20170912 Ver 1_Design/Map/Site Plans_20170724

VICINITY MAP - NOT TO SCALE
REV
REVISIONS
BY
DATE
JEC
APPROVED BY: CDJ
PROJECT
2.0
EXISTING CONDITIONS
3.0
N0.
15-149-034
EROSION & SEDIMENT CONTROL PLAN
4.1
DETAILS - EROSION & SEDIMENT CONTROL PLAN
5.0
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
CITY
OF WINSTON
SALEM
SPRING PARK SCOPE STABILIZATION,
STREAM RESTORATION, DRAINAGE
AND ROADWAY IMPROVEMENTS
PREPARED BY: PREPARED FOR:
JEWELL City of
ENGINEERING CONSULTANTS PC WINSTON-SALEM
PO BOX 2294 LIC # C1842 NORTH CAROLINA
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
CITY
DRAWN BY: AWB
N0.
CHECKED BY: CDJ
JEC
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
CITY
OF WINSTON
SALEM
SPRING PARK SCOPE STABILIZATION,
STREAM RESTORATION, DRAINAGE
AND ROADWAY IMPROVEMENTS
PREPARED BY: PREPARED FOR:
JEWELL City of
ENGINEERING CONSULTANTS PC WINSTON-SALEM
PO BOX 2294 LIC # C1842 NORTH CAROLINA
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
CITY
PROJECT
N0.
000024497
JEC
1.1
PROJECT
2.0
EXISTING CONDITIONS
3.0
N0.
15-149-034
EROSION & SEDIMENT CONTROL PLAN
4.1
DETAILS - EROSION & SEDIMENT CONTROL PLAN
JUNE, 2017
PRELIMINARY DESIGN SET
SHEETINDEX
SHEET
DESCRIPTION
1.0
COVER SHEET & VICINITY MAP
1.1
NOTES, ABBREVIATIONS, AND LEGEND
2.0
EXISTING CONDITIONS
3.0
TRAFFIC CONTROL PLAN - SIXTH STREET
4.0
EROSION & SEDIMENT CONTROL PLAN
4.1
DETAILS - EROSION & SEDIMENT CONTROL PLAN
5.0
DEMOLITION PLAN
6.0
STORMWATER DRAINAGE SYSTEM PLAN
6.1-6.2
PLAN & PROFILE - LINE A
6.3
PLAN & PROFILE - LINE E
6.4-6.6
DETAILS - STORMWATER DRAINAGE SYSTEM
7.1
ROADWAY PLAN - NOTES
7.2-7.3
ROADWAY PLAN - TYPICAL SECTIONS
7.4-7.6
ROADWAY PLAN - PLAN SHEETS
7.7-7.9
TRAFFIC CONTROL PLAN - WEST END BOULEVARD
7.10-7.12
PAVEMENT MARKING & SIGNING PLAN
7.13-7.23
ROADWAY PLAN - CROSS SECTIONS
8.0-8.1
STREAM RESTORATION PLAN
8.2
DETAILS - STREAM RESTORATION PLAN
9.0
PLANTING PLAN
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PROJECT LOCATION & SHEET INDEX
SHEET NO.
wt

STANDARD SITE
ABBREVIATIONS
GENERAL NOTES
ABC
AGGREGATE BASE COURSE
MAX
MAXIMUM
AC
ACRES
MB
MAIL BOX
Legend
ANSI
AMERICAN NATIONAL STANDARDS INSTITUTE
MED
MEDIAN
1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE MOST RECENT VERSION OF THE CITY OF WINSTON-SALEM'S INFRASTRUCTURE AND
ALBC
APPROX
ALUMINUM BOX CULVERT
APPROXIMATE
MH
MIN
MANHOLE
MINIMUMIron
DEVELOPMENT STANDARDS AND TECHNICAL SPECIFICATIONS (FEB. 2015), AND IN ACCORDANCE WITH APPROVED PLANS BY THE ENGINEER. WHERE
Found
0i
Limits of Disturbance
LOD
CONFLICTS ARISE, THE FINAL AUTHORITY SHALL BE THE CITY.
ASPH
ASPHALT
MJ
MECHANICAL JOINT
ASTM
AMERICAN SOCIETY FOR TESTING MATERIALS
MON
MONUMENT
2. ALL COORDINATES ARE BASED ON NAD 83(2011) AND ALL ELEVATIONS ARE BASED ON NAVD 88.
Storm Manhole
0
Temp Silt Fence El
El
AVC
ASPHALT VALLEY CURB
MTL
METAL
AWWA
AMERICAN WATER WORKS ASSOCIATION
MUTCD
MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
3. CONSTRUCTION AND/OR DEMOLITION ACTIVITY, INCLUDING LOADING AND UNLOADING OF MATERIAL, IS PROHIBITED BEFORE 7 AM AND AFTER 7 PM
Catch Basin
®
Temp Con s tr Easement
TCE
MW
MONITOR WELL
MONDAY THROUGH FRIDAY. NO WORK IS PERMITTED ON WEEKENDS OR HOLIDAYS UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE CITY.
B -B
BACK OF CURB TO BACK OF CURB
Slabto Basin
p
®
Tem Constr Fence
p
BL
B/L
BASELINE
BASELINE
N/A
NAD 27
NOT APPLICABLE
NORTH AMERICAN DATUM 1927
4. ALL CONTRACTORS SHALL BE PROPERLY LICENSED UNDER NC STATE LAWS GOVERNING THEIR TRADE.
Storm Sewer
Natural Constructed Riffles
BLDG
BM
BUILDING
BENCHMARK
NAD 83
NBL
NORTH AMERICAN DATUM 1983
NORTH BOUND LANE
5. CONTRACTOR SHALL VISIT THE SITE, BECOME FAMILIAR WITH ACTUAL CONDITIONS, AND SHALL VERIFY EXISTING CONDITIONS IN THE FIELD.
BOC
BACK OF CURB
NC
NORMAL CROWN
Sanitary Manhole
0
Log Sill
�
BOL
BOLLARD
NC GRID
NORTH CAROLINA GRID
6. CONTRACTOR HEREBY WARRANTS HIS WORK FOR A PERIOD OF ONE YEAR FROM THE DATE OF FINAL ACCEPTANCE BY THE CITY AGAINST ANY DEFECTS
BVC
BEGIN VERTICAL CURVE
NCDENR
NORTH CAROLINA DEPARTMENT
DUE TO FAULTY MATERIALS OR WORKMANSHIP.
Clean Out
*CO
Woody Debris Toe Sod Mat
qIr
BW
BARB WIRE
OF ENVIRONMENT AND NATURAL RESOURCES
NCDEQ
NORTH CAROLINA DEPARTMENT
7. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF PUBLIC SAFETY ON THE SITE DURING THE PERIOD OF CONSTRUCTION, INCLUDING
WEEKENDS AND HOLIDAYS.
Sanitary Sewer
Double Step Drop Log Structure
C&G
CURB AND GUTTER
OF ENVIRONMENTAL QUALITY
CATV
CABLE TELEVISION
NCDOT
NORTH CAROLINA DEPARTMENT
Light Pole
Root
�
CAP
CORRUGATED ALUMINUM PIPE
OF TRANSPORTATION
8. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL ADJACENT PROPERTIES, THE GENERAL PUBLIC, AND ALL OF THE CITY FACILITIES.
wads
CB
CATCH BASIN
NCGS
NORTH CAROLINA GEODETIC SURVEY
SHOULD DAMAGES OCCUR, THE CONTRACTOR SHALL AT HIS OWN EXPENSE REPAIR IMMEDIATELY TO THE SATISFACTION OF THE CITY AND THE
CBL
CABLE
NEMA
NATIONAL ELECTRICAL
ENGINEER.
Utility Pole
Cover Log
CFS
CUBIC FEET PER SECOND
MANUFACTURERS ASSOCIATION
CHL
CHAIN LINK
NIP
NEW IRON PIPE
9. CONTRACTOR SHALL HOLD HARMLESS THE CITY AND THE ENGINEER FOR DAMAGES, INJURIES, OR OTHER ACCIDENTS WHICH OCCUR DURING THESE
Lamp
Level Spreader
CI
CURB INLET
N0.
NUMBER
CONSTRUCTION ACTIVITIES.
CIP
CAST IRON PIPE
NTS
NOT TO SCALE
Power Meter
o
Log Drop Step Riffle
CENTERLINE
10.CONTRACTOR SHALL BE RESPONSIBLE FOR THE SECURITY OF THE CONSTRUCTION SITE, INCLUDING BUT NOT LIMITED TO: HIS EQUIPMENT,
C/L
CENTERLINE
0/C
ON CENTER
COMPLETED WORK, STAGED MATERIALS, AND SITE ACCESS BY AUTHORIZED AND UNAUTHORIZED PERSONS.
Aerial Utility Line
Diversion Channel
�/ v
CM
CONCRETE MONUMENT
OD
OUTSIDE DIAMETER
CMP
CORRUGATED METAL PIPE
OH
OVERHEAD
11.CONTRACTOR SHALL NOT LEAVE ANY EXCAVATION OPEN OR UNPROTECTED DURING NON -WORKING HOURS. THE CONTRACTOR SHALL UTILIZE
Gas Meter
CO
CLEAN OUT
OSHA
OCCUPATIONAL SAFETY AND
FENCES, SIGNS, BARRICADES, AND APPROPRIATE MEANS AS NECESSARY TO ENSURE THE SAFETY OF BOTH AUTHORIZED AND UN -AUTHORIZED
o
Rock Step Riffle
COM
CONC
COMMUNICATION
CONCRETE
OVH
HEALTH ADMINISTRATION
OVERHANG
PERSONS WHO ENTER THE SITE.
Water Valve
Log / Rock Riffle
CONSTR
CONSTRUCTION
12.CONTRACTOR SHALL ENSURE THAT ALL TREES AND EXISTING LANDSCAPING NOT DESIGNATED FOR REMOVAL SHALL BE PROTECTED DURING
CONTR
CONTRACTOR
P/A
PARKING AREA
CONSTRUCTION.�So
Water Meter
Log Jam
COR
CPP
CORNER
CORRUGATED PLASTIC PIPE
PC
PCBC
POINT OF CURVATURE
PRECAST CONCRETE BOX CULVERT
13.CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATION OF ALL ILLUSTRATED CONSTRUCTION ACTIVITIES AT THE PROJECT
o
CULV
CULVERT
PCC
POINT OF COMPOUND CURVATURE
Fire H y Bran t
o
LO b
g J — Hook Combo w / Roo t wad
SITE.
Y
CW
CHILLED WATER
PED
PI
PEDESTAL
POINT OF INTERSECTION
Spigot
���
Single Lo Vane Arm
g g
A
14.CONTRACTOR SHALL ENSURE THAT ALL WORK SHALL BE PERFORMED ACCORDING TO CURRENT OSHA SAFETY REGULATIONS. CONTRACTOR SHALL
DCV
DELTA
DETECTOR CHECK VALVE
PINC
PIV
POINT OF INTERSECTION NO CURVE
POST INDICATOR VALVE
PROVIDE SAFETY TRAINING CERTIFICATION DOCUMENTATION IF REQUESTED BY THE CITY.
Water Line
W
Double Step Rock Cross—Vane
DDCV
DOUBLE DETECTOR CHECK VALVE
IL
PROPERTY LINE
15.CONTRACTOR SHALL COORDINATE WITH THE ENGINEER, THE CITY, AND ADJACENT PROPERTY OWNERS AS REQUIRED FOR WORK ON PRIVATE
PD
DI
DROP INLET
POC
POINT ON CURVE
PROPERTY.
Telephone Pedestal
Rock Cross—Vane
�p
DIA
DIAMETER
POS
POINT ON SPIRAL
0
DIAMETER
POT
PP
POINT ON TANGENTs
POWER POLE
16.CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK AS SHOWN ON PLANS AND SHALL VERIFY ALL DIMENSIONS AND GRADES AT THE
Cable Box
V
Q
DIP
DPC
DUCTILE IRON PIPE
DUKE POWER COMPANY
PRC
POINT OF REVERSE CURVATURE
JOB SITE. IF DIFFERENCES ARE FOUND, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SO THAT MODIFICATIONS CAN BE MADE.
