SW8030809_HISTORICAL FILE_20030912

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

Entity Names
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Elaine F. Marshall
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PO Box 29622 Raleigh, NC 2762fi-t7622 {919j807-2000
Date: 911212003
Document Filings
mTlPrint Entity Report
Corporation Names
I
Name Name Type
Devin Health Group LLC Legal
Limited Liability Company Information-- i
SOSI D: 0583745
Status:
Current -Active
Dale Formed:
3/9/2001
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered office Address:
Registered Mailing Address:
Principal Office Address:
Principal Mailing Address:
File Your Online Annual Report
Butler, Owen Autry
603 Williwood Road
Fayetteville NC 28311
603 Williwood Road
Fayetteville NC 28311
603 Williwood Road
Fayetteville NC 28311
No Address
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of 1 9/12/2003 9:15 AM

t5 04M41'W3 8:43 AM
LIMITED LIABILITY COMPANY (LLC)
ANNUAL REPORT (42)
NAME OF LIMITED LIABILITY COMPANY: DEVIN HEALTH GROUP LLC
STATE OF FORMATION: NC
SECRETARY OF STATE L.L.C. ID NUMBER: 0583745
FEDERAL EMPLOYER ID NUMBER: 03— 0 3 992 92
S OS i D: 0583745
Date Filed: 4/24/2003 11:44:00 AM
Elaine F. Marshall
North Carolina Secretary of State
231140314
23 114 0314
FISCAL YEAR ENDING: 12131/02
MONTH/DAY/YEAR
IF THIS IS THE INITIAL ANNUAL REPORT FILING, YOU MUST COMPLETE THE ENTIRE FORM, IF YOUR
LLC'S INFORMATION HAS NOT CHANGED SINCE THE PREVIOUS REPORT, PLEASE CHECK THE BOX
AND COMPLETE LINE 8. 0
1. REGISTERED AGENT 8 REGISTERED OFFICE MAILING ADDRESS:
2. STREET ADDRESS AND COUNTY OF REGISTERED OFFICE:
3. IF THE REGISTERED AGENT CHANGED, SIGNATURE OF THE NEW AGENT:
OWEN AUTRY BUTLER
603 WILLIWOOD ROAD
FAYETTEVILLE NC 28311
603 WILLIWOOD ROAD
FAYETTEVILLE NC 28311
CUMBERLAND
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. ENTER PRINCIPAL OFFICE ADDRESS HERE: ADDRESS- 603 WILLIWOOD ROAD
CITY- FAYETTEVILLE ST- NC zip- 28311
5. ENTER PRINCIPAL OFFICE TELEPHONE NUMBER HERE: 910-488-0435
PLEASE INCLUDE AREA CODE
6. ENTER NAME, TITLE, AND BUSINESS ADDRESS OF MANAGER(S) OR IF THE LLC HAS NEVER HAD MEMBERS, ITS ORGANIZERS:
NAME- OWEN AUTRY BUTLER
TITLE- MANAGING PARTNER
NAME-
TITLE-
NAME-
TITLE-
ADDRESS- 603 WILLIWOOD ROAD
CITY- FAYETTEVILLE
ADDRESS-
CITY-
ADDRESS-
CITY-
ST- NC ZIP- 27311
ST- ZIP-
ST- ZIP-
7. BRIEFLY DESCRIBE THE NATURE OF BUSINESS: DEVELOPMENT & MANAGEMENT OF LT HEALTH FACILITY
8. CERTIFICATIO NUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES.
FO MUST BE SIGNED 8Y AGER OF THE L.L.C. - DATE .
TYPE R PRINT NAME TYrE OR PRINT TITLE
ANNUAL REPORT FEE: $200.00 MAIL TO: Secretary of State 0 Corporations Division 0 Post Office Box 29525 0 Raleigh, NC 27628-0525

q•
State Stormwater Management Systems
_ Permit No. SW8 030809
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION 1S HEREBY GRANTED TO
Devin Health Group, LLC
Nursing Facility for Devin Flealth Group
New Hanover County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules') and the
approved stormwater management plans and specifications and other supporting data as attached
and on file with and approved by the Division of Water Quality and considered a part of this
permit.
This permit shall be effective from the date of issuance until September 12, 2013, and shall be
subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
1. This pennit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stonnwater runoff as
described on page 3 of this pennit, the Project Data Sheet. The stormwater control has
been designed to handle the runoff from 161,170 square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans. The built -upon area for the future development is limited
to 48,635 square feet.
4. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded casements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system. A permit modification must be
submitted and approved prior to the construction of additional built -upon area from
outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 030809
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
Drainage Area, acres:
Onsite, sq. ft.:
Offsite, sq. ft.:
Total Impervious Surfaces, sq. ft.:
Buildings, sq. ft:
Streets and Parking, sq. ft:
Sidewalks, sq. ft:
Future, sq. ft:
Pond Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMSL:
Permitted Surface Area, sq. ft.:
Permitted Storage Volume, cubic ft.:
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Permitted Forebay Volume, cubic ft.:
Nursing Facility for Devin Health Group
SW8 030809
New Hanover County
Mr. Owen Autry Butler
Devin Health Group, LLC
603 Williwood Road
Fayetteville, NC 28311
August 11, 2003
Greenfield Lake / Cape Fear
CPF17 18-76-1
"C Sw"
4.7
161,172
43,560
161,170
60,860
47,700
3,975
48,635
7.5
90% (no filter is required)
14.0
11,000@Permanent Pool
14,350
15.0
1.5" � (drawdown in 2-5 days)
6,000
3

State Stormwater Management Systems
Permit No. SW8 030809
11. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure
the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
£ Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has been
installed in accordance with this permit, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and specifications
must be noted on the Certification. A modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. The permittec shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the pennittee, for which
Sedimentation and Erosion Control Plan approval or a LAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
El

State Stormwater Management Systems
Permit No. SW8 030809
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction. if the proposed BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. At least 30 days prior to the sale or lease of any portion of the property, the permittee
shall notify DWQ and provide the name, mailing address and phone number of the
purchaser or leasee. An access/maintenance easement to the stormwater facilities shall be
granted in favor of the permittee if access to the stormwater facilities will be restricted by
the sale or lease of any portion of the property.
13. The permittee must maintain compliance with the proposed built -upon area and ensure
that the runoff from all the built -upon is directed into the permitted system.
14. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee slialI submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
15. The permittee must maintain the current permitted drainage area. No additional runoff
from outside of the permitted drainage area boundary may enter the permitted stormwater
facilities without first applying for and receiving a permit modification.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director. In the
event of a change of owership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as maybe appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Penmittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Pennittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
5. The permittce grants DENR Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.

