SW8050519_COMPLIANCE_20050603

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 96:5p
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
AP1 �(ao
YYYYMM D D

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER: SW8 050519
PROJECT NAME: Live Oaks Subdivision
DRAINAGE BASIN: Cape Fear
RECEIVING STREAM: ICWW
Index No.:
SITE AREA: 9.49 acres
IMPERVIOUS AREA CALCULATION
Basin 1 Basin 2
Buildings 42750 56250
Parking & Streets 15262 18586
Concrete & SW
Other/Future 1000
TOTAL , 58012 W5836
Drainage Area =
311360
226685
% Impervious, 1=
18.63%
33.45%
Cc=
0.35
0.47
Rv=
0.22
0.35
SHWT Elev.=
13
11
Infiltration Rate, In/hr =
10
10
Bottom Elevation=
15
13
Bottom Surface Area =
1200
2133
Top Elevation =
20
17
Top Surface Area =
5126
6332
Design Storm =
1.5
1.5
Design Volume =
13585.2
13250.725
Total Volume Available=
15815
16930
Storage met at elevation=
19.30
16.13
Time to Draw Down =
0.09
0.05
FILENAME: S:1WQS11NBASIN1050519.WK1
DATE: 03-Jun-05
REVIEWER: L. Lewis
CLASS: SA
If ORW, is site within the 575' AEC?
Place a 1 in this box if Rational is used
Basin 3 1 Basin 4 1 Basin 5
0
C
sf i
sf i
sf
sf i
sf
sf
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/O!
fmsl
in/hr
in
#DIV/O!
#DIV/O!
#DIV/O! cf
0
0
0 cf
#DIV/01
#DIV/O!
#DIV/O! ft
#DIVIO!
#DIV/O!
#DIV/O! hrs.
25 YEAR 24 HOUR STORM Intensity, i,= 8 inches / 24 hours =.33 in/hr.
Qr= C i A = 0.82 ` 0.80 I #DIV/0! I #DIV/0! I #DIV/0! cfs
Qp thru bottom of basin= 1000.00 I 1777,50 0.00 0.00 0.00 cfs
10 YEAR 10 MIN HIGH INTENSITY EVENT Intensity, i, = 7 in/hr
Volume = 10478.94 I 10220.94 I #DIV/O! #DIV/O! #DIV/O! cfs
COMMENTS
Volume and drawdown are (not) within Design Requirements.

.;��, fix- • � r..
F&R Development, Inc.
2011 Elk Road SW
Live Oak Center, Suite 1
Supply, North Carolina 28462
Attention: Mr. Ricky Parker
March 31, 2005
Reference: Double Ring Infiltrometer Testing
Old Ferry Road Site
Marylin Swain Property
Lockwood Folly Township
Brunswick County, North Carolina
Job No. 1063-05-154
Dear Mr. Parker-
1 0
4rer,
REGSX-qVQ
Qv� ° 110
RECEIVED
JUN 0 2 2005
PROJ # 2/2gWU�sl_l
In accordance with S&ME Proposal 673-05 dated March 21, 2005, S&ME personnel have recently
conducted two double -ring infiltrometer tests of the surficial soils at the subject site at the
approximate locations shown in Figure 1. Specifically, our representatives performed tiie following
work items on March 25, 2005:
1. Advanced one hand-augered boring near each infiltrometer test location in
order to visually classify the in -place soils. A Munsell Soil Color Chart was
used to define the hue and chroma of the recovered soil samples.
2. Conducted two double -ring infiltrometer tests at depths ranging from 9 to l l
inches below the existing ground surface. This testing was conducted in
general accordance with American Society for Testing and Materials (ASTM)
procedure D-3385 entitled, "Infiltration Rate of Soils in Field Using Double -
Ring Infiltrometer".
Based on our field classifications of the excavated soils at the hand-augered boring locations, the in -
place soils consist of slightly silty sands which extended to the completed boring depth of 53 inches
below the existing ground surface. Some weakly -cemented sands (known locally as "hardpan")
were noted frorn a depth of approximately 39 to 40 inches below the existing ground surface at
Location 1. Water was encountered at Location I at a depth of 46 inches below the existing ground
surface, and at a depth of 47 inches below the existing ground surface at Location 2. The site water
level will fluctuate with climatic and seasonal conditions, however, and may be higher or lower at
other tunes of the year. It is our opinion that the depth to the seasonal high water table occurs at
about three feet at Location 1 and four feet at Location 2.
5&ME, Inc. [phone]
6409 Amsterdam Way, Building B-3 1910) 799-9958 fax
Wilmington, North Carolina 28405

