0
0.65 3.51
3.51
N/A 0.0313
4.6
4.61
OK
Cul-De-Sac? YES Double Inlet? no From EOP @Max Spread
D2 1.42
28.0
0.65 4.62
4.62
N/A 0.0208
12.5
2.18
OK
Equations: Qsuda,, (flow rate) = C I A
Qsana, total (flow rate) = ' Day,
T (spread) = I((Qawe...... )(n)(SJA") / ((K»)(Sl)Ata)]n1n
Qi (capacity of grate inlet)=(K)[(T)(SJ]"v'
K = loss coefficient
xw = 0.56
Si = Longitudinal slope
S, = crosser transverse slope
T„aa,r,„,u, = 6' from edge of pavement (EDP)
= 7' from flow line for valley gutter
= 8' from curb face for 2'-6" curb and gutter
Check: Spread(T): T< T
The following criteria are consistent with the NCDOT practices.
ref: USDOT Urban Drainage Design Manual Ch.4 p.48-49
ref: USDOT Urban Drainage Design Manual Ch. 4 p.9
AUG 1 5 2014 i
Spread Limits (Rainfall intensity=5 inches/hour) I -
1. Maximum spread of 6.0 ft. in a travel lane
2. For a street with a valley gutter, another foot for the gutter is allowed with a total max, spread of 7.0 ft.
3. For a street with a standard 2 feet 6 inch curb and gutter, an additional 2 feet is allowed, with a total max. spread of 8.0 ft.
A navigable travel width of 9.0'min. must be maintained in all spread conditions.
These calculations were performed assuming the standard hood & grate for a 2.5' vertical curb section.
Roll type grate (RTG) was utilized when driveway and catch basin location conflicted.
0.00
0.02
0.00
0.00
0.00
0.00
0.00
Page 6

DROP INLET CALCULATIONS
Rational Method
Project: PEMBROKE SENIOR VILLAGE
Design Objective: Ponding at yard inlets outside the roadway should be limited to a max. of one foot above the grated inlet for the 10-yr storm
Structure
Area
Coeff.
Tc ( t)
Intensity ( i)
Flow
Orifice
Weir
Depth of Water
Acerage
(Min.)
(in/hr)
cts
(ft)
ft)
over D.I. (ft)
DI-C2
0.5000
0.65
5.00
7.21
2.34
0.02
0.16
0.16
SEE FOLLOWING PAGES ENTITLED "RUNOFF CALCULATIONS FOR PRE DEVELOPED AND POST DEVELOPED CONDITIONS' FOR
DETERMINATION OF RUNOFF COEFFICIENT AND APPROPRIATE FLOW TO BE USED.
Page 7
Pa21

I
FES-A
18.97
11
FES-C
15.85
Ili
FES-F
14.37
IV
V
V
V
La=9' 15 2014
La= 9' pUG
La= 8'
i
Curves may not be extrapolated
Figure 8.061b Design of outlet protection from a round pipe
Flowing full, maximum tailwater condition (Tw>_ 0.5 diameter).
Page 8

Locklear, Locklear, & Jacobs, PLLC
FLARED END SECTION RIP RAP APRON DESIGN
PEMBROKE SENIOR VILLAGE
Pembroke, North Carolina
6/9/2014
D = OUTLET PIPE DIAMETER (in)
Do =OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8-21 (MINIMUM L, = 10)
W= WIDTH OF APRON (ft) [W=Do+0.41-j
Q = FLOW (C1:S) 125 YEAR DESIGN FLOW1
d50 = STONE SIZE (ft) 1.5x
Page 9

PEMBROKE SENIOR VILLAGE
SWALE EVALUATION — North Side Yard Swale
Drainage Area:0.50 acres
0.65 x 8.94 x 0.5= 2.9 csf
CHANNEL ANALYSIS
Home > Vlew Projects > Project >
Discharge
2.9
Pealc Flow Period
24
Channel Slope
0.0051
Channel Bottom Width
1
Lell Side Slope
2
Right Side Slope
2
Low Flow Liner
Retamance Class
B
Vegtation Type
Bunch Type
Vegetation Density
Good 75-95%
Soil Type
Sandy Loam
S75BN
S75BN Straight 2.9 Cis 1.88 "/. 0.66 k 0.03
(Imegetated
Unreinforced Vegetation - Class B - Bunch Type - Good 75-95%
Unreinforced
Vegetation Straight
Underlying Straight
2.9 cis 1.88 °/. 0.66 it
2.9 cis 1.88 "y' 0.66 ft
I
AUG 15 2014
i
1.6 "'/m 0.21 ," /m 7.59 STABLE U
0.03 5.730.21 "'/:a 27.19 STABLE --
- 0.041°'/,n 0,028 "'/y 1.23 STABLE --
Page 10

Tensar International Corporation
NORTH
UBIM233TU AMERICAN 5401 St. Weydel-,Inds na Road Pose ville, Indiana 47633
Tel. 800.772.240
GREEN® Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Channel Computations
Project Parameters
n 's n:
S eciMWidth:l
.03
Disch.9
Peak od:
4
ChannelSlope:
.0051
Bottom
ILeft
S:Ri
hte:xistiel
Bend:
Bend Coefficient (Kb):
1.00
Retardance Class A - E :B
Vegetation Type:
Bunch Type
Vegetation Density:
Good 75-95°/
Soil Type:
Sandy Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
S75BN
Mannin 's N value for selected Product -
0.03
Cross -Sectional Area (A)
A=AL+AB+AR=
1.54
AL = 1 /2 * De the * ZL =
0.44
An = Bottom Width * Depth =
0.66
AR = 1/2 * De the * ZR =
0.44
Wetted Perimeter (P)
P=Pt.+P13+PR=
3.96
PL = Depth * ZL2 + 10.5 =
1.48
PB = Channel Bottom Width =
I
PR = Depth * ZR2 + 10.5
1.48
Hydraulic Radius (R)
R=A/P=
0.39
Flow (Q)
Q=1.486/n*A*R2/3*SI/2=
2.9
Velocity (V)
V= /A=
1.88
Channel Shear Stress (Te)
Page 11