State Stormwater Management Systems
Permit No. SW8 030809
Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the I2th day of September, 2003.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
1,4 -4 'P 13"
Alan W. Klimek, P.E., Director
4-e) Division of Water Quality
By Authority of the Environmental Management Commission
6

State Stormwater Management Systems
Permit No. SW8 030809
Nursing Facility for Devin Health Group
Stormwater Permit No. SW8 030809
New Hanover County
Designer's Certification
1,
as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
7

State Stormwater Management Systems
Permit No. SW8 030809
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
10. The permitted amounts of surface area and/or volume have been provided.
it. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The overall dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections

STATE OF NORTH CAROLINA, Department of Environmental Quality,
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 (9110) 796-72I5
FILE ACCESS RECORD
DEQ SECTION: PIEMLR REVIEW TIME / DATE: 4 06i/10/20ZD
NAME: Robert 13,Amvld EMAIL: _ _ rballavld �poraimo�tvtte-evlc�colm
REPRESENTING: 'Paravnornw-te 1 waiweeriwa PHONE:
Guidelines for Access: The staff of Wilmington Regional Office is dedicated to making public records in our custody readily
available to the public for review and copying. We also have the responsibility to the public to safeguard these records and to carry
out our day-to-day program obligations. Please read carefully the following guidelines signing the form:
1. Due to the large public demand for file access, we request that you call at least a day in advance to schedule an
appointment to review the files. Appointments will be scheduled between 9:00am and 3:00pm. Viewing time ends at
4:45pm. Anyone arriving without an appointment may view the _files to the extent that time and staff supervision
is available.
2. You must specify files you want to review by facility name. The number of files that you may review at one time will
be limited to five.
3: .�<H..CAMA'Ma�Eermits ffie.issi:e� aut afthe:Nl,Cit�Dis�riix df�ice �'f7ec EOMPi.;E'1'E-lfilelis in thc{
Dff ce and"�`: cii�[ain� ,mfort�ixt or•��mmenfs .uthtci► m : �i;lze ttt tb�>�1ViR©i�e�
4. You may make copies of a file when the copier is not in use by the staff and if time permits. Cost per copy is $.05 cents.
Payment may be made by check, money order,, or cash at the reception desk.
FILES MUST BE KEPT IN ORDER YOU FOUND THEM. Files may not be taken from the office. To remove,
alter, deface, mutilate, or destroy material in one of these files is a misdemeanor for which you can be fined up to
$500.00. No briefcases, large totes, etc. are permitted in the file review area.
ecessary large plan copies can be scheduled with Cameron.Weaver r?ncdenr.,,ov 919-796-7265 for a later date/time at
our expense. Large plan copies needed should
an offsite location at e y p g p attached ontopof the file. Allways Graphics
�1' can be contacted to set up payment options. iei tea;u>ds1'�ay;Eie
- ctetai tprai;:aa�,.a`sta�
7. In accordance with General Statue 25-3-512, a $25,00 processing fee will be charged and collected for checks on which
payment has been refused.
FACILITY NAME
COUNTY
AvI �•�� ►=4113041111
Signature and Name of Firm/Business Date MM/DD/YY
COPIES MADE '!� � PAID
GJADM/Shared/File Review Access Form rev 2018
2-pm
Time In
INVOICE
1 ime Uut

i
Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
August 6, 2003
Ms. Linda Lewis, Environmental Engineer
Department of Environment and Natural ResourcesQ
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845 R E C IVf
Re: Devin Nursing Facility, new submittal AUG 1 l iuu3
Dear Linda: BY:-D� �y v L—J
Enclosed please find 3 copies of the Plans for the construction of the above project.
Also please find:
❑ A check for $420.00
❑ A signed Application and "Wet Detention Basin Supplement" and one copy.
❑ 3 copies of the SW Calculations, including your sealed summary sheet
❑ 1 copy of the ESC narrative (FYI)
As always, if you have any questions or comments, please feel free to call me.
Thanks for your consideration in this matter.
Sincerely,
David S. Hollis, PE, PLS
attachments
xc: Mr. Autry Butler, Devin Health Group
2660-7-LL 7 .doc
L. tKcta. er Mv-. -5u-4 (ev-S
319 Walnut Street Wilmington, NC 28401 [phone]

STORMWATER and DRAINAGE
CALCULATIONS
for
Devin Nursing Facility
PREPARED FOR
Devin Health Group
603 Williwood Road
Fayetteville, NC 28311
910-488-0435
N CRROt;
r�'rCC1n:.�'9
St AL
2000T
ilNE 40 "'..= David S. Hollis, PE, PLS
Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

v 0,
DEVIN HEALTH GROUP - Wet detention / retention pond
Calculation Summary for NCDENR / DWQ
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 3.7 acres
TOTAL AREA DRAINING TO POND = 4.7 acres
4.7 acres total - 3.7 acres impervious = 1.0 acre green area
SA REQUIRED: 3.7 X 0.95 + 1.0 x 0.20 / 4.7 = 0.79, or 80%
At 7.5' depth, 90% TSS removal, from chart - SA/DA factor = 2.8
4.7 x 0.01 x 2.8 - 5,735 sf SA REQUIRED
At Elev. = 14.0 = 11,000 sf SA PROVIDED
VOLUME REQUIRED: R= [ (P) (Pj) (Rv) /12] (A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P) = 1"
(Pj) = 0.9
(Rv)= 0.05 + 0.9(3.7/4.7) = 0.759
(A) = 4.7
R= [(1)(0.759)/12](4.7) = 0.297 acre-feet
= 12,950 cf REQUIRED STORAGE
At Elev. = 15.0 = 14,350 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
15.0 - 14.0 / 2 = 0.5'
1-1/2" PVC drain to draw -down pond:
Orifice equation: Q = CA(2gh)"1/2
Q = 0.6(.0123)(64.4 X 0.5)"1/2
= 0.0419 cfs
T = 342,660 sec. = 4 days OKAY
FOREBAY REQUIREMENTS -
Approximate capacity = 11000 X 0.4 X 7 = 30,000 cf X 20t = 6,000 cf
Provided capacity = 6,000 cf
'o'stI II111,E
e.•'''�1� CARp�'#"
2660-7WQ.txt r` 0N99 10
_
$ SEAL
r
20007
• �+
w
ONOVER DEMON SERVICES, PA
$19 WALNUT STREET
WILNIMTON NO 28401

/ 1
alth Group
Be
DFtpINpGE AREA MAP
pL6: 1 "60,
$.0
I S:
l � • I �� 2 . _ (\ c' � � I DfiAINpG� ARFAof Vrlifmin9tonl
h4tGd�O POND 1
4 ; r J I g/�'� _) vn JS d a ►x d �w i w ! I i [ GRAiP�15 0.8
,;, � •I � ;� I l J p � � c.a . � �� - tici „,<, 7 � � 1 ; � ¢.1 acre 1
p,l acre
>7/ I • ! ' > ", f a 2 acre
/ / a I • t - I 1 v �C4 a Q.i acre
acre
• � bbb 8' 44 i3j 7 p,5 acre
acre 1
• I as wno e
ears
10 0.$ acre 1
' / _ram • f I wR09s »••_Fk ` tolfsite drains to 0.2 acre
43 acre$
91
In I n• F � �__—r- th-l1 I ' a,
`�' � • 1} o• j • ,! 8i�}YVAt.f1t}Y S{�628d0i ..
�j' • if _ _. - •r 'lA
fil
19 - � : � � � r ' S1+`i. '�, "R r� • .• fit €L O `- \ �. ��...
� • I \y, � o, { � � � :R � � 'ait:`i � '-,,� \ yam. � '�.� o r a s i �, r ,.�] i' `•.. ...„�. ..
qw
all
,
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,.� \V • � � � �,� , ,•� �� yam; , �� � N

