SW8000527_HISTORICAL FILE_20091119

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT N0.
SW
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

NC®ENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
November 19, 2009
Mr. George T. Norris, President
Oakwood Mobile Homes, Inc.
P. 0. Box 958
Morehead City, NC 28557
Subject: Session Law 2009-406 — Permit Extension
Stormwater Permit #SW8 000527
High Density -- Oakwood Mobile Homes
Carteret County
Dear Mr. Norris:
Natural Resources
Dee Freeman
Secretary
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of
Chapter 143 of the General Statutes, which is current and valid at any point between
January 1, 2008, and December 31, 2010. The law extends the effective period of any
stormwater permit that is set to expire during this time frame to 3 years from its current
expiration date.
Accordingly, Stormwater Permit # SW8 000527, which was set to expire on August 7,
2010, is now in effect until August 7, 2013. Please resubmit the renewal application
and fee at least 180 days prior to August 7, 2013, which would be February 7, 2013.
A copy of the Renewal Application can be obtained from the following website:
http:l/h2o_enr.state,nc.us/su/bmp forms.htm.
If you have any questions, please contact the Division of Water Quality in the
Wilmington Regional Office at 910-796-7215.
Sincerely,
�D, r1, J4
Georgette Scott
Stormwater Supervisor
Division of Water Quality
S:1WQSlSTORMWATERIRENEWAL1SL2009-4061000527.nov09
cc: Wilmington Regional Office
Central Files
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N, Salisbury St, Raleigh, North Carolina 27604 One
Phone: 91 M07-63001 FAX: [phone] Customer Service: 1.877-623-5748 North Carotin a
Internet: www.ncwaterquality org naturally
An Equal Opportunity 1 Affirmative Action Empioyer

COMMUNICATION RESULT REPORT ( AUG. 7.2000 12:16PM )
P. 1
- - -FILEMODE
768 MEMORY TX
OPTION -ADDRESS (GROUP)
-----------�--- ---------------------
8-252247409E
-
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
TTI ENR WIRO
RESULT PAGE
- -- ---- ---------
OK1/1
i
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
James B. Hunt, Governor Bill Holman, Secretary
FAX COVER SHEET
Date: August 7, 2000
To: Ginger Turner
Company: Stroud Engineering
FAX #: [phone]
DWQ Stormwater Project #SW8 000527
Project Name: Oakwood Mobile Homes
NM, SSAGE:
Dear Cringer:
No. of Pages: 1
From: Linda Le"
Water Quality Section - Stormwater
FAX #: [phone]
Phone #: [phone]
1. The supplement form submitted still shows the old (and incorrect) numbers for the drainage
4rea and impervious Area. I have changed the Drainage Area From 77,65E 42 to 74,S35 ft2,
and the Impervious Area from 72,573 ft2 to 72,047 fl , as reported in the calculations, I have
inade cot-rections to the supplement, but I need your written acceptance of this action in order
to write this permit,

:r.
State of North Carolina
ti Department of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
James B. I-lunt, Governor
Date: August 7, 2000
To: Ginger Turner
Company: Stroud Engineering
FAX #: [phone]
Bill Holman, Secretary
FAX COVER SHEET
DWQ Stormwater Project #SW8 000527
Project Name: Oakwood Mobile Homes
MESSAGE:
Dear Ginger:
No. of Pages: 1
From: Linda Lewis
Water Quality Section - Stormwater
FAX #: [phone]
Phone #: [phone]
The supplement form submitted still shows the old (and incorrect) numbers for the drainage
area and impervious area. I have changed the Drainage Area from 77,656 ft2 to 79,835 ft2,
and the Impervious Area from 72,573 ft2 to 72,047 ft2, as reported in the calculations. I have
made corrections to the supplement, but I need your written acceptance of this action in order
to write this permit.
S:1WQSISTORM WA I'1LETTERS1000527.AUG
127 Cardinal Drive Blension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

STROUD ENGINEERING, P.A.
HESTRON PLAZA TWO
151-A HWY. 24
MOREHEAD CITY, NORTH CAROLINA 28557
[phone]
NCDENR
Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
ATTN: Linda Lewis
RE: Stormwater Project NO. SW8 000527
Oakwood Mobile Homes
Dear Linda,
0 Tor.
RECEIVED
JUL 0 5 2000
DWQ
PRar # SW E&JL0 2'�-
This package is being sent per the letter requesting additional information,
submitted June 23, 2000. Corrections have been made to both the plans and applications
and are included with this submittal.
The discharge of our project is not the Newport River as noted on the application;
it is actually Hull Swamp (topographic map enclosed), which is Class `C'. I have
contacted Jim Bushardt, with NCDENR, and had him confirm the Class C classification
of Hull Swamp. The other comments included on your letter have all been addressed and
revised.
7479.
If you have any more questions or comments please feel free to call at (252)247-
Sincerely,
Ginger Turner, E.I.
107 COMMERCE ST. 3961 A MARKET ST. HESTRON PLAZA TWO
SUITE B SUITE A 151-A HWY. 24
GREENVILLE, NC 27858 WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone] [phone] [phone]

7
STROUD,ENGINEERING, P.A.;. p p an
Hestron Plaza Two `'�
151-A Hwy. 24 JUL C 5uu
M0REHEAD CITY, NC 28557
BY:
N ' i [phone]
TO NGTj� r— '_ l v% 6 hi 0 1
VVC1 2 05
WE ARE SENDING YOU ❑ Attached • ❑ Under separate cover via
❑ Shop drawings ❑ Prints
❑ Copy of letter ❑ Change order
Ej
❑ Plans
'NWTION
JOB No" +�
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Da,
W n o +rVl
SWd 2
❑ Samples
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
VI
`I CG C11�. G SU
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
SIGNED: ,
if enclosures are not as noted, kindly notify us at once.

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l 51 ' A' Hwy. 24
MOREHEAD CITY, NC 28557
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STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
rnUµI Mi lt."1 sj m,j(i ;
JOB OAK Rg) A116 S _
SHEET NO. OF V �,
CALCULATED BY �4r^ G ` + DATE �Ej{/e eq
CHECKED BY DATE
Gr.Ai F

PROJECT: OAKWOOD MOBILE HOMES, INC.
LOCATION: CARTERET COUNTY
PROJECT AREA:
RUNOFF CALCULATIONS:
RATIONAL METHOD: Q=CIA
RETURN PERIOD:
Tc:
INTENSITY:
RUNOFF COEFFICIENTS:
143808.52
3.30 AC
10 YEARS
5 MIN.
7.23 INIHR
0.95 GRAVEL AREAS
1 IMPERVIOUS AREAS
0.1 GRASSED AREAS
AREA
AREA
IMPERVIOUS
IMPERVIOUS
GRASSED
Cc
Quo
DA
(SF)
(AC)
AREA -GRAVEL
AREA -OTHER
(SF)
(CFS)
(SF)
(SF)
1
19845.00
0.46
17441.00
" 978.00
467.00
0.89
2.92
2
33277.001
0.76
1 16444.00
1 9014.00
6864.00
1 0.76
4.20
3
26713.001
0.61
1 26731.00
1 0.00
0.00
1 0.95
4.21
TOTAL
79835.001
1.83
1 60616.00
1 9992.00
7331.00
1 0.86
11.34
NOTE: These drainage areas are for the drop inlet calculations. The total drainage denoted as TOTAL, is all
directed to the detention pond. (TOTAL is the only drainage area for the project.)

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STROUD ENGINEERING, P.A.
Hestron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, NC 28557
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t ...._ ........ 1.........i.......I _.._.. I _... ._.. ... ....__1 ...... I ...... I i I
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r................. .._F............,L..,....... ......... _ .....
......_L_....-.._..._..._..._. .i r ....... _............... . L.......... .................... ...... .............
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IIIOmy loi'l;Sko LWO ZW r f►+edN1 .