Td=62.4*De th*Slo e=
0.21
Channel Safe Factor = T / Td)
7.59
Effective Stress on Blanket(Tdb)
Te = Td * I-CF * ns/tt 2 =
0
CF =
0
ns =
0
Soil Safety Factor
Allowable Soil Shear Ta =
0
Soil Satety Factor = Ta / Te =
0
Conclusion: Stability of Mat
ISTABLE
Material Type
Matting Type
Unreinforced Vegetation
Mannin 's N value for selected Product
0.03
Cross -Sectional Area (A)
A=AL+AB+AR=
1.54
AL = 1/2 * De th2 * Zl. =
0.44
AB = Bottom Width * Depth =
0.66
AR =(1/2) * Depth2 * ZR =
0.44
Wetted Perimeter (P)
P=PL+PI3+PR=
3.96
PL = Depth * ZL2 + 1)0.5 =
1.48
PB = Channel Bottom Width =
I
PR = Depth * ZR2 + 1)0.5
1.48
Hydraulic Radius (R)
R=A/P= 0.39
Flow (Q)
=1.486/n*A*R2/3*SI/2= 2.9
Velocity (V)
V= /A= 1.88
Channel Shear Stress (Te)
Td=62.4*De th*Slo e=
0.21
Channel Safe Factor = T / Td
27.19
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF * ns/n 2 =
0.03
CF =
0.5
ns =
0.02
Soil Safety Factor
Allowable Soil Shear Ta =
0.04
Soil Satety Factor = Ta / Te =
1.23
Conclusion: Stability of Mat
- STABLE
Conclusion: Stability ofUnderlying soil
Side Slope Liner Result
AUG 1 5 2014
Page 12

Iw„aw ® In-mw
0.7 Stsplas per SC.YD.
r-r ® 2,
1.7 Staples pr SC.YD.
Z"-r
i O O �)
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3.4 Sbplas per SC.YD.
m"
1.15 Staples per SC.YD.
=w-Sw
175 staples per SC.YD.
NORTH Disclaim:
AMER ICAN The Information pIs gonsrel design Ift aft only. For s1, r4*ko lam
GREEN eawarirwependsntprahsNarwtxndwr I ly gWdwm
54M St. WmM - CF,uuoa Rd. IML 5M 72241/40
Pao7.•yU447633 www.sge mmm Page 13 Drawnarc:+ta-11
STAPLE
PATTERN GUIDE
4:1 Slopes (A)
•
3-1 Slopes (8)
21 Slopes (C)
0
1:13 SWper Simms (D)
0
Modlu"Migh Flow Chmw d (D)
0
High Flow Channel And
Sharabw (E)
Drawing Not To 3nis
i

PEMBROKE SENIOR VILLAGE
SWALE EVALUATION — North Side Yard Swale
CHANNEL ANALYSIS
Pores 2 DI_v_IrargC.4tiiR]5:I
24
,... . 0.005 ....,,
I
2
... 2
Low Flo. Liner
c
Sod Former
Good 75-95%
Sandy Loam
S150
S150
Un, agetated Straght I). is tfa 2.64 e/. 1,23 ft 0.03 1.75 "`Jm 0.38 e"I. 4.57 STABLE D
Unreinforced Vegetation - ClaSS C - Sod Former - Good 75-950/0
Unrelf"ced Straight 11.19 tls 2.64 n/. 1.23 ft M3 4.2'/m 0.38 -1,u 10.97 STABLE
eg Vetation ..
Underlying Straight MIS cis 2.64 e6 1,23 ft -- 0.04 el/in 0.013 e'A, 2.6 STABLE
Substrate
Page 14

Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Channel Computations
Project Parameters
Specify Mannin 's n:
.03
Discharge:
11.18
Peak Flow Period:
24
Channel Slope:
.005
ottom Width:
I
e0 Side Slo
Right Side Slope:
Existing Channel Bend:
Bend Coecient b
1, 0
dance Class A-E :Retar
Vegetation Type:
od0 Former
Vegetation Density:
ood 75-95°/
oe
ST: and Loam
Channel Lining Options
Protection Type Permanent
Material Type
Matting Type
S150
Mannin 's- N value for selected Product
0.03
Cross -Sectional Area (A)
A—Al_+AB+AR=
4.24
At =(1/2) * De tM * ZI =
1.51
Au = Bottom Width * Depth =
1.23
AT— 1/2) * De th2 * ZR =
1.51
Wetted Perimeter (P)
P=PL+PB+PR=
6.49
Pi = De th * Zt.2 + l 05 =
2.74
Pn=Channel Bottom Width—
I
PR = Depth * (ZR2 + I)0 5
2.74
Hydraulic Radius (R)
R —A/P -
o.6s
Flow (Q)
=1.486/n*A*R2/3*SI/2
11.18
Velocity (V)
V=Q/A—
2.64
Channel Shear Stress (Te)
Page 15

Td = 62.4 * Depth * Slope =
1 0.38
Channel Satiety Factor = T / TO
4.57
Effective Stress on Blanket(Tdb)
Te = Td * l-CF * ns/n)2 -
0
CF=
0
ns
0
Soil Safety Factor
Allowable Soil Shear "fa =
0
Soil Satety Factor = Ta / Te =
0
Conclusion: Stability of Mat
STABLE
Material Type
Matting Type
Unreinforced Vegetation
Mannin 's N value for selected Product
0.03
Cross -Sectional Area (A)
A=AL+-AB+AR=
4.24
At. = 1/2) * De pth2 * Zl. =
1.51
An = Bottom Width * Depth =
1.23
AR_ = (1 /2) * Depth2 * ZR =
1.51
Wetted Perimeter (P)
P--=PI.+PB+PR=
6.49
Pt- = Depth * Z.2 + 1)0.5 =
2.74
_FT- Channel Bottom Width =
I
PR = Depth * ZR2 + 1)05
2.74
Hydraulic Radius (R)
R = A / P = 0.65
Flow (Q)
Q=1.486/n*A*R2/3*SV2= 11.18
Velocity (V)
V= Q /A= 2.64
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope =
0.38
Channel Safety Factor = T / Td)
10.97
Effective Stress on Blanket(Tdb)
Te = Td * (I -CF) * (ns/n)2 =
0.01
CF =
0.87
ns =
1 0.02
Soil Safety Factor
Allowable Soil Shear (Ta) =
0.04
Soil Safety Factor = Ta / Te =
2.6
Conclusion: Stability of Mat
STABLE
Conclusion: Stability ofUnderlying soil
Side Slope Liner Result
Page 16