Birdbath
DRW
DRIVEWAY
PSI
POUNDS PER SQUARE INCH
�
DW
DOMESTIC WATER
PT
POINT OF TANGENCY
17.CONTRACTOR SHALL MAINTAIN A SET OF ANNOTATED DRAWINGS SHOWING ANY FIELD CHANGES TO THE PROJECT. THE CONTRACTOR IS NOT
HVAC Unit
PVC
POLYVINYL CHLORIDE
AUTHORIZED TO MAKE FIELD CHANGES WITHOUT THE APPROVAL OF THE ENGINEER.
EBL
EAST BOUND LANE
PVI
POINT OF VERTICAL INTERSECTION
Mailbox
EG
EXISTING GRADE
PVMT
PAVEMENT
18.UTILITIES WERE LOCATED BASED ON FIELD MARKINGS PROVIDED BY 811 ONE -CALL. NO SUB -SURFACE LOCATIONS HAVE BEEN PERFORMED. ALL
EIP
EXISTING IRON PIPE
PZ
PIEZOMETER
SUB -SURFACE UTILITY LOCATIONS ARE APPROXIMATE.
Bore
Bore
ELEC
ELECTRIC
EL
ELEVATION
R
RADIUS
19.CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION AND NOTIFYING APPROPRIATE UTILITY
ELEV
ELEVATION
R/W
RIGHT OF WAY
PROVIDER OF ANY CONFLICTS. ADDITIONALLY, THE CONTRACTOR SHALL BE RESPONSIBLE FOR EXERCISING REASONABLE EFFORTS TO PROTECT ANY
Tra ffic Sign
EM
ELECTRIC METER
RCP
REINFORCED CONCRETE PIPE
KNOWN AND UNKNOWN UNDERGROUND FEATURES. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING IMMEDIATELY IF UTILITY
Bollard
EOP
EDGE OF PAVEMENT
RETW
RETAINING WALL
INFORMATION IS DISCOVERED THAT WOULD NECESSITATE MODIFICATION TO THE ILLUSTRATED DESIGN.
ESMT
EASEMENT
REV
REVISED
EVC
END VERTICAL CURVE
RJ
RESTRAINED JOINT
20. WITHIN THE WORK AREA, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION AND ELEVATION ADJUSTMENTS OF ANY EXISTING VAULTS
Barrier
- — — — — -
EX
EXISTING
RPZ
REDUCED PRESSURE ZONE
(REGARDLESS OF FUNCTION), METER BOXES, FIRE HYDRANTS, CLEAN OUTS, MANHOLES, ETC. TO MATCH FINISHED GRADES AND SITE PLAN. ALL SUCH
EXT
EXTENSION
RT
RIGHT
WORK SHALL BE COORDINATED WITH THE ENGINEER PRIOR TO PERFORMING ADJUSTMENTS.
Wall
RWM
RIGHT OF WAY MONUMENT
FES
FLARED END SECTION
21. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF THE PROJECT FROM EFFECTS OF FLOOD AND STORM EVENTS, INCLUDING BUT NOT
Boundary Line
FFE
FINISHED FLOOR ELEVATION
LIMITED TO WORK IN PROGRESS, COMPLETED WORK, EQUIPMENT, MATERIALS, UTILITIES, WITHIN THE PROJECT AREA OR AFFECTED BY THE PROJECT
FG
FINISHED GRADE
SAN
SANITARY
OR DAMAGED AS A RESULT OF THE PROJECT.
Un surveyed Line
FH
FIRE HYDRANT
SB
SOIL BORING
FL
FLOOD LIGHT
SBL
SD
SOUTH BOUND LANE
STORM DRAIN
22. TRAFFIC CONTROL DEVICES, SIGNS, LANE CLOSURES, SIDEWALKS, ETC. SHALL BE INSTALLED IN ACCORDANCE WITH CITY AND NCDOT STANDARDS.
Ditch
D
FNC
FENCE
FOC
FACE OF CURB
SHT
SIA
SHEET
SIAMESE CONNECTION
23. THE CONTRACTOR SHALL BE REQUIRED TO FURNISH, INSTALL, RELOCATE, AND MAINTAIN ALL TRAFFIC CONTROL MEASURES (SIGNS, BARRICADES,
Fence
X
FPS
FT
FEET PER SECOND
FOOT (OR) FEET
SI G
SIGNAL
ETC.) FOR WORK SITES AS REQUIRED. THE LOCATION AND POSITIONING OF THESE TRAFFIC CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE
Handrail
HR
'
FOOT (OR) FEET
SETBACK LINE
PLANS AND APPROVED IN FIELD BY THE ENGINEER BEFORE CONSTRUCTION BEGINS.
Creek
GALV
GALVANIZED
SP
SPECS
SIGNAL POLE
SPECIFICATIONS
24. TWO BORING LOCATIONS WERE SELECTED PRIOR TO DESIGN AND THEY ARE SHOWN ON THE EXISTING CONDITIONS SURVEY ON SHEET 2.0. NOTE
GB
GRILL BASIN
SS
SANITARY SEWER
THAT THE BORINGS ARE NOT BEHIND THE EXISTING RETAINING WALLS AND THERE IS NO SUBSURFACE INFORMATION IN THE VICINITY OF THE WALLS
Contour Line
— 31
GC
GENERAL CONTRACTOR
STA
STATION
WHERE PROPOSED GUARD RAILS ARE TO BE INSTALLED. THE GEOTECHNICAL SERVICES REPORT IS PROVIDED IN THE TECHNICAL SPECIFICATIONS.
GL
GAS LINE
STD
STANDARD
Hedgerow
GM
GAS METER
STM
STORM
GPM
GALLONS PER MINUTE
SW
SIDEWALK
Shrub
GR
GRADE
GRV
GRAVEL
T
TANGENT
Woods Line
GV
GATE VALVE
T/
TOP
GSV
GAS VALVE
TBM
TEMPORARY BENCHMARK
Crepe Myrtle
GW
GUY WIRE
TCP
TEL
TERRA COTTA PIPE
TELEPHONE
Deciduous Tree
H
HORIZONTAL
TEMP
TEMPORARY
HC
HANDICAP
TOC
TOP OF CURB
Coniferous Tree
HCP
HANDICAP PARKING
TOE
TOE OF SLOPE
HCR
HANDICAP RAMP
TOP
TOP OF SLOPE
HDPP
HIGH DENSITY POLYPROPYLENE
TOW
TOP OF WALL
Plan t
HDW
HEADWALL
TP
TELEPHONE POLE
HP
HIGH POINT
TRANS
TRANSFORMER
Rose Bush
HT
HEIGHT
TYP
TYPICAL
LandscapingIIIiIi
-111-111-111-111-11f=
r,
ID
INSIDE DIAMETER
U/C
UNDER CONSTRUCTION
lllll,,L-Ir',TIr ll
IN
INCH OR INCHES
U/G
UNDERGROUND
IN/HR
INCH (OR) INCHES
INCHES PER HOUR
UP
UTILITY POLE
,
CONTACT PHONE NUMBERS:
INV
ISL
INVERT
ISLAND
V
VERTICAL
CITY/COUNTY UTILITIES 336-727-8000
ITL
INDEPENDENT TESTING LABORATORY
VC
VERTICAL CURVE
WINSTON-SALEM STORMWATER 336-727-8000
VCP
VITREOUS CLAY PIPE
PIEDMONT NATURAL GAS 800-752-7504
JB
JUNCTION BOX
N//
WITH
Know what's below.
L
LENGTH
WBL
WEST BOUND LANE
all before you dig.
LF
LINEAR FEET
WL
WATER LINE
DEFINITION OF TERMS:
WM
WATER METER
T
LIGHT
WV
WATER VALVE
CITY - THE CITY OF WINSTON-SALEM, NC BEFORE YOU DIG!
LP
LS
LIGHT POLE
LANDSCAPED
WW
WOVEN WIRE
CCUC - CITY/COUNTY UTILITY COMMISSION CONTACT ONE -CALL CENTER
LT
LEFT
1-800-632-4949 OR 811
LOC
LOCATION
PREPARED BY: PREPARED FOR:
REV
DATE DRAWN BY:
AWB
CONCEPT
City of
JEWELL
Spring Park
Slope Stabilization, Stream
Restoration, Drainage and Roadway Improvements
SHEET NO.
REVISIONS
BY
ISSUE DATE:
June 23, 2017
#
- WINSTON-SALEM
CITY PROJECT NUMBER:
CHECKED BY:
CDJ
000024497
DO NOT USEPO
ENGINEERING CONSULTANTS, PC
NORTH CAROLINA
NOTES,ABBREVIATIONS
8� LEGEND
JEC PROJECT NUMBER:
BOX 2294 LIC # C1842
APPROVED
BY: CDJ
15-149-034
FOR CONSTRUCTION
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro

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Forsyth County, North Carolina �- , /t g c° ° ��oX �g \ s y o V /1,C `'• o
w.
Notes:
(� � __,.... mss. c° ei• ° � e 2d,
1 V ®Leas. c XFU o / !j ¢ :3�.°'ae �c �. ri� moo'` F 3 � c3S 1. � � AB �. -Q> P,9Ey fp� (Q.
10 r ,� O $ 2004 r ep QO�V•`' "'•,..... ai% , qhO„ °o� l ��VG X06 :,:,K,",• ^,, s�,�6'
1) Brady Surveying Company, P.A., located all surface utilities (vertical
1, Jerry W. Ellis, certify that this map was drown under my supervision„
from an actual traditional and a GPS surve made under m and horizontal) which were accessible to a survey crew. Underground
w
y y
supervision (deed description recorded in Deed Book 2428, Page 2825
and other reference sources as shown); that the boundaries not
surveyed are indicated as dashed lines and drawn from information
shown; that the ratio of precision or positional accuracy for the
traditional survey as calculated by latitudes and departures is
1/20,000+; the following information was used to perform the GPS
survey. (1) Class of survey: A (2) Positional accuracy. 0.10' (3) Type
of GPS field procedure: RTK (4) Date of survey. 2-8-16 (5) Datum:
NAD83(2011) (6) NCGS VRS/RTN (7) Geoid model: 2012a (8) Combined
grid foctor(s): 0.9999364 (9) Units: US Survey Feet; that the area
was calculated by coordinates; that this ground survey was performed
at the 95% confidence level (2 sigma) to meet Federal Geographic
Data Committee Standards; that this survey was performed to meet
the requirements for a topographic/plonimetric survey to the accuracy
of Class AA and vertical accuracy when applicable to the Class A
standard,, and that the original data was obtained on various days in
January and February, 2016; that the survey was compfeted on
February 8, 2016; and all coordinates are based on the NCGS
URS/RTN NAD83 and realization (2011) and al/ elevations are based on
NAVD88 (Geoidl2a); and that this map meets the requirements of The
Standards of Practice for Land Surveying in North Carolina (21 NCAC
56.1600) and does not meet the requirements of NCGS 47-30 as
amended.
Witness my hand and seal this 17th day of March, 2016.
01111luttt�
�ry % . CnA RO,�r''r
afessi�_R I Land Surveyor
L-4558 _ : a SEAL
L 451 ' C/)
ubuties not discernible by surface appurtenances shown per Information
obtained from public/privote records, utility entities or others and
should be considered approximate only. Some underground utilities
may not be shown. Brady Surveying Company, P.A., does not guarantee
that all utilities are shown on this map, nor do we guarantee that
all underground utilities are shown accurately.
2) Field survey was completed by 2-8-16. This drawing shows topo-
graphic conditions of the site at the time of the survey.
3) This property is subject to any easements, agreements, or rights-of-
way of record prior to the dote of this map which were not apparent
at the time of my inspection and might otherwise be disclosed by an
attorney's title opinion which as of date shown hereon has not been
supplied to Brody Surveying Company, P.A. There may be easements
or other matters of record affecting this property not shown hereon.
4) Geodetic Datum via the NCGS VRS/RTN,
5) All distances shown are measured horizontal ground distances unless
specifically noted otherwise.