STROUD ENGINEERING, P.A.
Hes#ron Plaza Two
151 A Hwy. 24
MOREHEAD CITY, INIC 28557
[phone]
MUM I?M I j5mg1e5Metsl 2M,I IPjdde )
JOB DQ`t:�- i-a a 0 7 - � ^-7 &- S
SHEET NO. ' {/ OF r 0
CALCULATED BY DATE�—O
CHECKED BY DATE !�
SCAI F

")h � q ) o
OAKWOOD HOMES INC.
WET DETENTION DRAWDOWN
orifice dia.=
1.25 in.
orifice area=
0.0085 sf
Cd=
0.72
time increment
120 minutes
storage volume
7223 ft"3
(required
1")
overflow el.=
7.4
perm. pool el.=
6.2
Time
Cumulative Cumulative Volume
Height
Flow
Volume
Volume
Increment
Time Time
Initial
Out
Out
Remaining
(minutes)
(minutes) (hours)
(ft"3)
(feet)
(cfs)
(cf)
(ft"3)
0
0
7223.00'
1.20
0.0539
0.00
7223.00
120
120
2
7223.00
1.20
0.0539
388.17
6834.83
120
240
4
6834.83
1.14
0.0524
377.60
6457.23
120
360
6
6457.23
1.07
0.0510
367.02
6090,21
120
480
8
6090.21
1.01
0.0495
356.44
5733.77
120
600
10
5733.77
0.95
0.0480
345.85
5387.92
120
720
12
5387.92
0.90
0.0466
335.26
5052.66
120
840
14
5052.66
0.84
0.0451
324.66
4728.01
120
960
16
4728.01
0.79
0.0436
314.06
4413.95
120
1080
18
4413.95
0.73
0.0421
303.45
4110.50
120
1200
20
4110.50
0.68
0.0407
292.83
3817.68
120
1320
22
3817.68
0.63
0.0392
282.21
3535.47
120
1440
24
3535.47
0.59
0.0377
271.58
3263.89
120
1560
26
3263.89
0.54
0.0362
260.94
3002.96
120
1680
28
3002.96
0.50
0.0348
250.29
2752.67
120
1800
30
2752.67
0.46
0.0333
239.63
2513.04
120
1920
32
2513.04
0.42
0.0318
228.96
2284.07
120
2040
34
2284.07
0.38
0.0303
218.28
2065.79
120
2160
36
2066.79
0.34
0.0288
207.59
1858.20
120
2280
38
1858.20
0.31
0.0273
196.89
1661.31
120
2400
40
1661.31
0.28
0.0259
186.16
1475.15
120
2520
42
1475.15
0.25
0.0244
175.42
1299.73
120
2640
44
1299.73
0.22
0.0229
164.66
1135.07
120
2760
46
1135.07
0.19
0.0214
153.88
981.19
120
2880
48
961.19
0.16
0.0199
143.07
838.12
120
3000
50
838.12
0.14
0.0184
132.23
705.89
120
3120
52
705.89
0.12
0.0169
121.35
584.54
120
3240
54
584.54
0.10
0.0153
110.43
474.12
120
3360
56
474.12
0.08
0.0138
99.45
374.67
120
3480
58
374.67
0.06
0.0123
88.41
286.26
120
3600
60
286.26
0.05
0.0107
77.28
208.98
120
3720
62
208.98
0.03
0.0092
66.03
142.95
120
3840
64
142.95
0.02
0.0076
54.61
88.35
120
3960
66
88.35
0.01
0.0060
42.93
45.42

Vt GG •1 ( V '0r l .'J
`� 120
4080
68
45.42
0.01 0.0043
30.78
14.64
7 2 n LS 120
4200
70
14.64
0.00 0.0024
17.47
-2.84
120
4320
72
-2.84
0.00 #NUM!_
#NUM!
#NUM!
120
4440
74
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
4560
76
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
4680
78
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
4800
80
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
4920
82
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5040
84
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5160
86
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5280
88
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5400
90
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5520
92
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5640
94
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5760
96
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
5880
98
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6000
100
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6120
102
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6240
104
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6360
106
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6480
108
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6600
110
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6720
112
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6840
114
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
6960
116
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
7080
118
#NUM!
#NUM! #NUM!
#NUM!
#NUM!
120
7200
120
#NUM!
#NUM! #NUM!
#NUM!
#NUM!

04,A I�UJ i rl
HANDCX ', A
85% TSS REMOVAL IN COASTAL COUNTIES
(30 FOOT VEGETATED FILTER REQUIRED)
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP
10%
.9
.8
.7
.6
.5
0
0
0
0
0
20%
1.7
1.3
1.2
1.1
"1.0
..9
.8
.7
.6
.5
30%
2.5
2.2
1.9
1.8
1:6
1:5
1.3
1.2
1.0
.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4'
1.11
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
'3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
4.
3.7
*3.3
2.9
�2.5
2.1
1.8
80%n
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90%
7.5'
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100%
8.2
7.4
6.8
6.2
5.6
5.0 `,
4.4
3.8
3.2.
2.6
*Revised 10/31197
90% TSS REMOVAL IN COASTAL COUNTIES
(NO VEGETATED: FILTER REQUIRED)
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'-
IMP%
10%
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20%
2.4
-2.0.
1.8
.1.7
' 1:5
1.4
1.2
1.0
.9
.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40%
4.5
4.0
3.5 ,
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
i-
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
-2.4
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7.9
7.2
6.5 j
5.9
5.2
4.6
3.9
3.3
100%n
12.0
10.0
8.8
8.I
[7-3
6.6
5.8
5.1
4.3
3.6

h L
18-73
DRAINAGE SEWERAGE- HYDRAULIC COMPUTATIONS-5
a = CroSs - secfionat. For pipes Full
_ area of w' oterway or hoJf- full
p a wefted perimeter ' �` R
4
R { P = Hydraulic radius.
SECTION OP AN'4 OPEN CHANr1EL - SECTION OF CIRCULAR PIPE.
V=Avercge or neon ve%cify in reef per second.
Q = Q V -Discharge of pipe or channel in cubic feet per second Cc. f.s.).
n = Coefficient of roughness ofpipe or channel surFace ,see Tob/e A-Py.18-68.
5 = Slope of Hydrae/ic 951'a0'ie17t (wafer surface ir, open chonro/s or pipes not
under Pressure, Same as slope of` chonriel or pipe invert only when 4/ow
!S uniform .)re con371ont section.
FIG. A- HYDRAULIC ELEMENTS OF CHANNEL SECTIONS.
too
90
so
0-,
70
w
u
a 60
v
3 50
0
—1
LL 40
U_
0
= 30
W 20
to
0
v Iv 4v +v MV Jv .py Iv VV 7y !yV to— orw
HYDRAULIC. ELEMENT5
PER CENT OF VALUE FOR FULL SECTION (APPrZOXIMATE)
""'AMPLE: Given: Discharge =12 c i7s. through,ia pipe which has capacify f/owing full
C. f s. of Cr vela city of 70 /7 per sec ' Reyewietl fo 7�d V for /2 c. f: s:
Pereel7fage o/`fu// discfiorge 60% . Enter Ch,7-1 of 80% of Yo/ue
fi'ir'fu/lsec/%n of f/ms, foA//2.5x7�79per sec.
i7Y,
F16.13-VALUES OF HYDRAULIC ELEMENTS OF CIRCULAR SECTION

A--�5
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: 'Bank and channel fining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
i (4) Vio
where Q discharge in cfs and V Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross -sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or -steeper, use recommendations
For next higher zone.- (Zones I through 6).
2s
20 -
5-
warm
wrap�m�aaR+u�a
r►asQ+u�
f��0a
irKx+o�n�oo�
11�uR�l/I�d,
�t�w�^w�rrrrm
a�rrrr���
Atxx�s.
rrarw.vmoov4ans+o�mn
w�[atl®
mom►
�a1�.rQ[u�au
-mm��m�r
o .1m�mo»
m
mm�watamatrm era®�w[am
Rs�[ruamnr*amr�
m�muu[ati�®®a
0' S' 10• 15' 20' 25'
DIAMETER (Ft.)
Figure 8.06.b.1
Rev. ) 2193
8.06.5

