20160585 Ver 2_Pages from FrenchBroadRiverGreenway_20180323_Sealed-2_20200129

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MEADO-A
CITY OF ASHEVILLE
NORTH CAROLINA
FRENCH BROAD WEST GREENWAY
LOCATION:
FROM FRENCH BROAD RIVER PARK
TO NEW BELGIUM BREWERY
TYPE OF WORK:
GRADING, PAVING, RETAINING WALL,
DRAINAGE, & LANDSCAPING,
SIGNAGE, EROSION CONTROL
TIP# U-5019B
CITY OF ASHEVILLE PERMIT# 17-03455PZ & 17-03811FL
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END —L1— CONSTRUCTION
—Ll— STA. 16 + 48.64
BEGIN—L2REV3— CONSTRUCTION
STA. 9 + 88.21
DESIGN DATA
PROJECT LENGTH
DESIGN SPEED = 20 MPH
LEAN ANGLE = 15 DEGRESS
FUNC. CLASSIFICATION = GREENWAY
LENGTH OF PROJECT = 1.14 MILES
GRAPHIC SCALES
50 25 0
50 100 50 25 0 50
PLANS
100 10 5 0 10 20
PROFILE (HORIZONTAL) PROFILE (VERTICAL)
7
INDEX OF SHEETS
1
1A
1B THRU 1C
2 THRU 2 D 3
3 THRU 3D-1
4 THRU 9
EC-1 THRU EC-9
SW-1 THRU SW-5
L100
L200 THRU L201
L300 THRU L305
W1 THRU W4
XA
X1 THRU X28
END
TITLE
STANDARD SYMBOLOGY SHEET
NOTES
TYPICAL SECTION & DETAILS
SUMMARY SHEETS
PLAN & PROFILE SHEETS
EROSION CONTROL PLANS
STORMWATER PLANS
PLANTING PLAN
PARKING LAYOUT PLANS
SIGNAGE PLAN
RETAINING WALL PLANS
INDEX OF CROSS SECTIONS lam
CROSS SECTIONS
CONSTRUCTION
—L2REV3— STA. 63 + 89.10
L2REV3,--
RETAINING WALL #1
METHOD OF GRADING:
CLEARING ON THIS PROJECT SHALL BE TO
LIMITS ESTABLISHED USING METHOD II.
0'
RETAINING WALL #2
RETAINING WALL #3
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THESE PLANS HAVE BEEN APPROVED FOR
CONSTRUCTION BY THE CITY OF ASHEVILLE
PLANS PREPARED BY:
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ULIC ENGINEER
PROJECT NO.:
A15002.00

04/06/15
BOUNDARIES AND PROPERTY:
State Line
County Line
Township Line
City Line
Reservation Line
Property Line
Existing Iron Pin
Property Corner
Property Monument
Parcel/Sequence Number
Existing Fence Line
Proposed Woven Wire Fence
Proposed Chain Link Fence
Proposed Barbed Wire Fence
Existing Wetland Boundary
Proposed Wetland Boundary
Existing Endangered Animal Boundary
Existing Endangered Plant Boundary
Existing Historic Property Boundary
Known Contamination Area: Soil
Potential Contamination Area: Soil
Known Contamination Area: Water
Potential Contamination Area: Water
Contaminated Site: Known or Potential
BUILDINGS AND OTHER CULTURE:
0
LIP
x
ECM
x
x
0
WLB — —
WLB
Gas Pump Vent or U/G Tank Cap
Sign
Well
Small Mine
Foundation
Area Outline
Cemetery
Building
School
Church
Dam
HYDROLOGY:
Stream or Body of Water
Hydro, Pool or Reservoir
Jurisdictional Stream
Buffer Zone 1
Buffer Zone 2
Flow Arrow
Disappearing Stream
Spring
Wetland
EAB
EPB
HPB
0
0
S
0
1
JS
BZ 1
BZ 2
CONVENTIONAL PLAN SHEET SYMBOLS
RAILROADS:
Standard Gauge
RR Signal Milepost
Switch
RR Abandoned
RR Dismantled
Note: Not to Scale
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 R"W Marker
Proposed Control of Access Line with
Concrete C/A Marker
Existing Control of Access
Proposed Control of Access
Existing Easement Line
Existing Duke Power Easement Line
Proposed
Proposed
Proposed
Proposed
Proposed
Proposed
Proposed
Proposed
Temporary Construction Easement -
Temporary Drainage Easement
Permanent Drainage Easement
Permanent Drainage /Utility Easement
Permanent Utility Easement
Temporary Utility Easement
Aerial Utility Easement
Permanent Easement with
Iron Pin and Cap Marker
S. U.E. = Subsurface Utility Engineering
CSX TRANSPORTATION
0
MILEPOST 35
SWITCH
♦
A
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ROADS AND RELATED FEATURES:
Existing Edge of Pavement
Existing Curb
Proposed Slope Stakes Cut
Proposed Slope Stakes Fill
Proposed Curb Ramp
Existing Metal Guardrail
7 Proposed Guardrail
Proposed Lateral, Tail, Head Ditch
False Sump
» > >
FLOW
Existing Cable Guiderail
Proposed Cable Guiderail
Equality Symbol
Pavement Removal
VEGETATION:
Single Tree
Single Shrub
Hedge
Woods Line
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PDE
PUE
TUE
AUE
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Orchard
Vineyard
EXISTING STRUCTURES:
MAJOR:
Bridge, Tunnel or Box Culvert
Bridge Wing Wall, Head Wall and End
MINOR:
Head and End Wall
Pipe Culvert
Footbridge
Wall -
Drainage Box: Catch Basin, DI or JB
Paved Ditch Gutter
Storm Sewer Manhole
Storm Sewer
UTILITIES:
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
U/G Power Line LOS B (S.U.E.*)
U/G Power Line LOS C (S.U.E.*)
U/G Power Line LOS D (S.U.E.*)
TELEPHONE:
Existing Telephone Pole
Proposed Telephone Pole
Telephone Manhole
Telephone Pedestal
Telephone Cell Tower
U/G
U/G
U/G
U/G
U/G
U/G
U/G
U/G
U/G
U/G
Telephone Cable Hand Hole
Telephone Cable LOS B (S.U.E.*)
Telephone Cable LOS C (S.U.E.*)
Telephone Cable LOS D (S.U.E.*)
Telephone Conduit LOS B (S.U.E.*)
Telephone Conduit LOS C (S.U.E.*)
Telephone Conduit LOS D (S.U.E.*)
Fiber Optics Cable LOS B (S.U.E.*)
Fiber Optics Cable LOS C (S.U.E.*)
Fiber Optics Cable LOS D (S.U.E.*)
Vineyard
CONC
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CONC WW
C
CONC HW
CB
S
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—T— — — —
T
T
—TC— — —
TC
TC
—T FO— — —
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—TFO
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WATER:
Water Manhole
Water Meter
Water Valve
Water Hydrant
U/G Water Line
U/G Water Line
U/G Water Line
LOS B (S. U. E*)
LOS C (S.U.E*)
LOS D (S.U.E*)
Above Ground Water Line
TV:
TV Pedestal
TV Tower
U/G TV Cable Hand Hole
U/G TV Cable LOS B (S.U.E.*)
U/G TV Cable LOS C (S.U.E.*)
U/G TV Cable LOS D (S.U.E.*)
U/G Fiber Optic
U/G Fiber Optic
U/G Fiber Optic
GAS:
Gas Valve
Gas Meter
Cable
Cable
Cable
LOS B (S.U.E.*)
LOS C (S.U.E.*)
LOS D (S.U.E.*)
U/G Gas Line
U/G Gas Line
U/G Gas Line
LOS B (S.U.E.*)
LOS C (S.U.E.*)
LOS D (S.U.E.*)
Above Ground Gas Line
SANITARY SEWER:
Sanitary Sewer Manhole
W
A/G Water
c
HH
—TV— — — -
TV
Sanitary Sewer Cleanout
U/G Sanitary Sewer Line
Above Ground Sanitary Sewer
SS Forced Main Line LOS B (S.U.E.*)
SS Forced Main Line LOS C (S.U.E.*)
SS Forced Main Line LOS D (S.U.E.*)
MISCELLANEOUS:
Utility Pole
Utility Pole with Base
Utility Located Object
Utility Traffic Signal Box
Utility Unknown U/G Line LOS B (S.U.E.*)
U/G Tank; Water, Gas, Oil
Underground Storage Tank, Approx. Loc.
A/G Tank; Water, Gas, Oil
Geoenvironmental Boring
U/G Test Hole LOS A (S.U.E.*)
Abandoned According to Utility Records
End of Information
TV
TV FO
TV FO
TV FO
G
G
A/G Gas
SS
A/G Sanitary Sewer
FSS
FSS
FSS
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E.O.I.
TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
1A

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.
4.
5.
NO GRADING IS TO OCCUR IN THE TREE PROTECTION AREAS OR TREE CRITICAL ROOT ZONES.
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.
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 SUBMIT ANY AND ALL SHOP DRAWINGS BEFORE THE TIME OF OR AT THE PRE -
CONSTRUCTION MEETING.
3. CONTRACTOR SHALL CONFINE CONSTRUCTION ACTIVITY WITHIN LIMITS OF CONSTRUCTION.
4. 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.
5. STAKED CENTERLINE OF THE TRAIL IS TO BE APPROVED BY THE CITY OF ASHEVILLE,
6. ERECT TREE PROTECTION FENCE ALONG LIMIT OF CONSTRUCTION FOR INSPECTION BY CITY OF
ASHEVILLE SITE INSPECTOR.
7.
8.
9.
10.
11.
12.
INSTALL REQUIRED EROSION CONTROL MEASURE PRIOR TO CONSTRUCTION.
CONTRACTOR TO CALL FOR UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
PROPOSED PAVEMENT SHALL MEET EXISTING PAVEMENT FLUSH.
TRAIL TO EXHIBIT 2% CROSS SLOPE TOWARDS CREEK OR LOW AREA, OR PER SUPER ELEVATIONS
SHOWN ON THE PLANS AND CROSS -SECTIONS.
SIDE SLOPE SHALL BE 2:1 MAXIMUM AND 2% MINIMUM SLOPE EXCEPT WHERE OTHERWISE NOTED.
ALL DISTURBED AREAS SHALL BE SEEDED PER SPECIFICATION.
13. GRADE SIDE SLOPES AND ADJACENT GROUND TO DRAIN. ENSURE THAT THERE IS NO STANDING
WATER ON EITHER SIDE OF THE TRAIL. INSTALL DIVERSION DITCH AS NEEDED TO DIRECT WATER TO
CULVERTS.
14. ADDITIONAL CULVERTS WILL BE ADDED AS NEEDED DURING CONSTRUCTION TO PREVENT EROSION
AND SLICK SPOTS ON GREENWAY TRAIL.
15. DRAINAGE CULVERTS SHALL BE CONCRETE AND HAVE A FLARED END SECTION ON BOTH ENDS. A
CLASS B RIP -RAP DISSIPATER WITH FILTER FABRIC SHALL BE INSTALLED AT THE PIPE OUT -FLOW.
16. TREES SHALL BE LIMBED UP A VERTICAL DISTANCE OF 10 FEET FROM THE FOREST FLOOR, WITHIN
5 FEET FROM THE OUTSIDE EDGE OF THE TRAIL. REMOVE DANGEROUS TREE LIMBS HANGING OVER TRAIL
AS DIRECTED BY THE PARK PLANNER. DEAD TREES THAT PRESENT A DANGER TO PEDESTRIANS
UTILIZING THE TRAIL SHALL BE REMOVED DURING CONSTRUCTION.
17. THE ENGINEERING INSPECTOR SHALL INSPECT PROOF ROLL OF GREENWAY TRAIL PRIOR TO
PLACEMENT OF FABRIC AND 6" OF CRUSHED STONE. THE TRAIL SHALL ALSO BE PROOF ROLLED PRIOR
TO PAVING. A MINIMUM OF 95% COMPACTION IS REQUIRED.
18. ALL TRAILS THAT INTERSECT WITH ROADS OR PARKING LOTS SHALL BE SECURED WITH STANDARD
GATES OR BOLLARDS AS SHOWN ON THE PLANS.
19. THE EDGES OF PAVED TRAILS SHALL BE A MINIMUM OF 2' TO THE EDGE OF RAISED MANHOLES.
20. SAFETY RAILING SHALL BE LOCATED AS SHOWN ON PLANS.
21. THE CONTRACTOR SHALL ENSURE THAT ALL ACCESS POINTS LEADING TO THE TRAIL ARE POSTED
WITH SIGNS THAT READ TRAIL CLOSED FOR CONSTRUCTION.
PLANS PREPARED BY:
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HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
1B

BMP CONSTRUCTION NOTES
1.
BIORETENTION MEDIA SHALL HAVE AN INFILTRATION RATE OF 1 TO 6 INCHES PER HOUR WITH 1 TO
2 INCHES PER HOUR PREFERRED. CONTRACTOR SHALL TEST BIORETENTION MEDIA AND PROVIDE TEST
RESULTS TO THE CITY OF ASHEVILLE SITE ENGINEERING CONSTRUCTION COORDINATOR PRIOR TO
CONSTRUCTION OF ANY BIORETENTION CELLS.
2. THE CONTRACTOR SHALL TEST BIORETENTION MEDIA FOR THE P-INDEX VALUE WHICH MUST NOT
EXCEED 50. RESULTS SHALL BE PROVIDED TO THE CITY OF ASHEVILLE PRIOR TO CONSTRUCTION OF
ANY BIORETENTION CELLS.
3. ALL SOD USED FOR BIORETENTION CELLS MUST BE GROWN IN SANDY SOIL OR MUST BE WASHED TO
REMOVE CLAY SOIL FROM THE ROOT MASS PRIOR TO INSTALLATION.
SEEDING NOTES
1.
THE CONTRACTOR SHALL SEED THE LIMITS OF DISTURBANCE WITH A RAPARIAN BUFFER SEED MIX
FOR NORTH CAROLINA PROJECTS AS SHOWN IN THE TABLE BELOW OR AN APPROVED EQUIVALENT. THIS
SEED MIX REQUIREMENT SHALL SUPERCEDE ANY OTHER REFERENCE TO SEED MIX ELSEWHERE IN THE
CONSTRUCTION OR EROSION CONTROL PLANS WITH THE EXCEPTION OF THE BMPS.
Permanent seed mixtures for the project site shall be planted throughout the floodplain and riparian buffer
areas except the vernal pools. Permanent seed mixtures shall be applied with temporary seed, as defined
in the construction specifications.
Common Name
Scientific Name
Percent
of
Mixture
Seeding
Density
(Ibs/acre)
Wetness
Tolerance
Redtop
Agrostis alba
10%
1.5
FACW
Virginia Wildrye
Elymus virginicus
15%
2.25
FAC
Switchgrass
Panicum virgatum
15%
2.25
FAC+
Eastern Gamma Grass
Tripsacum dactyloides
5%
0.75
FAC+
Pennsylvania Smartweed
Polygonum pennsylvanicurr
5%
0.75
FACW
Little Blue Stem
Schizachyrium scoparium
5%
0.75
FACU
Soft Rush
Juncus effusus
5%
0.75
FACW+
Beggars Tick
Bidens frondosa (or aristosa
5%
0.75
FACW
Lance -Leaved Tick Seed
Coreopsis lanceolata
10%
1.5
FAC
Tioga Deer Tongue
Dichanthelium clandestinum
15%
2.25
FACW
Big Blue Stem
Andropogon gerardii
5%
0.75
FAC
Indian Grass
Sorgastrum nutans
5%
0.75
FACU
SEQUENCE OF CONSTRUCTION ACTIVITIES
1. A PRE CONSTRUCTION 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.
7. BEGIN CLEARING AND GRUBBING. MAINTAIN DEVICES AS NEEDED. INSTALL PERMANENT PIPES DURING
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 ENVIRONMENTAL 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 DECOMMISIONED 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.
FRENCH BROAD RIVER
GREENWAY
PLANS PREPARED BY:
TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00

