SW3170201 - Oaks at Camden North Phase (2)

Kevin E. Herring ENGINEERING
16101 SILVER ROAD OAKBORO NC 28129, 980-621-0935
Date: 7/11/17
To:
NCDEQ Energy, Mineral, Et Land Resources
Stormwater Permitting-Attn Mike Randall
1612 Mail Service Center
Raleigh NC 27699-1612
Transmittal
Project / Description:
Oaks at Camden North Phase -Piney Dr. Ext
Ref - SW3170201 (Modification)
Unionville NC (DEQ Jurisdiction)
Stormwater Permit
Enclosed:
1 - Original Et 1 copy of Application (Modification due to expansion Et additional lots)
1 - Original Et 1 copy of Deed Restrictions (revised - to replace previous submittal)
1 - Low Density Supplement (updated for additional ditiches)
2 - Sets of revised SWMP plan for North Phase showing Piney Dr. stub (dated 6/23/17)
2 - Sets of full plans for Piney Dr. Extension
1 - Copies of Calculations
1 - Copy of Deed
1 - Copy of USGS
1 - Review Fee ($505)
❑X For Review / Comments
FIFor Approval
FIResubmittal
JUL 312017
DENR-LAND QUALITY
STORMWATER PERMITTING
Remarks:
Approved project currently beginning construction. No lots have been recorded yet. Developer
purchased adjoining property. Revised SWMP plan reflects Piney Drive Stub to be constructed
now.
New modification submittal includes full plan set, calcs, updated Deed Restrictions for all lots,
Low Density SupL, Et fee for adjoining property (future Piney Dr. extension)
Please contact me if you have any questions or additional information is needed.
Note change in email below.
SIGNED:
\\ ACCEPTED:
PLEASE CONTACT ME AT 980-621-0935 OR kevin@kevinherrinRengineerin .com CONCERNING THIS PROJECT.

JUL 31 2017
FILED
UNION COUNTY, NC
CRYSTAL CRUMP
REGISTER OF DEEDS
DENR-LAND QUAUTX FILED Aug 29, 2016
STORMIWTER RERMITTING AT 04:24 pm
BOOK 06756
START PAGE 0390
END PAGE 0393
INSTRUMENT # 26262
EXCISE TAX $316.00
AH
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax:
Q&
Parcel Identifier No. 09072008A02 Verified by County on the day of , 20
By:
Mail/Box to: RUSSELL Z. ASTI
This instrument was prepared by: Russell Z. Asti
Brief description for the Index: 19.69 ACRES OLD CAMDEN ROAD
THIS DEED made this 24 day of AUGUST. 2016, by and between
GRANTOR GRANTEE
TRACEY G. AAMMAREN AND HUSBAND, CAMDEN OAKS, LLC
GREG M. TLAMMARFN
MAILING ADDRESS:
CHRISTOPHER BARRY GRIFFIN AND WIFE, 3615 LAKE TWITTY DR.
JENNIFER C. YEARICK MONROE, NC 28110
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 ofwhich 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 the City of MONROE, _ Township, UNION County, North Carolina and more particularly described as follows:
SEE EXHIBIT "A"
The property hereinabove described was acquired by Grantor by instrument recorded in Book 6709, page 531.
A map showing the above described property is recorded in Plat _ Book
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee
in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in
fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against
the lawful claims of all persons whomsoever, other than the following exceptions:
NC Bar Association Form No. 3 © 1976, Revised © 1977, 2002
Printed by Agreement with the NC Bar Association —1981 - Chicago Title Insurance Company

6 (SEAL)
CHRISTOPHER BARRY GRIFFIN
SEAL-�,TA W State of &XIML'Vl'` "County of
I, the undersigned Notary Public of the County and -State aforesaid, certify that CHRISTOPHER BARRY
GRIFFIN AND WIFE, JENNIFER C. YEARICK personally appeared before me this day and acknowledged
CO , ` �; `•��/ire due execution ofe foregoing insVWent for e purposes the} m expr §2d. WW,' y hand and Notarial
_ r famp or seal this day of �.� - , -2-071
• �..j
1�1y Co sio Expires:
(? 2 �-6 l Notary Public
s' 7
j
NC Bar Association Form No. 3 © 1976, Revised © 1977, 2002
Printed-byAgreement with the NC Bar Association —1981 - Chicago Title Insurance Company

-- - IN-WnNESS WEM E®]F, tine i"rraiator has duly executed the foregoing as of the day *dyeaieArss above written.
TRACEY
(SEAL)
GREG N
SEAL-STAAD State of ,�2����'; — Comity of al JG �
E, the undersigned Notary Public of the County and State oresaid, certify tba# TRACEY (g_ NAIvE1yEA12EN
AND HUSBAND, GREGr M. E%1bWARWpersonally beforemethis day and aclmowledgedthe due
execution ofthe foregoing instmment £orthe purposes therein expressed. Witness nay hand and Notarial stamp
or seal this .2- day of ,&- ,20 / .
My Commission Mxpires: - Z
NoWy Public
RA
ib3
r 7,%, t r,-, A,. �"
f CC(S:SZZ,.,;..%.`i
SEE NM P 4G E FOR AIDDMONAad SIGNATURES
NC Bar Association Foran No. 3 O 1976, Revised 0 1977, 2002
Printe4 by Agreemaut with the NC Bar Association — 1981 - Chicago 'title Insurance Company

BEGINNING at a point in the centerline of Old Camden Road (State Road 1681, a 60 foot right of way) said
point being the southwest corner or on the line of the Timothy M Saunders property (6669/870 UCR) said
point also being located N. 69-00-02 E. 20.16 feet from a rebar (found) and running thence from said
BEGINNING with the line of the said Saunders property three calls as follows: (1) N. 69-00-02 E. 33.87 feet
to an old iron (found); (2) N. 81-56-18 E. 350.16 feet to a rebar (found) and (3) N. 26-55-15 W., passing a
rebar (found) at 470.19 feet for a total of 714.24 feet to a rebar (found) on the line of the Billy F. Simpson
property (235/10 UCR) and running thence with the Billy F. Simpson line two calls as follows: (1) N. 73-15-
56 E. 42.41 feet to a flat iron (found) and (2) N. 24-56-52 W. 203.90 feet to an old Iron (found)thence
continuing with this call with the line of the Carl Haigler, Trustee property (1534/655 UCR) and the line
of the Ronnie E. Haigler property (5146/766 UCR) N. 24-56-52 W. 418.95 feet to a #5 rebar (found) on the
line of the Catherine L. Parker property (1856/514 UCR); running thence with the said Parker line N. 73-
59-07 E. 756.92 feet to a 2 inch iron pipe (found), a corner of the Samuel D. and Vickey S. Pressley property
(1735/574 UCR) running thence with said Pressley line S. 20-42-09 E. 854. 48 feet to an old axle (found)
on the line of the Camden Oaks, LLC property (6118/771 UCR) running thence with the lines of the said
Camden Oaks, LLC property four calls as follows: (1) S. 73-02-07 W. 495.71 feet to a one inch round bar
(found) (2) S. 25-03-30 E. 365.81 feet to a 1 inch rebar (found) (3) S. 46-23-50 E. 227.74 feet to a #5 rebar
(found) and (4) S. 55-09-09 W. 615.17 to a point in the center of Old Camden Road; thence with the center
of Old Camden Road four calls as follows: N. (1) N 34-36-24 W. 189.51 feet; (2) N. 34-13-53 W. 74.59; (3)
N. 33-17-35 W. 56.37 feet and (4) N. 32-49-46 W. 41.98 feet to the point and place of the BEGINNING and
containing 20.01 acres all according to a survey by Jeffery S. Gordon, PLS dated April 15, 2016.