�w ew ® 9w_an
0.7 Staples per SaYD.
2"-r
3'
ia9.)
6
Who
33'
33•
0m)
1.15Staples per SQ.YD.
Lfil
O V) Cj? O O U)
0 � O O O
1.7 Staples per SMYD. 3.4 Staples per SQ.YD.
NORTH
AMERICAN
GREEN
SM9LWan" -cnutoa>td. Pa:ana
PwgvS%IN476x1 wwwAW
2w-5w
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cons an tdsperMard prafwsbr 1 for %~ deep gUkkff w.
Page 17 Drawn arc 3+IM1
STAPLE
PATTERN GUIDE
4:1 Slopes (A)
3:1 Slopes (B)
2:1 Slopes (C)
O
1:1 a Striper Slopes (D)
O
MedlumVIigh Flow Chanel (D)
O
Hlgh Flow Channel And
Shoratire (E)
mcffm:
• Use ECMDS0 for nnre aeaaats
staple pNlem seleckm.
Mwrslns Not To scale

PEMBROKE SENIOR VILLAGE
PEMBROKE, NORTH CAROLINA
DETENTION
DESIGN & CALCULATIONS
AUG 15 2014

PROJECTNO.13-09110 PEMBROKE SENIOR VILLAGE
PEMBROKE, NC
DETENTION NARRATIVE
The proposed project involves the construction of a 25 Multi -Family (Duplex) residential
subdivision on a 12-acre parcel of property located at the west side of Candy Park Road. The
residential subdivision project will included approximately 1,862 linear feet of internal
roadway with sidewalks, relative utilities, and stormwater management infrastructure. The
proposed detention facility is comprised of two wet detention basin that has been designed
to detain the 25-year rainfall event such that peak flow rate in the storm events, after
development, do not exceed those computed for the pre -development condition in the same
return period storm events. The emergency spillway is designed to prevent the basins from
over -topping during the 50-year storm.
The following analysis and data supports the conclusion that the proposed geometry and pipe
routing for the basin provides adequate storage and detention for the respective drainage
area.
Page 18

l

MESE 005 M 000ME OOE[EK OOZ(E8E OO[[EW
M.K OT dY
M .9l 11 ,
N
Ol
lD
4.
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1

MAPLEGEND
Area of Interest (AD[)
Area of Interest(AOI)
Soils
Soil Map Unit Polygons
M
Soil Map Unit Lines
®
Soil Map Unit Points
Special
Point Features
l°)
Blowout
Borrow Pit
Clay Spot
Closed Depression
){
Gravel Pit
Gravelly Spot
^
Landfill
p.
Lava Flow
,yyL,
Marsh or swamp
_.
Mine or Quarry
fa
Miscellaneous Water
Perennial Water
Rock Outcrop
4.
Saline Spot
Sandy Spot
,,.
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Robeson County, North Carolina
Spoil Area
r, Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
�y t Rails
isI Interstate Highways
--...= US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at 1:20,000
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map. Natural Resources Conservation Service
Web Soil Survey URL: http:/twebsoilsuwey.nres.usda.gov
Coordinate System: Web Mercator (EPSG.3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Robeson County, North Carolina
Survey Area Data: Version 11. Dec 16, 2013
Soil map units are labeled (as space allows) for map scales 1 50.000
or larger.
Date(s) aerial imageswere photographed: Oct 17, 2010—Feb 11
2011
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.
in� Natural Resources Page 22 Web Soil Survey
Conservation Service National Cooperative Soil Survey

Soil Map —Robeson County, North Carolina
Map Unit Legend
Robeson County, North Carolina (NC155)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
GoA
Goldsboro loamy sand, 0 to 2
percent slopes
15.7
34.9%
Ly
Lynchburg sandy loam
7.3
16.1%
Re
Rains sandy loam
22.2
49.1%
Totals for Area of Interest
45.1
100.0%
AUG 1 5 2014
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Page 23

.i. vocxLetgai
,
YQr�
1 W 3rd Street
L L&J .
Pembroke, NC 28372
r'O 754 y4
P-0
�fGt
[phone] PH
2-114O EC1G1�W
[phone] Fax
TO NCDENR FAYETTEVILLE OFFICE
225 Green Street, Suite 714,
Fayetteville, North Carolina
LETTER OF TRANSMITTAL
DATE: 4/21/2014 JOB NUMBER: 13-09110
ATTENTION:
RE: STORM WATER PERMIT PACKAGE
WE ARE SENDING YOU ❑� Attached ❑ Under Separate cover via
❑ Shop drawings ❑ Prints Plans
❑ Copy of letter ❑ Disk ❑
❑ Applications
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
2
18
Construction Drawings
1
3
STORMWATER APPLICATION
1
STORMWATER PACKAGE
1
CHECK # 2230 $ 505.0
THESE ARE TRANSMITTED as checked below:
For approval ❑ Approved and submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
REMARKS
❑ Resubmit
❑ Submit
❑ Return
APR 2 2 2014
copies for approval
copies for distribution
corrected prints
COPY TO file SIGNED Juan A. Blue

C300803000059
State of North Carolina
Department of the Secretary of State
Limited Liability Company
ARTICLES OF ORGANIZATION
SOSID:1025187
Date Filed: 2/1/2008 9:28:04) AM
Elaine F. Marshall
North Carolina Secretary of State
C200803000059
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned does hereby submit
these Articles of Organization for the purpose of forming a limited liability company.
The name of the limited liability company is: Venture Properties Group, LLC
2. If the limited liability company is to dissolve by a specific date, the latest date on which the
limited liability company is to dissolve: (If no date for dissolution is specified, there shall be no
limit on the duration of the limited liability company.)
3. The name and address of each person executing these articles of organization is as follows:
(State whether each person is executing these articles of organization in the capacity of a
member, organizer or both. Note: This document must be signed by all persons listed here).
Gregory S. Bryant, Organizer, 719 Old Main Road, Pembroke, NC 28372
4. The street address and county of the initial registered office of the limited liability company is:
Number and Street 719 Old Main Road
City, State, Zip Code Pembroke, NC 28372
County Robeson
5. The mailing address, if different from the street address, of the initial registered office is:
PO Box 1359, Pembroke, NC 28372
6. The name of the initial registered agent is: Gregory S. Bryant
7. Principal office information: (Select either a or b)
a. FV The limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is:
Number and Street 719 Old Main Road
City, State, Zip Code Pembroke, NC 28372 County Robeson
The mailing address, if different from the street address, of the principal office of the corporation is:
b. ❑ The limited liability company does not have a principal office.

