20120915 Ver 1_401 Application_20120928

201 209 15
LETTER OF TRANSMITTAL iw'.�WK DiCKSON
community Infrastructure consultants
720 Corporate Center Drive Raleigh, North Carolina 27607 919.782.0495 tel. [phone] fax
TO: NC DWQ Permitting Section
512 N. Salisbury Street
91h Floor Archdale Building
Raleigh, NC 27604
ATTENTION: Karen Higgins
DATE: September 27, 2012
RE: Apron Expansion — Phase 1
Henderson Field Airport
Wallace, NC (Pender County)
We are sending via: ® Overnight ❑ Regular Mail ❑ Pick -up ❑ Hand Delivered
The following items: ❑ Correspondence ❑ Plans ❑ Specifications ❑ Other as listed below:
COPIES
DATE
NO.
DESCRIPTION
2
Courtesy Notification for Temporary Impacts to Stream/Wetlands
2
Plans
SEP 28 7012
DEW- WATCH QUAT
THESE ARE TRANSMITTED as checked below:
❑ For Approval ❑ As Requested ❑ Approved as Submitted ❑ Returned for Corrections
® For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ Forward to Subcontractor
REMARKS:
COPY TO: 20120041.00.RA SIGNED: Randall Brookshire, PE

Courtesy Notification for Temporary Impacts to Stream/Wetlands
Apron Expansion — Phase I
Henderson Field Airport
Wallace, North Carolina (Pender County)
20120041.00. RA
Prepared for:
The Town of Wallace
311 East Murphy Street
Wallace, North Carolina
Prepared by:
WK Dickson & Co.
720 Corporate Center Drive
Raleigh, North Carolina 27607
September 2012
sk
WDICKSON
Randall Brookshire, P.E.

DesignReport ............................................................................................ ..............................1
Background.......................................................................................... ............................... 1
Apron Parking Apron Expansion ........................................................... ............................... 1
Temporary Impacts to Stream / Wetlands ............................................. ............................... 2
Attachments:
Exhibit # 1 Stream / Wetland Impacts
Plan Set for the Apron Expansion — Phase 1 at Henderson Field Airport

Courtesy Notification of Temporary Impacts to Stream/Wetlands
Apron Expansion — Phase I
Henderson Field Airport — Wallace, NC
Background
This submission package contains the necessary narrative and plans for a courtesy submission to
the US Army Corps of Engineers and NC DWQ for temporary stream impacts at Henderson Field
Airport (owned by the Town of Wallace) that are required for expansion of the parking apron. The
proposed improvements to the airport include expansion of the existing parking apron and open
and closed storm systems.
The total disturbed area for the entire project is approximately 4.4 acres. Below is a detailed
overview of the project outlining the existing conditions of the site as well as a detailed
explanation of each temporary impact to streams and wetlands. Pursuant to Nationwide Permit 12
(Utility Line Activities), formal notification (PCN) is not required.
Airplane Parking Apron Expansion
Existing Conditions:
The existing airport consists of a runway and a single taxiway that runs perpendicular to the
runway. This taxiway leads to the existing apron where planes can tie -down and fuel. Multiple
paved access points to the apron lead to hangar buildings and to the terminal building and vehicle
parking lot.
The majority of existing stormwater runoff at the site drains to vegetated ditches that run parallel to
the runway. The existing hangar buildings and terminal building are disconnected from storm
collection systems by grassed surfaces. Runoff from rooftops and paved areas around the hangar
buildings sheet flows across the ground to vegetated ditches and to an existing storm sewer system
that is clogged. The City of Wallace Public Works Department attempted to clean this storm line,
but was unsuccessful as the line is likely collapsed near the outfall which is located just to the
northwest of the terminal building. During heavy storm events, the areas that drain to the failing
storm sewer line tend to flood and create standing areas of water. See the demolition plan sheet
within the submitted plan set for the location of this clogged storm sewer line.
The entire area shown on Exhibit #1 ultimately drains into Rock Fish Creek (Class C Swamp
Waters, Index Number: 18- 74 -29).
The streams shown in Exhibit #1 were delineated by WK Dickson Senior Scientist Ward Marotti in
August 2012.
Final Site Conditions:
The currently proposed modifications that are detailed within the included plans consist of
expansion of the existing asphalt parking apron to allow the tie -down of 14 planes on the airside
portion of the airport property. See Exhibit #1 for the general location of the apron expansion.
The plans call for removal of the failing storm sewer line that is located underneath the proposed
location of the new apron. The existing drainage swale located to the southwest of the proposed
apron that collects sheet flow and drains into the failing storm sewer system is proposed to be
rerouted into the drainage swale that runs parallel to the runway. A new closed storm sewer
system is proposed adjacent to the hangars to alleviate the flooding in the area. The rerouting of
this storm sewer line occurs within both the airside and landside portions of the project.
Henderson Field Airport -Wallace, NC Project No. 20120041.00.RA
WK Dickson

Courtesy Notification of Temporary Impacts to Stream/Wetlands
Apron Expansion — Phase I
Henderson Field Airport — Wallace, NC
The majority of the proposed apron sheet flows in a southern direction, crosses a disconnected
grassed surface, and ultimately outfalls into the straightened and maintained stream that runs
parallel to the length of the runway that drains into Rock Fish Creek. A small portion of the apron
drains to the storm sewer system and outfalls into an existing straightened and maintained stream
located to the northwest of the vehicle parking lot.
Temporary Impacts to Stream / Wetlands
The temporary impact to streams and wetlands are shown on Exhibit #1 as well as being labeled
within the plan set. Detailed Descriptions of each impact are shown below:
S -1 — Temporary Stream Impact
Impact S -1 is a 25 linear foot temporary impact to a straightened and maintained stream at the
outfall of a proposed vegetated conveyance. This impact is necessary as a new outfall is created
with the construction of Proposed Ditch "A" as shown in the plans. The existing failing storm
sewer system that is removed with these plans was meant to convey existing flow to the north. In
order to promote overland flow, infiltration, and stormwater flow through vegetated conveyances,
the majority of the new apron will sheet flow to the south and away from the closed storm sewer
system. This was a necessary step in gaining approval through DWQ for stormwater permitting
purposes.
As the proposed ditch outfall connects to an existing delineated stream, an impact will occur. In
order to provide only temporary impact to the stream, a riffle grade control is proposed at the
connection of the new ditch and the existing stream to provide subgrade stabilization. This
condition mimics the existing stream bed more closely than a standard rip -rap dissipater pad. In
addition, channel banks will be stabilized with erosion control matting and seeding. See Sheet 12
of the plan set for the details specific to the outfalI at Stream Impact S -1.
S -2 — Temporary Stream Impact
Impact S -2 occurs at an outfall to a storm sewer system replacement line. This outfall is also
considered to be a temporary impact, as a riffle grade control is proposed in order to mimic
existing stream conditions as much as possible. The outfall occurs in a bend in the stream and
temporary impacts will only fall within a small length of 8 linear feet. The riffle grade control is
proposed within the edge of the stream and will not span the full channel bed. The riffle grade
control detail for this outfall is located on Sheet 11 of the plan set.
In order to alleviate flooding in the areas adjacent to the existing hangar buildings, the failing storm
sewer line will be replaced with these plans and a new outfall will be established. The storm
sewer system location can be seen on Exhibit #1, as well as in the plan set.
S -3 — Temporary Stream Impact
The 25 linear foot temporary impact at S -3 occurs at the outfall of a temporary skimmer basin used
for erosion control purposes. In order to stabilize the outfall /overflow of the basin, rip -rap will be
required within the channel during construction. At completion of the construction and with the
site stabilized, the rip -rap at the outfall of the basin will be removed entirely and the channel will
be restored to existing conditions. Exhibit #1 and Sheet 7 of the plan set show the location of this
temporary impact.
Henderson Field Airport -Wallace, NC Project No. 20120041.00.RA
WK Dickson

Courtesy Notification of Temporary Impacts to Stream/Wetlands
Apron Expansion — Phase I
Henderson Field Airport — Wallace, NC
S -4 — Temporary Stream Impact
A temporary impact of 56 linear feet will occur at a temporary stream crossing that will be
necessary for hangared planes to have an access point to the runway during construction.
Throughout construction, access from the runway to the hangars will not be possible along the
existing taxiway. The alternate method shown for access to the runway was selected and is the
most practical for avoiding construction traffic. The width of the crossing is based on providing the
same width of existing taxiway pavement. The location of this crossing can be seen in Exhibit #1
and Sheet 3 of the plan set.
W -1 — Temporary Wetland Impact
The temporary impact to wetlands (245 sf) occurs adjacent to temporary stream impact S -4 and is a
result of a necessary temporary crossing that provides access to the hangars from the runway. See
the description of S -4 for the same justification of this temporary crossing.
Henderson Field Airport -Wallace, NC Project No. 20120041.00.RA
WK Dickson

Notes:
1. The stream and wetland impacts
shown on this exhibit are all labeled
within the plan -set that is included
with this submission package.
2. The streams shown on this exhibit
were delineated by WK Dickson
Senior Scientist Ward Marotti
in August 2012.
Legend
Proposed Impacts
Wetland Impact - W1
Temporary Crossing
Temporary Impact 245 SF or 0.005 Ac.