Revisions
No,
Date
Description
By:
1
4-28-16
updated topo of washout
Changed border size
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City o Winston-Salem "&a*
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Winston Township
Forsyth County, North Carolina
March 17, 2016
GRAPHIC SCALE
( IN FEET )
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2990 Bethesda Place, Suite 601-B
Winston-Salem, North Carolina 27103
[phone]
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INSTALL INLET PROTECTION
SEE DETAIL 1 / 4.0
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SEE DETAIL 3 / 4.1 OTECT T S
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EROSION CONTROL NOTES:
1. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES AND DEVICES ACCORDING TO
THE STANDARDS AND SPECIFICATIONS OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY AND
APPLICABLE STATE AND LOCAL LAWS AND ORDINANCES, AND PREVENT STANDING WATER WITHIN PROJECT LIMITS.
2. PERMITS HAVE BEEN/WILL BE OBTAINED FROM NCDEQ AND THE US ARMY CORPS OF ENGINEERS FOR THIS PROJECT.
CONTRACTOR SHALL COMPLY WITH ALL PERMIT CONDITIONS.
3. CONTRACTOR SHALL INSTALL ALL TEMPORARY EROSION CONTROL DEVICES WITHIN THE PROJECT AREA AS INDICATED
ON THE PLANS PRIOR TO COMMENCING EARTHWORK. IF ADDITIONAL STAGING/STOCKPILE AREA IS REQUIRED, THE
AREA MUST BE APPROVED BY THE CITY AND SILT FENCE MUST BE INSTALLED BEFORE USE. CONTRACTOR SHALL
ENSURE THAT DRAINAGE IS DIRECTED INTO TEMPORARY SEDIMENT DEVICES THROUGHOUT THE CONSTRUCTION
PERIOD.
4. AS EACH PORTION OF CONSTRUCTION IS COMPLETE INSTALL PERMANENT STABILIZATION. AT END OF PROJECT WHEN
AUTHORIZED BY THE ENGINEER, REMOVE ALL TEMPORARY EROSION CONTROL MEASURES, INSTALL PERMANENT
STABILIZATION, AND RESTORE THE SITE AS SHOWN ON PLANS, OR AS CLOSELY AS POSSIBLE TO ORIGINAL CONDITIONS.
5. CONTRACTOR SHALL PROVIDE SOIL STABILIZATION FOR ALL DISTURBED AREAS WITHIN 14 CALENDAR DAYS FROM THE
LAST LAND -DISTURBING ACTIVITY.
6. DEMOLITION SHALL INCLUDE THE REMOVAL FROM THE SITE OF TREES WHERE NOTED, STUMPS, BRUSH, VEGETATION,
TRASH, DEBRIS, WASTE STONE, WASTE PIPING/STRUCTURES, AND ANY OTHER UNSUITABLE MATERIAL FROM WITHIN
THE PROJECT AREA BOUNDARY AND CLEARING LIMITS, UNLESS INDICATED OTHERWISE ON THESE PLANS OR DIRECTED
BY THE ENGINEER.
7. TREES WITHIN CONSTRUCTION LIMITS THAT DO NOT CONFLICT WITH CONSTRUCTION SHALL REMAIN AND BE
PROTECTED FROM DAMAGE, UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE ACCOMMODATION AND MAINTENANCE OF BASE AND STORM FLOWS IN
ALL AREAS OF THE PROJECT SITE THROUGHOUT THE CONSTRUCTION PERIOD.
9. CONTRACTOR SHALL INSPECT SITE AFTER EACH RUNOFF PRODUCING RAINFALL AND REPAIR VISIBLE EROSION. REPAIR
AND REPLACE EROSION CONTROL DEVICES AS NECESSARY.
10.DEMOLITION SHALL INCLUDE THE COLLECTION AND REMOVAL OF ALL DEBRIS GENERATED FROM CONSTRUCTION AND
DEMOLICTION ACTIVITIES.
11.CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO PREVENT SEDIMENT FROM LEAVING SITE. STREETS AND
PAVED PARKING AREAS SHALL BE SWEPT REGULARLY TO KEEP THE TRACKED SEDIMENT FROM ENTERING THE STORM
DRAINS AND STREAM.
12.ALL PIPE SYSTEM AND STREAM WORK PERFORMED IS TO BE DONE IN THE DRY. THE CONTRACTOR SHALL TAKE
APPROPRIATE ACTION TO ENSURE THAT SUCH REQUIREMENTS ARE SATISFIED.
13.DE-WATERING OF STRUCTURES WITH SEDIMENT -LADEN WATER DIRECTLY TO STREAMS OR STORM DRAINAGE SYSTEM
IS PROHIBITED. THE CONTRACTOR SHALL TAKE APPROPRIATE ACTION TO ENSURE THAT SUCH PROHIBITED ACTIVIES
DO NOT OCCUR.
14.PERMANENT GROUND COVER IS REQUIRED ON ALL DISTURBED AREAS OF THE CONTRACT. MULCHING SHALL BE
PROVIDED FOR ALL AREAS REQUIRING SEEDING.
15.WHEN VEGETATION IS ESTABLISHED, CONTRACTOR SHALL CALL FOR FINAL SITE INSPECTION BY THE CITY OF
WINSTON SALEM.
REV
REVISIONS
BY
DATE
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
_ ..... PRqTECT TREES/
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PUMP AROUND
STATION OPTION
S � �STAGING/ " -- -,�g-
_ \��g SEE DETAIL 5 / 4.1
STOCKPILE 992-
/ AREA TEMPORARY
CONSTRUCTION
66092' y civ
4,0­1
`��' SEE DETAIL 4 / 4.1
CONSTRUCTION
ENTRANCE
SEE DETAIL 1 / 4.1
RUNOFF
WATER WITH,
SEDIMENT OVERFLOW
SEDIMENT
WIRE SCREEN
2" X 4" WOOD STUD
�JCK
FILTERED WATER
CURB INLET
BLOCK AND GRAVEL INLET PROTECTION
INLET PROTECTION DETAILS
NOT TO SCALE
CONCEPT
DO NOT USE
FOR CONSTRUCTION
SECURED/STAk
PREPARED BY:
JEWELL
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
INLET PROTECTION -SEDIMENT TUBE
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
0 20' 40' 80'
iiiiii
SCALE: 1"= 40'
S�
oaay
x0e ouo�„8tr
C
CONSTRUCTION
ENTRANCE
SEE DETAIL 1 / 4.1
EROSION & SEDIMENT CONTROL SEQUENCE FOR EACH PHASE:
1. INSTALL SILT FENCE AND TEMPORARY CONSTRUCTION FENCE AS SHOWN ON
PLANS.
2. INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN ON PLANS.
3. INSTALL SEDIMENT TRAP BEHIND PROPOSED HEADWALL AS SHOWN ON
PLANS.
4. PERIODICALLY INSPECT ALL EROSION AND SEDIMENT CONTROL MEASURES.
MAINTAIN, REPAIR, AND REPLACE AS NECESSSARY. PERIODIC INSPECTION
SHALL BE DEFINED AS AFTER EACH RAINFALL EVENT (0.5 INCHES PER 24
HOURS) OR WEEKLY, WHICHEVER IS MOST FREQUENT.
5. PERFORM STREAMBANK STABILIZATION, UTILITIES CONSTRUCTION,
ROADWAY IMPROVEMENTS, AND ABANDON EXISTING PIPES AND
STRUCTURES AS REQUIRED.
6. INSTALL INLET PROTECTION ON ALL NEW INLETS AS WORK IS COMPLETED.
7. STREAMBANK GRADING AREAS AND VEGETATION GEOLIFT INSTALLATION
SHALL BE STABILIZED WITH COIR FIBER MATTING AT THE END OF EACH WORK
DAY.
8. GRADE DISTURBED AREAS TO FINISHED GRADE.
9. STABILIZE ALL DISTURBED AREAS AS REQUIRED.
10. REMOVE ALL TEMPORARY EROSION CONTROL DIVIDES WHEN AREA IS
PERMANENTLY STABILIZED AND CONSTRUCTION IS COMPLETE.
SUGGESTED CONSTRUCTION SEQUENCE:
1. INSTALL EROSION & SEDIMENT CONTROL MEASURES AS SHOWN ON PLANS.
2. PERFORM UTILITIES CONSTRUCTION FROM SIXTH STREET TO MANHOLE A8
AND ALONG WEST END BOULEVARD.
3. INSTALL PUMP AROUND OPERATION PRIOR TO STREAM RESTORATION
CONSTRUCTION.
4. PERFORM STREAM RESTORATION.
5. COMPLETE UTILITIES CONSTRUCTION FROM MANHOLE A8 TO HEADWALL,
USING SEDIMENT TRAP STONE FOR EROSION PROTECTION ALONG THE
BANKS AT THE HEADWALL.
6. PERFORM ROADWAY CONSTRUCTION.
7. STABILIZE ALL DISTURBED AREAS AS REQUIRED.
8. REMOVE ALL TEMPORARY EROSION CONTROL DEVICES WHEN AREA IS
PERMANENTLY STABILIZED AND CONSTRUCTION IS COMPLETE.
8' MAX
STEEL POST--�,j
STEEL POST
WOVEN
FILTER WOVEN FILTER FABRIC
FABRIC z
W U
O J co n�
N FLOW
o I� I I 1=1 11=1 I I I I 1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I 11=1 11=1 11= �``� !�
N -III-III-III-III III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -I III -III -II �_
-I I -I I -I I III -III -III -III -III -III -III -III -III -III -III -III -III -III -III I -I I -I I- S II =
EWA II1�
11=1 11 1 I I 111=111= SI -III -III -I � II � �I � I Illi 1 � 1=1 � 1=1 � 1=1 � 1=1 � 1=1 � 1=1 � 1-�
-III=1�1_�I�ITII�IIill�1- -11,; 1�1-_�I�IIIII�IIII1111111�1 i�l�1=1�1=1�1-�1 ANCHOR SKIRT 8" MINIMUM
TEMPORARY SILT FENCE NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC TO BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL TYPE.
4. TURN SILT FENCE UP SLOPE AT ENDS.
5. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER AREAS OF CONCENTRATED FLOW.
8. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FENCE.
9. ATTACH THE FABRIC TO EACH POST WITH THREE TIES WITH THE TOP TIE WITHIN 8" OF THE TOP OF THE FABRIC.
10. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
11. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
TEMPORARY SILT FENCE MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF THE SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
2 TEMPORARY SILT FENCE
4.0 NOT TO SCALE
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
EROSION & SEDIMENT CONTROL PLAN
SHEET NO.
DRAWN BY: AWB
CHECKED BY: CDJ
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
_ ..... PRqTECT TREES/
Sg �- SS AS�fOSSIBLE S'
SV
O
O
^
Ztr azo - 8Z8 -
i -°Zzp-
yy i
C r s
PUMP AROUND
STATION OPTION
S � �STAGING/ " -- -,�g-
_ \��g SEE DETAIL 5 / 4.1
STOCKPILE 992-
/ AREA TEMPORARY
CONSTRUCTION
66092' y civ
4,0­1
`��' SEE DETAIL 4 / 4.1
CONSTRUCTION
ENTRANCE
SEE DETAIL 1 / 4.1
RUNOFF
WATER WITH,
SEDIMENT OVERFLOW
SEDIMENT
WIRE SCREEN
2" X 4" WOOD STUD
�JCK
FILTERED WATER
CURB INLET
BLOCK AND GRAVEL INLET PROTECTION
INLET PROTECTION DETAILS
NOT TO SCALE
CONCEPT
DO NOT USE
FOR CONSTRUCTION
SECURED/STAk
PREPARED BY:
JEWELL
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
INLET PROTECTION -SEDIMENT TUBE
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
0 20' 40' 80'
iiiiii
SCALE: 1"= 40'
S�
oaay
x0e ouo�„8tr
C
CONSTRUCTION
ENTRANCE
SEE DETAIL 1 / 4.1
EROSION & SEDIMENT CONTROL SEQUENCE FOR EACH PHASE:
1. INSTALL SILT FENCE AND TEMPORARY CONSTRUCTION FENCE AS SHOWN ON
PLANS.