8. Check one of the following:
(i) Member -managed LLC: all members by virtue of their status as members shall be
managers of this limited liability company.
✓ (ii) Manager -managed LLC: except as provided by N.C.G.S. Section 57C-3-20(a), the
members of this limited liability company shall not be managers by virtue of their status as
members.
9. Any other provisions which the limited liability company elects to include are attached.
10. These articles will be effective upon filing, unless a date and/or time is specified:
This is the 18th day of January 20 08
Gregory S. Bryant
Signature
Organizer
Type or Print Name and Title
NOTES
I. Filing fee is $125. This document must be riled with the Secretary of State.
CORPORATIONS DIVISION P.O. Box 29622 RALEIGH, NC 27626-0622
(Revised January 2002) (Farm t,-0/)
Instructions for Filing

:/ i
This certifies that PIN: 1416-01-001
has been verified; the legal description
therein matches the PIN and is free of any
delinquent ad valorem tax liens charged
to h�are
ounty, x Conector.
�( 9/5/08
L $
Date NC 105-303(a) 1181J1
2008009234
ROBESON CO, NC FEE $20.00
STATE OF NC REAL ESTATE EAT%
$1497.00
PlC,LTI® P 116CWI>QD:
09-05-20D8 02:20:42 PM
s VICKI L LOCKLEAR
Z 1160IRCH Ol OLCp!
s BY: FRANKIE BRITT
•valax�x
- BK:D 1687
PG:157-159
PIN: 1u Ao '-0) - 0-0 ( Revenue Stamps:$1,497.00
Mail after recording to: Locklear, Jacobs & Hunt, P.O. Box 999, Pembroke, NC 28372
THIS INSTRUMENT WAS PREPARED BY ATTORNEY ARLIE JACOBS/smh
NORTH CAROLINA
ROBESON COUNTY
GENERAL WARRANTY DEED
THIS DEED, made this the 24f6 day of July, 2008 by and between Pates Supply Company, Ina, hereinafter
termed "Grantor"; and Denture Properties Group, LLC whose address is PO Box 1359, Pembroke, NC 28372
hereinafter termed "Grantee."
WITNESSETH:
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.
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 the manner and form as described
below, all that certain lot or parcel of land situated in Pembroke Township, Robeson County, North Carolina, and more
particularly described as follows:
All that certain tract or parcel of land lying about 1 I/. miles.southeast of the center of Pembroke, NC, adjacent to
and on the northwest side of SR 1553, Candy Park Road, about 0.3 miles southwest of NC Highway 711, adjacent
to and on the southeast side of SR 1583, Jaycee Hut Road and adjoining the lands of Ruth Dial Woods (561/528),
Allen Griffin Dial (561/531), Grover Oxendine (506/49), Marvin Oxendine (890/101), Welton Jacobs, Sr. (18-J/49
and 17-D/189), Willette F. Carter (1589/126), Gary B. Sampson (16-K/568), Geneva Locklear (1085/306), Ruby
Neal Hunt (4941111), Terry Dale Pate (13-R/428), June L. Sampson (413/100), Thedis Wilkins (17-Br232), Ruby
Carter (15-C/390), Patricia Lowery (737/350), Bernice D. Reimer (492/313), Daisy Locklear (16-Q/35), Wade C.
Hunt (16-D/251) on the northeast, Dwayne Locklear (838/613), Wade C. Hunt (632/465), Jaycees of Pembroke, Inc.
(17-H/134), Armando L. Matos (477/193), Simeon Sampson (764/239), Cathy Marie Lowery (733/917), Ricky
Ransom (433/66), Della R. Brewer and Ricky Ransom (821/586), Malcolm Keith Long (8211113), Ellen Chavis
(810/74), Jeffery Leon Oxendine (1460/406), Joyce Chavis (1527/817), Susan Baker Locklear (17-Z/211), Mary Jane
Scott Locklear (1444/754), Mark A. Scott (768/581), Chester Chavis (1636/01) and Jefffery Kendall Brooks (454/44)
on the southwest and being more particularly described as follows:
BEGINNING at a wag nail set in the center of SR 1583, Jaycee Hut Road, the north corner of Dwayne Locklear
(838/613), having NC Grid Coordinates, N=334,169372 and E=1,942,974.74, (NAD 83, from GPS Observation,
horizontal distance) and runs thence from said beginning mag nail near the center of but southeast of SR 1583,