Low Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 2H.1000 and S.L. 2006-246, the Stormwater Management
Regulations, deed restrictions and protective covenants are required for Low Density Residential
Subdivisions where lots will be subdivided and sold. Deed restrictions and protective covenants are
necessary to ensure that the development maintains a "built -upon" area consistent with the applicable
regulation governing the density level.
I, Ron Rushing acknowledge and affirm by my signature below, that i will cause the
following deed restrictions and protective covenants to be recorded for Oaks at Camden North Phase
prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number , as issued by the Division of Energy, Mineral and
Land Resources under the Stormwater Management Regulations.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Energy, Mineral and Land Resources.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Energy, Mineral and Land Resources.
6. The maximum allowable built -upon area per lot is_ 13,712 square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and that portion of the
right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but
is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, and coquina, but does
not include raised, open wood decking, or the water surface of swimming pools.
7. In the case of a lot within CAMA's regulated AEC, where the Division of Coastal Management
calculates a different maximum allowable built -upon area for that lot than is shown herein, the
governing maximum built -upon area for that lot shall be the most restrictive of the two.
8. Filling in or piping of any vegetative conveyances (ditches, swa/es, etc.) associated with the
development except for average driveway crossings is strictly prohibited by any persons.
9. Each lot will maintain a 30* foot wide vegetated buffer between all impervious areas and surface
waters.
10. All roof drains shall terminate at least 30* foot from the mean high water mark of surface waters.
*50 foot for proyec cated in the 20 coastal counties.
Signature: Date: 7— 13 - 2- O 17
I, Adam K, , a Notary Public in the
State of iVffiG'l f , County of d f,0M
do hereby certify that - 1' 1 �''�personally appeared
before me this the 13 day of �Tj 114 20 1 and acknowledge
the due execution of the foregoing instrument. Witness my hand and official sg(�aaA�►^,,,h
i%OTARYSignature
My Commission Expires March 3, 2021 = PUBLIC
My Commission expires el,
Form DRPC-5 Rev.2 05Nov2009 Page 1 of 1

r
LIMITED LIABILITY COMPANY ANNUAL
NAME OF LIMITED LIABILITY COMPANY:
Camden Oaks, L.L.0
SECRETARY OF STATE ID NUMBER: 1318024
REPORT FOR THE YEAR: 2017
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT:
Jerry Brent Collins
2. SIGNATURE OF THE NEW REGISTERED AGENT:
STATE OF FORMATION: NC
SOSID: 1318024
Date Filed: 2/21/201711:59:00 PM
Elaine F. Marshall
North Carolina Secretary of State
CA2017 052 03333
------------
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
4. REGISTERED OFFICE MAILING ADDRESS
3615 Lake Twitty Dr 3615 Lake Twitty Dr
Monroe, NC 28110-9311 Union Monroe, NC 28110-9311 Union
SECTION B: PRINCIPAL OFFICE INFORMATIety
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate Development
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAJ Privacy Redaction
4. PRINCIPAL.OFFICE STREET ADDRESS& COUNTY
- - S. PRINCIPAL OFFICE MAILING ADDRESS '•-
3615 Lake Twitty Dr o.
Monroe, NC 28110-9311 Union
3615 Lake Twitty Dr
Monroe, NC 28110-9311 Uniori
SECTION C: COMPANY OFFICIALS (Enter additional Company Officials in Section E.)
NAME: Jerry Brent Collins NAME:
J & M Investments LLC
TITLE: Member
ADDRESS:
1123 11 111111i,ticle Lake Drive
Monroe, NC 28110 Union
TITLE: Member
ADDRESS:
6205 Kate Rd
Monroe, NC 28110-9402 Union
NAME: Ron R Rushing
TITLE: General Manager
ADDRESS:
3615 Lake Twitty Drive
Monroe, NC 28110
SECTION D: CERTIFIC N O U L R PO T. Section D must be completed in its entirety by a person/business entity.
IGNATURE
Form must be sign y om DATE
pony aal rested under Section C of this form.
Ron R. Rushing General Manager
Print or Type Name of Company Official
Print or Type The Title of the Company Official
SUBMIT THIS ANNUAL REPORT WITH THE REQUIRED FILING FEE OF $200 a a
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29525. Raleigh, NC 27626-0525

SECTION E: ADDITIONAL COMPANY OFFICIALS
NAME: Tom Williams NAME:
TITLE: Member TITLE:
ADDRESS: ADDRESS:
3205 Chancellor Drive
Monroe, NC 28110-9311
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
NAME:
TITLE:
ADDRESS:
NAME: NAME:
NAME:
TITLE: TITLE:
TITLE:
ADDRESS: ADDRESS:
ADDRESS:
NAME: NAME: Name:
TITLE: TITLE:
TITLE:
ADDRESS: ADDRESS:
ADDRESS:
NAME: NAME:
NAME:
TITLE: TITLE:
TITLE:
ADDRESS: ADDRESS:
__ ADDRESS:

s
OAKS AT CAMDEN (NORTH PHASE)
PINEY DRIVE EXTENSION
Unionville NC
STORMWATER MANAGEMENT
CALCULATIONS
W.m
Ron Rushing
Camden Oaks LLC
Kevin E. Herring PE
16101 Silver Road
Oakboro NC 28129
[phone]
RECEIVED
JUL31 2017
DEIVR-LAND I, QU�17W,
STGIRM>rV . TIER, PBRjtli MLq

STORMWATER NARRATIVE
The North Phase Low Density Stormwater Permit (SW3170201) was approved on March
6,2017. The North Phase was proposed for 43 lots with a total area of 67.15 acres.
Site is currently under construction, however, the developer has acquired the adjacent property
and proposes to add 15 lots for a total of 58 lots. The approved Stormwater Permit is proposed
to be modified to include an additional 872,886 sf (20.04 acres) or a total area of 87.19 acres.
This includes all area in proposed lots and all existing and proposed NCDOT right of way.
The site is located off SR 1681 (Old Camden Road) approximately 3,300 feet north of SR 1006
(Olive Branch Road). The site is in the Yadkin River Basin and drains to Richardson Creek.
The site is in the Town of Unionville. The site is not in a Watershed Water Supply basin.
The development as modified is proposed as "low density" with a maximum built upon area of
24%. The street cross-sections are shoulder and ditch. This combined with natural swales
leaving the site shall provide the required conveyances.
The maximum built upon area per lot as modified for the additional 20.04 acres shall not exceed
13,712 sf for all 58 lots.