H `t-
w
Z �1,' R ��t
S,] A?WN MA ERK
MO ECT GIA.VERT
L1
10 PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1.-
STONE FILLING (FINE) CL. A
3 x .Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 x Do
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
4 x Do
8 x Do
4
STONE FILLING (HEAVY) . CL. 1
4 x Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 x Do
10 x Do
6
STONE FILLING (HEAVY) CL. 2
6 x Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure.8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.) `.
i
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Mn. thickness
(inches) "n" of fining _ (inches
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0,040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapmors)
8.06.6 ' R".IM3

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Division of Water Quality
,tune 23. 2000
Mr. Georooe Norris, General ManaVcler
Oakwood Mobile Homes. Inc.
PO Box 958
Morehead City, NC 28557
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Proiect No. SW8 000527
Oakwood Mobile Homes
Carteret County
Dear Mr. Norris:
The Wilmington Regional Office received a Stormwater Management Permit Application for Oakwood
Mobile Homes on May 11, 2000, A preliminary review of that information has determined that the application
is not complete. The following information is needed to continue the storrnwater review:
A wet pond is not an acceptable engineered solution for those projects which drain to class SA
waters. Please either redesic n to an infiltration basin and treat 1.5" of runoff, or provide the
results of a chlorides test taken after 3 days without rain; at a point in the receiving stream that is
at least 1/2 mile (as the crow flies) from the proposed discharge point. In order to allow the use
of a wet pond, the chlorides level must be less than 500 ppm.
Please provide a clear, readable location map. Please provide State Road numbers, label major
roads and intersections, and provide distances to the project from the nearest major intersection.
The printing on the map is too small to be legible on a blueprint.
3. Please seal the des'.Yn calculations.
4. The rules require that only the president or vice-president of a corporation may sign the
application. Others may sign only if a signed authorization from the president or vice president is
provided. Please provide a signed authorization.
5. The runoff from all impervious areas on the project must be directed to the pond. -Please relocate
the high point of the entrance road to the property line.
6. Please specify the vegetated cover to be planted above the permanent pool on the pond section
detail and initial item (1) on supplement. Simply saying `'...other aduatic vegetation" is not
acceptable. Please be specific in the type of grass to be planted. Please note that Love Grass is
not an acceptable vegetation for use in detention ponds due to its clumpy nature and inability to
be maintained.
7. The supplement reports an impervious area of 72,573 ft�, but the application and calculations use
70,60E ft2. Please clarify and revise the application or calculations as needed.
8. The supplement reports a permanent pool volume of 10,031 ft', but the calculations use 11,466
ft3. Please clarify and revise.
127 Cardinal I)r. Ext., WifminatWi, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 5M., recycled110% post -consumer paper

Mr. Norris
.tune 23, 2000
Stormwater Project No. SWS 000527
----------------------------------------------
9. The supplement reports that a I.5" orifice will be used, but the plans and calculations indicate
that a 1.25" orifice will be used. Please clarify and revise.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to July 23, 2000, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including the
application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must indicate
the date by which you expect to submit the required information. The Division is allowed 90 days from the
receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation ofNCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that
need to be revised have been sent to the engineer or agent along with a copy of this letter. All original
documents must be revised and returned or new originals must be provided. Copies are not acceptable. If you
have any questions concerning this matter please fee] free to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:1WQSISTORMWATIADDINFO\000527.,1UN
cc: Linda Lewis
James W. Forman, P.E.
127 Cardinal Dr. Ext., Wimington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recvcfed/10% host -consumer winer

-is.-'F-wi't.."&',�`d,e,xw,7 5"i OFFIL4UJL'.ONL.l�`,a t. .. ;ib?.�. fix•%.>.S::t �x.4� ��.{l.-�i'..Sc»i�:.�C;.� m�:-� �'j;`�.s
M
Date Received
Fee Paid
Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Oakwood Mobile Homes, Inc.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
George T. Norris, General -Manager
y
3. MaiIing Address for person listed in item 2 above:
P.O. Box 958
City: Morehead City - - State: NC Zip: 28557
Telephone Number: ( 252 ) 24772122
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name an
plans, specifications, letters, operation and maintenance agreements, etc.):
Oakwood Mobile Homes, Inc.
5. Location of Project (street address):
NE side of US Hwy 70, west of Morehead City
City: Morehead_ City County: Carteret
6. Directions to project (from nearest major intersection):
_ _approximately 2.5 miles on the NE side of Hwy 70, west _of NQrehead City,
from the intersection of Hwy 70 &'Hwy 24
7. Latitude: 34 °44' 50"
Longitude: 76 °50' 00"
of project
8. Contact person who can answer questions about the project:
Name: .lames W. Forman Telephone Number: ( 252 247-7479
IT. PERMIT INFORMATION:
1. Specify whether project is (check one): N New Renewal Modification
Form SWU-101 Version 3.99 Pam 1 of 4

at
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known) _ 1
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
�CAMA Major X Sedimentation/Erosion Control - 404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project,
all ^impervious ---runoff to be directed to the wet detent�ond _
2. Stormwater runoff from this project drains to the
White
Oak
River basin.
3. Total Project Area: 3.30 . acres
4.
Project Built Upon Area:
50.5
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are mole than. two drainage areas in the
project,.attach an additional sheet with the information for each area provided in the same format as below.
Basminformaion "�,,
��Drainage Azea 1�""
�., b,
DrairiageArea
Receiving Stream Name
Ne ort River'
Receiving Stream Class
SA
Drainage Area
77656 5F
Existing Impervious* Area
0.00 SF
Proposed Irn ervious"Area
70608 8F
% Impervious* Area (total)
20.9%
:•'r "s.^" mE ' >
sat. A.,
ervouA.
-
Dra vag,Ar a
MXyrDraina
,i
gefArema:-a 2
On -site Buildings
2050 SF
On -site Streets
3462 SF
On -site Parking
4480 SF.
_
On -site Sidewalks
N/A
Other on -site (gravel)
60616 SF
Off -site
N / A
Total: 70608 SF
Total:
" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? NIA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built -upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and
persons clairning under them, that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS'
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement ,.
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of

VI. S'UBMI-ITAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual.or firm):^ Stroud_ Engineering, P.A. / ,Tames W. Forman, P.E.
Mailing Address:151—A Hwy 24
City: Morehead City,
Phone;( 252_ )_ 247-7479
VIII. APPLICANT'S CERTIFICATION
State: 14C Zip: 28557
Fax: ( 252 ) 247-4098
I, (print or type name of person listed in General Inforniation, item 2) George T. Norris, General Manager
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be r orded nd that the proposed project complies with the requirements of 15A
NCAC 2H .1000. 1 , /1
Signature:
Date: o o °
Form SWU-101 Version 3.99 Page 4 of 4