2. INSTALL INLET PROTECTION ON ALL EXISTING INLETS AS SHOWN ON PLANS.
3. INSTALL SEDIMENT TRAP BEHIND PROPOSED HEADWALL AS SHOWN ON
PLANS.
4. PERIODICALLY INSPECT ALL EROSION AND SEDIMENT CONTROL MEASURES.
MAINTAIN, REPAIR, AND REPLACE AS NECESSSARY. PERIODIC INSPECTION
SHALL BE DEFINED AS AFTER EACH RAINFALL EVENT (0.5 INCHES PER 24
HOURS) OR WEEKLY, WHICHEVER IS MOST FREQUENT.
5. PERFORM STREAMBANK STABILIZATION, UTILITIES CONSTRUCTION,
ROADWAY IMPROVEMENTS, AND ABANDON EXISTING PIPES AND
STRUCTURES AS REQUIRED.
6. INSTALL INLET PROTECTION ON ALL NEW INLETS AS WORK IS COMPLETED.
7. STREAMBANK GRADING AREAS AND VEGETATION GEOLIFT INSTALLATION
SHALL BE STABILIZED WITH COIR FIBER MATTING AT THE END OF EACH WORK
DAY.
8. GRADE DISTURBED AREAS TO FINISHED GRADE.
9. STABILIZE ALL DISTURBED AREAS AS REQUIRED.
10. REMOVE ALL TEMPORARY EROSION CONTROL DIVIDES WHEN AREA IS
PERMANENTLY STABILIZED AND CONSTRUCTION IS COMPLETE.
SUGGESTED CONSTRUCTION SEQUENCE:
1. INSTALL EROSION & SEDIMENT CONTROL MEASURES AS SHOWN ON PLANS.
2. PERFORM UTILITIES CONSTRUCTION FROM SIXTH STREET TO MANHOLE A8
AND ALONG WEST END BOULEVARD.
3. INSTALL PUMP AROUND OPERATION PRIOR TO STREAM RESTORATION
CONSTRUCTION.
4. PERFORM STREAM RESTORATION.
5. COMPLETE UTILITIES CONSTRUCTION FROM MANHOLE A8 TO HEADWALL,
USING SEDIMENT TRAP STONE FOR EROSION PROTECTION ALONG THE
BANKS AT THE HEADWALL.
6. PERFORM ROADWAY CONSTRUCTION.
7. STABILIZE ALL DISTURBED AREAS AS REQUIRED.
8. REMOVE ALL TEMPORARY EROSION CONTROL DEVICES WHEN AREA IS
PERMANENTLY STABILIZED AND CONSTRUCTION IS COMPLETE.
8' MAX
STEEL POST--�,j
STEEL POST
WOVEN
FILTER WOVEN FILTER FABRIC
FABRIC z
W U
O J co n�
N FLOW
o I� I I 1=1 11=1 I I I I 1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I 11=1 11=1 11= �``� !�
N -III-III-III-III III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -I III -III -II �_
-I I -I I -I I III -III -III -III -III -III -III -III -III -III -III -III -III -III -III I -I I -I I- S II =
EWA II1�
11=1 11 1 I I 111=111= SI -III -III -I � II � �I � I Illi 1 � 1=1 � 1=1 � 1=1 � 1=1 � 1=1 � 1=1 � 1-�
-III=1�1_�I�ITII�IIill�1- -11,; 1�1-_�I�IIIII�IIII1111111�1 i�l�1=1�1=1�1-�1 ANCHOR SKIRT 8" MINIMUM
TEMPORARY SILT FENCE NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.
2. WOVEN FILTER FABRIC TO BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL TYPE.
4. TURN SILT FENCE UP SLOPE AT ENDS.
5. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER AREAS OF CONCENTRATED FLOW.
8. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FENCE.
9. ATTACH THE FABRIC TO EACH POST WITH THREE TIES WITH THE TOP TIE WITHIN 8" OF THE TOP OF THE FABRIC.
10. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
11. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
TEMPORARY SILT FENCE MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF THE SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
2 TEMPORARY SILT FENCE
4.0 NOT TO SCALE
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
EROSION & SEDIMENT CONTROL PLAN
SHEET NO.

NOTES:
1. A STABILIZED ENTRANCE PAD OF 2"-3" COURSE AGGREGATE SHALL BE LOCATED WHERE TRAFFIC
WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET OR EXISTING
GRAVEL/PAVED SURFACE.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE
CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING
OF SEDIMENT ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP
DRESSING WITH ADDITIONAL STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY
MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE
REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A
PUBLIC STREET. WHEN WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH
CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN SEE STD. NO. 30.11 B.
6. NCDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 & 10.25) TO ACCESS THE
CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE.
EXISTING GROUND
IJill►11
.ZZ • ZZ
.w _. .
t t r
CONSTRUCTION ENTRANCE
NOT TO SCALE
STAKE SP^^'"'^ " -1
CENTER
PUBLIC STREET
TYPE II FILTER FABRIC
UNDER 2"-3" COURSE AGGREGATE
F-
W
W
H
U
J
m
IL
TEMPORARY PROTECTION FENCE
NOT TO SCALE
REV
REVISIONS
BY
DATE
#
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)
DRAWN BY: AWB
CHECKED BY: CDJ
APPROVED BY: CDJ
3" HIGH DENSITY ORANGE
DLYETHYLENE SAFETY FENCE
TAKES: 66" T -POST DRIVEN 18"
=LOW GRADE
(IRE OR ZIP TIES TO SECURE
AFETY FENCE TO POST
NISHED GRADE
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
TRENCH
TOP OF BANK
TOE OF SLOPE
EROSION CONTROL MATTING SHALL BE
PLACED IN 12 INCH DEEP TRENCH, STAKED,
BACKFILLED AND COMPACTED
STOP OF STREAMBANK
2'TRENCHv
STAKE WITH
NAIL
WOOD STAKE
- [/TOE OF SLOPE
EROSION CONTROL MATTING SHALL BE
PLACED IN 12 INCH DEEP TRENCH, STAKED,
BACKFILLED AND COMPACTED BOTTOM OF CHANNEL
2'TRENCH
STAKE WITH
NAIL
CROSS-SECTION
EROSION CONTROL
MATTING TO BE EXTENDED
TO TRENCH AT TOE OF SLOPE
>Wi\\\111 MffAA
IMPERVIOUS DIKE (SE
PROJECT SPECIP
PROVISION:
EXISTING
GROUND
FILTER FABRIC
FOR DRAINAGE
TYPE 2
(NON -WOVEN)
CONCEPT
DO NOT USE
FOR CONSTRUCTION
rra��
TRENCH
/-TOP OF BANK
-WOOD 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)
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
EROSION CONTROL
MATTING TO BE EXTENDED
TO TRENCH AT TOE OF SLOPE
>Wi\\\111 MffAA
IMPERVIOUS DIKE (SE
PROJECT SPECIP
PROVISION:
EXISTING
GROUND
FILTER FABRIC
FOR DRAINAGE
TYPE 2
(NON -WOVEN)
CONCEPT
DO NOT USE
FOR CONSTRUCTION
rra��
TRENCH
/-TOP OF BANK
-WOOD 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)
TYPICAL TRENCH STAKE
EROSION CONTROL MATTING NOTES
1. BANKS SHALL BE SEEDED (PERMANENT & TEMPORARY) PRIOR TO PLACEMENT OF
MATTING.
2. WOODEN STAKES SHALL BE PLACED IN A DIAMOND SHAPE PATTERN PER THE PLAN
VIEW.
3. TRENCH STAKES AND WOOD STAKES SHALL BE PLACED A MAXIMUM DISTANCE APART
OF 3'.
4. EROSION CONTROL MATTING (ECM) SHOULD BE USED TO AID PERMANENT VEGETATED
STABILIZATION OF SLOPES 2:1 OR AREAS SPECIFIED IN THE PLANS.
5. RCM SHOULD BE USED WHEN MULCH CANNOT BE ADEQUATELY TACKED AND WHERE
IMMEDIATE GROUND COVER IS REQUIRED TO PREVENT EROSION DAMAGE.
6. 6" MINIMUM OVERLAP IN THE HORIZONTAL
EROSION CONTROL MATTING MAINTENANCE NOTES
1. INSPECT ECM AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT. REPAIR IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT
OCCUR BENEATH THE ECM.
3. ANY AREAS OF THE ECM THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE
GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL
BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE ECM AS NECESSARY UNTIL GROUND COVER IS
ESTABLISHED.
EROSION CONTROL MATTING
NOT TO SCALE
SPECIAL STILLING BASIN
G PUMP
IMPERVIOUS
DIKE
SEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
1. INSTALL SPECIAL STILLING BASINS 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.
NOTES:
1. EXCAVATION SHALL BE PERFORMED IN ONLY DRY SECTIONS OF CHANNEL.
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM
STREAM FLOW.
3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE
STABILIZED IN ONE WORKING DAY.
4. PROVIDE STABILZED OUTLET TO STREAM BANK.
Silt Bog
�57 stone
lass B
---�� --J�ilter Fabric
12" MIN. CLASS ASTON E
-TOP OF STREAM BANK
PROVIDE STABILIZED
OUTLET TO STREAM
BANK
TYPICAL PUMP AROUND OPERATION
NOT TO SCALE
PREPARED BY:
UEWELL
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
PREPARED FOR:
SILT BAG DETAIL
SILT BAG NOTES:
Silt bags shall be used for all dewatering operations.
Bags must be constructed of a 10oz non -woven
geotextile and appropriately sized for the intended
flowrate.
Silt bags shall be placed on a pad of Class B erosion
control stone built to elevation where specified.
Rock pad shall be topped with at least 3 inches of #57
stone.
SANDBAG/ST E
BASEFLOW
WORKING
AREA FLOW
IMPERVIOUS SHEET
City of
WINSTON-SALEM
NORTH CAROLINA
IMPERVIOUS DIKE DETAIL
CONSTRUCTION AREA UPSTREAM
OF PROPOSED HEADWALL
FLOW
# 5 WASHED STONE
OEXISTING CHANNEL DOWNSTREAM O
aCLASS B RIP RAP-/
PLAN VIEW
1'-6" MIN.
# 5 WASHED STONE
2
CLASS B RIP RAPF1
-\ FLOW 2' MAX
\\\ AT CENTER
4' TO 6'
FILTER FABRIC
TYPE 2
CROSS SECTION
3 TEMPORARY SEDIMENT TRAP
4.1 NOT TO SCALE
FILTER FABRIC
B RIPRAP
NOTES:
1. CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-SITE BEFORE WORK BEGINS.
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM.
4. LINE STREAMBANK AND ACCESS RAMP AREA WITH NON -WOVEN FILTER FABRIC.
5. INSTALL STREAM CROSSING PERPENDICULAR TO THE FLOW.
6. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT ENTER EXISTING
CHANNEL.
7. STABILIZE AN ACCESS RAMP OF CLASS B STONE TO THE EDGE OF THE MUD MAT.
8. THE WOOD MAT SHALL BE OF SUFFICIENT SIZE AND WIDTH TO SUPPORT THE LARGEST VEHICLE
CROSSING THE CHANNEL.
9. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE ACCORDING TO EQUIPMENT UTILIZED,
RECOMMENDED AT A 5:1 SLOPE.
10. SEE SPECIFICATION DOCUMENTS FOR ADDITIONAL INFORMATION PERTAINING TO TEMPORARY STREAM
CROSSING.
61 TEMPORARY STREAM CROSSING
4-1 / NOT TO SCALE
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
EROSION & SEDIMENT CONTROL PLAN
SHEET NO.
4.1

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REV
REVISIONS
BY
DATE
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
DEMOLITION NOTES:
1. ALL WORK SHALL BE PERFORMED WITHIN EXISTING CITY EASEMENTS OR TEMPORARY EASEMENTS WITHIN THE
PROJECT AREA AS SHOWN ON THE PLANS.