F&R Development, Inc.
S&ME Job Number 1063-05-154
March 31, 2005
Page Two
The average infiltration rate at Location 1 was approximately 34 inches per hour. At Location 2, the
average infiltration rate was approximately 47 inches per hour. Summaries of the field test results
are presented in Tables 1 and 2.
S&ME appreciates the opportunity to provide our services during this phase of the project. Should
you have any questions after reviewing this letter, or if we can be of additional assistance, please do
not hesitate to contact us at your convenience.
Sincerely,
S&ME, INC.
C. Richard Connell, II
Senior Engineering Technician
Michael W. Behen, P.E.
Senior Geotechnical Engineer
CRC'MW13/jns
Attachments
Copy: Norris, Kuske, Tunstall Consulting Engineers, Mr. Phil Norris, P.E.

TABLE 1
Double Ring Infiltrometer Testing
Old Ferry Road Site
Marylin Swain Property
Lockwood Folly Township
Brunswick County, North Carolina
Job No. 1063-05-154
Location: I
Date of Test: March 25, 2005
Depth of Test Below Site Grade: 9 inches
Depth of Water in Rings: 3% inches
Inner Diameter of Inner Ring: 11'/4 inches
Inner Diameter of Outer Ring: 22'/z inches
Depth to Water: 46 inches
Average Infiltration Rate: 34.1 inches per hour
Depth
Inches
Hue
Value/Chroma
0-4
2.5 Y
5/2
4-20
M YR
5/6
20-39
2.5 Y
5/6
39-40
10 YR
4/6
40-53
2.5 Y
5/6
SOIL PROFILE
Soil Description
Grayish Brown Fine to Medium SAND - Trace of Silt and
Organics
Yellowish Brown Fine to Medium SAND - Trace of Silt
Light Olive Brown Fine to Medium SAND - Trace of Silt
Dark Yellowish Brown Fine to Medium SAND - Trace of Silt
and Weakly Cemented Sands (Hardpan)
Light Olive Brown Fine to Medium SAND - Trace of Silt

TABLE 2
Double Ring Infiltrometer Testing
Old Ferry Road Site
Marylin Swain Property
Lockwood Folly Township
Brunswick County, North Carolina
Job No. 1063-05-154
Location: 2
Date of Test: March 25, 2005
Depth of Test Below Site Grade: 11 inches
Depth of Water in Rings: 3'/z inches
Inner Diameter of Inner Ring: 113/4 inches
Inner Diameter of Outer Ring: 22% inches
Depth to Water: 47 inches
Average Infiltration Rate: 47.3 inches per hour
SOIL PROFILE
Depth
Inches
Flue
Value/Chroma
Soil Description
0-4
2.5 Y
4/3
Olive Brown Fine to Medium SAND - Trace of Silt and
Organics
4-18
2.5 Y
5/4
Light Olive Brown Fine to Medium SAND - Trace of Silt
18-50
2.5 Y
6/4
Light Yellowish Brown Fine to Medium SAND - Trace of Silt
50-53
2.5 Y
4/2
Dark Grayish Brown Fine to Medium SAND - Trace of Silt

EIR
0.43'
FROM 1 \
DEED � 1
CORNER l
LOT l B
70.
0�
LOT 17 \
s�
EIP
N N
2_ 24.7
11
1
LOT 16 EIP
- I
LOT 15
HOLIDAY HAVEN _ _
MC. H, PAGE 317
LOT 14 _
BRANCH
LOT 13
ok
a o
9 `�
EIR ®
LOT 12 / 0 E01.00' N l j iOD
/ LOT 11
LEGEND
e 1 Approximate
Test Location
Note: Site plan drawing provided to S&ME
by F&R Development, Inc. personnel.
SCALE: NOT TO SCALE DOUBLE RING INFILTROMETER TESTING FIGURE
4&- OLD FERRY ROAD SITE (MARYLIN SWAIN PROPERTY) NUMBER
CHECKED BY: MWBSM LOCKWOOD FOLLY TOWNSHIP
DRAWN BY: JNS BRUNSWICK COUNTY, NORTH CAROLINA
$,vCINEEui1c'. TEs•riNc
DATE: 3-30-05 F:\VIRONMENTAL SERVICES JOB NUMBER: 1063-05-154