PAVEMENT SCHEDULE
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4.5" PORTLAND CEMENT CONCRETE PAVEMENT WITH
WELDED WIRE MESH.
Cl
PROP. APPROX. 2" ASPHALT CONCRETE SURFACE
COURSE, TYPE S9.5B, AT AN AVERAGE RATE OF
229 LBS. PER SQ. YD.
D1
PROP. APPROX. 4" ASPHALT CONCRETE SURFACE
COURSE, TYPE I19.OB, AT AN AVERAGE RATE OF
480 LBS. PER SQ. YD.
J1
PROPOSED 6" AGGREGATE BASE COURSE.
T
EARTH MATERIAL.
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 STANDARD
PROCTOR COMPACTION
TEST. THE UPPER 12 INCHES OF THE STRUCTURAL FILL
PLACED SHOULD BE COMPACTED TO 98 PERCENT OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY. TO CONFIRM
THAT THE SPECIFIED DEGREE OF COMPACTION IS
OBTAINED, FIELD DENSITY TESTING SHOULD BE
PERFORMED IN EACH LIFT BY A SOILS TECHNICIAN.
SEE PROJECT GEOTECH REPORT FOR MORE
DETAILED INFORMATION.
V1
GEOTEXTILE SEPERATOR FABRIC
NOTES:
ORIGINAL
GROUND
1. CROSS SLOPE DIRECTION VARIES. SEE PLAN VIEW AND CROSS SECTIONS FOR
DIRECTION OF SLOPE.
2. SHOULDERS TO MATCH CROSS SLOPE OF GREENWAY TRAIL.
3. CONTRACTOR IS RESPONSIBLE FOR RE-ESTABLISHING ALL SLOPES DISTRUBED
BY CONTSTRUCTION.
ORIGINAL
GROUND
ORIGINAL
GROUND
1' SHLD.
k
Al
S
SEE SWALE
DETAIL 12
AND SHEET 3D-1
2' SHLD.
0.02
-Ll-,-L2REV3-
1' SHLD.
0.02
GRADE TO THIS LINE
4.5"
0.02
Al
GRADE POINT
0.02
-III-I I I I I I 'I I I_fljI I_ICI I-1 I-1-1-1-1-1-1-1--1
-111=1 =111E111E111E111E111E111E111E111E111=111111=111=111=111=111=111=111=111= 1=
-I I1 11-11, ; ,I 11-1 11-1 1-1 11-1 11-1 11-1 I ICI 11-1 11-1 11-1 11-1 11-1 11-1 11-1 I I, ;III- I I-1
COMPACTED SUBGRADE (95% MIN.)
SA
2' SHLD.
GRADE TO THIS LINE
GRADE POINT
0.02
0.02
-Ll-,-L2REV3-, -PL2-
GRADE POINT
0.02
2' SHLD.
0.02
TYPICAL SECTION NO. 1
LD TYPICAL 10' ASPHALT GREENWAY SECTION
-L1- STA. 10+00.00 TO 15+60.00
-L2REV3- STA. 9+88.21 TO 14+68.05
- P L2- STA. 10+00.00 TO 10+75.78
-L2REV3-
5'
0.02
2' SHLD.
(-,uz71,-OOr 00
(99)00
SEE SWALE
DETAIL 12
AND SHEET 3D-1
SAFETY RAIL*
/ SEE DETAIL 1 AND 4
SHEET 2C
GRADE TO THIS LINE
TYPICAL SECTION NO. 2
ETY RAIL*
i SE
SH
.02
E DETAIL 4
EET 2C
TYPICAL SECTION NO. 3
10' CONCRETE SECTION
-L 1- STA. 15+60.00 TO 16+48.62
-L2REV3- STA. 63+58.40 TO 63+84.10
HD 10' ASPHALT GREENWAY SECTION
-L2REV3- STA. 14+68.05 TO 25+00.00
ORIGINAL
GROUND
� M/N
SAFETY RAIL*
/ SEE DETAIL 1 AND 4
SHEET 2C
SEE
S`ppE
ecl 0NS
ORIGINAL
GROUND
ORIGINAL
GROUND
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
ORIGINAL
GROUND
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
2

PAVEMENT SCHEDULE
Al
4.5" PORTLAND CEMENT CONCRETE PAVEMENT WITH
WELDED WIRE MESH.
C1
PROP. APPROX. 2" ASPHALT CONCRETE SURFACE
COURSE, TYPE S9.5B, AT AN AVERAGE RATE OF
229 LBS. PER SQ. YD.
D1
PROP. APPROX. 4" ASPHALT CONCRETE SURFACE
COURSE, TYPE I19.OB, AT AN AVERAGE RATE OF
480 LBS. PER SQ. YD.
J1
PROPOSED 6" AGGREGATE BASE COURSE.
T
EARTH MATERIAL.
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 STANDARD
PROCTOR COMPACTION
TEST. THE UPPER 12 INCHES OF THE STRUCTURAL FILL
PLACED SHOULD BE COMPACTED TO 98 PERCENT OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY. TO CONFIRM
THAT THE SPECIFIED DEGREE OF COMPACTION IS
OBTAINED, FIELD DENSITY TESTING SHOULD BE
PERFORMED IN EACH LIFT BY A SOILS TECHNICIAN.
SEE PROJECT GEOTECH REPORT FOR MORE
DETAILED INFORMATION.
V1
GEOTEXTILE SEPERATOR FABRIC
NOTES:
ORIGINAL
GROUND
1. CROSS SLOPE DIRECTION VARIES. SEE PLAN VIEW AND CROSS SECTIONS FOR
DIRECTION OF SLOPE.
2. SHOULDERS TO MATCH CROSS SLOPE OF GREENWAY TRAIL.
3. CONTRACTOR IS RESPONSIBLE FOR RE-ESTABLISHING ALL SLOPES DISTRUBED
BY CONTSTRUCTION.
ORIGINAL
GROUND
RETAINING WALL,
HEIGHT VARIES.
(SEE DETAILS & PROFILE
SHEETS W1 & W2)
PAVE TO FACE OF WALL
GRADE TO THIS LINE
ORIGINAL
GROUND
V
N
S
ORIGINAL
GROUND
ORIGINAL
GROUND
ORIGINAL
GROUND
SEE SWALE
DETAIL 12
AND SHEET 3D-1
�`pS
G
GRADE TO THIS LINE
11 'III 111 I11-111E111E111E111_I1.1-111E111E111E111-111-III-111
1=111E �El 11E11 IEI 1 IEI 1 IEI 1 IEI 11H11 I-111E111E111E111E111EI 11I-11 11=
—III—III—III=III=III=III=III=III=11EIII=III=III=III=III=III=III-1 El
111-111, ;�111=111-1 1-111E111-111-1 T 11111111111111111111111111 1 I-
I 6" I1111IIEI
s
VA
BL
CROS c `. Rope
TIoNS
SSG
-L2REV3-
#4BARS @8"EW
GRADE POINT
0.02
1' SHLD.
4.5"
0.02 r 0.02
-III
=111—I 11 111—III 11—I I LH I-111E111E111-11.11EIII—I 11-111—I 11—I 11-111-111
III=III=11=III— EIIIE111E111E111E111E101111E111E111E111-111E111E111E11
—111-1=111E111E111E111E111E111E111E111E11E111E111E1111111111111111
—11-1117,1117111=111-1 1-111E111E1111111111111111111111111111111_�
I-111— 111E 1-
6" ' 1E111E1 I 1E1
I
•
12"
COMPACTED SUBGRADE (95% MIN.)
1' SHLD.
0.02
18"
TYPICAL SECTION NO. 4
10' CONCRETE SECTION
-L 1- STA. 15+60.00 TO 16+48.62
-L2REV3- STA. 25+00.00 TO 36+55.00
-L2REV3- STA. 38+95.00 TO 50+15.00
-L2REV3- STA. 53+24.00 TO 61+55.00
-L2REV3- STA. 62+00.00 TO 62+80.00
1' SHLD.
GRADE TO THIS LINE
-L2REV3-
12"
COMPACTED SUBGRADE (95% MIN.)
4'
=III
—111-1II II1= II—III—III—III—III—III—III=III=III—III—III 11
111E111- —I =1 I —I 1=1 1=1 11=1 1 111=111=111=111=111—I I � 1 18"
-III-I -III-IIIII=III-III=III-II'1=111=111=III=III=111=1 HEl I E
11 III-1 I„ III-1 11 11 I11 II 11 11I 11 11 1-1I I_— — 1 I-
1 111_ 11 1-
6�� 11E111E111-�
-L2REV3-
4'
1' SHLD.
SAFETY RAIL*
/ SEE DETAIL 1 AND 4
SHEET 2C
SLOPE
v p,RiAg SECIkpNS
SEE CRps
V
N
S
ORIGINAL
GROUND
ORIGINAL
GROUND
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
SAFETY RAIL*
/ SEE DETAIL 1 AND 4
SHEET 2C
12" T6"
COMPACTED SUBGRADE (95% MIN.)
TYPICAL SECTION NO. 5
10' CONCRETE SECTION
**-L2REV3- STA. 36+55.00 TO 36+65.00 (SEE PLANS)
-L2REV3- STA. 36+65.00 TO 38+85.00
**-L2REV3- STA. 38+85.00 TO 38+95.00 (SEE PLANS)
VAR OR
18"
L
TYPICAL SECTION NO. 6
10' CONCRETE SECTION
-L2REV3- STA. 50+15.00 TO 53+24.00
6"
SAFETY RAIL*
/ SEE DETAIL 1 AND 4
SHEET 2C
H
s
ORIGINAL
GROUND
N
S
ORIGINAL
GROUND
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
s� N CARG,'io
3ES4 E77834B;...
3/9 8
41111100
TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
2A

PAVEMENT SCHEDULE
Al
4.5" PORTLAND CEMENT CONCRETE PAVEMENT WITH
WELDED WIRE MESH.
C1
PROP. APPROX. 2" ASPHALT CONCRETE SURFACE
COURSE, TYPE S9.5B, AT AN AVERAGE RATE OF
229 LBS. PER SQ. YD.
D1
PROP. APPROX. 4" ASPHALT CONCRETE SURFACE
COURSE, TYPE I19.OB, AT AN AVERAGE RATE OF
480 LBS. PER SQ. YD.
J1
PROPOSED 6" AGGREGATE BASE COURSE.
T
EARTH MATERIAL.
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 STANDARD
PROCTOR COMPACTION
TEST. THE UPPER 12 INCHES OF THE STRUCTURAL FILL
PLACED SHOULD BE COMPACTED TO 98 PERCENT OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY. TO CONFIRM
THAT THE SPECIFIED DEGREE OF COMPACTION IS
OBTAINED, FIELD DENSITY TESTING SHOULD BE
PERFORMED IN EACH LIFT BY A SOILS TECHNICIAN.
SEE PROJECT GEOTECH REPORT FOR MORE
DETAILED INFORMATION.
V1
GEOTEXTILE SEPERATOR FABRIC
NOTES:
1. CROSS SLOPE DIRECTION VARIES. SEE PLAN VIEW AND CROSS SECTIONS FOR
DIRECTION OF SLOPE.
2. SHOULDERS TO MATCH CROSS SLOPE OF GREENWAY TRAIL.
3. CONTRACTOR IS RESPONSIBLE FOR RE-ESTABLISHING ALL SLOPES DISTRUBED
BY CONTSTRUCTION.
ORIGINAL
GROUND
18'
PARKING
STALLS
0.02
ORIGINAL
GROUND
C
SEE VARIABLE SLOPE
CROSS -SECTIONS
1' SHLD.
-L2REV3-
s
0.02
4.5'
r 0.02
Al
GRADE POINT
0.02
SAFETY RAIL*
/ SEE DETAIL 4
SHEET 2C
GRADE TO THIS LINE
DRIVING
LANE
GRADE POINT
-III
III-
-11 E111 11 E111 11 E11 E11 E111-I
111E111=11E111E. -111E111E111E111E111E111H111=111=111=111=111=111E11=11 i1 I1 1=1
-11-I 1 -11-I-11-111-III-111E111E111EEI I 1=111EI B 1EI I I=111=111=111E=1-
I „ ,III-11 ; ,III1 I I-1 11-1 111 111 111 I I-1 111 11-1 111 111 111 111 111 I I, III-1 I I-1
COMPACTED SUBGRADE (95% MIN.)
TYPICAL SECTION NO. 7
10' CONCRETE SECTION
-L2REV3- STA. 61+55.00 TO 62+00.00
-L2REV3- STA. 62+80.00 TO 63+58.40
C� -PL1-
DRIVING
LANE
18'
PARKING
STALLS
GRADE TO THIS LINE
TYPICAL SECTION NO. 8
58' ASPHALT PARKING SECTION
USE TYPICAL SECTION FOR THE FOLLOWING:
-P L 1- STA. 10+35.80 TO 13+51.39
0.02
RETAINING WALL,
HEIGHT VARIES.
(SEE DETAILS & PROFILE
SHEETS W1 & W2)
*PROVIDE A SAFETY RAIL FOR THE
FOLLOWING CIRCUMSTANCES:
SLOPE >_ 3:1 AND DROP OF 6'
SLOPE >_ 2:1 AND DROP OF 4'
SLOPE >_ 1:1 AND DROP OF 1'
USE STANDARD SPLIT -RAIL FENCE
WHERE INDICATED ON PLAN SHEETS
ORIGINAL
GROUND
PLANS PREPARED BY:
(41
TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
2B