2. CONSTRUCTION AND/OR DEMOLITION ACTIVITY, INCLUDING LOADING AND UNLOADING OF MATERIAL, IS PROHIBITED
BEFORE 7 AM AND AFTER 7 PM MONDAY THROUGH FRIDAY. NO WORK IS PERMITTED ON WEEKENDS OR HOLIDAYS
WITHOUT PRIOR WRITTEN APPROVAL FROM THE CITY.
3. DEMOLITION SHALL INCLUDE THE REMOVAL FROM THE SITE OF TREES WHERE NOTED, STUMPS, BRUSH, VEGETATION,
TRASH, DEBRIS, WASTE STONE, AND ANY OTHER UNSUITABLE MATERIAL FROM WITHIN THE PROJECT AREA BOUNDARY
AND CLEARING LIMITS, UNLESS INDICATED OTHERWISE ON THESE PLANS OR DIRECTED BY THE ENGINEER.
4. TREES ALONG THE STREAM AND WITHIN PORTIONS OF THE CONSTRUCTION LIMITS OR LIMITS OF DISTURBANCE THAT
DO NOT CONFLICT WITH CONSTRUCTION SHALL REMAIN AND BE PROTECTED FROM DAMAGE, UNLESS OTHERWISE
DIRECTED BY THE ENGINEER.
5. EXISTING TOPSOIL SHALL BE STOCKPILED FOR LATER USE BY THE CONTRACTOR.
6. DEMOLITION SHALL INCLUDE THE COLLECTION AND REMOVAL OF ALL DEBRIS GENERATED FROM CONSTRUCTION AND
DEMOLITION ACTIVITIES.
7. A PORTION OF THE TREES SCHEDULED TO BE REMOVED MAY BE USED ON SITE TO COMPLETE STREAM RESTORATION.
SEE SHEETS 8.0-8.2 FOR LOCATIONS AND SPECIFICATIONS OF LOGS AND ROOT WADS.
0 10' 20' 40' 60'
SCALE: 1"= 20' (HORZ)
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
DEMOLITION PLAN
SHEET NO.
5.0
DRAWN BY: AWB
CHECKED BY: CDJ
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
DEMOLITION NOTES:
1. ALL WORK SHALL BE PERFORMED WITHIN EXISTING CITY EASEMENTS OR TEMPORARY EASEMENTS WITHIN THE
PROJECT AREA AS SHOWN ON THE PLANS.
2. CONSTRUCTION AND/OR DEMOLITION ACTIVITY, INCLUDING LOADING AND UNLOADING OF MATERIAL, IS PROHIBITED
BEFORE 7 AM AND AFTER 7 PM MONDAY THROUGH FRIDAY. NO WORK IS PERMITTED ON WEEKENDS OR HOLIDAYS
WITHOUT PRIOR WRITTEN APPROVAL FROM THE CITY.
3. DEMOLITION SHALL INCLUDE THE REMOVAL FROM THE SITE OF TREES WHERE NOTED, STUMPS, BRUSH, VEGETATION,
TRASH, DEBRIS, WASTE STONE, AND ANY OTHER UNSUITABLE MATERIAL FROM WITHIN THE PROJECT AREA BOUNDARY
AND CLEARING LIMITS, UNLESS INDICATED OTHERWISE ON THESE PLANS OR DIRECTED BY THE ENGINEER.
4. TREES ALONG THE STREAM AND WITHIN PORTIONS OF THE CONSTRUCTION LIMITS OR LIMITS OF DISTURBANCE THAT
DO NOT CONFLICT WITH CONSTRUCTION SHALL REMAIN AND BE PROTECTED FROM DAMAGE, UNLESS OTHERWISE
DIRECTED BY THE ENGINEER.
5. EXISTING TOPSOIL SHALL BE STOCKPILED FOR LATER USE BY THE CONTRACTOR.
6. DEMOLITION SHALL INCLUDE THE COLLECTION AND REMOVAL OF ALL DEBRIS GENERATED FROM CONSTRUCTION AND
DEMOLITION ACTIVITIES.
7. A PORTION OF THE TREES SCHEDULED TO BE REMOVED MAY BE USED ON SITE TO COMPLETE STREAM RESTORATION.
SEE SHEETS 8.0-8.2 FOR LOCATIONS AND SPECIFICATIONS OF LOGS AND ROOT WADS.
0 10' 20' 40' 60'
SCALE: 1"= 20' (HORZ)
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
DEMOLITION PLAN
SHEET NO.
5.0

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PLAN AND PROFILE NOTES:
1. ALL STATION INFORMATION ALONG WEST END BOULEVARD IS BASED ON ROADWAY ALIGNMENT. STATION
INFORMATION FROM SIXTH STREET, ACROSS WEST END BOULEVARD, TO DISCHARGE LOCATION IS BASED ON
CENTERLINE OF PIPE.
2. EXISTING AND PROPOSED FINISHED GRADES SHOWN IN PROFILE ARE CENTERLINE ELEVATIONS ALONG THE PIPE
ALIGNMENT CENTERLINE.
3. STORM DRAIN PIPE LENGTHS ARE ALONG CENTERLINE OF PIPE AND FROM CENTER TO CENTER OF UP AND
DOWNSTREAM STRUCTURES.
4. STATION OFFSETS ARE DISTANCES FROM ALIGNMENT TO CENTER OF STRUCTURE.
5. RIM ELEVATIONS FOR CURB INLETS AND DROP INLETS ARE APPROXIMATE AND SHOULD BE INSTALLED TO MATCH
PROPOSED ROADWAY ELEVATION.
6. INSTALL INLET PROTECTION ON ALL EXISTING INLETS PRIOR TO ANY LAND DISTURBING WORK.
7. INSTALL INLET PROTECTION ON ALL NEW INLETS IMMEDIATELY FOLLOWING CONSTRUCTION OF EACH INLET.
8. SEE SHEETS 4.0 AND 4.1 FOR EROSION CONTROL PLAN, NOTES AND DETAILS.
9. ALL EXISTING SUB -SURFACE UTILITY LOCATIONS SHOWN ARE APPROXIMATE.
REV
REVISIONS
BY
DATE
APPROVED BY:
CDJ
Alignment
Largest
Pipe Size
Rim
Elevation
Invert Out
Elevation
LINE A
MH Al
Manhole
NCDOT 840.52
10+00.00
0
DRAWN BY:
AWB
CHECKED BY:
CDJ
APPROVED BY:
CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
Drainage Structures Table
ID
Structure
Structure
Specification
Station
Station
Offset
Alignment
Largest
Pipe Size
Rim
Elevation
Invert Out
Elevation
LINE A
MH Al
Manhole
NCDOT 840.52
10+00.00
0
Line A
36"
899.49
881.06
MH A2
Manhole
NCDOT 840.52
10+32.89
0
Line A
36"
899.94
880.44
DI A3
Drop Inlet
NCDOT 840.17
11+12.71
0
Line A
36"
893.00
878.31
CI A4
Curb Inlet
NCDOT 840.02
11+76.58
0
Line A
36"
876+/-
867.50
22+04.10
19.85 RT
Roadway
CI A5
Curb Inlet
NCDOT 840.02
12+06.93
0
Line A
36"
876+/-
866.00
22+03.90
10.5 LT
Roadway
MH A6
Manhole
NCDOT 840.52
12+75.35
0
Line A
36"
871.00
855.00
MH A7
Manhole
NCDOT 840.52
13+52.17
0
Line A
36"
855.00
840.30
MH A8
Manhole
NCDOT 840.52
13+86.72
0
Line A
36"
847.00
839.80
HEADWALL
Headwall
NCDOT 838.80
13+97.00
0
Line A
36"
845.00
839.75
Cl B1
Curb Inlet
NCDOT 840.02
10+00.65
6.21 LT
Line A
18"
899.18
895.00
Cl C1
Curb Inlet
NCDOT 840.02
10+22.81
2.55 LT
Line A
18"
898.87
895.32
Cl D1
Curb Inlet
NCDOT 840.02
12+59.18
74.95 LT
Line A
18"
870.7+/_
867.00
21+08.88
19.06 RT
Roadway
LINE E
Cl E1
Curb Inlet
NCDOT 840.02
18+78.08
19.48 RT
Roadway
18"
859.6+/-
852.00
CI E2
Curb Inlet
NCDOT 840.02
18+49.54
9.89 LT
Roadway
18"
858.5+/-
843.50
MH E3
Manhole
NCDOT 840.52
17+79.81
39.80 LT
Roadway
18"
843.00
830.70
CIF1
Curb Inlet
NCDOT 840.02
16+31.61
19.68 RT
Roadway
18"
848.32+/-
844.00
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
Drainage Pipes Table
Upstream
Structure
Downstream
Structure
Pipe
Size
Pipe
Length
Upstream
Invert
Downstream
Invert
LINE A
Al
A2
36"
32.89
881.06 880.64
A2
A3
36"
79.83
880.44 878.81
A3
A4
36"
63.86
878.31 871.00
A4
A5
36"
30.36
867.50 866.50
A5
A6
36"
68.42
866.00 864.00
A6
A7
36"
76.82
855.00 849.00
A7
A8
36"
34.55
840.30 840.00
A8
Headwall
36"
10.4
839.80 844.50
131
A 1
18"
6.24
895.00 894.88
C1
A2
18"
10.4
895.32 895.14
D1
A5
18"
76.72
867.00 862.00
LINE E
E1
E2
18"
41.17
852.00
850.78
E2
E3
18"
71.88
843.50
838.50
E3
Stream
18"
37.77
830.70
830.50
F1
E3
18"
153.89
844.00
838.50
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
STORMWATER DRAINAGE SYSTEM PLAN
SHEET NO.

0 10' 20' 40'
SCALE: 1"= 20' (HORZ)
M.
apga�,�g/s
C)
o
\/ \
o yob
cb
u j/ / o a
/« /o /
a
---
/ \�\ MH -A10 \ o MXS
\ ' NC DOT 840.52
, STA 12+75.35 (Line A) 6
NC DOT 840.02 61\ �� MH - A8
o \ STA 12+59:1, 8 74.95 LT (LineA) \ �' Lt 1 98 MH - A7 NC DOT 840.52 \\ PROTECT TREES
uo STA 21+08.88 19 6 RT (Roadway) N, n0 Aul \ STA 13+86.72 61 AS p9SSIBLE
d� a� d\ \ /\ ( Y) \ NC DOT 840.52 (Line A)
-----
�ua8 CI - B1 S \ \ STA�i3+52.17 (Line A) \ �— \S
NC DOT 842 \ \ y y y" SS
HEADWALL NC DOT
STA 1\0+00.65, 6.21 L \ o \ \ \ - , — - S \ NC DOT 838.80 STA 18+49.54, 9
aruga�,g/s o oT�o� , \� DI - A'3 - \ \ — \�S\V _ ASTA 13+97.00 (Line A)
—1
� � � NC DOT 840.14 �� , � / � � CI A5
o Q>` OT 840.0, S
STA 11+12.71 (Line A)\ \ o
,-
22+03. 0, 10.50 RT y J �\ _ — \ ►_ _ —
o \\�0 (Roadway)
SS
SS D
0
// NC DOT � S
— — _
v
\ STA 10+22.81, 2:55 Lxo
\q \
o 'V
ti004
\ NC DOT 840.02
V \ \ \ \ A \ v
CD TA 11+76.58 (Line \ V A
\V C T 840.52 , o X T 10 00� g O \ STA 22+04.10, 19.85 LR
/ M A \ oadway)
N 60T 840.52
\ + 2.89 � X �
� v egg
44 E SAW
If
Ciq 3 L10—
v A V INSTALL GAURDRAILV
ON HEAD ALL
\s SEE DETAI ` ?�
\_
uoC) � y \V \ \ \ \ \ \ \ \ \ \ \
\\ V
_ o
\\ uoa s
REV
REVISIONS
BY
DATE
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
00
� �V
LINEA � ,��\,,,\
7,0 6\ y�V\See Sheet-� _ \ \ CP
for Profile — —%l _ \ �� \ \ --
�_ a
Cb
_77
\O� DC 1 �\
arQ�
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
uo3
00
O�
\ l l' \ I 66 OS8
i J� / \ oODo / X n
X A \\
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PLAN VIEW & GRADING PLAN - LINE A
SHEET NO.