INFILTRATION BASIN ANALYSIS
FILENAME: S:1WQS11NBASIN1050519.WK1
PROJECT NUMBER: SW8 050519 DATE: 26-May-05
PROJECT NAME: Live Oaks Subdivision
DRAINAGE BASIN: Cape Fear REVIEWER: L. Lewis
RECEIVING STREAM: ICWW CLASS: SA
Index No.: If ORW, is site within the 575' AEC?
SITE AREA: 9.49 acres
IMPERVIOUS AREA CALCULATION
Basin 1
Buildings 42750
Parking & Streets 15262
Concrete & SW
Other/Future
TOTAL 58�
Place a 1 in this box if Rational is used
Basin 2 Basin 3 Basin 4 Basin 5
56250
18586
0
C
sf i
sf i
sf
sf
sf
Drainage Area = 311360
226685
sf
% Impervious, 1= 18.63%
33.01 %
#DIV/O!
#DIV/O!
#DIV/O!
Cc= 0.35
0.46
#DIV/O!
#DIV/O!
#DIV/O!
Rv= 0.22
0.35
#DIV/O!
#DIV/O!
#DIV/O!
SHWT Elev.= 13
11
fmsl
Infiltration Rate, Inlhr = 10
10
in/hr
Bottom Elevation= 15
13
Bottom Surface Area = 1200
2133
Top Elevation = 20
17
Top Surface Area = 5126
6332
Design Storm = 1.5
1.5
in
Design Volume = 13585.2
13150.725
#DIVIO!
#DIVIO!
#DIV/0! cf
Total Volume Available= 15815
16930
0
0
0 cf
Storage met at elevation= 19.30
16.11
#DIV/O!
#DIV/O!
#DIVIO! ft
Time to Draw Down = 0.09
0.05
#DIV/O!
#DIV/O!
#DIVIO! hrs.
25 YEAR 24 HOUR STORM Intensity, i,= 8 inches / 24 hours =.33 in/hr.
Qr= C i A = 0.82 I 0.80 i #DIV/O! #DIV/O! #DIVIO] cfs
Qp thru bottom of basin= 1000.00 1777.50 I 0.00 0.00 0.00 cfs
10 YEAR 10 MIN HIGH INTENSITY EVENT Intensity, i, = 7 in/hr
Volume = 10478.94 I 10143.81 I #DIV10! #DIV/O! I #DIV/O! cfs
COMMENTS
Volume and drawdown are (not) within Design Requirements.

y . Date Design
NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS. INC.
Check I Job For
902 Market St. I Sheet
Wilmington, N.C. 28401-4733
.S r4 M 5Vg/" wtolf Ve
C4 -C.G5
faro rO 6^.)
04)tiGa C.-Z �
P-,"[c� I r•! Co
Job No.
0.66 S
RECEIVED
MAY 2 0 2005
PROD # SW FU Sa 5

.y`
GJ
Design
�/�
A NORRIS, KUSKE &TUNSTAL.L 902 Market St.
CONSULTING ENGINEERS. INC. Wilmington, N.C.28401-4733
Sheet
� Of
Check
Job
Sj i7 jy
For Ll Q �J
Job No.
k6A 4
Lo &--10 a�-et�
10
7L*f o5-
ZN CAR ! !
`�• •�E E S S 1 /�q ��
ac�c�
t1rilllilll
i
J
�-�AECEIVED
/5; ZCl- (40 - SUN 0 2 2005
.low :�p�51cj
PROJ # -
�-�/ • !1/L�iF- i �c/C/�C—� tr�v m C
6ctT6&1 1 3 211 3 5 5F �
1 4- 3" 090 6F
l 5 coo 5 F 3/6 9 7 c�
!� 6& 6 TiG � CG
-mP 1-7 (,� 33z sF •7 59
77�L = �C���� Z c� S9 a r-
V7, .3 1,,,)1We s6 I r-r-liz-