END
POST
POST
-nU
6"
4 5"
10"
SLOT
RAIL
PERSPECTIVE VIEW
4.5" SLOTS
NOTES:
1) ALL WOOD FOR SPLIT RAIL FENCE TO BE PRESSURE TREATED.
2) END POST SHALL BE TERMINAL POST.
1O'-0"
10' x 3.5" x 1.5" RAILS WITH
TAPERED TIPS TO MEET SLOTS
POST (TYPICAL)
�/ V EXISTING GRADE 4 )/
11 1_I 11_I 1 1_I 1 1_I 11 1_I 1 I_I I I_I 11_I 11_I 11_I 11_I 11_I 1 1_I 11_I 11_I 11_I l I
111=111=111=111=111=1 a 11=I 11=1 o 1=I I a I o 1=I I a 11=I I I=1 I I=1 I I-�
IjIITII�II�II�IITII�IITll llll„1111=111=1IEH .ITI=IIErn, IITII ,ICI, ,I�I-ITI _HE
111III1 1= ITI=� ...
III- I1T • I i=ITI-•
.. I � I=I � Ma:
EXISTING SOIL
-III- 1-III- '
•111-11
11111= 9, =III- CONCRETE FOOTING
III-1 1III-III=III='
=11 E111E111=11 ="
FRONT VIEW
STANDARD SPLIT -RAIL FENCE
NTS
WELDED END CAP
VARIES (SEE SITE PLAN) TYP.
3/8"0 GALV. STEEL ROD
LOOP WELDED TO END CAP
1/2
RIGHT
/4"
ALVANIZED STEEL
CHAIN 18" LONG MIN.
LATCH DETAIL
4' o/c MAX.
4'
6"
411-11111
SEE LATCH -
DETAIL ABOVE
\—
2" NOM. SCH.40
STEEL PIPE
•
VARIES (SEE SITE PLAN) TYP.
1'-3"
2" NOM. SCH. 40 J
STEEL PIPE
G
—IIIII �1 IIII 11111E11111E11111-11111-11111-11111
=11111 11111E11111E11111-11111E11I11=11111
COMPACTED
SUBGRADE
III
111111
18"
NOTES
1. PROVIDE 3" O.D. KEEPER POST (2 REQUIRED).
SET IN 3' DEEP X 18" DIA. CONC. FOOTING.
PROVIDE 180• HINGE SWING ADAPTER TO
OPEN POSITION.
1/4" GALVANIZED
STEEL CHAIN, 24" LONG
2. GATES SHALL INCLUDE KEEPER POSTS TO SECURE
ACCESS. KEEPER POST SHALL BE 6" SCH. 40 STEEL
POST INSTALLED WITH 18"X24" FOOTING AND SHALL
INCLUDE CHAIN TO SECURE GATE ARM.(ONE KEEPER
POST PER ARM). KEEPER POST SHALL HAVE STEEL BALL CAP.
3. CORTEN STEEL OR BLACK POLYESTER POWDER COAT, SEE PLANS
4. REFER TO PLANS FOR SINGLE AND DOUBLE LEAF GATE LOCATIONS
DOUBLE GATE
1111=
=11111
IIIIIIIIIIIIIIIIIIII
CONCRETE FOOTING
® 4500 PSI
KEEPER POST
11111, .
STEEL BALL CAP
3'-10"
POST SLEEVE
-STEEL BALL
CAP
-6", SCH.
40 STEEL
POSTS
BOX HINGE
STEEL WITH
180•
ADAPTER
III=�' �IIII.��.�•IIIII
" GALV. STEEL ROD LOOP
WELDED.
6", SCH. 40 STEEL POST
CONCRETE FOOTING
@ 4500 PSI
NTS
0521
3'-0"
1'-5"
(MAX.)
6"(STD.)
t
EMS -PI \G SOIL
CO\CR
IT
S
IAL
IR CA
3 15/16"
ROOTI\G
BOTTOV
CAP
6'-0"(MIN.) TO 8'-0" (MAX.) EQUAL PANELS
3
a
R
LOVABLE 3OST
(TYPICAL)
POST SLEEVE 1 /16"
-
8—
a
2"
15 1 99
-mod 16 _
POST SLEEVE DETAIL
NTS
1Y4" SCH. 40 STEEL
PIPE (SEE NOTE 1)
POST (SEE NOTE 4)
R = 4" (TYP.)
I 1 1 I
1 1 1 III
1 1 I I
Lul LH
PLAN VIEW
NOTES:
1. CONSTRUCT PROPOSED STEEL PIPE RAIL OF 1 Y4" SCHEDULE 40 PLAIN END STEEL PIPE
MEETING THE REQUIRMENTS OF ASTM A53.
2. CONSTRUCT STEEL PIPE IN ACCORDANCE WITH SECTION 1074 OF THE NCDOT STANDARD
SPECIFICATION.
3. WELD IN ACCORDANCE WITH ARTICLE 1072-18 OF THE STANDARD SPECIFICATIONS.
4. ALL POST SECTIONS ARE TO BE CONSTRUCTED PLUMB, NOT PERPENDICULAR TO THE
SIDEWALK.
5. USE APPROVED NON -SHRINK GROUT IN ACCORDANCE WITH SECTION 1003 OF THE NCDOT
STANDARD SPECIFICATIONS FOR HANDRAIL FOOTINGS.
6. PLACEMENT OF HANDRAIL IN RELATION TO WALL AND SIDEWALK MAY BE MODIFIED AS
DIRECTED BY THE ENGINEER.
7. PIPE SURFACE TO BE PREPARED BEFORE PRIMING IN ACCORDANCE WITH THE SOCIETY FOR
PROTECTIVE COATING SPECIFICATIONS.
8. PIPE TO BE DELIVERED TO WORK SITE PRIMED PAINTED.
9. PAINT SCHEDULE:
PRIME COAT SHERWIN WILLIAMS B50NZ0003 - KEM BOND® HIGH SOLIDS ALKYD
UNIVERSAL METAL PRIMER RED OXIDE OR EQUAL.
INTERMEDIATE COAT SHERWIN WILLIAMS B58T00604 - MACROPDXY® 645 FAST CURE
EPDXY A ULTRADEEP/CLEAR TINT BASE OR EQUAL.
TOP COAT MIXTURE AS PER MANUFACTURE INSTRUCTIONS OF SHERWIN WILLIAMS
B65B00600-ACROLON® 218 HS POLYURETHANE - GLOSS PART A, BLACK AND
B65V00600-ALCOLON® 218 HS POLYURETHANE - GLOSS PART B HARDENER OR EQUAL.
C4) STANDARD SAFETY RAIL
WELDS (SEE NOTE 3)
WHEN POSSIBLE LOCATE &
CENTER RAILING PIERS AT
TOOL & EXPANSION JOINTS
TOP RAIL
POST (SEE NOTE 4)
MIDDLE RAIL
VERTICAL RAIL
BOTTOM RAIL
RAIL CONNECTION
5-'
/2 99 99
8"(MIN.)
12"(MIN.)
33'4" —
RAIL SECTION
1" STEEL SLEEVE
MEMBER. SLEEVES
ARE TO BE PAINTED
III
3" DIA. STEEL SLEEVE OR
CORE DRILL. VOID TO BE
FILLED WITH APPROVED
NON SHRINK GROUT.
SECTION VIEW
WELD ONE END OF ONE
SIDE ORY4"0X3/44"
ALUMINUM SET SCREW
(UNDERSIDE OF RAIL)
3/8" - EXPANSION JOINT
RAIL SECTION
NOTE:
50' MAXIMUM SPACING BETWEEN
EXPANSION JOINTS
ROUND OVER ENDS
OF BOTH RAILS 14"
(TYP.)
RAILING EXPANSION JOINT
PLANS PREPARED BY:
•-};o-o E
Lfl Q 0 n
o �o N
-I N NCO • U
._ u.jo c
cUco•,
0+ cnZM
Z a of MI
C
�� ��'�
c�CU
J
E
i.i
(41
TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
2C

FOOTING, (TYP.)
#57 WASHED STONE, (TYP.)
NOTES:
1. SEE PLANS FOR SIGN TYPE AND SIZE.
2.SIGNS ASSOCIATED WITH VEHICULAR
TRAFFIC AND SIGNS ALONG ROADWAYS SHALL
MEET NCDOT AND MUTCD SIGN REQUIREMENTS,
AND BE INSTALLED PER NCDOT STANDARD
DRAWING 904.50
JOINT FILLER
D\
1/2"
CONCRETE SURFACE
TRANSVERSE EXPANSION JOINT
NOTE :
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 40 FEET.
GROOVE JOINT
Li 1/8"
GROOVE JOINT
NOTE :
1. PLACE GROOVE JOINTS EVERY 10'.
CONCRETE SURFACE
C5) CONCRETE GREENWAY JOINTS
MOUNT SIGN TO POST TO NCDOT SPECS. ALL
HARDWARE TO BE GALVANIZED AND FILED TO
PREVENT THEFT/REMOVAL
4"x4" POST
U-CHANNEL POST
CONCRETE/ASPHALT TRAIL/ GREENWAY
:22i\/i
.. 1 :, . 14.4
j
CLASS B CONC.
0
to
2" 7
�,�
COMPACTED SUBGRADE 1'0"
co
4"
O
N
6"x 6" POST,
S.Y.P. PRESSURE
TREATED FOR
GROUND CONTACT
(SEE SPECS)
TOP OF
CONCRETE
FOOTING TO
DRAIN AWAY
FROM BOLLARD
GREENWAY TYPICAL SIGN INSTALLATION
CONCRETE
FOOTING
L14'J
1" BEVEL @ 45° (TYP)
STEEL PLATE
HOLE FOR
LOCK 1/2 " DIA.
COMPACTED
SUBGRADE
PERMANENT BARRIER
WOOD BOLLARD
BOLLARDS
AA
3/4"
PLAN
HOLE FOR
LOCK 1/2 " DIA.
FINISH GRADE
BOLLARD
STEEL PLATE
�, HINGE PIN
AA
LOCK PIN
1/411
7 n
CO 7/��
►� s
1/21!
L
E6" -)--1
/////////////////////i
71/4,I
6"X3" X 1/4"
/ CONCRETE
FOOTING
2-6 'X2_6"X2'
<
z
LL
L
/ . <
LL
1' 3"
STEEL BOLLARD
3"X13"X1/2"
STEEL PLATE
TACK WELD
PIN CAP, TYP.
1" X 10" STEEL
LOCK PIN
- 1" X 10" STEEL
HINGE PIN
///////A
i L '
1/4
1�4D < TYP.
3" X 6 1�4" X 1�2"
STEEL PLATE
SECTION A -A
COLLAPSIBLE BOLLLARD
PERMANENT BOLLARD
COLLAPSIBLE BOLLARD
PAINT STRIPE -
SOLID YELLOW LINE 4"
10 FT.
EDGE OF PAVEMENT
PERMANENT BOLLARD
TYPICAL BOLLARD PLACEMENT & PAVEMENT MARKING
1/4" <TYP.
j
�7/8" 7 js
2" X 1 1/2"X 1/4"
%;
SECTION B-B
FRENCH BROAD RIVER
GREENWAY
PLANS PREPARED BY:
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TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
2C-1

