20161263 Ver 1_More Info Received_20170329

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STEWART March 23, 2017
McCray Coates, PE
Stormwater Services Manager
City of Asheville
Public Works Department - Stormwater Services Division
P.O. Box 7148
Asheville, NC 28802
Re: Beaucatcher Greenway Grading/Stormwater/Flood Permit Plan
Review Comments Permit Application Number (16-09263)
Mr. Coates,
Stewart received the following review comment from Nancy Watford on
September 9, 2016:
"10. The project may be exempt from certain provisions of post -construction
stormwater quality and quantity control regulations because if the developer
utilizes stormwater sheet flow measures across aquatic buffers, filtration,
[bioretention], enhanced on-site infiltration, and/or other effective measures
thereby managing both the stormwater quantity and quality, the post -
construction stormwater control standards described in subsection 7-12-2(f)(1)
and (2) above shall be altered or waived by the stormwater administrator to
the extent that the measures provide the same level of treatment, discharge,
and velocity control as would be accomplished under the post -construction
stormwater control standards using the methods defined in the BMP Manual.
Please provide calculations that provide evidence and show that this provision
is met. Please provide a letter requesting that the stormwater quantity and
quality control be waived based on the provided calculations above and plans,
addressed to McCray Coates..."
Based on this comment and a follow-up phone teleconference held on 10/4/16
between Stewart, Nancy Watford, and Pete Wall we understand that the water
quality regulation requirements have been waived for the project and we are
requesting water quantity regulation requirements be waived in accordance with the
City of Asheville Code of Ordinances based on the plans and stormwater calculations
package that was previously submitted and reviewed/approved by Nancy Watford
(final permit pending approval of this Stormwater quantity exemption letter). The
following project approach that was taken in the hydrologic and hydraulic design on
the project was provided in a letter to you dated 10/5/16:
Project Approach:
Stewart has maintained existing drainage patterns to the maximum extent
practicable. In some instances, including those where existing scour/erosion
problems exist, Stewart has provided additional culvert crossings to divide the
contributing drainage area and reduce runoff to these areas. Sheet flow across
the trail was utilized to the maximum extent practicable. In areas where this
STRONGER BY DESIGN
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

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STEWART
STRONGER BY DESIGN
could not be achieved, primarily areas where there were existing roadside
ditches or areas where cut walls were installed to get the necessary typical
section in and avoid large scale cut slope impacts to the mountain, Stewart
provided conveyance via open channels or small closed drainage systems. Open
channels were designed to be vegetated to the maximum extent practicable,
however grades in various areas dictated the installation of riprap lining to
reduce velocities and prevent erosion. Additionally, the ditches specified at the
top of cut walls utilized a concrete lining based on the geometric section (which
was selected to minimize grading limits). Check dams specified in permanent
ditches on the Erosion and Sediment Control plans are to remain after
construction. These will help provide some storage/detention of stormwater
(and potentially some pollutant removal as a smaller scale water quality swale)
and help reduce runoff velocities. Lastly, riprap energy dissipater pads have
been provided at all concentrated flow outfalls. Per the note in the attached
calculations, Stewart has taken into account the sensitive nature/steep topology
in the project area and has provided a conservative design when sizing the
riprap to help ensure lower velocities at these outfalls. The vast majority of
outfalls on the project discharge to heavily wooded areas and while not
quantified, one may assume there will be some runoff volume reduction by
means of infiltration as runoff travels down the mountain.
Subsequently we received an email from Nancy Watford on 10/26/16 stating that you
require more specifics than were originally requested by Nancy during the
teleconference on 10/4/16. In response to the additional request Stewart
staff/Nancy Watford/Pete Wall had a follow-up teleconference on 11/8/16 to clarify
what additional information was needed. Based on those conversations, all parties
understand that Stewart originally designed for water quality and the storm water
BMPs were removed at the request of the City because of long-term maintenance
costs. Stewart understands that the City has the delegated authority of NC DEQ for
stormwater permitting waivers/exceptions. Since that time, Stewart has continued
to coordinate and address comments from both Zan Price and Melissa King at NC
DEQ. To address the specifics requested by Nancy, we provide the following
information:
Impervious Area Summary
Total Project Area = 77.95 AC
Existing Impervious Area on the Project = 6.52 AC (8.4%)
New/Additional Impervious Area on the Project = 1.87 AC (2.4%)
Total Proposed Impervious Area (Existing + Additional) = 8.39 AC (10.8%)
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

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STEWART
STRONGER BY DESIGN
-L9- (White Fawn Drive)
This area of the project consists of adding a 6' sidewalk adjacent to White Fawn Drive
and a small two parking stall for ADA accessibility. Existing drainage patterns send
runoff to a steep ditch currently experiencing scour issues and ultimately to a 24"
pipe. Proposed drainage will be handled via a closed system which utilizes a series of
step-down manholes adjacent to the aforementioned ditch and outfall into an energy
dissipater pad before entering the existing 24" pipe. Additionally, a 6' wide access
trail (-L8REV3-) will connect -L9- with Memorial Stadium. Approximately 3,500 sf of
impervious trail will sheet flow into existing ditches/swales to approximately 0.5
acres of adjacent woods (average woods slope is approximately 30%). All runoff from
this section drains to City of Asheville property.
-L3_REV- (White Fawn Drive to Ardmion Park Drive)
This area of the project consists of paving a 10' wide trail over an existing gravel
roadbed, adding two compacted gravel pull off areas, and three walls (two cut and
one fill). Existing drainage is handled by a combination of sheet flow and
concentrated flow in ditches that flow into a series of 3 corrugated metal culverts
ranging from 8" to 18" in diameter. Proposed drainage will be handled via a
combination of sheet flow across the trail and a series of trailside ditches (with rock
check dams) and 11 reinforced concrete pipe culverts which discharge onto oversized
rock dissipater pads. In total, this section of trail drains approximately 22,110 sf of
proposed impervious area to approximately 19.7 acres of adjacent woods (average
woods slope is approximately 25%). All runoff from this trail section discharges on
City of Asheville property.
-L2A- (Reservoir Road to Proposed Trailhead/Fire Turnaround)
This area of the project consists of paving an 18' wide access road over an existing
gravel road bed, adding a trailhead parking lot/fire turnaround, and a cut wall.
Existing drainage sheet flows into adjacent wooded areas, across Reservoir Road, and
then into more downstream woods. To limit grading into the mountain, a cut wall is
proposed with a ditch at the top of the wall to collect cut slope runoff (no impervious
area) ultimately draining to a proposed 18" pipe under Reservoir Road. This runoff
then runs onto an energy dissipater pad before flowing into woods on City of
Asheville property. The 18' wide access road (approximately 6,900 sf of impervious)
sheet flows to the adjacent woods and travels down a 2:1 slope to the existing
roadside ditch adjacent to Reservoir Road. The rest of the proposed impervious area
(approximately 10,400 sf) drains to a proposed ditch, under the access road via an
18" pipe, onto an energy dissipater pad. From the dissipater pad, the runoff flows
into the adjacent woods and travels down the aforementioned 2:1 slope to the
existing roadside ditch adjacent to Reservoir Road.
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

T E 1�V''A R T -L1 MOD- (McCauley Drive to-L1REV-)
SThis area of the project consists of paving a 10' wide trail through existing woods and
utilizing a fill wall to minimize clearing limits on the downhill side of the trail. Existing
drainage consists of sheet flow and concentrated shallow flow through the woods.
The approximate 3,100 sf of impervious area will sheet flow to the approximate 4.8
acres of adjacent woods (approximate slope of woods is 3:1). Dissipater pads have
been provided at the toe of the proposed fill wall. All impervious area in this section
sheet flows directly onto woods owned by the City of Asheville.
-L2- (Trailhead/Fire Turnaround to-UREV-)
This area of the project consists of paving a 10' wide trail on an existing gravel
roadbed and installing a set of steps down to the intersection of -1_1 MOD- and -
L1REV-. Existing drainage sheet flows into adjacent woods. Proposed trail drainage
will also sheet flow into the approximate 1.7 acres of adjacent woods (approximate
slope of woods is 67%). The wooded area uphill of the proposed steps will drain to a
proposed ditch down to an 18" pipe, pass beneath-L1REV- trail, and discharge onto a
dissipater pad and into approximately 4 acres of adjacent woods owned by the City of
Asheville (approximate slope of woods is 2:1).
-L1REV- (-L2- to -L3 REV-)
This area of the project consists of paving a 10' wide trail on an existing gravel
roadbed from the intersection with -L2- down to the intersection with -1_3 REV-.
Existing drainage from upland woods sheet flows across the roadbed into
downstream woods. The proposed design maintains this pattern with approximately
13,700 sf of impervious sheet flowing into approximately 6.7 acres of adjacent woods
owned by the City of Asheville (approximate slope of woods is 3:1). From these
woods, the runoff is collected in trailside ditches on -1_3 REV- and discharged through
culverts onto energy dissipater pads as detailed in the above paragraph titled
"-L3_REV- (White Fawn Drive to Ardmion Park Drive)".
-L4ALT2- (-L3 REV- to Alexander Drive)
This area of the project consists of adding a 5' concrete sidewalk to the uphill side of
Ardmion Park Drive. To limit clearing and grading limits on the uphill side, a cut wall
for the length of the section is proposed. The existing road (approximately 14' wide)
sheet flows onto privately owned parcels consisting primarily of woods. The
proposed sidewalk will sheet flow approximately 5,250 sf of additional impervious
area onto the existing roadway and into the woods (approximate slope of woods is
40%). Top of wall ditches are proposed to send runoff from approximately 3.25 acres
of uphill woods to a culvert under -1_3 REV- and onto an extended energy dissipater
pad before discharging on City of Asheville owned property. The adjacent woods are
described in the above paragraph titled "-L3_REV- (White Fawn Drive to Ardmion
Park Drive)". To maintain existing drainage patterns at residential property 61
STRONGER BY DESIGN
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

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T E 1�V''A R T Ardmion Park Drive, a 15" culvert will be extended and a drop inlet structure added
Sto collect runoff next to the gravel driveway. On the uphill side of the intersection
Ardmion Park and Alexander Drives, a portion of the existing closed storm system
that will be impacted by the addition of the sidewalk will be abandoned and filled
with flowable fill. To maintain existing drainage patterns in this area, a junction box
will be placed in the intersection with a 24" pipe stubbed out to a headwall behind
the proposed sidewalk.
-L5REV- (Alexander Drive to -L6-)
This area of the project consists of paving 10'-17' wide trail over an existing roadbed
(comprised of sections of broken asphalt and gravel) and constructing a gravel pull -
off. Existing drainage patterns are comprised of sheet flow off the road into either
adjacent woods or into a series of roadside ditches which drain to one of two existing
culverts (a 3' x 2' stone culvert or a 24" reinforced concrete pipe). The proposed
pavement width for the vast majority of this section is less than the existing roadbed
and lies within existing roadbed limits. Total additional impervious area being added
in this section is approximately 4,100 sf. Proposed drainage patterns mimic existing
conditions with sheet flow and roadside ditches (with rock check dams) to two
proposed culverts with energy dissipater pads before flowing into approximately 7.4
acres of adjacent privately owned woods (approximate slope of woods is 2:1).
-L6- (-LSREV- to South Beaumont St)
This area of the project consists of constructing an 8' wide sidewalk on the downhill
side of Ardmion Park Drive and utilizes a fill wall to limit clearing/construction limits.
Existing runoff sheet flows to privately owned woods or flows down Ardmion Park
Drive and across South Beaumont Street. The proposed additional impervious area is
approximately 5,100 sf and will sheet flow over the fill wall onto riprap toe of wall
protection/energy dissipater before continuing to sheet flow into approximately 2
acres of privately owned woods (approximate woods slope is 67%).
-L7A- (-L6- to College St)
This area of the project consists of constructing a 7.5' wide sidewalk on the uphill side
of South Beaumont Street and utilizes a cut wall to limit clearing/construction limits.
Existing runoff sheet flows down and across South Beaumont Street into adjacent
woods (partially owned by the City of Asheville). Proposed additional impervious
area is approximately 3,500 sf and will sheet flow down and across South Beaumont
Street into approximately 1.5 acres of woods (approximate woods slope is 2:1).
-L7C- (South Beaumont to Helen's Bridge Lower Trailhead)
This area of the project consists of constructing a 7.5' wide sidewalk on the downhill
side of College Street and utilizes a fill wall to limit clearing/construction limits.
Existing runoff sheet flows into adjacent woods owned by the City of Asheville and
STRONGER BY DESIGN
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