Jaycee Hut Road and beyond, North 57 degrees 31 minutes 24 seconds East 83730 feet to a concrete monument
found, said concrete monument having NC Grid Coordinates N=334,618.961 and E=1,943,680.820 (NC Grid
Coordinates, NAD 83, from GPS Observation, horizontal distance); thence with the southwest line of Ruth Dial
Woods (561/528), South 41 degrees 06 minutes 58 seconds East 321.41 feet to a concrete monument found, having
NC Grid Coordinates N=334,376.920 and E=1,943,892.178; thence with the southwest line of Allen Griffin Dial
(561/531), South 40 degrees 57 minutes 30 seconds East 500.44 feet to a concrete monument found, a corner with
Dial and Grover Oxendine 9506/49); thence with Oxendine's southwest line South 40 degrees 57 minutes 38
seconds East 747.90 feet to a concrete monument found; thence continuing with Oxendine's southeast line North 50
degrees 42 minutes 22 seconds East 231.0 feet to a concrete monument found, a corner with said Oxendine and
Marvin Oxendine (890/101); thence with Marvin Oxendine's southwest line South 48 degrees 45 minutes 02
seconds East 212.71 feet to a concrete monument found, a corner with Oxendine and Welton Jacobs, Sr. (18-J/49);
thence to and with a ditch South 46 degrees 57 minutes 48 seconds East 139632 feet to a iron pipe found in said
ditch; thence continuing with said ditch and beyond South 47 degrees 16 minutes 26 seconds East 139.11 feet to a
pk nail found in the center of SR 1553, Candy Park Road, at its intersection with said ditch (this pk nail being
located South 41 degrees 19 minutes 34 seconds West 1672.21 feet from a nail and cap found in the intersection of
SR 1553 with NC Highway 711); thence from said pk nail with the center of SR 1553, Candy Park Road, South 41
degrees 20 minutes 34 seconds West 1509.69 feet to a nail and cap found in the center of SR 1553, Candy Park
Road at its intersection with a ditch, if extended; thence with said ditch, North 36 degrees 58 minutes 48 seconds
West 515.66 feet to a iron rod set in said ditch; thence continuing with the center of said ditch North 37 degrees 39
minutes 03 seconds West 232.24 feet to a iron rod set in said ditch; thence continuing with said ditch North 37
degrees 11 minutes 19 seconds West 473.51 feet to a iron rod set in said ditch; thence continuing with said ditch
North 38 degrees 09 minutes 54 seconds West 322.08 feet to a iron rod set in said ditch; thence continuing with said
ditch North 37 degrees 51 minutes 39 seconds West 641.72 feet to a iron rod set at a bend in said ditch; thence with
the northeast line of the Jaycees of Pembroke, Inc. (17-11/134), North 39 degrees 31 minutes 39 seconds West
1131.54 feet to a iron pipe found, a corner with said Jaycees and Wade C. Hunt (632/456); thence with Hunt's
northeast line, North 39 degrees 57 minutes 34 seconds West 124.17 feet to a iron pipe found, a corner with
Dwayne Locklear (838/613); thence with Locklear's southeast line North 58 degrees 19 minutes 18 seconds East
208.80 feet to a iron rod set, Locklear's east corner; thence with Locklear's northeast line North 39 degrees 24
minutes 37 seconds West passing through a iron pipe found at 208.75 feet continuing for a total distance of 253.12
feet to the beginning containing 101.36 acres, less 1.57 acres in the right of ways of SR 1553 and SR 1583, leaving a
net of 99.79 acres more or less.
And being all or part of those certain lands conveyed by D.H. Harris and wife Sarah Jane Hareris to Pates Supply
Company, Incorporated by deed dated 31 October 1944 and recorded in Deed Book 9-R, page 625, Robeson
County Registry.
Bearings referenced to NC Grid, NAD 83, from GPS Observation, horizontal distance.
This is a survey of existing parcel or parcels of land.
The seller shall be responsible for the 2008 county taxes.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to Grantee in the following manner: NOR.
And the Grantors covenant with the Grantees, that Grantors are seized of the premises in fee simple, have the
right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantors
will wan -ant and defend the title against the lawful claims of all persons whomsoever.
Title to the property hereinafter described is conveyed subject to the following exceptions:
1. All such easements and restrictions that might appear of record or view of the site.

WITNESS WHEREOF, the Grantor has hereunto set his
instrument to be signed in its corporate name by its duly authorize
authority of its Board of Directors, the day and year first above written.
NORTH CAROLINA
ROBESON COUNTY
d
hand and seal, or if corporate, has caused this
officers and its seal to be hereunto affixed by
PA S SUPPLY OIVIPANY, INC.
A-J-- — {SEAL)
. Livermore, III/President
1, U Notary Public, do hereby certify that R. H. Livermore, III came before me this day and
acknowledged that 6e is President of Pates Supply Company, Inc., and that he, as President being authorized to do so,
executed the foregoing on the behalf of the corporation.
WITNESS my hagd and seal this ��day of 2008.
c
O o O My Commission Ekire�
..........
-' V V 1
' `
.../»q➢ 110,
1+at-1
Notary Public

PEMBROKE SENIOR VILLAGE
ROBESON COUNTY, NORTH CAROLINA
STORMWATER CALCULATIONS
yOCKLg4
�1$
V o• APO 2 2 2014
L L&J lrp
P-0754 q�
�GLrING E�C'l�Q
April 11, 2014
PROJECT # 13-09110

TABLE OF CONTENTS
PROJECT DESCRIPTION
LOCATION MAP
STORM DRAINAGE
STORM WATER MANAGEMENT PERMIT APPLICATION FORM
STORM DRAINAGE NARRATIVE
USGS TOPOGRAPHIC MAP
STORM DRAINAGE AREA MAP
SUFACE FLOW RUN OFF CALCULATONS
PRECIPITATION FREQUENCY DATA
STORM DRAINAGE CALCULATIONS
STORM DRAINAGE CALCULATIONS
STORM DRAINAGE CALCULATIONS
STORM SPREAD CALCULATIONS
STORM SPREAD CALCULATIONS (SAG CONDITION)
STORM DROP INLET CALCULATIONS
STORM FLARED END SECTION RIP RAP APRON CALCULATIONS
WET DETENTION POND CALCULATIONS
DETENTION NARRATIVE
1
PRE -DEVELOPED DRAINAGE MAP
2
POST -DEVELOPED DRAINAGE MAP
3
SOILS TYPE MAP
4
TIME OF CONCENTRATION CALCULATIONS
5
WET DETENTION BASIN #1 SUPPLEMENT
6
WET DETENTION BASIN #1 SUPPLEMENT
7
CONCRETE ANCHOR BOUANCY CALCULATIONS
8
WET DETENTION BASIN #1 SUPPLEMENT
9
WET DETENTION BASIN #1 SUPPLEMENT
10
CONCRETE ANCHOR BOUANCY CALCULATIONS
11
STORAGE SUMMARY
12
DISCHARGE SUMMARY
13
APPENDIX
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT i
HIGH DENSITY RESIDENTIAL SUBD. DEED RESTRICITIONS & CONVENANCES ii
COPY - ARTICLES OF ORGANIZATION OF PROPERTY OWNER iii
COPY -PROPERTY OWNER DEED iv
COPY -SOILS REPORT v