Stream I m pact - S4
Temporary Crossing
Temporary Impact 56 LF
WK
DICKSON
• 0.
i
Stream I m pact - S 1
Riffle Grade Control at
Proposed Ditch "A" Outfall
Temporary Impact 25 LF
Scale 1 " =100'
100 50 0 100 200
Feet
Stream I m pact - S2
Riffle Grade Control at
Storm Sewer Outfall
Temporary Impact - 8 LF
Stream Impact - S3
Temporary Sediment Trap 0utfalI
Temporary Impact 25 LF
Exhibit #1
N Stream/ Wetland Impacts
W E Henderson Field Airport
S Wallace, NC

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CONSTRUCTION PLANS FOR
APRON EXPANSION -PHASE I
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HENDERSON FIELD AIRPORT
WALLACE, NORTH CAROLINA
SEPTEMBER 2012
WK DICKSON PROJ. No. 20120041.00.RA
ISSUED FOR BIDDING - DO NOT USE FOR CONSTRUCTION
LOCATION MAP
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PROJ. NO.:
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community infrastructure consultants
720 Corporate Center Drive
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PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
20F12
PROJ. NO.:
20120041.00. RA
LIST OF DRAWINGS
SCHEDULE OF QUANTITIES
Sheet Number
Sheet Title
1
COVER SHEET
2
SHEET INDEX 8c SCHEDULE OF
QUANTITIES
APRON EXPANSION
CONSTRUCTION SAFETY PLAN
4
DEMOLITION PLAN
5
GEOMETRIC LAYOUT PLAN
6
HENDERSON FIELD, WALLACE N.C.
7
EROSION CONTROL PLAN
8
MARKING 8c LIGHTING LAYOUT
PLAN
Schedule I
DETAILS
10
DETAILS
11
DETAILS
12
Item
Spec.
Bid
Record Extended
No.
Section
Description
Quantity
Unit
Quantity Total
1
M -101
Mobilization
100%
LS
2
P -152
Unclassified Excavation
2,350
CY
3
P -152
Unsuitable Excavation
807
CY
4
P -152
Borrow Excavation
100
CY
5
P -152
Remove Existing Storm Drainage Pipe
510
LF
6
P -152
Remove Existing Storm Drainage Structure
5
EA
7
P -156
Temporary Skimmer Sediment Trap
1
EA
8
P -156
Temporary Diversion Ditch
323
LF
9
P -156
Temporary Fabric Check Dam
5
EA
10
P -156
Temporary Inlet Protection
4
EA
11
P -156
Temporary Construction Entrance
1
EA
12
P -156
Temporary Silt Fence Outlet
1
EA
13
P -156
Temporary Erosion Control Matting (NAG -75)
778
SY
14
P -156
Temporary Ditch Crossing — Complete
2
EA
15
P -159
Rip —Rap, for Riffle Grade Outfall — 2.5' Depth
98
SY
16
P -160
Pavement Milling (Asphalt)
200
SY
17
P -161
Temporary Silt Fence
2,372
LF
18
P -162
Pavement Removal, Including Base Material (Asphalt)
1,105
SY
19
P -209
Crushed Aggregate Base Course (8 ")
1,230
CY
No. 6, Bare Copper Counterpoise in Trench
168
LF
20
P -401
Bituminous Surface Course ( 4 ")
1,336
TN
2
EA
36
21
P -602
Bituminous Prime Coat
2,745
GL
37
L -125
Medium Intensity Taxiway Edge Light, Stake — Mounted (Quartz)
4
22
P -603
Bituminous Tack Coat
15
GL
Permanent Seeding (Mulched)
3
AC
23
P -620
Pavement Marking (Reflectorized Aviation Yellow)
911
SF
24
P -620
Pavement Marking (Black)
241
SF
25
Spec.
Tie —Down (Installation)
42
EA
26
Spec.
Tie —Down (Removal)
21
EA
27
EB -44
Pavement Sealcoat
2,231
SY
28
D -701
18" RCP Class III
205
LF
29
D -701
18" RCP Class IV
44
LF
30
D -751
Drop Inlet
4
EA
31
D -751
Junction Box -4' DIA. Manhole
1
EA
32
L -108
Cable Trench (in turf)
168
LF
33
L -108
1/C, No. 8, 5kW Cable in Trench
168
LF
34
L -108
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720 Corporate Center Drive
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DRAWING NUMBER:
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PROJ. NO.:
20120041.00. RA
LIST OF DRAWINGS
Sheet Number
Sheet Title
1
COVER SHEET
2
SHEET INDEX 8c SCHEDULE OF
QUANTITIES
3
CONSTRUCTION SAFETY PLAN
4
DEMOLITION PLAN
5
GEOMETRIC LAYOUT PLAN
6
GRADING 8c DRAINAGE PLAN
7
EROSION CONTROL PLAN
8
MARKING 8c LIGHTING LAYOUT
PLAN
9
DETAILS
10
DETAILS
11
DETAILS
12
DETAILS
No. 6, Bare Copper Counterpoise in Trench
168
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35
L -108
Cable Splice to Existing Circuit
2
EA
36
L -125
Remove Existing Taxiway Edge Light — Complete
6
EA
37
L -125
Medium Intensity Taxiway Edge Light, Stake — Mounted (Quartz)
4
EA
38
T -901
Permanent Seeding (Mulched)
3
AC
39
T -901
Temporary Seeding (Mulched)
3
AC
DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
20F12
PROJ. NO.:
20120041.00. RA
LIST OF DRAWINGS
Sheet Number
Sheet Title
1
COVER SHEET
2
SHEET INDEX 8c SCHEDULE OF
QUANTITIES
3
CONSTRUCTION SAFETY PLAN
4
DEMOLITION PLAN
5
GEOMETRIC LAYOUT PLAN
6
GRADING 8c DRAINAGE PLAN
7
EROSION CONTROL PLAN
8
MARKING 8c LIGHTING LAYOUT
PLAN
9
DETAILS
10
DETAILS
11
DETAILS
12
DETAILS
DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
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PROJ. NO.:
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TEMPORARY CONSTRUCTION
ENTRANCE, SEE DETAIL 5/9
HENDERSON FIELD ROAD
} TEMPORARY STAGING AREA,
�� `• CONTRACTOR TO ENCLOSE
AREA WITH SILT FENCE
EXCEPT FOR NECESSARY
INGRESS /EGRESS
CONTRACTOR SHALL USE EXISTING DIRT
ROAD TO ACCESS SITE. CONSTRUCT SILT
FENCE ON BOTH SIDES OF ACCESS ROUTE
EXCEPT WHERE NOTED. CONTRACTOR TO
RESTORE ACCESS ROUTE TO EXISTING
CONDITIONS ONCE CONSTRUCTION IS
COMPLETE
EXISTING DITCHLINE M
4" REFLECTIVE WHITE /ORANGE TAPE 10' LENGTH OF 8" DIAMETER WHITE SCHEDULE
(TYP. BOTH SIDES OF PVC PIPE) 40 PVC PIPE SAWED IN HALF.
FLASHING OR STEADY - BURNING RED LIGHT (TYPE A)
SECURELY FASTENED, AND TURNED HORIZONTALLY AT
45' ANGLE TO THE LONGITUDINAL AXIS OF THE
BARRICADE.
1" DIAMETER SCHEDULE 40 PVC INSERT
DRILLED AND GLUED INTO 8" PVC BASE
WITH 18 "x18" FLUORESCENT HI -VIZ
30" RED /ORANGE VINYL BLEND FLAG (TYP.
ONE END ONLY)
45°
10' -0"
ISOMETRIC VIEW
NOT TO SCALE
F_ PVC PIPE
5' MAX
PLAN VIEW
NOT TO SCALE
NOTES
1. ALL PIPE SHALL BE WHITE WITH 4" REFLECTORIZED ORANGE /WHITE TAPE. SPACE BARRICADES A
MAXIMUM OF 5' APART.
2. THE CONTRACTOR SHALL MAKE FREQUENT INSPECTION OF THE BARRICADES AND MAKE PROMPT
REPAIRS AS NECESSARY. LIGHT SHALL BE OPERATING EVERY NIGHT.
3. BARRICADES SHALL BE ADEQUATELY SECURED WITH SAND BAGS OR OTHER APPROVED METHODS TO
WITHSTAND HIGH WINDS AND /OR JET BLAST.
4. LIGHTED BARRICADES WILL NOT BE MEASURED FOR PAYMENT. NO SEPARATE PAYMENT WILL BE
MADE FOR PROVIDING, INSTALLING, MAINTAINING BATTERIES, LAMP REPLACEMENT, AND INCIDENTALS.
ALL COSTS RELATED TO THE LIGHTED BARRICADES SHALL BE INCIDENTAL TO PAY ITEM M -101.
LIGHTED BARRICADE DETAIL
NOT TO SCALE
8 LF TEMPORARY
STREAM IMPACT -S2,
SEE SHEET 7
DIRT
ROAD
EXISTING HANGARS
F&NI
HANGARS
EXISTING
JURISDICTIONAL
STREAM
GRAVEL
ROAD EXISTING
PARKING
AREA
TERMINAL
BUILDING
LEGEND
LIMITS OF DISTURBANCE
BENCHMARK
AREA SHALL BE CONSTRUCTED
DURING NIGHT -TIME HOURS
' PROPOSED
2.
<�` ��
ONLY (8PM -6AM, SEE "NIGHT
PAVEMENT
<
WORK NOTES" ON THIS SHEET)
ACCESS ROUTE
PRIOR TO BEGINNING CONSTRUCTION. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY
CONSTRUCTION ENTRANCE
TO SITE
EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL
LIGHTED
SAFETY AREA
BARRICADES
EXISTING
TEMPORARY SILT FENCE,
DITCHLINE
SEE DETAIL 1/9
PROPOSED
5.
DITCHLINE
0
TIE DOWNS q
(TO REMAIN)
Ci 0 Q
y FUEL
l TANKS y
LIGHTED BARRICADES,
OFFSET 2' FROM
EXISTING EDGE OF
PAVEMENT, SEE
DETAIL THIS SHEET
39.5'
RUNWAY EDGE OF PAVEMENT
BENCHMARK DATA:
BM #1 MONUMENT N 354132.99 E 2299544.75 ELEV 31.14
BM #2 MONUMENT N 353777.34 E 2299012.89 ELEV 33.48
SURVEY NOTES:
THE FOLLOWING INFORMATION WAS USED FOR THE EXISTING SURVEY:
COORDINATE SYSTEM: NC STATE PLANE COORDINATES
PROJECT DATUM: NAD 83 (NSRS 2007)
VERTICAL DATUM: NAVD 88
COORDINATE UNITS: US SURVEY FEET
VERTICAL UNITS: US SURVEY FEET
PROJECT LOCALIZED ON AN NGS MONUMENT (WALLACE CBL
000) WITH COORDINATES OF:
N = 353642.12 FT
E = 2297608.65 FT
USING A COMBINED SCALE FACTOR OF 0.99991967
ELEVATION = 36.45 ft
NIGHT WORK NOTES:
1. WORK PROPOSED WITHIN THE DESIGNATED NIGHT -TIME WORK ONLY AREA SHALL BE ACCOMPLISHED BETWEEN THE HOURS OF 8PM TO
6AM, WITH THE EXCEPTION OF ASPHALT PAVEMENT. SEE NOTE 5.