Me
DRAWN BY: AWB
CHECKED BY: CDJ
APPROVED BY: CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
00
� �V
LINEA � ,��\,,,\
7,0 6\ y�V\See Sheet-� _ \ \ CP
for Profile — —%l _ \ �� \ \ --
�_ a
Cb
_77
\O� DC 1 �\
arQ�
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
uo3
00
O�
\ l l' \ I 66 OS8
i J� / \ oODo / X n
X A \\
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PLAN VIEW & GRADING PLAN - LINE A
SHEET NO.
Me

MH -Al MH - A2
STA 10+00 STA 10+32.89
RIM 899.49 RIM 899.94
INV IN 894.88 (18") INV IN 895.14 (18")
INV IN 888.09 (24") INV IN 880.64 (36")
INV OUT 881.06 INV OUT 880.44
G- 10+00 10+50 11+00 11+50 12+00
SIXTH ST
\ DI - A3
STA 11+12.71
895 90
BY
DATE
RIM 893.00
CDJ
RIM 870.7 +/-
76+/-
STA 12+06.93
INV OUT 867.00
INV IN 878.81
880-98
L11NE:
/AD
C
871.00
RIM 876 +/-
INV OUT 878.31
INV IN 862.0 (18")
INV OUT 855.0
T 867.50
INV IN 866.50
890-00-
FINISHED GRADE
85-5.90--
Ex. 8" SS
nv. 884.5
WEST END
LVD
\
0
EXISTING
GRADE
875.0
MH
-A6
--
g6tOq,
V
W
12+75.35
Ex.a" ss
Inv. 872 ???
Inv.
Z
RI
33 LF 36" RCP @ 1.3%
_
U
IN
IN 864.0 (36")
Q
0 LF 36., RCP @ 2.0%
IN
IN 862.0 (18")
880-00
-
CI - A4
870.00
3oCF36
STA 11+76.58
CI - A5
6�
�.�
RIM 876 +/-
STA 12+06.93
FINISHED GRADE
INV IN 871.00
RIM 876 +/-
0
INV OUT 867.50
INV IN 866.50
INV OUT 866.0
68 kF
,`sem
0
WEST END BLVD
36„ Rc A
87-5.00-
X70-00-
2.9/
0
4 Ex. 8" SS
Inv. 872 ???
865.00
LINE Ap@
36 4'c. 36, R�
J
U
Q
.3/
0
0 10' 20' 40' 60'
SCALE: 1 "= 20' (HORZ)
1" = 2' (VERT)
REV
REVISIONS
BY
DATE
APPROVED BY:
CDJ
RIM 870.7 +/-
76+/-
STA 12+06.93
INV OUT 867.00
Al to A2
880-98
L11NE:
/AD
C
871.00
RIM 876 +/-
DRAWN BY:
AWB
CHECKED BY:
CDJ
APPROVED BY:
CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
1+76.58
CI - A5
895.00
6 LF 18"
RCP @ 2.0%
890� 00
RIM 870.7 +/-
76+/-
STA 12+06.93
INV OUT 867.00
Al to A2
880-98
L11NE:
/AD
C
871.00
RIM 876 +/-
INV IN 862.0 (18")
INV OUT 855.0
T 867.50
INV IN 866.50
Ex. 8" SS
Inv. 866.50
INV OUT 866.0
"�'c865.00A
WEST END
LVD
\
0
EXISTING
GRADE
875.0
MH
-A6
--
g6tOq,
LINE AD
STA
12+75.35
Ex.a" ss
Inv. 872 ???
Inv.
RI
871.00
IN
IN 864.0 (36")
IN
IN 862.0 (18")
IN
OUT 855.0
-
870.00
3oCF36
RcA@
FINISHED GRADE
0
68 kF
36„ Rc A
2.9/
0
865.00
I
W
Z_
J
U
Q
860.00
LIE
A
1
I_
CqNT.
M
1
- A7
STA
13+52.17
RIM
855.00
INV
IN 849.00
INV
OUT 840.30
.O
clk>
I
So
\
\
GUAF
DRAIL
SEE DETA�L
2/6.006
MH - A8
STA 13+86.72
RIM 847.00
INV IN 840.0
INV OUT 839.8
EXISTIN
GRADE
H AIiWALL
SIA
TOP
3+97.00
PF WALL 844.50
IIN
QUT 839.75
V
845.00
0
A
0
Iq
35 LF 36" RC @ 0. 71/o
0
d
U
c.0
c�
J
V
840.00
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
MH -Al
CI - 131 STA 10+00
STA 10+00.65,6.21 LT RIM 899.49
RIM 899.18 INV IN 894.88 (18")
INV OUT 895.00 INV IN 888.09 (24")
INV OUT 881.06
900_00- 00+00
FINISHED GRADE
895.00
6 LF 18"
RCP @ 2.0%
890� 00
RIM 870.7 +/-
885 90
STA 12+75.35
INV OUT 867.00
Al to A2
880-98
L11NE:
/AD
CI - C1
STA 10+22.81, 2.55 LT
RIM 898.87
INV OUT 895.32
MH - A2
STA 10+32.89
RIM 899.94
INV IN 895.14 (18")
INV IN 880.64 (36")
INV OUT 880.44
00+00
RCP @ 1.8%
'12 to q3
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PROFILE -LINE A
SHEET NO.
6.2
FINISHED GRADE
CI -D1
STA 12+59.18, 74.95 LT
MH - A6
RIM 870.7 +/-
STA 12+75.35
INV OUT 867.00
RIM 871.00
C
INV IN 864.0 (36")
INV IN 862.0 (18")
INV OUT 855.0
WEST END
BLVD
Ex. 8" SS
Inv. 866.50
"�'c865.00A
0
EXISTING
GRADE
g6tOq,
LINE AD
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PROFILE -LINE A
SHEET NO.
6.2

CI- El
REVISIONS
BY
DATE
APPROVED BY:
STA
18+78.08,19.48 RT
/
RIM
859.6 +/-
CI -F1
INV
OUT 852.00
STA 16+31.61, 19.68 RT
0+00
0+50
-
1
00 1+50
-860.00-
STA 18+
RIM 858.5
49.54, 9.89 LT
+/-
FINISHED GRADE
INV IN 8
0.78
WEST END BLV\ INV OU
843.50
0 nv. 847.0
Ex. 8" SS
Inv. 855.0
MH -E3
STA 17+79.81, 39.804
EXISTING
GRADE
42 LF 18„ RCP
RIM 844.00
-
@2.9%
INV IN 838.5 (N)
FINISHED GRADE
850.00
INV OUT 830.70
7g4 �F 1,9RCP
MH -E3
@ .6%
STA 17+79.81, 39.80 LT
RIM 844.00
INV IN 838.5 (S)
E3 to S TREq
INV IN 838.5 (N)
SEE LINE E
INV OUT 830.70
INE EF
�1�oo
840.00
835.00
830.00
38 LF 18" RCP @ 0.5%
INE E
0 10' 20' 40' 60'
SCALE: 1"= 20' (HORZ)
1" = 2' (VERT)
REV
REVISIONS
BY
DATE
APPROVED BY:
CDJ
/
CI -F1
DRAWN BY:
AWB
CHECKED BY:
CDJ
APPROVED BY:
CDJ
ISSUE DATE:
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
15-149-034
CONCEPT
DO NOT USE
FOR CONSTRUCTION
I � \
Zig /
-OL 9
w ,, �9 - �uo0
CV
Ogg
ouo� aoiiiiiool
CI -E1
NC DOT 84. 02
�
A
�48RT
PROTECT TREES STA 18+J
AS PO-SSIBL _ ` J
- E2
iA/ALL NC DOST 840 02
)T 838.80
3+97.00 (Line A)
/ I C
STA 18+49.54, 9.89 LT
00
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
J
MH -E3
NC DOT 840.52 ��
PA�
STA 17+79.81,, 39.80 LT
�'Sva
FAM
aouaj
SS \
\� 0�g C1 - F1 _ S
NC DOT 840.02_
16+31.61, 19.6$��`\ S
/ \
�f �0
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PLAN & PROFILE - LINE E
SHEET NO.
6.3
EXISTING
GRADE
/
CI -F1
STA 16+31.61, 19.68 RT
RIM 848.32 +/-
INV OUT 844.00
FINISHED GRADE
0 nv. 847.0
MH -E3
STA 17+79.81, 39.804
RIM 844.00
-
INV IN 838.5 (N)
INV OUT 830.70
7g4 �F 1,9RCP
@ .6%
E3 to S TREq
SEE LINE E
INE EF
CONCEPT
DO NOT USE
FOR CONSTRUCTION
I � \
Zig /
-OL 9
w ,, �9 - �uo0
CV
Ogg
ouo� aoiiiiiool
CI -E1
NC DOT 84. 02
�
A
�48RT
PROTECT TREES STA 18+J
AS PO-SSIBL _ ` J
- E2
iA/ALL NC DOST 840 02
)T 838.80
3+97.00 (Line A)
/ I C
STA 18+49.54, 9.89 LT
00
PREPARED BY:
JEWELL,
ENGINEERING CONSULTANTS, PC
PO BOX 2294 LIC # C1842
KERNERSVILLE, NC 27284
OFFICE: [phone] jewellengineering.pro
PREPARED FOR:
City of
WINSTON-SALEM
NORTH CAROLINA
J
MH -E3
NC DOT 840.52 ��
PA�
STA 17+79.81,, 39.80 LT
�'Sva
FAM
aouaj
SS \
\� 0�g C1 - F1 _ S
NC DOT 840.02_
16+31.61, 19.6$��`\ S
/ \
�f �0
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PLAN & PROFILE - LINE E
SHEET NO.
6.3

U/ 'A u,
i ioldOd,9� gq g
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StraRestoration Schematic
a Ion
99+75 10011 10111 10211 10311 10411 10511 105+49
BY
85
Cour Pool
Top of Bank
Culvert
84
_--
_ -
--
Top of Bank
Boulder
-
---_
Steps
-
°°
culvert
F71
8 3
I'D
Cross Vane
°
---------
I
\ �'--_� ��'
�/
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Constructed
Constructed
-_ __
Riffle
- -
�
<+
-
Top
of Bank
O
o
°
-
Existing Riffle
Boulder/Log
Ste Pools
Scour Pool
8 2
----
--
I
Bou
der/Log
I
I
--
ConEtructed,_"--
Riffle
L Single Arm
-
Vane
Constructed
Cross Vane
/Z
Riffle
810-
80
99+75 100+00 101+00 102+00 103+00 104+00 105+00 105+49
0 10' 20' 40'
SCALE: 1"= 20' (HORZ) Stream Restoration Profile
1" = 5' VERT
REV
REVISIONS
BY
DATE
DRAWN BY: KB
CHECKED BY: AWB
APPROVED BY: CDJ
ISSUEI A 49-034
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY: PREPARED FOR:
bKRIS BASS UEWELL
ENGINEERING ENGINEERING CONSULTANTS, PC
625S Lakeside Drive LIC # P1133 PO BOX 2294 LIC # C1842
Raleigh, NC 27606 KERNERSVILLE, NC 27284
[phone] kbeng.org [phone] jewel lengineering.pro
City of
WINSTON-SALEM
NORTH CAROLINA
STREAM RESTORATION PLAN
i
SHEET NO.