� 1
Reservoir Report
Reservoir No. 1 - Devin Pond
Pond Data
Pond storage is based on known contour areas
Stage 1 Storage Table
Stage Elevation
ft ft
0.00
1.00
2.00
3.00
4.00
5.00
5.50
14.00
15.00
16.00
17.00
18.00
19.00
19.50
Contour area Incr. Storage Total storage
sqft cult cuft
11,000
0
0
17,700
14,350
14,350
19,750
18,725
33,075
21,750
20,750
53,825
28,500
25,125
78,950
32,800
30,650
109,600
50,000
20,700
130,300
Culvert 1 Orifice Structures
[A]
Rise in
= 18.0
Span in t
= 18.0
No. Barrels
= 1
Invert El. ft
= 13.50
Length ft
= 75.0
Slope %
= 0.50
N-Value
= .013
Orif. Coeff.
= 0.60
Multi -Stage
= -----
[B] [C] [D]
1.5
12.0
0.0
1.5
12.0
0.0
1
1
0
14.00
15.00
0.00
10.0
1.0
0.0
0.01
0.01
0.00
.013
.013
.000
0.60
0.60
0.00
Yes
Yes
No
Stage 1 Storage 1 Discharge Table
Weir Structures
[A]
Crest Len ft
= 0.0
Crest El. ft
= 0.00
Weir Coeff.
= 3.00
Eqn. Exp.
= 1.50
Multi -Stage
= No
Page 1
English
IB] [C] [D]
4.0
40.0
0.0
17.00
18.00
0.00
3.00
3.00
3.00
1.50
1.50
1.50
Yes
Yes
No
Tailwater Elevation = 10.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
' 14.00
1.30
0.00
0.00 ---
--- 0.00
0.00 ---
0.00
1.00
14,350
15.00
5.14
0.04
0.00 ---
--- 0.00
0.00 ---
0.04
2.00
33,075
16.00
9.84
0.05
0.05 ---
--- 0.00
0.00 ---
0.10
3.00
53,825
17.00
12.93
0.06
4.63 ---
--- 0.00
0.00 ---
4.69
4.00
78,950
18.00
15.42
0.03
2.96 ---
--- 12.00
0,00 ---
14.99
5.00
109,600
19.00
17.56
0.00
0.00 ---
--- 33.94
120.00 ---
17.56
5.50
130,300
19.50
18.53
0.00
0.00 ---
--- 47.43
220.45 ---
18.53
IRANOVEl4 DESIGN SERVICES, PA
319 WALNUT STREET
WILMINGTON NG 28401 a

T � r
Hydrograph Summary Report
Page i
Hyd.
No.
Hydrograph
type
(origin)
Peak
now
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.93
6
738
43,726
10
--
-----
--- -
Davin 10-pre
2
SCS Runoff
8.14
6
738
68,870
50
---
—
- -
Davin 50-pre
3
SCS Runoff
9.85
6
738
82,268
100
---
—
- --
Davin 100-pre
4
SCS Runoff
18.19
6
726
92,415
10
----
- —
—
Davin 10-post
5
SCS Runoff
24.60
6
726
126,352
50
—
— -
Davin 50-post
6
SCS Runoff
27.79
6
726
143,485
100
----
--
---
Davin 100-post
7
Reservoir
4.47
6
774
82.572
10
4
16.86
50,988
Routed 10-year
8
Reservoir
9.10
6
762
116,499
50
5
17.47
65,533
Routed 50-year
9
Reservoir
11.61
6
762
133,628
100
6
17.69
71.213
Routed 100-year
�—Proj. file: 2660-7.GPW
IDF file: wilmington.IDF
Run date: 07-28-2003
HANOVER DESIGN SERVICES, PA
Sig WALNUT STREET
wit U11drW)N Alf: 2Rd01i _�J

r
Hydrograph Plot
Hyd. No. 1
Devin 10-pre
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 4.70 ac
= 0.5 %
= USER
= 7.00 in
= 24 h rs
English
Peak discharge = 4.93 cfs
Time interval =
6 min
Curve number =
60
Hydraulic length =
750 ft
Time of conc. (TO =
30 min
Distribution =
Type II
Shape factor =
242
Total Volume = 43,726 cull
1-SCSRunoff -10Yr-Qp4.93ds
5
N
t�
a
0 5 10 15 20 25 30
Time (hrs)
+ Hyd. 1
4
3
[i1WOVER DESIGN SERVICES, PA
319 WALNUT STREET
woo AMrir;Tr-)N Alf: 9A4131 . -a

r ,
Hydrograph Plot
Hyd. No. 2
Devin 50-pre
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 50 yrs
= 4.70 ac
= 0. 5 %
= USER
= 9.00 in
= 24 h rs
English
Peak discharge = 8.14 cfs
Time interval =
6 min
Curve number =
60
Hydraulic length =
750 ft
Time of conc. (Tc) =
30 min
Distribution =
Type II
Shape factor =
242
Total Volume = 68,870 cuft
2-SCS Runoff -50Yr-Qp=8.14ds
10
u
0
5 20 25 30
Time (hrs)
+ Hyd. 2
8 -
6 --
4
2
0 , u.uw,w„, xxx,x w,'w.,,,x,
�n u i uttxlnx,ntlnttu.xix uIII �
0 5 10 1
M
OVER DESIGN SERVICES, PA
Sag WALNUT STREET
WIiMllNGTON NC 28401 �
OVER DESIGN SERVICES, PA
Sag WALNUT STREET
WIiMllNGTON NC 28401 �

Hydrograph Plot
Hyd. No. 3
Devin 100-pre
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 4.70 ac
= 0.5%
= USER
= 10.00 in
= 24 hrs
English
Peak discharge = 9.85 cfs
Time interval =
6 min
Curve number =
60
Hydraulic length =
750 ft
Time of conc. (Tc) =
30 min
Distribution =
Type 11
Shape factor =
242
Total Volume = 82,268 cult
3 SCS Runoff - 100 Yr - Qp = 9.85 ds
10-
6-
CY
4-
2-
0 0 5 10 15 20 25 30
Time (hrs)
+ Hyd. 3
MOVER DESIGN SEMcEs. PA
319 WALNUT STREET
WLMiNGTON NC 29401

flydrograph Plot
Hyd. No. 4
Devin 10-post
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
4.70 ac
= 0.5 %
= USER
= 7.00 in
= 24 hrs
English
Peak discharge = 18.19 cfs
Time interval =
6 min
Curve number =
85
Hydraulic length =
750 ft
Time of cone. (Tc) =
15 min
Distribution =
Type II
Shape factor =
242
Total Volume = 92,415 tuft
4-SCSRunoff -10Yr-Qp=18.19cfs
20
1
5
w.
0 1
0
CY
5
0
0 5 10 15 20 25
Time (hrs)
+ Hyd. 4
HANOVEA DESIGN SERVICES, PA
319 WALNUT STREET
WIININGTON NC 28401
HANOVEA DESIGN SERVICES, PA
319 WALNUT STREET
WIININGTON NC 28401

Hydrograph Plot
Hyd. No. 5
Devin 50-post
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 50 yrs
= 4.70 ac
= 0.5 %
= USER
= 9.00 in
= 24 hrs
English
Peak discharge = 24.60 cfs
Time interval =
6 min
Curve number =
85
Hydraulic length =
750 ft
Time of cons. (Tc) =
15 min
Distribution =
Type 11
Shape factor =
242
Total Volume = 126,352 cult
5 - SCS Runoff - 50 Yr - Qp = 24.60 cfs
25
2
0
DESIGN SERVICESr pA.
319 WALNUT STREET
WIi.MENGTQN NC 28401

Hydrograph Plot
Hyd. No. 6
DeVin 100-post
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 4.70 ac
Basin Slope
= 0.5 %
Tc method
= USER
Total precip.
= 10.00 in
Storm duration
= 24 hrs
English
Peak discharge = 27.79 cfs
Time interval =
6 min
Curve number =
85
Hydraulic length =
750 ft
Time of conc. (Tc) =
15 min
Distribution =
Type II
Shape factor =
242
Total Volume = 143,485 cult
6 - SCS Runoff -100 Yr - Qp = 27.79 cfs
30
25
20
v 15
C'1
10
5
0 5 10 15 20 25
Time (hrs)
+ Hyd. 6
HANOVER DESIGN SERVICES. PA
319 WALNUT STREET
WILMINGTON NC 25401 _�.�

Hydrograph Plot
Hyd. No. 7
Routed 10-year
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 4
Max. Elevation = 16.86 ft
Storage tndication method used.
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 4.47 cfs
= 6 min
= Devin Pond
= 50,988 cult
Total Volume = 82,572 tuft
7 - Reservoir -10 Yr - Qp = 4.47 cis
20
15
w
� 10
a
5
0
0 50 100 150
Time (hrs)
+ Hyd. 4 + Hyd. 7
MOVER DESIGN SERVICES, PA
319 WALNUT STREET
WiWHNGTON NC 28401

Hydrograph Plot
Hyd. No. 8
Routed 50-year
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Inflow hyd. No. = 5
Max. Elevation = 17.47 ft
Slorage Indication method used.
aY
Peak discharge
Time interval
Reservoir name
Max. Storage
8 - Reservoir - 50 Yr - Qp = 9.10 cfs
25
2a
15
10
5-
0-
English
= 9.10 cfs
= 6 min
= Devin Pond
= 65,533 cuft
I ot81 vaurne = 116,4'dy CUtt
0 20 40 60 80 100
Time (hrs)
+ Hyd. 5 + Hyd. 8
HWVER DESIGN SERVICES. PA
319 WALNUT STREET
WI MINGTON NC 2ml ,

1i 1 1
Hydrograph Plot
English
Hyd. No. 9
Routed 100-year
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 17.69 ft
Storage Indication method used.
Peak discharge
Time interval
Reservoir name
Max. Storage
= 11.61 cfs
= 6 min
= Devin Pond
= 71,213 cuft
Total Volume = 133,628 cult
9 - Reservoir -100 Yr - Qp =11.61 ds
30
25
20
N
w
15
CY
10
5
0
0 20 40 60 80
Time (hrs)
+ Hyd. 6 + Hyd. 9
HANOVER DESIGN SERVICES. PA
319 WALNUT STREET
WILMINGTON NC 2WI

Hydraflow Plan View
Project file: 2660-7A.stm J OF file: WILMlNGTONADF I No. Lines: 11 1 07-28-2003

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(H)
M)
(ft)
(ft)
(ft)
No.
1
1 TO 2
19.44
36 c
30.0
14.00
14.20
0.667
16.90
16.91
0.01
End
2
2 TO 3
19.13
36 c
79.0
14.20
14.40
0.253
16.92
16.96
0.01
1
3
3 TO 4
18.68
30 c
29.0
14.40
14.50
0.345
16.97
17.00
0.02
2
4
4 TO 5
10.36
24 c
147.0
14.50
14.70
0.136
17.02*
17.29*
0.02
3
5
5 TO 6
9.43
24 c
113.0
14.70
14.90
0.177
17.30*
17.47*
0.01
4
6
6 TO 7
7.32
18 c
97.0
14.90
15.00
0.103
17.48*
17.88*
0.03
5
7
7 TO 8
4.57
18 c
91.0
15.00
15.20
0.220
17.91 *
18.03*
0.01
6
8
8 TO 9
1.73
18 c
84.0
15.70
15.90
0.238
18.05*
18.06*
0.00
7
9
4TO10
8.28
24 c
91.0
14.50
14.70
0.220
17.02*
17.13*
0.01
3
10
10-11
4.63
18 C
194.0
14.70
14.90
0.103
17.14*
17.46*
0.01
9
11
10-12
0.43
12 c
45.0
14.80
15.00
0.444
17.14*
17.14*
0.00
9
Project File: 2660-7A.stm
I-D-F File: WILMiINGTON.ID
Total No. Lines: 11
Run Date: 07-30-2003
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
RANOVER DESIGN SERVICES, P,A.
AtA IAl A I ill !T OTnCCT

Hydraflow Storm Sewer Tabulation
Page- 1
Z
nm
0 0
�x
m
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd 1 Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
lncr
Tota!
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
[ac)
(C)
(min)
(min)
(inlhr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
30.0
0.10
3.90
0.80
0.08
2.96
5.0
8.6
6.6
19.44
58.99
2.84
36
0.67
14.20
14.00
16.91
16,90
19.20
17.00
1 TO 2
2
1
79.0
0.10
3.80
0.80
0.08
2.88
5.0
8.1
6.6
19.13
36.35
2.91
36
0.25
14.40
14.20
16.96
16.92
19.50
19.20
2 TO 3
3
2
29.0
0.20
3.70
0.50
0.10
2.80
5.0
8.0
6.7
18.68
26.09
3.80
30
0.34
14.50
14.40
17.00
16.97
17.70
19.50
3 TO 4
4
3
147.0
0.20
1.90
0.80
0.16
1.52
5.0
7.1
6,8
10.36
9.04
3.30
24
0.14
14.70
14,50
17.29
17.02
18.50
17.70
4 TO 5
5
4
113.0
0.40
1.70
0.80
0.32
1.36
5.0
6.5
6.9
9.43
10.31
3.00
24
0.18
14.90
14.70
17.47
17.30
18.50
18.50
5 TO 6
6
5
97.0
0.50
1.30
0.80
0.40
1.04
5.0
6.0
7.0
7.32
3.65
4.14
18
0.10
15.00
14.90
11.88
17.48
18.50
18.50
6 TO 7
7
6
91.0
0.50
0.80
0.80
0.40
0.64
5.0
5.5
7.1
4.57
5.82
2.58
18
0.22
15.20
15.00
18.03
17.91
18,50
18.50
7 TO 8
8
7
84.0
0.30
0.30
0.80
0.24
0.24
5.0
5.0
7.2
1.73
5.55
0.98
18
0.24
15.90
15.70
18.06
18.05
18.50
18.50
8 TO 9
9
3
91.0
0.60
1.60
0.80
0.48
1.18
5.0
6.1
7.0
8.2B
11.49
2.63
24
0.22
14.70
14.50
17.13
17.02
17.70
17.70
4TO10
10
9
194.0
0.80
0,80
0.80
0.64
0.64
5.0
5.0
7.2
4.63
3.65
2.62
18
0.10
14.90
14.70
17.46
17.14
17.70
17.70
10-11
11
9
45.0
0.20
0.20
0.30
0.06
0.06
5.0
5.0
7.2
0.43
2.57
0.55
12
0.44
15.00
14.80
17.14
17.14
17.50
17.70
10-12
Project File: 2660-7A.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 11
Run Date: 07-30-2003
NOTES: Intensity =161.201(Tc + 26.60) " 0.90; Return period = 10 Yrs. ; Initial tailwater elevation = 16.90 (ft)

Hydraflow Inlet Report
Page 1 -
Line
No
Line ID
A
Inlet
time
I
C
Q
CIA
Q
carry
Q
capt
Q
byp
Junc
type
Curb Inlet
Grate Inlet
Gutter
Flow
Byp =_
line
Ht
L
area
I.
W
So
W
Sw
Sx
depth
spread
_
No
(ac)
(min)
(inthr)
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(Rift)
(ft)
(tuft)
I
Mitt)
(ft)
(ft)
1
1 TO 2
0.10
5.0
7.23
0.80
0.58
0.00
0.58
0.00
Comb
0.0
2.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.11
22.00
Offsite
2
2 TO 3
0.10
5.0
7.23
0.80
0.58
0.00
0.58
0.00
Comb
6.0
2.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
4.09
18.00
1
3
3 TO 4
0.20
5.0
7.23
0.50
0.72
0.00
0.72
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.12
38.05
Offsite
4
4 TO 5
0.20
5.0
7.23
0.80
1.16
0.00
1.16
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.16
52.42
3
5
5 TO 6
0.40
5.0
7.23
0.80
2.31
0.00
2.31
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.25
83.82
4
6
6 TO 7
0.50
5.0
7.23
0.80
2.89
0.00
2.89
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.30
97.44
5
7
7 TO 8
0.50
5.0
7.23
0.80
2.89
0.00
2.89
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.30
97.44
6
8
8 TO 9
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.21
69.01
7
9
4TO10
0.60
5.0
7.23
0.80
3.47
0.00
3.47
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.33
110.17
3
10
10-11
0.80
5.0
7.23
0.80
4.63
0.00
4.63
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
1.50
0.005
0.003
0.40
133.68
9
11
10-12
0.20
5.0
7.23
0.30
0.43
0.00
0.43
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
i.50
0.005
0.003
0.08
26.77
9
Project File: 2660-7A.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 11
Run Date: 47-30-2003
NOTES: Inlet N-Values = 0.016 ; Design depth for grate(s) = 0.3 (ft); Intensity = 161.201 (Inlet time + 26.60) ^ 0.90; Return period = 10 Yrs. ; ' Indicates Known Q added