Permit No. ' 'w 8 boo S-aj
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMW ATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application fohn, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and' outlet
structure details.
I. PROJECT INFORMATION
Project Name:
Oakwood Mobile Homes, Inc.
Contact Person: James W. Forman, Jr. ,P. E. Phone Number: (252 ) 247-7479
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 0.7 ft.
Permanent Pool Elevation 6.2 ft.
Temporary. Pool Elevation 7.4 ft.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 4850 sq. ft. (water surface area at the orifice elevation)
Drainage Area 77656 SF -a-c7.- (on -site and off -site drainage to the basin)
Impervious Area 72573 sF (on -.rite and off -site drainage to the basin)
volumes
Permanent Pool Volume 10031 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 7223 cu. ft. (volume detained above the permanent pool)
Forebay Volume 2474 cu. it. (approximately 20% of total volume)
Other parameters
SA/DAI 6. 145% (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 1.5 in. (2 to 5 day temporary pool draw -dawn required)
Design Rainfall 1.0 in_
Design TSS Removal 2 90 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
I When using the Division SAIDA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious.% and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
'- In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
909c TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit'
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and'erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

a
• Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 7511/o of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.13 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2.25 feet in the forebay, the sediment shall`be rinovcd.
Sediment Ren\oval t 1. 3.95 f 7
Bottom Elevation 3.2
FOREBAY
BASIN DIAGRAM
(fill in the blanks)
Fyn _ r
ti ~
Permanent Pool Elevation 6.2
Sediment Removal Elevation 2.07
75%
%-------------------------------- :-------•--------!---
Bottom Elevation 0 7 25% /
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover. 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures Iisted above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: George T. Norris
Title:_ General_ Manager
Address:_ P.Q. Box 95g_ Morehead City, NC _28557
Phone
Signature:
Date: M (,) I U Z J-3�)
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and
a resident of the subdivision has been named the president.
I, _ .._ -t �Z �gp , a Notary Public for the State of i
County of /'AVC _ - _ _ _ , do hereby certify that `7
personally appeared before me this /Drday of 0&4 Od , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. itnes y and and of rficial seal,
SEAL
My commission expires er. 003
Form SWU-102 Rev 3.99 Page 4 of 4

STROUD ENGINEERING, P.A.
Hestron plaza Two
151-A Hwy. 24
MOREHEAD CITY, NC 28557
(252) 247=7479
To IV• dt Wyitr �U [N
12-1 ,r. ` EKf
W1*1 M4bn
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via
❑ Shop drawings
❑ Copy of letter
❑ Prints
❑ Change order
❑ Plans
DATE O 0d
RE:
OQ.kwDoJ I4a b e;geu
❑ Samples
the following items:
❑ Specifications
DESCRIPTION
1 e s per•
THESE ARE TRANSMITTED as checked below:
❑ For approval
El For your use
❑ As requested
>
For review and comment
❑ FORBIDS DUE
REMARKS
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
DWQ
❑ Resubmit e a oxn�c es fnr approval
pftoj #
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
COPY TO
SIGNED:
!f enclosures are not as noted, kindly notify us at once

t I

■ Oakwood Mobile Homes, Inc,
Site Improvements
■ Stormwater Management Plan
May 3, 2000
RECEIVED
MAY 1 .i 2000
DWQ
p&OJ #
Prepared by:
Stroud Engineering, P.A.
Hestron Plaza Two
151-A Hwy 24
Morehead City, NC 28557

Table of Contents
Narrative
Vicinity Map
Stormwater Management Permit Application Form
Wet Detention Basin Supplement
Supporting Calculations
Construction Specifications
Section 02200 --- Earthwork
Section 02485 — Seeding and Mulching
Section 02513 — Bituminous Concrete Paving
Section 02720 — Storm Drainage System
Drawings (Attached)
Sheet 1 of 4 — Site plan
Sheet 2 of 4 — Stormwater and Erosion Control plan
Sheet 3 of 4 — Pond details
Sheet 4 of 4 — Details

Oakwood Mobile Homes, Inc.
Site Improvements
Stormwater Management Plan
May 3, 2000
Narrative
Project Description
This project includes the construction of 60,616 square feet of graveled parking
area, 9,959 square feet of roadway and parking, and 2,050 square feet in
buildings. The total disturbed area of the project is 2.43 acres including the
areas mentioned above and some additional grading. The site is being
constructed for use as a mobile home storage lot. All work will be done within
the boundaries of this tract of land.
Stormwater Management Plan
The project is being developed as a high density project. The total acreage of
the drainage area to the wet detention pond is 1.78 acres. The pond is sized to
retain runoff from the impervious areas discussed above.
Drainage from the project site will be to install three drop inlets around the site,
as shown on the plans, and have the stormwater drain into the forebay of the
pond. The outfall from the detention pond is the ditch located on the west side of
the property, which eventually runs into the Newport River.
Coastal Stormwater Regulations
The North Carolina Division of Environmental Management implemented coastal
stormwater regulations in coastal counties on January 1, 1988. These
regulations are detailed in 15 NCAC 2H.1000 Stormwater Runoff Disposal.
These rules allow for a development to be considered under various options.
This project is submitted for approval consideration under Section .1003(d)(1).

OAKWOOD HOMES INC.
SITE IMPROVEMENTS
BEAUFORT, NC
CARTERET COUNTY
SITE LOCATION MAP
MANSFIELD QUADRANGLE, 1994
1 " = 2000'

h�
�d
S 16'37'3`.
r RAP = V 23.34
iGTH
dIDTH = 5 OVERFLOW DEVICE
RE IVED
.,NESS = 1.5' SEE SHEET 3 FOR
CE
S
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MAY 1' l 2000 111 i I I SEE SHEETT'
I.IIUI I II
DWQ
PROD #
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. A.3
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transpomdon, Division of Design and Construction, 1971)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
S (4) VIo
1 where Q = discharge in efs and V Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute, flow velocity Vo at culvert or paved channel outlet..
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross -sectional area of flow. at outlet.
For multiple culverts, use Do=l .25xDo of single culvert.
Step 3) For apron grades of 10% oksAecper, use recommendations
For next higher zone.; (Zones 1 through 6).
25
20 -
15-
rL
LL
w 10-
5-
�Innn
m�sAA
cram - .ue.
Win`Wult
!i�»trnearnrr,l.
r�vRwrprr�r�►Q�
r�rrros�u®®omo
�rrmv�rr�auu��-wu�rm
�wr-.�a�wsau.d
0a�m mm
a�mmmxvmm�
oQ.isam��'�nrv��
rorromur�er�omm�
�®mum'
o�rmrruunm
rvm>.rnrs>�'
wrm�rolumvimma���
0 Fie
xr is +a .r
Figure 8.06.b.1
1 I I I
10' 15' 20' 25'
DIAMETER (Ft.)
Imo. I ZN3 8.06.5

K�
W
zTO
II rF1 ApWN MAT
PROTECT CULVEAr
LS
t0 PREVENT SCOUR
ROLE USE L2 ALWAYS
L2
t_
STONE FILLING (FINE) CL. A
3 x .Do
4 x Do
2 1
STONE FILLING (LIGHT) CL. 8
3 x Do
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
4 x Do
8 x Do
4
STONE FILLING (HEAVY) CL 1
4 x Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 x Do
10 x Do
6
STONE FILLING (HEAVY) • CL. 2
6 x Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE),
Fig. 8.06.b.2 .
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) In.. of lining (inches)
Fine 3 0.031 9 12
-Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6
Rev. I Z93

`"",%Iviffiff"',
.1CAR.9
, • r.•.••.� 4 ••i
SECTION 02200 S �L
�3 :_`
EARTHWORK �'c�` ' �FNCI N��'* �Nr:
rr LP •••• ...••. �a
, PART 1 -GENERAL
Nn�
1.1 APPLICABLE PUBLICATIONS: The publications listed below form a part o is specifications to the
extent referenced. The publications are referred to in the text by the basic designation only. references shall
be made to the "Latest Edition" of the cited publications.
1.1.1 American Association of State Highway and Transportation Officials (AASHTO) specifications
and tests,
T 99 The Moisture Density Relations of Soils Using a 5.5 lb. [2.5
kg] Rammer and a 12 in. [305 mm] Drop
T 180 The Moisture Density Relations of Soils Using a 10 lb. [4.54
kg] Rammer and an 18 in. (457 mm] Drop
1.1.2 American Society for Testing and Materials (ASTM) Publications:
D 422 Particle Size Analysis of Soils
D 698 Laboratory Compaction Characteristics of Soil Using
Standard Effort (24,000 ft. Ib.-f 1 ft.)
D 1140 Amount of Material in Soils Finer than the No. 200 (75-mm)
Sieve
D 1883 Bearing Ratio of Laboratory Compacted Soils
D 2487 Classification of Soils for Engineering Purposes
D 4318 1984 Liquid Limit, Plastic Limit and Plasticity Index of Soils
1.1.3 North Carolina Department of Transportation, "Standard Specification for Roads and Structures",
January 1, 1990 (NCDOT Specifications). A copy of the NCDOT Specifications shall be at the project site in
the possession of the Contractor. The specifications referenced are incorporated and become a part of this
specification.
Section 520 Aggregate Base Course
1.2 DESCRIPTION OF WORK: The work includes excavating, filling, general fill, preparation of subgrades
for pavements, and site grading to establish the lines and grades indicated.
1.3 DELIVERY, STORAGE, AND HAULING: Perform in a manner to prevent contamination or segregation
of materials.
1.4 CRITERIA FOR BIDDING: Base bids on the following criteria:
02200-1
Oakwood Homes, Inc.
513100