8.0
t i

)CD
0
98 O
/ aoldod g� --off - V
- +0`
ti�ZSg ��
O
o
ol docy" 9�'gqg
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A
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Section: SL—PO
100+09.21
i
Slope 2:1 /
Bankfull Bench
Maintenance Path
Bankfull Bench
Section: SL—P3
Slol
102+54.83
REV
REVISIONS
BY
DATE
CHECKED BY:
AWB
APPROVED BY:
CDJ
Maintenance
IssuE1 9A 49-034
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
792
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400
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Section: SL—P1
100+58.13
103+50,0
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DRAWN BY:
KB
CHECKED BY:
AWB
APPROVED BY:
CDJ
IssuE1 9A 49-034
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
792
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Section: SL—P1
100+58.13
103+50,0
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Section: SL—P4 1103+58,1791
\ Geolift
(see details)
Bank Repair
Area
Bankfull Bench
DO NOT USE
FOR CONSTRUCTION
PREPARED BY: PREPARED FOR:
KRIS BASS A EWELL
E N G I N E E R IN G ENGINEERING CONSULTANTS, PC
625S Lakeside Drive LIC # P1133 PO BOX 2294 LIC # C1842
Raleigh, NC 27606 KERNERSVILLE, NC 27284
[phone] kbeng.org [phone] jewellengineering.pro
City of
WINSTON-SALEM
NORTH CAROLINA
X�
00
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M/S
Stream Restoration Grading
Section: SL—P2
1101+31.271
Section: SL—P5
Channel
W: 10'
D: 2'
Tie to existing
nkfu-11 Bench
STREAM RESTORATION PLAN
SHEET NO.
8.1
nnel
10'
2'
Maintenance
\_Rnnkfijll
Bench
Path
Section: SL—P4 1103+58,1791
\ Geolift
(see details)
Bank Repair
Area
Bankfull Bench
DO NOT USE
FOR CONSTRUCTION
PREPARED BY: PREPARED FOR:
KRIS BASS A EWELL
E N G I N E E R IN G ENGINEERING CONSULTANTS, PC
625S Lakeside Drive LIC # P1133 PO BOX 2294 LIC # C1842
Raleigh, NC 27606 KERNERSVILLE, NC 27284
[phone] kbeng.org [phone] jewellengineering.pro
City of
WINSTON-SALEM
NORTH CAROLINA
X�
00
g' C-1) - -
�o0«Z In fold d,, (n— 9l g
g Z
aoldod � �
aolOd,.90 ob aoldod 9�, g
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M/S
Stream Restoration Grading
Section: SL—P2
1101+31.271
Section: SL—P5
Channel
W: 10'
D: 2'
Tie to existing
nkfu-11 Bench
STREAM RESTORATION PLAN
SHEET NO.
8.1

ELEVATION POI(
1/3 BOTTOM
ELEVATION POINT "A"
TOP OF BANK
LARGE ROCK VANE STRUCTURE TABLE
STREAMBANK TIE-IN
STRUCTURE ID
L (FT)
FLOW
G -
STREAMBED ELEVATION
�tI viy,
MC -1
BACKFILL (ON-SITE ALLUVIUM)
6.0
SEE PLAN
TYPE II FILTER FABRIC
811.0'
CLASS 1, A & B
575-
6.0
STONE BACKFILL
TION POINT "A"
812.0'
PROFILE VIEW
CLASS B STONE
CLASS A STONE
STREAMBED (ON-SITE ALLUVIUM)'%,
\�S/I \-SCOUR POOL EXCAVATED
PLAN VIEW PER DIRECTION OF ENGINEER
LARGE ROCK VANE STRUCTURE NOTES:
1. BOULDERS MUST BE AT LEAST 4'x3'x2'.
2. USE FILTER FABRIC TO SEAL GAPS BETWEEN BOULDERS.
3. DIG A TRENCH BELOW THE BED FOR FOOTER BOULDERS. START AT BANK AND PLACE
FOOTER BOULDERS FIRST AND THEN HEADER BOULDERS. CONTINUE WITH STRUCTURE,
FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
4. INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE TOP OF THE HEADER BOULDERS
AND EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER BOULDERS, AND THEN
UPSTREAM FOR A MINIMUM OF SIX FEET.
5. USE WELL GRADED MIX OF CLASS 1, A AND B STONE ON STREAMBANK SIDE OF STRUCTURE,
SEE SECTION A -A FOR STONE DIMENSIONS. JOIN STONE BACKFILL WITH GEOLIFT STONE
BACKFILL WHERE APPROPRIATE.
6. AFTER ALL STONE HAS BEEN PLACED, FILL IN THE STREAMBANK SIDE OF THE STRUCTURE
WITH ON-SITE ALLUVIUM TO THE ELEVATION OF THE TOP OF THE HEADER BOULDER, FILLING
IN VOIDS OF THE BACKFILL.
7. FILTER FABRIC SHALL BE TRIMMED ALONG THE TRANSITION BETWEEN THE STONE
BACKFILL AND THE HEADER BOULDERS SO THAT THE FILTER FABRIC DOES NOT EXTEND
OVER THE HEADER BOULDERS.
TYPE II FILTER
SECTION A - A
BOULDER
LEVATION POINT "B"
)OTER BOULDER
EADER BOULDER
"-FOOTER BOULDER
LASS 1 STONE
SINGLE ARM VANE
NOT TO SCALE
B'
BO
LARGE ROCK VANE STRUCTURE TABLE
L (FT)
STRUCTURE ID
L (FT)
S (FT)
F (DEGREES)
G (DEGREES) ELEV. POINT "A"
ELEV. POINT "B"
MC -1
37.0
6.0
SEE PLAN
8.0 808.0'
811.0'
MC -2
575-
6.0
SEE PLAN
8.0 808.0'
812.0'
MC -3
37.0
6.0
SEE PLAN
8.0 808.0'
811.0'
SINGLE ARM VANE
NOT TO SCALE
B'
w
0-
0 O
U)
O
w
O
O
LL
STREAM
WELL GRADED
CLASS A & B S'
BACKFILL (ON-SITE ALLUVIU
TYPE II FILTER FABR
NO GAPS BETWEEN
FOOTER BOULDERS
SECTION A - A'
FLOW -
TOP OF BANK LEVATION POINT
EADER
BANKFULL
STREAMBE
WELL GRADED MIX
CLASS A & B STONE G
4
BACKFILL (ON-SITE ALLUVIUM 4'- TYPE II FILTER FABRIC OC
3
PROFILE VIEW B -B'
ROCK CROSS VANE STRUCTURE NOTES:
NEL BED
TED
PER PROFILE
BURIED INTO BANK
MINIMUM 5'
BOULDER
BO
GAPS BETWEEN
L (FT)
W
HEADER BOULDERS
DIG A TRENCH BELOW THE BED FOR FOOTER BOULDERS. START AT BANK AND
S (FT)
OOTER BOULDER
ELEVATIO W
EADER BOULDER
UJ
0
3.
3 r
ROCK CROSS VANE STRUCTURE TABLE
LL
4.
INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE
Z
v
O GAPS BETWEEN
J
L (FT)
J Z
In LL
LL yLL
o
m
LL
O z..
a
J
Y O
Z
¢
O m
w
&^
a
m O
STRUCTURE.
A
/ A'
SCOUR POOL EXCAVATED
w
0-
0 O
U)
O
w
O
O
LL
STREAM
WELL GRADED
CLASS A & B S'
BACKFILL (ON-SITE ALLUVIU
TYPE II FILTER FABR
NO GAPS BETWEEN
FOOTER BOULDERS
SECTION A - A'
FLOW -
TOP OF BANK LEVATION POINT
EADER
BANKFULL
STREAMBE
WELL GRADED MIX
CLASS A & B STONE G
4
BACKFILL (ON-SITE ALLUVIUM 4'- TYPE II FILTER FABRIC OC
3
PROFILE VIEW B -B'
ROCK CROSS VANE STRUCTURE NOTES:
NEL BED
TED
PER PROFILE
BURIED INTO BANK
MINIMUM 5'
BOULDER
ROCK CROSS VANE
NOT TO SCALE
ELEVATION POINT "C"
LEVATION POINT
2.
USE FILTER FABRIC TO SEAL GAPS BETWEEN BOULDERS.
L (FT)
W
3.
DIG A TRENCH BELOW THE BED FOR FOOTER BOULDERS. START AT BANK AND
S (FT)
LL
2.
PLACE FOOTER BOULDERS FIRST AND THE HEADER BOULDERS. CONTINUE WITH
UJ
0
3.
STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
ROCK CROSS VANE STRUCTURE TABLE
LL
4.
INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE
EL "D" 1
OHEADER
O GAPS BETWEEN
BOULDERS AND EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM
L (FT)
W
FOOTER BOULDERS, AND THEN UPSTREAM FOR A MINIMUM OF SIX FEET.
W (FT)
STREAMBE
WELL GRADED MIX
5.
USE WELL GRADED MIX OF CLASS A AND B STONE ON UPSTREAM SIDE OF
S (FT)
W
OOTER BOULDER
STRUCTURE.
F(DEGREES
SCOUR POOL EXCAVATED
6.
AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE
G (DEGREES
PER PROFILE
STRUCTURE WITH ON-SITE ALLUVIUM TO THE ELEVATION OF THE TOP OF THE
6
HEADER BOULDER.
SCOUR POOL EXCAVATED
7.
FILTER FABRIC SHALL BE TRIMMED ALONG THE TRANSITION BETWEEN THE
Y
Z
Z
STONE BACKFILL AND THE HEADER BOULDERS SO THAT THE FILTER FABRIC
Y
OOTER BOULDE
DOES NOT OVERLAP THE HEADER BOULDERS.
w
ROCK CROSS VANE
NOT TO SCALE
ELEVATION POINT "C"
LEVATION POINT
STREAMBE
NO GAPS BETWEEN WELL GRADED MIX
FOOTER BOULDERS CLASS A & B STONE G
4'
BACKFILL (ON-SITE ALLUVIUM a' TYPE II FILTER FABRIC
PROFILE VIEW B -B'
REVISIONS
DOUBLE DROP CROSS VANE STRUCTURE NOTES,
L (FT)
25 FT
1.
BOULDERS MUST BE AT LEAST 2,5'x2.0x1,5',
S (FT)
J
2.
USE FILTER FABRIC TO SEAL GAPS BETWEEN BOULDERS.
UJ
W
3.
LL
EL "B"
834.75 FT
EL "C"
BANK AND PLACE FOOTER BOULDERS FIRST AND THE HEADER
EL "D" 1
B
O GAPS BETWEEN
BOULDERS, CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND
BLL
U-
SLOPE SPECIFICATI❑NS,
HEADER BOULDERS
STREAMBE
WELL GRADED MIX
EADER BOULDER
INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE
UJ
W
OOTER BOULDER
CLASS A & B STONE
HANNEL BED
ELEVATION
POINT "A" WEADER
BOULDER
4• j o
°
FOR A MINIMUM OF SIX FEET.
6
USE WELL GRADED MIX OF CLASS A AND B STONE ON UPSTREAM
SCOUR POOL EXCAVATED
BACKFILL
(ON-SITE ALLUVIUM
Y
Z
Z
y
_
Y
OOTER BOULDE
m
w
¢ TYPE
II FILTER FABRIC
7.
FILTER FABRIC SHALL BE TRIMMED ALONG THE TRANSITION
w m
SCOUR POOL EXCAVATED
O
Y
°"`.
Y p
THAT THE FILTER FABRIC DOES NOT OVERLAP THE HEADER
PER PROFILE
O
BOULDERS.
Z a
3
DOUBLE DROP CROSS VANE
m
A
s m O
SECTION A - A'
R5 A'
- SCOUR,
a i POOL
FLOW
POINT "B"
f
LEVATION POINT "A"
TOP OF BANK
EADERrLEVATION
�URIED INTO BANK
BANK TIE -I
BOULDER MINIMUM 5'
STREAMBE
NO GAPS BETWEEN WELL GRADED MIX
FOOTER BOULDERS CLASS A & B STONE G
4'
BACKFILL (ON-SITE ALLUVIUM a' TYPE II FILTER FABRIC
PROFILE VIEW B -B'
BOULDER
CROSS VANE TABLE
REVISIONS
DOUBLE DROP CROSS VANE STRUCTURE NOTES,
L (FT)
25 FT
1.
BOULDERS MUST BE AT LEAST 2,5'x2.0x1,5',
S (FT)
5.0 FT
2.
USE FILTER FABRIC TO SEAL GAPS BETWEEN BOULDERS.
UJ
W
3.