Job: Oaks at Camden North Phase (w! Piney Dr) Job No. Date 7/7/2017 Sheet
Subject: BUA Breakdown of Driveways in RMI By KEH Chk By
BUA Breakdown
Site Area = 2,925,054sf (N. Phase) + 872,886 (Piney Dr. Ext) = 3,797,940sf = 87.19ac
Roadway area including pull off for Cluster mailbox locations = 73,650 (N. Phase) + 25118 (Piney Dr)=98,768 sf
veways in rvvv
Length Width
13.5 12
15.0 12
21.0 12
Total
# of Lots
Total
Lots
38
6156
57-68, 73-79, 81-82,88-89, 95-96, 100-112
14
2520
69-72,83-87,90-94
6
1512
80, 97-99,113-114
58 10188
:xisting Imp
'hree areas where Site property line goes to centerline of Old Camden Rd. At McCollum Oaks Dr,
along Lot 114, and in front of Lots 98 & 99 (6,781 sf total).
)ther Area
;oncrete pads at Cluster Mailbox location. (90sf total).
Proposed Impervious for Lots = 795,296 sf (13,712sf * 58 Lots)
Total Impervious = 911,123 sf (795,296 + 98,768 + 10,188 + 6,781 + 90)
Density = 23.99% (911,123 / 3,797,940)

Job Name
Subject
Camden Oaks -Piney Rd Ext Job No.
DIVERSION CHANNEL SUMMARY SHEET
Date 717/2017
By KEH
Sheet
Chk By
Diversion
Channel
Drainage
Area Ac
Average
Slope (%)
Bottom
Width ft)
Side Slope
ft/ft
Flow
Depth (ft
DesignTop
De (ft
Width
T Uft
Temporary
Liner
RD -1.0%
1.90
1.00
0.50
3
0.99
1.50
9.50
STRAW WITH NET
RD -1.5%
0.30
1.50
0.50
3
0.44
1.00
6.50
STRAW WITH NET
PD -3
3.00
2.00 1
1.00
3
0.96
1.50
10.00
STRAW WITH NET
STRAW WITH NET" TO BE NAG S-75 OR EQUAL, STAPLE PATTERN "A"

Job Name Camden Oaks -Piney Rd Ext Job No. Date 7/7/2017 Sheet
Subject ROADSIDE DITCHES By KEH Chk By
DETERMINE TEMPORARY LINER
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. If required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: RD -1.0%
DRAINAGE AREA: 1.90
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 1.00 %
VELOCITY CHECK of Channel Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 3.86 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.033 used for design
DISCHARGE**
DEPTH
VELOCITY
Calculated Shear
Q cfs
d ft
v f/s
d
5.66
0.79
2.49
0.49
Calculated shear of 0.49 is less than the Permissable Shear*** of 1.45
Therefore STRAW WITH NET can be used as a temporary liner for RD -1.0%
*Mannings Coefficient obtained from Table 8.05e
**RATIONAL METHOD USED TO DETERMINE DISCHARGE
Q --CIA Where C= 0.5 Y= 7.63 in/hr for channel design,Tc= 5.0 i min
L= 5.96 in/hr for 2 year storm REF. NOAA Atlas 14 Data
—Permissable Shear Stress Td obtained from Table 8.059
** Td=yds Where T=Shear Stress(lb/sq ft), y=unit wt of water, (62.4lb/cubic ft), d --flow depth(ft), s=siope(ft/ft)
Tables From the IVC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Camden Oaks-Pir
Subject ROADSIDE DITCI
DETERMINE GRASS LINER
PROPOSED GRASS LINER:
Use Retardence Class D
Rd Ext Job No. Date 7/7/2017 Sheet
By ICSH Chk Sy
TALLIFESCUE
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL: RD -1.0%
AVERAGE SLOPE:
1.00 %
MAX VELOCITY allowed:
5.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
- �DISGHARG�= "=FCO1N.�'_.•��_• : WE1nTEjC?` •,�t.,.�;,,
F
- -GIA:;'°<:, ��:;X=ARPA`� - 'PERIMETER_ R,
;Sid Sfo a Bottom , VELOCITY . ;,Q :,.
-s"
'x�ft
J
1Nr tti .( � '
1.00 3 0.5 2.10 7.25 3.45 6.77 0.73 0.51 1.07
FLOW IS SUBCRITICAL
VELOCITY CHECK
Calculated velocity of
VR CHECK
Calculated VR
2.10 feet/sec is less than permissable velocity of
1.07 is less than the maximum allowable VR of
Therefore TALL FESCUE can be used as a,grass liner for RD -1.0%
`Permissable Velocity Obtained from Table 8.05a
-VR = Velocity Q Hydraulic Radius = Velocity 4 Flow Area/Wetted Perimeter
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)
2.2
5.50 feettsec

Job Name Camden Oaks -Piney Rd Ext Job No. Date 7/7!2017 Sheet
Subject ROADSIDE DITCHES By KEEH Chk By
DETERMINE TEMPORARY LINER
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. if required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: RD -1.5%
DRAINAGE AREA: 0.30 Acres
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 1.50 %
VELOCITY CHECK of Channel. Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 2.81 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.065 used for design
DISCHARGE**
DEPTH
VELOCITY
Calculated Shear
Q cfs
d ft
v (f1s)
(Td —
0.89
0.44
1.10
0.42
Calculated shear of 0.42 is less than the Permissable Shear*** of 1.45
Therefore STRAW WITH NET can be used as a temporary liner for RD -1.5%
'Mannings Coefficient obtained from Table 8.05e
**RATIONAL METHOD USED TO DETERMINE DISCHARGE
Q=CIA Where C= 0.5 1= 7.63 in/hr for channel design,Tc= 5 min
1= 5.96 in/hr for 2 year storm REF. NOAA Atlas 14 Data
*`*Permissable Shear Stress Td obtained from Table 8.058
*** Td=yds Where T --,Shear Stress(lb/sq ft), y --unit wt of water, (62.4lb/cubic ft), d --flow depth(ft), s=slope(ft/ft)
Tables From the AIC Erosion & Sediment Control Manual (unless otherrnrdse noted)

Job Dame Camden Oaks -Piney Rd Ext Job No. Date 7/7/2017 Sheet
Subject ROADSIDE DITCHES By KEH Chk By
DETERMINE GLASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL: RD -1.5%
AVERAGE SLOPE:
1.50 %
MAX VELOCITY allowed:
5.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
;DISCHARGE,,' - FLOW'.°..r'==T .UVETiEE�r =`_ ,:GRiTICAC.`_',`.
- - - a-
! 'P RIM DEPTH, R®4J
l�tyli`Y• • Q -CIA:': :AREA„ E E'TERs{,
rv', e'S10"�." ,:;SO,tfOFn,,'r„ ,11EI- ;.5;•- gx,. _r.�. --":v',
a"
cfs
'-(dj.t4'-�`uv►atii 1�11"frsj.='� _ �a`t
0.43 3 0.5 1.54 1.14 0.74 3.17 0.31 0.55 0.36
FLOW IS SUl3CRITICAL
VELOCITY CHECK
Calculated velocity of
VR CHECK
Calculated VR
1.54 feet/sec is less than permissable velocity of
0.36 is less than the maximum allowable VR of
Therefore TALL FESCUE can be used as a grass liner for RD -1.5%
`Permissible Velocity Obtained from Table 8.05a
**VR = Velocity * Hydraulic Radius = Velocity' 171my Area/Wetted Perimeter
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)
2.2
5.50 feet/sec