SAFETY RAIL
SEE ROADWAY TYPICALS FOR
FINISHED GRADE DETAILS
2'
GEOTEXTILE FOR ROCK PLATING
EMBANKMENT
l' CLEARANCE MIN
SHOULDER OR BERM
BREAK POINT (TOP OF SLOPE)
18' CLASS IV SELECT MATERIAL (ABC)
SEE GEOTEXTILE
OVERLAP DETAIL
2' THICK RIPRAP
(SEE NOTE 3)
SAFETY RAIL
SEE ROADWAY TYPICALS FOR
FINISHED GRADE DETAILS
10' MAX
ROCK PLATING DETAIL NO. 1 - TYPICAL SECTION
GROUND LINE
2'
GEOTEXTILE
FOR ROCK PLATING
CONSTRUCTION LIMIT
SLOPE STAKE POINT
(TOP OF SLOPE)
D op
.`SslOA
EXISTING GROUND
l8' OVERLAP
MIN (TYP)
SLOPE STAKE POINT AND
CONSTRUCTION LIMIT
(TOE OF SLOPE)
GROUND LINE
GEOTEXTILE FOR
ROCK PLATING (TYP)
TOP OF SLOPE
TOE OF SLOPE
GEOTEXTILE OVERLAP DETAIL
(PLAN VIEW)
SEE GEOTEXTILE
OVERLAP DETAIL
2' THICK RIPRAP
(SEE NOTE 3)
TOE OF
°C)Oo SLOPE
?D�
SEE TRAIL PLANS
ROCK PLATING DETAIL NO. 3 - TYPICAL SECTION
NOTES:
I. SEE TRAIL PLANS AND SUMMARY SHEETS FOR ROCK PLATING LOCATIONS.
2. FOR STANDARD ROCK PLATING. SEE SECTION 275 OF THE STANDARD SPECIFICATIONS.
3. USE CLASS 1.2 OR B RIPRAP UNLESS REQUIRED OTHERWISE IN THE ROADWAY SUMMARY SHEETS.
16
2'
GEOTEXTILE FOR ROCK PLATING
EMBANKMENT
GROUND LINE
l' CLEARANCE MIN
SHOULDER OR BERM
BREAK POINT (TOP OF SLOPE)
l/8' CLASS /V SELECT MATER/AL (ABC)
2' THICK RIPRAP
(SEE NOTE 3)
SEE GEOTEXTILE
OVERLAP DETAIL
SLOPE STAKE POINT
(TOE OF SLOPE)
CONSTRUCTION LIMIT
GROUND LINE
Od
ROCK PLATING DETAIL NO. 2 - TYPICAL SECTION
CONSTRUCTION LIMIT
SLOPE STAKE POINT
(TOP OF SLOPE)
2' � i0
GEOTEXTILE
FOR ROCK PLATING
EXISTING GROUND
SEE GEOTEXTILE
OVERLAP DETAIL
2' THICK RIPRAP
(SEE NOTE 3)
TOE OF
SLOPE
T'
itb
SUBDRAIN COARSE AGGREGATE
6' DIA. PERFORATED SUBDRAIN PIPE
SEE TRAIL PLANS
ROCK PLATING DETAIL NO. 4 - TYPICAL SECTION
STANDARD ROCK PLATING
SAFETY RAIL
SEE TRAIL TYPICALS FOR
FINISHED GRADE DETAILS
12' MIN
LIMITS OF
REINFORCED ZONE
SHOULDER OR BERM BREAK POINT
(TOP OF RSS)
CLASS 1. 11 OR 111
SELECT MATERIAL
EMBANKMENT OR -
EXISTING SLOPE
BENCHING FOR EXISTING SLOPE
4 GEOGRID LAYERS l6' SPACING = 4' (TYP)
LIMITS OF
REINFORCED ZONE
6' THICK
SHOULDER AND SLOPE BORROW
COIR FIBER MAT OR
MATTING FOR EROSION CONTROL*
SECONDARY GEOGRID** (TYP)
PRIMARY GEOGRID** (TYP)
06,
lgTT
F9
- PRIMARY GEOGRID LENGTH** (TYP)
4' MIN
MATTING WITH SHOULDER AND SLOPE BORROW
*SEE NOTES 3 AND 11.
STEEL BEAM GUARDRAIL
SEE ROADWAY TYPICALS FOR
FINISHED GRADE DETAILS
PRIMARY GEOGRID** (TYP)
12' MIN
(TYP)
L\
EMBANKMENT OR L
EXISTING SLOPE 7
BENCHING FOR EXISTING SLOPE
4 GEOGRID LAYERS r t 16' SPACING = 4' (TYP)
CLASS 1. II OR NI
SELECT MATERIAL
SHOULDER OR BERM BREAK POINT
(TOP OF RSS)
GEOCELLS FILLED
WITH COMPOST BLANKET*
I4' MIN (TYP)
16' MAX (TYP)1
SECONDARY
GEOGRID** (TYP)
- RSS HEIGHT
Z
H - RSS HEIGHT
L - PRIMARY GEOGRID LENGTH** (TYP)
4' MIN
GEOCELLS WITH COMPOST BLANKET
*SEE NOTES 3 AND 11.
STANDARD REINFORCED SOIL SLOPE (RSS)
**SEE TABLES ON SHEET 2 AND
GEOGRID PLACEMENT DETAILS.
SLOPE STAKE POINT AND
CONSTRUCTION LIMIT
(TOE OF RSS)
GROUND LINE
SLOPE STAKE POINT AND
CONSTRUCTION LIMIT
(TOE OF RSS)
GROUND LINE
17
SECONDARY GEOGRID
ROLL WIDTH
4' MIN (TYP)
TOE OF RSS S - PRIMARY GEOGRID
SPACING
W - PRIMARY GEOGRID 3' MAX (TYP)
ROLL WIDTH
4' MIN (TYP)
SECONDARY
GEOGRIDS
GEOGRID PLACEMENT DETAILS
(% COVERAGE = w s x 100 > 75%)
*SEE NOTES 8 AND 9.
STANDARD REINFORCED SOIL SLOPE (RSS)
WITH LOW GROUND WATER
GEOGRID TYPE.DIRECTION
H (FT)
0-<12
/2 -24
)24-36
SELECT MATERIAL CLASS
l
II OR 111
l
NOR 111
l
II OR 111
PRIMARY GEOGRID,MD
(SUBSTITUTE SECONDARY
GEOGRID FOR PRIMARY
GEOGRID FOR 2:1(H:V)
OR FLATTER RSS)
1:1 TO < /.5:/ (H:V) RSS
900
500
/200
900
1800
/200
15:1 TO 1.75:I (H:VI RSS
500
500
900
500
/400
/000
) /,75:1 TO < 2:1(H:V) RSS
500
500
600
500
/000
800
SECONDARY GEOGRID,CD
1:1(H:V) OR FLATTER RSS
185
LTDS - MINIMUM REQUIRED LONG-TERM DESIGN STRENGTH (LB'FT)
(LTDS IS BASED ON 100% COVERAGE FOR PRIMARY GEOGRID.
SEE NOTE 9 FOR LESS THAN 100% COVERAGE.)
NOTES:
I. SEE EROSION CONTROL AND ROADWAY PLANS AND SUMMARY SHEETS FOR REINFORCED SOIL SLOPE (RSS)
AND SLOPE EROSION CONTROL LOCATIONS.
2. FOR STANDARD REINFORCED SOIL SLOPES. SEE REINFORCED SOIL SLOPES PROVISION. FOR STEEL BEAM
GUARDRAIL. SEE SECTION 862 OF THE STANDARD SPECIFICATIONS.
3. FOR SHOULDER AND SLOPE BORROW.SEE ARTICLE 10/9-2 OF THE STANDARD SPECIFICATIONS.
FOR GEOCELLS,SEE CELLULAR CONFINEMENT SYSTEMS PROVISION. FOR COIR FIBER MAT. MATTING FOR
EROSION CONTROL AND COMPOST BLANKET. SEE EROSION CONTROL PROVISIONS, SECTION 163/OF THE
STANDARD SPECIFICATIONS AND ROADWAY STANDARD DRAWING NO.1633.0/.
4. STANDARD RSS ARE BASED ON THE FOLLOWING IN -SITU ASSUMED SOIL PARAMETERS:
UNIT WEIGHT. y = 120 LB/CF
FRICTION ANGLE. = 30 DEGREES
COHESION.c = 0 LB/SF
5. DO NOT USE STANDARD RSS IF ASSUMED SOIL PARAMETERS ARE NOT APPLICABLE OR DEPTH TO
GROUNDWATER IS LESS THAN 7 FT.
6. DO NOT USE STANDARD RSS WHEN VERY LOOSE OR SOFT SOIL OR MUCK IS BELOW RSS.
7. GEOGRIDS ARE TYPICALLY APPROVED FOR ULTIMATE TENSILE STRENGTHS IN THE MACHINE DIRECTION (MD)
AND CROSS -MACHINE DIRECTION (CD) OR LONG-TERM DESIGN STRENGTHS FOR A 75-YEAR DESIGN LIFE IN
THE MD BASED ON MATER/AL TYPE. THE LIST OF APPROVED GEOGRIDS WITH DESIGN STRENGTHS IS
AVAILABLE FROM:
rnnnact nMAnt goy /resnurcas/Materials/Pages/Sn/lsl nhnrntnrynsnx
DEFINE MATERIAL TYPE FROM THE WEBSITE ABOVE FOR SELECT MATERIAL AS FOLLOWS:
MATERIAL TYPE
SELECT MATERIAL
BORROW
CLASS I SELECT MATERIAL
FINE AGGREGATE
CLASS II OR ill SELECT MATERIAL
IF THE WEBSITE DOES NOT LIST A LONG-TERM DESIGN STRENGTH FOR AN APPROVED GEOGRID IN THE
MD.DO NOT USE THE GEOGRID FOR PRIMARY GEOGRID. IF THE WEBSITE DOES NOT LIST A LONG-TERM
DESIGN STRENGTH FOR AN APPROVED GEOGRID IN THE CD.USE A LONG-TERM DESIGN STRENGTH EQUAL
TO THE ULTIMATE TENSILE STRENGTH DIVIDED BY 7 FOR THE SECONDARY GEOGRID.
8. DO NOT OVERLAP PRIMARY GEOGRIDS IN THE MD SO OVERLAPS ARE PARALLEL TO THE TOE OF RSS.
POLYOLEFIN (e.g.. HOPE OR PP) GEOGRIDS MAY BE SPLICED ONCE PER PRIMARY GEOGRID LENGTH IN
ACCORDANCE WITH THE GEOGRID MANUFACTURER'S INSTRUCTIONS. USE POLYOLEFIN GEOGRID PIECES AT
LEAST 4' LONG. DO NOT SPLICE POLYESTER TYPE (PET) GEOGRIDS.
9. FOR PRIMARY GEOGRIDS WITH 100% COVERAGE.PLACE PRIMARY GEOGRIDS 50 GEOGRIDS ARE ADJACENT TO
EACH OTHER IN THE CD. FOR PRIMARY GEOGRIDS WITH 75X TO LESS THAN IOOX COVERAGE,
MINIMUM REQUIRED LONG-TERM DESIGN STRENGTH = LTDS BASED ON IOOX COVERAGE x (W + S) / W
SEE TABLE FOR LTDS BASED ON IOOX COVERAGE AND GEOGRID PLACEMENT DETAILS FOR PRIMARY GEOGRID
ROLL WIDTH (W) AND SPACING (S). FOR PRIMARY GEOGRIDS WITH LESS THAN IOOX COVERAGE. STAGGER
PRIMARY GEOGRIDS SO GEOGRIDS ARE CENTERED OVER GAPS IN THE PRIMARY GEOGRID LAYER BELOW. DO
NOT USE LESS THAN 75X COVERAGE FOR PRIMARY GEOGRIDS.
10. DO NOT PLACE ANY GEOGRIDS UNTIL EXCAVATION DIMENSIONS AND IN -SITU MATERIAL ARE APPROVED.
ll. FOR SLOPE EROSION CONTROL,USE GEOCELLS OR MATTING ON SLOPE FACES OF RSS AS FOLLOWS:
RSS ANGLE
SLOPE EROSION CONTROL
/:l TO < l5:/ (H:V/
GEOCELLS WITH COMPOST BLANKET
15:1 TO 2:l (H:V)
GEOCELLS WITH COMPOST BLANKET OR
COIR FIBER MAT WITH SHOULDER AND SLOPE BORROW*
2/(H:V)0R FLATTER
MATTING FOR EROSION CONTROL
WITH SHOULDER AND SLOPE BORROW
H (FT)
0-C12
/2-24
)24-36
SELECT MATERIAL CLASS
l
11 OR IN
l
11 OR IN
l
11OR 111
1:1 TO < /.5:/ (H:V) RSS
/JO
1.00
0.90
0.85
0.85
0.80
15:1 TO 1.75:1(H:VI RSS
0.90
0.80
0.75
0.70
0.75
0.70
) /.75:/ TO ! 2:1 (H:V) RSS
0.75
0.70
0.65
0.60
0.65
0.60
L /H RATIO (L > 4' MIN)
(IF L < 4', USE SECONDARY GEOGRID
INSTEAD OF PRIMARY GEOGRID.)
PLANS PREPARED BY:
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TRAIL ENGINEER
HYDRAULIC ENGINEER,
PROJECT NO.:
A15002.00
2D
*SEE REINFORCED SOIL SLOPES AND SLOPE EROSION CONTROL SUMMARY TABLE IN
THE ROADWAY SUMMARY SHEETS FOR SLOPE EROSION CONTROL ON SLOPE FACES
OF RSS 15:1(H:VI TO STEEPER THAN 2:1.