a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicted, will not be encountered
1.5 PROTECTION:
1.5.1 Site Drainage: Provide for the collection and disposal of surface and subsurface water encountered
during construction.
1.5.1.1 Surface Drainage: Completely drain construction site during periods of construction to keep soil
materials sufficiently dry to permit construction operations to successfully progress. Provide temporary
ditches, swales, and other drainage features and equipment as required to maintain dry soils. When
unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction
features develop, remove the unsuitable material and provide new soil material as specified herein.
1.5.2 Protection of Underground Utilities: The contractor shall verify locations of existing utilities prior to
excavation. If utilities are to remain in place, provide adequate means of support and protection during
earthwork operations.
1.5.3 Movement of construction machinery and equipment over any pipes during any stage of construction
shall be at the Contractor's risk. Repair or remove and provide new pipe for existing or newly -installed pipe
that has been displaced or damaged.
1.5.4 Protection of Existing Facilities: Protect structures, utilities, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout and other hazards created by
earthwork operations.
1.5.5 Protection of Trees and Root Systems: Perform excavation within drip -line of large trees to remain
by hand, and protect the root system from damage or dry out to the greatest extent possible. Maintain
moist condition for root system and cover exposed roots with burlap. Paint root cuts of 1" diameter and
larger with emulsified asphalt tree paint.
1.5.6 Sedimentation and Erosion Control: Contractor shall install silt fencing as indicated adjacent to graded
areas to trap runoff and sediments from construction areas and denuded soil areas. Graded areas shall be
seeded and mulched within 15 days of when final grades are established. No additional payment will be
made for placement erosion control measures required in addition to those indicated in the Contract
Documents.
1.6.6 Use of explosives is not permitted.
PART 2-PRODUCTS
2.1 SOIL MATERIALS: Shall be free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound
particles, frozen, deleterious. or objectionable materials. Unless specified otherwise, the maximum particle
diameter shall be one-half the lift thickness at the location of intended use.
2.1.1 8ackfill Material: Shall be granular or sandy material of ASTM D2487 Classification GW, GP, GM,
GC, SW, SP or SM. Soil material produced by on -site excavation may be used as backfll material if it is not
wet and it meets these specifications.
2.2 Topsoil: Provide in accordance with Section 02485, "Seeding and Mulching.
02200-2
Oakwood Homes, Inc.
513100

2.3 Aggregate Base Course (ABC): Provide NCDOT Aggregate Base Course, Type A in accordance with
NCDOT Specifications, Section 520.
PART 3 - EXECUTION
3.1 UNCLASSIFIED EXCAVATION:
3.1.1 All excavation under this section shall be classified as unclassified excavation.
3.1.2 Unauthorized Excavation: Consists of removal of materials beyond indicated subgrade elevations
or dimensions without specific direction of Engineer.. Unauthorized excavation, as well as remedial work
directed by Engineer, shall be at Contractor's expense.
3.1.4 Cold Weather Protection: Protect excavation bottoms against freezing when atmospheric
temperature is less than 35 degree F (1 degree C).
3.2 GRADING:
3.2.1 General: Uniformly grade areas within limits of grading under this section, including adjacent
transition areas. Smooth finished surface within specified tolerances, compact with uniform levels or
slopes between points where elevations are indicted, or between such points and existing grades. Grade
areas as shown on the Drawings to prevent ponding.
3.2.2 Lawn or Unpaved Areas: Finish areas to receive topsoil to within not more than 0.10' above or
below required subgrade elevations.
3.2.3 Pavements and Shoulders! Shape surface of areas under pavement and shoulders to line, grade
and cross-section, with finish surface not more than 112" above.or below required subgrade elevation.
3.3 FILLING AND BACKFILLING: Fill and backfill to the contours, elevations, and dimensions indicated as
described herein. Compact each lift before the overlaying lift is placed.
3.3.1 Ground Surface Preparation: Remove vegetation, debris, unsatisfactory soil materials, obstructions,
and deleterious materials from ground surface prior to placement of fills. Plow, strip, or break-up surfaces
so that fill material will bond with existing surface.
3.3.2 Placement of Fill and Backfill: Place backfill and fill materials in layers not more than 8" in loose
depth for material compacted by heavy compaction equipment, and not more than 4" in loose depth for
material compacted by hand -operated tampers. Before compaction, moisten or aerate each layer as
necessary to provide optimum moisture content. Compact each layer to required percentage of maximum
dry density or relative dry density for each area classification. Do not place backfill or fill material on
surfaces that are muddy, frozen, or contain frost or ice.
3.3.3 Adjacent to Structures: Place backfill and fill materials evenly adjacent to structures, piping or
conduit to required elevations. Take care to prevent wedging action of backfill against structures or
displacement of piping or conduit by carrying material uniformly around structure, piping or conduit to
approximately same elevation in each lift.
3.4 Placement of Aggregate Base Course: Contractor shall utilize methods of handling, hauling and
placement of ABC which will minimize segregation and contamination.. Aggregate which is contaminated
with soil materials, mud or other foreign materials shall be removed and replaced at no additional cost to the
owner.
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3.4 COMPACTION:
3.4.1 General: Control soil compaction during construction providing minimum percentage of density
specified for each area classification as indicated below. Remove and replace, or scarify and air dry, soil
material that is too wet to permit compaction to specified density. Soil material that has been removed
because it is too wet to permit compaction may be stockpiled or spread and allowed to dry. Assist drying
by disking, harrowing or pulverizing until moisture content is reduced to a satisfactory value.
3.4.3 Percentage of Maximum Density Requirements: Compact soil to not less than the following
percentages of maximum density.
3.4.3.1 Pavements: Compact top 12"'of subgrade at 100% density in accordance with ASTM D 698.
Each layer of backfill or fill material below top 12" shall be compacted to 98% maximum density.
3.4.3.2 Lawn or Unpaved Areas: Compact top 6" of subgrade and each layer of backfill or fill material
at 95% density in accordance with ASTM D 698.
3.4.5 Grade Control: During construction, maintain lines and grades including crown and cross -slope of
subbase material.
3.5 COMPACTION OF AGGREGATE BASE COURSE: Each layer of aggregate placed shall be
compacted to 100 percent of density obtained by compacting sample of aggregate compacted in
accordance with AASHTO T180. Aggregate material shall be compacted at a moisture content which is
approximately that required to produce a maximum density indicated by the sample tested as indicated
above.
3.5 STABILITY OF EXCAVATIONS: Slope sides of excavations to comply with local codes and
ordinances having jurisdiction. Shore and brace where sloping is not possible because of space
restrictions or stability of material excavated. Maintain sides and slopes of excavations in safe condition
until completion of backfilling.
3.6 SHORING AND BRACING: Provide materials for shoring and bracing, such as sheet piling, uprights,
stringers and cross -braces, in good serviceable condition. Establish requirements for trench shoring and
bracing to comply with local codes and authorities having jurisdiction. Maintain shoring and bracing in
excavations regardless of time period excavations will be open. Carry down shoring and bracing as
excavation progresses.
3.7 DEWATERING: Prevent surface water and subsurface or ground water from flowing into excavations
and from flooding project site and surrounding area. Do not allow water to accumulate in excavations.
Remove water to prevent softening of soil detrimental to stability of subgrades and pavements., Provide
and maintain pumps, well points, sumps, suction and discharge lines, and other dewatering system
components necessary to convey water away from excavations. Establish and maintain temporary
drainage ditches and other diversions outside excavation limits to convey rain water and water removed
from excavations to collecting or run-off areas. Do not use trench excavations as temporary drainage
ditches.
3.8 FIELD QUALITY CONTROL:
3.8.1 Quality Control Testing During Construction: When excavation has reached required subgrade
elevations before the aggregate base course is placed, provide proof rolling of the prepared pavement
subgrade with a heavy roller or loaded dump truck (+25 tons) in the presence of the Engineer. The
02200-4
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proof rolling shall be covered by the wheels of the proof roller operating at a speed between 2-1/2 and 3-
1/2 miles per hour. Any areas that rut or pump excessively shall be allowed to dry or shall be undercut and
backfilled with acceptable material as directed by the Engineer. After undercut and backfill operations are
complete, a final proof rolling of the undercut areas will be performed in the presence of the Engineer.
Proof rolling done without the Engineer or the Engineer's representative present shall be proof rolled again
in the presence of the Engineer or his representative. No additional payment will be allowed for areas
proof rolled without the Engineer present.
3.9 MAINTENANCE:
3.9.1 Protection of Graded Areas: Protect newly graded areas from traffic and erosion. Keep free of
trash and debris. Repair and re-establish grades in settled, eroded, and rutted areas to specified
tolerances.
3.9.2 Reconditioning Compacted Areas: Where completed compacted areas are disturbed by subsequent
construction operations or adverse weather, scarify surface, re -shape, and compact to required density
prior to further construction.
3.9.3 Settling: Where settling is measurable or observable at excavated areas during general project
warranty period, remove surface (pavement, lawn or other finish), add backfill material, compact, and
replace surface treatment. Restore appearance, quality, and condition of surface or finish to match
adjacent work, and eliminate evidence of restoration to greatest extent possible.
3.10 DISPOSAL OF EXCESS AND WASTE MATERIALS:
3.10.1 Excess Material: Remove acceptable material to be reused to area on project site designated by
the Owner or Engineer. Stockpile soil or spread as directed by Engineer. Unused material shall become
the property of the Contractor and shall be disposed of as waste material.
3.10.2 Waste Material: Waste materials shall become the property of the Contractor and disposed of off
of project property. Disposal shall be at an approved site meeting all applicable local, state and federal
regulations. Contractor is responsible for meeting all applicable local, state and federal regulations for
transport and disposal of waste materials. Fees for disposal are to be paid by the Contractor.
END OF SECTION
02200-5
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5/3/00