PROJECT DESCRIPTION
The proposed project, Pembroke Senior Village, is located on Candy Park Rd.
1900 feet south of the intersection of HWY 711 and Candy Park Rd and within
the Town of Pembroke ETJ, Robeson County North Carolina. The site is vacant
and formally was farmland. The project consist of 25 multi -family residential
buildings, 1 community building, 2 picnic shelters, residential streets, sidewalks,
public sewer, potable water, and other necessary improvements to serve the
community.
The property contains 12 acres and construction will require 9.0 acres of surface
disturbance. All points of discharge have been kept consistent with the conditions
of the site prior to any construction for this site.
Storm pipe sizing and outlet protection was design using the Rational Method as
outlined in the North Carolina DENR Stormwater Design Manual. This project is
located in a HQW/ORW and Water Supply area. Water quality requirements will
be met through the use of a two onsite Wet Retention Ponds.
The measures for this project, as depicted in the construction drawings and
represented in the following calculations, were designed to meet or exceed the
applicable requirements for the projects conditioners per NCDENR design
regulations and guidelines.

Walman
0
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1]A
Hardware Q
PEMBROKE SENIOR VILLAGE
SITE MAP
CANDY PARK ROAD, PEMBROKE NORTH CAROLINA

STORM DRAINAGE NARRATIVE
The measures for this project, as depicted in the construction drawings and represented
in the following calculations, were designed to meet or exceed the applicable
requirements for the projects conditioners per NCDENR design regulations and
guidelines.
The proposed project involves the construction of a 25 Multi -Family (Duplex) residential
subdivision on a 12-acre parcel of property located at the west side of Candy Park Road.
The residential subdivision project will included approximately 1,862 linear feet of
internal roadway with sidewalks, relative utilities, and stormwater management
infrastructure.
The Stormwater Management Plan for Pembroke Senior Village will be accomplished by
systematically treating the stormwater runoff from the site by incorporating engineered
storm water management facility to capture and treat impervious storm water runoff
from the site's developed areas.
The project stormwater flow discharges to UT to Lumber River via sub -basin 03-07-51.
The proposed project site is located within a HQW and Water Supply zone. Water
quality requirements will be met through the use of a two onsite Wet Retention Ponds.
The design discharge used in sizing the storm drainage system was determined by the
rational method. The storm drainage system was design so that at no point in the
system does the hydraulic grade line come out of the ground. Surface flow calculations
where done using coefficients in the range of 0.50 -0.70 and modeled with built out
conditions.
Spread calculations have been provided to prove that during the design storm event a
navigable road travel width of 9.0 ft. is maintained in all spread conditions. In sag
conditions, inlet capacity and storm drains have been designed for the 25-year storm
event. These criteria are consistent with the NCDOT practices. Roll type grate where no
utilized for this project.
Ponding at yard inlets outside the roadway where designed as not to have more than
foot above the grate inlet for the 25-yr storm. All points of discharge have been kept
consistent with the conditions of the site prior to any construction for this site. All
necessary documentation and information needed to review and verify that the design
objective and standards have been met, are included.

I
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9

STORM SEWER COMPUTATIONS
PROJECT: PEMBROKE SENIOR VILLAGE COMPUTED BY: JAB DATE: 04/16/14
LOCATION: PEMBROKE, NC n= 0.012 (RCP PIPE)
Storm Event: 25 YR.
STRUCTURE
2
F- H
UW
Lu
DRAINAGE
AREA (AC)
W
U.W
U
"A" X "C"
FLOW TIME
MINUTES
LL y
Z
?~J
z
Q
p z U
WFW
W
p?
U
LL
W
�
a p
n
LLLL
U
VELOCITY (FPS)
INVERT ELEVATION (FT)
a,p_
O a
z K
Z
WU- LL
00 LL
p
Lu
W
FROM
TO
z
W
Q
z
Z
W
�
z
O
-1
U
Oz
0
z
IL
WW
WLL
CB A3
DI A2
116.52
0.19
0.19
0.75
0.14
0.14
5.0
6.70
0.95
8.2
15
4.8
3.9
0.8
153.00
152.45
0.0047
156.82
DI A2
FES Al
31.84
0.12
1 0.31
0.5
0.06
0.16
5.0
1
6.70
1.04
9.5
24
12.3
3.9
13.4
152.35
162.27
0.10
0.0025
155.73
6.70
h
DCB 62
CB B1
26.05
1.08
1.08
0.75
0.81
0.81
5.0
6.70
5.43
17.4
18
5.9
3.3
2.3
163.00
152.93
-
0.0027
156.12
CB B1
DI A2
151.19
0.52
0.52
0.65
0.34
0.34
5.0
6.70
2.26
12.7
24
12.3
3.9
10.0
152.83
152.45
0.10
0.0025
156.10
6.70
�y
,
CB C4
DCB C3
28.81
0.63
0.63
0.75
0.47
0.47
5.0
6.70
3.17
14.5
15
3.5
2.8
2.8
153.00
152.93
0.0024
155.73
DCB C3
DI C2
96.58
0.97
1.60
0.65
0.63
1.04
5.0
6.70
6.97
19.4
18
5.7
3.2
7.0
152.83
152.59
0.10
0.0025
155.50
DI C2
FES Cl
48.66
1.00
1.00
0.5
0.50
0.50
6.0
6.70
3.35
14.8
24
12.2
3.9
11.2
152.49
152.37
-
0.0025
155.64
6.70
DCB D2
CB D1
178.2
1.42
1.42
0.75
1.07
1.07
5.0
6.70
7.14
19.5
18
5.7
3.2
7.1
154.00
153.55
-
0.0025
156.18
CB D1
CB B1
160.49
0.00
1 A2
0.75
0.00
1.07
5.0
6.70
7.14
18.6
18
6.5
3.7
7.1
1 153.45
152.93
0.10
0.0032
157.78
6.70
DCB F6
DCB FS
31.33
0.77
0.77
0.75
0.58
0.58
5.0
6.70
3.87
15.5
--18
5.8
3.3
3.9
151.35
151.27
-
0.0026
154.92
DCB F5
JB F4
63.34
0.83
1.60
0.75
0.62
1.20
5.0
-
6.70
8.04
20.4
18
5.7
3.2
7.2
151.17
151.01
0.10
0.0025
155.00
JB F4
CB F3
119.44
0.00
1.60
0
0.00
0.00
5.0
-
6.70
0.00
0.0
18
5.8
3.3
7.2
150.91
160.60
0.10
0.0026
156.68
CB F3
DI F2
72.7
0.18
1.78
0.6
0.11
1.07
5.0
-
6.70
7.16
19.6
18
5.7
3.2
7.7
150.61
150.33
0.09
0.0025
156.50
DI F2
FES F1
65.81
0.25
2.03
0.5
0.13
1.02
5.0
-
7.03
7.14
19.7
18
5.6
3.2
8.7
150.23
160.07
0.10
0.0024
150.07
m
r .
APR 222014
Page 1 of 1