Job Name Camden Oaks -Piney Rd Ext
Subject PERMANENT DITCHES
DETERMINE TEMPORARY LINER
Job No.
Date 7/7/2017 Sheet
By KEH Choc By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. If required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: PD -3
DRAINAGE AREA: 3.00 Acres
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 2.00 %
VELOCITY CHECK of Channel Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 5.59 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.033 used for design
DISCHARGE"
DEPTH
VELOCITY
Calculated Shear
Q cfs
d (ft)
v (fis)
(Td —
8.94
0.76
3.61
0.94
Calculated shear of 0.94 is less than the Permissabie Shear** of 1.45
Therefore STRAW WITH NET can be used as a temporary liner for PD -3
"Mannings Coefficient obtained from Table 8.05e
-RATIONAL METHOD USED TO DETERMINE DISCHARGE
Q=CIA Where C= 0.5 t= 7.63 in/hr for channel design,Tc= 5 min
in 5.96 in/hr for 2 year storm REF: NOAA Atlas 14 Data
—permissable Shear Stress Td obtained from Table 8.059
--Td=yds Where T=Shear Stress(lb/sq ft), y --unit wt of water, (62.4lb/cubic ft), d --flow depth(ft), s=slope(ft/ft)
Tabies From the NC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Camden Oaks -Piney Rd Ext
Subiect PERMANENT DITCHES
DETERMINE GRASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
Job No. Date 7/7/2017 Sheet
By KEH Chk By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL:
AVERAGE SLOPE:
MAX VELOCITY allowed
MANNING'S (n) used:
MAX VR allowed:
PD -3
2.00 %
5.50 feet/sec
0.045
2.2
_ _ - - - _ ',` - DISCI-WRCE FLOW���'•1,;':VIIETTEI�r,..�;<<_�CRI'rICAi:�- :;�'�- - _ _"- •`-
_ kriRM�ER EPTHeoo=
d);ft: - �:ftlfk�` � 1111idtiiV. flsj�`� �Q.'(cfs;,�� (Sgrft?;.�. "':, _ '`(ft}�;_ - :(ftjty:��.�•
0.97 3 1 3.05 11.45 3.75 7.10 0.83 0.73 1.61
FLOW IS SUBCRITICAL
VELOCITY CHECK
Calculated velocity of
VR CHECK
Calculated VR
3.05 feet/sec is less than permissible velocity of
1.61 is less than the maximum allowable VR of
Therefore TALL FESCUE can be used as a grass liner for PD -3
*Permissable Velocity Obtained from Table 8.05a
"VR = Velocity * Hydraulic Radius = Velocity * Flow AreaMetted Perimeter
Tables From the IVC Erosion & Sediment Control Manual (unless otherwise noted)
Fla
5.50 feettsec

SUPPORTING DATA

D6 i ,�a,-,-- ' 104
—ricy >I I I'
07
RD(1 00%
DA= i.9 C
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50)
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52
Piney Dr.
45' Public
e3(2.00%)_
e
//, 2 DA=3.00A
g 524 518
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9/13/2015
Precipitation Frequency Data Server
I1OAA Alas 14, Volume 2, Version 3
Location name: Monroe, North Ctr0lina, US*
Latitude: 35.04390, Longitude: 40.4719°
Elevation: 506 ft* s
source: Google Maps ,
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonin, D. Martin, B. lin, T. Parzybok. M.Yektat, and U "
HOAA,. National Weather Service, Silver Spring, Matytsad
ff-ja�vk i EE -911[1009 1 a
PF tabular
pDS bast point pr®airipitaucn ftquen cy estimates with 90% confideffln Inbar talc (in Ing d9
Average recurrence Interval (yearn)
Durati®n 2 510
L _J
200 20fl 500 10005•rrtln
0.�9_T_
5.AO6.602 7.68 B.�T 9.A2
i
9.53 9<9T 10.6 - 10.8
(4.68-5.53) (5.528.56) (6.40.7.60) (7.02.8.34) (7.73-9.18) (8.18-9.78)
11
(8.60-10.3) (898108) (9.32-11.4)
10 -min
4.06 4.80
(3.74.4.42) (4.41-5.24)
5.58 6.14 8.75
(5.12.8.08) (5.62-8.67) (6.18.7.32)
7.18
(6.52-7.79)
7.57
(8.63.8.20)
7.90
(7.10-8.57.)
8.29 8.63
(7.38-9.01) (7.54-9.30)
4.02
4.71 5.1Zi; 5.70
6.06
8.38
GAS
893 7.14
15 -min
3.38
(3.12-3.68) (3,70-4.39)
(4.32-5.13) (4.74.5.62) (5.20.8.18)
(5.50.8.57)
(6.78 8.91)
(5.97-7.21)
(6.19-7.56) (6.31-778)
2.32 2.78
3.34 3.76 4.22
4.57
4.88
5.17
635.78
-5-1
30-sanflu
(213-2.52) (2.55-3.03)
(3.07-3.64) (3.43.4.07) (3.85-4.68)
(4.14-4.96)
(4.41-5.29)
(4.66-5.61)
(4.93-6.02) (5.11-6.30)
1.74
2.14 2.44 2.81
3.09
3.36
3.83
3.E7 4.22
6 60=rvaln
1AS
(1.33-1.57) (1.60.1.90)
(1.97.2.33) (2.23-2.65) (2.56-3.05)
(2.81-3.35)
(3.04.3.64)
(3.28-3.94)
(3.53-4.32) (3.73-4.60)
1.0 6
1.25 1.44 1.88
1.86
2.04
2.29
2A3 2.63
2 -hr
0.836
(0.766-0.914) (0.926-1.11)
(1.15-1.37) (1.311.67} (1.52-1.83)
(1.68-2.02)
(1.83-2.22)
(1.98-2.41)
(216-2.87) (2.30-2.87)
0.715
0.892 1.03 1.21
1.38
1.30
1.60
1.86 2.02
3 -hr
0.592
(0.541-0.651) (0.654-0.787)
(0.815-0.981) (0.938 1.13) (1.10-1.33)
(1,22-148)
(1.34 1.84)
(1.47-1.88)
6°hr
0.356 0.430
(0.394.0.472)
0.637 0.621 0.735
(0.491-0.589) (0.566-0.680) (0.665.0.802)
0.825
(0.742-0.899)
0.918
(0.820-0.999)
1.01
(0.897.1.10)
1.15 125
(1.00-1.26) (1.08-1.36)
12 -hr
(0.326.0.392)
0.290 0.253
(0.192-0.230) (0.232.0.279)
0.318 0.369 OA40
(0.291.0.349) (0.337.0.405) (0.399.0.481)
0.'698
(0.447-0.643)
0.297
{0271-0322)
0.557
(0.496-0.807)
0.333
(0.302-0 .361)
0.620
(0.545-0.676'
0.370
(0.335-0402)
0.708 0.779
(0.6120.769) (0.6640.848)
0422 0.484
(0.380.0.459) (0.415-0.505)
0.242 0.265
(0 218 0.283) (0238-0290)
24 -hr 0.125
(0.116 0.136)
0.151
(0.139.0.164)
0.190 0.220
(0.175.0.206) (0-202-0-239)
0.283
(0.241-0285)
Q.088
(0.082-0.096)
0.110 0.128
(0.102-0.120) (0.198 0.139)
0.152
(0.140.0.165}
0.171
(0.157-0.186)
0.193
{0.176-0.208)
0.213
(0.193-0231)
2�Ia�t 0.073
(0.068-0.080)
0.052
0.062
0.077 0.069
0.106
0.119
0.133
6.148
0.168 0.184
(0.152-0.182) (0.166 0.200)
3 -day (0.048.0.058)
(0.058.0.086)
(0.072 0.084) (0.063.0.097)
(0.09&0.115 )
(0.109-0.129)
(0.122-0.144)
0.104
(0.095-0.112)
(0.1340.160)
®.11s
(0.105 0.124)
0.131 0.1
(0.119 Q.942) (0.130 0.156)
4�da�1f
0.041
O.D49 0.081 0.070
(0.065 0.078)
0.083
(0.077-0.090)
0.093
(0.086-0.101)
(0.038 0.044}
0.027
(0.048-0.053) (0.056.0.068)
0.032 0.039 0.045
0.036) (0.037 0.042) (0.042.0.048)
0.053
(0.049.0.057)
0.059
(0.055-0.084)
0.066
(0.051.0.071)
0.072 )
(0067-0.078
0.083 0.090
(0.075-0.088) (0.082-0.097)
T'day
(0.026-0.029} (0.030
0.02% 0.028 0.031 0.038 0.041 0.046 0.050 OA55 0.089 0.065
10-d0y (0.021-0.023) (0.024-0.028) (0.029.0.033) (0.03&0.038) (0.038-0.044) (0.042-0.049) (0.047-0.053) (0.051-0.059) (0.056-0.085) (0.081-0071)
0.016 0.017 0.020 0.023 0.026 0.029 0.032 A.A34 0.038 ®=049
(0.022.0.024) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.037) (0.035-0.041) (0.03&0.044)
2A��y (0.014-0.016) (0.016.0.018) (0.019-0.022)
Q�
0.012 0.014 0.016 0.018 0.021 0.Oa2 O.A24 0.026 0.028 O.A3A
30 -day (0.011-0.013) (0.013-0.016) (0.016-0.017) (0.017-0.019) (0.019-0.022) (0.021-0.024) (0.023.0.028) (0.024-0.028) (0.027-0.030) (0.028.0.032)
0.012 0.014 0.015 0.017 0.018 0.019 0.020 0.022 0.023
0.010
45-doy (0.010-0.011) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016.0.017) (0.017-0.019) (0.018 0.020) (0.019-0.021) (0.021-0.023) (0.022-0.025)
0.009 0.011 D.012 0.013 0.014 0.01$ O.A1aa 0.017 0.019 0.A20
aA18) {0.016-0 09r") 0.018-0018) (0.098 0.020) (0.019 Q.021)
60 -day (0.009-0.009) (0.010-0.011) (0.011-0.012) (O.A42 0.014) (0.014-0.015) {O.A16
in this table are based on frequency analysis of parbat duraft series (POS).
1 Precipitation frequencY (PF) estimates
a4 the 90°% conwanca interval. The probabMy that precipitation frsaptenay esUrnstaa (%r a
to are PF est at fewer and upper bounds the � at upper bounds, are not
less reentlyy
Numbers parenthesis
given duration and average reaurrers*a four 4 w(M P � Wd upper be hWMr then urrat
vaW FMP vvahm.
against probable maximum PrOdPftd ( )
checked
Please refer to NOAH Alias 14 document for more wormatton.
Sack #o Too
PF grapiaicai
http://hdsc.nws.noaagov/hdsc/pfds/pfds_arintMe.himl7lat=35.04.3Mor_-W.4713&ClSta=tnWmif r&mits=er4ish&series=pds
114