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then into a roadside ditch at the next switchback of College Street. Proposed
STEWART
additional impervious area is approximately 1,700 sf and runoff will flow along the
curb down to the next switchback of College Street with a concrete flume and riprap
energy dissipater proposed at the end of the sidewalk to transition to the existing
roadside ditch.
Helen's Bridge Lower Trailhead
This area of the project consists of constructing a trailhead on and adjacent to an
existing compacted earth roadbed. Fill walls are utilized on the downhill side to limit
clearing/construction limits and create an overlook area. Cut walls are utilized on the
uphill side to limit clearing/construction limits. Existing drainage sheet flows down
the roadbed into College Street and adjacent woods owned by the City of Asheville.
Proposed impervious area is approximately 4,400 sf and will be collected using a
closed system and discharged onto a riprap energy dissipater before flowing into
approximately 0.3 acres of adjacent woods owned by the City of Asheville
(approximate slope of woods is 67%). These woods drain to the roadside ditch at the
next switchback of College Street.
Helen's Bridge Upper Trailhead
This area of the project consists of constructing a small trailhead near Helen's Bridge
in existing open space adjacent to Windswept Drive. Existing drainage sheet flows
into adjacent woods or onto Windswept Drive. Additional impervious area proposed
is approximately 2,000 sf and will sheet flow to approximately 840 sf of permeable
pavers or to approximately 0.3 acres of adjacent woods owned by the City of
Asheville (approximate slope of woods is 67%).
Please let us know if you have any questions during review of the above in
consideration of our request for waiver of water quantity regulations. We look
forward to continuing to serve the City of Asheville and working with the Stormwater
Services Division in support of the Beaucatcher Greenway project.
Respectfully Submitted,
STEWART
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Andrew Hickling, PE
Bicycle and Pedestrian Project Engineer
STRONGER BY DESIGN
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
DESIGN DATA
DESIGN SPEED = 20 MPH
CIN OF ASHEVILLE
NORTH CAROLINA
BEAUCATCHER GREENWAY
LOCATION:
FROM WHITE FAWN RESERVOIR TO
HELENS BRIDGE
TYPE OF WORK:
GRADING, PAVING, STRU CTU R
DRAINAGE, & EROSION CONTR
PROJECT LENGTH
LEAN ANGLE = 15 DEGREES LENGTH OF PROJECT = 2.26 MILES
FUNC. CLASSIFICATION = GREENWAY
GRAPHIC SCALES
30 15 0 30 60 30 15 0 30 60 6 3 0 6 12
PLANS PROFILE (HORIZONTAL) PROFILE (VERTICAL)
INDEX OF SHEETS
1
TITLE
lA
Street Name
PLAN SHEET SYMBOLS
1B
Total Acreage
NOTES
1C
Percent of Site Graded (%)
SEQUENCE OF CONSTRUCTION ACTIVITIES
2-2R
BUCHANAN
TYPICAL SECTIONS & GREENWAY DETAIL SHEETS
3-3D
21.32
SUMMARY SHEETS
4-16A
1.297
CONSTRUCTION PLANS & PROFILE SHEETS
A-4 THRU
A-16
HORIZONTAL ALIGNMENT PLAN SHEETS
E-4 THRU
E-14
EXISTING CONDITION PLAN SHEETS
G-1 THRU
G-14
GRADING AND EROSION CONTROL SHEETS
TCP -1 THRU TCP -3
TRAFFIC CONTROL PLANS DETAIL SHEETS
UC -1 THRU UC -7
UTILITY COORDINATION PLANS
TH1 THRU
D1.5
TRAILHEAD DESIGN PLAN SHEETS & DETAILS'
Graded Acreage
Existing Grade (%)
Percent of Site Graded (%)
Max. Percent Allowed (%)
CITYOFASHEVILLE
ALEXANDER
964866179800000
L3 REV, L1REV
29.47
1.557
40+
5.283
15
CITY OF ASHEVILLE
RESERVOIR
964856700400000
L1REV, Ll MOD
i
1.101
40+
:.. 5 ;
S CHARLOTTE STREET
STEEP SLOPE AND RIDGETOP DEVELOPMENT ORDINANCE
SEC. 7-12-4 IS APPLICABLE TO THIS PROJECT.
Maximum Percentage of Site Grading By Existing Grade Zone A (For Properties at Elevations 2220'-2349')
Property
Street Name
Pin Number
Alignment & Stationing
Total Acreage
Graded Acreage
Existing Grade (%)
Percent of Site Graded (%)
Max. Percent Allowed (%)
CITY OF ASHEVILLE
BUCHANAN
964856680600000
L8REV3
21.32
0.276
40+
1.297
20
C JEM PROPERTIES LLC
MCCAULEY
964856420400000
L1REV, L1_MOD
2.12
0.000
40+
0.008
20
Maximum Percentage of Site Grading By Existing Grade Zone B (For Properties at Elevations 2350' & Above)
Property
Street Name
Pin Number
Alignment & Stationing
Total Acreage
Graded Acreage
Existing Grade (%)
Percent of Site Graded (%)
Max. Percent Allowed (%)
CITYOFASHEVILLE
ALEXANDER
964866179800000
L3 REV, L1REV
29.47
1.557
40+
5.283
15
CITY OF ASHEVILLE
RESERVOIR
964856700400000
L1REV, Ll MOD
7.42
1.101
40+
14.844
15
CITY OF ASHEVILLE
WINDSWEPT
1964980206500000
L7A
1 5.021
0.089
40+
1.782
15
CITY OF ASHEVILLE
COLLEGE
1964970840800000
L7C
1 6.251
0.036
40+
0.579
15
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Note: Not to Scale
*S. U.E. = Subsurface Utility Engineering
BOUNDARIES AND PROPERTY.-
Control of Access
State Line
----- -----
County Line
Temporary Construction Easement -
Proposed
Township Line
Proposed
City Line
Proposed
Permanent Greenway Easement
Reservation Line
Permanent Utility Easement
Property Line
Temporary Utility Easement
Existing Iron Pin
0
Property Corner
Permanent Easement with
Property Monument
0
Parcel/Sequence Number
X23
Existing Fence Line
x x x
Proposed Wooden Split Rail Fence
Orchard
Proposed Chain Link Fence
U/G Telephone Cable Hand Hole
Proposed Safety Rail
Vineyard
Vineyard
Existing Wetland Boundary
- - - —WLB— - - -
Proposed Wetland Boundary
WLB
Existing Endangered Animal Boundary
EAB
Existing Endangered Plant Boundary
EPB
Existing Historic Property Boundary
HPB
Known Contamination Area: Soil
Potential Contamination Area: Soil
-
Known Contamination Area: Water
SF
Potential Contamination Area: Water
-
Contaminated Site: Known or Potential
BUILDINGS AND OTHER CULTURE:
Gas Pump Vent or U/G Tank Cap
0
00000 000
S
Sign
Check Dam
W
Well
Small Mine
O
Foundation
0
Area Outline
Cemetery
fi
Building
School
Church
Dam
HYDROLOGY.-
Stream or Body of Water
Hydro, Pool or Reservoir
O O
Jurisdictional Stream
,S
Buffer Zone 1_BZ
1
Buffer Zone 2_BZ
2
Flow Arrow
< --- ---
Disappearing Stream
Spring
Wetland
Proposed Lateral, Tail, Head Ditch
FLOW
False Sump
<�>
CONVENTIONAL
RIGHT OF WAY.-
Baseline Control Point
Existing Right of Way Marker
Existing Right of Way Line
Proposed Right of Way Line
Proposed Right of Way Line with
Iron Pin and Cap Marker
Proposed Right of Way Line with
Concrete or Granite RNV Marker
Proposed Control of Access Line with
Concrete C/A Marker
Existing Control of Access
Proposed
Control of Access
Existing Easement
Line
Proposed
Temporary Construction Easement -
Proposed
Temporary Drainage Easement
Proposed
Permanent Drainage Easement
Proposed
Permanent Greenway Easement
Proposed
Permanent Utility Easement
Proposed
Temporary Utility Easement
Proposed
Aerial Utility Easement
Proposed
Permanent Easement with
Iron Pin and Cap Marker
PLAN
W
ROADS AND RELATED FEATURES:
Existing Edge of Pavement -
Existing Curb
Proposed Slope Stakes Cut
Proposed Slope Stakes Fill
Proposed Wheelchair Ramp
Existing Metal Guardrail
Proposed Guardrail
Existing Cable Guiderail
Proposed Cable Guiderail -
Equality Symbol
Pavement Removal
nO
W
VAS D
c
E
TCE
TDE
PDE
PGE
PUE
TUE
AUE
C
F
WCR
SHEET SYMBOLS
RAILROADS:
Standard Gauge -
RR Signal Milepost
Switch
RR Abandoned
RR Dismantled —
EXISTING STRUCTURES:
MAJOR:
Bridge, Tunnel or Box Culvert
Bridge Wing Wall, Head Wall and End Wall -
MINOR:
Head and End Wall
Pipe Culvert
Footbridge
Drainage Box: Catch Basin, DI or JB
Paved Ditch Gutter
Storm Sewer Manhole
Storm Sewer
UTILITIES.-
POWER:
TILITIES.
POWER:
Existing Power Pole
Proposed Power Pole
Existing Joint Use Pole
Proposed Joint Use Pole
Power Manhole
Power Line Tower
Power Transformer
U/G Power Cable Hand Hole
H -Frame Pole
Recorded U/G Power Line
Designated U/G Power Line (S.U.E.*)
WATER:
Water Manhole
CSX TRANSPORTATION
G) Water Meter o
MILEPOST 35
O Water Valve 0
SWITCH
Water Hydrant 0
-------- Recorded U/G Water Line W
Designated U/G Water Line (S.U.E.* W
Above Ground Water Line A/G Water
1 CONC r
) CONC WW
CONC HW
>----------<
O CB
0
5
P
— —P
VEGETATION.-
TELEPHONE:
Single Tree
Existing Telephone Pole
�-
Single Shrub
Proposed Telephone Pole
-0-
Hedge
Telephone Manhole
O
Woods Line
Telephone Booth
❑�
Existing Tree to Remain
Telephone Pedestal
❑D
Tree to be Removed
Telephone Cell Tower
Orchard
U/G Telephone Cable Hand Hole
HH
Vineyard
Vineyard
Recorded U/G Telephone Cable
T
EROSION CONTROL:
Designated U/G Telephone Cable (S.U.E.*) -
- - -T- - - -
Tree Protection Fence
TP
Recorded U/G Telephone Conduit
TC
U/G Telephone Conduit (S.U.E.*)- -
- - -TC- - - -
Silt FenceDesignated
SF
Recorded U/G Fiber Optics Cable
T FO
Silt Fence Outlet
00000 000
Designated U/G Fiber Optics Cable (S.U.E.*t -
- - -T FO- - -
Check Dam
)0 -
TV:
TV Satellite Dish C�
TV Pedestal
TV Tower 0
U/G TV Cable Hand Hole HH
Recorded U/G TV Cable TV
Designated U/G TV Cable (S.U.E.*) - - - —TV— - - -
Recorded U/G Fiber Optic Cable TV FO
Designated U/G Fiber Optic Cable (S.U.E.*r - - - -TV Fo- - -
GAS:
Gas Valve
Gas Meter
Recorded U/G Gas Line
Designated U/G Gas Line (S.U.E.*) - - - - - -
Above Ground Gas Line A/G Gas
SANITARY SEWER:
Sanitary Sewer Manhole OO
Sanitary Sewer Cleanout O
U/G Sanitary Sewer Line SS
Above Ground Sanitary Sewer A/G Sanitary Sewer
Recorded SS Forced Main Line FSS
Designated SS Forced Main Line (S.U.E.*) - - - -FSS- - - -
MISCELLANEOUS:
Utility Pole
Utility Pole with Base
Utility Located Object
Utility Traffic Signal Box
Utility Unknown U/G Line
U/G Tank; Water, Gas, Oil
Underground Storage Tank, Approx. Loc.
AIG Tank; Water, Gas, Oil
Geoenvironmental Boring
U/G Test Hole (S.U.E.*)
Abandoned According to Utility Records
End of Information
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GENERAL NOTES
1. THE CONTRACTOR SHALL PERFORM ALL CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH THE
APPLICABLE REQUIREMENTS OF THE CITY OF ASHEVILLE STANDARD SPECIFICATIONS AND THE 2012
NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
2. WHERE ASPHALT OR CONCRETE SECTIONS ARE REMOVED, CONTRACTOR SHALL USE A SAW CUT AT THE
LIMITS OF DEMOLITION TO OBTAIN A CLEAN EDGE.
3. ALL TREE PROTECTION FENCING SHALL BE INSTALLED PRIOR TO LAND DISTURBANCE OPERATIONS
INCLUDING TREE REMOVAL, IN SUCH A MANNER AS TO CLEARLY AND ADEQUATELY SEPARATE ALL TREES
TO BE REMOVED FROM REMAINING VEGETATION.
NOTES
CITY OF ASHEVILLE TYPICAL GREENWAY CONSTRUCTION NOTES
1. TRAIL SHALL BE CONSTRUCTED PER PLANS AND ACCORDING TO ALL OTHER PERTINENT DETAILS AND
SPECIFICATIONS.
2. CONTRACTOR SHALL CONFINE CONSTRUCTION ACTIVITY WITHIN LIMITS OF CONSTRUCTION.
3. CONTRACTOR SHALL RETAIN A PLS TO STAKE CENTERLINE OF THE TRAIL AS SHOWN ON THE LAYOUT
PLAN. THE TRAIL IS TO BE STAKED AT 50' INTERVALS IN THE FIELD.
4. STAKED CENTERLINE OF THE TRAIL IS TO BE APPROVED BY THE CITY OF ASHEVILLE,
5. ERECT TREE PROTECTION FENCE ALONG LIMIT OF CONSTRUCTION FOR INSPECTION BY CITY OF
4. NO GRADING IS TO OCCUR IN THE TREE PROTECTION AREAS OR TREE CRITICAL ROOT ZONES. ASHEVILLE SITE INSPECTOR.
5. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, EQUIPMENT,
ETC. THAT MAY BE REQUIRED.
6. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE
MATERIALS OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE
REMOVED FROM THE SITE ON A DAILY BASIS.
7. RELOCATION OF EXISTING UTILITIES TO BE COORDINATED WITH THE LOCAL UTILITY PROVIDER(S).
8. EXISTING UTILITIES AND STRUCTURES SHOWN BOTH UNDERGROUND AND ABOVE ARE BASED ON THE BEST
AVAILABLE RECORD DRAWINGS. THE CONTRACTOR SHALL VERIFY FIELD CONDITIONS PRIOR TO
BEGINNING RELATED CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED TO THE OWNER'S
REPRESENTATIVE IMMEDIATELY.
9. CONTRACTOR SHALL LOCATE ALL UTILITIES AND UTILITY ELEVATIONS PRIOR TO CONSTRUCTION. ALL
UTILITIES TO REMAIN SHALL BE PROTECTED BY THE CONTRACTOR. ANY UTILITIES DAMAGED DURING
CONSTRUCTION SHALL BE REPAIRED BY CONTRACTOR.
10. CONTRACTOR SHALL RESTORE ALL LAY DOWN AND STAGING AREAS TO ORIGINAL CONDITIONS AND TO
THE SATISFACTION OF THE OWNER, PRIOR TO DEMOBILIZATION AT THE CONCLUSION OF THE PROJECT.
11. CONSTRUCTION/SAFETY FENCING REMOVED TO FACILITATE ACCESS BY THE CONTRACTOR FOR
CONSTRUCTION MUST BE REPLACED AT THE END OF EACH WORK PERIOD TO DIRECT PEDESTRIAN
TRAFFIC AWAY FROM HAZARDOUS AREAS.
12. DEMOLITION, AND SUBSEQUENT CONSTRUCTION OF STORM DRAINAGE FACILITIES SHALL BE PERFORMED
IN SUCH A MANNER THAT THE OLD PIPE AND STRUCTURES ARE REMOVED AND NEW STRUCTURES AND
PIPING ARE IMMEDIATELY PUT INTO SERVICE.
13. CONTRACTOR SHALL ENSURE THAT STORM DRAINAGE DOES NOT REMAIN OUT OF SERVICE FOR LONGER
THAN 12 HOURS AT A TIME. PROVISIONS SHALL BE MADE TO MAINTAIN STORM WATER DRAINAGE
DURING CONSTRUCTION.
14. STATIONING IS APPROXIMATE. CONTRACTOR SHALL VERIFY ALL STATIONING FOR APPLICABILITY TO
EXISTING CONDITIONS PRIOR TO CONSTRUCTION. DEVIATION FROM ALIGNMENT DUE TO LARGE TREES OR
OTHER OBSTACLES ETC SHALL BE APPROVED BY CITY OF ASHEVILLE.
15. CONTRACTOR SHALL MAINTAIN ALL ABOVE AND BELOW GROUND STORM WATER DRAINAGE AND PATTERNS
AND PIPING AS THEY CURRENTLY EXIST UNLESS NOTED OTHERWISE. ANY DISTURBANCE OF THE
PATTERNS OR STRUCTURES BY THE CONTRACTOR SHALL BE CORRECTED BY THE CONTRACTOR TO
CONDITION PRIOR TO DISTURBANCE. CLEAN OUT STORM WATER PIPE ONLY IF NOTED ON PLAN AND
ACCORDING TO DETAIL.
16. CONTRACTOR ACCESS FOR TRAIL CONSTRUCTION SHALL BE CONFIRMED BY CONTRACTOR WITH OWNER'S
REPRESENTATIVE PRIOR TO CONSTRUCTION.
17. CONTRACTOR SHALL PROVIDE SILT FENCING IN ALL AREAS AND EROSION CONTROL MEASURES AS NEEDED
OR DIRECTED BY THE EROSION CONTROL INSPECTOR. IF ADDITIONAL MEASURES ARE REQUIRED IN
ADDITION TO THE PLANS, COMPENSATION WILL BE PROVIDED PER THE CONTRACT PROVISIONS.
18. VEGETATION ON BANKS AND WETLANDS SHOULD BE HAND CUT WITH ROOT MATS UNDISTURBED.
19. THE ENGINEER AND OR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS
ASSOCIATED WITH PROJECT AS SET FORTH IN THESE PLANS. IF DEPARTURES FROM THE
SPECIFICATIONS OR DRAWINGS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH
DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER IN WRITING FOR REVIEW. NO
DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE WRITTEN PERMISSION OF
THE OWNER.
20. ALL STORM DRAIN FRAMES, GRATES, AND HOODS SHALL BE STAMPED WITH IN ACCORDANCE WITH
THE CITY OF ASHEVILLE STANDARDS.
21. EXISTING CONDITIONS SHOWN HAVE BEEN COMPILED FROM A VARIETY OF SOURCES TO INCLUDE; CITY OF
ASHEVILLE, STEWART, GIS AND NC FLOODMAPS LIDAR BARE EARTH. CONTRACTOR SHALL FIELD VERIFY
EXISTING CONDITIONS BEFORE COMMENCING CONSTRUCTION ACTIVITIES AND NOTIFY
ENGINEER IMMEDIATELY UPON NOTING ANY DISCREPANCIES THAT MAY AFFECT DESIGN
AND/OR CONSTRUCTION ACTIVITIES.
22. CONTRACTOR SHALL FIELD LOCATE ALL PROPOSED TREE PLANTINGS APPROX. EVERY 100' AND
CONTRACTOR SHALL FIELD LOCATE ALL PROPOSED SHRUB PLANTINGS EVERY 2001. CONTRACTOR SHALL
COORDINATE WITH OWNER FOR APPROVAL PRIOR TO ALL PLANTING LOCATIONS.
23. CONTRACTOR SHALL ADJUST ALL SANITARY SEWER MANHOLE RIM ELEVATIONS TO MATCH PROPOSED
GRADE. CONTRACTOR SHALL CONTACT BUNCOMBE COUNTY MSD TO OBTAIN PREFERRED MANHOLE
COVERS. COVERS WILL BE PROVIDED BY MSD AT NO COST TO THE CONTRACTOR.
24. PARKING LOTS AND TRAILS WILL NOT BE OPEN DURING NIGHT HOURS AND LIGHTING IS NOT PROVIDED NOR
REQUIRED.
6. INSTALL REQUIRED EROSION CONTROL MEASURE PRIOR TO CONSTRUCTION.
7. CONTRACTOR TO CALL FOR UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
8. PROPOSED PAVEMENT SHALL MEET EXISTING PAVEMENT FLUSH.
17. ALL TRAILS THAT INTERSECT WITH ROADS OR PARKING LOTS SHALL BE SECURED WITH STANDARD
GATES OR BOLLARDS AS SHOWN ON THE PLANS.
18. THE EDGES OF PAVED TRAILS SHALL BE A MINIMUM OF 2' TO THE EDGE OF RAISED MANHOLES.
19. SAFETY RAILING SHALL BE LOCATED AS SHOWN ON PLANS.
20. THE CONTRACTOR SHALL ENSURE THAT ALL ACCESS POINTS LEADING TO THE TRAIL ARE POSTED
WITH SIGNS THAT READ TRAIL CLOSED FOR CONSTRUCTION.
21. FOR ALL CONSTRUCTED SEVERE SLOPES GREATER THAN 2:1 AND GREATER THAN FIVE FEET IN
HEIGHT, AN INSPECTION AND A STABILITY CERTIFICATE ARE REQUIRED BY A NC REGISTERED PE WITH
GEOTECHNICAL EXPERTISE SUFFICIENT TO PERFORM THE INSPECTION AND STABILITY ANALYSIS.
GREENWAY SPECIAL PROVISIONS:
1. PLACARD DENOTING DESIGN LOADING AND CLEAR WIDTH SHALL BE LOCATED ON EACH END OF EACH
BOARDWALK AND BRIDGE.
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9. TRAIL TO EXHIBIT 2% CROSS SLOPE TOWARDS CREEK OR LOW AREA, OR PER SUPER ELEVATIONS
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14. DRAINAGE CULVERTS SHALL BE CONCRETE AND HAVE A FLARED END SECTION ON BOTH ENDS. Auj
CLASS B RIP -RAP DISSIPATER WITH FILTER FABRIC SHALL BE INSTALLED AT THE PIPE OUT -FLOW.
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15. TREES SHALL BE LIMBED UP A VERTICAL DISTANCE OF 10 FEET FROM THE FOREST FLOOR, WITHIN
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PLACEMENT OF FABRIC AND 6" OF CRUSHED STONE. THE TRAIL SHALL ALSO BE PROOF ROLLED PRIOR
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TO PAVING. A MINIMUM OF 92% COMPACTION IS REQUIRED.
17. ALL TRAILS THAT INTERSECT WITH ROADS OR PARKING LOTS SHALL BE SECURED WITH STANDARD
GATES OR BOLLARDS AS SHOWN ON THE PLANS.
18. THE EDGES OF PAVED TRAILS SHALL BE A MINIMUM OF 2' TO THE EDGE OF RAISED MANHOLES.
19. SAFETY RAILING SHALL BE LOCATED AS SHOWN ON PLANS.
20. THE CONTRACTOR SHALL ENSURE THAT ALL ACCESS POINTS LEADING TO THE TRAIL ARE POSTED
WITH SIGNS THAT READ TRAIL CLOSED FOR CONSTRUCTION.
21. FOR ALL CONSTRUCTED SEVERE SLOPES GREATER THAN 2:1 AND GREATER THAN FIVE FEET IN
HEIGHT, AN INSPECTION AND A STABILITY CERTIFICATE ARE REQUIRED BY A NC REGISTERED PE WITH
GEOTECHNICAL EXPERTISE SUFFICIENT TO PERFORM THE INSPECTION AND STABILITY ANALYSIS.
GREENWAY SPECIAL PROVISIONS:
1. PLACARD DENOTING DESIGN LOADING AND CLEAR WIDTH SHALL BE LOCATED ON EACH END OF EACH
BOARDWALK AND BRIDGE.
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SEQUENCE OF CONSTRUCTION ACTIVITIES
1. A PRECONSTRUCTION CONFERENCE MUST BE HELD PRIOR TO THE START OF ANY CONSTRUCTION
ACTIVITIES. A MANDATORY PRE -CONSTRUCTION MEETING WILL ALSO BE REQUIRED WITH THE LAND
QUALITY SECTION OF NCDENR BEFORE LAND -DISTURBING ACTIVITIES BEGIN. CALL XXX-XXX-XXXX TO
SCHEDULE A MEETING.
2. INSTALL CONSTRUCTION ENTRANCES AND CONCRETE TRUCK WASHOUT PITS PER DETAIL AS NEEDED.
STAGING AREAS NOT IDENTIFIED ON THE PLANS WILL NEED TO BE DISCUSSED WITH CITY OF
ASHEVILLE PRIOR TO THE START OF CONSTRUCTION.
3. DETERMINE AND MARK LIMITS OF DISTURBANCE.
4. INSTALL TREE PROTECTION FENCING, SILT FENCE, AND SILT FENCE OUTLETS. SILT FENCE OUTLETS
SHALL BE INSTALLED PER FIELD LOCATED LOW POINTS AND AS SHOWN ON APPROVED PLANS. CLEAR
ONLY AS NECESSARY TO INSTALL THESE DEVICES.
5. CALL FOR ON SITE INSPECTION BY ENVIRONMENTAL INSPECTOR AND OBTAIN CERTIFICATE OF
COMPLIANCE.
6. TOPSOIL REMOVAL AND/OR STORAGE AREAS SHALL BE CONTAINED WITHIN THE PROPOSED LIMITS OF
DISTURBANCE.
BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. INSTALL PERMANENT PIPES DURING
7. THE CLEARING AND GRUBBING PHASE AS NEEDED. ROUGH GRADE SITE. INSURE THAT SEDIMENT LADEN
WATER IS DIRECTED TO SEDIMENT CONTROL DEVICES.
8. INSPECT AND MAINTAIN ALL EROSION CONTROL MEASURES EVERY 7 DAYS AND AFTER EACH SIGNIFICANT
RAINFALL (0.5 INCHES OR GREATER) AND DOCUMENT WITH INSPECTION REPORTS.
9. THE AMOUNT OF DISTURBED AREA REQUIRED TO BE TEMPORARILY SEEDED IS LIMITED TO 2,000 LF OF
TRAIL OR THE TIME FRAME GUIDELINES AS SPECIFIED BY NCG-010000 GENERAL CONSTRUCTION PERMIT
ISSUED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF
WATER QUALITY. TEMPORARY GROUND COVER STABILIZATION SHALL OCCUR WITHIN 7 CALENDAR DAYS
FROM THE LAST LAND -DISTURBING ACTIVITY, WITH THE FOLLOWING EXCEPTIONS IN WHICH TEMPORARY
GROUND COVER SHALL BE PROVIDED IN 14 CALENDAR DAYS FROM THE LAST LAND -DISTURBING
ACTIVITY.
10. DURING CULVERT INSTALLATION, PROTECT INLETS WITH INLET PROTECTION. INSTALL CULVERTS IN
JURISDICTIONAL AREAS ACCORDING TO NCDOT BEST MANAGEMENT PRACTICES FOR CONSTRUCTION AND
MAINTENANCE ACTIVITIES MANUAL. CULVERT INSTALLATIONS IN STREAMS WILL REQUIRE DEWATERING
BY USE OF COFFER DAMS/IMPERVIOUS DIKES AND PUMPS TO MAINTAIN WATER QUALITY STANDARDS.
CULVERT TO BE CONSTRUCTED IN THE DRY. CONTRACTOR TO COORDINATE WITH EROSION CONTROL
INSPECTOR. ANY TEMPORARY COFFER DAM SHALL BE CONSTRUCTED OF MATERIALS SUCH AS SHEET
PILING, SANDBAGS OR CLEAN CLASS 1 RIP RAP OR LARGER STONE THAT WILL NOT CONTRIBUTE TO
TURBIDITY OR SILTATION OF THE WATER BODY. A TEMPORARY SEDIMENTATION BAG SHALL BE USED PER
NCDOT STANDARD DRAWING NUMBER 1630.06. SANDBAGS SHALL BE OF THE FILTER FABRIC TYPE,
DOUBLE BAGGED AND INDIVIDUALLY TIED TO PREVENT SAND LEAKAGE. THEY SHALL BE PLACED AND
REMOVED MANUALLY TO PREVENT SPILLAGE. ONLY CLEAN SAND, FREE OF DEBRIS, SILT, FINE
PARTICLES OR OTHER FOREIGN SUBSTANCES, SHALL BE USED TO FILL THE BAGS. THE COFFERDAM
SHALL BE ENTIRELY REMOVED IMMEDIATELY UPON COMPLETION OF WORK. DURING PERIODS OF WORK
ACTIVITY, FLOW IMMEDIATELY DOWNSTREAM OF THE WORKSITE SHALL EQUAL FLOW IMMEDIATELY
UPSTREAM OF THE WORKSITE. ALL OTHER OPTIONS WILL NEED PRIOR APPROVAL. SEE SHEET 2D FOR
DETAIL. NO DIRECT PAYMENT SHALL BE MADE FOR THE WORK OF INSTALLATION, MAINTENANCE, AND
REMOVAL OF IMPERVIOUS DIKE(S) AS DESCRIBED IN THIS PROVISION. PAYMENT FOR SUCH WORK
SHALL BE DISTRIBUTED AMONG THE VARIOUS PAY ITEMS.
11. ALL BANK AND CHANNEL STABILIZATION SHALL BE MAINTAINED DAILY UNTIL PERMANENT
STABILIZATION HAS BEEN ACCOMPLISHED. TEMPORARY ACCESS ROADS SHALL BE PERMANENTLY
STABILIZED AFTER CONSTRUCTION AND DECOMMISSIONED AT THE DIRECTION OF THE LAND OWNER.
12. ALL STAGING AND LAY DOWN AREAS SHALL BE PERMANENTLY STABILIZED ONCE MATERIAL AND
EQUIPMENT IS REMOVED.
13. AS AREAS ARE BROUGHT UP TO FINISH GRADE, SPREAD TOPSOIL OVER ALL AREAS TO RECEIVE TURF OR
LANDSCAPING. SEED ALL AREAS WITHIN NPDES SPECIFIED TIMEFRAME OF COMPLETING ACTIVITY.
PERMANENT GRASS SHALL BE INSTALLED FOR ALL AREAS AT FINAL GRADE AND IN SEASON.
FERTILIZE, WATER AND RESEED AS REQUIRED TO ESTABLISH AND MAINTAIN A VIGOROUS STAND OF
GRASS.
14. AFTER COMPLETION OF CONSTRUCTION AND THE SITE IS STABILIZED, REMOVE ALL ACCUMULATED
SEDIMENT FROM SEDIMENT TRAPPING MEASURES AND SPREAD EVENLY ACROSS THE SITE. THEN REMOVE
TEMPORARY EROSION CONTROL MEASURES, SMOOTH AREA AND APPLY APPROPRIATE GRASS.
15. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL SITE INSPECTION BY ENVIRONMENTAL
OFFICER. OBTAIN CERTIFICATE OF COMPLIANCE.
16. CONTRACTOR IS REQUIRED TO MAINTAIN A WEEKLY WRITTEN REPORT OF SEDIMENT AND EROSION
CONTROL DEVICES.
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PAVEMENT SCHEDULE
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WELDED WIRE MESH. STRUCTURAL FILL SHOULD BE PLACED IN UNIFORM LIFTS OF 8 INCHES OR LESS
LOOSE MEASURE), AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY
DENSITY AND WITHIN 3 PERCENT OF THE OPTIMUM MOISTURE AS DEFINED BY THE
PROP. APPROX 2" DEPTH ASPHALT CONCRETE SURFACE COURSE, STANDARD PROCTOR COMPACTION TEST. THE UPPER 12 INCHES OF THE
C1 TYPE S9.513, AT AN AVERAGE RATE OF 112 LBS. PER. SQ. YD. T STRUCTURAL FILL PLACED SHOULD BE COMPACTED TO 98 PERCENT OF THE
PER 1" DEPTH. TO BE PLACED IN LAYERS NOT LESS THAN 2" STANDARD PROCTOR MAXIMUM DRY DENSITY. TO CONFIRM THAT THE SPECIFIED
PROP. APPROX 2" DEPTH ASPHALT CONCRETE BASE COURSE, TYPE DEGREE OF COMPACTION IS OBTAINED, FIELD DENSITY TESTING SHOULD BE
1325.013AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. PERFORMED IN EACH LIFT BY A SOILS TECHNICIAN. SEE PROJECT GEOTECH
E1 , REPORT FOR MORE DETAILED INFORMATION.
TO BE PLACED IN LAYERS NOT LESS THAN 2".
E2 PROP. APPROX 5" DEPTH ASPHALT CONCRETE BASE COURSE, TYPE U EXISTING PAVEMENT.
1325.013, AT AN AVERAGE RATE OF 570 LBS. PER SQ. YD.
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RT
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WIDTH VARIES
BEAUMONT 17'-19'
COLLEGE 18.5'-19'
EXISTING PAVEMENT
TO REMAIN
----------------------
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TYPICAL SECTION #6 - 7.5' CONCRETE SIDEWALK
-L7A- STA. 10 + 00 TO STA. 14 + 07
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5'
HAND RAIL
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TYPICAL SECTION #7 - 10' CONCRETE STAIRS
-L8REV3- STA. 10 + 53.66 TO STA. 11 + 13.22
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NOTE: SEE SHEET 2K FOR CONCRETE STAIRS,
BIKE SHOULDER & CHEEK WALL DETAILS.
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GROUND
CONCRETE CHEEK WALL
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-L8REV3- STA. 12 + 20 TO STA. 13 + 36.25 RT
NOTE:
Safety rail types vary throughout the project,
see plans and details for type of safety rail
to be used.
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NOTE: PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
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-L9- STA. 11 + 58.13 TO STA. 14 + 63.98
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TYPICAL SECTION #10 — 10' ASPHALT TRAIL
-Ll MOD- STA. 10+00.00 TO STA. 11 +20.00
-L1MOD- STA. 13 + 09.00 TO STA. 13 + 21.25
-Ll REV- STA. 15 + 75.46 TO STA. 26 + 55.00
-L2- STA. 9 + 49.69 TO STA. 13 + 54.78
-L2- STA. 15 + 34.23 TO STA. 15 + 41.04
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NOTE: SEE SHEET 2K FOR CONCRETE STAIRS,
BIKE SHOULDER & CHEEK WALL DETAILS.
WITH CUT WALL
-L2A- STA. 10 + 55 TO STA. 14 + 10 RT
NING
NOTE:
Safety rail types vary throughout the project,
see plans and details for type of safety rail
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MECHANICALLY STABILIZED EARTH (MSE) NOTES,
FOR MECHANICALLY STABILIZED EARTH (MSE)RETAINING WALLS, SEE MECHANICALLY STABILIZED EARTH RETAINING WALLS PROVISION.
USE AN MSE WALL SYSTEM WITH SEGMENTAL RETAINING WALL UNITS (SRW)UNITS THAT MEET ARTICLE 1040-4 OF THE 2012 NCDOT
STANDARD SPECIFICATIONS.
WHEN USING AN MSE WALL SYSTEM WITH SRW UNITS, FREEZE—THAW DURABLE SRW UNITS THAT MEET ARTICLE 1040-4 OF THE NCDOT
STANDARD SPECIFICATIONS ARE REQUIRED.
BEFORE BEGINNING MSE WALL DESIGN FOR RETAINING WALLS, SURVEY WALL LOCATION AND SUBMIT A REVISED WALL PROFILE VIEW (WALL
ENVELOPE)FOR REVIEW. DO NOT START WALL DESIGN OR CONSTRUCTION UNTIL THE REVISED WALL ENVELOPE IS ACCEPTED.
DESIGN RETAINING WALL NO. FOR THE FOLLOWING°
1) H = DESIGN HEIGHT + EMBEDMENT
2) DESIGN LIFE = 100 YEARS
3)MAXIMUM FACTORED VERTICAL PRESSURE ON FOUNDATION MATERIAL = 2500 LB/SF
4)MINIMUM REINFORCEMENT LENGTH SHALL BE DETERMINED BY WALL DESIGNER. REINFORCEMENT
EXISTING ROADWAYS.
5) MINIMUM EMBEDMENT = 2.0 FT
6)REINFORCED ZONE AGGREGATE PARAMETERS -
AGGREGATE TYPE*
UNIT WEIGHT
FRICTION ANGLE
COHESION
325
(y)
—L8REV3—
(c)
3
LB/CF
DEGREES
LB/SF
COARSE
110
38
0
FINE
115
34
0
-)6EE MSE RETAINING WALLS PROVISION FOR COARSE AND FINE AGGREGATE
MATERIAL REQUIREMENTS°
7)IN—SITU ASSUMED MATERIAL PARAMETERS -
MATERIAL TYPE
UNIT WEIGHT
FRICTION ANGLE
COHESION
325
SF
—L8REV3—
MSE WALL NO.
3
LB/CF
DEGREES
LB/SF
BACKFILL
130
32
0
FOUNDATION
125
28
0
SHOULD NOT ENCROACH UNDER
DESIGN RETAINING WALLS WITHIN 10' OF EDGE OF ROADWAYS FOR A LIVE LOAD (TRAFFIC)SURCHARGE.
FOUNDATIONS FOR SIGNS OR LIGHTING MAY BE LOCATED BEHIND RETAINING WALLS AND MAY INTERFERE WITH REINFORCEMENT. BEFORE
BEGINNING MSE WALL CONSTRUCTION, SUBMIT PROPOSED CONSTRUCTION METHODS FOR THESE FOUNDATIONS FOR APPROVAL.
EXISTING OR FUTURE OBSTRUCTIONS SUCH AS FOUNDATIONS, GUARDRAIL, FENCE OR HANDRAIL POSTS, PAVEMENTS, PIPES, INLETS OR
UTILITIES MAY INTERFERE WITH REINFORCEMENT FOR RETAINING WALLS.
DO NOT PLACE LEVELING PAD CONCRETE, AGGREGATE OR REINFORCEMENT FOR RETAINING WALLS UNTIL EXCAVATION DIMENSIONS AND
FOUNDATION MATERIAL ARE APPROVED.
"TEMPORARY SHORING"MAY BE REQUIRED FOR RETAINING WALLS. TEMPORARY SHORING SHALL BE IN ACCORDANCE WITH THE TEMPORARY
SHORING PROVISION, AND THE MSE RETAINING WALLS PROVISION FOR TEMPORARY SHORING FOR WALL CONSTRUCTION.
TEMPORARY SHORING IS CONSIDERED INCIDENTAL TO THE WALL CONSTRUCTION, NO SEPARATE PAYMENT WILL BE MADE FOR
TEMPORARY SHORING.
WALL DESIGNER IS RESPONSIBLE FOR BOTH LOCAL AND GLOBAL STABILITY OF THE RETAINING WALL.
LIMITS OF
REINFORCED ZONE
-------------------------- ——————————————————----r—
ao SEPARATION GEOTEXTILE
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BACKFILL ►°°°°° °°°
MATERIAL }
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I SEPARATION GEOTEXTILE,
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1
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AGGREGATE
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(SEE NOTE FOR DRAIN)
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AGGREGATE
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TOP OF
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CAST -IN-PLACE UNREINFORCED
CONCRETE LEVELING PAD
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FOUNDATION
MATERIAL
CONCRETE COPING*
TOP OF WALL
2" MIN
OVERHANG
4" MIN
WALL FACE
SEGMENTAL RETAINING
WALL (SRW) UNIT (TYP)
6" MIN
6" MIN
(TYP)
FINISHED GRADE*
6.1 (H.V) OR FLATTER
(FRONT SLOPE)
27
MSE WALL WITH SRW UNITS - TYPICAL SECTION
-)6EE COPING DETAILS AND PLANS FOR FINISHED GRADE OR END BENT SLOPE DETAILS.
"6EE MSE RETAINING WALLS PROVISION AND IF APPLICABLE,MSE WALL NOTES FOR EMBEDMENT AND REINFORCEMENT LENGTH REQUIREMENTS.
ESTIMATED FILL WALL QUANTITIES (SF)
—L8REV3—
MSE WALL NO.
1
325
SF
—L8REV3—
MSE WALL NO.
3
362
SF
—L8REV3—
MSE WALL NO.
4A
675
SF
—L8REV3—
MSE WALL NO.
4
2222
SF
—L9—
SEGMENTAL BLOCK WALL NO.
5
1024
SF
—L3—REV—
SEGMENTAL BLOCK WALL NO.
6A
1189
SF
—L5—
OMITTED
12
OMITTED
—L6—
MSE WALL NO.
13
2330
SF
—L7C—
MSE WALL NO.
16
1003
SF
—L1MOD—
MSE WALL NO.
17
1693
SF
—L2A—
OMITTED
22
OMITTED
—L2A—
OMITTED
23
OMITTED
—HBL—
GRAVITY WALL NO.
25
307
SF
—HBU—
GARVITY WALL NO.
27
205
SF
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GRAVITY WALL NO.
2
756
SF
—L3—REV—
OMITTED
6
OMITTED
—L3—REV—
GRAVITY WALL NO.
7
2072
SF
—L3—REV—
GRAVITY WALL NO.
8
397
SF
—L9—
OMITTED
9
OMITTED
—L3—REV—
OMITTED
9A
OMITTED
—L4ALT2—
GRAVITY WALL NO.
10
4545
SF
—L5REV—
OMITTED
11
OMITTED
—L7A—
GRAVITY WALL NO.
14
299
SF
—L7A—
GRAVITY WALL NO.
15
342
SF
—L7A—
GRAVITY WALL NO.
15A
411
SF
—L1REV—
GRAVITY WALL NO.
20
319
SF
—L2A—
GRAVITY WALL NO.
21
3023
SF
—HBL—
GRAVITY WALL NO.
24
1525
SF
—HBU—
GRAVITY WALL NO.
26
394
SF
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NOTES -
FOR STANDARD SEGMENTAL BLOCK RETAINING WALLS, SEE SEGMENTAL BLOCK RETAINING WALLS
PROVISION.
CMIAI (AF) IIKITT /T Vf�, TOP OF WALL DO NOT ATTACH FENCES OR HANDRAILS TO STANDARD SEGMENTAL BLOCK WALLS.
(NO.57 STONE) iviIIN
FOOTING
STANDARD SEGMENTAL
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FINISHED GRADE*
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GRADE
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WALL BATTER
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BOTTOM OF
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FINISHED GRADE*
601 (H -V) OR FLATTER
STANDARD SEGMENTAL BLOCK WALL WITH SLOPE
-KEE ROADWAY PLANS FOR FINISHED GRADE DETAILS.
DO NOT USE STANDARD SEGMENTAL BLOCK WALLS WHEN SURCHARGE LOADS WILL BE WITHIN
5'-6" OF THE BACK OF SRW CAP UNITS.
DO NOT USE STANDARD SEGMENTAL BLOCK WALLS WHEN VERY LOOSE OR SOFT SOIL OR MUCK IS
BELOW WALLS.
SEGMENTAL RETAINING WALL (SRW)UNITS ARE APPROVED FOR 4'MAXIMUM
DESIGN HEIGHTS. FOR DETAILS AND DIMENSIONS OF APPROVED SRW UNITS AND MAXIMUM
DESIGN HEIGHTS, SEE
connect.ncdot.gov/resources/Geological/Pages/Products.aspx
DO NOT MIX APPROVED SRW UNITS FROM DIFFERENT VENDORS ON THE SAME STANDARD
SEGMENTAL BLOCK WALL. USE THE SAME SIZE APPROVED SRW UNITS FOR EACH WALL SECTION.
BEFORE BEGINNING STANDARD SEGMENTAL BLOCK WALL CONSTRUCTION,SURVEY WALL LOCATIONS
AND SUBMIT WALL PROFILE VIEWS (WALL ENVELOPES)FOR REVIEW. FOR WALL ENVELOPES,
INCLUDE BOTTOM OF WALL, EXISTING GROUND AND GRADE ELEVATIONS AND OTHER ELEVATIONS
AS NEEDED AT INTERVALS OF 25' OR LESS ALONG WALLS. DO NOT START WALL CONSTRUCTION
UNTIL WALL ENVELOPES ARE ACCEPTED.
A DRAIN PIPE IS REQUIRED IF GROUNDWATER IS ABOVE BOTTOM OF FOOTINGS°
DO NOT PLACE NO. 57 STONE FOR FOOTINGS UNTIL EXCAVATION DIMENSIONS AND FOUNDATION
MATERIAL ARE APPROVED.
5'-6"
MIN
STEEL BEAM
GUARDRAIL,
IF APPLICABLE
GRADE
ELEVATION
FINISHED GRADE* \�
PAVEMENT SECTION,( I
IF APPLICABLE
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SEPARATION GEOTEXTILE x`91
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TOP OF WALL
EXTENSION
4" MIN
OVERHANG
1/2" - 1-1/2"
WALL BATTER — a
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FINISHED GRADE*
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STANDARD SEGMENTAL BLOCK WALL WITHOUT SLOPE
)SEE ROADWAY PLANS FOR FINISHED GRADE DETAILS.
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TYPICAL GRAVITY WALL WITH 36" BLOCK
5* BATTER ANGLE
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36" STANDARD -•- -•- -• — — — — — — _ — — - — - - — - — - — - — - — - — - _III=III=III
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HEIGHT '— 11-111-111-111-111-11
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SOIL COMPACTED = ~ ..'` _ _ _ _ _ _ _ 1-111-111-111-111=111=111=111=11 L.L CID
IN PLACE AS EACH 111= =°j — - — — — - - — — .. — .. — 11-111-111-111-111=111=111=111=11 0
COURSE IS SET.r r :: : ";i!=! i i — — — _ — — — — — — 11=III=III=III=III=III=III=III=III w z
III ,;:. � :.`•.<•:. �.:': ��': �: ��":: i:_III-III_III_III_III-III-III-11 I_III_III_III_III_III_III_111_111_1 I I_I I I_I I I_I I I_I I I_I I I_I I I_I I � _
I rr' v i i i=i � f-f� �-i'� r-° � -III-III-IIS ll ll=ll=1 IJ.� I I -III -III -III -III -III -I ,-III-III-III-III-III-III-III-III-I I I-
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PERFORATED/ 1< ui
CRUSHED STONE DRAIN PIPE v
LEVELING PAD GRAVEL BASE COURSE
6" MIN. DEPTH 1 6" MIN. DEPTH NATIVE SANDY SOIL SLOPE IS
PERFORATED GREATER OR EQUAL TO 30'
W LV
DRAIN PIPE FROM EDGE OF EXCAVATION
U 1-4
TITLE: TITLE: TITLE:
12' RETAINING SECTION 20' FRICTION DETAIL FRICTION CONNECTION
DWG NO. DWG NO. DWG NO. Q
WD -14 M-03 M-01 w
M
SCALE: l: 30 SHEET I OF 1 SCALE: l: 42 SHEET 1 OF I SCALE: 1: 7 SHEET 1 OF 1 W
F�-
1-3/4" OD
GALVINIZED ROD
37" LENGTH
AS PER ENGINEER
GEOGRID MESH
LOCKING PIN
GALVANIZED ANCHOR
AS PER ENGINEER
TITLE:
POSITIVE CONNECTION H�
DWG NO.
M-02
SCALE: 1: 15 SHEET 1 OF 1
6 INCH CAP STEP-DOWN
2 SIDED CAP
26"
CAP BLOCK WEIGHT = 478 LBS
CONFLICTING AREA WILL REQUIRE THE USE OF
A 13" NUB BLOCKOUT OR SAW CUT AND REMOVAL
TITLE:
6" CAP BLOCK SCENARIO
DWG NO.
CB -01
SCALE: 1: 4 SHEET 1 OF 1
NOTES,
1. CONTRACTOR TO PROVIDE A JOINT 2 THE WALL STEPS
2. CITY OF ASHEVILLE SHALL SELECT CONCRETE COLOR. CONTRACTOR
TO PROVIDE COLORED CONCRETE SAMPLES
3.CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL
PRIOR TO ANY WALL CONSTRUCTION.
4. ALL WALLS TO BE CONSTRUCTED WITHIN CITY OF ASHEVILLE
PROPERTY OR RIGHT OF WAY LIMITS.
5. THE APPEARANCE OF THE OVERALL WALL SHALL BE A STONE OR
SYNTHETIC STONE FINISH IN ACCORDANCE WITH CITY OF ASHEVILLE
ZONING STANDARDS.CONTRACTOR SHALL SUBMIT SAMPLE AND
SPECIFICATION OF WALL SYSTEM TO ENGINEER FOR APPROVAL.
L`�;oo E
In
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V
o c
� �UCOZE
p�+(nZM s`
z
V) 4U)c LL a�
V IN H
E
a
W
GREENWAY ENGINEER:
(PROJECT NO.:
H13002.001
2 E

q
Cont,. Jnt. t0, * (Typ.)
Top of Keystone Wall
NOTES,
Rebar Anchored into Keystone Unit � 8" Min. Clearance From
Keystone Units Top of Wall to Top of Coping
L
D
Partial C.I.P Top Concrete Coping Elevation
1/2" Expansion
Joint Every 39
(TYp )
8" Min. Low Permeable Soil
Note:
1, /-1/2" x 1/2" Chamfer
iY
1
- #4 Rebar (Typ.)
Keystone Unit
1. Maintain Y' minimum cover on all rebar.
Section D - D
2. Full expansion joints shall be placed every 3rd
joint and at all wan radius and bend points. C.I.P. Top Concrete Coping
1. CONTRACTOR TO PROVIDE A JOINT Q THE WALL STEPS
20 CITY OF ASHEVILLE SHALL SELECT CONCRETE COLOR. CONTRACTOR
TO PROVIDE COLORED CONCRETE SAMPLES
3. CONCRETE SHALL HAVE A "BRUSHED"FINISH
CONCRETE ENCASEMENT DETAIL
PIPE DIAMETER
M
0
EXISTING SS PIPE
CLASS A (300psi) Concrete
11" �,,,, V, L rER
A -A View
I I
I I
I I
I I
I I
I I
RETAINING WALL
FOOTER WIDTH
I I
I I
1 I
I I
I I
I I
I I
Plan View
EXTEND ENCASEMENT
5' EITHER SIDE OF FOOTER
a
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W
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(Du)�
� � m
W
zoo
U � u'
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LU
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GREENWAY ENGINEER:
PROJECT NO.:
H13002.00
2F
4-+ o o ,--I o
Ln � o In E
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GREENWAY ENGINEER:
PROJECT NO.:
H13002.00
2F