Hydraflow Hydraulic Grade Line Computations
Page 1
ESIZ
cn
=�0
7rm
z'IM
z� -i A
Z
co
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Min6t
coeff
loss
Invert
elev
HGL
elev
Depth
Area
Vel
Vel
head
I EGL
elev
Sf
Invert HGL Depth Area Vel Vel EGL Sf
elev elev head elev
Ave Enrgy
Sf loss
(in)
(cfs)
(ft)
(ft)
(ft)
(soft)
(fvs)
(ft)
(ft)
M
(ft)
(ft) (ft) (ft) (syft) (ftls) (ft) (ft) M
M (ft)
(K)
(ft)
1
36
19.44
14.00
16.90
2.90
7.00
2.78
0.12
17.02
0.063
30.0
14.20
16.91
2.71
6.72
2.89
0.13
17.04
0.064
0.064
0.019
0.10
0.01
2
36
19.13
14.20
16.92
2.72
6.74
2.84
0.13
17.05
0.061
79.0
14.40
16.96
2.56
6.42
2.98
0.14
17.10
0.066
0,063
0.050
0A0
0.01
3
30
18.68
14.40
16.97
2.50
4.91
3.81
0.23
17.20
0.177
29.0
14.50
17.00
2.50
4.91
3.80
0.23
17.22
0.176
0.176
0.051
0A0
0.02
4
24
10.36
14.50
17.02
2.00
3A4
3.30
0.17
17.19
0.179
147
14.70
17.29
2.00
3.14
3.30
0.17
17.45
0.179
0.179
0.263
0.10
0.02
5
24
9.43
14.70
17.30
2.00
3.14
3.00
0.14
17.44
0.148
113
14.90
17.47
2.00
3.14
3.00
0.14
17.61
0.148
0.148
0.167
0A0
0.01
6
18
7.32
14.90
17.48
1.50
1.77
4.14
0.27
17.75
0.414
97.0
15.00
17.88
1.50
1.77
4.14
0.27
18.15
0.414
0.414
0.401
0.10
0.03
7
18
4.57
15.00
17.91
1.50
1.77
2,58
0.10
16.02
0.135
91.0
15.20
18.03
1.50
1.77
2.58
0.10
18.14
0.135
0.135
0.123
0.10
0.01
8
18
1.73
15.70
18.05
1.50
1.77
0,98
0.01
18.06
0.023
84.0
15.90
18.06
1,50
1.77
0.98
0.01
18.08
0.023
0.023
0.020
0.10
0.00
9
24
8.28
14.50
17.02
2.00
3.14
2.63
0.11
17.13
0.114
91.0
14.70
17.13
2,00
3.14
2.63
0.11
17.23
0.114
0.114
0.104
0.10
0.01
10
18
4.63
14.70
17.14
1.50
1.77
2.62
0.11
17.24
0.165
194
14.90
17.46
1.50
1.77
2.62
0.11
17.56
0.165
0.165
0.321
0.10
0.01
11
12
0.43
14.80
17.14
1.00
0.79
0.55
0,00
17.14
0.013
45.0
15.00
17.14
1.00
0.79
0,55
0.00
17.15
0.013
0.013
0.006
0.10
0.00
Project File: 2660-7A.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 11 Run bate: 07-30-2003
NOTES: Initial tailwater elevation = 16.9 (ft) , " Normal depth assumed., '" Critical depth assumed.

Storm Sewer Profile
Proj. file: 2660-7A.stm -
Elev. (ft)
31.0
27.0
23.0
19.0
15.0
11.0
0
Line:1
Line:
Size: 36
(in
Sim 36
(in)
Line:3
Size:
30 (in)
Line:4
Size: 24
(in)
Line:5
Size:
24 (in)
Line:
Size:
6
18 (in)
Line:
Size:
7
18 (in)
Line:
Size:
8
18 (in)
50 100 150 200 250 300 350 400 450 500 550 600 650 700
Reach (ft)

Storm Sewer Profile
Proj. file: 2660-7A.stm
Elev. (ft)
27.0
24.0
21.0
18.0
15.0
120
Line: 9
Size: 24 (in) Line: 10
Size: 18 (in)
0 25 50 75 100 125 150 175 200
Reach (ft)
225 250 275 300

Storm Sewer Profile
Proj. file: 2660-7A.stm'
Elev. (ft)
28.0
25.0
22.0
Line: 11
19.0 Size: 12 (in)
16.0
13.0
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)

EROSION and SEDIMENT CONTROL NARRATIVE
for
DEVIN NURSING FACILITY
prepared for
DEVIN HEALTH GROUP LLC
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Hanover Design Services, PA
319 Walnut Street
Wilmington, NC 28401

EROSION AND SEDIMENT CONTROL PLAN
DEVIN NURSING FACILITY
for
DEVIN HEALTH GROUP LLC
August, 2003
NARRATIVE
NOTE: To be reviewed in conjunction with "Erosion and Sediment Control Plan for
Nursing Facility for Devin Health Group", Hanover Design Services, P.C., Drawings No.
2660-7, Sheets 3 and 4 of 5.
PROJECT DESCRIPTION -
The purpose of this project is to construct a commercial retirement
residence at the terminus of Silver Stream Lane off Medical Center Drive. The.
Erosion and Sediment Control Plan is to identify measures to be implemented to
control erosion during construction of the parking, utilities, and land grading
associated with this development.
The site is located south of Lake Shore Drive off Silver Stream Lane. The
project is 1 1.9 acres in size, 5.5 of which are proposed to be disturbed, with
4.7 acres draining to the proposed water quality detention 1 retention pond. The
developable site is gently rolling and wooded. It is bordered on the West by Lake
Shore Drive, the South by office development and on all other sides by
regulated wetlands.
SOILS -
The soils in the project area are primarily Kenansville complexes; well
drained, moderately permeable soils, with an erosion "K" factor of .10 and a
hydrologic classification of "A". The primary means of stormwater transport in
all areas around the site, all proposed site improvements, and impervious areas
will be a storm sewer system directed to the proposed pond/ basin.
(Soils Map attached)
RMOVEA DESIGN SERVICES, PA
319 WALNUT STREET
WILMINGTON NC 28401 J

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1 . TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrance to the proposed parking area from Silver
Stream Lane. Drainage is away from the road and sedimentation will be
controlled with downstream practices. During wet weather it may be necessary
to wash truck tires at this location.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the plans. Cut and fill slopes
shall be 3:1 or flatter except where specifically indicated.
3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Plan, and around any
temporary stockpile areas as necessary to prevent any graded interior areas
from eroding onto adjacent areas.
4. OUTLET STABILIZATION
Practice 6.41
Rip -rap aprons will be located at the downstream end of all discharge
pipes to prevent scour.
5. CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been installed, parking
areas are to be stabilized by placing sub -base course of approved stone, to
reduce erosion and dust during the remainder of building construction.
6. INLET PROTECTION
Practice 6.52
Storm sewer inlet barriers of block and gravel or filter fabric inlet protection
are to be constructed to help prevent sediment from entering the storm sewer
system. After permanent stabilization of the entire contributing watershed area,
the storm sewer system is to be flushed to remove accumulated sediment and
ensure design flows.
H11AlOVE'R DESIGN SERVICES, PA,
319 WALNUT STREET
WILMINGTON NC 28401 ,