M EV
Design NORRIS, KUSKE &TUNSTALL 902 Market St. S feet
CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401-4733 Ot F/ Check Job �Td,2mW/�.�'E>2 For L7 VE Ckr t� Job No.
k)p(,0(5A-)060�(V
5&0 s '7114 &Z'
//hit// ov6 �--yg- ;
Iq .1-07T5 -5P lt.v i — L/Z./ 7511 51(--
llripeloT _ /�5' 2[v25�=-
/7� fit- = 56, v/ Z_ s 'C--
Va �v � _ z ►^� 5�� �r Z 5� t , 2� 5, 34-9 5��1
/7
�rZ�sF
/9
/17
/ �F
-PP Za
5 I2lp ��
0
z) 17 LP
`urn- = / 51 o ZZ o
b I�
1 5� ZZ GF- �3��! t►,, ' x /' PT —
to .FTL
1101 6vr5 o& OF o'% c141`J

r-
Z05/1?/2005 THU 11:15 FAX [phone] Norris, Kuske, Tunstall �p� 2 001/009
pum MCDENR
orth Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NO 28405 [phone] FAX [phone]
N KT #05044
" . Request for Express Permit Review
- . FILL-IN all information below and CHECK required Permit(s).
FAX to Cameron Weaver along with a narrative and vicinity map of the project location.
Projects must be submitted by 9.W AM. of the review date, unless prior arrangements are made.
APPLICANT Name Ricky Parker, Member I Managing Member
Company Little Shallotte River LLC
Address 2011 Elk Road SW, Suite 1, Live Oak Center City/State Supply, NC _ Zip 28462 County Brunswick
Phone [phone] Fax [phone] Email NIA
PROJECT Name Live Oaks
ENGINEERICONSULTANT J. Phillip Norris, P.E. _
Company Norris Kuske & Tunstall Consulting Engineers, Inc.
Aftess 902 Market Street City/State Wilmington, NC Zip 28401 County New Hanover.
Phone [phone] Fax [phone] Email pnorris&kteng.com _ __-
❑ STREAM ORIGINATION CERTIFICATION
® STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ Off site
Q COASTAL
❑ Excavation & Fill
❑ Bridges & Culverts
❑ Structures Information
MANAGEMENT
❑ Upland Development
❑ Marina Development
❑ Urban waterfront
® LAND QUALITY ® Erosion and Sedimentation Control Plan with 3.0 acres to be disturbed.
[I'WETLANDS (401) ❑ No Wetlands on Sits (letter from COE) ❑Wetlands DelineatedlNo JD
❑ Greater than 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done
❑ Less than, 0.1. AC Wetlands lmpacW ❑Greater. than.4.5 AC Wetlands Impacted
The legislation allows additional fees, not to exceed 50% of the original Erpress Review permit application
feel to-be•charagedfor subsequent reviews dusto-ihelnsufficiency of the- peirr #appllcadofw
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMAA $
LQS $
401 $
Total Fee Amount $

05/12/2005 THU 11:15 FAX [phone] Norris, Kuske, Tunstall
2 002/009
STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
LIVE OAKS
BRUNSWICK COUNTY, NORTH CAROLINA
For
Little Shallotte River, LLC
2011 Elk Road SW
Suite 1, Live Oak Center
Supply, NC 28462
[phone]
May 2005
Prepared by:
NORRIS, KUSKE, & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: [e-mail]
NKT Project No. 05044

05/12/2005 THU 11:16 FAX [phone] Norris, Kuske, Tunstall
Z 003/009
NARRATIVE
DESCRIPTION:
The project site is a 9-5-acre tract located in Brunswick County, North Carolina.
The soils of the site consist of wooded, sandy topsoil and grades ranging from 0.5% to
3.0%. Approximately 3 acres will be graded to allow construction of a new residential
subdivision with paved access. The runoff from the site is estimated using the rational
method 10-year design storm and rainfall data for the area. Construction is scheduled
to begin as soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control
measures. Silt fencing will be provided along each side of the entrance drive where
stormwater would be expected to sheet flow from disturbed areas directly to adjacent
property. Gravel check dams will not be provided unless the Contractor has to
temporarily discharge into an open ditch instead of the proposed storm drain outfall.
The infiltration basins will be used as silt basins during construction and restored to
design contours prior to completion. A gravel construction entrance will be constructed
at the only entrance. Maintenance will be provided by the grading contractor and
developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in Brunswick County. Land disturbing on the site will
exceed one acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the development will be directed to the two infiltration basins.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional sift fence will be installed
when and if conditions warrant during construction_ The retention basins will be
constructed immediately after that portion of the site is cleared, and outlet structure with
protection will be installed. Disturbed areas will be landscaped or seeded upon
completion.