2. AT THE CONCLUSION OF EACH NIGHT OF CONSTRUCTION (6AM), THE CONTRACTOR SHALL ENSURE NO VERTICAL EDGES EXIST WITHIN THE
NIGHT -TIME WORK ONLY DESIGNATED AREA. IF VERTICAL EDGES AT THE END OF A WORK NIGHT ARE ANTICIPATED, THE CONTRACTOR
MUST PROVIDE TEMPORARY BACKFILL IN THOSE AREAS.
3. NIGHT WORK WILL NOT BE MEASURED SEPARATELY FOR PAYMENT. CONTRACTOR SHALL ADJUST UNIT PRICES OR MOBILIZATION FEE AS
NECESSARY TO ACCOUNT FOR INCREASED CONSTRUCTION COSTS ASSOCIATED WITH NIGHT WORK.
4. ALL CONSTRUCTION MATERIALS MUST BE REMOVED FROM THE NIGHT -TIME WORK AREA BEFORE 6AM FOR EACH NIGHT OF SCHEDULED
WORK.
5. CONTRACTOR SHALL HAVE THE OPTION TO CONSTRUCT THE ASPHALT SURFACE COURSE LOCATED WITHIN THE NIGHT -TIME WORK ONLY
DESIGNATED AREA DURING DAYTIME HOURS PROVIDED THAT COORDINATION OCCURS WITH THE AIRPORT MANAGER SUCH THAT A "NOTAM"
(NOTICE TO AIRMEN) CAN BE ISSUED TO INFORM PILOTS THAT THE FUELING AND PARKING APRON AREA WILL BE CLOSED.
AREA LIMITED TO
NIGHT -TIME WORK ONLY
(8PM -6AM, SEE "NIGHT EXISTING
WORK NOTES" ON THIS JURISDICTIONAL
SHEET) STREAM
60 0 30 60 120
1 inch = 60 ft.
GENERAL NOTES:
1.
THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR HAVING VISITED THE SITE AND HAVING FAMILIARIZED HIMSELF WITH THE EXISTING
CONDITIONS PRIOR TO SUBMITTING HIS BID.
2.
THE CONTRACTOR SHALL LOCATE AND PROTECT EXISTING UTILITIES AND FACILITIES (I.E., AIRPORT LIGHTING, NAVAIDS, ETC.) FROM
DAMAGE BY EQUIPMENT OR PERSONNEL. THE CONTRACTOR SHALL CONTACT ALL UTILITY AND FACILITY AGENCIES FOR FIELD MARKING
PRIOR TO BEGINNING CONSTRUCTION. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY
AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL
DAMAGES WHICH MIGHT BE OCCASIONED BY THE UNDERGROUND UTILITIES. ALL UTILITIES AND FACILITIES ARE NOT NECESSARILY SHOWN.
3.
ANY UTILITIES OR FACILITIES DAMAGED DURING THE PROJECT BY THE CONTRACTOR'S WORKERS OR EQUIPMENT SHALL BE PROMPTLY
REPAIRED AT THE CONTRACTOR'S EXPENSE. HAND DIGGING TO PROTECT UTILITIES FROM DAMAGE SHOULD BE ANTICIPATED.
4.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS, LICENSES, ETC. REQUIRED BY LOCAL, STATE, AND FEDERAL
AGENCIES EXCEPT THOSE FROM NCDENR FOR EROSION & SEDIMENT CONTROL AND DWQ.
5.
ALL DISTURBED AREAS, INCLUDING THE CONTRACTORS STAGING AREA, HAUL ROUTES, GRADING LIMITS, ETC., SHALL BE RESTORED TO A
SMOOTH LINE AND GRADE WITH POSITIVE DRAINAGE. THE CONTRACTOR SHALL SEED AND MULCH ALL DISTURBED AREAS. THERE WILL
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BE NO MEASUREMENT FOR PAYMENT OF SEEDING AND MULCHING REQUIRED OUTSIDE THE GRADING LIMITS, APPROVED STOCKPILE LIMITS
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THE CONTRACTOR WILL BE REQUIRED TO TRANSPORT AND STORE ALL EQUIPMENT AND MATERIALS IN A MANNER WHICH WILL NOT
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DAMAGE ANY EXISTING PAVEMENT, BUILDINGS, SIGNS, LIGHTS, ETC. ANY DAMAGE WILL BE REPAIRED BY THE CONTRACTOR AT NO COST
TO THE OWNER. THE CONTRACTOR SHALL KEEP ACCESS ROUTES CLEAN AND FREE OF LOOSE DEBRIS FROM CONSTRUCTION MATERIALS.
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THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR CLEARING ALL PAVEMENTS TRAVERSED BY CONSTRUCTION EQUIPMENT OF DEBRIS
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NO DEBRIS OF ANY NATURE SHALL BE ALLOWED OUTSIDE OF THE CONSTRUCTION AREAS. ALL LOOSE MATERIALS (DIRT, STONE,
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PAVEMENT, FORMING, ETC.) MUST BE KEPT WITHIN THE LIMITS OF CONSTRUCTION. WHEN THE CONSTRUCTION BARRIERS ARE MOVED
DURING CONSTRUCTION, CLEANUP OF THE AREAS OUTSIDE THE BARRIERS SHALL OCCUR IMMEDIATELY. IN ADDITION, NO LOOSE
LL.
MATERIALS THAT COULD BLOW INTO AIRCRAFT OPERATIONS AREA SHALL BE ALLOWED IN THE CONSTRUCTION AREA.
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8.
THE CONTRACTOR SHALL PROVIDE STRICT SECURITY FOR ALL PERSONNEL AT THE SITE AND TO TRUCK DRIVERS HAULING MATERIALS AND
EQUIPMENT. ANYONE FOUND IN RESTRICTED AREAS OR CROSSING ACTIVE RUNWAYS, TAXIWAYS, AND RAMPS, WILL BE PROMPTLY AND
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AT NO TIME WILL THE CONTRACTOR'S MEN OR EQUIPMENT BE ALLOWED IN THE TERMINAL OR AIRCRAFT PARKING RAMP AREAS EXCEPT IN
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THE CONTRACTOR SHALL PROVIDE FOR EMPLOYEE PARKING WITHIN OR ADJACENT TO HIS STAGING AREA. ONLY AUTHORIZED VEHICLES
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EQUIPMENT NOT IN USE SHALL BE PARKED IN THE CONTRACTOR'S STAGING AREA OR IN AREAS DESIGNATED BY THE RESIDENT PROJECT
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LL.
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12.
ALL REQUIREMENTS OF FAA ADVISORY CIRCULAR 150 - 5370 -2F "OPERATIONAL SAFETY ON AIRPORTS DURING CONSTRUCTION" SHALL BE
FOLLOWED DURING CONSTRUCTION.
13.
ALL DE- WATERING REQUIRED TO EXECUTE WORK SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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EXISTING STORM SEWER TO BE REMOVED
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—
SAFETY AREA
COVER EXISTING
TIE -DOWN STRIPING WITH
BLACK PAINT
(INCIDENTAL TO ANCHOR
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NOTES:
1. THE CONTRACTOR SHALL LOCATE ALL UTILITIES WHETHER SHOWN
OR NOT SHOWN ON THE PLANS.
2. CONTRACTOR SHALL EXERCISE EXTREME CARE, PARTICULARLY IN
AREAS IMMEDIATELY ADJACENT TO TAXIWAY, AND SHALL NOT
DISTURB EXISTING UTILITIES, STRUCTURES, AND FACILITIES, WHICH
ARE NOT PART OF THIS PROJECT AND WHICH ARE TO REMAIN IN
PLACE /OPERATION.
3. CONTRACTOR SHALL DISPOSE OF ALL MATERIAL REMOVED FROM
THIS SITE TO AN OFFSITE LOCATION IN A SAFE AND LEGAL
MANNER.
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SAWCUT ASPHALT SAWCUT PAVEMENT N 354060.27 APRON
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PAY ITEM P -160 x TIE -DOWN
INV L OF TIE -DOWN ANCHORS
FULL OF REMOVE ANCHORS
WATER EXISTING (ALL PARTS) (ALL PARTS)
YARD INLET
NOTE: THE EXISTING STORM SEWER X
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REMOVE AND DOES NOT CONVEY FLOW. N I REMOVE
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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L= 52.97'
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PROPOSED MILL & OVERLAY
EXISTING SAFETY AREA
EXISTING
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WIND
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FUTURE TAXIWAY
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A- CENTERLINE (300')
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OFFSET FROM RUNWAY
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17.76'
N 353972.87
N
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N 353978.17
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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DESIGN /DRAWN BY: RAB
PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
5 OF 12
PROJ. NO.:
20120041.00. RA
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E 2299544.75
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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DESIGN /DRAWN BY: RAB
PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
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REMOVE EXISTING
STRUCTURE AND INSTALL
STORM STRUCTURE E, PROP.....
DROP INLET W/ GRATE TOP
TOP: 31.30
INV IN (EX 6" CPP): 29.78
INV OUT: 27.53
SEE DETAIL 7/11
STORM STRUCTURE
PROP. DROP INL
W/ GRATE T
TOP: 31.
INV OUT: 28.