1,012
1,010
1,008
1,006
1,004
1,002
1,000
BIORETENTION DETAIL
4" SCH 40 PVC
UNDERDRAIN CAPPED
CLEAN OUT PIPE TYPE B
4" SCH 40 PVC
UNDERDRAIN CAPPED
CLEAN OUT PIPE TYPE A
EXISTING
GROUND
„Tfi1�
�' IIII III
z 1=IIIIII11
1 11111111111111-11 1�
II11 11=111`1� _
_1111111E111-11I 1E 1'' 1 1 111_1
E 11 111E11111
I 111E 11 111_1
11 111E11111
11E 11 111=1
-1111 111E11111
1-111E111=111-1
11 111E111E 1
111-111=111-1
1 11IJ11=11
1111111111111111
SEE SPILLWAY & BERM
DETAIL. BERM IS NOT
REQUIRED ON ALL BMP'S
11 111E111E111 111 11
- ❑-111E11 EI I IE
1 = iT1=1111=11l 11
111E111E11 E111-
1 111E111E 11='
,.. n nun • a _••h ., 111-11H11=11
� �I 111' 1 � I I I1=III=I=1 I I=1 11-
- II-
III -I 11=1 I I -III -III -III -III -III -III -I I-III-III-IIII III -III -I I 1
.1=111E111E111-11I-III-III=III=111=III-III=III=111=11- 1 01I1=1I1
1=1 11 11I 1 I 1 1 I 1 1 I 1 11I-1 11 III-11I 111-1 I III-11I 111-111- 11- 1 111-111
I111EW-111-111111EW-111=111111=1T=1T=111111=1111I= 1=111=111-
I I I_I I I_I I I 111 111 111 111 111-111 I I I-1 1-III-III III -I I I -III _111 III.
ll
II I l l=1 11-1 11-1 11111=1 11-1 I E111111=1T=1T=111111=1111I=11-1
1 1111111111111111111111111111111111111111111111 i111 �111 1 11 1 111-III=
11 1 11 11 1-1 I-
IItIIIII -r„��
- I 1 = 1=1111 1=1 1= k
= I_I=111=1 1=1 1=1 1=1 1I
11 11 1=1111 11 1=111
I I1=IIII I IIIIIII=III= I I I =1 I I1 I I1 1 11 1 11 11= I I
111 11111111111� 1111111111i
1 111EI I I=III=III=
I111=111=111= I
l 11E111 11El 1 k
-i =1 11111 111 11El al
1I11 111E111E11111 I
1111 -111=1 I E111=111=111-
SCALE
1" = 20' Horiz.
1" = 2' Vert.
ELEVATIONS SHOWN ARE FOR REFERENCE ONLY
1,012
1,010 0TALL FESCUE/BLUEGRASS BLEND SOD - -0.1 FEET THICK
©THE BIORETENTION SOIL MIX MAY BE ACHIEVED BY MIXING
30% LOUISBURG BALLFIELD MIX WITH 70% NON -SPEC.
BUILDER'S SAND, OR BY AN APPROVED SOIL MIX MEETING
THE FOLLOWING SPECIFICATIONS. THE BIORETENTION SOIL
MIX USED SHALL MEET THE FOLLOWING SPECIFICATIONS:
* 85 - 88% SAND
* 8 - 12% FINES (SCREENED TOPSOIL)
* 3 - 5% ORGANIC MATERIAL (COMPOST SHALL BE USED)
* HYDRAULIC CONDUCTIVITY RANGE OF 1.0 TO 2.0 IN/HR
* SOIL MIX SHALL BE 2 FEET THICK
©WASHED SAND - 0.3 FEET THICK
®WASHED #8 STONE (OR APPROVED EQUAL) - 0.2 FEET THICK
50 WASHED #57 STONE - 1.0 FEET THICK
©THE UNDERDRAIN PIPES SHALL HAVE A MINIMUM SLOPE OF
0.005 FT/FT - SEE DETAIL
1,008
1,006
1,004 70 BMP SURFACE ELEVATION
® BMP PONDING ELEVATION
1,002
1,000
BMP
SURFACE
ELEVATION
PONDING
ELEVATION
1
1972.80
1973.80
2
1982.00
1983.00
3
1982.00
1983.00
4
1972.25
1973.25
5
1971.75
1972.75
6
1971.75
1972.75
7
1968.50
1969.50
TOP OF BERM
ELEV = OA
SPILLWAY INVERT
ELEV =01
SPILLWAY AND BERM DETAIL
12" OF CLASS
B RIPRAP
0
cx�o � 8 0 8e0go8�ooOSo0go8�oVeScb°
000gcociyoW p02cOo)A61O
ti
FILTER FABRIC
12" OF CLASS B RIPRAP
FILTER FABRIC
NOTES:
A
3
1
SECTION A -A
BACKFILL MATERIAL FREE OF DEBRIS TO BE
COMPACTED TO 95% STANDARD PROCTOR.
TOP OF BERM
ELEV =
TOP OF WEIR
ELEV =OI
BMP
WEIR WIDTH
©
INVERT
ELEVATION
o
TOP OF BERM
ELEVATION
2
3'
1983.00
1983.50
3
3'
1983.00
1983.50
4
6'
1973.25
1973.75
5
3'
1972.75
1973.25
6
3'
1972.75
1973.25
7
4'
1969.50
1970.00
1. IF NO BERM IS REQUIRED, SPILLWAY OUTLET SLOPE SHALL BE 3:1 OR FLATTER
AND TIED TO NATURAL GROUND. GRADE TO DRAIN.
IN -SITU SOIL
NON -PERFORATED
SCH 40 PVC PIPE
NOTES:
SCH 40 PVC CAP TYPE
0
)/-BMP SURFACE
VARIES
1. ALL UNDERDRAINS SHALL BE CONSTRUCTED OF SCHEDULE 40 PVC MEETING ASTM D1785 OR ASTM D2665 STANDARDS.
2. ALL FITTINGS SHALL BE CONNECTED USING INDUSTRY STANDARDS.
3. 4 ROWS OF 3/8' HOLES SHALL BE DRILLED INTO THE UNDERDRAIN PIPE SPREAD 6" APART.
4. UNDERDRAIN SLOPE SHALL BE .005 ft/ft .
5. UNDERDRAIN CONNECTION WITH THE OUTLET STRUCTURE SHALL BE MADE WATER TIGHT.
6. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF THE UNDERDRAIN CONNECTION TO THE OUTLET STRUCTURE TO
THE ENGINEER FOR APPROVAL PRIOR TO THE INSTALLATION OF THE UNDERDRAINS.
7. UNDERDRAINS SHALL BE INSTALLED TO THE ELEVATIONS AND AT THE LOCATIONS SHOWN IN THE PLANS AND PROFILE.
8. UNDERDRAINS SHALL OUTLET AS SHOWN ON THE PLANS.
UNDERDRAIN
NON PERFORATED
SCH 40 PVC PIPE
PERFORATED SCH 40 PVC PIPE
VARIES
TYPE
SCH 40 PVC CAP
0.4'
BMP
UNDERDRAIN
SIZE
END OF
UNDERDRAIN
UNDERDRAIN TIE
ELEVATION
UNDERDRAIN
OUTLET
1
4"
1969.7
1969.5
1969
2
4"
1978.9
1978.6
1978.3
3
4"
1978.9
1978.6
1976.5
4
6"
1969.13
1968.85
1968.5
5
4"
1968.65
1968.4
1968.2
6
4"
1968.53
1968.4
1968.2
7
6"
1966.2
1966.1
1966
CLEAN OUT FITTINGS
45°ELBOW
"Y" FITTING
TYPE
USE AT ALL MID -PIPE
CLEANOUTS
TYPE
USE AT ALL END OF PIPE
CLEANOUTS
BMP DETAILS
PLANS PREPARED BY:
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3. 2 Mil
♦'�., ,1,G I NE;� '°,
•448,a8:.
REVISIONS:
NO.
DATE
PROJECT NO.:
A15002.00
2D-1

NATURAL
GROUND
CONCRETE
DITCH
CONCRETE DITCH AND DROP INLET BEHIND RETAINING WALL
FLOW
RETAINING WALL
NOT TO SCALE
BOND BREAKER
RETAINING WALL
SEE W-1
840.14
DROP INLET
FINISHED GRADE
CULVERT
SEE 3D-1
SECTION A -A
BOND BREAKER
ENDWALL
2.0% SLOPE
840.14
DROP INLET
GABION MATTRESS
CHANNEL -
FINISH SUB GRADE OF
ROCK PLATING
GREENWAY SHOULDER
GABION MATTRESS LINED CHANNEL
NOT TO SCALE
CLASS B RIPRAP
GABION MATTRESS
(P.V.C. COATED ASTM A975.8.2)
STORM DRAIN OR CULVERT OUTLET
(DIAMETER VARIES)
NATURAL GROUND OR
FINISHED SUB -GRADE
BELOW ROCK SLOPE PLATING
NOTES:
1. FINISHED SUB -GRADE IS GRADE BELOW STANDARD ROCK PLATING.
2. SEE STRUCTURE TABLE FOR CHANNEL DIMENSIONS.
TYPICAL V GRASSED SWALE
NOT TO SCALE
NATURAL GROUND
NOTE:
1. LONGITUDINAL SLOPES MATCH GREENWAY LONGITUDINAL SLOPE.
REVISIONS:
PROJECT NO.:
A15002.00

2-15" CMP
CULVERTS
A\D ENDWALL
FLOW
TRANSITIO\ TO
OUTLET CHANNEL
DIME\SIONS
°
• 0
° 0 ° ()BERM ° °
O °
•
()
P10
0
°° ° ° ° ° 0
° O ° O
▪ o
2:1
awls.
RIPRAP TRENCHIN
(SEE SECTION A —A)
A
°° °
o
• O
0
0 ° °
0
° O °
0 O
B
��PRON
Pro"
••
2-15" CMP
CULVERTS
AND ENDWALL
FLOW
TRANSITION TO MATCH
O 0 ° ° ° • ° ° 00 0 °8 ° ° 00 °
° ° OBERM °° ° °
° ° ° °°°
O o
PLAN VIEW
RIP RAP BASIN NUMBER
DIM.
1
2
3
4
5
6
7
8
A
1°0
B
0.75
C
4°6
D
2.78
E
1.5
F
5.0
G
3.75
H
1.25
\OTFS�
1. ALL DIN ENSIONS APPROXIN ATE IN FEET
2. RIPRAP SHALL BE NCDOT CLASS A.
° O °
5 STI\G STREAM DI
AIENSIONS
A
BERM
NATURAL GROUND
BASIN #
LOCATION (AT CULVERT OUTLET)
1
L2REV3 Sta 43+44.559 21.7' RT
2
3
4
5
6
7
8
° O
G
H
DISSIPATOR POOL APRON
TOP OF RIPRAP
AND 3EPM
HORIZONTAL
A
O O 0
O
!\\ \\ X\ X\ X\X\ X\ \\ \\ \\ X\ .
1111111000
*Lai 411111m0.
B
GEOTEXTILE
SEE STRUCTURE TABLE
FOR OUTLET CHANNEL
C
TRENCH RIPRAP
A\D GEOTEXTILE
SECTION A —A
1' — 11"
D
2-15" CMP
CULVERT
OUTLETS
E
SECTION B—B
13ROCK ENERGY DISSIPATOR BASIN DETAIL
NOT TO SCALE
° O
X�y�y�y�y�y�y�y�y�y�;
GEOTEXTILE
PLANS PREPARED BY:
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TRAIL ENGINEER
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(; •'v ft' :'c3CO
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00
2D-3

SUMMARY OF EARTHWORK
IN CUBIC YARDS
LOCATION
UNCLASSIFIED
EXCAVATION
EMBT + 15%
-L1- 10+00.00 TO -L- 16 + 48.64
225Y
100CY
-PL1- 10+00.00 TO -L- 13 + 82.66
270CY
614CY
-PL2- 10+00.00 TO -L- 10 + 85.05
2CY
53CY
-L2REV3- 9 + 88.21 TO -L- 63 + 89.10
4435CY
1702CY
TOTAL
4932CY
2469CY
NOTE: EMBANKMENT COLUMN DOES NOT INCLUDE BACKFILL FOR UNDERCUT
CITY OF ASHEVILLE DEVELOPMENT BLOCK
Name of Property Owner(s)
Name of Contact
Address
Phone Number
of Contact
PIN
Size (AC)
Disturbed
Area (AC)
Pre -Development
Pervious area (AC)
Pre -Development
Impervious area (AC)
Post -Development
Pervious area (AC)
Post -Development
Impervious area (AC)
Zoning District
Soil Type
PROGRESS ENERGY OF THE
CAROLINAS FKA CAROLINA
POWER AND LIGHT
Craig Garrett
555 BREVARD RD.,
ASHEVILLE NC
28806-2316
828-258-5018
9638-92-3484-00000
48.36
4.90
46.31
2.05
45.22
3.14
RS2
UfB, EvE2,
EvF2, EwE
CITY OF ASHEVILLE
Dustin Clemens
LEGAL DIVISION
CITY HALL
PO BOX 7148
ASHEVILLE NC
28802-7148
828-232-4580
9638-91-9891-00000
13.89
2.94
12.35
1.54
11.89
2.00
RS2
EwE, IoA,
RsA, BeA
CITY OF ASHEVILLE
Dustin Clemens
PO BOX 7148
ASHEVILLE NC
28802-7148
828-232-4580
9648-00-2950-00000
0.040
0.020
0.040
0.000
0.037
0.003
RS2
UfB
CITY OF ASHEVILLE
Dustin Clemens
PO BOX 7148
ASHEVILLE NC
28802-7148
828-232-4580
9648-00-1832-00000
0.69
0.28
0.69
0.00
0.62
0.07
RS2
UfB
CITY OF ASHEVILLE
Dustin Clemens
PO BOX 7148
ASHEVILLE NC
28802-7148
828-232-4580
9638-90-9798-00000
0.12
0.06
0.12
0.00
0.11
0.01
RS2
UfB
CITY OF ASHEVILLE
Dustin Clemens
PO BOX 7148
ASHEVILLE NC
28802-7148
828-232-4580
9638-90-9798-00000
0.12
0.06
0.12
0.00
0.11
0.01
RS2
UfB
CITY OF ASHEVILLE
Dustin Clemens
PO BOX 7148
ASHEVILLE NC
28802-7148
828-232-4580
9638-90-0544-00000
5.20
0.17
4.56
0.64
4.55
0.65
RS2
UfB
Soil Type Key
BeA
EvE2
EvF2
EwE
IoA
RsA
UfB
Discription from USDA Soil Survey:
Biltmore loamy sand, 0 to 3 percent slopes, occasionally flooded
Evard-Cowee complex, 30 to 50 percent slopes, moderately eroded
Evard-Cowee complex, 50 to 95 percent slopes, moderately eroded
Evard-Cowee complex, basin, 30to 50 percent slopes, stony
lotla loam, 0 to 2 percent slopes, occasionally flooded
Rosman fine sandy loam, 0to 3 percent slopes, occasionally flooded
Udorthents-Urban land complex, 0 to 5 percent slopes, occasionally flooded
FRENCH BROAD RIVER
GREENWAY
PLANS PREPARED BY:
,��mnn►q
,, �NC A R•• �l ��ii�
v+c 57740E77814B 1..EE
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TRAIL ENGINEER
HYDRAULIC ENGINEER
PROJECT NO.:
A15002.00