05/12/2005 THU 11:16 FAX [phone] Norris, Huske, Tunstall Z004/009
EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. install erosion control measures before beginning construction or as soon
thereafter as possible. All erosion and sediment control practices will be
checked for ' stability and operation following every runoff -producing rainfall but in
no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
2. Maintain the gravel construction entrances in a condition to prevent mud or
sediment from leaving the construction site_ The contractor shall inspect the
construction entrances on a daily basis. This will require periodic top dressing
with additional No. 4 stone. Any objectionable materials spilled, washed, or
tracked onto public roadways shall be removed immediately.
3. install erosion control measures around the drop inlets as shown on the plans to
trap silt during construction. Inspect the erosion control around the inlets after
each rain and make repairs immediately. Remove sediment when it becomes
0.50 deep to provide adequate storage volume for subsequent rains. When the
contributing drainage area has been adequately stabilized,' remove all materials
and any unstable soil and either salvage or dispose of it properly. Bring the
disturbed area to proper grade and appropriately stabilize all bare areas around
the drop inlets.
4. Sediment will be removed -from behind the silt fence when it becomes 0.5 feet
deep at the fence. The sediment fence will be repaired as necessary to maintain
a barrier. Silt fence stakes shall be spaced 6 feet apart unless a wire backing is
used with 8 foot stake spacing.
5. Inspect temporary sediment traps / check dams after each period of significant
rainfall. Remove sediment and restore the trap to its original dimensions when
the sediment has accumulated to one-half the design depth of the trap. Place
the sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing. Check the structure for damage from
erosion or piping. Periodically check the depth of the spillway to ensure it is a
minimum of 1.5 ft below the low point of the embankment. Immediately fill any
settlement of the embankment to slightly above design grade. Any riprap
displaced from the spillway must be replaced immediately. After all sediment -
producing areas have been permanently stabilized, remove the structure and all
unstable sediment. Smooth the area to blend with the adjoining areas and
stabilize properly.
6. No cut or fill slopes shall exceed a side slope of 1 verdeal to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within
15 days.

05/12/2005 THU 11:16 FAX [phone] Norris, Kuske, Tunstall 005/009
7. The stormwater ponds will act as sediment basins and will be cleaned out when
the level of sediment reaches 2.0 ft below the top of the riser. Gravel will be
cleaned or replaced When the sediment pool no longer drains properly.
8. All disturbed areas shall be seeded within 15 days of disturbance. All seeded
areas will be fertilized, reseeded as necessary and mulched according to
specifications in the vegetative plan, to maintain a vigorous, dense vegetative
cover.
9. More stringent measures shall be used to halt erosion if those shown on this plan
are not effective.
10. All erosion shall be, controlled including side slopes before the project is
completed.
11. Remove temporary measures upon completion of project. All permanent
measures will be well established before project closeout.

05/12/2005 THU 11:16 FAX [phone] Norris, Kuske, Tunstall
2006/009
SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1 _ GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other
water impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entranoes at
the initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land
disturbing activities, provide permanent protective covering for disturbed areas.
Temporary and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and siltation control throughout the
construction and post -construction period. Use the specified seed for both temporary and
permanent seeding-
2- PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal
posts spaced not more than 6 feet on center. The bottom of the fabric shall be buried a
minimum of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.

05/12/2005 THU 11:17 FAX [phone] Norris, Kuske, Tunstall � 007/009
2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B
as shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade ail cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise
shown or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site
properly or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be
applied at a rate of 150 gallons per ton of straw.
3.3.2 Sift Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales,
shall consist of Class A rip rap at minimum two feet high and three feet thick across the

05/12/2005 THU 11:17 FAX [phone] Norris, Kuske, Tunstall
Z 008/009
watercourse, with a one foot thick layer of gravel on upstream side. Remove sediment if
accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square
feet of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long
by 6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is constructed. Remove soil if accumulated to a depth
greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure_ Permanent streambank protection and grassed areas shall be
maintained until completion of the project. Areas that fail to show a suitable stand of
grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION

051/12/2005 THU 11:17 FAX [phone] Norris, Kuske, Tunstall
2009/009
W"Ol�
us r7
SR 1120
o
s
n sntACp/�ST,vL WA"WaY
Vicinity Map NTs