tmp#9.txt
Rational Method
Given Input Data:
Description ........ STORM DRAINAGE
Area
Area
Coef
Tc Intensity Flow
Description
ac
hrs in/hr
cfs
-------------------------------------------------------------------------------
CB-A3
0.1900
0.6000
5.0000
6.7000
0.7638
CB-A2
0.1200
0.5000
5.0000
6.7000
0.4020
CB-132
1.0800
0.7500
5.0000
6.7000
5.4270
CB-131
0.5200
0.6500
5.0000
6.7000
2.2646
CB-C4
0.6300
0.6500
5.0000
6.7000
2.7437
CB-C3
0.9700
0.6500
5.0000
6.7000
4.2243
CB-C2
1.6200
0.4500
5.0000
6.7000
4.8843
CB-D2
1.4200
0.7500
5.0000
6.7000
7.1355
CB-F6
0.7700
0.7500
0.0000
6.7000
3.8693
CB-F5
0.8300
0.6000
5.0000
6.7000
3.3366
CB-F3
0.1300
0.6000
5.0000
6.7000
0.5226
CB-F2
0.2500
0.6000
5.0000
6.7000
1.0050
Support Data:
Page 1
APR 2 2 2014

Precipitation Frequency Data Server
Pagel of 3
NOAA Atlas 14, Volume 2, Version 3
Location name: Pembroke, North Carolina, US'
Latitude: 34.6804% Longitude:-79.1943'
Elevation: 170 ft'
L
' source'. Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Maran, 8, Lin, T. Parxybok, M.Yekta, and D. Riley
NOAA, National Marra, Service, Silver Spring Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval (years)
DurationO���
1
2
5
10
25
50
100
200
500
1000
5-min
0.435
(0.398-0.477)
0.513
(0470-0.563)
0.601
(0549-0659)
0.667
(0.608-0730)
0.749
(0.680-0.817)
0.809
(0.733-0.881)
0.868
(0782-0945)
0.924
(0828-1.01)
0.996
(0.884-1.08)
1.05
(0.927-1.15)
0.695
0.821
0.962
1.07
7. 99
1.29
1.38
1.47
1.58
1.66
10-min
(0636-0.762)
(0752-0.901)
1 (0879-1.06)
(0.973-1.17)
1 (1.08-1.30) 11
(1.17-1.40)
1 (1.24-150)
Ill 31-1.59)
1 (1.40-1.72)
(1.46-1.80)
0.869
1.07
1.22
1.35
1.51
1.63
1.74
1.85
1.98
2.08
15-mi1
(0.796-0952)
(0.945-1.13)
(1,11-133)
(1.23-1.48)
(137-165)
(1.48-1,78)
T.57-1.90)
Ill 66-2.01)
(1.76-2.16)
(1.83-2.27)
1.19
1.43
1.73
1.96
2.24
2.46
2.67
2.88
3.15
3.37
30-m1n
(1.09-1.31)
(1.31-1.56)
(1.58-190)
(1.78-2.14)
(203-2.44)
(223-268)
(2.41-2.91)
(2.58-3.13)
(280-344)
(2.97-367)
1.49
1.79
2.22
2.55
2.98
3.33
3.68
4.04
4.53
4.91
60-min
1.36-1.63)
(1.64-1.96)
(2.03-2.43)
(2.32-2.79)
(271-3.25)
(302-363)
(331-400)
(3.62-4.39)
(4,02-4.93)
(633-5.35)
7.72
2.08
2.63
3.06
3.65
a.13
4.63
5.15
5.86
6.43
2-hr
(1.57-1.91)
(1.90-2.30)
(2.39-291)
(2.78-3.38)
(330-4.03)
(3.71-4.55)
(4.13-5.10)
(456-565)
(515-6.44)
(5.60-7.08)
''82
220
2.79
3.28
3.96
4.53
5.12
5.76
6.67
7.42
3-In
(1.66-2.03)
(2.00-2.45) 11
(2.54-311) 11
(2.97-3.64) 11
(3.56-4.38)
1 (4.04-5.00)
(4.54-5.65)
(5.07-635)
(580-7.35)
(6.39-8.18)
2.16
2.62
7.37
7.91
4.74
5.43
6.17
6.96
8.10
9.00
6-hr
(1.97-2.41)
(2.38-2.91)
(3.02-3.69)
(354-4.33)
(4.25-5.23)
(4.84-5.98)
(5.46-6.78)
(6.10-T64)
(7.01-8.88)
(774-9.91)
2.54
3.08
7.93
4.6a
5.66
6.57
7.46
8.a7
9.95
11.2
12-hr
(2.30-2.84)
(2.78-3.44)
(3.55-4.39)
(4.17-5.17)
(5.05-6.29)
(5.78-].23)
(6.54-8.24)
(7.35-9.35)
(8.51-11.0)
(9.44-12.3)
24 hr
3.02
(200-3.27)
3.52
3.67
(340-3.97)
4.26
4,69
(4.35-S.OB)
5.40
5.53
(510-5.97)
6.33
6.70
(6.1 -.23)
7.64
7.66
Q.01-827)
8.70
8.68
(7.90-9.38)
9.83
9.76
(8.94-106)
71.0
11.7
(10.1-12,2)
12.7
12.5
(11.2-136)
14.1
2-day
(327-3.79)
(3.96-4.59)
(5.01-5.82) 11
(586-682) 11
(7.03-8.23) 11
(7.98-9.38)
1 (8.97-10.6)
(10.0-11.9)
(11.4-13.7)
(12.6-1 i2 )
3.74
d.52
5.70
6.65
7.99
9.07
10.2
11.4
13.1
14.5
3-day JF
(349-4.02)
(4.22-4.86)
(531-6.12)
1 (618-7.14) 11
(7.39-&57) 11
(836-9.74) 11
(9.36-11.0)
(10.4-12.3)
(11.8-14.1)
(130-15.6)
3.97
d.78
6.00
6.98
8.34
9.45
10.6
11.8
17.5
14.9
4-day jF
(371-4.25)
(4.48-5.12)
(560-6.42)
(6.51-].46)
(].74-8.92)
(8.73-10.1)
(975-114)
(10.8-12.7)
(12.3-145)
(l34-16.1)
4.62
5.54
6.87
7.94
9.40
10.6
11.8
13.1
14.8
16.3
7-day
(4.32-4,94)
(5.19-5.93)
(642-7.35)
(].40-8.48 )
(8.73-10.0)
(9.79-11.3)
(10e-12.6)
(12.0-14.0)
(135-16.0)
(147-17.5)
631
6.35
7.76
8.85
10.3
17.5
12.7
14.0
15.7
77.0
10-day
(500-565)
1 IS 98-6.76) 11
(7.28-8.24)
1 (831-9.41)
(967-11.0) 11
(10.7-12.3) 11
(11.8-136)
(12.9-14.9)
(14,4-16.8)
(15.6-18.2)
7d5
8.49
10.2
11.5
17.4
14.8
16.2
17.7
79.7
21.3
20-day
(676-7.57 )
(804-899)
(964-10.8)
(10.9-12.2)
(126-14.1)
(13.9-15.7)
(152-17.2)
(16.5-188)
(1B,3-21.0)
(196-227 )
8.86
10.5
12.4
17.8
15.8
17.2
78.7
20.2
22.2
F23.7
30-day
(842-9.35)
(9.96-11.1) 11
(11.7-13.0)
1 (13.1-14.6)
1 (14.9-16.6) 11
(16.2-182)
1 (17.6-19.8)
(18.9-21.4)
(20.7-236)
(220-25.3)
11.2
13.1
15.3
16.9
19.0
20.6
22.2
23.8
25.9
2 7.55
45-day
(106-117)
1 (12.5-138) 11
(14.5-16.1)
1 (16.0-17.8) 11
(18.0-20.0) 11
(19.5-21.7) 11
(21.0-234)
(22.4-25.1)
(24.2-27.4)
(256-29.1)
60Eay
(122 14.0)
(1495 6.5)
(17218e)
(189920.8)
(210-23.3)
(2273 S.1)
(242 26.9)
(257-28.])
(2]7931.1)
(2931•32.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers In parenthesis are PF estimates at lower and upper bounds of the 90%confdence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (on less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable manmum precipitation (PMP) estimates and may be higher than curently valid PMP values.
Please refer to 140 A Atlas 14 document for more information.
Back to Too
PF graphical
APR 2 2 2014
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.6804&lon=-79.1943&data... 4/ 15/2014