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SUMMARY
CULVERT
STRUCTURE NO.
CULVERT STA ` '`
NO. BARRELS
SIZE, IN
TYPE
CLASS
INLET STA
INLET STRUCTURE
INLET I.E., FT
LENGTH, FT
OUTLET STA
OUTLET I.E.
OUTLET STRUCTURE1
REMARKS
C1
PL1 STA 12+40.81
1
15
RCP
IV
PL1 STA 12+50.00, 42.0 LT
MITRE TO SLOPE
1983.31
85.4
PL1 STA 12+32.50, 41.5 RT
1981.00
NCDOT 876.02 W/O DITCH
OUTFALLS INTO BMP 3
C2
L2REV3 STA 11+76.26
1
15
RCP
IV
L2REV3 STA 12+03.35, 10.0 LT
MITRE TO SLOPE
1972.54
49.4
L2REV3 STA 11+60.53, 13.2 RT
1972.29
NCDOT 876.02 W/O DITCH
OUTFALLS INTO BMP 4
C3
L2REV3 STA 22+42.75
1
24
RCP
IV
L2REV3 STA 22+42.75, 10.0 LT
NCDOT 838.01 EN DWALL
1969.38
20.0
L2REV3 STA 22+42.75, 10.0 RT
1969.15
NCDOT 838.01 EN DWALL
SEE DRAINAGE CHANNEL STRUCTURE TABLE FOR DITCH
C4
L2REV3 STA 43+68.91
2
15
TYPE C CMP
16 Ga
L2REV3 STA 43+74.11, 8.1 LT
NCDOT 838.01 EN DWALL
1981.75
29.7
L2REV3 STA 43+44.55, 21.7 RT
1976.54
NCDOT 838.01 EN DWALL & RIP -RAPPED ENERGY DISSIPATER BASIN
SEE DETAIL 13/SHT 2D-3
C5
L2REV3 STA 59+10.00
1
15
RCP
IV
L2REV3 STA 59+07.64, 7.0 LT
NCDOT 838.01 EN DWALL
1969.10
32.2
L2REV3 STA 59+21.19, 23.0 RT
1968.50
NCDOT 838.01 EN DWALL & 876.02 W/O DITCH
OUTFALLS INTO BMP 7
1. REFER TO DRAINAGE CHANNEL STRUCTURE TABLE FOR OUTFALLTREATMENT AND DRAINAGE FROM CULVERT AND STORM DRAIN OUTFALLS.
DROP INLET AND STORM DRAIN
ce
STRUCTURE
NO.
DROP INLET STA(1)
DROP INLET
TYPE
GRATE TYPE
GRATE EL.,
FT(2)
HEIGHT
(H), FT (2)
STORM DRAIN STA ` ' `
SIZE,
IN
TYPE
CLASS
INLET STA (Z)
INLET I.E., FT
LENGTH, FT
OUTLET STA
OUTLET I.E., FT
OUTLET STRUCTURE
(NCDOT)
REMARKS
D11
L2REV3 STA 50+30.00, LT
NCDOT 840.14
NCDOT 840.16
1990.53
9.10
L2REV3 STA 50+30.00
15
RCP
IV
SEE DETAIL 10
SEE DETAIL 10
SEE DETAIL 10
L2REV3 STA 50+30.00, 8.0 RT
SEE DETAIL 10
NCDOT 838.01 HEADWALL
SEE DRAINAGE CHANNEL STRUCTURE TABLE FOR SLOPE CHANNEL
D12
L2REV3 STA 51+40.00, LT
NCDOT 840.14
NCDOT 840.16
1984.88
9.45
L2REV3 STA 51+40.00
15
RCP
IV
SEE DETAIL 10
SEE DETAIL 10
SEE DETAIL 10
L2REV3 STA 51+40.00, 8.0 RT
SEE DETAIL 10
NCDOT 838.01 HEADWALL
SEE DRAINAGE CHANNEL STRUCTURE TABLE FOR SLOPE CHANNEL
D13
L2REV3 STA 52+35.00, LT
NCDOT 840.14
NCDOT 840.16
1996.88
14.70
L2REV3 STA 52+35.00
15
RCP
IV
SEE DETAIL 10
SEE DETAIL 10
SEE DETAIL 10
L2REV3 STA 52+35.00, 8.8 RT
SEE DETAIL 10
NCDOT 838.01 HEADWALL
SEE DRAINAGE CHANNEL STRUCTURE TABLE FOR SLOPE CHANNEL
W
D14
L2REV3 STA 53+10.00, LT
NCDOT 840.14
NCDOT 840.16
1979.43
7.30
L2REV3 STA 53+10.00
15
RCP
IV
SEE DETAIL 10
SEE DETAIL 10
SEE DETAIL 10
L2REV3 STA 53+10.00, 10.53 RT
SEE DETAIL 10
NCDOT 838.01 HEADWALL
SEE DRAINAGE CHANNEL STRUCTURE TABLE FOR SLOPE CHANNEL
(1) SEE DETAIL 10, SHEET2D-2 FOR DROP INLET AT WALL
(2) CONTRACTOR TO CONFIRM AND FIELD FIT AT LOW POINT OF WALL CONCRETE SWALE; SEE DETAIL 10, SHEET 2D-2
FRENCH BROAD R]
GREENWAY
DRAINAGE CHANNEL
STRUCTURE NO.
START STA
START I.E., FT
END STA
END I.E., FT
TYPE
LINING
DEPTH (D), FT
WIDTH (B), FT
SIDE SLOPE (H:V)
REMARKS
CH1
L2REV3 STA 22+42.75, 10.0 RT
1969.15
L2REV3 STA 22+42.75, 18.33 RT
1969.05
NCDOT 876.02 PIPE OUTLET WITH DITCH
CLASS B RIPRAP
2.0
2.5
2:1
CH1
L2REV3 STA 22+42.75, 18.33 RT
1969.05
L2REV3 STA 22+42.75, 33.4 RT
1968.87
GRASS LINED TALL FESCUE
GRASS LINED TALL FESCUE
2.0
2.5
2:1
CH1
L2REV3 STA 22+42.75, 33.4 RT
1968.87
L2REV3 STA 22+42.75, 42 ± RT
1966.40 ±
GABION MATTRESS SLOPE DRAIN(DETAIL 11/SHEET 2D-2)
CLASS B RIPRAP
2.0
2.5
2:1
TERMINATE ATJURISDICTIONAL STREAM BOUNDARY
CH2
L2REV3 STA 50+30.00, 8.1 RT
SEE DETAIL 10
L2REV3 STA 50+32.50, 29.8± RT
SEE DETAIL 10
GABION MATTRESS SLOPE DRAIN(DETAIL 11/SHEET 2D-2)
CLASS B RIPRAP
1.25
2.5
2:1
TERMINATE ATJURISDICTIONAL STREAM BOUNDARY
CH3
L2REV3 STA 51+40.00, 8.1 RT
SEE DETAIL 10
L2REV3 STA 51+40.00, 15.3± RT
SEE DETAIL 10
GABION MATTRESS SLOPE DRAIN(DETAIL 11/SHEET 2D-2)
CLASS B RIPRAP
1.25
2.5
2:1
TERMINATE ATJURISDICTIONAL STREAM BOUNDARY
CH4
L2REV3 STA 52+35.00, 8.1 RT
SEE DETAIL 10
L2REV3 STA 52+35.00, 20.1± RT
SEE DETAIL 10
GABION MATTRESS SLOPE DRAIN(DETAIL 11/SHEET 2D-2)
CLASS B RIPRAP
1.25
2.5
2:1
TERMINATE ATJURISDICTIONAL STREAM BOUNDARY
CH5
L2REV3 STA 53+10.00, 8.1 RT
SEE DETAIL 10
L2REV3 STA 53+10.00, 16.2± RT
SEE DETAIL 10
GABION MATTRESS SLOPE DRAIN(DETAIL 11/SHEET 2D-2)
CLASS B RIPRAP
1.25
2.5
2:1
TERMINATE ATJURISDICTIONAL STREAM BOUNDARY
GRASS SWALES
STRUCTURE NO.
START AND END STA
START I.E., FT
END I.E., FT
LINING
TYPE
MIN DEPTH (D), FT
MINIMUM SIDE SLOPE (H:V)
REMARKS
GS1
L1 10+40.00 LT TO 14+50.00 LT
FIELD FIT
FIELD FIT
GRASS LINED TALL FESCUE
SEE DETAIL 12/SHEET 2D-2
1.0
2:1
GRADE TO DRAIN INTO BMP1 PER SHEET SW-1
GS2
PL1 10+35.80 LT TO 12+50.0 LT
FIELD FIT
FIELD FIT
GRASS LINED TALL FESCUE
SEE DETAIL 12/SHEET 2D-2
1.0
3:1
GRADE TO DRAIN INTO CULVERT Cl PER SHEET 4
GS3
L2REV3 STA. 9+88.21 LT TO 14+68.05 LT
FIELD FIT
FIELD FIT
GRASS LINED TALL FESCUE
SEE DETAIL 12/SHEET 2D-2
1.0
2:1
GRADE TO DRAIN INTO CULVERT C2 PER SHEET SW-5
GS4
L2REV3 14+68.05 RT TO 25+00.00 RT
FIELD FIT
FIELD FIT
GRASS LINED TALL FESCUE
SEE DETAIL 12/SHEET 2D-2
1.0
2:1
GRADE TO DRAIN INTO BMPS AND BMP6 PER SHEET SW-5 AND SW-4
GS5
L2REV3 57+00.00 LT TO 60+25.00 LT
FIELD FIT
FIELD FIT
GRASS LINED TALL FESCUE
SEE DETAIL 12/SHEET 2D-2
1.0
2:1
GRADE TO DRAIN INTO CULVERT C5 PER SHEETS 9 AND SW-5
PLANS PREPARED BY:
Firm License No. C-1051
421 Fayetteville St,
Suite 400
Raleigh, NC 27601
T 919.380.8750
www.stewartinc.com
GS6
L2REV3 57+00.00 RT TO 60+25.00 RT
FIELD FIT
FIELD FIT
GRASS LINED TALL FESCUE
SEE DETAIL 12/SHEET 2D-2
1.0
2:1
GRADE TO DRAIN INTO BMP7 PER SHEETS 9 AND SW-5
TRAIL ENGINEER
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A = 50° 26' 10.1" (RT) A = 25° 38' 20.7" (LT) A = l° 24' 07.3" (RT)
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= 13.64' T = 8.85'
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PLANS PREPARED BY:
Firm License No. C-1051
421 Fayetteville St,
Suite 400
I Raleigh, NC 27601
T 919.380.8750
www.stewartinc.com
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1,930
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, a s _ = = _ , _ - - - _ = - ; _ - -
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A = 41° 19' 20.8" (RT) A = 20° 5/' 5/.7" (RT) A = 36° 03' 27.2" (LT) A = 58° 55' /0.1(LT) A = 66° 48' 46.6" (RT) A = I8 35 28.6 (LT)
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D = 76° 23' 39.7" D = 57° /7' 44.8" D = 57° /7' 44.8" D = 44° 04' 25.2" D = II4° 35' 29.6" D = 13° 28' 52.9"
- - - / PC Sta.20+93.87
- / _
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- /
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T = 28.28' T = 18.4/' T = 32.55' T = 73.43' T = 32.98' T = 69.56'
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P1 STA• 16+56.6/ P1 STA.17 +34.99 P1 STA.17 +87.85 PI STA.19+92.02 P1 STA• 2/+32.75
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A = 24° 49' 55.0" (RT) A = 42° 28' 54.1" (LT) A = 38° 47' 33.9" (RT) A = /4° II' 03.5" (RT) A = 32 07'52.0"(LT)
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D = 76° 23' 39.7" D = 76° 23' 39.7" D = 76° 23' 27.6" D = 42° 26' 28.7" D = 42° 26' 28.7"
L = 32.50' L = 55.6/' L = 50.78' L = 33.42' L = 75.7/'
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PLANS PREPARED BY:
Firm License No. C-1051
421 Fayetteville St,
Suite 400
I Raleigh, NC 27601
T 919.380.8750
www.stewartinc.com
L2
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- 14+43.00
P1 = 15+58.00
2 000
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EL = 1,975.15'
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EL = 1,974.24'
EL = 1,974.59'
EL = 1,974.27'
EL = 1,975.90'
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VC
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1,970
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EL =
VC = 9'
VC = 2('
1,960
1,960
PROJECT NO.:
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1,950
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SCALE = 50'
9 10 11 12 13 14 15 16 17 18 19 20 21

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-1S��� IS
V BEGIN SPLIT RAIL FENCE /
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P/ ST A. 23 +28e45 PI ST A. 24 +47e08 P/ ST A. 26 +45e08 P/ ST A. 26 +79e1/ PI ST A. 28 +00.60 PI ST A. 28 +25.24
A = 20° /5' 59 3" (RT) A = 6° 55' 56e6" (RT) A = 8° 33' 55e8" (RT J A = /0° 54' 48 3" (LT) A = ll° 38' 29.5" (RT ) A = 9° 04' 37.9" (LT)
D = 42 26' 28.7 D = 7° 50' 55.5" D = 28° 38' 52.4" D = 28 38' 52.4 D = 34° 43' 29.0" D = 57° 17' 44e8"
L = 47.75' L = 88.32' L = 29.90' L = 38.09' L = 33.53' L = 15e84'
T = 24e/3' T = 44.22' T = 14e98' T = 19.11' T = 16.82' T = 7.94'
71SY, SEE DETAIL 16 SHEET 2D
-L2 REV3- 33 + 00 TO 34 + 25
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s
R = 135.00' R = 730.00' R = 200.00' R = 200.00' R = 165.00' R = 100.00'
`
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P/ STA. 29+98e46 PI STA. 31+40.29 PI STA• 32+00.15 PI STAo32+64.0/ P/ STA. 33+64.12
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A = 7° l6' Sle9" (RT J A_ l2° 37' loe3" (RT J = 6° 27' 33e4" (RT J 0 = 9 05' 0/e2" (RT l 0 = l5 40 50.2 (LT J
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CONCRETE PAVEMENT
D = 19° 05' 54.9" D = 38° 11' 49.9" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 16° 27' 53./
L = 38.12' L = 33.04' L = 8.46' L = 11.89' L = 95.24'
= = =5.96' T = 47.92'
T/9e09 T = 16e59 T4.23 TR - 347e99'
R = 300.00' R = 150.00' R = 75.00' R = 75eo0'
��
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1111111111111111111111111111
PLANS PREPARED BY:
Firm License No. C-1051
421 Fayetteville St,
Suite 400
I Raleigh, NC 27601
T 919.380.8750
www.stewartinc.com
REV3-
P/=
3o+89eoo
2,000
2000
EL
=
1,984.72'
VC
=
9'
+82.00
PI
=
25
+82.00
-
p
PI =
24
+00
00
=
Pl
= 24
- PI = 26
+06.00
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1 990
EL
=
1,973e35'
_
y
1 990
'
PI = 22+49.11
-
EL
= 1,974e88'
-
- EL = 1,972.75'
Pl
=
28+16.00
7 q99�-
l:�
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EL =
l974.22
+)�
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9
VC
=
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_
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1,972.86'
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;
=
Pl 2/+1oe00
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=
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,
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PI = 30 +65e00
VC = 54'
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ENGINEER
1 970
1 970
'
,!
PI = 26+50e00
V = l
L
PI = 24 +54e00
PI = 23+39.00
Pl = 25 +29.00
PI = 25+61.00
EL = 1,973e27'
EL = 1,975.30'
EL = 1,974.24'
=
ELl 974e32
PL = 1,975.12'
VC = 2/
VC = 28'
VC = 18
VC = 62'
11960
11960
PROJECT NO.:
1,950
1,950
A15002.00
SCALE = 50'
6
21 22 23 24 25 26 27 28 29 30 31 32 33 34