Table 3-9 2
Roughness Coefficients (Manning's n1' for Sheet Flow
Surface Descrilaft P -
Smooth surfaces (concrete, asphalt
gravel, or. bare soil) 0.011
Failow (no residue) 0.05
Cultivated soils:
Residue cover < 20% 0.06
Residue cover > 20% 0.17
Grass:
port grass prairie 0.15
Dense grasses 0.24
Bermuda grass 0.47
Range (natural) . 0.13
Woods'
Light underbrush 0.40
Dense underbrush 0.80
'The n values are a composite of information by Engrnan (1986).
alncludes species such as weeping lovegmss, bluegrass, buffalo grass, blue
gamma grass, and native grass mixture.
'When selecting n, consider cover to a height of about 0.1 ft. This Is the only part
of the plant cover that will obstruct sheet flow.
Source: SCS, TR -55, Second Edition, June 1386.

.5
.4
.3
.2
ra
CD
A6
.06
.04
02
.I
Sip 10. For grass -lined channels once that appropriate channel dimensians
have been selected for low retardaum conditions, repeat steps 6 through 8
using a higher retardance class, corresponding to tall grass. Adjust capacity of
the channel by varytmg depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 fdsec., a temporary liidng
may be required to stabilize the channel untni vegetation is established.
The temporary liner may be designed forpeakilow from the 2 -year stw n.
If a channel requires a temporary Iiailag, the designer should analyze
shear stresses in the channel to select the liner that provides prof on
and promotes establishment of vcgetatk& For the design of tempoz!`any
liners, use tractive force procedure.
NOTE 2: Design Tables—Negetated ChamwIs and Diversfions at the end
of this section may be used to design grass lined channels with parabolic
cross-sections.
Step 11. Check outlet for carrying capacity and stability. If discharge
velocities exceed allowable velocities for the receiving stream, an outlet
protection structure will be required (Table 8.05d, page 8.05.9).
Sample Problem 8.05a illustrates the design of a grass -lined channel.
.2 .4 .6 .8 IA 2 4 ss iu
VR, Product of Velocity and Hydraulic Radius
Ftgum "5c MmWng s nreiated to vebdV, tt ftWt® rafts. and vegaW retardance.
Nola: From Sample pMblem 8.05a rr urdpV Vp x l ydraprAc Radhra (4.50.54=2A4 then ardor the productof VR and exp a
straight One up to Retardance des °17. next project a stratgtu Ano to the 19tt to determine atrial manning s n.
8.05.9
Rev. 12193

'
Sd'�
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A .t'