10' STD. DETECTABLE WARNING PLATE:
USE NEENAH FOUNDRY COMPANY R-4984
RAMP (6' STD.) DETECTABLE WARNING PLATE OR EQUAL AND
SIDEWALK ADJACENT TO MUST COMPLIES WITH ADAAG (AMERICANS WITH
UTILITY STRIP (5' STD.) UTILITY STRIP (5' STD.) DISABILITIES ACT ACCESSIBILITY GUIDELINES)
AND ARCHITECTURAL BARRIER ACT 1968
STD. 2'-6" CURB 2.013 (MIM.) 2.0% (MAX., GUIDELINES.
& GUTTER SHOWN 4.013 (MA%.) SEE NOTE) EXPANSION JOINT: \
FI INCH EXPANSION JOINTS AND
BE
FILLED WITH JOINT FILLER AND SEALER
PLACED BETWEEN ALL RIGID OBJECTS
SHOWN EXTENDING WITH
THE FULL DEPTH
8.3396 (12:1) MAX. OF THE CONCRETE WITH THE TOP OF
RAMP SLOPE THE FILLER h INCH BELOW THE FINISHED
DETECTABE WARNING SURFACE, JOINT FILLER MATERIALS
PLATE (SEE NOTE) SHALL BE IN ACCORDANCE WITH THE
•JOINT MATERIALS' SECTION OF THE
SECTION A -A MOST CURRENT NCDOT STANDARD
SPECIFICATIONS FOR ROAD STRUCTURES
RAMP (6' STD.) MANUAL.
2�(MAX.)SI�EWA�CROSS SLOPESI�EWA�CROSS SLOPE:
SIDEWALK ADJACENT TO SIDEWALK WIDENING THE DOWN DIRECTION OF THE 2% (MAX.)
BACK OF CURB (6' STD.) BEHIND RAMP (4' MIN.) CROSS SLOPE OF THE PROPOSED SIDEWALK
STD. 2 -6" CURB 2.0% (MAX., 2.0% (MAX., IS TYPICAL AS SHOWN FOR DRAINAGE
& GUTTER SHOWN SEE NOTE) SEE NOTE) TOWARD ROADWAY. ACTUAL DOWN DIRECTION
TO BE DETERMINED BY PROJECT'S EXISTING
AND/OR PROPOSED TOPOGRAPHY. EXISTING
SIDEWALK TO REMAIN AS IS UNLESS THE
INSTALLATION OF THE WHEELCHAIR RAMP
8.33% (12:1) MAX. REQUIRES ADJACENT SIDEWALK SECTIONS TO
RAMP SLOPE BE REPLACED. \
g.<4 DETECTABLE WARNING P
q'L oma" PLATE (SEE NOTE)
SECTION B -B
J h
^� J
A" EXPANSION ~ )J- EXPANSION
JOINT (SEE NOTE) (M�,J 4 `v�Nl JOINT (SEE
Ivs V4
NOTE)
)¢" EXPANSION fy-� ; )¢" EXPANSION
E
JOINT (SNOTE) JOINT (SEE NOTE)
DETECTA LE WARNING
PLATE (SEE NOTE)ACROSS
s` FULL WIDTH OF RAMP AS
y_ - rMiyj SHOWN
s s ✓ " DETECTABLE WARNING
y; r• /'�i PLATE (SEE NOTE)
(MIN.) /y CROSS FULL WIDTH
0 AMP AS SHOWN
y� K
V EXPANSION 0%y �'� - (SEE
EXPANSION �s
JOINT (SEE NO f JOINT
DETECTABE NOTE) WARNING T
PLATE (SE SS
OF RA / ryaa}
s' q. FULL WID OF RAMP
AS \N1 F'
���•4iyJ HOWN & L� s \ EXPANSION
JO
JOINT (SEE NOTE)
6 '7 N' EXPANSION f fig
JOINT (SEE NOTE)
City of Asheville, NC REVISIONS STD. NO.
STANDARD WHEELCHAIR RAMP DATE DESCRIPTION
Standard Specifications 3.17
and Details Manual
ACTUAL APPEARANCE OF SIDEWALK,
CURB, GUTTER, ETC. WHERE
MARKINGS ARE TO BE INSTALLED
MAY DIFFER FROM THOSE SHOWN IN
IIIIIIII DETAIL.
SIDEWALK sIOEWILK
sloexAuc
DETAIL SHOWING TYPICAL LOCATION OF
HIGH VISIBILITY CROSS WALK MARKINGS
NOTES:
1. WHERE ON STREET PARKING EXIST, INSTALL FIRST
TRANSVERSE 7 TO 8 FEET FROM THE CURB.
2. WHERE PARKING EXIST ON ONLY ONE SIDE OF THE ROAD
AND THE CENTERLINE IS NOT MARKED, ASSUME THAT THE
ROAD "CENTERLINE" IS AT THE MIDDLE OF WIDTH REMAINING
AFTER ASSUMING 7' FOR PARKING
3. WHERE TRAFFIC LANE LINES ARE NOT USED, AND PARKING
CANNOT BE USED TO DEFINE LANES, USE A LANE WIDTH OF 10
FEET BEGINNING AT THE MARKED OR UNMARKED CENTERLINE
OF THE ROADWAY. WHERE PARKING EXIST ON ONLY ONE SIDE
OF THE ROAD AND THE CENTERLINE IS NOT MARKED, ASSUME
THAT THE ROAD "CENTERLINE" IS AT THE MIDDLE OF WIDTH
REMAINING AFTER ASSUMING 7' FOR PARKING
L/2
L=LANE
WIDTH
L/2
12"
36" 12'
12"
10'
12"
12" 36"
12"
L/2
L=LANE
WIDTH
L/2
C
PLAN VIEW
City of Asheville, NC REVISIONS STD. NO.
HIGH VISABILTY CROSS WALK DATE DESCRIPTION
Standard Specifications 330
and Details Manual �/
10' STD.
RAMP (6' STD.)
UTILITY STRIP (5' STD.) SIDEWALK ADJACENT TO
UTILITY STRIP (5 STD.)
STD. 2'-6" CURB 2.0% (MIM.) 2.013 (MAX`.
& GUTTER SHOWN 4.013 (MA%.) SE NOTE)
8.33% (12:1) MAX.
RAMP SLOPE
DETECTABLE WARNING
PLATE (SEE NOTE)
SECTION A -A
RAMP (6' STD.)
LANDING SIDEWALK ADJACENT TO
(VARIES) BACK OF CURB (6' STD.)
STD. 2'-6" CURB 2.0% (MAX.) 2.0% (MAX.,
& GUTTER SHOWN SEE NOTE)
8.33% (12:1) MAX.
RAMP SLOPE
DETECTABLE WARNING
PLATE (SEE NOTE)
SECTION C -C
City of Asheville, NC
Standard Specifications
and Details Manual
4" SAUCER RIM SLOPED
GRADUALLY TO FINISHED
GRADE
-9`
\\/
r/4
r/y
DETECTABLE WARNING
DETECTABLE WARNING
PLATE (SEE NOTE)
ACROSS FULL WIDTH
PLATE (SEE NOTE)
ACROSS FULL WIDTH
OF RAMP AS SHOWN
OF RAMP AS SHOWN
)¢" EXPANSION
JOINT (SEE NO
SIDEWALK
)¢' EXPANSION
(MIN.) WIDENING
JOINT (SEE NOTE)
y_ - rMiyj SHOWN
s s ✓ " DETECTABLE WARNING
y; r• /'�i PLATE (SEE NOTE)
(MIN.) /y CROSS FULL WIDTH
0 AMP AS SHOWN
y� K
V EXPANSION 0%y �'� - (SEE
EXPANSION �s
JOINT (SEE NO f JOINT
DETECTABE NOTE) WARNING T
PLATE (SE SS
OF RA / ryaa}
s' q. FULL WID OF RAMP
AS \N1 F'
���•4iyJ HOWN & L� s \ EXPANSION
JO
JOINT (SEE NOTE)
6 '7 N' EXPANSION f fig
JOINT (SEE NOTE)
City of Asheville, NC REVISIONS STD. NO.
STANDARD WHEELCHAIR RAMP DATE DESCRIPTION
Standard Specifications 3.17
and Details Manual
ACTUAL APPEARANCE OF SIDEWALK,
CURB, GUTTER, ETC. WHERE
MARKINGS ARE TO BE INSTALLED
MAY DIFFER FROM THOSE SHOWN IN
IIIIIIII DETAIL.
SIDEWALK sIOEWILK
sloexAuc
DETAIL SHOWING TYPICAL LOCATION OF
HIGH VISIBILITY CROSS WALK MARKINGS
NOTES:
1. WHERE ON STREET PARKING EXIST, INSTALL FIRST
TRANSVERSE 7 TO 8 FEET FROM THE CURB.
2. WHERE PARKING EXIST ON ONLY ONE SIDE OF THE ROAD
AND THE CENTERLINE IS NOT MARKED, ASSUME THAT THE
ROAD "CENTERLINE" IS AT THE MIDDLE OF WIDTH REMAINING
AFTER ASSUMING 7' FOR PARKING
3. WHERE TRAFFIC LANE LINES ARE NOT USED, AND PARKING
CANNOT BE USED TO DEFINE LANES, USE A LANE WIDTH OF 10
FEET BEGINNING AT THE MARKED OR UNMARKED CENTERLINE
OF THE ROADWAY. WHERE PARKING EXIST ON ONLY ONE SIDE
OF THE ROAD AND THE CENTERLINE IS NOT MARKED, ASSUME
THAT THE ROAD "CENTERLINE" IS AT THE MIDDLE OF WIDTH
REMAINING AFTER ASSUMING 7' FOR PARKING
L/2
L=LANE
WIDTH
L/2
12"
36" 12'
12"
10'
12"
12" 36"
12"
L/2
L=LANE
WIDTH
L/2
C
PLAN VIEW
City of Asheville, NC REVISIONS STD. NO.
HIGH VISABILTY CROSS WALK DATE DESCRIPTION
Standard Specifications 330
and Details Manual �/
10' STD.
RAMP (6' STD.)
UTILITY STRIP (5' STD.) SIDEWALK ADJACENT TO
UTILITY STRIP (5 STD.)
STD. 2'-6" CURB 2.0% (MIM.) 2.013 (MAX`.
& GUTTER SHOWN 4.013 (MA%.) SE NOTE)
8.33% (12:1) MAX.
RAMP SLOPE
DETECTABLE WARNING
PLATE (SEE NOTE)
SECTION A -A
RAMP (6' STD.)
LANDING SIDEWALK ADJACENT TO
(VARIES) BACK OF CURB (6' STD.)
STD. 2'-6" CURB 2.0% (MAX.) 2.0% (MAX.,
& GUTTER SHOWN SEE NOTE)
8.33% (12:1) MAX.
RAMP SLOPE
DETECTABLE WARNING
PLATE (SEE NOTE)
SECTION C -C
City of Asheville, NC
Standard Specifications
and Details Manual
4" SAUCER RIM SLOPED
GRADUALLY TO FINISHED
GRADE
-9`
\\/
r/4
DETECTABLE WARNING
/
DETECTABLE WARNING
,i�?J
PLATE (SEE NOTE)
ACROSS FULL WIDTH
yid
OF RAMP AS SHOWN
)¢" EXPANSION
JOINT (SEE NO
SIDEWALK
MOUND AMENDED SOIL TO A 3" MULCH LAYER
(MIN.) WIDENING
GRADE.
/4'
a
FINISHED GRADE
3" MULCH IN PLANTING
\
)¢" EXPANSION
available (see chart above).
JOINT (SEE NOTE)
y_ - rMiyj SHOWN
s s ✓ " DETECTABLE WARNING
y; r• /'�i PLATE (SEE NOTE)
(MIN.) /y CROSS FULL WIDTH
0 AMP AS SHOWN
y� K
V EXPANSION 0%y �'� - (SEE
EXPANSION �s
JOINT (SEE NO f JOINT
DETECTABE NOTE) WARNING T
PLATE (SE SS
OF RA / ryaa}
s' q. FULL WID OF RAMP
AS \N1 F'
���•4iyJ HOWN & L� s \ EXPANSION
JO
JOINT (SEE NOTE)
6 '7 N' EXPANSION f fig
JOINT (SEE NOTE)
City of Asheville, NC REVISIONS STD. NO.
STANDARD WHEELCHAIR RAMP DATE DESCRIPTION
Standard Specifications 3.17
and Details Manual
ACTUAL APPEARANCE OF SIDEWALK,
CURB, GUTTER, ETC. WHERE
MARKINGS ARE TO BE INSTALLED
MAY DIFFER FROM THOSE SHOWN IN
IIIIIIII DETAIL.
SIDEWALK sIOEWILK
sloexAuc
DETAIL SHOWING TYPICAL LOCATION OF
HIGH VISIBILITY CROSS WALK MARKINGS
NOTES:
1. WHERE ON STREET PARKING EXIST, INSTALL FIRST
TRANSVERSE 7 TO 8 FEET FROM THE CURB.
2. WHERE PARKING EXIST ON ONLY ONE SIDE OF THE ROAD
AND THE CENTERLINE IS NOT MARKED, ASSUME THAT THE
ROAD "CENTERLINE" IS AT THE MIDDLE OF WIDTH REMAINING
AFTER ASSUMING 7' FOR PARKING
3. WHERE TRAFFIC LANE LINES ARE NOT USED, AND PARKING
CANNOT BE USED TO DEFINE LANES, USE A LANE WIDTH OF 10
FEET BEGINNING AT THE MARKED OR UNMARKED CENTERLINE
OF THE ROADWAY. WHERE PARKING EXIST ON ONLY ONE SIDE
OF THE ROAD AND THE CENTERLINE IS NOT MARKED, ASSUME
THAT THE ROAD "CENTERLINE" IS AT THE MIDDLE OF WIDTH
REMAINING AFTER ASSUMING 7' FOR PARKING
L/2
L=LANE
WIDTH
L/2
12"
36" 12'
12"
10'
12"
12" 36"
12"
L/2
L=LANE
WIDTH
L/2
C
PLAN VIEW
City of Asheville, NC REVISIONS STD. NO.
HIGH VISABILTY CROSS WALK DATE DESCRIPTION
Standard Specifications 330
and Details Manual �/
10' STD.
RAMP (6' STD.)
UTILITY STRIP (5' STD.) SIDEWALK ADJACENT TO
UTILITY STRIP (5 STD.)
STD. 2'-6" CURB 2.0% (MIM.) 2.013 (MAX`.
& GUTTER SHOWN 4.013 (MA%.) SE NOTE)
8.33% (12:1) MAX.
RAMP SLOPE
DETECTABLE WARNING
PLATE (SEE NOTE)
SECTION A -A
RAMP (6' STD.)
LANDING SIDEWALK ADJACENT TO
(VARIES) BACK OF CURB (6' STD.)
STD. 2'-6" CURB 2.0% (MAX.) 2.0% (MAX.,
& GUTTER SHOWN SEE NOTE)
8.33% (12:1) MAX.
RAMP SLOPE
DETECTABLE WARNING
PLATE (SEE NOTE)
SECTION C -C
City of Asheville, NC
Standard Specifications
and Details Manual
4" SAUCER RIM SLOPED
GRADUALLY TO FINISHED
GRADE
-9`
\\/
r/4
DETECTABLE WARNING
/
PLATES (SEE NOTE)
ACROSS FULL WIDTH
REMOVE ALL TAGS, TIES, ETC.
OF RAMP AS SHOWN
FINISHED GRADE. SLOPE
a
)¢" EXPANSION
JOINT (SEE NO
DETECTABLE WARNING
PLATES (SEE NOTE)
ACROSS FULL YpTH.
V
DETECTABLE WARNING
PLATES (SEE N10TE)
Xt" EXPANSION ,\ \\
JOINT (SE N.
V
V EXPANSION
JOINT (SEE NOTE)
W EXPANSION
JOINT (SEE NOTE)
DETECTABLE WARNING PLATE:
USE NEENAH FOUNDRY COMPANY R-4984 DETECTABLE WARNING PLATE OR
EQUAL AND MUST COMPUES WITH ADAAG (AMERICANS WITH DISABILITIES ACT
ACCESSIBILITY GUIDELINES) AND ARCHITECTURAL BARRIER ACT 1968 GUIDELINES.
EXPANSIE�JOINT:
)4 INCH EXPANSION JOINTS TO BE FILLED WITH JOINT FILLER AND SEALER
PLACED BETWEEN ALL RIGID OBJECTS AS SHOWN EXTENDING TO THE FULL
DEPTH OF THE CONCRETE WITH THE TOP OF THE FILLER Xe INCH BELOW THE
FINISHED SURFACE. JOINT FILLER MATERIALS SHALL BE IN ACCORDANCE WITH
THE "JOINT MATERIALS" SECTION OF THE MOST CURRENT NCDOT STANDARD
SPECIFICATIONS FOR ROAD STRUCTURES MANUAL
2% (MAX.1 SIDEWALK CROSS SLOPESIDEWALK CRO55 SLOPE:
THE DOWN DIRECTION OF THE 2% (MAX.) CROSS SLOPE OF THE PROPOSED
SIDEWALK IS TYPICAL AS SHOWN FOR DRAINAGE TOWARD ROADWAY. ACTUAL
DOWN DIRECTION TO BE DETERMINED BY PROJECT'S EXISTING AND/OR PROPOSED
TOPOGRAPHY. EXISTING SIDEWALK TO REMAIN AS IS UNLESS THE INSTALLATION
OF THE WHEELCHAIR RAMP REQUIRES ADJACENT SIDEWALK SECTIONS TO BE
REPLACED.
STANDARD WHEELCHAIR RAMP
SET PLANT 2" TO 4" ABOVE
FINISHED GRADE
- 3" MULCH LAYER
i-- FINISHED GRADE
4" SAUCE
n TOPSOIL MIX
FINISHE
COMPACTED SUBGRADE REMOVE ALL BURLAP & WIRE
2 2 FROM TOP 1/3 OF ROOT BALL.
TREE PLANTING
STD. NO.
3.17A
VT 2"-4" ABOVE
GRADE.
MIX
D SUBGRADE
0
M
(CUSTOM) MULTI -USE LANE SYMBOL
6' STD. DETECTABLE WARNING PLATE:
USE NEENAH FOUNDRY COMPANY R-4984
SIDEWALK ADJACENT TO DETECTABLE WARNING PLATE OR EQUAL AND
BACK OF CURB (6' STD.) MUST COMPLIES WITH ADAAG (AMERICANS WITH c$
STD. 2'-6" CURB 2.0% (MIM.) AND DISABARCHITECTURAL BARLITIE ACTRIER A
RIELITY CTID1968 ES) •"}� �Q1 Q
& GUTTER SHOWN 4.0% (MAX.) GUIDELINES. \`"3
EXPANSION JOINT:
Yj INCH EXPANSION JOINTS TO BE Alk
- - - - - FILLED WITH JOINT FILLER AND SEALER DETECTABLE WARNING
PLACED BETWEEN ALL RIGID OBJECTS AS PLATES (SEE NOTE)
SHOWN EXTENDING TO THE FULL DEPTH ry`��1 ACROSS FULL WIDTH
DETECTABLE WARNING OF THE CONCRETE WITH THE TOP OF OF RAMP AS SHOWN
THE FILLER Nt INCH BELOW THE FINISHED
PLATE (SEE NOTE) SURFACE. JOINT FILLER MATERIALS
SECTION D -D SHALL BE ACCORDANCE WITH THE 'JOINT �q
MATERIALS° SECTION OF THE MOST \\ /
CURRENT NCDOT STANDARD
10' STD. SPECIFICATIONS FOR ROAD STRUCTURES ar
MANUAL. )f" EXPANSION
UTILITY STRIP (5' SID.) SIDEWALK ADJACENT TO 2R(�AX.) SIDEWALK CROSS SLOPE: JOINT (SEE NOTE)
UTILITY STRIP (5 STD.) THE DOWN DIRECTION OF THE 2% (MAX.)
CROSS SLOPE OF THE PROPOSED SIDEWALK
STD. T2'-6IER CURB IS TYPICAL AS SHOWN FOR DRAINAGE )S" EXPANSION
S GUTTER SHOWN TOWARD ROADWAY. ACTUAL DOWN DIRECTION
TO BE DETERMINED BY PROJECT'S EXISTING 3t -o JOINT (SEE NOTE)
AND/OR PROPOSED TOPOGRAPHY. EXISTING
- - - - - SIDEWALK TO REMAIN AS IS UNLESS THE
INSTALLATION OF THE WHEELCHAIR RAMP S
REQUIRES ADJACENT SIDEWALK SECTIONS TO
BE REPLACED. J.�Jfi "Lyf
DETECTABLE WARNING z' DETECTABLE WARNING
PLATE (SEE NOTE) PLATES (SEW
SECTION E -E g. ACROSS FULL WIDTH
ry.?. OF RAMP AS SHOWN
F �
)f" EXPANSION
JOINT (SEE NOTE)
)C EXPANSION
s DETECTABLE WARNING ,p. `r: �yti JOINT (IYP.)
PLATE (SEE NOTE). CUT�.y� •`Qa-g�3 ��
AND/OR ARRANGE PLATES
,yogP}, ALONG RADIUS AS SHOWN
J `h
✓y"} DQ�� ry� PLATESABLE WARNING
(SEE NOTE)
ACROSS FULL WIDTH
OF RAMP AS SHOWN
N�
y pR1E5 )¢" EXPANSION
D - JOINT (SEE NOTE)
City of Asheville, NC REVISIONS STD. NO.
STANDARD WHEELCHAIR RAMP DATE DESCRIPTION
Standard Specifications 3.1713
and Details Manual
UNIQUE LIGHTING SYSTEMS°
GEMINI: 12V & 24V Brass Niche Light
PROJECT:
TT
TREE PLANTING ON SLOPE
WH
SAUCER RIM 3" ABOVE
REMOVE ALL TAGS, TIES, ETC.
NUMBER:
FINISHED GRADE. SLOPE
FROM SHRUB WATER SAUCER
TK
GRADUALLY TO FINISHED
MOUND AMENDED SOIL TO A 3" MULCH LAYER
SET PLANT 2" ABOVE
GRADE.
HEIGHT TO ACCOMMODATE ROOTS
FINISHED GRADE
3" MULCH IN PLANTING
BED. AT THEIR ORIGINALLY GROWN DEPTH BERM
Electrical Requirements
available (see chart above).
A remote 12V or 24V transformer required, may be
(D
ordered separately from Unique Lighting
ORIGINAL SLOPE
Systems@. Voltage range for 12V halogen lamps is
TMx->
I II1EII�1
=u=
3.48
III�II 1111 -til -
REMOVE CONTAINER &T
LIGHTLY SCARIFY ROOTS &
i FINISHED GRADE
SPREAD ROOTS EQUALLY -VIII e ,�•.K Ilu III I DIG HOLE WIDER THAN
SOIL BEFORE PLANTING.
-
Manufactured to ISO 9001-2008 Quality standard.
ACROSS MOUNDED SOIL Illi__`- IIID SPREAD OUT ROOT
'
,e
GU5.3 base.
TOPSOIL MIX
AND BACK FILL WITH TOP SOIL. �111TT�lilll�,il-lll-11��SYSTEM.
LOOSEN SUBSOIL AT BOTTOM
•. f .
=
NOTE: STORE BARE ROOT MATERIAL IN A COOL STORAGE AREA WITH THEIR ROOTS
OF PLANT PIT 4" MIN.
additional cost. A Limited Warranty
COMPACTED SUBGRADE
KEPT MOIST AND EITHER TARPED OR WET DOWN DAILY. BARE ROOT MATERIAL SHOULD
1'
1'
NEVER BE ALLOWED TO DRY OUT. ROOT SYSTEMS SHOULD BE DIPPED IN A SLURRY OF
m
HYDROGEL FOR 30 MIN. BEFORE PLANTING.
SHRUB
PLANTING
TREE/SHRUB BARE ROOT PLANTING DETAIL
City of Asheville, NC
available upon request. Please
inquire about cost and lead times.
REVISIONS
STD. NO.
4.
and matching paint oprions.
TREE & SHRUB
PLANTING DETAIL
DATE
DESC77��3.22F
the design and/or construction of the fixture shown without further notification.
Standard Specifications
and Details Manual
0
M
(CUSTOM) MULTI -USE LANE SYMBOL
6' STD. DETECTABLE WARNING PLATE:
USE NEENAH FOUNDRY COMPANY R-4984
SIDEWALK ADJACENT TO DETECTABLE WARNING PLATE OR EQUAL AND
BACK OF CURB (6' STD.) MUST COMPLIES WITH ADAAG (AMERICANS WITH c$
STD. 2'-6" CURB 2.0% (MIM.) AND DISABARCHITECTURAL BARLITIE ACTRIER A
RIELITY CTID1968 ES) •"}� �Q1 Q
& GUTTER SHOWN 4.0% (MAX.) GUIDELINES. \`"3
EXPANSION JOINT:
Yj INCH EXPANSION JOINTS TO BE Alk
- - - - - FILLED WITH JOINT FILLER AND SEALER DETECTABLE WARNING
PLACED BETWEEN ALL RIGID OBJECTS AS PLATES (SEE NOTE)
SHOWN EXTENDING TO THE FULL DEPTH ry`��1 ACROSS FULL WIDTH
DETECTABLE WARNING OF THE CONCRETE WITH THE TOP OF OF RAMP AS SHOWN
THE FILLER Nt INCH BELOW THE FINISHED
PLATE (SEE NOTE) SURFACE. JOINT FILLER MATERIALS
SECTION D -D SHALL BE ACCORDANCE WITH THE 'JOINT �q
MATERIALS° SECTION OF THE MOST \\ /
CURRENT NCDOT STANDARD
10' STD. SPECIFICATIONS FOR ROAD STRUCTURES ar
MANUAL. )f" EXPANSION
UTILITY STRIP (5' SID.) SIDEWALK ADJACENT TO 2R(�AX.) SIDEWALK CROSS SLOPE: JOINT (SEE NOTE)
UTILITY STRIP (5 STD.) THE DOWN DIRECTION OF THE 2% (MAX.)
CROSS SLOPE OF THE PROPOSED SIDEWALK
STD. T2'-6IER CURB IS TYPICAL AS SHOWN FOR DRAINAGE )S" EXPANSION
S GUTTER SHOWN TOWARD ROADWAY. ACTUAL DOWN DIRECTION
TO BE DETERMINED BY PROJECT'S EXISTING 3t -o JOINT (SEE NOTE)
AND/OR PROPOSED TOPOGRAPHY. EXISTING
- - - - - SIDEWALK TO REMAIN AS IS UNLESS THE
INSTALLATION OF THE WHEELCHAIR RAMP S
REQUIRES ADJACENT SIDEWALK SECTIONS TO
BE REPLACED. J.�Jfi "Lyf
DETECTABLE WARNING z' DETECTABLE WARNING
PLATE (SEE NOTE) PLATES (SEW
SECTION E -E g. ACROSS FULL WIDTH
ry.?. OF RAMP AS SHOWN
F �
)f" EXPANSION
JOINT (SEE NOTE)
)C EXPANSION
s DETECTABLE WARNING ,p. `r: �yti JOINT (IYP.)
PLATE (SEE NOTE). CUT�.y� •`Qa-g�3 ��
AND/OR ARRANGE PLATES
,yogP}, ALONG RADIUS AS SHOWN
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(SEE NOTE)
ACROSS FULL WIDTH
OF RAMP AS SHOWN
N�
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D - JOINT (SEE NOTE)
City of Asheville, NC REVISIONS STD. NO.
STANDARD WHEELCHAIR RAMP DATE DESCRIPTION
Standard Specifications 3.1713
and Details Manual
UNIQUE LIGHTING SYSTEMS°
GEMINI: 12V & 24V Brass Niche Light
PROJECT:
TT
TYPE:
WH
CATALOG
BK
NUMBER:
VG
LAMP(S):
TK
NOTES:
Exclusive Weathered Brass finish is standard.
FIXTURE ORDERING INFORMATION
Example: GEMI-12-20 (Gemini, 12 Volt, 20 Watt, 25' Wire Lead, Weathered Brass)
MODEL NAME VOLTAGE WATTAGE WIRE LENGTH
GEMI 12=12 Volt L1= LED, 1 W, 3000K Leave blank for standard 25' length
24=24 Volt L2= LED, 2W, 3000K " 0= T wire lead
20= 20W Xelogen " 50= 50' wire lead
NL= No Lamp
NOTE: Pre-lamped LED fixtures are
NOT available with 24V lamps. LED
fixtures and six pack options are
available ONLY with a 25' wire lead.
For additional painted finishes or six
pack options contact our factory.
Powder Coated Finishes
Tucson Tan
TT
White
WH
Black
BK
Verde Green
VG
Titanium Knight
TK
FLC�/rM Unique Lighting Systems® fixtures
L/� are available with LED lamps.
Please specify the lamp code
Series LED when ordering.
Niche Light
Brass Niche Light
OdysseyTM Series
FINISH
leave blank for standard WB finish
P= Standard powder coat finishes.
List your desired color in the order
comments area.
OPTIONS
" 6P= Six Pack
SPECIFICATIONS
Our Commitment
Unique Lighting Systems' highest commitment is
to set the standard for manufacturing innovative and
quality products. This commitment is evident through
our detailed inspection processes and extensive field
testing. From the initial design process of each product,
to the final assembly of each custom-made individual
part, our manufacturing process accomplishes the
highest level of performance and durability carried
through to final delivery to the end user. Durable
construction and beautiful styling make Unique fixtures
the ideal solution for any residential or commercial
application. Unique Lighting TM already holds numerous
product patents and we are constantly developing
innovative ideas to help expand the lighting industry.
Materials
Crafted from cast brass.
Body
Fully cast brass.
Shroud
Fully machined. Twist/lock shroud for easy relamping
and adjusting.
Lens
DIMENSIONS:
Frosted tempered glass lens.
.a
'a
foam leveling gasket.
Lamp
Standard Finish
Finish
Series LED lamps are available in 1 W or 2W T3
Exclusive Weathered Brass finish is standard.
lamps. LED lamps are available in 3000K color
UniqueTM Lightings' Weathered Brass finish is a
Weathered Brass
"living finish" and will naturally patina and change
-a • ..
a.
Electrical Requirements
available (see chart above).
A remote 12V or 24V transformer required, may be
(D
ordered separately from Unique Lighting
Warranty
Systems@. Voltage range for 12V halogen lamps is
The Odyssey Family of products from Unique
10.8V to 12V. Voltage range for 24V halogen
Lighting Systems@ carries a limited lifetime
3.48
warranty against manufacturer's defects.
Stock powder coated colors
Manufacturing
Socket
Manufactured to ISO 9001-2008 Quality standard.
displayed are subject to varying
'
,e
GU5.3 base.
Q
Wiring
lead-times and will incur an
•. f .
=
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additional cost. A Limited Warranty
applies to all powder coated
m
products. Custom colors are,
available upon request. Please
inquire about cost and lead times.
'Q •
Contact factory for custom colors
4.
and matching paint oprions.
Only available with the NL wattage option.
Unique Lighting Systems@ reserves the right to modify
the design and/or construction of the fixture shown without further notification.
SPECIFICATIONS
Our Commitment
Unique Lighting Systems' highest commitment is
to set the standard for manufacturing innovative and
quality products. This commitment is evident through
our detailed inspection processes and extensive field
testing. From the initial design process of each product,
to the final assembly of each custom-made individual
part, our manufacturing process accomplishes the
highest level of performance and durability carried
through to final delivery to the end user. Durable
construction and beautiful styling make Unique fixtures
the ideal solution for any residential or commercial
application. Unique Lighting TM already holds numerous
product patents and we are constantly developing
innovative ideas to help expand the lighting industry.
Materials
Crafted from cast brass.
Body
Fully cast brass.
Shroud
Fully machined. Twist/lock shroud for easy relamping
and adjusting.
Lens
Mounting Hardware
Frosted tempered glass lens.
Mounting hardware, screws and anchors with
foam leveling gasket.
Lamp
For use with a Xelogen lamp up to 20W. FLEX-
Finish
Series LED lamps are available in 1 W or 2W T3
Exclusive Weathered Brass finish is standard.
lamps. LED lamps are available in 3000K color
UniqueTM Lightings' Weathered Brass finish is a
temperatures.
"living finish" and will naturally patina and change
over time. Polyester powder coat finishes are also
Electrical Requirements
available (see chart above).
A remote 12V or 24V transformer required, may be
(D
ordered separately from Unique Lighting
Warranty
Systems@. Voltage range for 12V halogen lamps is
The Odyssey Family of products from Unique
10.8V to 12V. Voltage range for 24V halogen
Lighting Systems@ carries a limited lifetime
lamps is 21.6V to 24V. Voltage range for 12V
warranty against manufacturer's defects.
FLEXTm Series LED lamps is 1 OV -18V.
Manufacturing
Socket
Manufactured to ISO 9001-2008 Quality standard.
Specification grade, beryllium copper lamp holder.
LU
GU5.3 base.
Q
Wiring
_
Exclusive OF Intelli-Flex wire with anti -moisture
migration connections.
=
TOV Rhelnlentl
C 1 US
UL 2108:2004 R12.07
CSA C22.2.9.0-96 (132006)
Unique Lighting Systems@ 5825 Jasmine Street T 800-955-4831
www.uniquelighting.com Riverside, CA 92504 F 800-955-9852
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;o:' . v : °: v v : °:
-- WWF (LAP
�Cr�U
m z
O
r WWF 6" ON-
N -
�
EQUALLY SPACED
TO
TO REBARS)
'
n = z
x
UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED.
y D
= J
r U
o O O x
v •o, v v
m
SHEET 1 OF 2
840.04
v
vm
H �
N' Z
x
CID Cm
p
ro„cn
mZ =>
=-nDym
=Cn00
• pOH
nDyD
O ~
o _
Z ,
c�
O
Z
m
M m
� z
M
i O =
N
=mw
Z D
2
v
c: = D
00Ov
0 D
M a Z
Ci p
= O
M
N
Z
1840.04
"CLR.cr
o r
Lu
Y 4
a
m J
It
1A1
1It"CLR.
11/2"
1 #3 BARS "X"
_
Z
;o: •
Z
SOLID
CO
VIEW
:°' :D' '• . o
a a a
H }
H
z
RIP RAP
LAN
> � 00 m O
PRECAST OR CAP IN PLACE TOP SLAB
Err
Wr
Q<3 .
6rr
;o:' . v : °: v v : °:
CO Q o
�Cr�U
m z
O
L#3 BARS "X"
�
EQUALLY SPACED
4
1112 CLR.
SECTION V -V
n = z
LLJdHZ
UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED.
y D
*
o O O x
THE PATTERN OF THE
:a;
*
cc
L v Z o=
KNOCK -OUT
v
�.
3
Q � "
PANELS ARE SHOWN
°
o'
v.
°:.
v
D.
p.
� x z w
Cn H o J
FOR ILLUSTRATIVE
9
o : ;'p ° 'v'::: •
'.
o.:
*
Dt o
CD
PURPOSES ONLY.
�•'
n'. �•':o,• o'.a::p
WWF 6" ON -
N
*
z
• '.... •
7
REQUIRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES
TO
TO REBARS)
o
H
.a ... .o .... .o : .o ....
CL
KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH
F -r
m O
21
THE CORNERS OF SOLID WALL BOXES IF A MINIMUM OF 6" OF
D =
22
:.
r cn
11
Lu
*
ALL ELEMENTS PRECAST TO MEET ASTM C913.
#5 REBARS
*
�"� v
7
X
12" CENTERS
*
PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
D O O
15
:.
TYPICAL)
*
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR AS LONG
v•
28
• •
D
30
•
-
SHEET 1 OF 2
SECTION 'D -D'
M H
:0. 0• :
SOLID WALL ISOMETRIC VIEW
y
v
BASE CONFORMING TO FEDERAL SPECIFICATION SS -S -21A,
38
54"
AASHTO M-198, TYPE B - BUTYL RUBBER.
v
60
v0•
(rn p
*
LIMIT MAXIMUM STRUCTURE SIZE TO INSIDE CLEAR
v C 0
21
DIMENSIONS OF 5'-0" X 5'-0".
60"
*
THE OUTSIDE PIPE DIAMETER PLUS 2" OR THE OPENING
m
40
75
-
-
REQUIRED FOR FRAME AND GRATE IS THE MINIMUM STRUCTURE
26
W
1" MIN.
o •',.'..'
.o •'
USE MANHOLE FRAME AND COVER AS INDICATED ON THE PLANS.
C
CLR. (TYP)
:.• o
:: D
54
x =
67
72"
-
-
102
57
WAFFLE WALL ISOMETRIC
VIEW
J
64
38
78
#5 REBARS @ 12"
H H �
CENTERS (HORIZ.
Q Vi
& VERT.)
w
o J
LL
4U XE 4'I&HLARGER
0 C3 Q
DRAINAGE STRUCTURES
Dr a
v
vm
H �
N' Z
x
CID Cm
p
ro„cn
mZ =>
=-nDym
=Cn00
• pOH
nDyD
O ~
o _
Z ,
c�
O
Z
m
M m
� z
M
i O =
N
=mw
Z D
2
v
c: = D
00Ov
0 D
M a Z
Ci p
= O
M
N
Z
1840.04
"CLR.cr
o r
Lu
Y 4
a
m J
It
1A1
1It"CLR.
11/2"
1 #3 BARS "X"
_
TYPICAL)
;o: •
Z
SOLID
WALL PLAN
VIEW
:°' :D' '• . o
a a a
I RIP RAP
z
RIP RAP
LAN
> � 00 m O
PRECAST OR CAP IN PLACE TOP SLAB
Err
Wr
S.Y.
6rr
;o:' . v : °: v v : °:
CO Q o
INSTALL PRECAST DRAINAGE STRUCTURES AND PAY
m z
O
L#3 BARS "X"
�
EQUALLY SPACED
4
1112 CLR.
SECTION V -V
n = z
2
UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED.
y D
*
USE 4000 PSI CONCRETE.
1" MIN. CLR.
4
*
'0' v°'• v°'• v°'• v°'•
N
7
3
°
1
o • ....' '.o •' o •'....,'.b .'• -F
CD4x4
LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB FOR WAFFLE WALL
W4xW4
D.
p.
_
p.
p'... •.o,: p• ....�•'. �....o,: o' • ...a,:
9
TO 15'-0".
WWF LAP
*
w o
�;:
17
w Lu
OSHA STANDARD 1926.704.
WWF 6" ON -
N
*
io
• '.... •
7
REQUIRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES
TO
TO REBARS)
o
H
.a ... .o .... .o : .o ....
CL
KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH
F -r
m O
21
THE CORNERS OF SOLID WALL BOXES IF A MINIMUM OF 6" OF
D =
22
:.
r cn
11
7
*
ALL ELEMENTS PRECAST TO MEET ASTM C913.
#5 REBARS
*
�"� v
7
X
12" CENTERS
*
PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
D O O
15
:.
TYPICAL)
*
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR AS LONG
v•
28
22
D
30
AS THE SAME AREA OF STEEL IS PROVIDED.
-
SHEET 1 OF 2
SECTION 'D -D'
M H
*
SOLID WALL ISOMETRIC VIEW
y
28
BASE CONFORMING TO FEDERAL SPECIFICATION SS -S -21A,
38
54"
AASHTO M-198, TYPE B - BUTYL RUBBER.
840.45
v
vm
H �
N' Z
x
CID Cm
p
ro„cn
mZ =>
=-nDym
=Cn00
• pOH
nDyD
O ~
o _
Z ,
c�
O
Z
m
M m
� z
M
i O =
N
=mw
Z D
2
v
c: = D
00Ov
0 D
M a Z
Ci p
= O
M
N
Z
1840.04
"CLR.cr
o r
Lu
Y 4
a
m J
It
1A1
1It"CLR.
11/2"
1 #3 BARS "X"
_
1%!"
CLR.
'- EQUALLY SPACED
-'
CLR.
THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING
F
CLASS
I RIP RAP
z
RIP RAP
LAN
> � 00 m O
PRECAST OR CAP IN PLACE TOP SLAB
F
m z = D
S.Y.
#4 BARS "Y" HANDLE
,-1" PIPE SLEEVE
*
INSTALL PRECAST DRAINAGE STRUCTURES AND PAY
m z
O
L#3 BARS "X"
�
EQUALLY SPACED
4
1112 CLR.
SECTION V -V
n = z
G
" n
ilk" CLR. #4 BARS Y 11t" CLR.
EQUALLY SPACED
#3 BARS
SECTION W -W
v
Z
GENERAL NOTES:
vm
AND ALLOW HANDLE TO MOVE VERTICALLY.
OUTLET W/0 DITCH
*
THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING
�•
CLASS
I RIP RAP
z
RIP RAP
STANDARDS: 840.01, 840.02, 840.04, 840.055 840.115
> � 00 m O
@ OPENING
840.12, 840.14, 840.15, 840.17, 840.18, 840.19,
m z = D
S.Y.
840.26, 840.27, 840.28, 840.315 840.32 AND 840.41.
= O D c -'m
*
INSTALL PRECAST DRAINAGE STRUCTURES AND PAY
m z
O
TONS
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 840.
z v 0-n
*
DO NOT PLACE PRECAST DRAINAGE STRUCTURES
n = z
2
UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED.
y D
*
USE 4000 PSI CONCRETE.
1
4
*
OR
PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 FCD
O
Z
7
3
GRADE 60 AND WELDED WIRE FABRIC CONFORMING TO ASTM A185.
1
5
*
LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB FOR WAFFLE WALL
6
18"
STRUCTURE TO 10'-0"; LIMIT SOLID WALL STRUCTURE
10
9
TO 15'-0".
10
*
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
4
2
OSHA STANDARD 1926.704.
24"
*
CUT OR FORM OPENINGS FOR PIPE TO PROVIDE
_ m m
7
REQUIRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES
O
11
SO THAT PIPES ENTER THROUGH THE
m N r-
Z
12
KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH
F -r
m O
21
THE CORNERS OF SOLID WALL BOXES IF A MINIMUM OF 6" OF
D =
22
WALL IS PROVIDED ABOVE THE HOLE.
r cn
11
7
17
*
ALL ELEMENTS PRECAST TO MEET ASTM C913.
0 a D
*
FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
�"� v
7
OR BRICK IN ACCORDANCE WITH STANDARD 840.25.
Cn a �
*
PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
D O O
15
STEPS AS DIRECTED BY THE ENGINEER.
M
*
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR AS LONG
0z
0
28
22
D
30
AS THE SAME AREA OF STEEL IS PROVIDED.
-
-
49
M H
*
SEAL JOINTS WITH A FLEXIBLE BUTYL RUBBER
y
28
BASE CONFORMING TO FEDERAL SPECIFICATION SS -S -21A,
38
54"
AASHTO M-198, TYPE B - BUTYL RUBBER.
-
60
33
(rn p
*
LIMIT MAXIMUM STRUCTURE SIZE TO INSIDE CLEAR
v C 0
21
DIMENSIONS OF 5'-0" X 5'-0".
60"
*
THE OUTSIDE PIPE DIAMETER PLUS 2" OR THE OPENING
m
40
75
-
-
REQUIRED FOR FRAME AND GRATE IS THE MINIMUM STRUCTURE
26
56
SIZE WHICHEVER IS GREATER.
-
*
USE MANHOLE FRAME AND COVER AS INDICATED ON THE PLANS.
48
89
REINFORCE OPENING AS SHOWN ON THIS SHEET.
840.45
17t
Z
OUTLET W/DITCH
1-4
y
AND ALLOW HANDLE TO MOVE VERTICALLY.
OUTLET W/0 DITCH
D
CLASS 'B'
RTP RAP
CLASS
I RIP RAP
CLASS rB'
RIP RAP
CLASS
I RIP RAP
@ OPENING
TONS
rE>< IS—)=�E
S.Y.
TONS
TEx Y=�E
TONS
TEx v �E
S.Y.
TONS
TEx v �E
12"
2
5
5
2
5
1
4
2
1
4
15"
2
7
7
3
7
1
5
3
2
6
18"
3
10
9
4
10
2
7
4
2
8
24"
5
14
15
7
15
3
11
7
4
12
30"
8
21
21
11
22
5
i6
11
7
17
36"
11
28
29
15
30
7
22
16
10
23
42"
15
37
39
20
39
10
28
22
13
30
48"
-
-
49
26
50
-
-
28
17
38
54"
-
-
60
33
62
-
-
36
21
47
60"
-
-
73
40
75
-
-
44
26
56
66"
-
-
87
48
89
-
-
54
32
67
72"
-
-
102
57
104
-
-
64
38
78
v m 4 X D Z
o}
H
�• Z A� QQ< .
r- -n HxoV
r- -n
LL _j z
r�z�=D j o00x
_ Z y m H 0 o w
=CnM)0— — — — — — — Q r --r
z�o��I �=LL _j
H
�Dy> D z�j°C
Cnp '-------- N W~
0
Z— — — — — — r
') NOTE: 4 X D N
C FOR CALCULATION PURPOSES
0 ------ ---- CLASS 'B' RIP RAP = 100 LBS./FT3 W
m CLASS I RIP RAP = 105 LBS./FT3
C
1171
2 X D o 0
2 g D 1 B Lu
H CL
H
a� A� ��
�z PLAN off
v o a
D SLOPE 12:1 OR FLATTER < a
O Q
CL
r� D
1 O H
Z H w
m p 2 r�
T LL
PLAN Z O
C= GEOTEXTILE w
W
m SECTION A -A T H
N PIPE OUTLET WITH DITCH
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T) GEOTEXTILE
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SECTION B -B
SHEET 1 OF 1 T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SHEET 1 OF 1
876.02 PIPE OUTLET WITHOUT DITCH 876.02
-AD.
- 3" X 1/4" THICK
OUND OR SQUARE
UT WASHER
2 - HEX NUT
DETAIL OF HANDLE
Z
O O
H i
QQ
LLJmr-rz
0 0 0 x
ujZ
QU O
H
CDHU-OJ
O O Cn Q
Z ,jam
1 u~
w�
r 0
840.04
OPENING SHALL BE
LOCATED AS REQUIRED
Z
COUNTERSINK PART WHERE HANDLE IS LOCATED 1"
1-4
y
AND ALLOW HANDLE TO MOVE VERTICALLY.
a
m
Cx7
LLJalr-rz
x
LL
O =
-
��
1" PIPE SLEEVE X 3" LONG.
O
a w
@ OPENING
� O H
PART SECTION
a
THRU COVER SHOWING HANDLE
O 0
0
0
x C
C i #5 BAR S 3
i @ OPENING C
Q =
~ CL
Cj
Z r1
N fL r:z
T
Z
2
U) W
#4 BAR
= CL CV
U) O r
-r
N
Luj
h
J LV
0
W
cc
s"
cc
Z
DOWEL
V
840.04
OPENING SHALL BE
LOCATED AS REQUIRED
'L' OR 'W' + 1'-0"
Z
Z
O O
Q
#4 REBARS -
6" CENTERS
Q
V
H O
N U
Cx7
LLJalr-rz
LL
oo0x
-
#5 BARS
w Q Q w x
@ OPENING
< U = O C7
STEPS
SECTION 'C -C'
���oJ
p O
C i #5 BAR S 3
i @ OPENING C
° .
Cj
Z r1
N fL r:z
T
wC']
::°''0'•0.':`° 6" MIN::
co
s • °'' o
Err rLr 6" �: • o . C �° .v
PLAN TOP SLAB �� 1711
�� W
0 c
CORNER CUT DETAIL 0 M
(SOLID WALL BOX) o
6" 'L' OR 'W' 6" Q N
Ci
0 W z
#4 REBARS 0 C5 Q
6" CENTERS c m
'-' #4 REBARS ::' - Q Z W
JLR
6" CENTERS 00 zH*� z
CO G Q
PRECAST RISER PLAN PRECAST RISER DETAIL x
OH w
"co
° C3 a w
Ir p
W Lu
: o• ' e' o � C3
6" 6" CL
SECTION VIEW SECTION VIEW
OPTIONAL JOINT DETAILS SHEET 2 of 2
184n. 45
Q
z
w
w
oC
C9
oC
w
z
U
Q
U
Q
w
m
Nod
H};orHo E
In(0ooln
C d�r\o
U
' No c
U D000}
p+
Lf) zr'`1
2: of l
V) �m
c LL v
J c ~
E
I.L
GO aGO
Q
Lu
LL
W W
a
z
U) LJ
GREENWAY ENGINEER:
,l
0,411466606114
r
1/d 6
PROJECT NO.:
H13002.00
2I

NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE SPACED AT A MAXIMUM OF 50 FEET. WHEN SIDEWALK ABUTS CURB (WITHOUT
UTILITY STRIP), EXPANSION JOINT SHALL BE PLACE BETWEEN BACK OF CURB AND SIDEWALK FOR THE LENGTH OF THE
SIDEWALK.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. TRANSVERSE EXPANSION JOINT MATERIALS SHALL BE IN ACCORDANCE WITH THE JOINT MATERIALS" SECTION OF THE MOST
CURRENT NCDOT STANDARD SPECIFICATIONS FOR ROAD STRUCTURES MANUAL.
4. TOOL JOINTS SHALL BE SPACED TO MATCH THE WIDTH OF THE SIDEWALK BUT BE NO LESS THAN FIVE (5) FEET APART OR NO
LESS THAN SIX (6) FEET FOR SIDEWALK WITHOUT UTILITY STRIP. TOOL JOINTS SHALL BE 3/4 INCH DEEP AND MUST NOT BE
SEALED. FOR NEW CURB AND GUTTER CONSTRUCTED WITH THE SIDEWALK, CURB AND GUTTER TOOL JOINT SHALL BE PLACED
AS SPACED AND INLINE WITH SIDEWALK TOOL JOINT.
5. THE DOWN DIRECTION OF THE 2% (MAX.) CROSS SLOPE OF THE PROPOSED SIDEWALK IS TYPICAL AS SHOWN FOR DRAINAGE
TOWARD ROADWAY. ACTUAL DOWN DIRECTION TO BE DETERMINED BY PROJECTS EXISTING AND/OR PROPOSED TOPOGRAPHY.
GRASSED UTILITY PROPOSED
STRIP SIDEWALK (CONIC.
4000 P.S.I. MIN.)
2.0% (MIN.) 2% (MAX•
EXISTING OR SEE N� A 5)
TRANSVERSE PROPOSED CURB 4.0% (MAX.) .111
TOOL JOINT EXPANSION AND CUTTER -
Or I I (SEE NOTE 4) I w I JOINT = -
C__j
I j I I a Y I j I Y ` e ABC STONE
loll N I I
(SEE 4) SECTION A -A
0 3
z w z w
I 03 I I J z I I m I N Z I PROPOSED
J J SIDEWALK (CONIC.
4000 P.S.I. MIN.)
U I I )^ I O I Y PROPOSED CURB SEE N� UTE 5)
Q Q
I I Ld I I I AND GUTTER
O IIF--5'(Sm.) S' (MIN.) VARIES O I 8' (MIN.) VARIES
C_
I I I O w0 O I LLO a ABC STONE
A 101 I I N ui o mI A B I o I o c~s.DI B SECTION B -B
I0II o �I } ��I o �I
t l FII_CL_J L F I o /6 RAD.
S DEWALK
In I I Or CL X I 0_ 1/2 SURFACE
JOINT SEALER
I Ui I w l
I II I I 4•
SEE NOTE 3
PLAN VIEW PLAN VIEW JOINT FILLER
WITH UTILITY STRIP WITHOUT UTILITY STRIP TRANSVERSE EXPANSION JOINT
City of Asheville, NC REVISIONSDATE DESCRIPTION STD. NO.
Standard Specifications STANDARD CONCRETE SIDEWALK 697'5 ADD. PLAN Y T1W VIVO UTILITY I Y STRIP 3.16
and Details Manual 6.9715 ADD- SECT. V EWW/0 UTILITY STRIP
69115 1 REVISED NOTES 1 AND4
EXISTING GATE
PANEL TO BE REMOVED
EXISTING GROUND
EXISTING RETAINING WALL
TO REMAIN
A 41 W/ MAX RECOMMENDED
ASPHALT OR CONCRETEGRADE
SIDEWALK BUILT 6' MIN.
Jk THICK THROUGH ORIVE
5'(STD.) 5'(Sm.)
MATCH EXIST. MATCH EXIST.
UTUTY STRIP SIDEWALK S M
- - - 1/2' EXPANSION WIDTH WIDTH
JOINT (SEE NOTE
1/2' EXPANSION JOINT 12)
10' (STI)) (SEE NOTE 12) ONLY IF EXISTING +1816 MA%
JOINING TO CONCRETE
DRIVEWAY PAVEMENT B 2% MAX
O.eR MA%
B .. -4% MAX
I
1/2- EXPANSION JOINT SEE NOTES NO. S. 7, 8 & 9 E'65TING SIDEWAUc 1/2' EXPANSION JOINT y
(SEE NOTE 12) (SEE NOTE 12) ONLY IF 4A'
UTILITY STRIP CONCRETE APRON VEWAY (SEE NOlEB) DRINYING EYYAYO CONCRETE
5' S'
42•� lus A_ SECTION AA
NOT TO SCALE
1/2' EXPANSION
DONT (SEE NOTE 12) NOTES:
1. RESIDENTIAL AND COMMERCIAL DRIVEWAYS - 6. OF 10OX CABC WITH 6"
CONCRETE FOR FULL LENGTH & DEPTH OF DRIVEWAY APRON.
SEE DETAIL },72• STANDARD 2. MAXIMUM DRIVEWAY APRON SLOPE BEGINING AT CURB TO BE 10.6% UNLESS
METHOD OF REMOVING CURB FOR A EXISTING CURB OTHERWISE APPROVED BY INSPECTOR.
DRIVEWAY APRON INSTALLATION 3. CURB SHALL BE TAPERED TO FINISH FLUSH WITH SIDEWALK.
4. RADIUS SHALL NOT ENCROACH ON TO ADJACENT PROPERTIES.
EXISTING GUTTER REPLACE CONCRETE S. ACCESS APRON DEPTH MAY VARY DEPENDING ON WIDTH OF UTILITY STRIP.
GUTTER WHEN EXISTING
A GUTTER IS PRESENT 6. WHERE SIDEWALK IS EXISTING APRON MUST EXTEND 10' PAST SIDEWALK. THIS
SECTION MAY BE ASPHALT OR CONCRETE.
PLAN 7. RESIDENTIAL DRIVEWAYS TO BE 12 FT TO 18 FT IN WIDTH.
p
1 LAN 8. COMMERCIAL AND INDUSTRIAL (ONE-WAY) DRIVEWAYS TO BE 14 FT TO 20
NOT TO SCALE FT IN WIO1H.
9. COMMERCIAL AND INDUSTRIAL (TWO-WAY) DRIVEWAYS TO BE 24 FT TO 36
FT IN WIDTH.
10, ALL CONCRETE SHALL BE A MINIMUM OF 4000 P.S.I.
11. ELEV. •B• MINUS ELEV. •A' MUST NOT BE THAN LESS 1 INCH.
12, Y4 INCH EXPANSION JOINTS TO BE FILLED WITH JOINT FILLER AND SEALER
PLACED BETWEEN ALL RIGID OBJECTS AS SHOWN E%TENDING TO THE FULL
DEPTH OF THE CONCRETE WITH THE TOP OF THE FILLER )1 INCH BELOW
THE FINISHED SURFACE JOINT FILLER MATERIALS SHALL BE IN ACCORDANCE
WITH THE 'JOINT MATERIALS' SECTION OF THE MOST CURRENT NCDOT
STANDARD SPECIFICATIONS FOR ROAD STRUCTURES MANUAL.
F7 t t t t t
11 _JI_ _
=11_ =11_ _II_ IL
__-=----II TI- II II=11=
I--II
I I II II II II II
� II a II u u II
� I I II II II II II
41
PROPOSED CONCRETE
SIDEWALK FLUSH
WITH ROADWAY
City of Asheville, NC KtVISIUNJ
STANDARD DRIVEWAY APRON DATE DESCRIPTION STD. No.
Standard SpecificationsWITH SIDEWALK & UTILITY STRIP fi1 E REVISED APRON CURB NG 3.15
and Details Manual
6'-0"
TOOLED CONTROL JOINT
1/4" DEEP "V"
GROOVE
4" CONCRETE
SIDEWALK
\ SLOPE
\i 2% MAX.
Z4 4 a
a d a dd p 4i_� m_ -H _� -H_�
NOTES:
1. THE CITY TRAFFIC ENGINEER TO APPROVE THE USE OF
MONOLITHIC CURB SIDEWALK.
2. THE 1'-0" SAW CUT, REMOVAL, AND THE REPAIR OF ABC STONE,
BINDER, SURFACE COURSE FROM FACE OF CURB IS ONLY FOR
THE INSTALLATION OF THE MONOLITHIC CURB & SIDEWALK
ADJACENT TO AN EXISTING STREET.
City of Asheville, NC
Standard Specifications
and Details Manual
a"
2" (MIN.) SURFACE COURSE
REPAIR TYPE S9.513
(SEE NOTE 2)
SAW CUT AND REMOVE
EXISTING PAVEMENT EDGE
(SEE NOTE 2)
7"
12"
5"
2" (MIN.) BINDER COURSE REPAIR
TYPE 325.013 UNDER ALL SURFACE
COURSE (SEE NOTE 2)
8" (MIN.) ABC STONE REPAIR UNDER
BINDER COURSE (SEE NOTE 2)
MONOLITHIC CURB & SIDEWALK
STD. NO.
3.16A
A 41
ASPHALT OR CONCRETE
1/2" EXPANSION JOINT
(SEE NOTE 10) ONLY IF
JOINING TO CONCRETE
10' MIN. DRIVEWAY
EXISTING SIDEWALK
�
SEE NOTES B N0. 2, 3, 4,1,5�
OF
o i WIDTH
CONCRETE DRIVEWAY < VARIES
ACCESS APRON 1?�
fi 6'
A
1/2" EXPANSION JOINT
(SEE NOTE 8) EXISTING CURB
6„
1'-0"
(SEE NOTE 2)
\\
WHEN EXISTING GUTTER
Q a
�
a
PRESENT
PLAN
_
a"
2" (MIN.) SURFACE COURSE
REPAIR TYPE S9.513
(SEE NOTE 2)
SAW CUT AND REMOVE
EXISTING PAVEMENT EDGE
(SEE NOTE 2)
7"
12"
5"
2" (MIN.) BINDER COURSE REPAIR
TYPE 325.013 UNDER ALL SURFACE
COURSE (SEE NOTE 2)
8" (MIN.) ABC STONE REPAIR UNDER
BINDER COURSE (SEE NOTE 2)
MONOLITHIC CURB & SIDEWALK
STD. NO.
3.16A
A 41
ASPHALT OR CONCRETE
1/2" EXPANSION JOINT
(SEE NOTE 10) ONLY IF
JOINING TO CONCRETE
10' MIN. DRIVEWAY
EXISTING SIDEWALK
�
SEE NOTES B N0. 2, 3, 4,1,5�
OF
o i WIDTH
CONCRETE DRIVEWAY < VARIES
ACCESS APRON 1?�
fi 6'
A
1/2" EXPANSION JOINT
(SEE NOTE 8) EXISTING CURB
WIDTH VARIES 5
SIDEWALK BUILT 6'
MIN. THICK THROUGH
DRIVE MV,PH'
W/ MAX.
EXISTINGB RECOMMENDED
PAVEMENT A +16R 001 GRADE
MAX L
X159,
MAX
100 X C.A.B.C. (SEE y,H,
NOTE 1)
11/2" EXPANSION JOINT
(SEE NOTE B) ONLY IF
JOINING TO CONCRETE SECTION AA
DRIVEWAY NOT TO SCALE
NOTES.
1. RESIDENTIAL AND COMMERCIAL DRIVEWAYS - 6" OF 100% CABC WITH 6"
CONCRETE FOR FULL LENGTH & DEPTH OF DRIVEWAY APRON.
2. WHERE SIDEWALK IS OR TO BE INSTALLED, DRIVEWAY APRON MUST EXTEND A
MINIMUM OF 10' PAST SIDEWALK. THIS SECTION MAY BE CONCRETE OF
ASPHALT.
3. RESIDENTIAL DRIVEWAYS TO BE 12' TO 18' IN WIDTH.
4. COMMERCIAL ACCESS APRON (ONE-WAY) DRIVEWAYS TO BE 14 FT TO 20 FT
IN WIDTH.
5. COMMERCIAL ACCESS APRON (TWO-WAY) DRIVEWAYS TO BE 24 FT TO 36 FT
IN WIDTH.
6. ALL CONCRETE SHALL BE A MINIMUM OF 4000 P.S.I.
7. ELEV. "B" MINUS ELEV. "A' EQUALS 1 INCH.
8. )2 INCH EXPANSION JOINTS TO BE FILLED WITH JOINT FILLER AND SEALER
PLACED BETWEEN ALL RIGID OBJECTS AS SHOWN EXTENDING TO THE FULL
DEPTH OF THE CONCRETE WITH THE TOP OF THE FILLER )2 INCH BELOW
THE FINISHED SURFACE. JOINT FILLER MATERIALS SHALL BE IN
ACCORDANCE WITH THE 'JOINT MATERIALS' SECTION OF THE MOST CURRENT
NCDOT STANDARD SPECIFICATIONS FOR ROAD STRUCTURES MANUAL
City of Asheville, NC KSTD. No.
STANDARD DRIVEWAY ACCESS APRON WITH DATE DESCRIPTION
Standard Specifications
and Details Manual SIDEWALK ADJACENT TO CURB 3.15A
10' MIN.
(SEE NOTE 11)
AA]
SEE NOTES
No. 5. 6. 7. & 8
CONCRETE OR ASPHALT
DRIVEWAY APRON
EDGE OF PAVEMENT 42' RADIUS
TYP.
A -+I
PLAN
NOT TO SCALE
W/ MAX. RECOMMENDED
GRADE
TV S,
(SEE NOTE 11)
1/2• EXPANSION YNP*
JOINT (SEE NOTE 10) +1�
ONLY IF CONCRETE
APRON JOINT NO
1/2• EXPANSION EXISTING CONCRETE DRIVEWAY)
JOINT (SEE NOTE 10) PAVEMENT
ONLY IF CONCRETE 10.68 MA%
APRON JOINING -4X MAX
CONCRETE DRIVEWAY) _ ,75z M100 AX
yqk
% C.A.B.C. (SEE
NOTE 1)
SECTION AA
NOT TO SCALE
NOTES:
1. RESIDENTIAL AND COMMERCIAL DRIVEWAYS - B" OF 100% CABC WITH 6' CONCRETE FOR
FULL LENGTH & DEPTH OF DRIVEWAY APRON.
2. MAXIMUM DRIVEWAY APRON SLOPE BEGINING AT EDGE OF PAVEMENT TO BE 10.BX UNLESS
OTHERWISE APPROVED BY INSPECTOR.
3. RADII SHALL NOT ENCROACH ONTO ADJACENT PROPERTIES.
4. SIDEWALK SECTION SHALL NOT BE REWIRED ALONG STREETS WHICH ARE NOT PLANNED FOR
SIDEWALK.
5. DRIVEWAY APRON MUST EXTEND A MINIMUM OF 10 FT FROM EDGE OF PAVEMENT.
S. RESIDENTIAL DRIVEWAYS TO BE 12 FT TO 18 FT IN WIDTH.
7. COMMERCIAL ACCESS APRON (ONE-WAY) DRIVEWAYS TO BE 14 FT TO 20 FT IN WIDTH.
& COMMERCIAL ACCESS APRON (TWO-WAY) DRIVEWAYS TO BE 24 FT TO 36 FT IN WIDTH.
S. ALL CONCRETE SHALL BE A MINIMUM OF 4000 P.S.I.
10. INCH EXPANSION JOINTS TO BE FILLED WITH JOINT FILLER AND SEALER PLACED BETWEEN
ALL RIGID OBJECTS AS SHOWN EXTENDING TO THE FULL DEPTH OF THE CONCRETE WITH THE
TOP OF THE FILLER YM INCH BELOW THE FINISHED SURFACE JOINT FILLER MATERIALS
SHALL BE IN ACCORDANCE WITH THE JOINT MATERIALS' SECTION OF THE MOST CURRENT
NCDOT STANDARD SPECIFICATIONS FOR ROAD STRUCTURES MANUAL.
11. IF CITY OR CONTRACTED STAFF IS CONSTRUCTING THE DRIVEWAY ACCESS APRON,
CONSTRUCTION WILL NOT EXTEND OUTSIDE THE UNITS OF THE EXISTING ROAD
RIGHT-OF-WAY. UNLESS APPROPRIATE EASEMENT OR RIGHT OF ENTRY IS GIVEN TO THE
CITY BY PROPERTY OWNER.
Ci of Asheville, NC Ktvlsl(JNs STD. NO.
ry STANDARD DRIVEWAY ACCESS APRON DATE DESCRIPTION
Standard Specifications 69715 ADDED NOTE T1
__1, _._.,_ Wf_____, WITHOUT CURB & WITHOUT SIDEWALK 3.15C
EXISTING GATE
MODIFICATION DETAIL
EXISTING COLUMN
TO REMAIN
EXISTING GROUND
EXISTING GUTTER
REPLACE AND MATCH
Q
WHEN EXISTING GUTTER
A
PRESENT
PLAN
NOT TO SCALE
WIDTH VARIES 5
SIDEWALK BUILT 6'
MIN. THICK THROUGH
DRIVE MV,PH'
W/ MAX.
EXISTINGB RECOMMENDED
PAVEMENT A +16R 001 GRADE
MAX L
X159,
MAX
100 X C.A.B.C. (SEE y,H,
NOTE 1)
11/2" EXPANSION JOINT
(SEE NOTE B) ONLY IF
JOINING TO CONCRETE SECTION AA
DRIVEWAY NOT TO SCALE
NOTES.
1. RESIDENTIAL AND COMMERCIAL DRIVEWAYS - 6" OF 100% CABC WITH 6"
CONCRETE FOR FULL LENGTH & DEPTH OF DRIVEWAY APRON.
2. WHERE SIDEWALK IS OR TO BE INSTALLED, DRIVEWAY APRON MUST EXTEND A
MINIMUM OF 10' PAST SIDEWALK. THIS SECTION MAY BE CONCRETE OF
ASPHALT.
3. RESIDENTIAL DRIVEWAYS TO BE 12' TO 18' IN WIDTH.
4. COMMERCIAL ACCESS APRON (ONE-WAY) DRIVEWAYS TO BE 14 FT TO 20 FT
IN WIDTH.
5. COMMERCIAL ACCESS APRON (TWO-WAY) DRIVEWAYS TO BE 24 FT TO 36 FT
IN WIDTH.
6. ALL CONCRETE SHALL BE A MINIMUM OF 4000 P.S.I.
7. ELEV. "B" MINUS ELEV. "A' EQUALS 1 INCH.
8. )2 INCH EXPANSION JOINTS TO BE FILLED WITH JOINT FILLER AND SEALER
PLACED BETWEEN ALL RIGID OBJECTS AS SHOWN EXTENDING TO THE FULL
DEPTH OF THE CONCRETE WITH THE TOP OF THE FILLER )2 INCH BELOW
THE FINISHED SURFACE. JOINT FILLER MATERIALS SHALL BE IN
ACCORDANCE WITH THE 'JOINT MATERIALS' SECTION OF THE MOST CURRENT
NCDOT STANDARD SPECIFICATIONS FOR ROAD STRUCTURES MANUAL
City of Asheville, NC KSTD. No.
STANDARD DRIVEWAY ACCESS APRON WITH DATE DESCRIPTION
Standard Specifications
and Details Manual SIDEWALK ADJACENT TO CURB 3.15A
10' MIN.
(SEE NOTE 11)
AA]
SEE NOTES
No. 5. 6. 7. & 8
CONCRETE OR ASPHALT
DRIVEWAY APRON
EDGE OF PAVEMENT 42' RADIUS
TYP.
A -+I
PLAN
NOT TO SCALE
W/ MAX. RECOMMENDED
GRADE
TV S,
(SEE NOTE 11)
1/2• EXPANSION YNP*
JOINT (SEE NOTE 10) +1�
ONLY IF CONCRETE
APRON JOINT NO
1/2• EXPANSION EXISTING CONCRETE DRIVEWAY)
JOINT (SEE NOTE 10) PAVEMENT
ONLY IF CONCRETE 10.68 MA%
APRON JOINING -4X MAX
CONCRETE DRIVEWAY) _ ,75z M100 AX
yqk
% C.A.B.C. (SEE
NOTE 1)
SECTION AA
NOT TO SCALE
NOTES:
1. RESIDENTIAL AND COMMERCIAL DRIVEWAYS - B" OF 100% CABC WITH 6' CONCRETE FOR
FULL LENGTH & DEPTH OF DRIVEWAY APRON.
2. MAXIMUM DRIVEWAY APRON SLOPE BEGINING AT EDGE OF PAVEMENT TO BE 10.BX UNLESS
OTHERWISE APPROVED BY INSPECTOR.
3. RADII SHALL NOT ENCROACH ONTO ADJACENT PROPERTIES.
4. SIDEWALK SECTION SHALL NOT BE REWIRED ALONG STREETS WHICH ARE NOT PLANNED FOR
SIDEWALK.
5. DRIVEWAY APRON MUST EXTEND A MINIMUM OF 10 FT FROM EDGE OF PAVEMENT.
S. RESIDENTIAL DRIVEWAYS TO BE 12 FT TO 18 FT IN WIDTH.
7. COMMERCIAL ACCESS APRON (ONE-WAY) DRIVEWAYS TO BE 14 FT TO 20 FT IN WIDTH.
& COMMERCIAL ACCESS APRON (TWO-WAY) DRIVEWAYS TO BE 24 FT TO 36 FT IN WIDTH.
S. ALL CONCRETE SHALL BE A MINIMUM OF 4000 P.S.I.
10. INCH EXPANSION JOINTS TO BE FILLED WITH JOINT FILLER AND SEALER PLACED BETWEEN
ALL RIGID OBJECTS AS SHOWN EXTENDING TO THE FULL DEPTH OF THE CONCRETE WITH THE
TOP OF THE FILLER YM INCH BELOW THE FINISHED SURFACE JOINT FILLER MATERIALS
SHALL BE IN ACCORDANCE WITH THE JOINT MATERIALS' SECTION OF THE MOST CURRENT
NCDOT STANDARD SPECIFICATIONS FOR ROAD STRUCTURES MANUAL.
11. IF CITY OR CONTRACTED STAFF IS CONSTRUCTING THE DRIVEWAY ACCESS APRON,
CONSTRUCTION WILL NOT EXTEND OUTSIDE THE UNITS OF THE EXISTING ROAD
RIGHT-OF-WAY. UNLESS APPROPRIATE EASEMENT OR RIGHT OF ENTRY IS GIVEN TO THE
CITY BY PROPERTY OWNER.
Ci of Asheville, NC Ktvlsl(JNs STD. NO.
ry STANDARD DRIVEWAY ACCESS APRON DATE DESCRIPTION
Standard Specifications 69715 ADDED NOTE T1
__1, _._.,_ Wf_____, WITHOUT CURB & WITHOUT SIDEWALK 3.15C
EXISTING GATE
MODIFICATION DETAIL
EXISTING COLUMN
TO REMAIN
EXISTING GROUND
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CONCRETE WAL
1/2
1 7/8"
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L Low Voltage
Surface Mounted 8 Power Line
Low Voltage Light
Ground Line
Post Connection
'ALV. STEEL PIPE RAIL TYP.
DER LANDSCAPE ARCHITECT
\DDED WHEN MORE THAN 6 RISERS
CONCRETE CHEEK WALL
CONCRETE STEPS BEHIND
DOWELED ISOLATION JOINT
COMPACTED SUBGRADE
COMPACTED AGGREGATE
Low Voltage
Power Line
1" BATTER WITH"' RADIUS NOSING
�~ 04 Aft (1) #3 REBAR PER STEP
(TYP.)
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TREAD WIDTH)
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Low Voltage Light
Existing
Roadway
Ground Line
----E----I--
--------I--
2"
Proposed
Sidwalk/Greenway
Typical Separator Rail
Cross Section
CONCRETE STAIRS WITH CHEEK WALL
NTS
3/4" x 12" carriage bolt
w/hex nut & washer (typ.)
8"x8" timber post
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If 1 7/8"
1/2
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1. Field Locate Low Voltage Power Supply Within Existing
Right of Way. Receive Approval From City of Asheville PROJECT NO.:
Prior To Final Placement. H13002.00
2. Lighting Shall Be LED.
3. Lighting Shall Be Weather Resistant.
4. Lighting Shall Be Controlled by Dusk to Dawn Sensor.
5. See Light Fixture Details and Specs on Sheet 2G. 2 K
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GREENWAY ENGINEER:
1. Field Locate Low Voltage Power Supply Within Existing
Right of Way. Receive Approval From City of Asheville PROJECT NO.:
Prior To Final Placement. H13002.00
2. Lighting Shall Be LED.
3. Lighting Shall Be Weather Resistant.
4. Lighting Shall Be Controlled by Dusk to Dawn Sensor.
5. See Light Fixture Details and Specs on Sheet 2G. 2 K

71/2„ 31/ 4"
0 0 0
0 0
141/2"
9'-9„
7-4"
I1/ 6 If dia. holes for
lag screws (typ.)
0
0 0 0
Steel plate 3/8" thickness
8 spaces at 11 "
STEEL RAIL
3/4" x 81/2" carriage bolt
w/hex nut &washer (typ.) 1/2�► 83/4" (typ.) 3"
3'8" dia. hole (typ.) (typ.
1 1 II I I II I I
1 1 II I I II 1 1
I II I I II 1 1
I I I I II I I II
I I 1 I II I I II 1
I I I I II I I II
I I I I II I I II
I I 1 I II I I II 1
Steel rail
Steel splice plate
dia. carriage bolt w/hex
nut and plate washer
15" w/block-out (Type A)
11 If w/no block-out (Type B)
5" dia, x 1 If depth recess
Steel splice plate
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6" ow 6"
PLAN
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- - - - - - - - -I1 - - - - - - - -
II
10" x 12"x 7-0"
rough sawn timber
post at 10'-0" centers
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ELEVATION
POST CONNECTION
Steel rail
4" 3" 71/2"
0 0 0 /0 1J
38" dia. holes (typ.)
6" x 10" x 9'-111/2"
rough sawn timber rail
dia. x 4" lag screw
pre -drill 3/8" holes 31/2" deep
in timber rail (typ.)
4" x 9" x 12" block,
Type A only (See Note 1)
loll
0" x 12"x 7-0"
rough sawn timber post
See roadway typical section 6"
for offset distance
�N
Plate washer
4" x 9" x 12"
N block, Type A only
(See Note 1)
Edge of pavement or
ground line at face of rail
Aggregate base or as
shown on typical section sheet
1;10 or
flatter s
End of
timber rail
141/2„ 11/4„
(typ-)
3" 3"
M
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�8 ►► x 11/4" bolt slots (typ.)
3/ It
4
411
10"
43/4 ►►
11116" dia. hole centered
in 1/4" thick washer
2'-6"
911
PLATE WASHER
9" 3" 3"
"1
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3/4" x 21/4 bolt slot
Steel plate 3/8" thickness
STEEL SPLICE PLA TE
12d nail It
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2'-0" min.
Hinge point
of foreslope
Variable slope but not
steeper than fill slope
TYPICAL GUARDRAIL CROSS SECTION
STATE PROJECT
NOTE:
1. Use the Type A, blocked -out, system or the Type B,
non -blocked -out, system as specified In the plans.
2. Use weathering steel for all structural steel and
fastener hardware as specified.
3. Place a terminal section (See Standards 617-61 and
617-62) on both approach and trailing ends of
barrier installations.
Groun
Wrap post w/ 1/2"
of styrofoam where it
contacts the concrete,
NUMBERI
24" dia. round anchor is an acceptable alternative.
Reduced size acceptable in solid rock.
CONCRETE ANCHOR FOR
Subgrade shoulder SHORT GUARDRAIL POST
widening required
for approach and
departure sections U.S. DEPARTMENT OF TRANSPORTATION
FEDERAL HIGHWAY ADMINISTRATION
FEDERAL LANDS HIGHWAY
L U.S. CUSTOMARY STANDARD
s0�6•� STEEL -BACKED TIMBER GUARDRAIL
TYPE A & TYPE B
NO SCALE STANDARD APPROVED FOR USE 3/1990 STANDARD
REVISED: 4/1994 6/2005
617-60 i_cO
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Shy line
Begin Terminal
flare (See Note 2)
Standard post section
Steel -backed timber guardrail
(See Note 3)
Length (min.) — —
3p� Flare Len9 — —
ote 2) —
(See N
Hinge line of foreslope — — °'
qj
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dia. carriage bolt with
Edge of pavement
Aneylorl ctaol cnlino n/nf-e
hex nut and plate washer o
Block, Type A only
(See Note 4) —
b Flare rate= a:b
a (See table)
PLAN
Pay limits for
Type SBT-FAT terminal section
See roadway
typical section
for offset distance
I VI I.G, / 1 ,/, IGI, JGI.I,VI l
101-0 If (typ.)
ELEVATION
APPROACH &DEPARTURE FLARE WITH FLARED ANCHOR TERMINAL (FAT)
Ground line A
—001
7, �..
1311 6„ dia, hole
2'-3"
A
DETAIL A
611
" 12"
CONCRETE ANCHOR
SECTION A -A
Ground line
3/4" x 1'-9" bolt with
hex nut and washer (typ.) 9„
1/2" thick steel bearing plates
�O M
13116" dia. holes (typ.)
3" 3"
STATEI PROJECT
NOTE:
1. Extend the fill widening a minimum of 5 feet behind the
guardrail, unless otherwise directed by the CO.
2. The guardrail flare shown in the plan view is the minimum
length and rate required. As directed by the CO, flare the
guardrail so that the terminal section is outside the clear
zone. If the terminal section cannot be located outside
the clear zone, it should be flared as far as practical from
the road at the maximum rate indicated on the Guardrail
Flare Rates table.
3. See Standard 617-60, Steel -Backed Timber Guardrail,
Type SBTA and SBTB, for timber, structural steel, and
hardware details.
4. On the Type A, blocked -out guardrail, include the blocks in
terminal section, except on the concrete anchor. For the
Type B, non -blocked -out guardrail, no blocks are included.
GUARDRAIL FLARE RATE TABLE
Design Speed
(mph)
Shy line offset
(ft)
Flare rate inside
shy line (a: b)
Flare rate outside
shy line (a: b)
60
8.0
26:1
14:1
50
6.5
21:1
11:1
40
5.0
16:1
8:1
30 and less
3.5
13:1
7:1
N
�
See roadway
typical section
for offset distance
I VI I.G, / 1 ,/, IGI, JGI.I,VI l
101-0 If (typ.)
ELEVATION
APPROACH &DEPARTURE FLARE WITH FLARED ANCHOR TERMINAL (FAT)
Ground line A
—001
7, �..
1311 6„ dia, hole
2'-3"
A
DETAIL A
611
" 12"
CONCRETE ANCHOR
SECTION A -A
Ground line
3/4" x 1'-9" bolt with
hex nut and washer (typ.) 9„
1/2" thick steel bearing plates
�O M
13116" dia. holes (typ.)
3" 3"
STATEI PROJECT
NOTE:
1. Extend the fill widening a minimum of 5 feet behind the
guardrail, unless otherwise directed by the CO.
2. The guardrail flare shown in the plan view is the minimum
length and rate required. As directed by the CO, flare the
guardrail so that the terminal section is outside the clear
zone. If the terminal section cannot be located outside
the clear zone, it should be flared as far as practical from
the road at the maximum rate indicated on the Guardrail
Flare Rates table.
3. See Standard 617-60, Steel -Backed Timber Guardrail,
Type SBTA and SBTB, for timber, structural steel, and
hardware details.
4. On the Type A, blocked -out guardrail, include the blocks in
terminal section, except on the concrete anchor. For the
Type B, non -blocked -out guardrail, no blocks are included.
GUARDRAIL FLARE RATE TABLE
Design Speed
(mph)
Shy line offset
(ft)
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SHEET
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bolt slots (typ.)
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9" 3„ 3„ I
ANGLED STEEL SPLICE PLATE
U.S. DEPARTMENT OF TRANSPORTATION
FEDERAL HIGHWAY ADMINISTRATION
FEDERAL LANDS HIGHWAY
U.S. CUSTOMARY STANDARD
STEEL -BACKED TIMBER GUARDRAIL
TERMINAL SECTION
TYPE SBT-FAT
STANDARD APPROVED FOR USE 1/1990 STANDARD
NO SCALE REVISED: 4/1994 6/2005 617-61
DRAFT: 12/2013
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402 401 18 RCP CL IV 40.0 2169.0 2165.0 10%
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2 403 18 RCP CL IV 38.3 2192.8 2189.0 10%
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3 403 18 RCP CL IV 35.0 2192.5 2189.0 10%
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4A D I 2209.5 2206.6 2206.5 L9
5 4A 18 RCP CL IV 67.0 2210.2 2206.6 5%
5 C B 2213.3 2210.3 2206.5 L9
6 5 18 RCP CL IV 104.6 2216.6 2210.3 6%
6 C B 2219.6 L9
7 PRECAST HW 2229.4 L3REV
8 7 18 HDPE 24.2 2230.8 2229.4 5.8% 2 8
8 DI 2233.6 2230.8 L3REV
9 PRECAST HW 2242.0 L3REV
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10 PRECAST HW 2242.7 L3REV
11 PRECAST HW 2253.2 L3REV
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12 PRECAST HW 2253.4 L3REV
13 PRECAST HW 2272.7 L3REV
14 13 18 HDPE 20.8 2273.4 2272.7 3% 2 8
14 PRECAST HW 2273.4 L3REV
15 PRECAST HW 2286.8 L3REV
16 15 24 RCP CL IV 19.6 2287.0 2286.8 1% 6 18
16 PRECAST HW 2287.0 L3REV
17 PRECAST HW 2301.2 L3REV
18 17 18 RCP CL IV 18.7 2301.4 2301.2 1% 2 8
18 PRECAST HW 2301.4 L3REV
19 PRECAST HW 2304.4 L3REV
20 19 18 RCP CL IV 17.2 2305.5 2304.4 6% 2 8
20 PRECAST HW 2305.5 L3REV
21 PRECAST HW 2305.7 L3REV
22 21 18 RCP CL IV 26.0 2306.0 2305.7 1% 2 8
22 DI 2313.5 2308.5 2306.0 L3REV
23 22 18 HDPE 110.0 2312.5 2308.5 4%
23 MH 2316.4 2312.6 2312.5 L3REV
24 23 18 HDPE 42.5 2315.2 2312.6 6%
24 DI 2319.0 2315.3 2315.2 L3REV
26 24 18 RCP CL IV 26.7 2316.0 2315.3 3%
26 DI 2319.8 2316.0 L3REV
24B PRECAST HW 2321.5 L1REV
24B 24A 18 RCP CL IV 23.0 2321.5 2320.3 5% 2 8
24A PRECAST HW 2320.3 L1REV
27 PRECAST HW 2308.3 L3REV
28 27 18 RCP CL IV 22.9 2309.3 2308.3 4% 2 8
28 DI 2312.2 2309.3 L3REV
29 PRECAST HW 2286.0 L3REV
30 29 18 RCP CL IV 27.0 2286.3 2286.0 1%
30 DI 2290.9 2286.3 L3REV
34 PRECAST HW 2389.9 L1REV
33 34 18 RCP CL IV 20.0 2391.5 2389.9 8% 2 8
33 DI 2394.3 2391.5 L1REV
36 PRECAST HW 2407.2 L2A
35 36 18 RCP CL IV 27.1 2407.5 2407.2 1% 2 8
35 D I 2411.4 2407.5 L2A
702 PRECAST HW 2279.2 L3REV
701 702 18 RCP CL IV 27.3 2279.5 2279.2 1% 20 34
701 DI 2283.0 2279.5 L3REV
801 801 Existing Pipe 15 HDPE 5.0 DI 2313.6 2311.0 2310.9 2% Extend Existing 15" HDPE to DI, L4ALT2
31 JB W/ MH 2338.0 2335.0 Approx Invert, LSREV
32 31 24 RCP CL IV 24.5 2336.2 2335.0 5%
32 PRECAST HW 2339.3 2336.2 LSREV
902 PRECAST HW 2372.3 LSREV
901 902 24 RCP CL IV 31.7 2373.3 2372.3 3% 6 18 Countersunk 5" for aquatic passage
901 PRECAST HW 2373.3 LSREV
904 PRECAST HW 2366.3 LSREV
903 904 18 RCP CL IV 30.0 2367.0 2366.3 3% 2 8
903 PRECAST HW 2367.0 LSREV
910 PRECAST HW 2415.9 LK
911 910 18 RCP CL IV 16.0 2416.5 2415.9 4% 2 8
911 DI 2419.5 2416.6 2416.5 L7C
914 911 18 RCP CL IV 40.6 2417.0 2416.6 1%
914 DI 2421.0 2417.0 LK
41
PRECAST HW
2435.0
L2A
40
41
18
RCP CL IV
68.2
2438.0
2435.0
4%
2
8
40
PRECAST HW
2438.0
L2A