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P/ ST A. 34 +85.84 PI ST A. 36 +55.91 PI ST A. 37 +33.39 P1 ST A. 38 +29.64 P1 ST A. 39 +31.76 P/ ST A. 40 +30.54 P1 ST A. 4/ +67.36
A = 5° 53' 34.1" (RT 1 A = /3° 29' 30.3" (RT 1 A = 6° /4' 39.6" (LT) A = 5° 59' 22.5" (LT) A = 6° 06' 59.1" (RT) A = 6° 47' 08.3" (LT) A = /2° 0/' 57.5" (RT 1
D = 76° 23' 39.7" D = 76° 23' 39.7" D = 78° 29' 14.5" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 1/° 27' 33.0" D = /4° /9' 26.2"
L = 7.7/' L = 17.66' L = 7.96' L = 7.84' L = 8.0/' L = 59.22' L = 84.00'
T = 3.86' T = 8.87' T = 3.98' T = 3.92' T = 4.0/' T = 29.64' T = 42.16'
R = 75.00' R = 75.00' R = 73.00' R = 75.00' R = 75.00' R = 500.00' R = 400.00'
P1 ST A. 42 +90.46 P1 ST A. 43 +46.22 P1 STA. 44 +01.95 P1 STA. 44 +10.61 P1 STA. 44 +45.37 P1 ST A. 44 +98.56 PI ST A. 45 +40.64
A = 37° 04' 02.2" (LT) A = 40° 34' 50.3" (RT) A = 6° 37' 10.7" (RT) A = 6° 37' 10.7" (LT) A = 22° 07' 44.1" (RT) A = 24° 09' 40.6" (LT) A = 23° 02' 42.1" (LT)
D = 76° 23' 39.7" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 44° 04' 25.2"
L = 48.52' L = 53.12' L = 8.67' L = 8.67' L = 28.97' L = 3/.63' L = 52.29'
T = 25.14' T = 27.73' T = 4.34' T = 4.34' T = 14.67' T = 16.05' T = 26.50'
R = 75.00' R = 75.00' R = 75.00' R = 75.00' R = 75.00' R = 75.00' R = 130.00'
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P1 ST A. 45 +84.86 P1 ST A. 46 +60J5 P1 ST A. 46 +74.29 PI ST A. 47 +20.12 P1 ST A. 47 +28.50 PI ST A. 47 +48.24 P1 ST A. 48 +02.45 PI ST A• 48 +27J3
A = /6° 08' 44.6" (RT) A = 4° 03' 09.8" (RT) A = 4° 03' 03.0" (LT) A = 5° 35' 37.6" (LT) A = 7° 12' /9.6" (RT) A = 4° 5// 43.0" (LT 1 A = /5° 22' 39.5" (LT) A = /9° 49' 32.7" (RT )
D = 44° 04' 25.2" D = 28° 38' 52.4" D = 28° 39' 0/.4" D = 76° 23' 39.7" D = 76° 23' 39.7" D = 54° 03' 09.4" D = 76° 23' 39.7" D = 68° 12' 33.3"
L = 36.63' L = 14.15' L = 14•/4' L = 7.32' L = 9.43' L = 8.99' L = 20.13' L = 29.07'
T = 18.44' T = 7.08' T = 7.07' T = 3.66' T = 4.72' T = 4.50' T = /0.13' T = 14.68'
R = 130.00' R = 200.00' R = 199.98' R = 75.00' R = 75.00' R = 106.00' R = 75.00' R = 84.00'
P1 ST A. 48 +78.82 P1 ST A. 49 +39.75 P/ ST A. 49 +77.54 P/ ST A. 50 +33.22 P1 ST A. 50 +63.88 PI STA. 51 +38.5/ P1 ST A. 52 +09.56 P/ ST A. 53 +70.3/
A = 6° 05' 4/.5" (LT 1 A = /4° 04' 50.4" (LT) A = 22° 41' 47.2" (RT) A = 9° /5' 3/.5" (LT 1 A = /2° 52' 09.3" (RT) A = /8° /4' 31.2" (LT 1 A = /° 28' 52.8" (RT) A = /4° 35' /2.0" (LT)(0
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T _ 5.64' T _ 10.00' T _ 13.85' T = 6.56' T = 7.78' T = 12.04' T = 0.97' T = /7.28'
R /06.00' R 81.00' R 69.00' R 81.00' R 69.00' R 75.00' R 75.00' R /35.00'
PI ST A• 54 +47.48 P1 ST A 55 +53.73 P1 ST A• 56 +17.65 P1 ST A• 56 +53.62 PI ST A 57 +0/.90 PI ST A. 57 +40.4/
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421 Fayetteville St,
Suite 400
I Raleigh, NC 27601
T 919.380.8750
www.stewartinc.com
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D = 29 32 02.1 D = 76 23'39.7 D = 76 23 39.7 D = 76 23'39.7
L = 79.77' L = 53.42' L = 30.3/' L = 16.50'
T = 40.46' T = 27.90' T = 15.36' T = 8.28'
R=194.00' R=75.00' R=75.00' R=75.00'
P/ ST A. 60 +90.79 P/ ST A. 6/ +85./9 P/ ST A. 63 +12.36 P/ ST A. 64 +35.20
A = 10° 43' 47.3" (LT) = 2/° 08' 39.6" (LT) A = 32° lT 24.4" (RT ) = 164° 20' 52.7" (LT)
= 42° 26' 28.7" D = 42° 26' 28.7" D = /I4° 35' 29.6" D = 38/° 58' 18.7"
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PROJECT NO.:
A15002.00
SCALE = 50'
58 59 60 61 62 63 64 65
9