Precipitation Frequency Data Server
Page 2 of 3
Awmge rmcuRnnc
interml
(yens(
— 1
— 2
— 5
— 10
— 25
— 50
100
— 200
500
1000
G E
C
C
17 "O
V'Y
(V H1 vA N
V 9
U L V V
am
Chlrltion
5
Duration
— 5.mn
— 2atiy
— tUniul
— 4-any
-•— f0aiS1
-- -aay
— 30a1111
— 1-eay
— 6"aA
— 10aay
— 2-hr
— 2"ay
— 3ar
— 30aay
— "r
— •t 5aay
— 12fir
— 60iioy
— 244h1
1 2 5 10 25 50 100 200 500 Moo
Average e r= To
recurrence interval ack toyears.
Maps & aerials
ROAA Atlas 14, Volumc 2. VcrSian 3 CruaWd (GMT), WO An, 16 01s56:00 2014
Small scale terrain
Large scale terrain
http://hdse.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?lat=34.6804&lon=-79.1943 &data... 4/ 15/2014

Locklear, Locklear, & Jacobs, PLLC
FLARED END SECTION RIP RAP APRON DESIGN
PEMBROKE SENIOR VILLAGE
Pembroke, North Carolina
D = OUTLET PIPE DIAMETER (in)
Do =OUTLET PIPE DIAMETER (ft)
La = LENGTH OF APRON (ft) [FROM FIGURE 8-21 (MINIMUM La = 10)
W = WIDTH OF APRON (ft) [W = Da+ 0A L0
Q = FLOW (Cfs) [25 YEAR DESIGN FLOW]
d5O = STONE SIZE (ft) [FROM FIGURE 8-2, CHARLOTTE STORMWATER DESIGN MANUAL]
®®®-_--I
MIN. APRON SIZE ON PLANS IS 8'Wx11'Lx18"D CLASS B APRON
4/11/2014
C:\Users\jallanblue\Dropbox\Design Reference Information\Documents\excel\06273-FES-APRON-CALCS.xls

3DC
Do
pipe
oiameier{00)
.00
30
9
3 5 10 20 50 100 200 buu
Discharge (Olsbc)
Figure 7-2 Design of Riprap Apron Under Maximum Tailwater Conditions
2
U)

PROJECT NO.13-09110 PEMBROKE SENIOR VILLAGE 4/21/2014
PEMBROKE, NC
DETENTION NARRATIVE
The proposed project involves the construction of a 25 Multi -Family (Duplex) residential
subdivision on a 12-acre parcel of property located at the west side of Candy Park Road. The
residential subdivision project will included approximately 1,862 linear feet of internal
roadway with sidewalks, relative utilities, and stormwater management infrastructure. The
proposed detention facility is comprised of two wet detention basin that has been designed
to detain the 25-year rainfall event such that peak flow rate in the storm events, after
development, do not exceed those computed for the pre -development condition in the same
return period storm events. The emergency spillway is designed to prevent the basins from
over -topping during the 50-year storm.
The following analysis and data supports the conclusion that the proposed geometry and pipe
routing for the basin provides adequate storage and detention for the respective drainage
area.