Hydrologic Sod Group—Union County, North Carolina
(Oaks at Camden North Phase (Piney Dr. Ext.))
Area of Interest (AOI)
Area of Interest (AOI)
Solis
Soil Rating Polygons
0
A
Q
AID
Q
B
BID
Q
C
Q
CID
0
D
Q
Not rated or not available
Soil Rating Lines
,*t#
A
,r
AID
�*
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,mea
BID
s.d
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•,r
CID
0%p
D
# d
Not rated or not available
Soil Rating Points
®
A
®
AID
®
B
®
BID
® C
® CID
® D
® Not rated or not available
Water Features
Streams and Canals
Transportation
Rads
e Interstate Highways
US Routes
Major Roads
Local Roads
Background
[,-]E, Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Sod 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
Coordinate System* Web Mercator (EPSG:3857)
Maps from the Web Sod 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.
Sod Survey Area- Union County, North Carolina
Survey Area Data Version 16, Sep 20, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed' Feb 11, 2011—Feb
13, 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.
USDA Natural Resources Web Soil Survey 7/8/2017
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina
Hydrologic Soil Group
Oaks at Camden North Phase (Piney
Dr. Ext.)
Hydrologic Soil Group— Summary by Map Unit ® Union County, North Carolina (NC179)
Map unit symbol Map unit name Rating Acres in AOI Percent of A01
1 RaR R—lin rhannonr df i f w n n 1.
loam, 2 to 8 percent
+
slopes
f
;
BaC Badm channery silt C
4.8;
24.2%
i loam, 8 to 15 percent
slopes
BdB2 1 Badin channery silty
j C ;
2.4 i
12.4%
clay loam, 2 to 8
1 percent slopes,
moderately eroded
j
ScA Secrest-Cid complex, 0
C
1.21
.5.9%
to 3 percent slopes
I
i
TbB2
Tarrus gravelly silty clay ; B
0.4;
2.0%'
loam, 2 to 8 percent
slopes, moderately
jeroded
Totals for Area of Interest
19.7—
100.0%
usDA Natural Resources Web Soil Survey 7/812017
MM Conservation Service National Cooperative Soil Survey Page 3 of 4

i
OAKS AT CAMDEN (NORTH PHASE)
Unionville NC
REVISED
STORM DRINAOE & EROSION CONTROL
FOR ADDITION OF
PINEY DRIVE
Ron Rushing
Camden Oaks LLC
Kevin E. Herring PE
16101 Silver Road
Oakboro NC 28129
[phone]
RECEIVED
JUL 312011
DENR-LAND QUALITY
STORMWATER PERI IT 11,1.,

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O
0
W
U)
m
0
W
D
O
w
CL
0
W
J

Job Name CAMDEN OAKS -Piney Job No.
Subject STORM DRAIN (RATIONAL METHOD)
STORM DESIGN YEAR, Varies
DETERMINE DRAINAGE AREA ENTERING CULVERT
Date 6/2312017 Sheet
By KEH Chk By
Drain
PIPE Area (Ac)
P-6 030
0.30
Runoff
Coeff "C"
050
050
Calculated
Tc(min)
5
5
Used
Tc min
5
5
Storm
Design YR
10
25
NOAA
I in/hr
768
8.47
Frequency
Factor
1.00
1.10
Discharge
Q (cfs)
12
1.4
Plastic Pipe
0 010
Smooth Steel Pipe
1 0 010
18 0 50
594
MATERIAL
Manning n
Concrete Box Culvert
0 015
Concrete Pipe
0.013
Corrugated Metal Pipe
0.024
Plastic Pipe
0 010
Smooth Steel Pipe
1 0 010
DETERMINE MINIMUM PIPE SIZE USING MANNING EQUATION
Drain
PIPE Area
Discharge
Q(25)
Manning's
n
# of
Lines
Slope
S ft/ft)
Proposed
Size (in) HW/D
Velocity
(fps)
P-6 0.30
2
0.013
1
00100
18 0 50
594

0
MANNING'S EQUATION FOR PIPE FLOW
Project: Camden Oaks Location: P6 (Piney)
By. Date: 6/23/2017
Chk. By: Date: mdo version 12.8 00
Clear Data
A Entry Cells
� INPUT
(Mannings Formula d
Q=(1.486/n )AR'13S' 11
R=A/P
A=cross sectional area
P --wetted perimeter
S=slope of channel
n=Manning's roughness coefficient
Wetted Hydraulic
Area,e Perimeter, ft Radius, ft
1.77 4.71 0.38
Created by. Mike O'Shea
V=(1.49/n)R^1'
Q=V x A
to
city ft/s flow, cfs
5.94 10.50
D=
18 inches
d=
18 inches
n=
0.013 mannings coeff
8=
0.0 degrees
S=
0.01 slope in/in
n -values
PVC
0.01
PE (<9"dia)
0.015
PE (>12"dia)
0.02
PE(9-12"dia)
0.017
CMP0.025
ADS N12
0.012
HCMP
0.023
Conc
0.013

1.0
i2 HEADWATER DEPTH FOR CiRcu LA:ft,
HEADWATER SCALES 2813
CONCRETE PIPE CULVERTS
REVISED MAY 864 WITH INLET CONTROL
BUREAU OF PUBLIC ROAD$ JAIL 1943
WR -2.4
C HART
2
160
10,000
(3)
166
8,000
EXAMPLE
6.
0.42 inches (3.5 feet)
6.
156
6 AOA
0.120 efs
5,
144
5 000
6.
5.
4,000
he mw
132
3 000
D fast
`
(I) 2.5 8.8
5.
4.
4.
120
(2) 2.1 7.4
2,000
(3) 2.2 7.7
4.
3.
106
NO in feet
3•
3.
96
1,000
600
2-
64
600 /
500
0
2.
400
3
W
72
300��j/
r,
1.5
1.5
/
Z
60 v
200 FW- 1.5
z
a
0
54
®
c
W
100
Z
W
-46
/ w
6o
/
=
60
1Z
1.0
1.0
U.
442c
50 HW ENTRANCE
W
1.0
40
SCALE
D TYPE
Cr
w
H
36
30
(I) S®••r• edge with
�
.9
.9
.9
W
headwall
Q
33(2)
ZO
Groove end With
Q
W
_
headsall
=
•6
.8
30•9
(3) Groove and
projecting
27
10
•T
.T
®
.7
24
6
To use scale (2) or 131 project
s
horizontally to scale (1), than
21
use straight inclined line through
4
D and 0 scales, Or rerars• a•
.6
.6
3
illustrated.
6
1.0
i2 HEADWATER DEPTH FOR CiRcu LA:ft,
HEADWATER SCALES 2813
CONCRETE PIPE CULVERTS
REVISED MAY 864 WITH INLET CONTROL
BUREAU OF PUBLIC ROAD$ JAIL 1943
WR -2.4