7. SEDIMENT BASIN
Practice 6.61
The Sediment Basin is to be constructed first (see Construction Schedule)
and is the primary Practice to prevent sediment from leaving the site. Detailed
design and spillway configurations are specified in the CALCULATIONS section
following.
CONSTRUCTION SCHEDULE -
Indicated on Plan
1. Obtain approval of Plan and any necessary permits, and hold a pre -construction
conference prior to commencing any work.
2. Flag work limits and stake -out measures and Sediment Basin for preliminary
grading.
3. Install Gravel Construction Entrances.
4. Install Sediment Basin and silt fencing around all wetlands perimeters as shown
on Plan prior to clearing and grubbing site.
5. Construct any sediment control Practices shown, prior to rough grading site,
stockpiling topsoil as necessary. Construct utilities.
6. Establish final grades and stabilize parking areas with stone base course.
7. Final grade building site, install non -municipal utilities as needed, and
vegetatively stabilize areas where building construction is not imminent.
8. All erosion and sediment control Practices are to be inspected weekly and after
any rainfall, and repaired as necessary.
9. Upon completion of building construction, the roadway and parking areas are to
be paved and all areas permanently vegetatively stabilized. After site
stabilization, temporary measures are to be removed and the Sediment Basin
cleaned to its original design contours, if necessary, and riser structures orifices
opened, so as to function as a stormwater management 1 water quality
retention pond.
RMVER DESIGN! SET ICES, PA
319 WALNUT STREET
WILMINGTON NC 2M01

MAINTENANCE PLAN -
Indicated on Plan
1. All measures to be inspected weekly and after any rainfall event and needed
repairs made immediately.
2. Sediment Basin to be cleaned out when the level of sediment reaches 5.6'
below water surface level. Riser structure to be cleaned if excess water above
design surface no longer drains properly.
3. Sediment to be removed from behind the Silt Fence when it becomes 0.5' deep.
Fencing to be repaired as needed to maintain a barrier.
4. All seeded areas shall be fertilized, mulched, and re -seeded as necessary,
according to specifications provided, to maintain a suitable vegetative cover.
VEGETATIVE PLAN -
1 . Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and Design Manual",
Section 6.1 1, latest version. See Plan for specifications.
RANOVER DESIGN SERMES, PA
919 WALNUT STREET
WILIAINGTON NC >?M I

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Temporary Gravel Construction EntrancelExit
Specification # 6 46
Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots and other objectionable material and
properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4 Use geotextile fabrics because they improve stability of the foundation in locations subject to
seepage or high water table.
Maintenance
Maintain the gravel pad m a condition to prevent mud or sediment from leaving the construction
site. This may require periodic topdressing with 2-inch stone. After each rainfall, inspect any
structure used to trap sediment and clean it out as necessary. Immediately remove all
objectionable materials spilled, washed,. or tracked onto public roadways.
: ' - 3ER 11DE8'GN SEWCM PA
'. "" R STREEr
rb.. r.... �.. �-'.J.kc -280

Fabric Drop Inlet Protection (Temporary)
Specification # 6.51
Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene yarn --extra strength
(50 lb/1 inch minimum) that contains ultraviolet ray inhibitors and stabilizers. Fabric should
be sufficiently porous to provide adequate drainage of the temporary sediment pool. Burlap
may be used for short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate joints.
3. For stakes, use 2 x 4 inch wood (preferred) or equivalent metal with a minimum length of 3ft.
4. Space stakes evenly around the perimeter of the islet a maximum of 3ft. apart, and securely
drive them into the ground, approximately 13 inches deep.
5. To provide needed stability to the installation, frame with 2 x 4-inch wood strips around the
crest of the overflow area at a maximum of 1.5 ft above the drop inlet crest.
6. Place the bottom 12 inches of the fabric in a trench and bacldill the trench with at least 4
inches of crushed stone or 12 inches of compacted soil.
7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to the next stake.
S. The top of the frame and fabric must be well below the ground elevation downslope from the
..� drop inlet to keep runoff from bypassing the inlet. It may be necessary to build a temporary
dike on the down slope side of the structure to prevent bypass flow. Material from within the
sediment pool may be used for diking,.
Maintenance
Inspect the fabric barrier after each rain and make repairs at needed
Remove sediment from the pool area as necessary to provide adequate storage volume for the
next rain. Take care not to damage or undercut the fabric during sediment removal.
When the contributing drainage area has been adequately stabilized, remove all materials and any
unstable sediment and dispose of them properly. Being the disturbed area to the grade of the drop
inlet and smooth and compact it. Appropriately stabilize all bare areas around the inlet.
WNOVER DESIGN SERVICES, pA
319 WALNUT STREET
WIiMINGTON NG 2sM _

Construction Road Stabilization
Specification # 6.80
Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other objectionable material
2. Ensure that road construction follows the natural contours of the terrain if it is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep grades sufficient for
drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using water bars or
turnouts (References: Rwwff Control Measures).
S. Keep cuts and fills at 2:1 or flatter for safety and stability and to facilitate establishment of
vegetation and maintenance.
6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width of the road and
smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install subsurface drains or
geotextile fabric cloth before placing the crushed stone (Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, Ols and other disturbed areas or otherwise appropriately
stabilize as soon as grading is complete (References: Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of surface. Topdress with
new gravel as needed. Check road ditches and other seeded areas for erosion and sedimentation
after runoff -producing rains. Maintain all vegetation in a healthy, vigorous condition. Sediment -
producing areas should be treated immediately.
HANOVER DESIGN SERVICES, PA.
319 WALNUT STREET
WILMWGTON NC 2 M1

U
Outlet Stabilization Structure
Specifrcaffon # 6 41
Construction Specifications
i Ensure that the subgrade for the filter and riprap follows the required lines and grades shown
in the plan. Compact any fill required in the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by
increasing the nprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly protected from
punching or tearing during installation. Repair any damage by removing the nprap and
placing another piece of filter cloth over the damaged area. All connecting joints should
overlap a minimum of L ft. Ifthe damage is extensive, replace the entire filter cloth.
4. Rpprap may be placed by equipment, but take can to avoid damaging the filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -
resistant and well graded.
7. Construct the apron on zero grade with no overfall at the end Make the top of the riprap at
—� the downstream end level with the receiving are or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight
throughout its length. If a curve is needed to fit site conditions, place it in the upper section
of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation (Practice 6.10,
Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy rains to see if any erosion around or below the riprap
has taken place or if stones have been dislodged. Immediately make all needed repairs to prevent
further damage.
HARC R DESIGN SI:FNI= PA
319 WALNUT STREET
WIIMINGTON Nc 2MI ,