SEE DETAIL 7/
a ,
�2v40 � PROPOSED PAVEMENT
r ........................ ...._ CHAI PATCH, SEE DETAILS
>......_ INK FE CE "® { 5 & 6, SHEET 10
76 LF OF 18" RCP 322 4P
(CLASS 111) ® 0.5% E t ?: E
1 STORY BRICK
HANGARS P, _ = PAVEMENT BUILDING
90 LF OF 18" RCP 4E
D (CLASS 111) ® 0.5% 7 t 32,52
TO
50 18" RCP n PROP. DROP INLET
59 (CLASS IV) W/ GRATE TOP
TOP 31 70
GRADING & DRAINAGE NOTES:
1. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR HAVING VISITED THE SITE AND HAVING FAMILIARIZED HIMSELF
WITH THE EXISTING CONDITIONS PRIOR TO SUBMITTING HIS BID.
2. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL CABLE, CONDUITS, DUCTS, UTILITIES AND
SIMILAR ITEMS PRIOR TO COMMENCING EXCAVATION WORK. ANY DAMAGE TO EXISTING CABLES WILL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO REPAIR TO THE SATISFACTION OF THE OWNER AND AT NO COST TO THE
OWNER.
3. THE CONTRACTOR SHALL CONTACT THE UTILITY LOCATOR COMPANY TO LOCATE UTILITIES IN THE PROJECT AREAS
PRIOR TO ANY CONSTRUCTION BEGINNING.
4. REPORT ANY UTILITY CONFLICTS TO THE ENGINEER IMMEDIATELY.
5. CONTRACTOR SHALL LIMIT AREAS OF DISTURBANCE AS MUCH AS POSSIBLE DURING THE COURSE OF THE PROJECT,
AND STABILIZE AREAS AS WORK IS COMPLETED. NO SEPARATE MEASUREMENT WILL BE MADE FOR PAYMENT FOR
AREAS REQUIRING SEEDING AND MULCHING OUTSIDE OF THE LIMITS OF CONSTRUCTION.
6. ALL AREAS DISTURBED DURING CONSTRUCTION NOT SHOWN TO BE PAVED SHALL BE PERMANENTLY SEEDED AND
MULCHED.
7. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR DAYS PER THE
TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN IN DETAIL 3/9.
8. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7 CALENDAR DAYS PER THE
TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN IN DETAIL 3/9.
9. CONTRACTOR SHALL DISPOSE OF ALL UNSUITABLE MATERIAL REMOVED FROM THIS SITE TO AN OFFSITE LOCATION IN A
SAFE AND LEGAL MANNER.
10. CUT FOR SKIMMER BASIN #1 (SEE SHEET 7) SHALL BE TEMPORARILY STORED WITHIN THE DESIGNATED STAGING AREA
11 ®0 5% SHOWN ON SHEET 3. ORIGINAL GRADES SHALL BE RESTORED UNLESS OTHERWISE NOTED ON THIS SHEET.
INV IN: 28.37 O
INV OUT: 28.27 11. THE CONTRACTOR SHALL TILL ANY SOILS OUTSIDE OF THE APRON FOOTPRINT THAT MAY HAVE BECOME COMPACTED
PROVIDE POSITIVE MATCH SEE DETAIL 7/11 TIE DOWNS 5S DURING CONSTRUCTION SUCH THAT INFILTRATION OF STORMWATER IS PROMOTED.
TO REMAIN
DRAINAGE TO STRUCTURED � EXISTING ( )
PAVEMENT CONCRETE
7,C;.E.
� fi .p EXISTING �� �L `���
.. `,,` ,,; 4T4 C C x ,... -, fit, 7'
3 .
CON CRET -,'0 § R ='L`
SEE DETAIL 1/11 1 mommommoom 4 OEM@ ME 3 E 32 55 32.78 '} 41-1 d r�
FOR ASPHALT 7,EG 31.6 31 8 32.45
PAVEMENT SECTION E +.HT �f 31X50 �f X X x 32 -
.,:t
CONCRETE
31.92 � �
31.40 .a t ", : E .':,H 7 *3 27
32 32.67 32.80 ....... .......:32.90 , _ '*3 E "s
EXISTING
ASPHALT
IN so EMENNIIIII ME ME == ME as
MATCH
EXISTING
PAVEMENT
32
EXISTING
ASPHALT
32.17
MATCH
EXISTING f
PAVEMENT
149 LF (TOTAL) OF
PROPOSED PERMANENT
DITCH "A ", SEE DETAIL 4/10
FOR DITCH CROSS- SECTION
No on mmmmmmm= ME ME
*3 .9
C
32.16
7
3.4'
32.27
1.87
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2
It .0'
30.
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�., ...., �.�, ,,.q X,.3
PROVIDE POSITIVE 3. 8 1
7 ?0 s° DRAINAGE INTO E`'
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
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PROJ. NO.:
20120041.00. RA
44 LF OF ,
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STORM STRUCTURE C
GRADING & DRAINAGE NOTES:
1. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR HAVING VISITED THE SITE AND HAVING FAMILIARIZED HIMSELF
WITH THE EXISTING CONDITIONS PRIOR TO SUBMITTING HIS BID.
2. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL CABLE, CONDUITS, DUCTS, UTILITIES AND
SIMILAR ITEMS PRIOR TO COMMENCING EXCAVATION WORK. ANY DAMAGE TO EXISTING CABLES WILL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO REPAIR TO THE SATISFACTION OF THE OWNER AND AT NO COST TO THE
OWNER.
3. THE CONTRACTOR SHALL CONTACT THE UTILITY LOCATOR COMPANY TO LOCATE UTILITIES IN THE PROJECT AREAS
PRIOR TO ANY CONSTRUCTION BEGINNING.
4. REPORT ANY UTILITY CONFLICTS TO THE ENGINEER IMMEDIATELY.
5. CONTRACTOR SHALL LIMIT AREAS OF DISTURBANCE AS MUCH AS POSSIBLE DURING THE COURSE OF THE PROJECT,
AND STABILIZE AREAS AS WORK IS COMPLETED. NO SEPARATE MEASUREMENT WILL BE MADE FOR PAYMENT FOR
AREAS REQUIRING SEEDING AND MULCHING OUTSIDE OF THE LIMITS OF CONSTRUCTION.
6. ALL AREAS DISTURBED DURING CONSTRUCTION NOT SHOWN TO BE PAVED SHALL BE PERMANENTLY SEEDED AND
MULCHED.
7. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR DAYS PER THE
TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN IN DETAIL 3/9.
8. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7 CALENDAR DAYS PER THE
TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN IN DETAIL 3/9.
9. CONTRACTOR SHALL DISPOSE OF ALL UNSUITABLE MATERIAL REMOVED FROM THIS SITE TO AN OFFSITE LOCATION IN A
SAFE AND LEGAL MANNER.
10. CUT FOR SKIMMER BASIN #1 (SEE SHEET 7) SHALL BE TEMPORARILY STORED WITHIN THE DESIGNATED STAGING AREA
11 ®0 5% SHOWN ON SHEET 3. ORIGINAL GRADES SHALL BE RESTORED UNLESS OTHERWISE NOTED ON THIS SHEET.
INV IN: 28.37 O
INV OUT: 28.27 11. THE CONTRACTOR SHALL TILL ANY SOILS OUTSIDE OF THE APRON FOOTPRINT THAT MAY HAVE BECOME COMPACTED
PROVIDE POSITIVE MATCH SEE DETAIL 7/11 TIE DOWNS 5S DURING CONSTRUCTION SUCH THAT INFILTRATION OF STORMWATER IS PROMOTED.
TO REMAIN
DRAINAGE TO STRUCTURED � EXISTING ( )
PAVEMENT CONCRETE
7,C;.E.
� fi .p EXISTING �� �L `���
.. `,,` ,,; 4T4 C C x ,... -, fit, 7'
3 .
CON CRET -,'0 § R ='L`
SEE DETAIL 1/11 1 mommommoom 4 OEM@ ME 3 E 32 55 32.78 '} 41-1 d r�
FOR ASPHALT 7,EG 31.6 31 8 32.45
PAVEMENT SECTION E +.HT �f 31X50 �f X X x 32 -
.,:t
CONCRETE
31.92 � �
31.40 .a t ", : E .':,H 7 *3 27
32 32.67 32.80 ....... .......:32.90 , _ '*3 E "s
EXISTING
ASPHALT
IN so EMENNIIIII ME ME == ME as
MATCH
EXISTING
PAVEMENT
32
EXISTING
ASPHALT
32.17
MATCH
EXISTING f
PAVEMENT
149 LF (TOTAL) OF
PROPOSED PERMANENT
DITCH "A ", SEE DETAIL 4/10
FOR DITCH CROSS- SECTION
No on mmmmmmm= ME ME
*3 .9
C
32.16
7
3.4'
32.27
1.87
,2.23
2
It .0'
30.