CITY OF ASHEVILLE
NORTH CAROLINA
FRENCH BROAD WEST GREENWAY
LOCATION:
FROM FRENCH BROAD RIVER PARK
TO NEW BELGIUM BREWERY
TYPE OF WORK:
GRADING, PAVING, RETAINING WALL,
DRAINAGE, LANDSCAPING, SINAGE,
& EROSION CONTROL
INDEX OF SHEETS
EC-1
EC-2 - EC-3B
EC-4 - EC-9
11
1
>;1 X \
1
11
II
I I.
TITLE
DETAILS &
CONSTRUCTION SEQUENCE
PLANSHEETS
BEGIN CONSTRUCTION
—L1— STA. 10 + 00.00
------------
------------------------------------
EC-4
7
1 7
END CONSTRUCTION
—L1— STA. 16 + 48.62
1'
BEGIN CONSTRUCTION
—L2REV3— STA. 9 + 88.21
MAINTENANCE PLAN:
QUALIFILED PERSONNEL ON A DAILY BASIS WILL EVALUATE ALL TEMPORARY EROSION AND
SEDIMENTATION CONTROL PRACTICES FOR STABILITY AND OPERATION. WEEKLY INSPECTIONS
WILL BE PERFORMED AND WRITTEN LOGS KEPT. A RAIN GAGE WILL ALSO BE KEPT ON SITE AND
RAINFALL AMOUNTS RECORDED. ANY REPAIRS NEEDED WILL BE PERFORMED IMMEDIATELY TO
MAINTAIN ALL PRACTICES AS DESIGNED. THE CONTRACTOR WILL BE RESPONSIBLE FOR THE
MAINTENANCE OF TEMPORARY ON -SITE EROSION AND SEDIMENTATION CONTROL MEASURES.
THE CONTRACTOR WILL BE RESPONSIBLE FOR IMPLEMENTING AND FOLLOWING THE APPROVED
SEDIMENTATION AND EROSION CONTROL PLAN.
-L2REV3-
EC-7
s
ANDA
11)
SEDIMENTATION &
EROSION CONTROL
PLAN
=,_
D SP CW ICATIONS
•
•
• ''''•
'' �.,'''��L2 REV3— STA. 63 + 89.10
````
•
EC-8
NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
MARCH 2009
STD. NO.
DESCRIPTION
6.06 TEMPORARY GRAVEL CONSTRUCTION ACCESS
6.41 OUTLET STAJILIZATION STRUCTURE
6.55 ROCK PIPE INLET PROTECTION
6.62 SILT FENCE
N/A SPECIAL SILT FENCE
6.63 TEMPORARY ROCK DAM
N/A ROCK INLET SEDIMENT TRAP NCDOT 1623.03 TYPE C
SYMJOL
15.1
END CONSTRUCTION
•
LIMITS OF DISTURBANCE = 8.04 Acres
DESIGN DATA
DESIGN SPEED = 20 MPH
LEAN ANGLE = 15 DEGRESS
FUNC. CLASSIFICATION = GREENWAY
PROJECT LENGTH
LENGTH OF PROJECT = 1.14 MILES
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50
100
PROFILE (HORIZONTAL)
10 5 0 10 20
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PLANS PREPARED BY:
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REVISIONS:
NO.
DATE
PROJECT NO.:
A15002.00
EC-1
PROFILE (VERTICAL)

EROSION CONTROL NOTES
TOTAL ACREAGE OF DISTURBED AREA IS 8.34 AC., ACREAGE OF PERMANENT SEEDING IS 6.20 AC. ACERAGE OF
TEMPORARY SEEDING IS 6.20 AC. 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/COUNTY EROSION
CONTROL ORDINANCE AND IS SUBJECT TO FINE.
STABILIZATION IS THE BEST FORM OF EROSION CONTROL. ALL DISTURBED AREAS SHALL BE STABILIZED WITH
TEMPORARY / PERMANENT SEEDING AND MULCH.
CONTRACTOR IS TO NOT DISTURB MORE THAN CAN BE STABILIZED WITHIN THE SAME DAY.
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/COUNTY 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.
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.
CONTRACTOR IS RESPONSIBLE FOR ACQUIRING ANY NECESSARY PERMITS NEEDED FOR CONDUCTING ANY
OFF -SITE BORROW OR WASTE ACTIVITIES.
BASIN OUTLET STRUCTURES WILL WITHDRAL WATER FROM THE SURFACE.
EROSION PROVISIONS
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 NCDEQ
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.
MISC - WETLANDS. TREES. STORM PIPING
CONTRACTOR TO VERIFY ACTUAL WETLAND BOUNDARY IN THE FIELD PRIOR TO CONSTRUCTION. WETLAND
BOUNDARIES WILL BE BORDERED BY SAFETY FENCE AS SHOWN ON THE PLANS
NO EQUIPMENT IS ALLOWED IN THE WETLANDS.
WETLAND LOCATION/DELINEATION BY MICHAEL BAKER ENGINEERING, INC.
SAVE ALL PROMINENT EXISTING TREES PLUS EXISTING TREES AS FLAGGED. IF JUDGMENT IS REQUIRED, CONTACT
DESIGNER FOR FIELD ADJUSTMENT. IF EGREGIOUS VIOLATIONS OCCUR AS DETERMINED BY THE OWNER, REPLANTING
MAY BE ORDERED AT A COMPENSATORY RATE AT THE CONTRACTORS EXPENSE.
ALL STORM PIPING SHALL BE REINFORCED CONCRETE PIPE EXCEPT WHERE OTHERWISE NOTED. SEE DRAINAGE
SUMMARY SHEET.
ON ALL STORM PIPING, BURY INVERTS ONLY AS NEEDED.
PROTECTION
A. PROTECT SEEDED AREAS FROM DAMAGE BY BARRICADES, SIGNS, AND OTHER APPROPRIATE MEANS. MAINTAIN
AND PROTECT SLOPES FROM WEATHER -DAMAGE.
MULCHING AND MATTING
A. APPLY MULCH OR MATTING AS REQUIRED TO RETAIN SOIL AND GRASS, BUT NO LESS THEN 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.
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.
C. IMMEDIATELY FOLLOWING SEEDING APPLY MULCH OR MATTING. DO NOT SEED AREAS IN EXCESS OF THAT WHICH CAN BE
MULCHED ON SAME DAY.
D. APPLY WATER WITH A FINE SPRAY IMMEDIATELY AFTER EACH AREA HAS BEEN MULCHED. SATURATE TO 4 INCHES OF
SOIL DEPTH.
E. PRIOR TO SEEDING, CONTRACTOR SHALL APPLY 10-10-10 FERTILIZER AT A RATE OF 1,000 LBS PER ACRE AND AGRICULTURAL
LIME STONE AT 4,000 LBS PER ACRE TO ALL AREAS TO RECEIVE SEEDING.
F. ALL AREAS WITHIN THE LIMITS OF DISTURBANCE SHALL BE SEEDED (TEMPORARY AND PERMANENT) AND MULCHED.
G. THE FOLLOWING PERMANENT SEEDING SPECIES SHALL BE PLANTED A THE SPECIFIED RATES:
TEMPORARY SEED MIX
September - March
April - August
Secale cereal (cereal rye)
Panicum ramosum (browntop millet)
130bs/ac
40bs/ac
PERMANENT SEED MIX
Festuca arundinacea (tall fescue)
200 Ibs/ac
Poa pratensis (Kentucky bluegrass)
40 Ibs/ac
Festcua rubra (red fine fescue)
40 Ibs/ac
Total
280 Ibs/ac
GROUND STABILIZATION CRITERIA
SITE AREA DESCRIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME EXCEPTIONS
Perimeter Dikes, Swales, Ditches, and Slopes
7 Days
None
High Quality Water (HQW) Zones
7 Days
None
Slopes Steeper Than 3:1
7 Days
If slopes are 10' or less in length and are not
steeper than 2:1, 14 days will be allowed
Slopes 3:1 or Flatter
14 Days
7-Days for slopes greater than 50 feet in length
All Other Areas With Slopes Flatter Than 4:1
14 Days
None (Except for perimeters and HQW zones)
NOTES:
1. The table above provides the minimal criteria for site stabilization.
2. Project requirements call for the stabilization of the site at the end of every work day.
SEQUENCE OF CONSTRUCTION ACTIVITIES
1. A PRE CONSTRUCTION CONFERENCE MUST BE HELD PRIOR TO THE START OF ANY CONSTRUCTION ACTIVITIES.
2. INSTALL CONSTRUCTION ENTRANCES AS NEEDED AT LOCATIONS SHOWN ON APPROVED PLANS. STAGING AREAS WILL NEED
TO BE DISCUSSED WITH THE CITY OF ASHEVILLE PRIOR TO THE START OF CONSTRUCTION.
3. DETERMINE AND MARK LIMITS OF DISTURBANCE.
4. INSTALL TREE PROTECTION FENCING, SILT FENCE, SPECIAL SILT FENCE. SPECIAL SILT FENCE OUTLETS SHALL BE INSTALLED
PER FIELD LOCATED LOW POINTS, DRAINAGE DRAWS, AND AS SHOWN ON APPROVED PLANS.
5. SILT FENCE INSTALLED AROUND STOCK PILE AREA SHALL BE PLACED 5 FEET FROM THE TOE OF SLOPE TO ALLOW FOR
MAINTENANCE.
6. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES.
7. IF TOPSOIL IS ALLOWED TO BE STORED ON SITE, STORAGE AREAS SHALL BE CONTAINED WITHIN THE PROPOSED LIMITS OF
DISTURBANCE. TOPSOIL STORAGE AREAS WILL NEED TO BE DISCUSSED WITH THE CITY OF ASHEVILLE PRIOR TO THE START
OF CONSTRUCTION.
8. BEGIN CLEARING AND GRUBBING ACTIVITIES. INSTALL AND MAINTAIN DEVICES AS NEEDED.
9. ROUGH GRADE SITE AND INSURE THAT SEDIMENT LADEN WATER IS DIRECTED TO SEDIMENT CONTROL DEVICES.
10. 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.
11. CULVERTS ARE TO BE CONSTRUCTED IN THE DRY. CONTRACTOR IS TO COORDINATE WITH EROSION CONTROL INSPECTOR.
12. AS AREAS ARE BOUGHT UP TO FINISH GRADE SPREAD TOPSOIL OVER ALL AREAS TO RECEIVE TURF OR LANDSCAPING.
SEED ALL AREAS WITHIN NCDEQ STABILIZATION TIMEFRAMES. 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.
13. AFTER COMPLETION OF CONSTRUCTION AND THE SITE IS STABILIZED, REMOVE ALL ACCUMULATED SEDIMENT FROM
SEDIMENT TRAPPING MEASURES AND SPREAD EVENLY ACROSS THE SITE. ALL APPLICABLE E&S CONTROL MEASURES
ARE TO REMAIN AND BE PROPERLY MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. USE NPDES TABLE
FOR ESTABLISHMENT OF VEGETATION.
14. WHEN VEGETATION HAS BECOME ESTABLISHED, REMOVE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES.
CALL FOR FINAL SITE INSPECTION BY ENVIRONMENTAL OFFICER. OBTAIN CERTIFICATE OF COMPLIANCE.
15. AFTER THE SITE IS STABILIZED, CONTACT NC LAND QUAILITY (NC DLQ) IN THE ASHEVILLE REGULATORY OFFICE (ARO) TO
CONDUCT THE FINAL SITE INSPECTION. UPON APPROVAL FROM THE NC DLQ ARO, TEMPORARY EROSION AND SEDIMENT
CONTROL MEASURES ARE TO BE REMOVED.
16. CONTRACTOR IS REQUIRED TO MAINTAIN A WEEKLY WRITTEN REPORT OF SEDIMENT AND EROSION CONTROL DEVICES.
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PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
REVISIONS:
NO.
DATE
PROJECT NO.:
A15002.00
EC-2

TEMPORARY SILT FENCE
ORANGE SAFETY FENCE
WIRE OR PLASTIC ZIP TIES WITH
A MINIMUM TENSILE STRENGTH
OF 50 LB SHALL BE USED TO
CONSTRUCT THE FENCE
MESH CONSISTING OF
14 GAGE WIRE AT MAX
SPACING OF 6"x6"
-1=m= _ =mom
FILTER FABRIC
MECHANICALLY COMPACTED EARTH FILL,
COMPACTED BY 2 PASSES OF A COMPACTION
DEVICE EXERTING AT LEAST 60 LB/IN2ON
BOTH SIDES OF FENCE
RUNOFF
DIRECTION
FILTER FABRIC
8' MAX. WITH WIRE
(6' MAX. WITHOUT WIRE, REQUIRES
USE OF EXTRA STRENGTH FILTER FABRIC)
(4' MAX. WITHOUT WIRE, NORMAL
STRENGTH FILTER FABRIC)
1-m-m
FENCE HEIGHT
MAX 24"
ABOVE GROUND
11
POST DEPTH
24" MINIMUM
�1-m-mEm
m
T-POSTS SHALL BE 1.33 LB/LF STEEL WITH A MINIMUM
LENGTH OF 5 FEET AND SHALL BE CONSTRUCTED SO
AS TO ALLOW FOR FASTENING OF THE FABRIC
m-rrl= Ent m m
FILTER FABRIC SHALL BE STANDARD OR EXTRA
STRENGTH SYNTHETIC FIBER CERTIFIED BY THE
MANUFACTURER TO COMPLY WITH MATERIAL
REQUIREMENTS IN ASTM STANDARDS D 6461, 4632, 4491,
4751, AND 4355.
NOTES:
1. AVOID JOINTS, UNAVOIDABLE JOINTS MUST HAVE 4 FEET OF CLOTH OVERLAP
AND SHOULD TIE INTO THE NEXT ADJACENT POST
2. PLACE ON CONTOUR EXCEPT ENDS WHICH SHOULD BE 1' ABOVE GRADE TO
PREVENT CUT AROUND.
3. WRAP APPROX. 6" OF GEOTEXTILE FABRIC AROUND END POSTS AND SECURE
WITH TIES.
4. REMOVE ONCE AREA IS STABLE.
GRADE -III—III—I
I;III;IIIII
III
STEEL POST CAP
L LLLLLLLLLLLLLLLLLLLLLLLLLL
L LLLLLLLLLLLLLLLLLLLLLLLLLL
L LLLLLLLLLLLLLLLLLLLLLLLLLL
L LLLLLLLLLLLLLLLLLLLLLLLLLL
L LLLLLLLLLLLLLLLLLLLLLLLLLL
L LLLLLLLLLLLLLLLLLLLLLLLLLL
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11-1 I I —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —III —I 1I—
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IIIIII III III III III III III III III III III III III III III III III III III III III III III I1-
-1
NOTES:
1. PROVIDE 5' STEEL POST OF THE SELF -FASTENER ANGLE STEEL TYPE.
2. PROVIDE CAPS ON TOP OF STEEL POSTS.
-111:
STEEL POST
ORANGE, UV RESISTANT,
HIGH -TENSILE STRENGTH.
POLY BARRIDADE FABRIC (TYPICAL)
-III—III—II
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SIDE VIEW
STEEL POST
WOVEN WIRE FABRIC
MIN. 10 GA.
LINE WIRES
NCDOT #57 WASHED
STONE
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GRADE
SPECIAL SILT FENCE
4' MAX.
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NOTE
MAINTENANCE
FILTERED
WATER
FRONT VIEW
INSPECT AT LEAST WEEKLY AND AFTER EACH SIGNIFICATN (1/2 INCH OR GREATER)
RAINFALL EVENT. MAKE ANY REPAIRS IMMEDIATELY.
CHECK THE STRUCTURE FOR EROSION, PIPING, AND ROCK DISPLACEMENT. REPLACE
STONE AS NEEDED.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER
OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT
TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND
BRING THE AREA TO GRADE AND STABILIZE IT AFTER CONTRIBUTING DRAINAGE
AREA HAS BEEN PROPERLY STABILIZED.
INSTALLATION
SILT FENCE TO BE INSTALLED IN LOW POINTS, DRAINAGE DRAWS, AND AS SHOWN
ON THE PLANS.
EROSION CONTROL MATTING
PLACE COIR FIBER MATTING IN 6 INCH DEEP
TRENCH, STAKE, BACKFILL, AND COMPACT
TOP OF BMP SIDE SLOPE
TOE OF SLOPE
PLACE COIR FIBER MATTING IN 6 INCH DEEP
TRENCH, STAKE, BACKFILL, AND COMPACT
LARGE STAKES
CROSS SECTION VIEW
NOTES:
1. BANKS SHOULD BE SEEDED AND MULCHED PRIOR TO PLACEMENT OF MATTING.
2. PLACE COIR FIBER MATTING ACCORDING TO MANUFACTURER RECOMMENDATIONS.
3. MATTING STAKES SHOULD BE PLACED IN A DIAMOND SHAPED PATTERN.
7
• • • • • • • • • • • •/
• • • • • • • • • •
•
• • • • • • • • • • • •
• • • • • • • • • • •
0 0 0 0 0 0 0 0 0 0� LARGE STAKES
• • • • • • • • • • • •
TRENCH
TOP OF BMP SIDE SLOPE
• • • • • • • • • •
- SMALL STAKES
•• ••/
COIR FIBER MATTING TO
BE EXTENDED BELOW
TOE OF SLOPE
TYPICAL SMALL MATTING STAKE
THE WOOD STAKE SHALL BE THE NORTH AMERICAN
GREEN ECO-STAKE OR APPROVED EQUAL WITH THE
FOLLOWING DIMENSIONS:
LEG LENGTH
11.00 IN (27.94 CM)
HEAD WIDTH
1.25 IN (3.18 CM)
HEAD THICKNESS
0.40 IN (1.02 CM)
LEG WIDTH
0.60 IN (1.52 CM) (TAPERED TO POINT)
LEG THICKNESS
0.40 IN (1.02 CM)
TOTAL LENGTH
12.00 IN (30.48 CM)
1 1/2" GALVANIZED
ROOFING NAIL
TYPICAL LARGE MATTING STAKE
THE WOOD STAKE SHALL BE HARDWOOD (24 INCH)
WITH THE FOLLOWING DIMENSIONS:
LEG LENGTH
24.00 IN (60.96 CM) (TAPERED TO POINT)
WIDTH
0.75 IN (1.90 CM)
THICKNESS
0.75 IN (1.90 CM)
PLANS PREPARED BY:
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REVISIONS:
NO.
DATE
PROJECT NO.:
A15002.00
EC-3
PLAN VIEW

ROCK PIPE
INLET PROTECTION
ROCK
INLET SEDIMENT
TRAP TYPE C
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1 RIP RAP(SEE SECT! N THRU BASIN BELOW)
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14"WIRE MESH - -1.
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SED/NjF NT STORAGE AREA /��
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SEE NOTE FOR
POST DESCRIPTION
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ENT TRAP 1
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VIEW NOTE:
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2'
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OAD R]
NWAY
RIVER PAR
M BREWER
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NO SCALE
AREAS TO BE DISTURBED SEDIMENT STORAGE
FILL, ETC.)
GRAVEL & RIP RAP FILTER BERM BASIN DETAIL
IS DESIGNED TO PROTECT EXISTING PIPE INVERTS
PIPE INVERT
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2'
NOTE
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USE NO. 5 OR NO. 57 STONE FLO --►2r
FOR SEDIMENT CONTROL STONE. W
FLOWS..
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SEDIMENT
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1/4" MESH HARDWARE CLOTH WITH SEDIMENT
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6"
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CONTROL STONE
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WIRE MESH 14 INCH MESH OPENINGS. CONTROL STONE
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1'-6"
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' PLACE TOP OF WIRE MESH 1'-6"
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ING FOR
RAP TYPE C
* A MINIMUM OF ONE FOOT BELOW
THE SHOULDER OR ANY
DIVERSION POINT.
INSTALL WIRE MESH UNDER
AVERAGE BOX SEDIMENT CONTROL STONE.
DIMENSION VARIABLE USE 5' STEEL POST, INSTALLED
TREATED 1.5' DEEP MINIMUM, AND TREATED
WATER OF THE SELF -FASTENER
SECTION A -A ANGLE STEEL TYPE. SECTION
POST A MAXIMUM
*
WATER
AVERAGE BOX
DIMENSION VARIABLE
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ENGLISH
ROCK INLET
FRENCH
GRI
FRENCH BRO
NEW BELL
(CUT,
FLOOD STORAGE ZONE
111 2
RIP RAP HEADWALL
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OF 4'
MULTI -DIRECTIONAL FLOW SINGLE -DIRECTIONAL FLOW
1'
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NATURAL GROUND
1.5'
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NOTE:
-- CLASS 1 RIP -RAP FILTER FABRIC
SHEET 1 OF 1
SHEET 1 OF 1
1632.03
1632.03
DIMENSIONS ARE MINIMUM ACCEPTABLE #57 WASHED STONE•
UNLESS OTHERWISE NOTED. MAX. SEDIMENT DEPTH(CLEAN OUT POINT)
SECTION THRU BASIN, FILTER AND CULVERT PIPE
NO SCALE
PLANS PREPARED BY:
Michael Baker Engineering Inc.
Michael Baker 797 Haywood Road, Suite 201
Asheville, NORTH CAROLINA 28806
Phone: [phone]
Fax: [phone]
INTERNATIONAL License #: F-1084
TEMPORARY ROCK DAM
TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE
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FLOW
CONSTRUCTION
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STILLING
(2 FT. MAX
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AREA UPSTREAM
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#57 STONE
PUBLIC ROAD
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CLASS 1 STONE
EXISTING CHANNEL
PLAN VIEW
PUBLIC ROAD
6" MINIMUM THICKNESS
1'
ill 2' ►-
-.
REVISIONS:
NO.
DATE
FLOW oo�r
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1/2 CHANNEL DEPTH
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OF CLASS A STONE
PROJECT NO.:
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000 �P 0 0 ° �00 0 °0 ��
BACKFILL
# 57 STONE
CROSS SECTION
A15002.00
GEOTEXTILE FABRIC
NOTES:
SPECIFICATION NO. 6.06 - CONSTRUCTION ACCESS "N.C. EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL MARCH 2009"
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NOTES:
E C m 3
CLEAN OUT STILLING BASIN OF TRAPPED SEDIMENT PRIOR TO REMOVAL.

TYPICAL PUMP AROUND OPERATION
INSTALL
ROCK CHECK DAM
SEE DETAIL
IMPERVIOUS DIKE
TEMPORARY PIPING
CLASS I RIPRAP SPLASH PAD
SEDIMENT FILTER BAG
DEWATERING PUMP
TEMPORARY
FLEXIBLE
HOSE
EXISTING CHANNEL
PUMP AROUND PUMP
tE
r
rn
IMPERVIOUS DIKE
SANDBAG/STONE
WORKING
AREA
BASEFLOW
12" MIN
FLOW
IMPERVIOUS DIKE
IMPERVIOUS DIKE
SEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
1. INSTALL ROCK CHECK DAMS AT THE DOWNSTREAM END OF THE DESIGNATED PROJECT WORKING AREA.
2. THE CONTRACTOR WILL INSTALL THE PUMP AROUND PUMP AND THE TEMPORARY PIPING THAT WILL CONVEY THE
BASE FLOW FROM UPSTREAM OF THE WORK SITE.
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS IF NEEDED TO DEWATER THE ENTRAPPED
AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF SUFFICIENT SIZE TO DEWATER THE WORK AREA. THIS
WATER WILL FLOW INTO A SPECIAL STILLING BASIN.
5. THE CONTRACTOR WILL PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE PLAN AND FOLLOWING
THE GENERAL CONSTRUCTION SEQUENCE.
6. THE CONTRACTOR WILL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF THE IMPERVIOUS
DIKE. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE/PIPING STARTING WITH THE DOWNSTREAM
DIKE FIRST.
7. ONCE THE WORKING AREA IS COMPLETED, REMOVE THE STILLING BASINS AND STABILIZE DISTURBED AREAS WITH SEED
AND MULCH.
PUMP AROUND NOTES:
1. INSTALLATION LOCATION OF THE PUMP AROUND AND STILLING BASIN FOR THE SEDIMENT BAG SHALL BE APPROVED
ON -SITE BY THE ENGINEER.
2. EXCAVATION SHALL BE PERFORMED IN ONLY DRY SECTIONS OF CHANNEL.
3. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM STREAM FLOW.
4. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED IN ONE WORKING DAY.
5. THE PUMP AROUND PUMP SHOULD ADEQUATELY CONVEY 1.0 CFS.
6. PROVIDE STABILZED OUTLET TO STREAM BANK.
EXISTING GROUND —\
12" MIN. CLASS A STONE
12"I MIN
or,
FILTER FABRIC FOR DRAINAGE
TYPE II (NON -WOVEN)
SEDIMENT FILTER BAG
JorlJn van
0
CM
TOP OF
STREAM BANK
PROVIDE STABILIZED
OUTLET TO STREAM
BANK
PLANS PREPARED BY:
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
REVISIONS:
NO.
DATE
PROJECT NO.:
A15002.00
15' TO 20'
15' MIN
EC-3B