10 TREE NUMBER SYMBOLOGY (SEE GRADING AND EROSION CONTROL PLANS, SHEETS G-4 THRU G-14)
TREE DESCRIPTION
LEGEND
ASH = ASH
BIRCH = BIRCH
BL.CH. = BLACK CHERRY
BLoOAK = BLACK OAK
BL.W LNT = BLACK WALNUT
B.FEAR = BRADFORD FEAR
CATALPA = CATALPA
CHERRY — CHERRY
DW — DOGWOOD (UNIDENTIFIED)
FIR — FIR
FDW — FLOWERING DOGWOOD
HEM — HEMLOCK
HIC — HICKORY
IRONWOOD — IRONWOOD
KDW — KOREAN DOGWOOD
LOC = LOCUST
MAP = MAPLE
N.RaOAK = NORTHERN RED OAK
OAK = OAK
FINE = FINE
POF = POPLAR
SASS = SASSAFRASE
SUGARBERRY = SUGARBERRY
SUMAC — SUMAC
SW — SOURWOOD
SYC — SYCAMORE
THUJA — THUJA
T OH — TREE OF HEAVEN
WALNUT — WALNUT
WEAK — WHITE OAK
W.FINE — WHITE FINE
TREE REMOVAL SUMAAARY 1 OF 4
#
DESCRIPTION
TO REMAIN
TO BE
REMOVED
#DESCRIPTION
TO REMAIN
TO BE
REMOVED
l
9" W PINE
X
Lu
5/
14" OAK
w
X
2
8" POP
X
52
/0" SW
X
3
8" MAP
Lu
X
53
16" LOC
X
4
8" POP
w
X
54
9" SASS
Q
X
5
8" POP
=
X
55
12" CHERRY
X
6
/3" W PINE
X
56
/0" W PINE
X
7
/3" SUMAC
X
57
/0" LOC
X
8
/5" CATALPA
X
58
9" CHERRY
X
9
8" IRONWOOD
X
59
14" OAK
X
/0
/0" W PINE
X
60
/l" OAK
X
11
9" LOC
X
61
ll" OAK
X
12
/5" POP
X
62
9" OAK
X
13
8" OAK
X
63
16" OAK
X
14
/5" MAP
X
64
8" OAK
X
/5
20" OAK
X
65
8" OAK
X
16
15" OAK
X
66
/2" OAK
X
17
/0" POP
X
67
23" OAK
X
18
20" OAK
X
68
8" OAK
X
19
/4" OAK
X
69
14" LOC
X
20
/7" OAK
X
70
/3" OAK
X
2/
8" SASS
X
7/
9" DOUBLE OAK
X
22
/l" SW
X
72
/0" DOUBLE OAK
X
23
20" MAP
X
73
16" OAK
X
24
/l" OAK
X
74
19" OAK
X
25
9" POP
X
75
I4"111" DOUBLE LOC
X
26
/0" OAK
X
76
8" OAK
X
27
14" BIRCH
X
77
13" LOC
X
28
/0" SW
X
78
17" OAK
X
29
9" MAP
X
79
8" OAK
X
30
9" OAK
X
80
/5" OAK
X
3/
l0" CHERRY
X
81
9" W PINE
X
32
8" OAK
X
82
/l" SUMAC
X
33
/4" POP
X
83
/7" POP
X
34
24" POP
X
84
/0" MAP
X
35
/4" POP
X
85
/0" MAP
X
36
8" POP
X
86
8" MAP
X
37
26" POP
X
87
15" SUMAC
X
38
/5" SW
X
88
2/" CHERRY
X
39
8" POP
X
89
8" DW
X
40
/5" POP
X
90
/l" MAP
X
41
9" SW
X
91
I5" OAK
X
42
/4" LOC
X
92
12" OAK
X
43
13"113"18" TRIPLE MAF
X
93
/4" OAK
X
44
4" DW
X
94
I4" MAP
X
45
30" MAP
X
95
19" LOC
X
46
/8" POP
X
96
14" OAK
X
47
/l" CHERRY
X
97
14" LOC
X
48
8" CHERRY
X
98
8" SW
X
49
20" POP
X
99
26" POP
X
50
8" DW
X
/00
/3" SUMAC
X
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10 TREE NUMBER SYMBOLOGY (SEE GRADING AND EROSION CONTROL PLANS, SHEETS G-4 THRU G-14)
TREE DESCRIPTION
LEGEND
ASH = ASH
BIRCH = BIRCH
BLoCHo = BLACK CHERRY
BLoOAK = BLACK OAK
BL.W LNT = BLACK WALNUT
B.FEAR = BRADFORD FEAR
CATALPA = CATALPA
CHERRY — CHERRY
DW — DOGWOOD (UNIDENTIFIED)
FIR — FIR
FDW — FLOWERING DOGWOOD
HEM — HEMLOCK
HIC — HICKORY
IRONWOOD — IRONWOOD
KDW — KOREAN DOGWOOD
LOC = LOCUST
MAP = MAPLE
N.RaOAK = NORTHERN RED OAK
OAK = OAK
PINE = FINE
POF = POPLAR
SASS = SASSAFRASE
SUGARBERRY = SUGARBERRY
SUMAC — SUMAC
SW — SOURWOOD
SYC — SYCAMORE
THUJA — THUJA
T OH — THEE OF HEAVEN
WALNUT — WALNUT
WEAK — WHITE OAK
W.FINE — WHITE FINE
TREE REMOVAL SUMAAARY 2 OF 4
#
DESCRIPTION
TO REMAIN
TO BE
REMOVED
#DESCRIPTION
TO REMAIN
TO BE
REMOVED
l0/
l3" POP
X
UJ
l5/
THUJA sp
X
102
28" CHERRY
X
152
THUJA sp
X
0�0�
l03
/"DOUBLE CHERRY
X
z0�
l53
THUJA sp
X
104
25" POP
X
I-
154
9" HEM
X
�
105
20" LOC
=
X
155
9", 6" HEM (FORKED)
X
106
/4" SUMAC
X
156
5" FIR
X
107
9" SUMAC
X
157
17" Bo PEAR
X
108
8" OAK
X
158
9" FIR
X
109
8" OAK
X
159
/0" FIR
X
1l0
8" OAK
X
160
7" FIR
X
111
50"128" FORKED OAK
X
16/
14" FIR
X
112
/3" CHERRY
X
162
14" FIR
X
ll3
8" OAK
X
163
9" FDW
X
114
/6" OAK
X
164
/8" SUGARBERRY
X
ll5
/2" CHERRY
X
165
27" Wo PINE
X
116
20" OAK
X
166
8" KDW
X
117
8" CHERRY
X
167
7" FDW
X
118
/0" DOUBLE SUMAC
X
168
/l" FDW
X
119
9" OAK
X
169
20" OAK
X
120
22" OAK
X
170
13" OAK
X
121
/0" OAK
X
17/
7" KDW
X
122
21" OAK
X
172
/3" FDW
X
123
/0" OAK
X
173
/0", 9" DOUBLE CATALPA
X
124
12" MAP
X
174
8" KDW
X
125
21" OAK
X
175
6" KDW
X
126
17" TRIPLE OAK
X
176
7" FDW
X
127
8" OAK
X
177
I7",18", 18" N.R. OAK
X
128
/3" OAK
X
178
I1" BL. W LNT
X
129
11" OAK
X
179
18" W. OAK
X
130
12" OAK
X
l80
5" FDW
X
13/
16" CHERRY
X
181
20" W. OAK
X
132
12" OAK
X
182
9" FDW
X
133
/0" ASH
X
183
/5" BL. OAK
X
134
/0" OAK
X
184
5" FDW
X
135
11" OAK
X
185
/8" N.R. OAK
X
136
13" OAK
X
186
5" FDW
X
137
/l" OAK
X
187
9" N.R. OAK
X
l38
26" OAK
X
188
5" FDW
X
139
9" OAK
X
189
20" N.R. OAK
X
140
/l" OAK
X
190
3" FDW
X
141
24" OAK
X
19/
34" W. PINE
X
142
/4" OAK
X
192
5" FDW
X
143
/7" OAK
X
193
18" CHERRY
X
144
8" OAK
X
194
24"/12" DOUBLE POP
X
145
30" W. PINE
X
195
19" OAK
X
146
2" MAPLE
X
196
30" POP
X
147
/" MAPLE
X
197
20" LOC
X
148
26" We PINE
X
198
/l" MAPLE
X
149
6" BLoCHo
X
199
/0" CHERRY
X
l50
34" PINE
X
200
12" MAP
X
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(PROJECT NO.:
H13002.001

10 TREE NUMBER SYMBOLOGY (SEE GRADING AND EROSION CONTROL PLANS, SHEETS G-4 THRU G-14)
TREE DESCRIPTION
LEGEND
ASH = ASH
BIRCH = BIRCH
BL.CH. = BLACK CHERRY
BLoOAK = BLACK OAK
BL.W LNT = BLACK WALNUT
B.FEAR = BRADFORD FEAR
CATALPA = CATALPA
CHERRY — CHERRY
DW — DOGWOOD (UNIDENTIFIED)
FIR — FIR
FDW — FLOWERING DOGWOOD
HEM — HEMLOCK
HIC — HICKORY
IRONWOOD — IRONWOOD
KDW — KOREAN DOGWOOD
LOC = LOCUST
MAP = MAPLE
N.RaOAK = NORTHERN RED OAK
OAK = OAK
FINE = FINE
POF = POPLAR
SASS = SASSAFRASE
SUGARBERRY = SUGARBERRY
SUMAC — SUMAC
SW — SOURWOOD
SYC — SYCAMORE
THUJA — THUJA
T OH — TREE OF HEAVEN
WALNUT — WALNUT
WEAK — WHITE OAK
W.FINE — WHITE FINE
TREE REMOVAL SUMAAARY 3 OF 4
#
DESCRIPTION
TO REMAIN
TO BE
REMOVED
#
DESCRIPTION
TO REMAIN
201
20" MAP
X
251
32" PINE
X
w
202
19" CHERRY
X
252
26" OAK
X
203
/7" LOC
X
Lu
253
/5" MAP
X
204
27" CHERRY
X
w
254
27" POP
X
Q
205
8" MAPLE
X
=
255
9" SW
X
206
12" MAPLE
X
w
256
19" POP
X
207
8" DOUBLE CHERRY
X
257
/l" OAK
X
208
/0" MAP
X
258
14" POP
X
209
/0" MAP
X
259
9" SW
X
210
22" CHERRY
X
260
/2" POP
X
211
23" LOC
X
261
12" OAK
X
2/2
/0" CHERRY
X
262
///1
l" SW
X
213
25" OAK
X
263
2/"9 25",19" TRIPLE OAK
X
2/4
3111 OAK
X
264
9" SW
X
2/5
8" MAP
X
265
15"19" TWIN OAK
X
2/6
9" MAP
X
266
//"TWIN POP
X
217
52" OAK
X
267
161, POP
X
218
26" OAK
X
268
/8" POP
X
2/9
14" OAK
X
269
/6" OAK
X
220
3/" OAK
X
270
8" POP
X
221
/4" LOC
X
27/
12" POP
X
222
29" OAK
X
272
/0" SW
X
223
/0" MAP
X
273
/3" SW
X
224
14" LOC
X
274
/0" LOC
X
225
/0" T OH
X
275
24" POP
X
226
9" T OH
X
276
30" OAK
X
227
33" OAK
X
277
IO" SW
X
228
9" MAP
X
278
31" OAK
X
229
/l" OAK
X
279
9" SW
X
230
33" OAK
X
280
16" PINE
X
231
9" MAP
X
281
//" MAP
X
232
29" OAK
X
282
1211SW
X
233
12" MAP
X
283
8" OAK
X
234
9" CHERRY
X
284
/3" PINE
X
235
21" PINE
X
285
19" MAP
X
236
31" OAK
X
286
/4" ASH
X
237
34" OAK
X
287
/l" SW
X
238
44" OAK
X
288
/0"/l8" TWIN OAK
X
239
32" OAK
X
289
9" POP
X
240
8" POP
X
290
/7" POP
X
241
26" OAK
X
291
/l" PINE
X
242
1 /" POP
X
292
/0" OAK
X
243
46" OAK
X
293
20" OAK
X
244
32" POP
X
294
/l" CHERRY
X
245
2111 OAK
X
295
19" POP
X
246
/5" LOC
X
296
12" PINE
X
247
17" LOC
X
297
9" SW
X
248
24" POP
X
298
121, POP
X
249
/4" SW
X
299
/0" POP
X
250
/l" TWIN OAK
X
300
13" POP
X
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10 TREE NUMBER SYMBOLOGY (SEE GRADING AND EROSION CONTROL PLANS, SHEETS G-4 THRU G-14)
TREE DESCRIPTION
LEGEND
ASH = ASH
BIRCH = BIRCH
BL.CH. = BLACK CHERRY
BLoOAK = BLACK OAK
BL.W LNT = BLACK WALNUT
B.FEAR = BRADFORD FEAR
CATALPA = CATALPA
CHERRY — CHERRY
DW — DOGWOOD (UNIDENTIFIED)
FIR — FIR
FDW — FLOWERING DOGWOOD
HEM — HEMLOCK
HIC — HICKORY
IRONWOOD — IRONWOOD
KDW — KOREAN DOGWOOD
LOC = LOCUST
MAP = MAPLE
N.RaOAK = NORTHERN RED OAK
OAK = OAK
FINE = FINE
POF = POPLAR
SASS = SASSAFRASE
SUGARBERRY = SUGARBERRY
SUMAC — SUMAC
SW — SOURWOOD
SYC — SYCAMORE
THUJA — THUJA
T OH — TREE OF HEAVEN
WALNUT — WALNUT
WEAK — WHITE OAK
W.FDE — WHITE FINE
TREE REMOVAL SUMAAARY 4 OF 4
#
DESCRIPTION
TO REMAIN
TO BE
REMOVED
#DESCRIPTION
TO REMAIN
TO BE
REMOVED
30/
l5" POP
X
UJ
355
9" SW
X
302
8" POP
X
o
356
/3" SW
X
�
303
8" POP
X
z0�
357
27" OAK
X
304
/l" POP
X
I-
358
/8"//0" TWIN SYC
Q
X
305
28" OAK
X
359
/3" POP
X
306
/3" POP
X
360
/0" POP
X
307
/8" MAP
X
361
12" MAP
X
308
16" LOC
X
362
/l" BIRCH
X
309
9" POP
X
363
/5" OAK
X
3/0
IO" SW
X
364
MAP
X
3/l
8 POP
X
365
/12"
/l CHERRY
X
312
/l" POP
X
366
/5" OAK
X
3/3
/3" SYC
X
367
22" LOC
X
3/4
14" MAP
X
368
/8" OAK
X
3/5
141, POP
X
369
/0" OAK
X
3/6
/6" POP
X
370
/l" OAK
X
3/7
/6" LOC
X
37/
23" OAK
X
318
/I" CHERRY
X
372
23" OAK
X
319
/3" OAK
X
373
33" OAK
X
320
/3" OAK
X
374
8" CHERRY
X
32/
15" CHERRY
X
375
16" OAK
X
322
/0" POP
X
376
14" OAK
X
323
33" OAK
X
377
8" MAP
X
324
/7" POP
X
378
3/" OAK
X
325
9" POP
X
379
13" OAK
X
326
/3" OAK
X
380
/8" PINE
X
327
/0" MAP
X
381
l0" CHERRY
X
328
18" OAK
X
382
/0" WALNUT
X
329
19" POP
X
383
/5" OAK
X
330
/0" MAP
X
384
/8"//0" TWIN SYC
X
331
22" OAK
X
385
33" MAP
X
332
12" MAP
X
386
22" MAP
X
333
/6" HIC
X
387
32" CHERRY
X
334
12" OAK
X
388
/7" WALNUT
X
335
/9" OAK
X
389
25" WALNUT
X
336
/2" OAK
X
390
14" WALNUT
X
337
/9" OAK
X
391
9"WALNUT
X
338
9" OAK
X
392
/5" WALNUT
X
339
30" OAK
X
393
/3" WALNUT
X
340
/4" OAK
X
394
/7" WALNUT
X
341
I2"/8" TWIN OAK
X
395
17" WALNUT
X
342
/l" POP
X
396
26" LOC
X
343
/6" OAK
X
397
2/" LOC
X
344
21" OAK
X
398
/0" MAP
X
345
19" MAP
X
399
25" OAK (DEAD)
X
346
16" OAK
X
400
33" OAK
X
347
121, POP
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l0" MAP
X
348
8" POP
X
402
35" OAK (DEAD)
X
349
/0" POP
X
403
/0" BIRCH
X
350
/4" POP
X
404
9" POP
X
35/
8" POP
X
405
121, POP
X
352
16"120" TWIN OAK
X
406
23" POP
X
353
12" MAP
X
407
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PROPOSED STAIRS END WALL 1
(SEE DETAIL SHEET 2K) -L8REV3- STA. 12 +15.00
BEGIN SAFETY RAIL (TYPE 1) 4.00' LT
BEGIN PROJECT UNDERGROUNDINSTALL SIGN
-L8REV3- STA. 11 + 05.00 LT
ELECTRIC BOX
ARY SE ER -L3 REV3- STA. 12 + 20, 4' LT.
L8REV3- STA. 10 + 53.66.EAN
OUT BEGIN WALL 1
-L8REV3- STA. 11 + 65.00 CAUTION INSTALL SIGN
4.00' LT STEPS CUSTOM -L3 REV- STA. 10 + 25.00 8' LT.
FOR TRAILHEAD DESIGN
SEE TRAILHEAD PLANS < 12"x18"
SHEETS TH1.0 & TH1.2 PAVEMENT wry;°°' AHEAD `; CITY OF ASHEVILLE R9-6
BEGIN STAIRS
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BEGIN METAL HANDRAIL -
COLUMN
---.. -- /
BEGIN WALL 3 END WALL 3�_
....: ` -L8 REV3- STA. 14 + 2 0.00
-L8REV3- STA. 10 + 64.00 -�
CLASS I RIP RAP ...,.N- ., -L8 REV3- STA. 13 + 70.00 > _
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E 8 SY FILTEAIC _ ...w..� i) I - ND WA
VEL ChTY DISSIP'�TOR PAD � ' -"/ � � �'� 5
REV E LL9- STA 1
4+47.22
..... �- - � ���� END SAFETY RAIL (T 1)
�" BEGIN WALL 2 - \
_8� e -L9- STA 14+63.98 .,
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,
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END SAFETY RAIL TYPE 1
- REV3- STA. 13 + 36.25 4.00 RT _ _ _ I
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END METAL HANDRAIL ...... _
' END SAFETY RAIL (TYPE 1)
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V ( - BEGIN WALL 4
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N I I FLORENCE KAPOOR (ET AL) SHARR W -L8REV3- STA. 16 + 95, 4 LT
PIN 964847900900000 p I i I _ RIM: 2205.02' _L10- STA 28+95 SHARROW
D. B. 5117, PGo 1734 OUT: 2202.17' J
P.B. 5, PGe 63 -L9- STA 13 + 94
PIN 964846994800000 PARKING AREA TO W7-5 (18"x18") FOR TRAILHEAD DESIGN
BEGIN 6"x12" CURB
UPSTREAM OF
CRTC H BAS I N
SHARROW
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30 15 0 30 60
SCALE: 1"=30'
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L END WALL 4A
-L8REV3- STA. 16 + 97.49
BEGIN 6' CONCRETE MONOLITHIC
CURB & SIDEWALK
BEGIN WALL 5
BEGIN SAFETY RAIL (TYPE 1)
-L9- STA 11 + 58.13 6.5' LT
END 6' CONCRETE SIDEWALK
END b' CONCRETE MONOLITHIC
CURB & SIDEWALK
-L9- STA. 14+47.22
REMOVE EXISTING GATE -
INSTALL BOLLARD
-LORCYJ- JIA. IVT7/.47 O -L9- STA 14+50
--SHARROW Ci END CONCRETE TRAIL
1_10- STA 26+92 C�-L9- STA 14+63-98
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CONTRACTOR SHALL FIELD LOCATE
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ADJUST THE PROPOSED BOLLARD AS
NECESSARY TO PREVENT THE FOOTERS
FROM IMPACTING THE SANITARY SEWER
LINE IN THIS AREA.
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B. 124, PG. 48
PIN 964866179800000
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
FOR -L8REV3- & -L9- PROFILE VIEW, SEE SHEET 4A
FOR-L3REV- PROFILE VIEW SEE SHEET 5A
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(PROJECT NO.:
H13002.001
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Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
CITY OF ASHEVILLE
P.B.5, PGe 14
PIN 964856680600000
EST 2 TONS CLASS 'I' RIP RAP
EST 8 SY FILTER FABRIC
VELOCITY DISSIPATOR PAD
DETAIL 1
SPECIAL CUT DITCH
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CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B.124, PG. 48
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CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B.124, PGe 48
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2 390-L 3 REV-
2,31
12,28
12,27
12,26
iz
12,22
F1 = 11 -�00a00
EL = 29236063'
VC = 50'
0.
ME
F1 = /0 +30.00
EL = 29233008'
VC = 20'
F/ = l3 f52.00
EL = 2925/03/'
VC = 38'
F/ = 12 80000
EL = 29249.23'
VC = 40'
0
P1 = 1550000
EL = 29263.08'
VC = 50'
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FOR-L3REV- PLAN VIEW, SEE SHEET 4 & 5
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Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
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PSRM DITCH #14
SEE DETAIL 1
EST 6 TONS CLASS 'I' RIP RAP
EST 18 SY FILTER FABRIC
VELOCITY DISSIPATOR PAD
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGe 48
PIN 964866179800000
30 15 0 30 60
■ ■ ■
SCALE: 1"=30'
0
1-1
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SPECIAL CUT DITCH
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Ground ?'I D F\d
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Min. D= 1.0 Ft.l
Max d = 1.0 Ft.
FROM STA. 18 + 00 TO STA. 22 + 20 —L3 REV— RT
FROM STA. 25 + 30 TO STA. 26 + 00 —L3 REV— RT
END WALL 6A
-L3 -REV- STA. 26+00.00
OFF 7.00' LT
EST 2 TONS CLASS 'I' L RA"
EST 8 SY FILTER FABRI19EGI
VELOCITY DISSIPATOR PAD
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGo 48
PIN 964866179800000
EST 2 TONS CLASS 'I' RIP RAP
EST 8 SY FILTER FABRIC
VELOCITY DISSIPATOR PAD
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SPECIAL CUT DITCH
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FROM STA. 22 + 20 TO STA. 24 + 80—L3—REV— R
INSTALL SIGN
-L3-REV- STA. 24 + 90, 8'LT
W7-5 (18"x18")
ARD T2"ISf§ Nq�kSS-X I' RIP RAP
SAFETY E RA&I TKPW)FILT FABRIC
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COIR FIBER MAT DITCH #18
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REV- STA. 22 + 50.00
— OFF 7.00' LT /
PSRM MAT DITCH #28
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REMOVE EXISTING 8"
PIPE
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L3 -REV- STA. 25 + 30, 8'RT
v -
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22 -
COIR FIBER MAT DITCH #20�_\ MH 320
23
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CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGe 48
PIN 964866179800000
FOR -1-1 REV- PLAN AND PROFILE VIEW, SEE SHEETS 14,14A, 15 & 15A
FOR -1-3- PROFILE VIEW, SEE SHEET 6A
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L3 REV -
2,3
2,34
350
2,340
9-130 Pl = 24+53°86 Pl = 25 +27°88 9 3 3 0 >-
EL = 29.3/8°66' EL = 29320°14' t Q
VC — 401 VC = 24 z
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21310—U w
Pl — 20 X28°00.0 -100110I w
EL = 29292551 Q _
Pl = 195.3°00 9 U =
V C — _ 50'
EL = 29287082' Q
2130012,300 Lu
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2,
2,25
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Pl = 1856°00
EL = 29282°97'
V C = 50'
Pl = 2/+l5°00
EL = 29298°29'
V C = 50'
FOR-L3REV- PLAN VIEW, SEE SHEET 6
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18 19 20 21 22 23 24 25 26 1 (A

DETAIL 1
SPECIAL CUT DITCH
( Not to Scale)
t Front
O Ditch
Natural ` . ,��e� Slope
Ground ?'I D F\d
d
Type of Liner= PSRM
Min. D = 1.0 Ft
Max d = 1.0 Ft.
FROM STA. 26 + 00 TO STA. 27 + 75 —L3—REV— RT
FROM STA. 27+30 TO STA. 30+60 —L3—REV— LT
DETAIL 2
SPECIAL CUT DITCH
( Not to Scale)
Front
O Ditch
Natural7
Ground ?'% D �� aei Slope
A
Min. D = 1.0 Ft.
Type of Liner= RIP RAP Max d = 1.0 Ft.
FROM STA. 30 + 71 TO STA. 31 + 30—L3—REV— RT
DETAIL 3
CONCRETE DITCH
BEHIND RETAINING WALL
( Not to Scale) P�
RETAINING BOND J
WALL BREAKER
B
D NATURAL
GROUND
D = 1.0'
B= 1.0'
FROM STA. 27+75 TO STA. 29+90 —L3 REV— RT
FROM STA. 11 + 05 TO STA. 14 + 00.00—L4ALT2— RT
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B. 124, PGa 48
PIN 964866179800000
END SAFETY RAIL (TYPE 1)
-1-3 REV- STA. 26 + 20.00
OFF 7.00' LT i
26+20 +/-
OFF. 5.0 LT
26+35 +/-
OFF. 13.0 LT
INSTALL SIGN ASSEMBLY
-L4 ALT2- STA. 9 + 75118' RT.
"�td;
W11-1
30"x30"
SHARE W16-1 P
THE 18"x24"
ROAD
EST 20 TONS CLASS 'I' RIP RAP
EST 34 SY FILTER FABRIC
SILT BASIN TYPE B W/RIP RAP LINING
W=9',D=2',T=15"
INSTALL REMOVABLE BOLLARD
SEE TRAILHEAD PLANS
EST 2 TONS CLASS 'I' RIP RAP
EST 8 SY FILTER FABRIC
VELOCITY DISSIPATOR PAD
- PULL OFF AREA 00X0
8 COMPACTED ABC O
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26+90 +/-
D.B. 4599, PG. 910 29
OFF. 13.0 LT PIN 964867562100000
PSRM DITCH #702
SEED TAIL 1 Z/1-
27+06 +/-
OFF. 5.0 LT
3
e
REMOVE GRAVEL SEED''
AND MULCH AREA
...... _
-L3 REV -
..............00d —_ ............ .. . ...... .....
... . . ........
jy
� — ---- —" r END WALL 7
/ ____--=- --- ---- " "" �' -1-3 REV- STA 29 + 90 00
o
PSRM DITCH #28
SEE DETAIL 1
ti
` EST 2 TONS CLASS 'I' RIP RAP
kP EST 8 SY FILTER FABRIC
�- VELOCITY DISSIPATOR PAD
X
0-
0
0-
0
INSTALL SIGN ASSEMBLY
-L4 ALT2- STA. 9 + 95118' RT.
W5-1
30"x30"
Wl 6-9P
24"x12„
W:1
30 15 0 30 60
k i -w_ I I I
SCALE: 1"=30'
0
BEGIN WALL 7
-1-3 REV- STA 27+75.00
O F E- 7.00' RT
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B. 124, PGo 48
PIN 964866179800000
OFF 7.00' RT
BEGIN WALL 8
-L3-REV- STA 30+75.00
OFF 7.00' RT
701
CONC DITCH #30
SEE DETAIL 3
C�b INSTALL SIGN
YIELD -L3-REV- STA. 31 + 00, 6' RT.
TO
PEDS
nj
R9-6 INSTALL SIGN
12 "x18" -L3-REV- STA. 31 + 21, 6' RT
STOP Rl-1
18"x18„
/ ROAD
NARROWS
AHEAD FOR TRAILHEAD DESIGN
SEE TRAILHEAD PLANS
SHEETS TH4.0 & TH4.2
BEGIN 5' SIDEWALK
BEGIN 611x 18" CURB
-L4 ALT2- STA. 10+0.00
DEPRESSED SIDEWALK SECTION
TO BE FLUSH WITH EDGE OF Q
ROADWAY PAVEMENT FOR 3:
WHEELCHAIR ACCESSIBILITY. Z p�
END 10' ASPHALT TRAIL W 0
R=51 -L3_REV- STA. 31 + 2 7.11W > W
W (51BEGIN WALL 10 ln�(D u-) 1-4�
--L4ALT1- STA 10+75.00 LU oC
OFF 25.50' RT J O m
CLIFFORD Ca HOLT Uj
>Z ~
g JOHN P. HOLT = > Z
R=3' D.B. 1816, PG. 59 U < W
°I 1.121 ACRE PARCEL, ARDMION F— W W
�\ PARK
P.B. 6, PG. 6 ~
PIN 964867689400000 U I
CONC DITCH Q
SEE DETAIL 3 W
�uloo�
N
o�nz
M �
) o; i>>
Q i O CU -1 cl �
E
LL
0 LP
LU
LU
W
Ln
GREENWAY ENGINEER:
RIP RAP LINED DITCH #701
SEE DETAIL 2 CONC DITCH
SEE DETAIL 3
END WALL 8 CITY OF ASHEVILLE
-L3_REV- STA 31+25 D.B. 4720, PG. 1011
OFF 7.00' RT P.B. 124, PG. 48
PIN 964866179800000
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
FOR-L3REV- AND-L4ALT2- PROFILE VIEW, SEE SHEET 7A
l.��,ttlilYll�
.oggkvk 00,01
PROJECT NO.:
H13002.00
PA

2,32
12, 31
F/ = 27+75000
EL = 293/2.85'
VC = /50'
X2,2
2,270
F/ = J/ *21.00
EL = 29278.25'
VC = 2Y
_REV -
29277097
0
-L4ALT2-
FOR-L3REV- PLAN VIEW, SEE SHEET 7
FOR-L4ALT2- PLAN VIEW, SEE SHEET 7
21320l ci
� � Q
Q � U
-
Q) Al
-21310-1
Q LU _
- U =
,270 w
m
2,290
2,280
2,270
.-�„ooo�n E
0�o
o ��"' $
a� ��w S
U'j