3.0.60
�., ...., �.�, ,,.q X,.3
PROVIDE POSITIVE 3. 8 1
7 ?0 s° DRAINAGE INTO E`'
1
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\ 33.29, E 1 O
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vw
DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
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PROJ. NO.:
20120041.00. RA
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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DESIGN /DRAWN BY: RAB
PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
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PROJ. NO.:
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DETAIL 4/9
TEMP RARY INLET
PRO ECTION, SEE
D TAIL 4/9
TEMPORARY INLET \
PROTECTION, SEE
DETAIL 4/9
SITE ACCESS ROUTE, SEE 130 LF TEMPORARY SILT FENCE, SEE DETAIL 1/9
SHEET 3 FOR FULL LENGTH
OF ROUTE & LOCATION OF
CONSTRUCTION ENTRANCE
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DIVERSION DITCH AS SHOWN
(10' WIDE, 0.7% SLOPE,
APPROX. 105 LF) INTO
TEMPORARY SKIMMER BASIN #1
203 LF TEMPORARY
DIVERSION BERM, SEE
DETAIL 7/10
TEMPORARY FIBER
CHECK DAM, SEE
DETAIL 2/9
No on MENEMMOMEN ON ME somommmm as
30.60
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PROPOSED
APRON
SKIMMER OUTFALL,
PAVEMENT
SEE DETAIL 3/10
X33.45
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TEMPORARY INLET
SPOT SHOT
PROTECTION, SEE
DETAIL 4/9
PROPOSED
RIP —RAP PAD
TEMPORARY DIVERSION
—TDD $
DITCH & BERM, SEE
PROPOSED
RIFFLE GRADE
DETAIL 7/10
CONTROL
TEMPORARY SILT FENCE,
SEE DETAIL 1/9
�r
EXISTING
0
CONTOURS
TEMPORARY FIBER
CHECK DAM, SEE
31
PROPOSED
DETAIL 2/9
30
CONTOURS
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TEMPORARY SILT
FENCE OUTFALL,
DISTURBANCE
SEE DETAIL 6/9
0
TIE DOWNS
(TO REMAIN)
EROSION CONTROL NOTES:
1. THE CONTRACTOR SHALL MAINTAIN ALL SEDIMENT AND EROSION CONTROL DEVICES THROUGHOUT THE LIFE
OF THE PROJECT, AND PROVIDE PERIODIC CLEANOUT AS NECESSARY. THE CONTRACTOR SHALL INSPECT
ALL DEVICES EVERY SEVEN (7) CALENDAR DAYS OR AFTER EACH RAINFALL EVENT THAT EXCEEDS 1/2
INCH (0.5 "). SEDIMENT SHALL BE REMOVED FROM BEHIND THE SILT FENCES WHEN IT BECOMES ABOUT
1/2 FOOT (0.5') DEEP AT THE FENCE. DAMAGED OR INEFFECTIVE DEVICES SHALL BE REPAIRED OR
REPLACED, AS NECESSARY.
2. CONTRACTOR SHALL LIMIT AREAS OF DISTURBANCE AS MUCH AS POSSIBLE DURING THE COURSE OF THE
PROJECT, AND STABILIZE AREAS AS WORK IS COMPLETED. NO SEPARATE MEASUREMENT WILL BE MADE
FOR PAYMENT FOR AREAS REQUIRING SEEDING AND MULCHING OUTSIDE OF THE LIMITS OF CONSTRUCTION.
3. ALL AREAS DISTURBED DURING CONSTRUCTION NOT SHOWN TO BE PAVED SHALL BE PERMANENTLY
SEEDED AND MULCHED.
4. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR DAYS PER THE
TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN IN DETAIL 3/9.
5. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN IN
DETAIL 3/9.
6. 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.
7. THE TEMPORARY SEEDING SCHEDULE SHOWN IN DETAIL 3/9 SHALL BE USED FOR TEMPORARY
GROUNDCOVER CONDITIONS WHERE NEEDED. ONCE FINAL GRADES AND STABILIZATION OF AN AREA ARE
ESTABLISHED, THE PERMANENT SEEDING MIXTURE SHOWN ON DETAIL 3/9 SHALL BE APPLIED.
8. TOTAL DISTURBED AREA FOR THIS PROJECT: 4.4 ACRES.
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community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
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PROJ. NO.:
20120041.00. RA

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0 O
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MARKING
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TYP.
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54.0'
RP
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65.5'
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N 354095.52
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S
17.5'
PROPOSED STAKE
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LIGHTS (SPACED EVENLY), FROM EP
SEE DETAIL 5/11 /
/
N 353973.15 /
E 2299257.87 /
RP
PROPOSED CABLE
& TRENCH, SEE
DETAIL 6/11
TIE NEW CABLE TO
EXISTING CIRCUIT AT
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community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJECT DATE: SEPT. 2012
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PROJ. NO.:
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720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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SILT FENCE DETAIL:
WHEN AND WHERE TO USE IT
SILT FENCE IS APPLICABLE IN AREAS:
WHERE THE MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE FENCE IS 100 -FEET.
WHERE THE MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO FENCE LINE) IS
2H:1 V.
THAT DO NOT RECEIVE CONCENTRATED FLOWS GREATER THAN 0.5 CFS.
DO NOT PLACE SILT FENCE ACROSS CHANNELS OR USE IT AS A VELOCITY CONTROL BMP.
CONSTRUCTION SPECIFICATIONS:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR
POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING
TO THE REQUIREMENTS IN ASTM D 6461. SYNTHETIC FILTER FABRIC SHOULD CONTAIN
ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0' TO 120' F.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB /LINEAR FT STEEL WITH A
MINIMUM LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A
MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES
ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER
SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE
FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT
POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO
THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM
OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE
SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET
APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM
OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE
MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS.
WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT.
THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
TEMPORARY SEEDING - LATE WINTER /EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN PIEDMONT 50
AND COASTAL PLAIN, KOREAN IN MOUNTAINS)
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT
TO EXTEND BEYOND JUNE.
SEEDING DATES
MOUNTAINS - ABOVE 2500 FT: FEB. 15 -MAY 15
BELOW 2500 FT: FEB. 1 -MAY 1
PIEDMONT - JAN. 1 -MAY 1
COASTAL PLAIN - DEC.1 -APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB /ACRE 10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 LB /ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT,
NETTING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND
MULCH IM- MEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
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SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
RYE (GRAIN) 120
SEEDING DATES
MOUNTAINS AUG. 15 - DEC. 15
COASTAL PLAIN AND PIEDMONT AUG. 15 - DEC. 30
SOIL AMENDMENTS
FOLLOW SOIL TESTS OR APPLY 2,000 LB /ACRE GROUND AGRICULTURAL LIMESTONE
AND 1,000 LB /ACRE 10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 LB /ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE
USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50
LB /ACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY
COVER BEYOND JUNE 15, OVERSEED WITH 50 LB /ACRE KOBE (PIEDMONT AND
COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
1.25 LB. /LINEAR FT. STEEL P
EXTRA STRENGTH
FILTER FABRIC
WITH WIRE FENCE
BACKFILL TRENCH WITH
COMPACTED EARTH
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SILT FENCE INSTALLATION
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TEMPORARY SILT FENCE
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TEMPORARY SEEDING SCHEDULE - SUMMER
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL - STEMMED SUDANGRASS
MAY BE SUBSTITUTED AT A RATE OF 50 LB /ACRE.
SEEDING DATES
MOUNTAINS - MAY 15 -AUG. 15
PIEDMONT - MAY 1 -AUG. 15
COASTAL PLAIN - APR. 15 -AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000
LB /ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB /ACRE
10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 LB /ACRE STRAW. ANCHOR STRAW BY TACKING WITH
ASPHALT, NETTING OR A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS AN ANCHORING
TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE
AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
NOTES:
1. TEMPORARY FIBER CHECK DAMS SHALL BE LOCATED AS SHOWN ON THE
PLANS.
2. BEFORE INSTALLATION OF FIBER ROLL, SMOOTH AND SHAPE EARTH SURFACE
AND REMOVE ALL STONES, ROOTS, OR OTHER DEBRIS GREATER THAN 2
INCHES IN DIAMETER.
3. EXCAVATE A TRENCH 3 INCHES DEEP FOR PLACEMENT OF EACH ROLL.
4. STAKES SHALL BE 24" IN LENGTH SPACED 3 FOOT ON CENTER ON THE
UPSTREAM & DOWNSTREAM SIDE OF THE FIBER ROLL.
5. FABRIC OF FIBER ROLL SHALL BE STAPLED INTO THE GROUND
APPROXIMATELY 1 INCH UPSTREAM OF THE EDGE OF THE ROLL.
MAINTENANCE:
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH
RUNOFF EVENT. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE
THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES
OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT
EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIP -RAP
LINER IN THAT PORTION OF THE CHANNEL. REMOVE SEDIMENT
ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE
FIBER CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING
SEDIMENT OVER THE DAM. FIBER CHECK DAM SHALL BE CLEANED OUT
WHEN 50% OF STORAGE CAPACITY HAS BEEN FILLED IN WITH SEDIMENT.
PERMANENT SEEDING SCHEDULE
PERMANENT SEED MIX
SEEDING
MIXTURE
15 LBS /ACRE OF: PERCENT OF MIX
BERMUDAGRASS 100
SEEDING
IDEAL PLANTING DATES
DATES
ARE APRIL 15 - JULY 15
SEEDING
GREATER BLADDER DEDGE
AMENDMENTS
APPLY LIME AND FERTILIZER PER SOIL TESTS.
PERMANENT SEED MIX - DITCHES ONLY
1. GROUND COVER - WHEREVER LAND DISTURBING ACTIVITY IS UNDERTAKEN
ON A TRACT COMPRISING MORE THAN ONE (1) ACRE, A GROUND COVER
SUFFICIENT TO RESTRAIN EROSION MUST BE PLANTED OR PROVIDED PER
THE GROUND COVER SCHEDULE SHOWN ON THIS SHEET.
2. GRADED SLOPES AND FILLS - PER THE GROUND COVER SCHEDULE
SHOWN BELOW, OR AT THE COMPLETION OF ANY PHASE OF GRADING,
WHICHEVER PERIOD IS SHORTER, SLOPES SHALL BE PLANTED OR
OTHERWISE PROVIDED WITH GROUND COVER, DEVICES, OR STRUCTURES
SUFFICIENT TO RESTRAIN EROSION.
GROUND COVER SCHEDULE
15 LBS /ACRE OF:
PERCENT OF MIX
SEEDING
SWITCHGRASS
40
MIXTURE
GREATER BLADDER DEDGE
30
COMMON RUSH
20
NONE
SHALLOW SEDGE
10
SEEDING
IDEAL PLANTING DATES
DATES
ARE APRIL 15 - JULY 15
14 DAYS
SEEDING
AMENDMENTS
APPLY LIME AND FERTILIZER PER
SOIL TESTS.
1. GROUND COVER - WHEREVER LAND DISTURBING ACTIVITY IS UNDERTAKEN
ON A TRACT COMPRISING MORE THAN ONE (1) ACRE, A GROUND COVER
SUFFICIENT TO RESTRAIN EROSION MUST BE PLANTED OR PROVIDED PER
THE GROUND COVER SCHEDULE SHOWN ON THIS SHEET.