SECTION 02513
• S Q�. iCx
BITUMINOUS CONCRETE PAVING
IN
PART 1 -GENERAL ,''•i,�1' L!'AM' �,.�
• 1�H1
1.1 RELATED DOCUMENTS:
The general provisions of the Contract, including General and Special Conditions and Division-1/'�
Specification sections, apply to work of this section. .
1.1.1 Related Work Specified Elsewhere:
A. Earthwork: Section 02200
1.2 REFERENCE DOCUMENTS:
1.2.1 American Association of State Highway and Transportation Officials (AASHTO) specifications and
tests.
M301 Joint Sealants, Hot -Poured, for Concrete and Asphalt
vements
T-99 The Moisture Density Relations of Soils Using a 5.5 lb. [2.5 kg]
Rammer and a 12 in. [305 mm] Drop
1.2.2 North Carolina Department of Transportation, "Standard Specification for Roads and Structures",
January 1, 1990. A copy of the NCDOT Specifications shall be at the project site in the possession of the
Contractor. The specifications referenced are incorporated and become a part of this specification.
Section 520 Aggregate Base Course
Section 605 Bituminous Tack Coat
Section 645 Bituminous Concrete Surface Course, Types 1-1 and 1-2
1.2.3 American Society for Testing and Materials (ASTM) publications.
D36 Softening Point of Bitumen (Ring -and -Ball Apparatus)
D70-82 Specific Gravity and Density of Semi -Solid Bituminous Materials
D146-90 Sampling and Testing Bitumen -Saturated Felts and Woven
Fabrics for Roofing and Waterproofing
D412-87 Vulcanized Rubber and Thermoplastic Rubbers and Thermoplastic
Elastomers-Tension
D517-92 Asphalt Plank
1.2A Manufacturers Instructions: Where installation, handling or storage of a material is to be in accordance
with the manufacturers instructions, a copy of the instructions for the particular product shall be at the project
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site in the possession of the Contractor. The instructions as provided by the manufacturer are incorporated
and become a part of this specification.
1.3 DESCRIPTION OF WORK:
The extent of work under this item includes the placement of tack coat, aggregate base course and
bituminous concrete pavement for the pavement areas described in the Contract Documents for the
Lump Sum Base Bid. Bituminous concrete paving shall also mean bituminous paving, asphalt, or asphalt
concrete as may be used in other sections of the specifications or drawings.
1.4 SUBMITTALS:
1.4.1 Material Certificates:
A. Bituminous Concrete Paving: Provide 2 copies of materials certificates signed by the material
producer and the Contractor, and notarized, certifying that each material item complies with,
or exceeds, specified requirements.
B. Job Mix Formula: Provide 2 copies of the; proposed job mix formula at least 15 days prior to
beginning work. If this formula has not been previously approved by N.C. D.O.T. for the type
of pavement specified, Contractor shall, at his own expense take whatever measures are
necessary in order to obtain said approval prior to beginning work or have a mix design
prepared by an approved Testing Lab.
C. Tack Coat: Provide 2 copies of materials certificates signed by the material producer and the
Contractor, and notarized, certifying that each material item complies with, or exceeds,
specified requirements.
PART 2-PRODUCTS
2.1 Aggregate for Aggregate Base Course: Aggregate meeting the requirements of NCDOT
Specifications, Section 520.
2.2 Bituminous Surface Course, Type 1-2: Materials meeting the requirements of NCDOT Specifications,
Section 645.
2.3 Tack Coat: Material meeting the requirements of NCDOT Specifications, Section 605-2.
PART 3 - EXECUTION
3.1 GENERAL:
3.1.1 Weather Limitations: Construction operations shall be conducted in accordance with the weather
limitations given in the applicable sections of "Standard Specifications for Roads and Structures" as
issued by N. C. Department of Transportation. No asphalt concrete shall be placed when the ambient
temperature is less than 40 degrees F in the shade away from artificial heat.
3.1.2 Grade Control: Establish and maintain required lines and elevations as necessary to match existing
grades and/or proposed grades on the drawings. In areas where pavement overlay is to be placed,
Contractor shall, in the presence of the Engineer, identify bird bath areas (small localized depressions in
the pavement surface where water ponds) in the existing pavement. Care shall be taken in placement of
new pavement to shape new pavement surface to eliminate.bird bath areas from the existing pavement
areas and prevent bird bath areas in any new pavement surfaces. Bird bath areas existing after
placement of final pavement surface shall be identified and corrected at no additional costs to the Owner.
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3.1.3 Subgrade: Shape surface of areas under base course to line, grade and cross-section shown on
drawings, with finish surface not more than 112" above or below the required subgrade elevation. Prepare
soil subgrade in accordance with Section 02200, "Excavation," of these specifications.
3.1.4 Patches; Patches in driveways and roadways shall be graded to depth required to match existing
pavement or to provide minimum pavement specified.
3.2 Aggregate Base Course: Place base course material on prepared subgrade in layers of uniform
thickness, conforming to indicated cross-section and thickness. Maintain optimum moisture content for
compacting subbase material during placement operations. When a compacted base course is shown to
be 6" thick or less, place material in a single layer. When shown to be more than 6" thick, place material
in equal layers, except no single layer more than 6" or less than 3" in thickness when compacted. Grade
the base course evenly to thickness indicated on drawings and compact to 100%, AASHTO T 99.
Maintain a uniform surface on the base course until.the placement of the bituminous surface course is
complete.
3.2.1 Proof Rolling of Aggregate Base Course: Provide proof rolling of the compacted aggregate base
course with a heavy roller or loaded dump truck (+25 tons) in the presence of the Engineer. The proof
rolling shall be covered by the wheels of the proof roller operating at a speed between 2-112 and 3-112
miles per hour. Any areas that rut or pump excessively shall be allowed to dry or shall be undercut and
backfilled with select backfill or coarse aggregate base course as directed by the Engineer. After undercut
and backfill operations are complete, a final proof rolling of the undercut areas will be performed in the
presence of the Engineer's Representative. Areas too small or irregular in shape for effective proof rolling
shall tested for compaction in accordance with these'specifications.
3.3 Tack Coat: Tack coat shall be applied to contact surfaces of previously constructed asphalt or
portland cement concrete and surfaces abutting or projecting into asphalt concrete pavement. All
application of tack coat shall be in conformance with NCDOT Specifications, Section 605. Tack coat shall
be uniformly applied at a rate 0.02 to 0.05 gallons per square yard. No more tack coat material shall be
applied than can be covered with base, binder or surface course during the following day's operations. No
base, binder or surface mixture shall be deposited thereon until the tack coat has sufficiently cured to
properly receive paving. All exposed surfaces, not intended to contact paving, shall be protected
sufficiently to prevent tack coat from being tracked or splattered on said surfaces. After the tack coat has
been applied, it shall be protected until it has cured for a sufficient length of time to prevent it from being
picked up by traffic.
3.4 Placing Bituminous Concrete Pavement: Place bituminous concrete pavement in as continuous an
operation as possible. The Contractor shall spread the materials to uniform density and strike a smooth
finish true to cross-section and free from inequalities.' Spread mixture at minimum temperature of 225
degrees F. Place each course in the required amounts, so that when compacted, they will conform to the
indicated grade, cross section, and thickness. Asphalt shall be put down in one course. Provide joints
between old and new pavements and between successive days' work for continuous bond between
adjoining work. Clean contact surfaces and apply tack coat.
3.4.1 Rolling: Begin rolling when bituminous concrete mixture will bear roller weight without excessive
displacement. Repair surface defects with hot bituminous concrete material as rolling progresses. Cut
out and patch defective areas and roll to blend with adjacent satisfactory paving. Continue rolling until
maximum density is attained and roller marks eliminated.
3.4.2 Protection of Pavements: Protect paving from damage and vehicular traffic until bituminous
concrete mixture has cooled and attained its maximum degree of hardness.
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3.5 FIELD QUALITY CONTROL:
3.5.1 Pavements: Test the in -place bituminous concrete courses for compliance with requirements for
thickness and surface smoothness. Repair or remove and replace unacceptable paving as directed by
the Engineer. :
3.5.1.1 Thickness: In -place compacted thickness will not be acceptable if exceeding following allowable
variation from required thickness:
A. Course Aggregate Base Course: 112", plus or minus
A. Bituminous Concrete Course: 114", plus or minus
3.5.1.2 Surface Smoothness: Test finished surface of each bituminous concrete course for smoothness,
using 10" straightedge applied parallel with, and at right angles to centerline of paved area. Surfaces will
not be acceptable if exceeding the following tolerances for smoothness:
A. Wearing Course Surface: 118"
Check surfaced areas at intervals as directed by the Engineer.
END OF SECTION
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CAKu� �..
SECTION 02720
STORM DRAINAGE SYSTEM
PART 1 -GENERAL
1.1 APPLICABLE PUBLICATIONS: The publications listed below form a part of
extent referenced. The publications are referred to in the text by the basic desigr
1.1.1 North Carolina Department of Transportation, "Standard Specifications for Roads and Structures',
January 1, 1990 (NCDOT Specifications). A copy of the NCDOT Specifications shall be at the project site in
the possession of the Contractor. The specifications referenced are incorporated and become a part of this
specification.
Section 840 Minor Drainage Structures
Section 1005 General Requirements for Aggregates
Section 1016 Select Backfill Material
Section 1032 Culvert Pipe
1.1.2 American Association of State Highway and Transportation Officials (AASHTO) specifications and
tests.
T-99 The Moisture Density Relations of Soils Using a 5.5 lb. [2.5 kg]
Rammer and a 12 in. [305 mm] Drop
1.1.3 American Society for Testing and Materials (ASTM):
D 698 Laboratory Compaction Characteristics of Soil Using
Standard Effort (24,000 ft. lb.-flft.)
1.2 DESCRIPTION OF WORK: The work includes new storm drainage systems and related work. The
storm drainage system consist of storm drainage piping, inlets and manholes. Provide each system
complete and ready for operation. provide the storm drainage complete including equipment, materials,
installation and workmanship as specified herein. Pre -cast concrete or unit masonry drainage structures
meeting the requirements of the Contract Documents may be used at the discretion of the Contractor.
1.3 SUBMITTALS:
1.3.1 Manufacturer's Catalog Cuts and Test Reports
a. Reinforced Concrete Pipe
b. Gaskets
d. Trench Backfill Material
1.3,2 Shop Drawings: Submit detailed shop drawings for pre -cast concrete drainage structures including
frames, grates, covers and steps. Shop drawings shall contain complete information in detail to show
compliance with material requirements of this specification.
1.4 DELIVERY, STORAGE, AND HANDLING OF MATERIALS:
1.4.1 Delivery and Storage:
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513100 02720-1