WILLOWNC, LLC
D.B.5103, PGe 1234
LOT 5, ARDMION PARK
P. B. 169, PG. 63
PIN 964868703400000
CLIFFORD C. HOLT
JOHN P. HO T
D.B. 1816, PGo
1.121 ACRE PARCEL, ARMI0N
PARK
2 P. B. 6, PGo 6
PIN 964867689400000
V� -Pl-
-!� -�
00
WILLOWNC, LLC
D.B.5103, PGe 1234
LOT 4, ARDMION PARK
P.B.169, PGo 6e
PIN 964868810000000
WILLOWNC, LL
D.B.5103, PGe I�� .
LOT 3, ARDMION PARK
P.B.169, PGe 63
PIN 964868817500000
0
0
to 111-1
P
MGF O
0
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B.124, PGe 48
PIN 964866179800000
CONC D
SEE AIL 3
END WALL 10
0—L4ALT2— STA 16+30
0 OFF 13.00' RT
Cb
O
E1 R0\1'
0
7 =
.0
0 INSTALL STANDARD DRIVEWAY ACCESS
APRON WITH SIDEWALK ADJACENT TO
CURB AT DRIVEWAY LOCATIONS
(SEE ASHEVILLE CITY STD. NO. 3.15A)
ANDREW G.BROKMEYER
D.B. 4326, P.G 15
PIN 964877093500000
EXTEND EXISTING 15" HDPE TO DI
GRADE INLET AREA TO DRAIN
DETAIL 3
CONCRETE DITCH
BEHIND RETAINING WALL
(Not
BONDScale) J 0
RETAINING
WALL BREAKER
B
D 01
NATURAL
GROUND
D= 1.0'
B= 1.0'
FROM STA. 14 + 00 TO STA. 16+30.00 -L4ALT2-
30 15 0 30 60
SCALE: 1"=30'
INSTALL SIGN ASSEMBLY -
-L4 ALT2— STA. 10+001 20' RT.
W5-1
30"x30"
Wl 6-9P
24"x12"
WILLOWNC, LLC
D.B. 5103, PGo 1234
LOT 2, ARDMION PARK
P.B.169, PGe 63
PIN 964868915800000 /
RIM: 2313.88'
IN: 2310.01'
OUT: 2309.57'
R,IM:2318.02'
I N: 2310.77'
OUT: 2310.50
ROAD \
NARROWS
AHEAD
WILLOWNC, LLC
B. 5103, PGo 123,
F I, ARDMION PA
P.B.169, PGe 63
PIN 964878020300(
E1P 1"
EIP 1.25" � Q
Ln
_ oo -
D7-7-
801
INV.: 2310.85' \
-, /ARIM:2319.78' _
N: 231 5.47' _
,\
OUT: 2 31 4" 26' A
�r
PLAT BOOK 124, PAGE 48 1 1 I 1 I
SANITARY SEWER LINE IS PUBLIC, BUT NO SPECIFI�
EASEMFN T OR EASEMEI`JT WIDTH IS NOTED THEE -
CITY OF ASHEVILLE RELOCATE
D.B. 4720, PG. 1011 STREET & STOP
P.B.124, PGe 48 SIGN ASS L
PIN 964866179800000 D 6"x18" CURB
BEGIN 1'— ' CURB AND GUTTER - -
—L4ALT2— ST19+71.15
P111"
END 5'-MEWALK
CURB
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
INSTALL SIGN ASSEMBLY
—L4ALT2— STA 19+60.00
OFF 13.00' LT
Wil -1
30"x30"
0118"SHARE Wl 6-1 P
THE
x24"
ROAD
WOODBERRY ASHEVILLE APARTMENTS,
LLC
D.B. 4295, PG. 1096
PIN 964879007800000
END 1'-6" CURB AND G ?
TIE TO EXISTING CURB A GUTTER
L4ALT2- A 19 + 77.06
INSTALL HIGH
VI ILITY CROSSWALK
BEGIN 1'-6" CURB AND GUTTER
-L5 REV- STA 10+28.71
BEGIN 5' SIDEWALK
-L5REV- STA 10+78.54
FILL EXISTING PIPE
W/FLOWABLE FILL INSTALL HIGH
END 1'-6" CURB AND GUTTER VISIBILITY CROSSWALK
-L5REV- STA 11+24.10
9648-78-3170
JOHN M. MCDUFFIE END 5' SID
D.B. 1775, PG. 306 END CURB &
P.B. 58, PG. 88
—L5 REV— STA 1 +
FOR TRAILHEAD DESIGN
SEE TRAILHEAD PLANS
SHEETS TH5.0 & TH5.2
BEGIN 1'-6" CURB AND GUTTER
(TIE TO EXISTING)
—L5 REV— STA. 11 + 08.39
END V-6" CURB AND GUTTER
—L5 REV— STA. 11 + 12.42
INSTALL SIGN
—L5 REV— STA. 11 + 45, 10' LT
STOP Rl-1
18"X18"
0�
9648-79-0078
WOODBERRY ASHEVILLE APTS., LLC
D.B. 4295, PG. 1096 LL!
UNRECORDED PLAT BY BORUM WADE & LLJ
ASSOCIATES LAST REVISED° 9/27/2006 =
BEGIN ASPHALT TRAIL
BEGIN STANDARD SPLIT RAIL FE L1.1
—L5 REV— STA. 11 + 45.11
OFF 10.00' LT IV
D
o
� E O
PVAP' 1, OF -WAY PER O
SCALEpB �HPG� O
P L5
_ R Ey.
OP,
Wll-15
30"X30'
NALK —j 9648-78-5220
JTTER WILLIAM OLDFATHER &
DYANN L. MYERS
28.10 D.B. 4892, PG. 869
00
N 00
23
TP€ D-
Ce
1 TALL SET OF
3 UBULAR MARKERS
�1_51ZEV— STA. 11 + 50.00 '
L5 REV— STA. 11 + 60.00 =
—L5 REV— STA. 11 + 70.00 -..l
SEE DETAIL SHEET 2H)
INSTALL SIGN ASSEMBLY V
—L5 REV— STA. 11 + 40.00
OFF 14.00' RT
FOR-L4ALT2- &-L5REV- PROFILE VIEW, SEE SHEET 8A
Q
3:z
LU
w
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LU
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PROJECT NO.:
H13002.00
�•3

� �■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ � � �■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■iii■��■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ � 1
2,33
2,37
2,33
IW
N I I I
,; W
14
F/ =
10+75.00
EL
= 29339.45'
VC
= l0'
F/ =
10 92000
EL
= 29339008'
VC
= l0'
LU
F/ =
11 *10.00
EL
= 29340023'
VC
= //'
0
15 16
P1 =
11X27.50
EL
= 29340055'
VC
= 5'
z
P/ —
// +320//
EL
= 29340046'
LU
F1 =
11+39.51
EL
= 29340026'
VC
= 5'
I STI NI
ONG
F1 = 12 +20.00
EL = 293470/0'
VC = 22'
17 18
19 20
-L5 REV -
FOR-L4ALT2- PLAN VIEW, SEE SHEET 8
FOR-L5REV- PLAN VIEW, SEE SHEET 8
,330
10
2,370
2,330
oo E
oo�n
=000.2
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a
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GREENWAY ENGINEER:
PROJECT NO.:
H13002.00
10 11 12 13 14 15 16 17 18 1 8A
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LU
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(D
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GREENWAY ENGINEER:
PROJECT NO.:
H13002.00
10 11 12 13 14 15 16 17 18 1 8A

G�y
\
\
\
WATER METER (2) - - --
--�
ASPHALT -
PAVEMENT
FOR TRAILHEAD DESIGN ` / _�
SEE TRAILHEAD PLANS / /"
SHEETA TH6.0 & TH6.2 ROCK
OUTCROP V,
REMOVE EXISTING GATE
INSTALL SET OF 3 BOLLARDS
—L5 REV— STA 14+75
9648-78-5481
VINCENT Do WRIGHT AND
WIFE ANN Lo WRINT
D.B. 835, PG. 482
EST 2 TONS CLASS 'I' RIP RAP—
EST 8 SY FILTER FABRIC
VELOCITY DISSIPATOR PAD
PSRM MAT DITCH #31
SEE DETAIL 1
mmq.
m-.
.
INSTALL SIGN ASSEMBLY
—1-5 REV— STA. 14+20.00
OFF 13.00' LT
9648-79-0078
WOODBERRY ASHEVILLE APTSe, LLC
D.B. 4295, PG. 1096
UNRECORDED PLAT BY BORUM WADE &
ASSOCIATES LAST REVISED: 9/27/2006
Wll-15
30"X30"
W16-1 P
18"X24"
�— REMOVE EXISTING CONCRETE PAD &
INSTALL STANDARD DRIVEWAY ACCESS
APRON WITHOUT CURB WITHOUT SIDEWALK
15+00 (SEE ASHEVILLE CITY STD. NO. 3.15C)
END STANDARD SPLIT RAIL FENCE
—L5 REV— STA. 15 + 50.00
904
OFF 7.00 LT
5
50' RIGHT-OF-WAY
,W
A
RDMION PARK ROAD
P.B. 32, PG. 36
P.B. 34, PG. 86
\\\ :--
DETAIL 1
SPECIAL CUT DITCH
Not to Scale)
Front
O Ditch
Natural
Ground D Slope
d
Type of Liner= PSRM
Min. D= 1.0 Ft.
Max d= 1.0 Ft.
FROM STA. 15 + 40 TO STA. 16 + 60 —L5 REV— RT
\ 9648-79-0078
STONE CULVERT — WOODBERRY ASHEVILLE APTSe, LLC
5' HIGH x 1.5' WIDE N D.B. 4295, PG. 1096
INV. 2355.7 _UNRECORDED PLAT BY BORUM WADE &
\ ASSOCIATES LAST REVISED: 9/27/2006
\ / / %• FA VV
–
2
:
9648-78-7700
DAVID Na WRIGHT
/ D.B. 1605, PG. 408
EST 6 TONS CLASS 'I' RIP RAP CONCRETE
EST 18 SY FILTER FABRIC STRUCTURE
VELOCITY DISSIPATOR PAD
UNCOVER EXISTING STONE CULVERT
AND FIELD VERIFY STRUCTURAL INTEGRITY
WITH ENGINEER/OWNER (CULVERT MAY
REMAIN, BE REPAIRED, OR BE REMOVED
BASED ON FIELD FINDINGS)
30 15 0 30 60
i I- I
SCALE: 1" = 30'
4W
F
,a..nn,,.nn.n...nn.N.nn,�,n,.
�•�:� ,
BROKEN A ��� 0
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D . ........... .........
9648-79-7012
ARDMION ASSOCIATES
D.B. 1437, PG. 226
:xisting conditions shown have been
ompiled from a variety of sources to
iclude; City of Asheville, Stewart, GIS
nd NC Floodmaps LiDAR Bare Earth.
;ontractor shall field verify existing
..onditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
BENCHMARK
1/2" IPFO V AG
ELEV: 2417.99
9648-79-7012
ARDMION ASSOCIATES
D.B. 1437, PG. 226
CNF
N:689272.91 MAGNETIC NAIL
E:947588.38 FOUND
\ EL:2407.93
3/4" IPFO -"
0.7' AG -
9648-79-7362
RDMION ASSOCIATES
D. B. 1313, PG. 653
FOR—L5REV— PROFILE VIEW, SEE SHEET 9A
Q
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UJ
UJ
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DC
w
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GREENWAY ENGINEER:
1P al fti
(PROJECT NO.:
H13002.001

-L5 REV -
2,
2,3
Fl = /8+30000
EL = 2938/070'
VC = //0'
,400
2,390
JtsuPl = l5 X05000 >
Q
EL = 29368.20'
V 40 z �c
C =
w O
LU � w
941370 1 1 2,3 70 w
00%— U �
w
oC °C m
w z°cn
2
Pl — l6 x -30 P360.00 = 3:z
-2 360 U � J
EL — 29375070� I— w w
V C = 50' Q _
U =
F/ l4+40o002,35 2,350 Lu
Hill
EL = 29364.95'11 i
00
V C = 30'
2,340
13
2,420
2,4001
21
Pl = 13+40.00
EL = 29355.20'
VC = 50'
14
-L5 REV -
F/ = 22 -�00o00
EL = 294080/6'
VC = 50'
22
15
23
.
16
17 18
19 20 21
FOR-L5REV- PLAN VIEW, SEE SHEET 9
,340
420
2,410
Oo E
0�oo�n
UNO C
a) =Ut0
O 1(nZM41
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GREENWAY ENGINEER:
21
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H13002.001

NOTE:
1.) COORDINATE ELECTRICAL OUTLET
RELOCATIONS WITH CITY OF ASHEVILLE &
PROPERTY OWNER
2.) SIDEWALK ALONG -1-6- SHALL BE FLUSH
WITH EXISTING ASPHALT PAVEMENT GRADE.
9648-79-0078
WOODBERRY ASHEVILLE APTS., LLC
D.B. 4295, PG. 1096
UNRECORDED PLAT BY BORUM WADE &
ASSOCIATES LAST REVISED: 9/27/2006
9648-79-5585
DABNEY SUE THRASH PETERSON
AND HUSBAND
NICHOLAS Jo PETERSON
EST 69 T NS CLASS 'I' RIP RAP D.B. 4830, PG. 1495 R2-1
1 1/2" IPF 0.4' AG D.B. 4275, PG. 1794
EST 116 SY FILTER FABRIC 18"x24"
Zr TOE OF WALL VELO ITY DISSIPATOR PAD
BEGIN STANDARD SPLIT RAIL FENCE W=2 T=15 5/8" REBAR 5/8" REBAR
FOUND 0.1 AG FOUND 0.1 AG 5/8" REBAR
-L5REV- STA. 24 + 75.00 BEGIN SEPARATOR RAIL 6" PVC FOUND 0.1 AG
OFF 7.00' LT -LOUTLET 6- STA. 11 + 00.00 ELECTRICAL INV. 2380.77
(RELOCATE)
9648-79-5585 SEE DETAIL SHEET 2K (RELOCATE)
SUSPECTED
� DABNEY SUE THRASH PE ERSON BEGIN WALL 13 �-.. `y � = �- �•"•�
AND HUSBAND 6" PVC ROUTE
Z BEGIN SAFETY RAIL (RELOCATE)
NICHOLAS J. PETER N
rn D.B. 4830, PG. 149 (TYPE 2)
5/8" REBAR
D.B.4275, PG. 17 4 t
r -1-6- STA. 10 + 40 FOUND FLUSH 0
r OFF 16.50' LT
' 5/8" REBAR MAILBOXES (8) r
FOUND 0.1' AG (RELOCATE) N
7� FENCE TO REMAIN END STANDARD SPLIT RAIL FENCE
rn + 5/8" REBAR -L5REV- STA. 25 + 25.00 ELECTRICAL OUTLET
FOUND 0.2 AG OFF 7 00 LT RELOCATE) / 50' RIGHT OF AY
END WALL 13
END SAFETY RAIL
(TYPE 2)
-1-6- STA. 15 + 24
OFF 16.25' LT
END SIDEWALK
SPEED INSTALL SIGN
LIMIT _L6- STA. 15+00
20 8.00' RT.
SEE GATE MODIFICATION
\�, DETAIL SHEET 2T
5/8 REBAR � O
FOUND FLUSH \ T.B.M.
\ MAG NAIL IN PAVEMENT
ELECTRICAL "� ELEVATION: 2348.80'
OUTLET
(RELOCATE)
\ � O
6,
ASPHALT PAV-
�MENT
5/8" REBAR
I d
_ ,;u,;Wa, FOUND 0.1' AG
�0 INSTALL SIGN ASSEMBLY ARDMION PARK ROAD � '� ELECTRICAL
5/8" REBAR
4 P.B. 32, PG. 36 OUTLET
FOUND 0.6' A, 0 -1-5 REV- STA. 28 + 20, 7'LT = _/ , P.B. 34 PG. 86 5/8" REBAR F`� (RELOCATE)
v \
FOUND 0.3' AG �
ASPHALTPAVE FP84 � 5/8' R I
RAIL
8 XEBAR
END SEPARATOR
W7-5 ( 18 ) FOUND 0.1 AG - -
_ __ \' 1 �° L6 STA 15 +12
9648 79 6872 I T 2K
._ ..,.,.,,... \ DETAIL SHEET
�_
gu�=-��� ARDMION CONDO UNIT OWNERS MAINTAIN
�, R D M I»»"\\ & BRADLEN CORPORATION EXISTING
A \ 30" CMP
O -5/8" REBAR � INV.: 2381.74 D.B. 1324, PG. 732 ROADWAY
FOUND0.6'AG R9-612 xl YIELD \ 3, P.B. 49, PG. 13 WIDTH
O � � •� „ 1,d 8 TO
y. PEDS
-RR INSTALL SIGN
-1-6- STA. 11 + 00
rn L
z /��°���\ � Y 8.00' RT.
C 5/8" REBAR �°� ;. ` � / 5/8' REBAR
Z ° FOUND 0 V AG
INSTALL HIGH
VISIBILITY CROSSWALK
INSTALL SIGN ASSEMBLY
FOUND FLUSH !� A,.s��°. �p5 - 1 -L6- STA. 10 -j-')A , 10.00' LT. REMOVE
N „� .:� i �y� .��\ \' 2 R2 , PRIVATE
r�PROPERTY
INSTALL 5 SIGNS f SIGN
\ GATE • \\ s J
rn \ \ / -L6- STA 10 + 98.00, �b
R9� 6 YIELD
12 'x18"
TO
9648-79-7362 /�� ;��
11+75.001 13 +00.00, PEDS
ARDMION ASSOCIATES �m� �' '�� / 14+00.00 , 15 + 00.00 ADJUST MANHOLE
Dego 1313, PGo 653 Z-1 N • 8.5 OFF LT
•� FP81
CUSTOM GREENWAY
PLEASE12"x12" 10:00 PM to
STAY ON CUSTOM 6:00 AM
GREENWAY _ 18 x12
\ opo
PLEASE
0
CUSTOMINTSTALL
STAY ON - / _ - -
- - PRIVATE
18"x12" GREENWAY - PROPERTY
24" RCP SIGN
INSTALL SIGN 5/8" REBAR k INV.: 2398.94 BEGIN SIDEWALK
-L5REV- STA 26+78-001 FOUND 0.1' AG UR
-L6- STA. 10 + 2 4.9 0
10' OFF RT WATERO
ELEV: 2402.6 ARDMION ASSOCIATES
D. B. 1319, PG. 765 PROPOSED
BEGIN WOODEN SPLIT RAIL FENCE PIN 964879799400000 MAILBOX
-1-5 REV- STA. 26 + 77.76 RELOCATION
TIE TO EXISTING
RETAINING WALL
END WOODEN SPLIT RAIL FENCE
-1-5 REV- STA. 2 6 + 98.41
16' OFF RT
SEE DETAIL SHEET 2H
GARBAGE BIN
LOCATION
8" ABC
30 15 0 30 60
SCALE: 1"'=30'
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
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NOTE: PROJECT NO.:
1. RELOCATE WATER METER SERVING ARDMION CONDOS
TO PROPERTY LINE. LOCATION TO BE DETERMINED H13002.00
IN FIELD.
2. RELOCATE PARABOLIC MIRROR SERVING ARDMION
CONDOS. LOCATION TO BE DETERMINED IN FIELD.
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NOTE: PROJECT NO.:
1. RELOCATE WATER METER SERVING ARDMION CONDOS
TO PROPERTY LINE. LOCATION TO BE DETERMINED H13002.00
IN FIELD.
2. RELOCATE PARABOLIC MIRROR SERVING ARDMION
CONDOS. LOCATION TO BE DETERMINED IN FIELD.
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FOR-L5REV- AND -L6- PROFILE VIEW, SEE SHEET 10A

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213601 PROJECT NO.:
H13002.001
10 11 12 13 14 15 1 10A

ARDMION ASSOCIAT S
D.B. 1319, T G. 765
PIN 9648797 9400000
BEGIN WALL 14
-L7A- STA. 10+11.00 14.50' RT
HARRIET A.
TREVERTON BINDERIM
EDWARD TREVERTON
D.B. 4097, PGa 513
PIN 964970812400000
END WALL 14
-L7A- STA. 10+47.00 14.50' RT
INSTALL STANDARD DRIVEWAY ACCESS
APRON WITH SIDEWALK ADJACENT TO
CURB AT DRIVEWAY LOCATIONS
(SEE ASHEVILLE CITY STD. NO. 3.15A)
BEGIN
ONE R6 -b
24"x30„
WAY
INSTALL SIGN
-L7A- STA 11 +20
7.00' LT & 16.00' RT
CITY OF ASHEVILLE
D.B. 730, PGe 212
AREA 2
P.B. 134, PG. 104
PIN 964970840800000
R=2
END WALL 15
-L7A- STA. 11 + 04.00 13.56' RT
CITY OF ASHEVILLE
D.B. 5094, PG. 774
P.B. 163, PG. 144
PIN 964980206500000
SANITARY SEWER ENCASING
SEE DETAIL SHEET 2F
BEGIN WALL 15
-L7A- STA. 10+61.00 14.50' RT
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
30 15 0 30 60
I` 0M.2
SCALE: 1"=30'
n
FOR TRAILHEAD DESIGN -
SEE TRAILHEAD PLANS
SHEETS TH8.0 & TH8.2
END WALL 25--\
-WALL 25- STA. 11 + 2 8.8 8 -�
-HBL- STA. 11 + 01.88 18.01' LT
BEGIN WALL 25
-WALL 25- STA. 10 + 70.00 =
-HBL- STA. 10+70.00 36.33' LT
12
STANDARD DRIVEWAY ACCESS`
APRON WITH SIDEWALK
ADJACENT TO CURB \
(SEE ASHEVILLE CITY STD. NO. 3.15A)
END SAFETY RAIL (TYPE 1) �
-L7C- STA. 12 + 25.00
OFF 7.75' LT
END WALL 16
-L7C- STA 12+08.00
OFF 7.00' LT
i
BEGIN WALL 16 910
BEGIN SAFETY RAIL (TYPE 1)
WOODEN GUARDRAIL �
-L7C- STA 9+90.78 HW
OFF 22.38' LT EXTEND CURB & l
BUILD CONC. FLUME
TO EXISTING DITCH
END WALL 24
-WALL-24- STA. 11 +86.86=
-H BL- STA. 11 + 78.15 10.84' RT
END PROJECT
-L7C- STA. 12 + 85.82
INSTALL APPROX. 20 STEPS
START EL=2426.56+/-
END EL=2438.23+/-
FOR DETAIL SEE SHEET 2K
FESTIVA REAL ESTATE HOLDINGS, LLC
TRACT 2
� D.B. 4966, PG 1194
PIN 964980174000000
� BEGIN WALL 24
� WALL 24- STA. 10+17.60=
1
i -HBL- STA. 10+V.60 15.71' RT
W11-1
30 x30"
t INSTALL SIGN ASSEMBLY
-L7C- STA. 12 + 351 7.5'LT
)NCRETE DITCH #914 STHE HARE W16-1 P
L aFTAIL 3 ROAD 18"x24"
I
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CITY OF ASHEVILLE
�4D.B. 730, PG. 212
AREA 2
/ P.B. 134, PG. 104
PIN 964970840800000
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- END SIDEWALK
L7C STA 12 34 00
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END WOODEN / �R
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EST 8
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-HBU- STA. 10+32.02 26.02' RT
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(BELOW BRIDGE)
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BEGIN WALL 15A
-L7A- STA. 14 +15.00 10.50' RT
INSTALL SIGN ASSEMBLY
-L7A- STA 13 + 70 12.00' LT & 15.00' RT
"END ONE WAY" TO BE
INSTALLED ON BACK
OF "DO NOT ENTER"
"WRONG WAY" SIGN ASSEMBLY
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END
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-WALL 26- STA. 10 + 80.50 =
-HBU- STA. 10 + 75.02 33.50' RT
END WALL 27
-WALL-2 7- STA. 11 + 19.00 =
-H BU- STA. 10+75.02 15' LT
CITY OF ASHEVILLE
R5-1 D.B. 5094, PG. 774
30"x30„P.B. 163, PG. 144
PIN 964980206500000
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R5-1 a INSTALL APPROX. 30LF +/- OF
36 x24 CHAINLINK FENCE TO BLOCK
ACCESS TO BRIDGE CROSSING.
INSTALL "NO TRESSPASSING" SIGN.
R6-7 EXISTING GATE TO BE REMOVED.
24"x30"
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BEGIN WALL 27
-HBU- STA. 10 + 75.02 15' RT
FOR -L7A- AND -L7C- PROFILE VIEW, SEE SHEET 11A
PROJECT NO.:
H13002.00
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EST 18 SY FILTER FABRIC
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BEGIN WALL 15A
-L7A- STA. 14 +15.00 10.50' RT
INSTALL SIGN ASSEMBLY
-L7A- STA 13 + 70 12.00' LT & 15.00' RT
"END ONE WAY" TO BE
INSTALLED ON BACK
OF "DO NOT ENTER"
"WRONG WAY" SIGN ASSEMBLY
DO NOT
ENTER
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WAY
END
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-WALL 26- STA. 10 + 80.50 =
-HBU- STA. 10 + 75.02 33.50' RT
END WALL 27
-WALL-2 7- STA. 11 + 19.00 =
-H BU- STA. 10+75.02 15' LT
CITY OF ASHEVILLE
R5-1 D.B. 5094, PG. 774
30"x30„P.B. 163, PG. 144
PIN 964980206500000
i
R5-1 a INSTALL APPROX. 30LF +/- OF
36 x24 CHAINLINK FENCE TO BLOCK
ACCESS TO BRIDGE CROSSING.
INSTALL "NO TRESSPASSING" SIGN.
R6-7 EXISTING GATE TO BE REMOVED.
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BEGIN WALL 27
-HBU- STA. 10 + 75.02 15' RT
FOR -L7A- AND -L7C- PROFILE VIEW, SEE SHEET 11A
PROJECT NO.:
H13002.00

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Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
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conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
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D.B. 4720, PG. 1011
P. B. 124, PG. 48
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include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
30 ,5 0 3o bo upon noting any discrepancies that may
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SCALE: 1"-30'
SHARROW
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compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
30 ,5 0 3o bo upon noting any discrepancies that may
affect design and/or construction activities.
SCALE: 1"-30'
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FOR -L2A- PROFILE VIEW, SEE SHEET 14B BEGIN SAFETY RAIL (TYPE 1) EST 8 S FILTER FABRIC i!0j
FOR -L1 REV- PLAN AND PROFILE VIEW, SEE SHEETS 14A, 15,15A, 16 & 16A-L1_MOD- STA 10+90.00 BEGIN WALL 17 VELOCITY D SIPATOR PAD �0
rVARl-1 STOP O OFF 7.00' LT -LI-MOD- STA 11 +20.00 TY OF ASHEVILLE
18"X18" o + OFF 7.00' LT INSTALL SIGN AREA "A" 341
o+ = -L1 MOD- STA. 13 + 00, 6' LT . .167, PG. 196 -7
INSTALL SIGN r 00_ _ PIN 856700400000 HW N, t1'
-L1 MOD- STA. 10 + 05.00.00, 12'LT — R = 50� / `W7-5 (18"x18") _ t1, -y •
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LOT 39 SISTER OF MERCY SUBDIVISIONi PS
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18 X18 STOP BEST - BARD SPLIT__RAIL FENCE /
INV.: 2364.28'
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_BEGIN CHEEK WALL 19� � -_ --�_� �; - _ --_ - W
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BEGIN SAFETY RAIL (TYPE l)---
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SEE PLAT BOOK 1189 PG. 141
FOR OTHER
EASEMENTS WITHIN MCAULEY I
DRIVE R/W ?
PARTNERS IN MERCY, LLC
D. B. 41599 PG. 828
LOT 49 SISTER OF MERCY SUBDIVISION
P. B. 1189 PG. 141
PIN 964855365500000
-L2- STA. 13 + 64.22 LT ---
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INSTALL SIGN _ PROPOSED STAIRS
CITY OF AS�{EVILLE !!���� -L2- STA. 13+64.22 RT U I
/ MINUTE BOOK 21 -L2A- STA. 15+88.93 CL
---� 19 1926JANUAR [-RADIO TOWER" J /�
—L2A— STA. 16 +16.93 CL
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� TRACE NO. 1& 2 — l
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/;/, 9 oo ,��, , THE �� / LANE 12„x18„ compiled from a variety of sources to 00
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24 CORTEN STEEL SINGLE / R-25
ARM SWING GATE l i / X6o CONDEMNATION PROCEEDINGS conditions before commencing construction
orI , i n� rwP' / / _ ,?os �\ TRACT No. I & 2 activities and notify engineer immediately
�/ n ; PIN 964856700400000
INSTALL SIGN i
upon noting an discrepancies that may
I/ i\ T!S ARL�A CQNr N� Mo�No E' p 9 y p Y
-Ll REV- STA. 14+60.00, 14 LT I X o )IF LAR�E TO ES� A D i01_,
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D F�° ` CITY A H I % i %= # L_OGITY D I S S� PATO R -PAX - �— _---------- ��— -_ - - -
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PROJECT NO..
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FROM STA. 15 + 97.00 TO STA. 14 + 23.52 -L2A- RTj- _c C ►
10+48
-L2A- STA
PIN 964856700400004_ . . 50
CX?
,23 ' ' R EST 2 TONS CLASS 'I' RIP RAPHW
EST 8 SY FILTER FABRIC
VELOCITY DISSIPATOR PAD 14
SCALE: 1"=30'

2,41
2,400
F/ = //X05000
EL = 29581.07'
VC = 75'
P/ _ /.3-/50//
EL = 29.397088'
VC = l0'
EL 29595.211
VC 201
,400
4 Pl = 10f50a00
90
EL = 29379e97'
Pl = 16f55.00
VC = l5'hum
EL = 29395x80' �
VC = 20' a
9-380 V 7 oloo.—oll-
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2,40
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EL = 29442.78'
VC = 50'
11
P1 = 15+50000
EL = 29440.05'
RO
NGPl = 1350000
EL = 29440.05'
F/ = 15574.25
EL = 29440.00'
F/ = 12 *90.00
EL = 2944/025'
V C = 50'
12 13
0
F1 = 14+65.14
EL = 294/0.00'
F1 = 14+96.23
EL = 29409.94'
P1 = /5X29029
EL = 29.399003'
r
F1 = /5+40.00
EL = 29598085'
14 15
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PROJECT NO.:
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12,
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2,45
2,420
121
10 11 12
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F/ = l3 +80.00 -VC = 25'
EL = 29435008'
V '
C = 50
F/ = 13 +00.00
EL = 29421.52'
VC = 75'
13 14 15
FOR -L2A- PLAN VIEW, SEE SHEET 14
16 17
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2,470
2,460
45
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2,410
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P.B.124, PGo 48
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BEAUCATCHER PURCHASE GROUP, LLC
D.B.5126, PGe 1041
AREA "B"
P. B. 167, PGe 196
WIND IN THE OAKS
P.B. 52, PG. 74
PIN 964866038400000
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
30 15 0 30 bo upon noting any discrepancies that may
I I Uilm. � dMi affect design and/or construction activities.
SCALE: 1"=30'
PIN 1ju
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2,42
2,390
2,380
2,37
2,340
2,33
-Ll REV-
F/ = 18+20.00
EL = 29385.69'
VC = 20'
F1 = 20 X20000
EL = 29373064'
VC = /00'
F1 = l8 *45000
EL = 293850/9'
VC = 20'
F/ = 2/ 62050
EL = 29364.43'
VC = 24'
o O
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F/ = 2/+10.00
EL = 29368063'
VC = 70'
_
F/ 22 X37000
EL = 29362.94'
VC = 40'
■
FOR -L1 REV- PLAN VIEW, SEE SHEET 15
2,430
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2
2,390
2,380
2,370
2,330
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SCALE: 1"=30'
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGe 48
PIN 964866179800000
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
BEGIN WALL 20
-Ll REV- STA 27+60.00
OFF 7.00' RT
END WAL� ".
-Ll REV- STA 28+30.00
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END STANDARD SPLIT RAIL FENCE -
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END 10' ASPHALT PATH
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INSTALL SIGN
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0 F F 8' RT
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FOR -1-1 REV- PROFILE VIEW, SEE SHEET 16A
FOR-L3REV- PLAN AND PROFILE VIEW SEE SHEETS 4, 5, 5A, 6, 6A, 7, &7A.
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PROJECT NO.:
H13002.00
16

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2,4
2,400
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Pl = 24+94H -H,59 co
2,35
2,3
2,31
99;
F/ = 26 X50°00
EL = 29.3.34°.38'
VC = 50'
F/ = 25 X45097 °
EL = 2,541.92'-
VC
934/°92'VC = 20'
F/ = 27X60.00
EL = 29.328°45'
VC = /00'
L�979.AL4
F/ = 28 *60°00
EL = 29325°16'
VC = 25'
0
0
4-4
F/ = 29+//.00
EL = 29320°06'
VC = l5'
FOR -L1 REV- PLAN VIEW, SEE SHEET 16
2,35
2,320
2,310
E
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PROJECT NO.:
H13002.00
23 24 25 26 27 28 29 1 16A