2. GRADED SLOPES AND FILLS - PER THE GROUND COVER SCHEDULE
SHOWN BELOW, OR AT THE COMPLETION OF ANY PHASE OF GRADING,
WHICHEVER PERIOD IS SHORTER, SLOPES SHALL BE PLANTED OR
OTHERWISE PROVIDED WITH GROUND COVER, DEVICES, OR STRUCTURES
SUFFICIENT TO RESTRAIN EROSION.
GROUND COVER SCHEDULE
SITE AREA DESCRIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND
7 DAYS
NONE
SLOPES
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT
STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50 FEET IN
LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER
14 DAYS
NONE (EXCEPT FOR PERIMETERS AND HQW ZONES)
THAN 4:1
SEEDING SCHEDULE
NTS
FIBER CHECK DAM
ROLL (8" DIA.)�
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TEMPORARY FIBER CHECK DAM
NTS
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APPLY TEMPORARY 5
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3, THIS SHEET &
STRAW MATTING FOR
STABILIZATION
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ROLL (12" DIA.)
STAPLE FABRIC INTO---\
GROUND ON UPSTREAM &
DOWNSTREAM SIDE OF ROLL
BACKFILL AND COMPACT
LOOSE MATERIAL
UPSTREAM OF ROLL
GENERAL NOTES:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING
THE INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND
THE PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET
APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE
CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT
THE TOP, MIDDLE, AND BOTTOM. PLACING A 2 -FOOT FLAP
OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING
IS RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC DOT #5 OR #57 STONE) ON A
2:1 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE
WIRE, AND SMOOTH TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND
ESTABLISH FINAL GRADING ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH
GROUNDCOVER.
MAINTENANCE:
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR
THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE
ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO
DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT
REMOVAL. REPLACE STONE AS NEEDED.
CONTRACTOR SHALL INSTALL
CONSTRUCTION ENTRANCE AT
LOCATIONS WHERE TRUCKS
WILL BE ENTERING EXISTING
ROADWAY.
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MAINTENANCE:
6" (MIN.)
EMBEDMENT
NCDOT #5 OR #57
WASHED STONE
COARSE AGGREGATE -
STONE SIZE = 2 " -3"
6" THICK
MINIMUM
�S
GEOTEXTILE FABRIC
INSTALLED UNDER
CONSTRUCTION
ENTRANCE
MAINTAIN THE CONSTRUCTION ENTRANCE IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING WITH 2 -INCH STONE. AFTER EACH RAINFALL, INSPECT
ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR
TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL
5 CONSTRUCTION ENTRANCE
NTS
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WOODEN STAKES SHALL BE
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LENGTH OF THE FIBER ROLL.
PROVIDE 2 STAKES ANGLED AS
SHOWN.
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19 -GAUGE HARDWARE CLOTH
(" MESH OPENINGS)
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INLET PROTECTION
NTS
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2/
FRONT V
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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DESIGN /DRAWN BY: RAB
PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJ. MANAGER: PDS
DESIGN /DRAWN BY: RAB
PROJECT DATE: SEPT. 2012
DRAWING NUMBER:
9 OF 12
PROJ. NO.:
20120041.00. RA

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BASIN VOLUME (CF)
SKIMMER
SIZE
ORIFICE
RADIUS
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3,216
4"
1.0"
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1111110111111 minim IRMO WIN= MINIM
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BAFFLE DETAIL FOR USE IN BASINS
NTS
LINE WITH TEMPORARY
SEEDING AS SHOWN ON
DETAIL 3/9 & STRAW
MATTING
OFFSITE FLOW
WASTE MATERIAL - COMPACT,
SEED & MULCH AFTER
CONSTRUCTION OF DITCH
MAINTENANCE: CROSS SECTIONAL VIEW
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE
DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE
THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL
AND APPROPRIATELY STABILIZE IT.
TEMPORARY DIVERSION DITCH & BERM
NOTES:
1. ALL EXCAVATION AND EMBANKMENT REQUIRED FOR THE INSTALLATION OF THE SEDIMENT
BASIN AS WELL AS RESTORING THE SWALE TO ITS ORIGINAL GRADE AT THE CLOSE OF
THE PROJECT SHALL BE INCLUDED IN THE PRICE FOR THE SEDIMENT BASIN.
2. THE FLOATING SKIMMER, DISCHARGE PIPE, EMERGENCY SPILLWAY SHALL BE INCLUDED IN
THE PRICE FOR THE SEDIMENT BASIN.
3. ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN FOR
MAINTENANCE PURPOSES.
TOP OF DAM 31.5
SPILLWAY CREST 30.5
0_3' DESIGN HIGH -WATER 30.99
SKIMMER CREST 30.2 2
1r
Y
SEDIMENT CLEAN
Fi OUT ELEV.
Z OUTAN
BOTTOM OF BASIN 29.2
3.0'
TOP OF DAM 31.5
SKIMMER
(SEE DETAIL)
BLOCK FOR SKIMMER TO
REST ON
12.0'
DESIGN HIGH -WATER 30.99
SECTION A -A
SEE SECTION A -A
FOR PRINCIPAL
SPILLWAY DIMENSIONS
ENSURE THAT FILL MATERIAL
FOR THE EMBANKMENT IS FREE
OF ROOTS, WOODY VEGETATION,
ORGANIC MATTER, AND OTHER
OBJECTIONABLE MATERIAL.
PLACE THE FILL IN LIFTS NOT
0.5' FREEBOARD
TO EXCEED 9 INCHES, AND
_ 5' _ I MACHINE COMPACT IT. OVER
FILL THE EMBANKMENT 6
III -III- INCHES TO ALLOW FOR
III - III -I- 1 SETTLEMENT.
III - III - III -� I I
TEMPORARY CLASS B
RIP -RAP (1.0' DEPTH)
MI
DISCHARGE PIPE
30 LF OF SCHEDULE 40,
4" PVC PIPE ® 0.5%
3.0'
TOP OF DAM 31.5
TEMPORARY CLASS B
RIP -RAP (1.0' DEPTH)
MAINTENANCE:
1. INSPECT SKIMMER SEDIMENT BASINS AT LEASE WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO
ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE -HALF THE HEIGHT OF THE FIRST
BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE
EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR
THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD
DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE- ANCHOR THE BAFFLES IF WATER IS FLOWING
UNDERNEATH OF AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON
THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE
FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE
THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE
THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE
OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND
REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC
THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET
FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND
POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD
BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
2 TEMPORARY SKIMMER SEDIMENT BASIN
NTS
0
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NOTES:
1. TEMPORARY SILT DITCH TO BE USED
TO BYPASS OFFSITE FLOWS AND
PREVENT SEDIMENT EROSION.
2. SILT SHALL BE REMOVED FROM DITCH
ONCE IT IS ONE -HALF FULL
3. DITCH SHALL BE RECONSTRUCTED
WHEN DAMAGED BY EQUIPMENT OR
COVERED BY FILL.
ISTING PAVEMENT
0CJ�oo 00000 °
EXISTING ABC
NOTE: USE FAIRCLOTH SKIMMER ARM ASSEMBLY
OR APPROVED EQUAL. IF THE
CONTRACTOR CHOOSES TO USE
A MANUFACTURER OTHER THAN
FAIRCLOTH SHOP DRAWINGS "C" ENCLOSURE
SHALL BE SUBMITTED TO THE
ENGINEER FOR REVIEW AND
APPROVAL. WATER ENTRY UNIT
PERSPECTIVE VIEW
PVC END CAP
PVC VENT PIPE
SCHEDULE 40 PVC PIPE- SCHEDULE 40
PVC PIPE
WATER SURFACE
PVC END CAP
PVC TEE
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E
FLEXIBLE
HOSE O\P �5
BOTTOM SURFACE
END VIEW FRONT VIEW
3 SKIMMER DETAIL
10 NTS
SKIMMER SIZING CHART
RISER
DRAINAGE
AREA (AC.)
BASIN VOLUME (CF)
SKIMMER
SIZE
ORIFICE
RADIUS
1
1.89
3,216
4"
1.0"
�
* BASIN SHALL DRAIN IN 72 HOURS.
NAG S75 (1.6 LBS /SF MIN. SHEAR
STRESS) STRAW BLANKET OR
APPROVED EQUAL, INSTALL PER
MANUFACTURER'S RECOMMENDATION
S•
1.5't 1.5'f g:�
I I
7.5' 10.0' 7.5'
DITCH "A" (TRAPEZOIDAL)
NAG S75 (1.6 LBS /SF MIN. SHEAR
STRESS) STRAW BLANKET OR
APPROVED EQUAL, INSTALL PER
MANUFACTURER'S RECOMMENDATION
1.3't
NOTES:
1. THE PAVEMENT SHALL BE DEFINED BY A STRAIGHT EDGE FORMED BY A MACHINED SAW CUT.
2. THE TRENCH SUBGRADE MATERIAL SHALL BE BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED TO A
DENSITY OF AT LEAST 95% OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE
WITH AASHTO T -99 AS MODIFIED BY NCDOT.
3. THE FINAL 1' OF FILL SHALL CONSIST OF ABC MATERIAL COMPACTED TO A DENSITY EQUAL TO 100% OF THAT
OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE WITH AASHTO T -80 AS
MODIFIED BY NCDOT. BITUMINOUS BASE OR BINDER MAY BE SUBSTITUTED IF APPROVED BY THE ENGINEER.
4. THE ENTIRE THICKNESS /VERTICAL EDGE OF THE CUT SHALL BE TACKED.
5. THE SAME DEPTH OF PAVEMENT MATERIAL WHICH EXISTS SHALL BE REINSTALLED, BUT IN NO CASE SHALL
THE ASPHALT BE LESS THAN 2" THICK.
6. THE ASPHALT PAVEMENT MATERIAL SHALL BE INSTALLED AND COMPACTED THOROUGHLY TO ACHIEVE A SMOOTH
LEVEL PATCH.