Job: Oaks at Camden -Piney Addition Job No. Date 6/23/2017 Sheet
Subject: Apron By KEH Chk By
4PR®F!:(18"RCP) ��-------
-�------�-- _ .._-------- _•___._.__�._�___
Pipe Diameter, Do
18 Inches or 1.5 Feet
RECEIVING'OUTLET
(CHANNEL ! SHEET FLOW): CHANNEL i
Apron Length, - L=
10 Feet (from Fig 8.06a)
Channel Width, b=
0.5 Feet
Side Slope, M:1 =
3 :1
H (213 Pipe'Dia): =
1.0 Feet
Apron Width, W1 =
4.5 Feet (3 * Pipe Dia.)
Apron "Width, W2 =
6.5 Feet
d5o Stone Size =
0.5 Feet (from Fig 8.06a) = 6 inches
Apron Thickness, t=-
13.5 inches
M
DO L
DUO—
da tib._„ 4 , `Ji y �t
;�•ar � `' � - • ' � ' � ` ! � ',''� °`'fir f
71
i-
'tie. `ti. :Sy �. : I.} ? ,_- li-d - '�+ _ rt- •
a}-•. � .�� �* t• -�j3 �,,F•''��,�'• I r
d
77 T—
It
: 2 CSC
4 rt 1i=
�,1J•'a,: � err_.' rr_+t,rla {iiC11dF±1.dtw�'
Itau+fit7lia:,e3�;f,.}'-.s;t;,-,-r'_x•:.:nlr:l-ci.t-:-:. ra61.C.:.- t:A..-,t'A,1"•D11-:1C,7a5xrm,-11S�-.1�T•r1=•�-9�4'•�Jtl

Job Name Camden Oaks -Piney Rd Addition Job No. Date 6/23/2017 Sheet
Subject ROADSIDE DITCHES By KEH Chk By
DETERMINE TEMPORARY LINER
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. If required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: RD -1.5%
DRAINAGE AREA: 0.30 Acres
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 1.50 %
VELOCITY CHECK of Channel Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 2.81 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.065 used for design
DISCHARGE**
DEPTH
VELOCITY
Calculated Shear
Q cfs
d ft
v (f/s)
(Td ****
0.89
0.44
1.10
0.42
Calculated shear of 0.42 is less than the Permissable Shear*** of 1.45
Therefore STRAIN WITH NET can be used as a temporary liner for RD -1.5%
`Mannings Coefficient obtained from Table 8.05e
**RATIONAL METHOD USED TO DETERMINE DISCHARGE
Q=CIA Where C= 0.5 1= 7.63 in/hr for channel design,Tc= 5 min
1= 5.96 in/hr for 2 year storm REF: NOAA Atlas 14 Data
—Permissable Shear Stress Td obtained from Table 8.05g
*'*'Td=yds Where T --Shear Stress(lb/sq ft), y=unit wt of water, (62.4lb/cubic ft), d ---flow depth(ft), s=slope(ft/ft)
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Camden Oaks -Piney Rd Addition Job No.
Subiect ROADSIDE DITCHES
DETERMINE GRASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
Date 6/23/2017 Sheet
By KEH Chk By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL. RD -1.5%
AVERAGE SLOPE:
1.50 %
MAX VELOCITY allowed:
5.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
1 � d
M
b
DISCHARGE
FLOW
WETTED
CRITICAL
DEPTH Side Slope Bottom VELOCITY Q=CIA
AREA
PERIMETER
DEPTH FROUDE
(d) ft ft/ft Width (ft) V (f/s) Q (cfs)
(sq ft)
(ft)
(ft) No Fr VR
0.43 3 0.5 1.54 1.14
0.74
3.17
0.31 0.55 0.36
FLOW IS SUIBCRITICAL
VELOCITY CHECK
Calculated velocity of
VR CHECK
Calculated VR
1.54 feet/sec is less than permissable velocity of
0.36 is less than the maximum allowable VR of
Therefore TALL FESCUE can be used as a grass liner for RD -1.5%
*Permissable Velocity Obtained from Table 8.05a
**VR = Velocity * Hydraulic Radius = Velocity * Flow Area/Wetted Perimeter
Tables From the IVC Erosion & Sediment Control !Manual (unless otherwise noted)
2.2
5.50 feet/sec

Job Name Camden Oaks -Piney Rd Addition Job No. Date 6/23/2017 Sheet
Subject ROADSIDE DITCHES By KEH Chk By
DETERMINE TEMPORARY LINER
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. If required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: RD -4%
DRAINAGE AREA: 0.41 Acres
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 4.00 %
VELOCITY CHECK of Channel Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 4.38 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.065 used for design
DISCHARGE**
DEPTH
VELOCITY
Calculated Shear
Q (cfs)
d ft
v (f1s)
(Td ****
1,22
0.41
1.71
1.03
Calculated shear of 1.03 is less than the Permissable Shear*** of 1.45
Therefore STRAW WITH NET can be used as a temporary liner for RD -4%
*Mannings Coefficient obtained from Table 8.05e
**RATIONAL METHOD USED TO DETERMINE DISCHARGE
Q=CIA Where C= 0.5 1= 7.63 in/hr for channel design,Tc= 5 min
1= 5.96 in/hr for 2 year storm REF: NOAA Atlas 14 Data
***Permissable Shear Stress Td obtained from Table 8.05g
****Td=yds Where T --Shear Stress(lb/sq ft), y=unit wt of water, (62.4lb/cubic ft), d --flow depth(ft), s=slope(ft/ft)
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Camden Oaks -Piney Rd Addition Job No.
Subject ROADSIDE DITCHES
DETERMINE GRASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
Date 6/23/2017 Sheet
By KEH Chk By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL: RD -4%
AVERAGE SLOPE:
4.00 %
MAX VELOCITY allowed:
5.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
1 d
M
b
RGE,DISCHAWTED.: f,
=
- I' 1FR�UDE"s
-DEPTH;- ,Side'SSIo`"i;� LO,CTY�` _
�f
- Alo ^Fr
`{d};,ft�" ,�'ft/ffr.E,' .,�Ulftitti (ft�:A��;� _ (f )`., �Q�( )'r�'`�� s(Q )•_.. ..�'s,a= (). �.;`�_�:,���S,Y.. ,( )^`�� _ ��v'r�,
0.39 3 0.5 2.40 1.56 0.65 2.97 0.36 r 0.88 0.53
FLOW IS SUBCRITICAL
VELOCITY CHECK
Calculated velocity of 2.40 feet/sec is less than permissable velocity of
VR CHECK
Calculated VR 0.53 is less than the maximum allowable VR of
Therefore TALL FESCUE can be used as a grass liner for RD -4%
*Permissable Velocity Obtained from Table 8.05a
*'VR = Velocity * Hydraulic Radius = Velocity' Flow Area/Wetted Perimeter
2.2
5.50 feet/sec

ST13 'TI 3 2
N ®A (; s°E
ST As
DA
\°`L ®• 9 .A
0
gin
IN
EWA__
1 it •

Job Name Camden Oaks -Piney Rd Addition Job No.
Subject ROADSIDE DITCHES
DETERMINE GRASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
Date 6/23/2017 Sheet
By KEH Chk By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL- RD -4%
AVERAGE SLOPE:
4.00 %
MAX VELOCITY allowed:
5.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
1 d
M
b
DISCHARGE
FLOW
WETTED
CRITICAL
DEPTH Side Slope Bottom VELOCITY Q=CIA
AREA
PERIMETER
DEPTH FROUDE
(d) ft ft/ft Width (ft) V (f/s) Q (ds)
(sq ft)
(ft)
(ft) No Fr VR
0.39 3 0.5 2.40 1.56
0.65
2.97
0.36 0.88 0.53
FLOW IS SUECRITICAL
VELOCITY CHECK
Calculated velocity of
VR CHECK
Calculated VR
2.40 feet/sec is less than permissable velocity of
053 is less than the maximum allowable VR of
Therefore TALL FESCUE can be used as a grass liner for
'Permissable Velocity Obtained from Table 8.05a
"VR = Velocity' Hydraulic Radius = Velocity' Flow Area/Wetted Perimeter
RD -4%
2.2
5.50 feet/sec