BEGIN PROJECT
-L8REV3- STA. 10 + 53.66
UNDERGROUND
ARY SEWER ELECTRIC BOX
.EAN UT
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P.B.PoB.5 PG. 14 \I +/So
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PT Stc 2-4:6/076
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ELEVATION: 2207.98
RIM: 22�l5.10'
(INVERTS INACCESSIBLE)' RIM: 2205.55'
IN(NE). 2203.05'
I
TYRON N. GREENL IN(SE):220115'
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WILLIAM Na GREENLE
DoBo' 6E, IPG° 36 _ I - I I / / RIM: 2205.00'
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Pl Sto 28 +67097
_ //0* 34' 27.2" (RT)
D = 640 /5' 2307"
L = 172008'
T _ 128°7/'
R 890/7'
30 15 0 30 60
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SCALE: 1"=30'
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IPRC Stao 12+59o42
'FC Sta. 11 +76o13
PT Stao 11 +00036
PRC Stc. 10+84069
\FT Sta. 29+/1034
PC Sta. 27+39026
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P1 Stc /0 +45054 P1 Stc /0 +92.53
P1 Sta 12 +17082
P1 Sta 12+78.72
Pl Stc 11+65.90
Pl Stc 12+48.46
Pl Sta l3 +440/2
Pl Stc 13 +96095
0
= 44'571
3708 (RT)
0 =
15'191
33.9 (LT)
L
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L =
11451 0/0/ (RT)
D
= 114° 35'
2906"
D =
570 /7'
4408"
D
= 57'171 4408"
D =
570 /7' 44.8"
L =
39.24'
R
L =
26075'
5,000.00'
L =
19027;
L =
20045,
T =
60 /5' 1809" (LT) L = 5'571
150/" (LT)
T =
13045'
76° 23'
T
= 9066
T =
10.26
20069'
R
= 50000'
L = 7027'
R =
100.00'
R
= 100.00'
R =
100.00'
Pl
Sto /5 +79025
R = 205.87' R =
/I/ Stc /5 +96009
R = 70.00'
Pl Sto 16+71.56
0
= 18 5/ 4/e6 (RT)
0 =
/67 221
5503
(RT) 0 = 94 0/ 1108 (LT)
D
= 114° 35'
2906'
D =
38/° 58'
1807"
D = 190'591
0904"
L
= 16046'
L =
43082'
L = 49023'
T
= 803/'
T =
135.67'
T = 32.18'
R
= 50000'
R =
15000'
R = 30000'
30 15 0 30 60
i—i—l— I
SCALE: 1"=30'
fie»
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SPCC Sta. 12+98005
IPRC Stao 12+59o42
'FC Sta. 11 +76o13
PT Stao 11 +00036
PRC Stc. 10+84069
\FT Sta. 29+/1034
PC Sta. 27+39026
PT Stc. 14 -0 0071
PC Sta. 141*48052
PCC StA. 14+56070
—L9— PT Sta. 14+65.98
—L3—REV— PC Stc. 10+14.17
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B. 124, PG. 48
PIN 964866179800000
-L9-
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P1 Stc /0 +45054 P1 Stc /0 +92.53
P1 Sta 12 +17082
P1 Sta 12+78.72
0
= 52° l0' 00.5" (RT) 0 = 4° 29' 2/a6"
(LT) 0
= 6° 37' 08.6" (RT)
z� =
0° 26' 32.7" (LT )
D
= 6/° 35' 4709" D = 28° 38' 52.4"
D
= 7'56150.0"
D =
1* O8' 4503"
L =
84.69 L = 15.67'
L
= 83029'
L =
3806/'
T
= 45.54' T = 7.841
T
= 4/069'
T =
19030'
R
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R
= 720095'
R =
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0 = 320 34' 26.2' (LT) 0 =
60 /5' 1809" (LT) L = 5'571
150/" (LT)
D = 27'491 5007" D =
76° 23'
3907" D = 8/° 5/'
0400"
w
L = 117004' L =
80/9'
L = 7027'
T = 600/5' T =
40/0'
T = 3064'
R = 205.87' R =
75.00'
R = 70.00'
PT Stc. 14 -0 0071
PC Sta. 141*48052
PCC StA. 14+56070
—L9— PT Sta. 14+65.98
—L3—REV— PC Stc. 10+14.17
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B. 124, PG. 48
PIN 964866179800000
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PROJECT NO.:
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PT Sta. 13+37.39
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CITY OF ASHEVILLE A
D.B. 4720, PG. 1011
P. B. 124, PGo 48
PIN 964866179800000
Z
PT Sta. /1+78.37
PCC Sta. //+27007
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGa 48
PIN 964866179800000
PC Sta- 15+85-06
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGo 48
PIN 964866179800000
LTI
+ 0
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.,, . 22
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PT Sta. 16+82054
PC Sta. 17 +09058
PT
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SCALE: 1"= 30'
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F1 Sta /0 +39.75
F/
Sta 11 +14008
P1
Sta //+53.3/
F/ Sta 11 +63026
0
= 40'081 1309 (LT)
A
= 50'3// 03.3 (LT)
0
= 29 411 26.7 (LT)
0
= l7 38 /0o3 (LT)
D
= 81° 5/' 04.0"
D
= 114° 35' 29.6"
D
= 57° 52' 28.3"
D
= 57° 52' 28.3"
L =
49004'
L
= 26063'
L
= 5/030'
L =
30047'
T
= 25057'
T
= 13.64'
T
= 26024'
T
= 15036'
R
= 70000'
R
= 50000'
R
= 99000'
R
= 99000'
F/ Stc l3 +04.66
F/
Sta 14+28.11
F/
Sta 16 +42006
F/ Sta 17+18.70
0 =
66° 11' 5703" (RT)
A
= 42° 06' 4000" (LT)
0
= 74° 27' 5803" (RT)
0
= 13° 5/' 2409" (LT )
D =
88* 08' 50.5"
D
= 57171 4408"
D
= 76° 23' 39.7"
D
= 76'251 39.7"
L =
750/0'
L
= 73050'
L
= 97048'
L =
180/4'
T =
42037'
T
= 38050'
T
= 57000'
T
= 90/1'
R =
65°00'
R
= /00°00'
R
= 75000'
R
= 75°00'
PT
\ CJ
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X
30 15 0 30 60
SCALE: 1"= 30'
GREENWAY ENGINEER:
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PROJECT NO.:
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D.B. 4720, PG. 1011
P'
eBe 124, PG. 48
PT Sha° 19+35°9-9N 964866179800000
PC Sta. 1972°37
PC Sha° 2/+38°8/
PC Sha. 25 +77°43
J'
PT Sha° 25X50.70
PC Sha° 24 X73°/6
PT Sha° 242/°4/
PC Sha° 23 x-96°14
PT Sha° 23+1/°14
PC Sha° 2272°12
o PT Sha° 22*49°68
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w� - PT StG. 21�72059
PT Stgo 20 +9/°62 - --- -
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CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PG. 48
PIN 964866179800000
30 15 0 30 60
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Sta 18+52.55 Pl Sta 19 +31„61
P1
Sta 19 +94049
Pl Sta
20 +52090
Pl Sta 21+55.64
0
= 7° /3'
2407” (RT) L =
3° 0/' 26„1” (LT)
Z�
= 47° 44' 39.9" (LT)
0 =
8° 53' 2702" (LT)
0 =
9° 28' 4/08' (LT)
D
= 57'171 44.8" D =
34'301 5509"
D
= 114'351 2906"
D =
ll° 27' 33.0"
D =
28'131 2803"
L
= 1206/'
L =
8076'
L
= 4/066'
L =
77059'
L =
33058'
T
= 603/'
T =
4038'
T
= 22„13'
T =
38„87'
T =
16„83'
R
= 100.00'
R =
166000'
R
= 50000'
R =
500.00'
R =
203.00'
Pl
Sta 22 +35047
Pl Stc 22 +9/075
P1 Sta 24 +08°83
P/ Sto 25 +05.59
A
= 8° 09' 26.1” (RT) 0 = 15° 58' 14.1”
(RT) A = 12° 35'
1803” (LT) 0 = 65° 56'
0909"
(LT )
D
= 28° 38' 5204"
D = 40° 55'
3200" D = 49° 49'
2007"
D = 114° 35'
2906"
L
= 28047'
L = 39°02'
L = 25027'
L = 57054'
T
= /4026'
T = 19064'
T = 12068'
T = 32043'
R
= 200.00'
R = 140000'
R = 115000'
R = 50000'
Pl Sha° 18 X38°32
S 750,321 1600" E
PC Sha° 1927°23
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P'
eBe 124, PG. 48
PT Sha° 19+35°9-9N 964866179800000
PC Sta. 1972°37
PC Sha° 2/+38°8/
PC Sha. 25 +77°43
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PT Sha° 25X50.70
PC Sha° 24 X73°/6
PT Sha° 242/°4/
PC Sha° 23 x-96°14
PT Sha° 23+1/°14
PC Sha° 2272°12
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PT Sta. 27/707/
POT Sta. 9X62.65
\� POT Sta. 3/ -�5/
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D.B. 4599, PG. 910
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PC Sta. 28 *27.28
` CLIFFORD Ca HOLT
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D
F/ Sta 26 *50.53
F/
Sta 28 +63.53
F/ Sta 30 +41.27
0
= 39'471 29.8" (RT)
0
= 5/'35/ 45.6" (LT)
L
= l5° 54' 4/07" (RT)
D
= 28` 2/' 5/03"
D
= 76'251 39.7"
D
= 22° 55' 0509"
L =
140.29'
L
= 67.54'
L =
69.43'
T
= 75.111
T
= 36.25'
T
= 34.94'
R
= 202.00'
R
= 75.00'
R
= 250.00'
PT Stil!, 502/
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P. B. 124, PGo 48
PIN 964866179800000
30 15 0 30 60
SCALE: 1"=30'
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F/ Sta 12 *92.49
0
= 76'461 09.6" (LT)
D
= 73° 27' 22.1"
L =
104.511
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R
= 78.00'
30 15 0 30 60
SCALE: 1"=30'
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D.B.5103, PGe 1234
LOT 5, ARDMION PARK
P.B.169, PGo 63 WILLOWNC, LLC
PIN 964868703400000 D.B.5103 PGe 1234
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P.B.169, PGo 63
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PCC ta.15 X35091
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PRC Stao16*79008
ANDREW G.BROKMEYER
D.B. 4326, P.G 15
PIN 964877093500000
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U.b.5103, I - U.1234
LOT 3, ARDMION PARK
P.B.169, PGe 63
PIN 964868817500000
d -
WILLOWNC9 LLC
D.B. 5103, PG. 1234
LOT 2, ARDMION PARK
P.B. 169, PG. 63
PIN 964868915800000 /
RIM: 2313.88' RIV 2318.02'
IN:2310.01'
IN:23'10.77'
OUT: 2309.57'
OUT:2310.50
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P/ Sta /0 +89.93
P/ Sto 11 +75095
P1 Sta
Pl STA. 14 +98055
Pl STA. /5 +69.91
Pl STA. 16 +4/024
Pl STA. 17 +36.54
Pl STA. /8+33.50
Pl STA. 19 +43.86
0 =
49° 58' 1607" (RT)
0
= 17'481 24.8" (RT)
0 =
4° 22' 2602" (RT)
A =
48° 20' 4/04" (LT)
A
= 30'041 35.0" (RT)
A =
7° 40' 050/" (RT)
D =
62° 16' 4009"
D
= 26'241 1209"
D =
5° 46' 3208"
D =
44'451 4404"
D =
33° 18' 4/04"
D =
50 46' 3208"
L =
80024'
L =
67044'
L =
75.73'
L =
108.00'
L =
90.29'
L =
132.76'
T =
42°87'
T =
33099'
T =
37.88'
T =
57.45'
T =
4602/'
T =
66048'
R =
92000'
R =
2/7.00'
R =
992000'
R =
128000'
R =
172000'
R =
992.00'
PC Stmo14 X55067 WILLOWNC, LLC
CLIFFORDCe HOLT
JOHN Po HO T
DoBo 1816, PGo 0
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ANDREW G.BROKMEYER
D.B. 4326, P.G 15
PIN 964877093500000
A
U.b.5103, I - U.1234
LOT 3, ARDMION PARK
P.B.169, PGe 63
PIN 964868817500000
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WILLOWNC9 LLC
D.B. 5103, PG. 1234
LOT 2, ARDMION PARK
P.B. 169, PG. 63
PIN 964868915800000 /
RIM: 2313.88' RIV 2318.02'
IN:2310.01'
IN:23'10.77'
OUT: 2309.57'
OUT:2310.50
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P/ Sta /0 +89.93
P/ Sto 11 +75095
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WILLOWNC, LLC
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PIN 964878020300(
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IIM: 2319.78
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CITY OF ASHEVILLE
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SCALE: 1"=30'
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P/ Sta /0 +89.93
P/ Sto 11 +75095
P1 Sta
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Pl Sta l3 +11060
A
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= 330 08' 07.7"
(LT) A =
20° 38' 1904" (RT)
A
= 30 3/' 00.2" (RT)
D
= 550 05' 3/5'
D
= 780 29' 1405"
D =
57° 17' 4408"
D
= 280 47' 3007"
L =
26007'
L =
42022'
L =
36.02'
L =
/202/'
T
= 130/0'
T
= 2/072'
T =
1802/'
T
= 6.111
R
= 104000'
R
= 73000'
R =
/00°00'
R
= 199000'
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D.B. 1605, PG. 408 \
CONCRETES
STRUCTUREWALL °°' _
s PC St(i. 17 *55°25
PT Sta° 17+17°30 %
3'x2'STONE
INV.L 3VE72 1 PCC Sta. 16 X68°49
30 15 0 30 60
SCALE: 1"=30'
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WOODBERRY ASHEVILLE APTSe, LLC
D.B. 4295, PG. 1096
UNRECORDED PLAT BY BORUM WADE &
ASSOCIATES LAST REVISED: 9/27/2006
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ARDMION ASSOCIATES
D.B. 1437, PG. 226
X89°26
PT Sta. 2/+86°l8
BENCHMARK . ,...:
1/2" IPFO V AG
ELEV:2417.99 \\`'
PCC Sta. 23 X34°94
9648-79-7012
ARDMION ASSOCIATES
D.B. 1437, PG. 226
QC
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D.B. 1313, PG. 653
Lu �� PROJECT NO.:
�NZ
H13002-00
V,),Lu
c/)A-9
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-
P1 Sta 14 +49006
P1
Sto /5 +6/079
Pl
Sta 16 +37075
Pl Stc 16 +96045
P1 Sta 22 +75022
A
= 4/ 42 08.2 (RT)
0
=
2/ 23 09.3 (LT)
A
=
50 3/ 00.5 (LT)
0 =
69 54 3400 (LT)
A
= 30 29 50.3 (LT)
D
= 76 23 3907
D
=
26 02 3607
D
=
76 251,39.7"
D =
143 /4 2200
D
= 24° 54 4004
L =
54059'
L
=
820/2'
L
=
660/3'
L =
4808/'
L
= 122.42'
T
= 28057'
T
=
4/054'
T
=
35039'
T =
27096'
T
= 62070'
R
= 75.00'
R
=
220000'
R
=
75.00'
R =
40000'
R
= 230000'
Pl Sta 17 +96.43
Pl
Sto 18 +55040
Pl Sta 19 +35.07
Pl
Sto 20 +00°07
Pl
Sta 21+41.91
0 =
44° 45' 5900" (RT)
0
= 32° 43' 0801" (RT)
0
= 5° 52' 07.1" (LT)
A
= 27° 47' 2/06" (LT)
A
= 55° 3/' 50.3" (RT )
D
= 57° 17' 44.8"
D
= 76'25159.7"
D
= /4° /9' 2602"
D
= 51'49151.5"
D
= 57017144.8"
L =
78.13'
L
= 42083'
L
= 40097'
L
= 87030'
L
= 96092'
T =
4/018'
T
= 22002'
T
= 20.50'
T
= 44053'
T
= 52065'
R
= 100.00'
R
= 75000'
R
= 400000'
R
= 180.00'
R
= 100.00'
PC Sta. 19*14°57
PCC Sta. 1955°54
50' RIGHT-OF-WAY
ARDMION PARK ROAD
WIFE ANN Lo WRIGHT \� �/ �! P.B. 2, P
Daae 835, PG. 482 - U =; �.rnW - \\ P.B. 34, PG. 86
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D.B. 1605, PG. 408 \
CONCRETES
STRUCTUREWALL °°' _
s PC St(i. 17 *55°25
PT Sta° 17+17°30 %
3'x2'STONE
INV.L 3VE72 1 PCC Sta. 16 X68°49
30 15 0 30 60
SCALE: 1"=30'
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WOODBERRY ASHEVILLE APTSe, LLC
D.B. 4295, PG. 1096
UNRECORDED PLAT BY BORUM WADE &
ASSOCIATES LAST REVISED: 9/27/2006
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ARDMION ASSOCIATES
D.B. 1437, PG. 226
X89°26
PT Sta. 2/+86°l8
BENCHMARK . ,...:
1/2" IPFO V AG
ELEV:2417.99 \\`'
PCC Sta. 23 X34°94
9648-79-7012
ARDMION ASSOCIATES
D.B. 1437, PG. 226
QC
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D.B. 1313, PG. 653
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D = 1 /4° 35' 29.6" D = 1920011215'
L _ 15.9/' L _ 42.60'
T_ 8.02' T _ 25.84'
T R 50000' R 29.84'
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PRC Sta. 23 +61.54
5/8" REBAR
FOUND 0.1' AG
♦ ^ 5/8" REBAR,
FOUND 0.2' AG
- - - --- 5/8" REBAR
FOUND 0.6' AG xQp
N -
ASPHALT PAVEM FP84
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PCC Sta. 24+67 63
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PC Sta. 26+18°43
PT Sta° 26+34°34
PC Sta. 26+43°36
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APTS., LLC
96
'UM WADE &
9/27/2006
PC Sta° 11 +53°
POT Sta°
POT Sto. 10 +1 /°22
--5/8" REBAR
FOUND 0.6' AG
> �` Pl t 7 +
a S a° 2 88°09
0z
30" CMP\
INV.: 2381V4
3/4" IPFO 0.1' BG \
to0
5/8" REBAR �, \\ \
FOUND FLUSH
GATE
Sto 14+55.25
F/ Sto /5 +03.58
-L5REV -
MAILBOXES (8)
10
F/ Sto 23 +48032
F/ Sta
24 +16.57
F/ Sto 25 +03.28
0
= l5° 14' 240/" (LT)
0 =
37311 1102" (RT)
0
= 56° 0/' 5309" (RT)
D
= 57'171 4408"
D =
35'221 0400"
D
= 85° 30' 5709"
L =
26.60'
L =
106.08'
L =
65.52'
T
= 13038'
T =
55.02'
T
= 35.65'
R
= 100.00'
R =
162.00'
R
= 67.00'
83°52'
F/ Sta 26 +26.45
F/ Sto 26 +69.20
L =
61.8/'
0 = l8° l3'
S9 /" (LT)
/ = 8/° 47'
4n5,,
(LT )
D = 1 /4° 35' 29.6" D = 1920011215'
L _ 15.9/' L _ 42.60'
T_ 8.02' T _ 25.84'
T R 50000' R 29.84'
i
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rn , DABNEY SUE THRASH PETERSON
r� AND HUSBAND
NICHOLAS J. PETERSON
r ' D.B. 4830, PG. 1495
o D.B. 4275, PG. 1794
PRC Sta. 23 +61.54
5/8" REBAR
FOUND 0.1' AG
♦ ^ 5/8" REBAR,
FOUND 0.2' AG
- - - --- 5/8" REBAR
FOUND 0.6' AG xQp
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ASPHALT PAVEM FP84
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PC Sta. 26+18°43
PT Sta° 26+34°34
PC Sta. 26+43°36
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APTS., LLC
96
'UM WADE &
9/27/2006
PC Sta° 11 +53°
POT Sta°
POT Sto. 10 +1 /°22
--5/8" REBAR
FOUND 0.6' AG
> �` Pl t 7 +
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30" CMP\
INV.: 2381V4
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5/8" REBAR �, \\ \
FOUND FLUSH
GATE
Sto 14+55.25
F/ Sto /5 +03.58
F/ Sta /5 +28.72
MAILBOXES (8)
10
z�
0
5/8" REBAR StyO
FOUND 0.1' AG
POND
WATER ELEV: 2402.6
PT Sta° 26+85°95
Pl Sta° 27+24085
SUSPECTED
6" PVC ROUTE
(RELOCATE)
5/8" REBAR
FOUND FLUSH
Sto 14+55.25
F/ Sto /5 +03.58
F/ Sta /5 +28.72
MAILBOXES (8)
10
(RELOCATE)
0
-ELECTRICAL
0
OUTLET
F/ Sto 11 +60.06
ELOCATE)
F/ Sta /3 +22.78
w- -
24" RCP
INV.: 2398.94
+37°
ARDMION ASSOCIATES
D. B. 1319, PGa 765
PIN 964879799400000
V3
5
2TNa
9648-79-5585
DABNEY SUE THRASH PETERSON
AND HUSBAND
NICHOLAS J. PETERSON
D.B. 4830, PG. 1495
D.B. 4275, PG. 1794
PCC Sta. 12+50049
5/8" REBAR 5/8" F EBAR
FOUND 0.1 AG FOU D 0.1 AG 5/8" REBAR
FOUND 0.1 AG
ELECTRICAL 6" PVC
INV. 2380.77
OUTLET (RELOCATE)
(RELOCATE)
1 ,,,,
�-4,0011
5/8" REBAR
FOUND FLUSH \ T.B.M.
MAG NAIL IN PAVEMENT
ELECTRICAL "� ELEVATION: 2348.80'
OUTLET
(RELOCATE)
O
ASPHALT PA
CEMENT
MF
5/8" REBAR \
50' RIGHT -OF- AY \ r FOUND 0.1' AG
ARDMION PARK ROAD ELECTRICAL
P.B. 32, PG. 36
OUTLET
ii-ECTRICAL
��� (RELOCATE B X
P.B. 34, PG. 86 5/8" REBAR \ `
PRC Shi 11+66_97 FOUND 0.3' AG
5/8" REBAR X
FOUND 0.1 AG PCC StO° l3 +93°30
ARDMIONCONDO UNIT OWNERSPCC St0° 14+55°ll
& BRADLEN CORPORATION
D.B. 1324, PG. 732 PT St0° 14+55040
P.B. 49, PG. 13
PT Sta. 10+94.99 PC Sta. 14+91.41
5/8" R�-:,
° /0 +74°06FOUND
N 660 5/' 3003" W
Pl Sta. 10+32°40
N 230 08' 2907" E
PRC Sta° /5 +l5
PCC Sta. 6 +4/°68
PRC Std 15+61.91
+
F/
Sto 14+55.25
F/ Sto /5 +03.58
F/ Sta /5 +28.72
F/ Sto /5 +5/.89
-L6-
F/ Sta /5 +94.18
0
- 5 291 4909 (RT)
0
F/ Sta /0 +84.6/
F/ Sto 11 +60.06
F/ Sto 12 +13.5/
F/ Sta /3 +22.78
F1 Sto 14 +24.71
0
= 170 30' 20.8" (RT)
0
= 9'481 04.8" (LT)
0
= 620 57' 56.5" (RT)
L
= 210 50' 4908" (RT)
0
= 250 06' 2803" (RT)
D
= 85'38/ 3605"
D
= 70° 44' 0709"
D
= 75° 23' 2/.1"
D
= l50 17' 520/"
D
= 40'371 25.6"
L =
20.93'
L =
13086'
L =
83°52'
L =
142.8/'
L =
61.8/'
T
= 10°55'
T
= 6.951
T
= 46.54'
T
= 72.28'
T
= 3/04/'
R
= 68.50'
R
= 8/000'
R
= 76.00'
R
= 374.54'
R
= /41.04'
F/
Sto 14+55.25
F/ Sto /5 +03.58
F/ Sta /5 +28.72
F/ Sto /5 +5/.89
F/ Sta /5 +72.60
F/ Sta /5 +94.18
0
- 5 291 4909 (RT)
0
- 5 44 01.9 (RT)
0
- 7 271 38.5 (LT)
0
- 190 191 30.9 (LT)
0
= 170 29' 00.5" (RT)
0
= 3/0 40' 20.2" (RT)
D
= 19090 5/' 33.6"
D
= 23'541 4206"
D
= 28° 45' 1107"
D
= 95'291 3407"
D
= 82'261 23.9"
D
= 146'541 44.1"
L
= 0.29'
L =
24.32'
L =
25.95'
L =
20.24'
L =
21.21'
L =
21.56'
T
= 0.14'
T
= 12.17'
T
= 12.99'
T
= 10.22'
T
= 10.69'
T
= 11.06'
R
= 3000'
R
= 243000'
R
= /99.27'
R
= 60.00'
R
= 69.50'
R
= 39.00'
STON
COLUM
CHLjNiE \7
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SCALE: 1" = 30' A - 10

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Pl Sto /0 +34.43 P1 Sto 11 +41.59 Pl Sto 11 +83.71 Pl Sto /2 +77.92 Pl Sto 15+52.56 P1 Sto 14 +36.71
= 18'42" 3408" (LT) 0 = 50° 14' 4903" (RT) 0 = 12° 49' 5302" (RT) 0 = 49° 44' 4408" (LT) 0 = 22° 27' 34.5" (LT) z�s = 44° 50' 26.9" (LT)
D = 27° 24' 5/03" D = 104° l0' 26°9" D = 32° 44' 25.6" D = 63° 39' 430/" D = 29° 45' 5005" D = 98° 47' 0900"
L = 68025' L = 48023' L = 39019' L = 780/4' L = 75046' L = 45039'
T = 34043' T = 25.79' T = 19068' T = 4/072' T = 38022' T = 23093'
R = 209000' R = 55000' R = 175000' R = 90000' R = 192.50' R = 58.00'
HARRIET A. S OT Stc. 12 -�240/1
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EDWARD TREVERTON
D.B. 4097, PGo 513 �\
PIN 964970812400000 40�
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Pl Sto 10+77o95
0 = 370 02' 2503" (LT )
D = 350 48' 3505"
L = 103°44'
T = 53.60'
R = 160000'
PT Sto. 11+27.78
END PROJECT
—VC— STA. 12 + 85.82
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Pl Sto /0 +8800/
Pl Sto 12 +560/5
P1 Sto l3 +17o90
A
= 45° 18' 1804" (LT)
A
= 120 00' 0305" (RT)
0
= 20° 29' 550/" (RT )
D
= 7900114,3.2"
D
= 12° 31' 2502"
D
= 75055148.1"
L =
57033'
L =
95083'
L =
27073'
T
= 30026'
T
= 48.09'
T
= 1400/'
R
= 72°50'
R
= 457o50'
R
= 77050'
PROJECT NO.:
H13002.00