NTS
5 ASPHALT PAVEMENT PATCH
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MAINTENANCE:
- ORIFICE PLATE
PVC TEE
DURING THE ESTABLISHMENT PERIOD, CHECK GRASS -LINED CHANNELS AFTER
EVERY RAINFALL. AFTER GRASS IS ESTABLISHED, PERIODICALLY CHECK THE
CHANNEL; CHECK IT AFTER EVERY HEAVY RAINFALL EVENT. IMMEDIATELY
MAKE REPAIRS. IT IS PARTICULARLY IMPORTANT TO CHECK THE CHANNEL
OUTLET AND ALL ROAD CROSSINGS FOR BANK STABILITY AND EVIDENCE OF
PIPING OR SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDIMENT
ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING CAPACITY. KEEP
THE GRASS IN A HEALTHY, VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS
THE PRIMARY EROSION PROTECTION FOR THE CHANNEL.
INSPECT CHANNELS AT REGULAR INTERVALS AS WELL AS AFTER MAJOR
RAINS AND MAKE REPAIRS PROMPTLY. GIVE SPECIAL ATTENTION TO THE
OUTLET AND INLET SECTIONS AND OTHER POINTS WHERE CONCENTRATED
FLOW ENTERS. CAREFULLY CHECK STABILITY AT ROAD CROSSINGS AND LOOK
FOR INDICATIONS OF PIPING, SCOUR HOLES OR BANK FAILURES. MAKE
REPAIRS IMMEDIATELY. MAINTAIN ALL VEGETATION ADJACENT TO THE
CHANNEL IN A HEALTHY, VIGOROUS CONDITION TO PROTECT THE AREA FROM
EROSION AND SCOUR DURING OUT -OF -BANK FLOW.
PERMANENT DITCH SECTIONS
OUTSIDE DIAMETER
NTS
MAXIMUM SLOPE BASED
ON OSHA STANDARDS
- COMPACTED APPROVED
EXCAVATED MATERIAL OR
SELECT MATERIAL ( NCDOT
18" RCP
- CLASS III, TYPE 2)
24" 24" PLACE PIPE ON SUITABLE
EXISTING MATERIAL OR
FOUNDATION CONDITIONING
MATERIAL PER NCDOT STANDARDS
CIRCULAR RCP (SEE NOTES FOR SELECT
MATERIAL CLASS) AND /OR AS
DIRECTED BY THE ENGINEER
NOTES:
1. A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE OF TRENCH
MUST BE ALLOWED FOR COMPACTION OF FILL MATERIAL. BACKFILLING OF
TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS LAID.
THE FILL AROUND THE PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED
6 ". UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN
UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN PLACED.
COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF
MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER OF BACKFILL SHALL
BE PLACED LOOSE AND THOROUGHLY COMPACTED INTO PLACE.
2. ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF
95% STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE
100% STANDARD PROCTOR.
3. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS.
4. ALL BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT MATERIAL
( NCDOT CLASS III, TYPE 2). EXCAVATED MATERIAL THAT MEETS OR
EXCEEDS THAT STANDARD SHALL BE USED WHERE AVAILABLE. IN AREAS
OUTSIDE THE ROADWAY, BACKFILL SHALL CONSIST OF EXCAVATED MATERIAL.
6 PIPE TRENCHING DETAIL
NTS ` 10 1 NTS
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DICKSON
community infrastructure consultants
720 Corporate Center Drive
Raleigh, North Carolina 27607
(919) 782 -0495
www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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DESIGN /DRAWN BY:
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PROJECT DATE:
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DESIGN /DRAWN BY:
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PROJECT DATE:
SEPT. 2012
DRAWING NUMBER:
10 OF 12
PROJ. NO.:
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NOTES:
1. REMOVAL OF EXISTING STONE BASE WILL NOT BE
MEASURED SEPARATELY FOR PAYMENT. COSTS FOR
STONE BASE REMOVAL SHALL BE INCLUDED IN THE
PAVEMENT REMOVAL ITEM OF WORK.
2. REMOVAL OF EXISTING SUBGRADE SHALL BE PAID
FOR UNDER THE "UNCLASSIFIED EXCAVATION" ITEM OF
WORK (P -152).
3. IF UNSUITABLE SUBGRADE MATERIAL IS
ENCOUNTERED IT SHALL BE EXCAVATED TO A DEPTH
SPECIFIED BY THE ENGINEER AND BACK FILLED WITH
SUBBASE COURSE MATERIAL (P -154). PAYMENT FOR
EXCAVATION OF UNSUITABLE SUBGRADE MATERIAL
SHALL BE MADE AT THE CONTRACT UNIT PRICE FOR
UNSUITABLE EXCAVATION (P -152).
EXISTING ASPHALT PAVEMENT SECTION
NTS
PROPOSED ASPHALT PAVEMENT,
P -401
DEPTH = 4 ", (2) 2" LIFTS
TACK COAT,
P -603
PRIME COAT,
P -602
CRUSHED
AGGREGATE BASE
COURSE, P -209
DEPTH = 8"
' EXISTING SUBGRADE (COMPACTED TO 95%
</ OF MODIFIED PROCTOR MAX DRY DENSITY)'
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PROPOSED ASPHALT PAVEMENT
SECTION - SCHEDULE I
EXISTING
CRUSHED-/
BASES AGGREGATE 6'
PAVEMENT TRANSITION DETAIL
NTS
BASE COURSE
APRON EDGE OF
_ 4 PAVEMENT DETAIL
11 NTS
TAXIWAY LIGHT - BLUE
OR RED GLOBE WITH 30
WATT QUARTZ FIXTURE
(FAA SPEC. L -861T)
IDENTIFICATION NUMBER GRAVEL SUBSTRATE
50 / 50 MIX OF CLASS A
OUNTING COLUMN RIP RAP AND # 5 STONE
RANGIBLE COUPLING &
ISCONNECT PLUG
11
DESIGN /DRAWN BY:
NTS
1
#6 AWG. BARE, SOLID,
CU. YDS. BRICK
MASONRY
PER FT. HT.
DEDUCTIONS
FOR ONE
PIPE (CU.YD.)
D
BASE
ABOVE S -L
T -901 SEEDING - MULCHED
C. M.
R. C.
PART
SECTION Y -Y
EXISTING
(DO NOT CONNECT TO
1.5"
0.032
15"
1 0.560
NO. 6 BARE `COOPPER
BITUMINOUS
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0.047
1/C NO. 6 BARE
0.560
0.530
COUNTS POISEOCONNECTED
0.044
0.065
24"
COPPER COUNTERPOISE,
0.530
MIN. 6"
5/8" X 8' COPPER CLAD GROUND
0.113
30"
0.560
EXOTHERMICALLY WELDED
L -823
0.122
0.170
ROD, WITH 500' MAX. SPACING
0.560
0.530
0.323
TO THE GROUND ROD
1/C, #8, 5KV L -824, TYPE
TRANSFORMER,
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PLACE
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1/C NO. 8 L -824
TYPE C 5000 V,
CABLE TYP
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COUNTERPOISE ON
TRENCH SIDE NEAREST
PAVEMENT EDGE.
EXISTING
CRUSHED-/
BASES AGGREGATE 6'
PAVEMENT TRANSITION DETAIL
NTS
BASE COURSE
APRON EDGE OF
_ 4 PAVEMENT DETAIL
11 NTS
TAXIWAY LIGHT - BLUE
OR RED GLOBE WITH 30
WATT QUARTZ FIXTURE
(FAA SPEC. L -861T)
IDENTIFICATION NUMBER GRAVEL SUBSTRATE
50 / 50 MIX OF CLASS A
OUNTING COLUMN RIP RAP AND # 5 STONE
RANGIBLE COUPLING &
ISCONNECT PLUG
FLOW -
SELECT FILL
HAND - PLACED
COUNTERPOISE & POWER
6 CABLE TRENCH DETAIL
GRADE CONTROL ROCK
50/50 MIX CLASS A/B
RIP RAP
1.5' PROPOSED
FLARED END
SECTION
PROPO
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1.5' 6.0'
RIFFLE GRADE CONTROL - PLAN VIEW
NTS ®.. .
PROPOSED
APRON
CROSS- SECTION
NOTES:
1. NO SEEDING SHALL BE APPLIED IN THE ENGINEERED SOILS AREA. GRASS WITHIN THE SWALE SHALL
BE CENTIPEDE SOD. CONTRACTOR TO SUBMIT SHOP DRAWINGS PRIOR TO INSTALLATION.
2. MINIMUM DEPTH OF PLANTING MIX SHALL BE 2.00'. THE PLANTING MIX FOR USE IN THE SWALE
SECTION SHALL BE AS FOLLOWS:
85 -88% SAND
8 -12% SAND
3 -5% ORGANIC
PERMEABILITY: 1 -2 IN /HR
3. SOIL MEDIA MUST NOT BE INSTALLED UNTIL ALL OF THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED AND APPROVED BY THE INSPECTOR. SOIL MIXTURES SHALL BE INSTALLED IN 8 TO 12
INCH LIFTS TO ENSURE ADEQUATE FILTRATION.
4. STORM STRUCTURES SHALL BE WATERTIGHT AND SHALL BE CONSTRUCTED AS SHOWN ON THE (0, 0
DETAILS ON THIS SHEET. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS AND ANTI - FLOATATION
CALCULATIONS FOR THE ENGINEER'S APPROVAL PRIOR TO INSTALLATION OF STORM STRUCTURES C & 11
D. i
NTS
IN SITU SOILS, CONTRACTOR TO
MINIMIZE COMPACTION IN THIS AREA.
SECTION A -A
DRAINAGE SWALE W/
ENGINEERED SOILS
NTS
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GENERAL NOTES:
MORTAR JOINTS 1,t" ±1/8" THICK.
CONCAVE TOOL ALL EXPOSED JOINTS.
USE CLASS "B" CONCRETE THROUGHOUT.