1.4.1.1 Pipe: Inspect materials delivered to site for damage. Store materials on site in enclosures or under
protective coverings. Store rubber gaskets under cover, out of direct sunlight. Do not store materials directly
on the ground. Keep inside of pipes and fitting clean and free of dirt and debris.
1.4.2 Handling: Handle pipe, fittings and other accessories in such a manner as to ensure delivery to the
trench in sound, undamaged condition.
PART 2-PRODUCTS
2.1 PIPE:
2.1.1 Concrete Pipe and Fittings: Pipe shall reinforced concrete pipe in accordance with NCDOT
Specifications, Section 1032-1(B), Class III, wall B.
2.1.1.1 Joints: Pipe shall have bell and spigot or tongue and groove joints with rubber gaskets in accordance
with NCDOT Specifications, Section 1032-1(F) and referenced specifications.
2.3 CONCRETE DRAINAGE STRUCTURES: Construct of precast or cast -in -place concrete in accordance
with NCDOT Specifications, Section 840.
PART 3 - EXECUTION
3.1 PIPE INSTALLATION:
3.1.1 General: Each section of pipe shall be carefully examined before being laid, and defective or damaged
pipe shall not be used. Proper equipment shall be provided for lowering sections of pipe into proper position.
No pipe shall be laid in water, and no pipe shall be laid when trench conditions or weather are unsuitable for
such work. Diversion of drainage or dewatering of trenches during construction shall be provided as
necessary. Pipe shall be laid true to the grades indicated and shall rest upon the pipe bed for the full length
of each section. Pipe having its grade and/or joint disturbed after laying shall be taken up, cleaned, and re-
laid. Where pipes connect to drainage structures, exposed ends of pipe shall be cut flush with the face of the
structure unless otherwise indicated. Cut ends of pipe shall be ground smooth of rough edges and metal
spurs. All pipe shall be laid with markings on top. Inner surfaces shall abut neatly, tightly and smoothly. All
pipe in place shall be approved by the Engineer before being covered and concealed. Rejected pipe shall
become the property of the Contractor and promptly removed from the site.
3.1.2 Pipe Laying and Jointing: Inspect pipe and fittings before and after installation; defective pipe shall be
replaced with new materials. Provide equipment for lowering pipe sections into trenches. Lay pipe with the
bell ends in the upgrade direction. Adjust spigots in bells to give a uniform space all around. Blocking or
wedging between bells and spigots will not be permitted. replace pipe or fittings that do not allow sufficient
space for proper caulking or installation of joint material with new pipe or fittings of correct dimensions. At the
end of each days work, close ends of pipe temporarily with wood blocks or bulkheads. Provide batterboards
spaced not more than 26 feet apart along the trench or use the laser beam method for ensuring proper slope
and elevation. Pipe grades or joints that are disturbed after laying shall be removed, cleaned and reinstalled.
3.2 SPECIAL REQUIREMENTS FOR INSTALLATION OF STORM DRAINAGE SYSTEM:
3.2.1 Concrete Pipe: ACPA "Concrete Pipe Installation Manual' or ACPA "Concrete Pipe Handbook,"
Chapter 9. Clean and dry surfaces receiving lubricants, adhesives or cements. Affix gaskets to pipe not
more than 24 hours prior to installation of the pipe. Protect gaskets from sun, blowing dust, and other
deleterious agents. Remove loose or improperly affixed gaskets and provide new gaskets before installation
of the pipe. Align each pie section with the previously installed section and pull the joint together. If the
gasket becomes looses and can be seen through the exteriorjoint recess when the pipe is pulled up to within
1. 0 inch of closure, remove the pipe and remake the joint.
3.2.2 Bedding Requirements: Over excavate soft weak or wet material as required. Use NCDOT type 67
cousre aggregate for bedding material placed in a maximum 6 inch thick layer and compacted to density
equal to at least 85 percent of that obtained by compacting a sample in accordance with AASHTO T99.
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Grade bottom of trench to provide uniform bedding for at least 10 percent of pipe outside diameter on
undisturbed soil or prepared bedding material.
3.2.3 Connection to Existing Structures. Pipe connections to existing structures shall be made in such
manner that the finished work will conform as nearly as practicable to the essential applicable
requirements specified for new structures, including all necessary concrete work, cutting, and shaping.
3.3 BACKFiLLING AND COMPACTION: Construct backfill in two operations, initial and final, as indicated
and specified in this section. Initial backfilling shall be careful hand tamping of 6 inch loose lifts of granular fill
placed under the pipe haunches and progressing evenly on each side and along the full length of the pipe.
Ensure that material is tamped firmly under the pipe haunches. Backflling shall continue equally on both
sides of the pipe in 6 inch thick loose lifts. Final compaction shall be uniform over the entire length of the pipe
and shall be to 98 percent of the maximum density in accordance with ASTM D 698. No backfilling shall be
started until drainage system is inspected and approved by the Engineer. No aggregate base course shall
be placed in pavement areas until backfill and compaction are approved by the Engineer.
3.4 DRAINAGE STRUCTURES:
3.5 GENERAL EXCAVATION AND TRENCHING: Fill in areas adjacent to area of pipe installation shall be
backfilled and compacted at same time as pipe and as'indicated in Section 02200, entitled "Earthwork" of
these specifications
3.5.1 Excavation: Remove unsuitable material that is incapable of supporting concrete structure for a depth
of 12 inches and replace with a foundation of bedding stone as specified in paragraph 3.2.2 of this
specification. Compact bedding material to 95 percent of AASHTO T99 maximum density. No structure
shall be constructed in water or when trench conditions or weather are unsuitable for such work. Diversion
of drainage or dewatering of trenches during construction shall be provided as necessary.
END OF SECTION
Oakwood Homes, Inc.
513100 02720-3