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30 15 0 30 60
SCALE: 1"=30'
F/ Sta /8 +56.8/
0
= 56° 05' 47.0" (LT)
D
= 76* 40' 470/"
L =
73.16'
T
= 39.8/'
R
= 74.72'
L/0
F/ Sta 19+69.99
0
= 250 48' 2707" (RT)
D
= 16'261 3402'
L =
156.95'
T
= 79.83'
R
= 348.45'
P. B. 124, Hu. tic)
964866179800000
23-�O8.69
2/+54039
F/ Sto 23 +65.07
= 1480 25' 34.1" (LT )
D
= 96* 11' 37.0"
L =
154.30'
T
= 2/0.67'
R
= 59056'
Q
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POT Sta. I0-�00o00
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PT Sta. /4/30/4
PRC Sta. l3 X39077
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P1 Sta 11 +15.37
P1 Sta /3 +76048
P1 Sta /3 +13045
0
= 59° 22' 16.2' (RT)
L
= 5° OF 4309" (RT)
0
= 92° 34' 3809" (LT)
D
= 75° 19' 09.2"
D
= 7° 00' 4505"
D
= 124° 03' 32.4"
L =
78.83'
L =
73038
L =
74062'
T
= 43.36'
T
= 36071'
T
= 48.31'
R
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R
= 8/7004'
R
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PC Sta° /0 +00°00 PT Sta. 12 +l2°29
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L
= 520 156.9" (RT)
L
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D
= 572° 57' 28°l"
D
= 76° 23' 39°7"
D
= 76° 23' 39°7"
L
= 24.551
L
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L
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BEAUCATCHER PURCHASE GROUP
D.B.5126, PGe 1041
AREA "B"
P. B. 167, PGe 196
WIND IN THE OAKS
P.B. 52, PG. 74
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CITY OF ASHES
D.B. 4720, PG.
P. B. 124, PGe 48
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PT Stab 21+68.07
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PC Stab 22+09.93
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P1 Sta 18+14.99 P1 Sta 19-Y-07.52 Pl Sta 22+89.17
0 = Sb 47' 3209° (RT) A = 27- 25' 4803° (RT) 0 = 500,301 202" (LT)
D = 60'181 4008" D = 59b 04' 0401" D = 34b 06' 16.7"
L = 14.58' L = 46.44' L = 148.09'
T = 7030' T = 23067' T = 79.24'
R = 95.00' R = 97.00' R = 168.00'
Pl Sta 19+43.61
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D = 280 l3' 2803"
L = 26.99'
T = 13052'
R = 203°00'
Pl Sto 20+07.75
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L = 89.64'
T = 44.92'
R = 547.00'
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Pl Sta 24+50.78
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P1 Sta 26 +1409/
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50.111
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T = 14.64'
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R = 100.00'
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D.B. 4720, PG. 1011
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D.B. 4599, PG. 910 ,
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CLIFFORD Ca HOLT
JOHN P. HOLT
D.B.1816, PGe 59
1.121 ACRE PARCEL, ARDMION
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Pella 6, PGe 6
PIN 964867689400000
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D.B. 4720, PG. 1011
P.B. 124, PG. 48
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WILLOWNC, LLC
D.B.5103, PGe 1234
LOT 5, ARDMION PARK
P.B.169, PGo 63
DIN 964868703400000
WILLOWNC, LLC
D.B.5103, PGe 1234
LOT 4, ARDMION PARK
P.B.169, PGo 63
PIN 964868810000000
ANDREW G.BROKMEYER
D.B. 4326, P.G 15
PIN 964877093500000
WILLOWNC, LLC
D.B.5103, PGe 1234
LOT 3, ARDMION PARK
P.B.169, PGe 63
PIN 964868817500000
WILLOWNC, LLC
D.B. 5103, PGo 1234
LOT 2, ARDMION PARK
P.B.169, PGe 63
PIN 964868915800000
WILLOWNC, LLC
D.B. 5103, PGo 1234
LOT I, ARDMION PARK
P.B.169, PGe 63
'IN 964878020300000
PLAT BOOK 124, PAGL 48 1 1
SANITARY SEWER LINE IS PUBLIC, BUT NO SPECIFI�
EASEMENT OR EASEMENT WIDTH IS NOTED THEE -
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
P.B.124, PGe 48
IN 964866179800000
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
9648-78-3170
JOHN Ma MCDUFFIE
D.B. 1775, PG. 306
P.B. 58, PG. 88
CURB
WOODBERRY ASHEVILLE APARTMENTS,
LLC
D.B. 4295, PG. 1096
PIN 964879007800000
T.B.M.
REBAR W/ CAP
-!_EVATION: 2339.12
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9648-78-5220
WILLIAM OLDFATHER
DYANN La MYERS
D.B. 4892, PG. 869
9648-79-0078 ~
WOODBERRY ASHEVILLE APTS., LLCL
D.B. 4295, PG. 1096
UNRECORDED PLAT BY BORUM WADE &
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D.B. 4295, PG. 1096
ASPHALT ��\
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D.B. 1605, PG. 408
CONCRETE
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ARDMION PARK ROAD
P.B. 32, PG. 36
P.B. 34, PG. 86
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9648-79-7012
ARDMION ASSOCIATES
D.B. 1437, PG. 226
Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
and NC Floodmaps LiDAR Bare Earth.
Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
BENCHMARK
1/2" IPFO V AG
ELEV: 2417.99
9648-79-7012
ARDMION ASSOCIATES
D.B. 1437, PG. 226
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WOODBERRY ASHEVILLE APTSe, LLC
D.B. 4295, PG. 1096
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DABNEY SUE THRASH PETERSON
AND HUSBAND
NICHOLAS J. PETERSON
D.B. 4830, PG. 1495
D.B. 4275, PG. 1794
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Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
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Contractor shall field verify existing
conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
ARDMION ASSOCIATES
D. B. 1319, PGa 765
PIN 964879799400000
9648-79-5585
DABNEY SUE THRASH PETERSON
AND HUSBAND
NICHOLAS Jo PETERSON
D.B. 4830, PG. 1495
D.B. 4275, PG. 1794
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D.B. 1324, PG. 732
P.B. 49, PG. 13
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HARRIET A.
TREVERTON BINDERIM
EDWARD TREVERTON
D. B. 4097, PGo 513
PIN 964970812400000
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D.B. 5094, PG. 774
P. B. 163, PGe 144
PIN 964980206500000
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include; City of Asheville, Stewart, GIS
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PARTNERS IN MERCY, LLC
D. B. 41599 PGo 828
LOT 39 SISTER OF MERCY SUBDIVISION
P. B. 1189 PG. 141
PIN 964855297400000
LIP: 2377.76'
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D.B. 4720, PG. 1011
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D.B.5126, PGe 1041
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P. B. 167, PGe 196
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P.B. 52, PG. 74
PIN 964866038400000
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Existing conditions shown have been
compiled from a variety of sources to
include; City of Asheville, Stewart, GIS
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conditions before commencing construction
activities and notify engineer immediately
upon noting any discrepancies that may
affect design and/or construction activities.
CITY OF ASHEVILLE
D.B. 4720, PG. 1011
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Existing conditions shown have been
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BEAUCATCHER GREENWAY
LOCATION:
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TYPE OF WORK:
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GRAPHIC SCALES
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PLANS PROFILE (HORIZONTAL) PROFILE (VERTICAL)
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EROSION AND SEDIMENT CONTROL MEASURES
Description Symbol
TREE PROTECTION FENCE TP
SILT FENCE SF
LIMITS OF DISTURBANCE LD
SILT FENCE OUTLET OSOOOOOOOOO
CHECK DAM i
EXISTING TREE TO REMAIN ----------------------------------
EXISTING TREE TO BE REMOVED ....................... X
TREE NUMBER........................................................
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NOTES: ANY DEVIATION FROM OPTIONS GIVEN WILL
REQUIRE PRIOR APPROVAL BY ENGINEER.
ADDITIONAL EROSION CONTROL DEVICES MAY
NEED TO BE INSTALLED AS DIRECTED BY THE
ENGINEER.
THESE EROSION AND SEDIMENT CONTROL PLANS COMPLY
WITH THE REGULATIONS SET FORTH BY THE
JNCG-010000 GENERAL CONSTRUCTION PERMIT EFFECTIVE AUGUST 3, 2011
ISSUED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND
NATURAL RESOURCES DIVISION OF WATER QUALITY.
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THIS PROJECT CONTAINS
EROSION CONTROL PLANS
FOR CLEARING AND
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CONSTRUCTION.
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LIMITS OF DISTURBANCE 8.40 AC
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PROJECT DESCRIPTION
THE PROJECT SITE IS LOCATED IN BUNCOMBE COUNTY WITHIN THE CITY OF
ASHEVILLE. THE PROPOSED PROJECT INCLUDES THE CONSTRUCTION OF
APPROXIMATELY 2 MILES OF NEW GREENWAY ON BEAUCATCHER MOUNTAIN BETWEEN
WHITE FAWN DRIVE AND HELEN'S BRIDGE. THE LIMITS OF DISTURBANCE WERE
CALCULATED BASED ON CLEARING METHOD TWO AT APPROXIMATELY 8.85 ACRES
FOR THIS SITE. ALL DISTURBED AREAS WILL BE STABILIZED WITH VEGETATION
BY SEEDING AND MULCHING.
THE PROJECT DESIGN SHALL COMPLY WITH NORTH CAROLINA LAND QUALITY
GUIDELINES AND PROCEDURES AND ALL APPLICABLE FEDERAL, STATE, AND CITY
REQUIREMENTS AND STANDARDS; IDENTIFYING AREAS WHERE RIGHT-OF-WAY OR
EASEMENT ACQUISITION MAY BE NECESSARY TO ACCOMMODATE THE GREENWAY
PROJECT; AND PROVIDING PLANS, SPECIFICATIONS AND ESTIMATES. THE PLANS
SHALL BE COMPLETED TO SHOW THE DESIGN, SITE PLANS, LANDSCAPING,
DRAINAGE, EASEMENTS AND UTILITY CONFLICTS.
GENERAL NOTES
1. ANY STAGING, MATERIAL LAY DOWN, DIRT OR WASTE PILES WILL BE
LOCATED WITHIN THE LIMITS OF DISTURBANCE. IF ANY ADDITIONAL STAGING
AREAS ARE REQUIRED BY THE CONTRACTOR, ANY ADDITIONAL EASEMENTS AND
REGULATORY PERMITS WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
2. ALL MATERIALS WILL BE CONTAINED WITHIN LIMITS OF DISTURBANCE AND
WILL BE LOCATED A MINIMUM OF 50' FROM ANY WATERCOURSE OR
DRAINAGE STRUCTURES
3. CONCRETE TRUCK CLEANOUT IS ALLOWED WITHIN THE CONSTRUCTION LIMITS
AND SHALL BE PERFORMED AT THE CONCRETE WASHOUT LOCATION. SEE SHEET
G -3C FOR CONCRETE WASHOUT.
CONSTRUCTION SEQUENCE
1. THE CONTRACTOR SHALL NOTIFY NCDENR DIVISION OF LAND QUALITY BEFORE
BEGINNING ANY WORK ON THIS SITE.
2. HOLD PRECONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO
STARTING CONSTRUCTION.
3. FLAG WORK LIMITS AND INSTALL TEMPORARY SILT FENCE, CONSTRUCTION
ENTRANCES, COMBO FENCING, SILT FENCE OUTLETS, AND OTHER MEASURES AS
SHOWN ON THE EROSION CONTROL PLANS. CLEAR ONLY AS NECESSARY TO
INSTALL THESE DEVICES.
4.CONSTRUCT CLEAN WATER DITCHES, STABILIZE AND PROTECT.
5. CALL FOR ON-SITE INSPECTION BY ENVIRONMENTAL INSPECTOR TO OBTAIN
APPROVAL.
6. COMPLETE SITE CLEARING AND GRUBBING FOR ENTIRE PROJECT. MAINTAIN
AND ADJUST DEVICES AS NEEDED.
7. PERFORM GRADING OPERATIONS AND INSTALL PROPOSED DRAINAGE ITEMS.
ROUGH GRADE SITE AND INSURE THAT SEDIMENT LADEN WATER IS DIRECTED TO
SEDIMENT CONTROL DEVICES.
8. STABILIZE ALL DENUDED AREAS.
STABILIZATION FOR THIS PROJECT SHALL COMPLY WITH THE TIME FRAME
GUIDELINES AS SPECIFIED BY THE NCG-010000 GENERAL CONSTRUCTION PERMIT
EFFECTIVE AUGUST 3, 2011 ISSUED BY THE NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES DIVISION OF WATER QUALITY.
TEMPORARY OR PERMANENT GROUND COVER STABILIZATION SHALL OCCUR
WITHIN 7 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY, WITH
THE FOLLOWING EXCEPTIONS IN WHICH TEMPORARY OR PERMANENT GROUND
COVER SHALL BE PROVIDED IN 14 CALENDAR DAYS FROM THE LAST LAND
DISTURBING ACTIVITY:
SLOPES 2:1 AND 3:1, WITH A SLOPE LENGTH OF 10 FEET OR LESS
SLOPES 3:1 OR FLATTER, WITH A SLOPE LENGTH OF 50 FEET OR LESS
SLOPES 4:1 OR FLATTER
9. INSPECT ALL EROSION AND SEDIMENT CONTROL DEVICES WEEKLY AND AFTER
EVERY RAINFALL EVENT. PERFORM REQUIRED MAINTENANCE AND REPAIR
IMMEDIATELY.
10.AFTER THE SITE IS STABILIZED, REMOVE ALL TEMPORARY EROSION AND
SEDIMENT CONTROL MEASURES AND INSTALL PERMANENT VEGETATION ON THE
DISTURBED AREAS.
TEMPORARY SEEDING SCHEDULE
FERTILIZER SHALL BE THE SAME ANALYSIS AS SPECIFIED FOR PERMANENT
SEEDING AND APPLIED AT THE RATE OF 400 POUNDS AND SEEDED AT THE RATE
OF 50 POUNDS PER ACRE. SWEET SUDAN GRASS, GERMAN MILLET, OR BROWNTOP
MILLET SHALL BE USED IN THE SUMMER MONTHS AND RYE GRAIN DURING THE
REMAINDER OF THE YEAR. THE ENGINEER WILL DETERMINE THE EXACT DATES
FOR USING EACH KIND OF SEED.
ANNOUNCEMENT OF COMBINED
SELF-MONITORING AND
SELF -INSPECTION FORM
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO
REQUIRE THAT PERSONS RESPONSIBLE FOR LAND -DISTURBING ACTIVITIES
INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT
THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING
FOLLOWED.
RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS BECAME
EFFECTIVE OCTOBER 1, 2010.
TO SIMPLIFY DOCUMENTATION OF SELF -INSPECTION REPORTS AND NPDES
SELF-MONITORING REPORTS, A COMBINED FORM IS NOW AVAILABLE. THE NEW
FORM WAS DEVELOPED TO SATISFY THE REQUIREMENTS OF THE SEDIMENTATION
POLLUTION CONTROL ACT AND THE NPDES STORMWATER PERMIT FOR
CONSTRUCTION ACTIVITIES, NCG 010000. BEGINNING AUGUST 1, 2013 THE
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES IS RESPONSIBLE FOR
ADMINISTERING BOTH THE SPCA AND THE NPDES STORMWATER PERMIT FOR THE
CONSTRUCTION ACTIVITIES, NCG 010000. THE COMBINED FORM SHOULD MAKE IT
EASIER TO COMPLY WITH SELF -INSPECTION REQUIREMENTS.
THE COMBINED SELF-MONITORING FORM IS AVAILABLE AS A PDF AND WORD
DOCUMENT FROM THE LAND QUALITY WEB SITE,
IF YOU HAVE QUESTIONS, PLEASE CONTACT THE LAND QUALITY SECTION AT A
DENR REGIONAL OFFICE.
MAINTENANCE REQUIREMENTS
1. EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL
OR AT A MINIMUM ONCE A WEEK. IF REPAIRS ARE NEEDED THEY WILL BE
DONE SO IMMEDIATELY.
2. SEDIMENT WILL BE REMOVED FROM BEHIND SILT FENCING WHEN IT BECOMES
0.5 FT DEEP OR GRATER. SILT FENCING WILL BE REPLACED AS NECESSARY TO
MAINTAIN AN ADEQUATE BARRIER.
3. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED ACCORDING TO THE SPECIAL PROVISIONS IN ORDER TO MAINTAIN
A VIGOROUS, DENSE VEGETATIVE COVER.
STATI 0 N
DA/ DITCH NAME
SHEET
AREA
CVALUE
SLOPE
BOTTOMWIDTH
DEPTH
LINING
19+30
DA DDLIREV 01
G-13
2.53
0.45
0.14
2
2
CLASS I RIP RAP
23+58
DA DDLIREV 02
G-14
4.11
0.45
0.14
2
2
CLASS II RIP RAP
27+00
DA DDLIREV 03
G-6, G-1
0.9
0.45
0.141
2
2
TURF REINFORCEMENT MATTING
10+40
DA DDL2
G-12
0.62
0.46
0.14
2
2
TURF REINFORCEMENT MATTING
13+21
DA DDL2 01
G-12
1.07
0.5
0.14
2
2
TURF REINFORCEMENT MATTING
16+23
DA DDL2 02
G-12
2.18
0.46
0.03
2
2
CURLED MAT
25+77
DA DDL3 01
G-6, G-7
1.04
0.46
0.06
2
2
CURLED MAT
28+27
DA DDL3 02
G-7
1.46
0.45
0.06
2
2
TURF REINFORCEMENT MATTING
28+94
DA DDL3 03
G-7
0.78
0.45
0.06
2
2
TURF REINFORCEMENT MATTING
13+35
DA DDL4_01
G-7, G-8
5.4
0.45
0.05
2
2
CURLED MAT
17+87
DA DDL4_0 2
G-8
0.3
0.46
0.05
2
2
TURF REINFORCEMENT MATTING
12+83
DA DDL5 01
G-8, G-9
6.94
0.45
0.05
2
2
CURLED MAT
26+85
DA DDL5_03
G-10
7.14
0.45
0.03
2
2
TURF REINFORCEMENT MATTING
15+41
DA DDL6_01
G-10
4.49
0.45
0.01
2
2
TURF REINFORCEMENT MATTING
14+12
DA DDL6 02
G-11
2.21
0.45
0.01
2
2
CURLED MAT
24+73
DA D122
G-14
0.12
0.55
0.031
2
2
CURLED MAT
23+11
DA D124
G-6, G-1
0.25
0.46
0.03
2
2
JUTE NET LINING
10+24
DA D1914
G-11
0.86
0.45
0.03
2
2
CURLED MAT
11+27
DA D18
G-5
2.68
0.45
0.03
2
2
CURLED MAT
13+37
DA HW10
G-5
1.05
0.46
0.06
2
2
CURLED MAT
15+85
DA HW12
G-5
1.44
0.46
0.06
2
2
TURF REINFORCEMENT MATTING
18+38
DA HW14
G-5, G-6
1.5
0.46
0.06
2
2
TURF REINFORCEMENT MATTING
21+38
DA HW16
G-6
0.92
0.46
0.06
2
2
CURLED MAT
22+49
DA HW18
G-6
0.17
0.51
0.06
2
2
CURLED MAT
23+11
DA HW20
G-6
0.12
0.53
0.06
2
2
JUTENETLINING
28+34
DA LlREV_04
G-6, G-1
2.69
0.45
0.14
2
2
CLASS I RIP RAP
18+33
DA L5_02
G-9
6
0.45
0.03
2
2
TURF REINFORCEMENT MATTING
DITCH NAME
STATI ON
SHEET
IG
AREA
1
C VALUE
SLOPE
DEPTH
STABILIZATION METHOD
8
12+50 - 10+60
-5
4.66
0.36
0.061
1
TURF REINFORCEMENT MATTING
10
13+50 - 12+50
G-5
1.33
0.32
0.058
1
TURF REINFORCEMENT MATTING
12
17+50 - 13+50
G-5
2.1
0.35
0.063
1
TURF REINFORCEMENT MATTING
14
21+40 - 17+50
G-5, G-6
2.99
0.5
0.062
1
TURF REINFORCEMENT MATTING
16
22+20 - 21+40
G-6
5.26
0.38
0.044
1
TURF REINFORCEMENT MATTING
18
23+00 - 22+20
G-6
0.56
0.35
0.065
1
CURLED MAT
20
23+00 - 24+20
G-6
0.31
0.37
0.044
1
CURLED MAT
22
24+20 + 24+80
G-6
0.45
0.38
0.055
1
CURLED MAT
26
24+80 - 25+30
G-6
0.19
0.32
0.046
1
CURLED MAT
28
25+30 - 27+30
G-6, G-7
2.49
0.31
0.033
1
TURF REINFORCEMENT MATTING
30
27+30 - 30+00
G-7
0.78
0.31
0.084
1
TURF REINFORCEMENT MATTING
31
15+40 - 16+60
G-9
2.72
0.3
0.06
1
TURF REINFORCEMENT MATTING
701
16+00 - 31+50
G-7
3.33
0.31
0.014
1
CLASS I RIP RAP
702
27+20 - 30+75
G-7
0.341
0.78
0.07611
TURF REINFORCEMENT MATTING
914111+00
- 10+24
G-11
0.86
0.31
0.101
1
TURF REINFORCEMENT MATTING
NOTES
1. INSTALL STABILIZATION MATTING PER MANUFACTER SPECIFICATIONS
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NOTES
EROSION CONTROL NOTES
TOTAL ACREAGE OF DISTURBED AREA IS 8.40 ACRES, ACREAGE OF PERMANENT SEEDING IS 2.32.
ACREAGE OF TEMPORARY SEEDING IS 0.79 ACRES.
SEE CONTRACT DOCUMENTS FOR SEEDING SPECIFICATIONS.
ON-SITE BURIAL PITS ARE NOT ACCEPTABLE.
ANY GRADING BEYOND THE LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE STATE/TOWN
EROSION CONTROL ORDINANCE AND IS SUBJECT TO FINE.
STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY SEEDING IS NECESSARY
TO ACHIEVE EROSION CONTROL IN LARGE DENUDED AREAS AND ESPECIALLY WHEN SPECIFICALLY
REQUIRED AS PART OF THE CONSTRUCTION SEQUENCE SHOWN ON THE PLAN.
ALL GRADED SLOPES MUST BE SEEDED AND MULCHED WITHIN THE TIMEFRAME DEFINED BY THE PROJECT
STABILIZATION REQUIREMENTS
DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A TEMPORARY COVER ON SLOPES
THAT ARE 4:1 OR STEEPER, MULCH WILL BE ANCHORED.
ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A LOCAL
REPRESENTATIVE OF THE STATE/TOWN STORM WATER MANAGEMENT SECTION AND THE LOCAL
INSPECTIONS DEPARTMENT.
CONSTRUCTION, MAINTENANCE, REMOVAL OF ALL EROSION CONTROL DEVICES, ALL FINES, LEGAL
FEES AND RESTORATION COSTS ARE THE RESPONSIBILITY OF THE CONTRACTOR UNLESS OTHERWISE
NOTED.
A COPY OF THE APPROVED PLANS MUST BE ON FILE AT THE JOB SITE.
CONTRACTOR SHALL OBTAIN A COPY OF EACH SUBSURFACE INVESTIGATION REPORT AND FOLLOW THE
RECOMMENDATIONS OR AS DIRECTED FOR GRADING, COMPLETION AND PAVEMENT DESIGN, ETC.
MULCHING AND MATTING
A. APPLY MULCH OR MATTING AS REQUIRED TO RETAIN SOIL AND GRASS, BUT NO LESS
THAN THE FOLLOWING:
1. SLOPES 2:1 AND GREATER BY SPREADING A LIGHT COVER OF MULCH OVER SEEDED AREA AT THE
RATE OF NOT LESS THAN 92 LBS. PER 1000 SQ.FT.
2. SLOPES LESS THAN 2:1 MULCH WITH MATTING. PIN MATTING TO THE GROUND WITH WIRE STAPLES
AT 5 FOOT INTERVALS, IMMEDIATELY AFTER SEEDING.
3. USE TACK TO PREVENT DISRUPTION OF MULCH.
B. FOR TACK USE AN ASPHALT TIE -DOWN OF EMULSIFIED ASPHALT GRADE AE -E OR CUT-BACK ASPHALT
GRADE RC -2 OR OTHER APPROVED EQUAL. AN APPROVED JUTE MESH OR NET MAY BE USED IN LIEU OF
TACKING STRAW MULCH.
C. OTHER TYPES OF MULCH AND ANCHORING METHODS MAY BE USED UPON APPROVAL BY THE ENGINEER.
D. EXCELSIOR MATTING SHALL MEET NCDOT STANDARD SPECIFICATIONS AND SHALL BE INSTALLED PER
APPROVED PLANS.
PROTECTION
A. PROTECT SEEDED AREAS FROM DAMAGE BY BARRICADES, SIGNS, AND OTHER
APPROPRIATE MEANS. MAINTAIN AND PROTECT SLOPES FROM WEATHER -DAMAGE.
SEEDING
A. ACCOMPLISH SEEDING BY MEANS OF AN APPROVED POWER -DRAWN SEED DRILL, COMBINATION CORRUGATED
ROLLER -SEEDER, APPROVED HAND OPERATED MECHANICAL SEEDER, OR OTHER APPROVED METHODS TO
PROVIDE EVEN DISTRIBUTION OF SEED.
B. DO NOT SEED WHEN GROUND IS EXCESSIVELY WET OR EXCESSIVELY DRY. AFTER SEEDING, ROLL AREA
WITH A ROLLER, NOT LESS THAN 18 INCHES IN DIAMETER AND WEIGHING NOT MORE THAN 210 POUNDS
PER FOOT OF WIDTH. UPON COMPLETION OF ROLLING, WATER AREA WITH A FINE SPRAY.
STABILIZATION FOR THIS PROJECT SHALL COMPLY WITH THE TIME FRAME GUIDELINES AS SPECIFIED C. IMMEDIATELY FOLLOWING SEEDING APPLY MULCH OR MATTING. DO NOT SEED AREAS IN EXCESS OF
BY THE NCG-010000 GENERAL CONSTRUCTION PERMIT EFFECTIVE AUGUST 3, 2011 ISSUED BY THE THAT WHICH CAN BE MULCHED ON SAME DAY.
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF WATER QUALITY.
D. APPLY WATER WITH A FINE SPRAY IMMEDIATELY AFTER EACH AREA HAS BEEN MULCHED. SATURATE TO
EROSION PROVISION 4 INCHES OF SOIL DEPTH.
THE CONTRACTOR SHALL BE REQUIRED TO TAKE EVERY REASONABLE PRECAUTION THROUGHOUT THE
CONTRACT TO PREVENT THE EROSION OF SOIL AND THE SEDIMENTATION OF STREAMS, LAKES,
RESERVOIRS, OTHER WATER IMPOUNDMENTS, GROUND SURFACES, OR OTHER PROPERTY AS REQUIRED BY
THE SEDIMENT POLLUTION CONTROL ACT OF 1973 AND THE 1974 AMENDMENTS TO THE ACT.
FAILURE ON THE PART OF THE CONTRACTOR TO COMPLY WITH THE PROVISIONS OF THE EROSION
CONTROL PLAN OR TO PERFORM EROSION CONTROL WORK AS DIRECTED WILL RESULT IN THE ENGINEER,
INSPECTOR OR NCDENR NOTIFYING THE CONTRACTOR TO COMPLY WITH THESE PROVISIONS. IN THE
EVENT THAT THE CONTRACTOR FAILS TO BEGIN SUCH REMEDIAL ACTION OR FAILS TO BEGIN EROSION
CONTROL WORK WITHIN 24 HOURS AFTER RECEIPT OF SUCH NOTICE WITH ADEQUATE FORCES AND
EQUIPMENT, THE ENGINEER MAY PROCEED TO HAVE THE WORK PERFORMED WITH OTHER FORCES. NO
PAYMENT WILL BE MADE TO THE CONTRACTOR FOR WORK PERFORMED BY OTHERS. ANY COSTS INCURRED
BY THE CITY DUE TO THE FAILURE OF THE CONTRACTOR TO COMPLY WITH THESE PROVISIONS WILL BE
BORNE BY THE CONTRACTOR. SUCH COSTS WILL INCLUDE CIVIL PENALTIES ASSESSED FOR SOIL
EROSION AND SEDIMENTATION CONTROL VIOLATIONS.
ANY COSTS INCURRED BY THE CITY FOR WORK PERFORMED BY OTHERS AS PROVIDED ABOVE IN THE
EXCESS OF THE COSTS THAT WOULD HAVE BEEN INCURRED HAD THE WORK BEEN PERFORMED BY THE
CONTRACTOR WILL BE DEDUCTED FROM RETAINAGE OR OTHER MONIES DUE THE CONTRACTOR OR HIS
CONTRACT.
1) Ground Stabilization*
Site Area
Stabilization
Stabilization Time
Description
Time Frame
Frame Exceptions
• Perimeter dikes,
swales, ditches
7 days
None
and slopes
• High Quality
Water (HQW)
7 days
None
Zones
If slopes are 10' or
• Slopes steeper
7 days
less in length and are
than 3:1
not steeper than 2:1,
14 days are allowed.
7 -days for slopes
• Slopes 3:1 or
14 days
greater than 50 feet
flatter
in length
None
• All other areas (except for
with slopes flatter 14 days perimeters and
than 4:1 HQW Zones)
* "Extensions of time may be approved by the permitting authority
based on weather or other site-specific conditions that make compliance
impracticable." (Section II.B(2)(b))
E. THE AMOUNT OF DISTURBED AREA REQUIRED TO BE TEMPORARILY STABILIZED SHALL BE THE LESSER OF
2500 LINEAR FEET OF DISTURBED AREA OR THE TIMEFRAMES DETAILED IN THE NCDENR NEW
STABILIZATION TIMEFRAMES (EFFECTIVE AUG. 3, 2011).
Major Elements of DWQ Construction General Permit
The major change in the Permit from the previous one is the shorter
times to apply ground stabilization such as mulch, wheat straw, or
grasses. The NC laws and rules relating to the Sediment Act require,
in most places, ground stabilization within 21 days. Based on the new
EPA requirements and 9 -months' work with a permit advisory group,
CTAG, the Division and EPA -developed permit, now contains
requirements for ground cover within 14, and in some places, 7 days.
2) Building Wastes Handling
• No paint or liquid wastes in stream or storm drains
• Dedicated areas for demolition, construction and other
wastes must be located 50' from storm drains and streams
unless no reasonable alternatives available.
• Earthen -material stockpiles must be located 50' from storm
drains and streams unless no reasonable alternatives
available.
• Concrete materials must be controlled to avoid contact with
surface waters, wetlands, or buffers.
3) Discharges to Federally -listed Waters
• Requirements are the same as in previous permit.
• The permit allows reduction from the 20 acre minimum if
the Director of DWQ determines that other BMPs provide
equivalent protection.
4) Inspections
• Same weekly inspection requirements
• Same rain gauge & inspections after 0.5" rain event
• Inspections are only required during "normal business
hours"
• Inspection reports must be available on-site during
business hours unless a site-specific exemption is
approved.
• Records must be kept for 3 years and available upon
request.
• Electronically -available records may be substituted
under certain conditions.
5) Implementation of New Permit Conditions
• Projects permitted under the previous permit can
continue to follow the previously-pennitted conditions.
• Complete applications received prior to August 3, 2011
can follow conditions of approved application.
• Applications received after August 2, 2011 must comply
with new permit conditions.
6) Conditions in Erosion & Sedimentation Control Plans*
Designation on the plans where the 7 and 14 -day ground
stabilization requirements of the NPDES permit apply
Designation on the plans where basins that comply with the
surface -withdrawal requirements of the NPDES permit are
located.
7) Building Wastes Handling
• No paint or liquid wastes in stream or storm drains
• Dedicated areas for demolition, construction and other
wastes located 50' from storm drains and streams unless
no reasonable alternatives are available.
• Earthen -material stockpiles located 50' from storm
drains unless no reasonable alternatives available.
• Concrete materials must be controlled to avoid contact
with surface waters, wetlands, or buffers.
8) Sediment Basins
• Outlet structures must withdraw from basin surface
unless drainage area is less than 1 acre.
• Use only DWQ-approved flocculants.
* In order for the E&SC Plan to satisfy the conditions of the Construction General permit, it must identify areas where the ground stabilization requirements apply and the
location of the basins where the surface -withdrawal requirements apply.
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GREENWAY ENGINEER:
3�932
Nt
(PROJECT NO.:
H13002.00
NTS
G -3A

SILT FENCE C
MIN. 10 GA.
LINE WIRES
DETAIL FOR SILT/COMBINATION FENCE INSTALLATION
AT CULVERT OUTLET
40"
TREE PROTECTION AREA
18"
co DO NOT ENTER
WARNING SIGN DETAIL
8' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
NOTES:
WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL.
LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS.
PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER
PROTECTION AREA.
ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL
FIELD CONDITIONS.
PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
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BELOW THE SHOULDER OR
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TRAP VOLUME OF 1800± CUBIC
FEET PER ACRE OF DISTURBED
AREA. SOME OF THE REQUIRED
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SECTION A -A
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TREE PROTECTION AREA
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PROVIDE A TOTAL SEDIMENT
TRAP VOLUME OF 1800± CUBIC
FEET PER ACRE OF DISTURBED
AREA. SOME OF THE REQUIRED
VOLUME MAY BE PROVIDED BY
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STAPLES STRAW BALE BINDER WIRE—
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PLYWOOD
NATIVE MATERIAL 48"X24" BLACK LETTERS
(OPTIONAL) PAINTED WHITE - 6" HEIGHT
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VARIES
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10 mil PLASTIC LINING PLAN STRAW BALE DETAIL
NOT TO SCALE (TYP)
TYPE "ABOVE GRADE" WITH STRAW BALES
NOTES
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT
FACILITY.
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE
OF THE WORK AND DISPOSED OF OR RECYCLED.
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND
STABILIZED TO PREVENT EROSION.
5. THERE IS NO SEPARATE PAY ITEM FOR CONCRETE WASHOUT.
THE COST OF INSTALLATION, MAINTENANCE, AND REMOVAL SHALL
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NOTES
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD.
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT
FACILITY.
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE
OF THE WORK AND DISPOSED OF OR RECYCLED.
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND
STABILIZED TO PREVENT EROSION.
5. THERE IS NO SEPARATE PAY ITEM FOR CONCRETE WASHOUT.
THE COST OF INSTALLATION, MAINTENANCE, AND REMOVAL SHALL
BE DISTRIBUTED BETWEEN THE OTHER PAY ITEMS.
LATH AND
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3'-0"
STEEL T POST
WIRE FENCING (18"
TO 36")
SILT FENCE FABRIC
(36" MIN WIDTH)
WIRE OR PLASTIC
TIES (3 MIN)
EXISTING GRADE
2'-0"
SIDE VIEW
8" MIN. COVER OVER
SKIRT (SEE NOTE 2)
NOTES:
1. SILT FENCE MUST BE PLACED 18" (MIN) FROM TOE OF SLOPE.
IT CAN NOT BE USED TO HOLD BACK FILL MATERIALS
2. BOTTOM 12 INCHES OF SILT FENCE MUST BE BURIED. PLACE IT
IN A TRENCH 8" DEEP AND 4" WIDE
3. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT
EXCEED 1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED
FLOW OR IN A STREAM BED.
I_ 8' MAX. _I
w VARIARI F AC niPP-rTFf) RY THF PNrINFFR
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MAXIMUM SLOPE LENGTH AND SLOPE
WHICH SEDIMENT FENCE IS APPLICABLE*
SLOPE
SLOPE LENGTH (FT)
MAXIMUM AREA SO FT
<2%
100
10,000
2 TO 5%
75
7,500
5 TO 10%
50
5,000
10 TO 20%
25
2,500
>20% 1
15
1,500
* TABLE INFORMATION TAKEN FRON THE NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL, DETAIL 6.62A.
City of Asheville, NC REVISIONS
STANDARD TEMPORARY DATE DESCRIPTION STD. No.
Standard Specifications SILT FENCE 6&15 MINOR GRAPHIC REP. REVISIONS 7.01
and Details Manual
NOTES:
1. THIS ENTRANCE APPLIES ONLY TO
ENTRANCES FOR COMMERCIAL SITES.
2. FIRST 5' MUST DRAIN AWAY FROM THE
STREET (MIN Y4" PER 1' FALL)
3. FLOW FROM PROJECT SHALL NOT ENTER THE
PUBLIC STREET.
4. FABRIC MAY BE ADDED UNDER THE
STONE WHICH WOULD ADD TOTAL LIFE TO
THE CONSTRUCTION ENTRANCE.
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JCTION
City of Asheville, NC REVISIONS STD. No.
COMMERCIAL DATE DESCRIPTION
Standard Specifications CONSTRUCTION ENTRANCE 7.03
and Details Manual
FRONT VIEW
NOTES:
1. SET FABRIC HEIGHT AT 1 FT MAXIMUM BETWEEN SUPPORT POSTS SPACED NO
MORE THAN 4 FT APART.
2. SET OUTLET ELVATION SO THAT WATER DEPTH CANNOT EXCEED 1.5 IT AT THE
LOWEST POINT ALONG THE FENCELINE.
3. INSTALL A HORIZONTAL BRACE BETWEEN THE SUPPORT POSTS TO SERVE AS
AN OVERFLOW WEIR AND TO SUPPORT TOP OF FABRIC.
4. PROVIDE A RIPRAP SPLASH PAD AS SHOWN ABOVE. EXCAVATE FOUNDA11ON
FOR THE SPLASH PAD A MINIMUM 5 FT WIDE, 1 FT DEEP, AND 5 FT LONG ON
LEVEL GRADE. THE FINISHED SURFACE OF THE RIPRAP SHOULD BLEND WITH
SURROUNDING AREA, ALLOWING NO OVERALL THE AREA AROUND THE PAD
MUST BE STABLE.
5. DIG A V -TRENCH IN THE LINE OF THE FENCE AS SHOWN ABOVE.
6. AVOID JOINTS, PARTICULARLY AT LOW POINTS IN THE FENCE LINE. WHERE
JOINTS ARE NECESSARY, FASTEN FABRIC SECURELY TO SUPPORT POSTS AND
OVERLAP TO THE NEXT POST.
7. TO REDUCE MAINTENANCE, EXCAVATE A SHALLOW SEDIMENT STORAGE AREA
ON UPSLOPE SIDE OF FENCE WHERE SEDIMENTATION IS EXPECTED. PROVIDE
GOOD ACCESS TO DEPOSITION AREAS FOR CLEANOUT AND MAINTENANCE.
1T I, II A f']fl T1-1 11-1 A -
SIDE VIEW
Cit of Asheville, NC REV151UN5 STD. NO.
City STANDARD TEMPORARY SILT FENCE WITH DATE DESCRIPTION
Standard Specifications REINFORCED STABILIZED OUTLET 7.01A
and Details Manual
1,1.5'
I IL I"I\ I nLI\IV
NOTE:
HEIGHT & WIDTH DETERMINED
BY EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
SIDE VIEW
TOP ELEVATION OF STORMWATER
EXISTING SLOPE
EXISTING SLOPES
12" OF #57
WASHED STONE
2' MAX AT CENTER
1, 1. 5'
H C-7 MACUE'n CT/IAIC
1 MAX.
�' ] 1
CLASS B
RIP -RAP
4' TO 6'
FRONT VIEW
City of Asheville, NC REVISIONS STD. NO.
CHECK DAM DATE DESCRIPTION
Standard Specifications 7.07
and Details Manual
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THAT DRAIN 10 ACRES OR LESS.
SECTION THRU BASIN, FILTER AND CULVERT PIPE
FLOOD STORAGE ZONE �I 3
DISTURBED AREA � - I 1
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City of Asheville, NC GRAVEL &RIP RAP REVISIONS STD. NO.
DATE DESCRIPTION
llcvStandard Specifications PIPE INLET PROTECTION 7.10
and Details Manual
CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE
STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS
AGAINST THE EDGE OF THE STORM DRAIN FOR
LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN
OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL
SUPPORT TO SUBSEQUENT ROWS BY PLACING 2 X
4 WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2—INCH OPENINGS OVER ALL
BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4— TO 1/2—INCH IN
DIAMETER, PLACED 2 INCHES BELOW THE TOP OF
THE BLOCK ON A 2:1 SLOPE OR FLATTER AND
SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED
STONE IS RECOMMENDED.
TEMPORARY SEDIMENT
POOL---
1'
OOL1' MIN.
2' MAX.
SEDIMENT
WIRE SCREEN
DEWATERING
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City of Asheville, Ne BLOCK AND GRAVEL REVISIONS STD. No.
DATE DESCRIPTION
Standard Specifications INLET PROTECTION 7.1 1 A
and Details Manual
TOP ELEVATION
STFCI T—DUCT
GALVA
TEMP(
SEDIMEP
CAT(
NOTES:
1. SILT FENCE IS NOT ACCEPTABLE IN PLACE OF
HARDWARE CLOTH.
2. ONLY STEEL T—POST ARE ACCEPTABLE.
3. #57 WASHED STONE MUST BE A MIN 6” ABOVE
THE TOP OF THE CATCH BASIN.
4. TEMPORARY SEDIMENT POOL MUST BE 1' MINIMUM
AND 2' MAXIMUM DEPTH
SIDE ELEVATION
City of Asheville, Ne STANDARD CATCH BASIN DATE DESCRIPTION REVISIONS STD. No.
Standard Specifications
and Details Manual INLET PROTECTION 7.11
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UNRECORDED PLAT BY BORUM WADE &
ASSOCIATES LAST REVISED: 9/27/2006
1 1/2" IPF 0.4' AG
9648-79-5585
DABNEY SUE THRASH PETERSON
AND HUSBAND
NICHOLAS J. PETERSON
EST 69 T NS CLASS 'I' RIP RAP D.B. 4830, PG. 1495
D.B. 4275, PG. 1794
EST 116 SY FILTER FABRIC
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2- DO NOT INSTALL ADVANCE WARNING SIGNS MORE THAN 3 DAYS PRIOR TO BEGINNING OF WORK,
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3- SIGNS SHOWN ARE REQUIRED FOR WORK ZONES THAT WILL REMAIN IN EFFECT OVERNIGHT. FOR
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4- ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE, FIELD ADJUST AS NECESSARY OR AS DIRECTED.
5- USE 3LB STEEL U -CHANNEL POST OR 4" X 4" WOOD POST FOR ALL WORK ZONE SIGNS. 3LB STEEL
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6- WHEN NECESSARY, USE SPLICING IN ACCORDANCE WITH ROADWAY STANDARD DRAWING NO. 1110.01.
7- DO NOT BACK BRACE SIGN SUPPORTS.
EXAMPLE OF "L" & "W" DESIGNATIONS
SHLD.
SHLD.
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TAPER LENGTH CRITERIA FOR
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TYPES OF TAPERS
UPSTREAM TAPER
MERGING TAPER ....................
SHIFTING TAPER ...................
SHOULDER TAPER ...................
TWO-WAY TRAFFIC TAPER............
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MINIMUM LONGITUDINAL DISTANCE "L" (FEET)
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POSTED
SPEED
RECOMMENDED
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MINIMUM
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SIGN SPACING
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1- USE FLUORESCENT ORANGE SHEETING (TYPE VII OR HIGHER) ON ALL ADVANCED WORK ZONE SIGNS.
2- DO NOT INSTALL ADVANCE WARNING SIGNS MORE THAN 3 DAYS PRIOR TO BEGINNING OF WORK,
UNLESS COVERED.
3- SIGNS SHOWN ARE REQUIRED FOR WORK ZONES THAT WILL REMAIN IN EFFECT OVERNIGHT. FOR
SHORT-TERM DAILY MAINTENANCE TYPE OPERATIONS, THIS SIGNING APPLICATION IS OPTIONAL; MAY
USE ONLY APPLICABLE ROADWAY STANDARD DRAWINGS INSTEAD. HOWEVER, IF THIS SIGNING
APPLICATION IS USED, SIGNS MAY BE PORTABLE MOUNTED.
4- ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE, FIELD ADJUST AS NECESSARY OR AS DIRECTED.
5- USE 3LB STEEL U -CHANNEL POST OR 4" X 4" WOOD POST FOR ALL WORK ZONE SIGNS. 3LB STEEL
U -CHANNEL POSTS MUST MEET THE REQUIREMENTS OF STANDARD SPECIFICATION SECTION 1094-1(B),
MAY BE GALVANIZED STEEL, OR MAY BE PAINTED GREEN BY THE POST MANUFACTURER. SQUARE STEEL
TUBING POSTS HAVING EQUIVALENT STRENGTH OF THE 3 LB STEEL U -CHANNEL POST ARE ALSO
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6- WHEN NECESSARY, USE SPLICING IN ACCORDANCE WITH ROADWAY STANDARD DRAWING NO. 1110.01.
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EXAMPLE OF "L" & "W" DESIGNATIONS
SHLD.
SHLD.
L
TAPER LENGTH CRITERIA FOR
CHANNELIZING DEVICES IN WORK ZONES
TYPES OF TAPERS
UPSTREAM TAPER
MERGING TAPER ....................
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SHOULDER TAPER ...................
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4 -DIRECTION OF TRAFFIC FLOW 110 1■ 0 1
QUICK REFERENCE - "L" DISTANCE TABLE
MINIMUM LONGITUDINAL DISTANCE "L" (FEET)
(ROUNDED VALUES)
POSTED
SPEED
LATERAL WIDTH "W" (FEET)
s"
(MPH)
1
2
3
4
5
6
7
8
9
10
11
12
20
10
15
20
30
35
40
50
55
60
70
75
80
25
15
25
35
45
55
65
75
85
95
105
115
125
30
15
30
45
60
75
90
105
120
135
150
165
1BO
35
25
45
65
85
105
125
145
165
185
205
225
245
40
30
55
80
110
135
160
190
215
240
270
295
320
45
1 45
90
135
180
225
270
1 315
1 360
405
1 450
495
540
50
50
100
150
200
250
300
350
400
450
500
550
600
55
55
110
165
220
275
330
385
440
495
550
605
860
60
60
120
180
240
300
360
420
460
540
600
660
720
85
65
130
195
260
325
390
455
520
585
650
715
7BO
70
70
140
210
280
350
420
490
560
630
700
770
640
GENERAL NOTES
1- TABLE FOR "L" DISTANCE IS BASED ON CHANNELIZATION TAPER FORMULA FROM THE M.U.T.C.D.
WHERE:
SPEED LIMIT FORMULA
40 MPH OR LESS LMIN W x S2
60
45 MPH OR GREATER LMIN= W x S
L = MINIMUM TAPER LENGTH IN FEET (LONGITUDINAL DISTANCE)
W = WIDTH OF OFFSET IN FEET (LATERAL DISTANCE)
S = POSTED SPEED LIMIT, OR OFF-PEAK 85 PERCENTILE SPEED IN MPH PRIOR TO WORK STARTING,
OR THE ANTICIPATED OPERATING SPEED IN MPH
2- "L" DISTANCE IS FOR APPLICATION WITH CHANNELIZING DEVICE AND PAVEMENT MARKING TAPERS
AND TRANSITIONS. CHANNELIZING DEVICES INCLUDE DRUMS, CONES, TUBULAR MARKERS,
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PASSING SIGHT DISTANCE
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JOHN P° HOLT
D. B. 18169 PG° 59
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P. B. 6, PG° 6
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PIN 964868810000000
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D.B. 4326, P.G 15
PIN 964877093500000
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WILLOWNC, LLC
D. B. 5103, PG. 1234
LOT 3, ARDMION PARK
P.B.169, PGe 63
PIN 964868817500000
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D. B. 5103, PGo 1234
LOT 2, ARDMION PARK
P.B.169, PGe 63
PIN 964868915800000
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D.B.5103, PGe 1234
LOT I, ARDMION PARK
P.B.169, PGe 63
'IN 964878020300000
PLAT BOOK 124, PAGE 48 INDICATES THAT THIS
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D.B. 4720, PG. 1011
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D.B. 1775, PG. 306
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D.B. 4275, PG. 1794
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9648-79-6872 (SEE DETAIL, SHEET 2K)
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D.B. 1324, PG. 732
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9648-79-6872 (SEE DETAIL, SHEET 2K)
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D.B. 1324, PG. 732
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D.B.1319, PGe 765
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D.B. 4097, PGa 513
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D.B. 730, PG. 212
AREA 2
P.B. 134, PG. 104
PIN 964970840800000
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D.B. 4159, PG. 828
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