USE FORMS TO CONS "rRUCT THE BASE SLAB.
JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR 4"
SOLID CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICK.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN IN STD. NO. 840.00.
WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT
THE TOP OF THE MANHOLE FLUSH WITH THE GROUND. AT OTHER
LOCATIONS CONSTRUCT A MINIMUM OF 9" ABOVE THE GROUND.
PROVIDE MANHOLES OVER 3' -6" IN DEPTH WTH STEPS 12" ON
CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
GRAVEL SUBSTRATE
50 / 50 MIX OF CLASS A
-TOP OF RIFFLE RIP RAP AND # 5 STONE
(ELEV: 27.20) BANKFULL
ELEVATION
FLOW -
- DESIGN BED 0.5 BOTTOM OF RIFFLE
SURFACE F �(ELEV: 27.20)
/ \/ /\
5' MIN
)L 1.75' Mll`
DIMENSIONS AND QUANTITIES FOR MANHOLE
DESIGN /DRAWN BY:
PIPE
DIM.
1
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CU. YDS. BRICK
MASONRY
PER FT. HT.
DEDUCTIONS
FOR ONE
PIPE (CU.YD.)
D
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ABOVE S -L
COPPER COUNTERPOISE
C. M.
R. C.
PART
SECTION Y -Y
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0.020
0.032
15"
1 0.560
0.530
STAKE, SEE COUNTERPOISE
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18"
0.560
0.530
INSTALLATION DETAIL)
0.044
0.065
24"
0.560
0.530
PRIMARY CABLE CONNECTORS,
0.078
0.113
30"
0.560
0.530
L -823
0.122
0.170
ISOLATION
0.560
0.530
0.323
0.176
1/C, #8, 5KV L -824, TYPE
TRANSFORMER,
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STAKES SHALL
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THE DESIGN
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NOTE: FIXTURE
IDENTIFICATION
NUMBERS (1" MIN. HEIGHT) SHALL BE IMPRESSED
ON A 2"
MIN. DIA. NON-
CORROSIVE METAL DISC AND ATTACHED TO THE
MOUNTING COLUMN WITH
TWO STAINLESS STEEL SCREWS.
STAKE -
MOUNTED MEDIUM INTENSITY
TAXIWAY
EDGE LIGHT DETAIL
5
(VIEW
FACING PAVEMENT EDGE)
FLOW -
SELECT FILL
HAND - PLACED
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6 CABLE TRENCH DETAIL
GRADE CONTROL ROCK
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1.5' 6.0'
RIFFLE GRADE CONTROL - PLAN VIEW
NTS ®.. .
PROPOSED
APRON
CROSS- SECTION
NOTES:
1. NO SEEDING SHALL BE APPLIED IN THE ENGINEERED SOILS AREA. GRASS WITHIN THE SWALE SHALL
BE CENTIPEDE SOD. CONTRACTOR TO SUBMIT SHOP DRAWINGS PRIOR TO INSTALLATION.
2. MINIMUM DEPTH OF PLANTING MIX SHALL BE 2.00'. THE PLANTING MIX FOR USE IN THE SWALE
SECTION SHALL BE AS FOLLOWS:
85 -88% SAND
8 -12% SAND
3 -5% ORGANIC
PERMEABILITY: 1 -2 IN /HR
3. SOIL MEDIA MUST NOT BE INSTALLED UNTIL ALL OF THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED AND APPROVED BY THE INSPECTOR. SOIL MIXTURES SHALL BE INSTALLED IN 8 TO 12
INCH LIFTS TO ENSURE ADEQUATE FILTRATION.
4. STORM STRUCTURES SHALL BE WATERTIGHT AND SHALL BE CONSTRUCTED AS SHOWN ON THE (0, 0
DETAILS ON THIS SHEET. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS AND ANTI - FLOATATION
CALCULATIONS FOR THE ENGINEER'S APPROVAL PRIOR TO INSTALLATION OF STORM STRUCTURES C & 11
D. i
NTS
IN SITU SOILS, CONTRACTOR TO
MINIMIZE COMPACTION IN THIS AREA.
SECTION A -A
DRAINAGE SWALE W/
ENGINEERED SOILS
NTS
O,
GENERAL NOTES:
MORTAR JOINTS 1,t" ±1/8" THICK.
CONCAVE TOOL ALL EXPOSED JOINTS.
USE CLASS "B" CONCRETE THROUGHOUT.
USE FORMS TO CONS "rRUCT THE BASE SLAB.
JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR 4"
SOLID CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICK.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN IN STD. NO. 840.00.
WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT
THE TOP OF THE MANHOLE FLUSH WITH THE GROUND. AT OTHER
LOCATIONS CONSTRUCT A MINIMUM OF 9" ABOVE THE GROUND.
PROVIDE MANHOLES OVER 3' -6" IN DEPTH WTH STEPS 12" ON
CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
GRAVEL SUBSTRATE
50 / 50 MIX OF CLASS A
-TOP OF RIFFLE RIP RAP AND # 5 STONE
(ELEV: 27.20) BANKFULL
ELEVATION
FLOW -
- DESIGN BED 0.5 BOTTOM OF RIFFLE
SURFACE F �(ELEV: 27.20)
/ \/ /\
5' MIN
)L 1.75' Mll`
MINIMUM
DIMENSIONS AND QUANTITIES FOR MANHOLE
DESIGN /DRAWN BY:
PIPE
DIM.
CU. YDS.
CONCRETE
TOTAL BRICK
MASONRY
CU. YDS.
CU. YDS. BRICK
MASONRY
PER FT. HT.
DEDUCTIONS
FOR ONE
PIPE (CU.YD.)
D
BASE
ABOVE S -L
BELOW S -L
C. M.
R. C.
PART
SECTION Y -Y
MINIMUM
DIMENSIONS AND QUANTITIES FOR MANHOLE
DESIGN /DRAWN BY:
PIPE
DIM.
CU. YDS.
CONCRETE
TOTAL BRICK
MASONRY
CU. YDS.
CU. YDS. BRICK
MASONRY
PER FT. HT.
DEDUCTIONS
FOR ONE
PIPE (CU.YD.)
D
BASE
ABOVE S -L
BELOW S -L
C. M.
R. C.
12"
0.560
0.530
0.323
0.020
0.032
15"
1 0.560
0.530
0.323
0.031
0.047
18"
0.560
0.530
0.323
0.044
0.065
24"
0.560
0.530
0.323
0.078
0.113
30"
0.560
0.530
0.323
0.122
0.170
36"
0.560
0.530
0.323
0.176
0.238
FILTERS GRADE
FABRIC CONTROL ROCK
50 / 50 MIX
RIFFLE GRADE CONTROL - PROFILE A -A CLASS A / B
RIP RAP
RIFFLE GRADE CONTROL
(STORM SEWER OUTFALL)
IN SITU SOILS,
CONTRACTOR
TO MINIMIZE
COMPACTION IN
THIS AREA.
NTS
VARIES
SPRING LINE FRAME AND COVER
STD. NO. 840.54
FINISHED GRADE
ELEVATION
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T�-
SECTION X -X
BRICK MANHOLE
NTS
FRAME AND GRATE:
USF 4139 FRAME &
6429 GRATE OR
APPROVED EQUAL
- CONCRETE
BASE
8'
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a
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PRECAST OR MASONRY
STRUCTURE CAPABLE
a. OF SUPPORTING H -20
LOADINGS. THE
8" CONTRACTOR SHALL
SUB -MIT SHOP
DRAWINGS FOR REVIEW
as AND APPROVAL.
a a
INSTALLATION LOCATION POINT a
(NORTHING AND EASTING)
KEY (TYP.-\
PLAN AT GRATE f COVER ALL SIDES) SECTION
NOTE:
1. GROUT AROUND ALL PIPE OPENINGS FOR WATERTIGHT SEAL.
r7 DROP INLET STRUCTURE
NTS
PLAN VIEW - SWALE WITH ENGINEERED SOILS
10 0 5 10 20
1 inch = 10 ft.
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community infrastructure consultants
720 Corporate Center Drive
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NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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720 Corporate Center Drive
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www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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DRAWING NUMBER:
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PROJ. NO.:
20120041.00. RA

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RIFFLE GRADE CONTROL - PLAN VIEW
EROSION CONTROL
LINER, SEE DETAIL 2
ON THIS SHEET
FILTER
FABRIC
UF\r\vL-L aUDIDIM IL- .•.. ..—
50 / 50 MIX OF CLASS A
RIP RAP AND # 5 STONE
RIFFLE GRADE CONTROL - PROFILE B -B
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GRADE
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50 / 50 MIX CLASS A / B RIP RAP
RIFFLE GRADE CONTROL - SECTION A -A
RIFFLE GRADE CONTROL
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NTS
EROSION CONTROL
LINER, SEE DETAIL 2
ON THIS SHEET.
NAG S75 (1.6 LBS /SF MIN. SHEAR
STRESS) STRAW BLANKET OR
APPROVED EQUAL, INSTALL PER
MANUFACTURER'S
RECOMMENDATION
NOTE
n0n1k1AMv HIGH
ARK
NAG S75 (1.6 LBS /SF MIN. SHEAR
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APPROVED EQUAL, INSTALL PER
MANUFACTURER'S
RECOMMENDATION
1. LINE ALL DISTURBED CHANNEL BANKS WITH EROSION
CONTROL MATTING.
2. MATTING SHOULD BEGIN INSIDE THE CHANNEL AT OR
BELOW THE ORDINARY HIGH WATER MARK AND EXTEND EXISTING CHANNEL BED,
PAST NEWLY GRADED TOP OF BANK A MINIMUM OF 24 ". RIFFLE GRADE CONTROL
TO BE INSTALLED PER
DETAIL 1 ON THIS SHEET.
TYPICAL BANK STABILIZATION
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720 Corporate Center Drive
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www.wkdickson.com
NC. LICENSE NO. F -0374
PROFESSIONAL SEAL
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PROJ. NO.:
20120041.00. RA