SECTION 02900
SEEDING AND MULCHING
PART 1 - GENERAL
``��jr'111urrrrr
Roll.
SEAL
•• �i V� �� : • ` h
Cl N
1.1 Description of Work: Seed and mulch all areas which are disturbed by the
Contractor's operations and which are not to be covered by concrete or asphalt.
PART 2 - PRODUCTS
2.1 Seed: The seed mixture shall comply with the seeding schedule as shown on the
drawings. All seed shall be labeled in accordance with U.S. Department of
Agriculture "Rules and Regulations under the Federal Seed Act" in effect at date of
purchase of seed. All seed shall be furnished in standard containers. Seed which
has become moldy, wet or otherwise damaged in transit or storage shall not be
accepted.
Seed purity, germination and weed content shall comply with the following:
Description
Minimum
Seed Purity
Minimum
Germination
Maximum
Weed Seed
Sericea Lespenseza
98
85
0.50
Pensacola Bahiagrass
80
70
1.00
Weeping Lovegrass
95
85
1.00
Korean Lespedeza
97
85
1.00
2.2 Lime: Lime shall be agriculture grade, ground limestone. Ground limestone
shall contain not less than 88% of calcium carbonate content equivalent and shall be
of a fineness to 90% will pass through a Number 10 sieve and not less than 50%
through a Number 50 sieve.
2.3 Fertilizer: All fertilizer shall be delivered in bags or other convenient standard
containers with name of material, name of manufacturer, net weight and analysis on
each bag or container.
2.4 Mulch: Shall consist of small grain straw or tame hay, free of undesirable weed
seed. Mulch shall be applied at the rate of 2 tons per acre.
02900-1

PART 3 - EXECUTION
3.1 Grassing Procedure:
3.1.1 Advance Preparation: Areas to be graded shall be brought to the proper line,
grade and cross section, as shown on the plans or as previously constructed before
grassing operations are started. If any damage by erosion or other causes has
occurred after the completion of grading and before beginning the application of
fertilizer and lime, the Contractor shall repair such damage. This shall include filling
washes, smoothing irregularities and repairing other incidental damage. Minor
shaping and smoothing of uneven and rough areas outside of the graded section
shall be done as directed by the Engineer in order to provide for more effective
erosion control and for ease of subsequent mowing operations.
3.1.2 Tilage: All graded areas shall be thoroughly tilled to a depth of at least 4" by
plowing, disking, harrowing or other approved methods until the condition of the soil
is acceptable. Where soil conditions are such that difficulty is encountered in getting
clods and lumps effectively pulverized, the Contractor shall use rotary tillage
machinery until the mixing of the soil is acceptable to the Engineer and no clods or
lumps remain larger that 1 '/2" in diameter.
3.1.3 Cleanup: After completion of the tillage operation, the surface shall be cleared
of stones, debris or other objects larger than 1 '/z" in thickness or diameter and other
objects that might become a hindrance to maintain operations.
3.1.4 Applying Lime and Fertilizer: Following the cleanup operation, lime and
fertilizer shall be spread uniformly over the areas to be grassed and shall be
thoroughly mixed with the soil to a depth of approximately 3". Fertilizer shall be
applied at a rate of 1,000 pounds per acre; 10-10-20 or equivalent. Apply lime at the
rate of two tons per acre. In all cases where practicable, approved mechanical
spreaders shall be used for spreading fertilizer and lime.
3.1.5 Seeding: Seed shall be sown within 24 hours following the application of
fertilizer and lime as specified herein before. Seed shall be uniformly sown at the
rate specified by the use of approved mechanical seeders.
The seeds shall be covered and lightly compacted by means of a cultipacker or light
roller. On slopes inaccessible to compaction equipment, the seed shall be covered
by dragging spiked chains, by light harrowing or by other satisfactory methods.
Within 36 hours following completion of seed application the entire area shall then be
mulched and the mulch shall be anchored.
3.2 Hydraulic Seeders: May be used for application of seed and fertilizer. Seed
shall not remain in water containing fertilizer for more than 30 minutes prior to
application unless otherwise permitted by the Engineer.
02900-2

3.3 Maintenance: The Contractor shall maintain seeded areas until an approved
stand of grass has been achieved. He shall add fertilizer or seed to bare areas as
required and water and mow as necessary to acquire a good stand of grass.
3.4 Quality Control: It is the intent of this specification that the Contractor be
obligated to deliver a satisfactory stand of perennial grass. If this is necessary to
repeat any or all of the work, including plowing, fertilizing, watering and seeding, the
Contractor shall repeat these operations at no additional cost until a satisfactory
stand is obtained.
3.5 Payment: Payment for seeding and mulching shall be included in the lump sum
bid price for the Work.
**END OF SECTION`*
02900-3