Land Grading
Specification # 6 02
Construction Specifications
1. Construct and maintain all erosion and sedimentation control practices and measures in
accordance with the approved sedimentation control plan and construction schedule.
2. Remove good topsoil from areas to be graded and filled, and preserve it for use in finishing
the grading of all critical areas.
3. Scarify area to be topsoiled to a minimum depth of 2 inches before placing topsoil (Practice
6.04, Topsoiling).
4. Clear and grub areas to be filled to remove trees, vegetation, roots, or other objectionable
material that would affect the planned stability of the fill.
5. Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, building debris, and
other materials inappropriate for constructing stable fills.
6. Place all fill in layers not to exceed 9 inches in thickness, and compact the layers as required
to reduce erosion, slippage, settlement, or other related problems.
7. Do not incorporate frozen material or soft, mucky, or highly compressible materials into fill
U slopes.
8. Do not place fill on a frozen foundation. due to possible subsidence and slippage.
9. Keep diversions and other water conveyance measures free of sediment during all phases of
development.
10. Handle seeps or springs encountered during construction in accordance with approved
methods (Practice 6.81, Subsurface Drain).
11. Permanently stabilize all graded areas immediately after final grading is completed on each
area in the grading plan. Apply temporary stabilization measures on all graded area when
work is to be interrupted or delayed for 30 working days or longer.
12. Show topsoil stockpiles, borrow areas, and spoil areas on the plans, and make sure they are
adequately protected from erosion. Include final stabilization of these areas in the plan.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation control
practices, especially after heavy rainfalls. Promptly remove all sediment from diversions and
other water4sposal practices. If washouts or breaks occur, repair them immediately. Prompt
maintenance of small eroded area before they become significant gullies is an essential part of an
effective erosion and sedimentation control plan.
RANOVER DESIGN SERVICES, PA
319 WALNUT STREET
WILMINGTON NC 20401

Sediment Fence (Silt Fence)
Specification 6.62
Construction Specifications
MATERIALS
1. Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon, polyester, or
polyethylene yarn, which is certified by the manufichurer or supplier as conforming to the
requirements shown in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide
minimum of 6 months of expected usable construction life at a temperature range of 0 to
120°F.
2. Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch diameter oak, or
1.33lb/linear ft steel with a minimum length of 4 ft. Make sure that steel posts have
projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a minimum 14 gauge
and a maximum mesh spacing of 6 inches.
Table 6.62b
Specifications For
Sediment Fence Fabric
Physical Property
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Slurry Flow Rate
CONSTRUCTION
Requirements
85% (mm)
Standard Strength-
30 lb/lin in (mim)
Extra Strength-
50 lb/lin in (min)
0.3 pYsq ft/min (min)
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above the ground
surface. (Higher fences may impound volumes of water sufficient to cause failure of the
structure.)
3. Construct the fitter fabric from a continuous roll cut to the length of the barrier to avoid
joints. When joints are necessary, securely fasten the filter cloth only at a support post with
overlap to the next post.
ROOM DESIGN SERMES, pA.
819 WALNUT STREET
KLMINGTQN file 2MI

4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of
the posts using heavy duty wire staples at least 1 inch long, or tie wires. Extend the wire mesh
support to the bottom of the trench.
5. When a wire mesh support fence is used, space posts a maximum of 8 $ apart. Support posts
should be driven securely into the ground to a minimum of 18 inches.
6. Extra strength filter fabric with 6S post spacing does not require wire mesh support fence.
Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of
posts and upslope from the barrier (figure 6.62a).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any required
repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become ineffective,
replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the next rain
and to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area to grade and
stabilize it after the contributing drainage area has been properly stabilized.
R WOVER DESIGN SERVtCM PA
3191r1ALNUT STREET
W-,.,„iGTON NC 28401

Temporary Seeding
Spectjication # 6.10
Specifications
Complete grading before preparing seedbeds and install all necessary erosion control
practices, such as dikes, waterways and basins. Minimize steep slopes because they
make seedbed preparation difficult and increase the erosion hazard. If soils become
compacted during grading, loosen them to a depth of 6-8 inches using a ripper, harrow, or
chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good seedbed
is well -pulverized, loose and uniform. Where hydroseeding methods are used, the
surface may be lift with a more irregular surface of large clods and stones.
Liming - Apply lime according to soil test recommendations. If the pH(acidity) of the
soil is not known, an application of ground agricultural limestone at the rate of 1 to 1 'h
tons/acre on coarse -textured soils and 2-3 tons/acres on fine -textured soils is usually
sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil.
Soils with a pH of 6 or higher need not be limed.
Fertilizer- Base application rates on soil tests. When these are not possible, apply a 10-
10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and lime should be
incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed
and fertilizer more than 30 minutes before application.
Surface roughening- If recent tillage operations have resulted in a loose surface,
additional roughening may not be required except to break up large clods. If rainfall
cuses the surface to become sealed or crusted, loosen it just prior to seeding by disking,
raking, harrowing, or other suitable methods, Groove or furrow slopes steeper than 3:1 on
the contour before seeding (Practice 6:03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.10a, for seeding in late
winter and early spring, Table 6.10b for summer, and Table 6.1Oc for fall..
HANOVER DESIGN SEWCE% PA.
319 WALNUT STREET
WILM NGTON NC 28441

Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or
hdroseeder. Use seeding rates given in Table 6.10a-6.10c. Broadcast seeding and
hyroseeding are appropriate for steep slopes wher equipment cannot be driven. Hand
broadcasting is not recommended because of the difficulty in achieving a uniform
distribution.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no
more than'h inch. Broadcast seed must be covered by raking or chain dragging, and then
lightly firmed with a roller or cultipacker. Hydroseeded mixtures should include a wood
fiber (cellulose) mulch.
Mulching
The use of an appropriate mulch will help ensure establishment under normal conditions
and is essential to seeding success under harsh site condition (Practice 6.14, Mulching).
Harsh site conditions include:
-seeding in fall for winter cover (wood fiber mulches are not considered adequate for this
use),
-slopes steeper than 3:1,
-excessively hot or dry weather,
-adverse soils(shallow, rocky, or high in clay or sans!), and
.� -areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels, anchor
mulch with netting (Practice 6.14, Mulching).
Table 6. 1Oc
Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb./acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March, if it is necessary to extend temporary cover beyond June 15,
overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
RkWVER DEMON SEFMCES, PA
319 WALNUT STREET
WILMiNGTQN NC 2WJ

Table 6. 10a
Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grain), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (ib/acre)-120
Omit annual lespedeza when duration of temporary cover is not to extend beyond June
Seeding dates -Coastal Plain — Dec. 1 — Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000lb/acre straw. Anchor straw by tacldng with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Rfferttilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Table 6.1Ob
Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
.� Seeding dates -Coastal Plain- Apr. 15-Aug. 15
Soil amendments -Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch —Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a much
anchoring tool.
Maintenance-Refertilize if growth is not fully adequate. Reseed, refertilize and much
immediately following erosion or other damage.
HANOVER DESIGN SERVICES, PA
319 WALNUT STREET
t M iGT ]0N ,WC . 2W

Permanent Seeding
Specifications # d 11
Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable due to
inappropriate soil texture (Table 6.11a), poor drainage, concentrated overland flow, or steepness
of slope until measures have been taken to correct these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum requirements as a
growth medium. The existing soil should have time criteria:
- Enough fine-grained (silt and clay) material to maintain adequate moisture and nutrient
supply (available water capacity of at least .05 inches water to 1 inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide an adequate root zone. The depth to rock or impermeable
layers such as hardpans should be 12 inches or more, except on slopes steeper than 2:1
where the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of any land. Clods
and stones may be left on slopes steeper than 3:1 if they are to be hydroseeded.
If any of the above criteria are not met-i.e., if the existing soil is too coarse, dense, shallow or
acidic to foster vegetation —special amendments are required. The soil conditioners described
below may be beneficial or, preferably, topsoil nay be applied in accordance with Practice 6.04,
�--i Topsoiling.
Soil Conditioners
In order to improve the structure or drainage characteristics of a soil, the following material may
be added. These amendments should only be necessary where soils have limitations that snake
them poor for plant growth or for fine turf establishment (see Chapter 3, Vegetative
Considerations).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat, or peat
humus, all from fresh -water sources. Peat should be shredded and conditioned in storage piles for
at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Ratted manure -stable or cattle manure not containing undue amounts of straw or other bedding
materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to each cubic yard.
Sludge -Treated sewage and industrial sludges are available in various forms: these should be used
only in accordance with local, State and Federal regulations.
RMIOVER DESIGN $EAMES, PA.
319 WALNUT STREET
WI MiNGTON NC 28mai

Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.1 lb) to select the most appropriate seeding
mixture based on the general site and maintenance factors. A listing of species, including
scientific names and characteristics, is given in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before seeding, and
complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing is performed free of
charge by the North Carolina Department of Agriculture soil testing laboratory. Directions,
sample cartons, and information sheets are available through county. Agricultural extension
offices or from NCDA . Because the NCDA soil testing lab requires 1-6 weeks for sample turn-
around, sampling must be planned well in advance of final grading. Testing is also done by
commercial laboratories.
When soil test are not available, follow rates suggested on the individual specification sheet for
the seeding mix chosen (Tables 6.1 is through 6.1 Iv). Applications rates usually fall into the
following ranges:
- Ground agricultural limestone
LighmexfturA sandy soils; 1-1 % tons/acre
Heavy textured, clayey soils 2-3 tons/acre
Fertilizer:
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-12001b/acre of 5-10-10 (or the equivalent)
Apple lime and fertilizer evenly and incorporate into the top 4-6 inches of soil by dislang or other
suitable means. Operate machinery on the contour. When using a hydroseeder, apply lime and
fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking into a smooth, uniform
surface (slope less than 3:1) Fill in or level depressions than can collect water. Broadcast seed
into a freshly loosened seedbed that has not been sealed by rainfall.
K MOVE» DESIGN SERVICES, PA
319 WALNUT WILLMtNGTOIr NG Eby

M
Table 6.11s
Seeding No. 4CP for:
Well -Drained Sandy loams to Dry Sands, Coastal Plain and Eastern Edge of Piedmont;
Low to Medium -Care Lawns
Seeding mixture
Species - Centipedegrass
Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June
(Sprigging can be done through July where water is available for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300 lb/acre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart. Place sprigs about 2 & apart in the row with one
end at or above ground level (Figure 6.1 ld).
Broadcast at rates shown above, and press sprigs into the top 1 Y: inches of soil with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly-20 lb/acre nitrogen in spring with no phosphorus.
Centipedegrass cannot tolerate high pH or excess fertilizer.
`Refer to Appendix 8.02 for botanical names
HWVER DESIGN SE"CiM pp
$19 WALNUT STREET
XLMiNGTQjd, NC 2MI

Table 6.1 It
.� Seeding No. 5CP for:
Well -Drained Sandy Loam to Dry Sands;Low Maintenance
Seeding midure
Species
Pensacola Bahiagrass
Sericea lespedeza
Common Bermudagrass
German millet
Rate (lb/acre)
50
30
10
10
Seeding notes
1. Where a neat appearance is desire, omit sericea
2. Use common Bermudagrass only on isolated sites where it cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1- July IS
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch Apply 4,0001b/acre grain straw or equivalent cover of another suitable mulch. Anchor by
tacking with asphalt, roving and netting or by crimping with a mulch anchoring tool. A disk with
blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat as growth requires.
May be moved only once a year. Where a neat appearance is desired, omit sericea and now as
often as needed.
MOVER DESIGN SERVICES, PA
319 WALNUT STREET
4VI MINGTON Nc 2MI

Table 6.1ly
Seeding No. 7CP for:
Grass -lined Channels;
Coastal Plain, Lower Piedmont and Dry Soils in the Central Piedmont
Seeding Mixture
Species - Common Bermudagrass
Rate - 40-80 (1/2 lb11,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom
of channels and ditches. The lining should extend above the highest calculated depth of flow. On
channel side slopes above this height, and in drainages not requiring temporary linings, apply
4,000 lb/acre grain straw and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can clog
drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and repair mulch
frequently. Refertilize the following Apr. with 50 lb/acre nitrogen.
HANOVER DESIGN SERVECEB, PA
319 WALNUT STREET
WILMiNGTON NC 2&4ot

Sediment Basin
Specifications # 6 61
Construction Specifications
Site preparations --Clear, grub and strip topsoil from areas under the embankment to remove
trees, vegetation, roots and other objectionable material. Delay clearing the pool area until
the dam is complete and then remove brush, trees and other objectionable materials to
facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on
the outer shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2. Cut-off trench --Excavate a cut-off trench along the centerline of the earth fill embaniQnent.
Cut the trench to stable soil material, but in no case make it less than 2 S. deep. The cut-off
trench must extend into both abutments to at least the elevation of the riser crest. Make the
minimum bottom width wide enough to permit operation of excavation and compaction
equipment but in no case less than 2 & Make side slopes of the trench no steeper than 1:1.
Compaction requirements are the same as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3. Embankment —Take fill material from the approved areas shown on the plans. It should be
clean mineral soil, free of roots, woody vegetation, rucks and other objectionable material.
Scarify areas on which fill is be placed before placing fill. The fill material must contain
sufficient moisture so it can be formed by hand into a ball without crumbling. If water can be
squeezed out of the ball, it is too wet for proper compaction. Place fill material in 6 to 8-inch
�-' continuous layers over the entire length of the fill area and then compact it. Compaction may
be obtained by routing the construction hauling equipment over the fill so that the entire
surface of each layer is traversed by at least one wheel or tread track of the heavy equipment,
or a compactor may be used. Construct the embankment to an elevation 10% higher than the
design height to allow for settling.
4. Conduit spillways —Securely attach the riser to the barrel or barrel stub to make a watertight
structural connection. Secure all connections between barrel sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do
not use pervious material such as sand, gravel, or crushed stone as baclfill around the pipe
or anti -seep collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the adjacent
embankment. Care Hurst be taken no to raise the pipe from firm coact with its foundation
when compacting under the pipe haunches.
Place a minimum depth of 28. of hamd-compacted backfill over the pipe spillway before
crossing it with construction equipment. Anchor the riser in place by concrete or other
satisfactory means to prevent flotation. In no case should the pipe conduit be installed by
cutting a trench through the dam after the embankment is complete.
S. Emergency spillway —Install the emergency spillway in undis#urbed soil. The achievement of
planned elevations, grade, design width, and entrance and exit channel slopes are critical to
the successful operation of emergency spillway.
HA OVE � STREET SIGN �' pA
WILMINGTONt NC 2aAn1

L.
6. Inlets—Discbarge water into the basin in a manner to prevent erosion. Use diversions with
outlet protection to divert sediment -laden water to the upper end of the pool area to improve
basin trap efficiency (References: Runoff Control Measures and Outlet Protection).
7. Erosion control —Construct the structure so that the disturbed area is minimized. Divert
surface water away from bare areas. Complete the embankment before the area is cleared.
Stabilize the emergency spillway embankment and all other disturbed areas above the crest of
the principal spillway immediately after construction (References: Surface Stabilization).
8. Safeq —Sediment basins may attract children and can be dangerous. Avoid steep side slopes,
and fence and mark basins with warning signs if trespassing is likely. Follow all state and
local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and restore the basin
to its original dimensions when sediment accumulates to one-halfthe design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment
for piping and settlement. Make all necessary repairs immediately. Remove all trash and other
debris from the riser and pool area.
RAMMR DE81GN SEAVICfSy PA
V9 WALNUT STREET
, WILMINGTON NC 26401