T
6
DA=0.30a
SDE
20�
r•1
0
I

Flr:_IM'EWJC,-'iJGrr'.JG•:•'•'
�;�-,•.�
NCAA Mies U, Volume 2, Varst9�13
Loeartion nasties: MonraD, %,orih Carolina. US*
t Latitude' 35.c=4391Longitude: -50.4719' f
Elevatlan: 503 ft` },a
>J ' SaUCG`_' �M�i9 A{303 • ^'
FOIh)T pREWIT TION FREQUENCY ESTIMATES
G. J.'3:t.-t. S. Lr. T, and G. "!BY
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aL92I C.h� ( L1aS r �r �•
PF tabular _
s�� int pr�ctpitation frequency esthtimates with 9to confidence intervals (in Inche:,�i�ur} � I)
�I Average recurrence role vti� ;
50 ! 104 Ij ifJD ! o 11 Ot}0
� Duration'�g
] 2 �� ;[ iu I�
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Permit No.
(to be provided by DEMLR)
State of North Carolina
Department of Environment and Natural. Resources
Division of Energy, Mineral and band Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This forni may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in Session Law 2008-211, 15A NCAC 2H .1000, Session Law 2006-246 and the State of North Carolina
Stormwater Best Management Practice Manual. Curb and gutter systems are allowed provided they meet the
requirements in 15A NCAC 21-1.1008(g).
I. PROJECT INFORMATION RECEIVED
JUL. 31 2017
Project Name : Oaks at Camden North Phase
Contact Person: Ron Rushing Phone Number: 704 )5§IQ0A�1
ilt?l;
Number of Lots: 58 Allowable Built Upon Area (BUA) Per Lot*:13.712
Number of Dwelling Units Per Acre**:
Low Density Development (check one): ® without curb & gutter ❑ with curb & gutter, outlets to (check one):
® Swales ❑ Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BETA shall be
shown in units of square feet.
"(Phase II Post -Construction [non -SAI only)
II. BUILT UPON AREA
Refer to DEMLR's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects. (http //ortaLncdenr.ora/.a%eb/lr/state-storinwater-forms docs)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area -the total impervious surface occupied by roadways.
• OA Other Area -the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. of Lots - the total number of lots in the subdivision.
• BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
• Total allowable lot BUA - the computed allowable built upon area for all lots combined.
• Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non-uniform lots.
Form SW401-Low Density-Rev.3-2/10/09 Page 1 of 4

r
C.nicn intron
For uniform lot sizes:
(SA: 3797940 ft2 x DF: 0.2399) — (RA: 115737 ft2) — (OA: 90 ftz) = BUA per Lot = 13,712 ft2
(No of Lots:
For non-uniform lot sizes:
a. (SA: ftz x DF: ) — (RA: ft2) — (OA: ft2) = Total allowable lot BUA = ft2
b. Total BUA from lot listing: sf. b must be < a
III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
littp:Hhdsc.nws.noaa.gov/hdsc/pfds/ This shall serve as supplemental swales to previously submitted data.
'r„ 1,10 1 QX%7nla rlacian infnrmntinn hn avi nn the 10-yPmr ctnrm_
Swale No.
Drainage
Area (ac)
Impervious
Area (ac)
Grassed
Area (ac)
C
Q
(cfs)
Slope
(%)
Vallow
(fps)
Vactual
(fps)
Flow
Depth (ft)
RD1 1
1.90
0.5
7.25
1.0
5.5
2.10
1.00
RD1.52
0.30
0.5
1.14
1.5
5.5
1.54
0.43
PD3 3
3.00
0.5
11.45
2.0
5.5
3.05
0.97
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Form SW401-Low Density-Rev.3-2/10/09 Page 2 of 4

IV. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H. 1000, NCDENR BMP Manual (2007), Session Law 2006-246, and Session Law 2008-211.
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 that the following requirements
have been met and supporting documentation is provided as necessary. If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If any item is not met,
then justification must be attached. Only complete items n through p for projects with curb outlets.
Page/Plan
Initials Sheet No.
N/A a. f
For projects in the 20 coastal counties: Per NCAC 2H.1005, a 50 foot wide vegetative buffer
is provided adjacent to surface waters. For Redevelopment projects, a 30' wide vegetative
buffer adjacent surface waters is provided.
YN/A b. f
For HQW or ORW projects outside the 20 coastal counties: A 30 foot wide vegetative buffer
is provided adjacent to surface waters.
_ Plans c. '
For Phase II Post -Construction projects: All built upon area is located at least 30 feet
landward of all perennial and intermittent surface waters.
Attach d.
Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
Attach e.
Built upon area calculations are provided for the overall project and all lots.
-— N/A f.
Project conforms to low density requirements within the ORW AEC. (if applicable per
15A NCAC 2H.1007)
i�. Plans g.
Side slopes of swales are no steeper than 3:1; or no steeper than 5:1 for curb outlet swales.
Calcs h.
Longitudinal slope of swales is no greater than 5%; for non -curb outlet projects, calculations
for shear stress and velocity are provided if slope is greater than 5%.
Calcs i.
At a minimum, swales are designed to carry the 10 year storm velocity at a non-erosive rate.
N/A j.
Swales discharging to wetlands are designed to flow into and through the wetlands at a non-
erosive velocity (for this flow requirement into wetlands, non-erosive is velocity:5 2 ft/s).
Plans k.
Swale detail and permanent vegetation is specified on the plans.
_ Plans 1.
Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
Plans m.
Swales are located in recorded drainage easements.
Plans n.tt
Length of swale or vegetated area is at least 100 feet for each curb outlet.
Clacs o.t'
The system takes into account the run-off at ultimate built -out potential from all surfaces
draining to the system (delineate drainage area for each swale).
Plans p.TT
Curb outlets direct flow to a swale or vegetated area.
f Projects in the Neuse, Tar -Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
tt Only complete these items for projects with curb outlets.
Form SW401-Low Density-Rev.3-2/10/09 Page 3 of 4

V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
1. Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches at
any time; and grass will not be mowed too close to the ground or "scalped".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Energy, Mineral
and Land Resources.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DEMLR of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title:Ron Rushing
Address:3615 Lake Twitty Drive
Date: 17 -( 3 2- o 17
Si
Note: The legal respond arty should not be a homeowners association unless more than 50% of the lots have been sold and a
resident o t -7e subdivision has been named the president.
A191,11 tary Pu 'c forState of /V& -Mk O el 114- —, County of
do hereby certify that T Ott Pu �l ( personally appeared before me this
day of 1 1 and acknowledge the due execution of the forgoing swale maintenance requirements.
Witness my h d and official seal,
""-) o, n, -
Notary signature
NOT-RY
SEALP JJ13LIC
�G
%z �G
"Untill 1111%1\\
Form SW401 -Low Density-Rev.3-2/10/09
My commission expires
Page 4 of 4
My Commission Expires March 3, 2021