DIG A TRENCH BELOW THE BED FOR FOOTER BOULDERS, START AT
EL "B"
834.75 FT
EL "C"
BANK AND PLACE FOOTER BOULDERS FIRST AND THE HEADER
EL "D" 1
835.75 FT
BOULDERS, CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND
BLL
U-
SLOPE SPECIFICATI❑NS,
O
O
4.
INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE
UJ
W
OF THE HEADER BOULDERS AND EXTEND DOWNWARD TO THE
DEPTH OF THE BOTTOM FOOTER BOULDERS, AND THEN UPSTREAM
FOR A MINIMUM OF SIX FEET.
5.
USE WELL GRADED MIX OF CLASS A AND B STONE ON UPSTREAM
SCOUR POOL EXCAVATED
SIDE OF STRUCTURE.
PER PROFILE
6.
AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM
SILL OR HEAD OF RIFFLEJ
SIDE OF THE STRUCTURE WITH ON-SITE ALLUVIUM TO THE
ELEVATION POINT "D"
ELEVATION OF THE TOP OF THE HEADER BOULDER,
7.
FILTER FABRIC SHALL BE TRIMMED ALONG THE TRANSITION
BETWEEN THE STONE BACKFILL AND THE HEADER BOULDERS S❑
THAT THE FILTER FABRIC DOES NOT OVERLAP THE HEADER
BOULDERS.
3
DOUBLE DROP CROSS VANE
8.2
NOT
TO SCALE
BOULDER
CROSS VANE TABLE
REVISIONS
STATION 0+20
L (FT)
25 FT
W (FT)
3.0 FT
S (FT)
5.0 FT
F(DEGREES)
20
G (FT/FT)
0.06
EL "A"
836.75 FT
EL "B"
834.75 FT
EL "C"
836.25 FT
EL "D" 1
835.75 FT
RIFFLE STONE
TO TIE INTO CHANNEL 3: A HEAD OF RIFFLE
BANKS 0.5' HEAD OF RIFFLE
r ELEVATION POINT ELEVATION POINT
TAIL OF RIFFLE
BL} } HEAD OF POOL
J g ELEVATION
TOE OF SLOPE a GL\OE RIFFLE POINT
(TYP) 77
1a B 4
TOP OF BANK
(TYP) 12" DEPTH OF
QUAL PARTS CLASS
A, B, AND 1 RIP RAP
FORM HORSESHOE OF BED
MATERIAL AT UPSTREAM JA PROFILE A -A
AND DOWNSTREAM RIFFLE
EXTENTS
TOP OF
TAIL OF RIFFLE
PLAN VIEW NOTE BANK (TYP) SCHEMATIC CR❑SS-SECTI❑N PLAN VIEW
ELEVATION POINT HORSESHOE NOT REQUIRED
Log Cobble
WHERE RIFFLE TIES INTO DRAINAGE ACKFILL AND COMPACT 6" DEEP TRENCH PPER LIFTS
STRUCTURE OR STREAM GRADE To
OF SLOPE SECURE MATTING IN TRENCH WITH STAKES IVE CUTTING LAYER WITH
NO GAPS HORIZONTALLY
CONTROL STRUCTURE (I.E. LOG SILL, I
i
J -HOOK, CROSS VANE, ETC.) II
SECTION B -B IVE STAKES 3' EROSION CONTROL MATTING (TYP. OWER LIFT NOTES: ON CENTER
LIFT ROSION CONTROL MATTING (TYP.) DGE OF WATER 1. BOULDERS MUST BE AT LEAST 2.5' x 2.0' x 1.5', SMALLER BOULDERS WILL
DEPTH` TRENC TOE OF BANK BE REJECTED BY THE ENGINEER.
4 CONSTRUCTION RIFFLE IGH LIFT ELEVATION* lil I ' 2. THESE STRUCTURES SHALL CONSIST OF THE NECESSARY AMOUNT OF
8.2 NOT TO SCALE i\\ >:>::z>::z :::z:>: X* I BOULDER STEPS TO DROP THE CHANNEL THALWEG ACCORDING TO THE
DESIGN PROFILE, EACH STEP SHALL DROP THE BED ELEVATION
VARIES PER GRADING ��/j�/j�'i;:;:;:;:;:;:`;:;:`;:;:;:`;.• 1,0 IVE CUTTING LAYER (TYP.) �I ,
APPROXIMATELY 1.0 FOOT.
PLAN //\//\/ :•:::::::::::. NO GAPS HORIZONTALLY
I
\/"II 3. BOULDERS SHALL BE EMBEDDED WITHIN CHANNEL BANK A MINIMUM OF 2.0
....;............;;•: ROSION CONTROL MATTING WRAPS AROUND ATTI G ROLL
LIFT AND COIR BLOCK/LOG (SEE NOTE #5) WI TH 4. USECLASSAAND #57 STONE TO BACKFILL BOULDER ROWS ONCE FILTER
// OMPACTEDAMENDED SOIL �iw Pool FABRIC HAS BEEN INSTALLED.
In Ili 5. FINISH STREAM BANKS WITH EROSION CONTROL MATTING AND LIVE STAKES
EXCAVATEDSUBGRADE//� \ .:_;;;<:.::;;:>:<. PLANTED 3 FEET ON CENTER.
�jj\jj OW LAYER INVERT* - TOP OF
STONE TOE BACKFILL
TONE BACKFILL Gravel
/�////� :;; ::;%%:::.::.:::..•::•:::::
LIFT HEIGHT* /\\ _ BA E FLOW (WSEL
XISTING STREAMBED
MATTING SEAM LOCATION TO BE
UNDISTURBED EAR •/' ALTERNATED WITH EACH LIFT Plan View
T \��� •�
TOP OF BANK Water
ROOT WAD CROSS-SECTION EQUAL PARTS CLASS A, CLASS BACKFILL TOE OF BANK "OVERLAP, SHINGLED IN Surface
\\t
N.T.S. AND CLASS 1 RIP RAP, 2.0' DEPTH x BACKFILL DEPTH DIRECTION OF FLOW Cobble Log
Coir \\\\\x ROOTWAD INSTALLATION NOTES: DEPTH*, BACKFILL VOIDS WITH ONSITE SOIL
Live / / / / VEGETATED GEOLIFT STRUCTURE NOTES:
stakes /\�j\��\�j\�j 1. ROOTWADS SHALL CONSIST OF HARDWOOD TREES WITH A MINIMUM DIAMTER
Bankfull / �j���j��j/���\� OF 8 INCHES.
2. ROOTWADS SHALL INCLUDE A SUBSTANTIAL ROOT BALL AND INCLUDE A 1. FOR XS B & C, IF GEOLIFT IS NOT FRONTED BY A ROCK VANE, INCORPORATE A
STRAIGHT TRUNK OF AT LEAST 8 FEET IN LENGTH. BOULDER TOE WITHIN THE STONE BACKFILL. BOULDERS SHALL BE
3. ROOTWADS SHALL BE INSTALLED ON A FOOTER LOG OR BOULDER TO PREVENT NO LESS THAN 4.0'x3.0'x2.0'.
SINKING. 2. THE CHANNEL BASE FLOW OR WATER SURFACE ELEVATION (WSEL) WILL VARY
VEGETATED GEOLIFT DIMENSION TABLE o 0
\�\\� 4. ROOTWADS MAY BE INSTALLED BY DRIVING OR WITH AN INSTALLATION TRENCH. SEASONALLY AND MAY BE VERY LOW DURING TIMES OF DROUGHT. DURING
CROSS LIFT BACKFILL INITIAL LIFT FINAL LIFT LOW LIFT HIGH LIFT X, DROUGHT, AS DETERMINED BY THE ENGINEER, THE WSEL WILL BE CONSIDERED
������ / 8"-18" diameter hardwood TRENCHES MUST BE BACKFLLED AND COMPACTED ITH CLEAN MATERIAL. 5. INSTALLATION SHALL BE AT ITHE STREAMBED ELEVATION OR BELOW SUCH THAT SECTION HEIGHT (FT) DEPTH (FT) DEPTH (FT) DEPTH (FT) INVERT EL. EL. BANK SLOPE TO BE EQUAL TO THE DOWNSTREAM GRADE CONTROL ELEVATION.
(8'-10' long) A 1.0' 10.0' 10.0' 8.8' 813.0' 825.0' 1.1:1.0 3. THE CONTRACTOR WILL BE RESPONSIBLE FOR CHANGES TO THE VEGETATED
THE BANK IS PROTECTED AND THE TOP DOES NOT EXTEND FAR ABOVE g .0' 10.0' 10.0' 4.2' 809.5' 824.5' 1.4:1.0 GEOLIFT PLACEMENT IF IT IS DETERMINED BY THE ENGINEER THAT THE Gravel Prole f i VIew
BANKFULL ELEVATION. SOII
6. TRIM, PRUNE, OR OTHERWISE CLEAN ROOT MATERIAL AS DIRECTED. C 1.0 10.0' 10.0' 4.7' 1 809.5' 823.5' 1.4:1.0 VEGETATED GEOLIFT WAS NOT INSTALLED PROPERLY.
8"-18" diameter 7. PROTECT COMPACTED BANKS WITH SEEDING AND EROSION CONTROL MATTING 4. LIVE CUTTINGS SHALL MEET MATERIALS SPECIFICATIONS OUTLINED IN THE Bed
footer log J
IMMEDIATELY FOLLOWING INSTALLATION. SPECIAL PROVISIONS.
8 5. COIR BLOCKS SHALL BE USED IN ALL LIFT LAYERS WITHIN THE GEOLIFT.
6. STREAMBANK AREA ABOVE LIVE CUTTING LAYERS SHALL BE PLANTED WITH LIVE
STAKES AT A DENSITY OF 3 FT. ON CENTER.
s VEGETATED GEOLIFT 7 TYPICAL BOULDER / LOG STEP POOL DETAIL
s ROOTWADS 8.2 NOT TO SCALE 8.2 NOT TO SCALE
8.2 NOT TO SCALE
REV
REVISIONS
BY
DATE
ISSUEI A 49-034
DRAWN BY: KB June 23, 2017
CITY PROJECT NUMBER:
CHECKED BY: AWB 000024497
JEC PROJECT NUMBER:
APPROVED BY: CDJ
CONCEPT
DO NOT USE
FOR CONSTRUCTION
PREPARED BY: PREPARED FOR:
KRIS BASS AWEWELL
ENGINEERING ENGINEERING CONSULTANTS, PC
625S Lakeside Drive LIC # P1133 PO BOX 2294 LIC # C1842
Raleigh, NC 27606 KERNERSVILLE, NC 27284
[phone] kbeng.org [phone] jewel lengineering.pro
City of
WINSTON-SALEM
NORTH CAROLINA
' 1
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
STREAM RESTORATION PLAN - DETAILS
i
SHEET NO.

O
a-
Protect as
possible
00--
0
0C) m
O
0000- O-- ----o--- 0-0 0 0 0 0 " "----
0
M/S UUo
Protect as
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ o possible
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ O Protect as
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ O ossible
0000
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ O O O --0 -0 --- ---- --- -
\ V A \\ V A \\ V A 00000000000
\ Qo
Trees to be removed I 00000 Trees to be removed
ACcess
Constru��� �-
0 10' 20' 40' 60'
r SCALE: 1"= 20' (HORZ)
PLANTING LIST
PERCENT
M
REV
JOE-PYE-WEED (EUPATORIUM FISTULOSUM)
BY
10
#
RICE CUT GRASS (LEERSIEA ORYZOIDES)
10
SWITCHGRASS (PANICUM VIRGATUM)
10
I--
FOX SEDGE (CAREX VULPINOIDEA)
10
W X
z5�
DEER TONGUE (PANICUM CLANDESTINUM)
10
SOFT RUSH (JUNCUS EFFUSUS)
10
o
LJ
UJ w
HOP SEDGE (CAREX LUPULINA))
10
D_
VIRGINIA WILDRYE (ELYMUS VIRGINICUS)
10
BLACK EYED SUSAN (RUDBEKIA HIRTA)
10
APPLY
LBS/AC
WEEPING LOVE GRASS (ERAGROSTIS CURVULA)
10
QUANTITY
ESTIMATE - 5LBS
AT 20
QTY
WOODY MIX PLANTING
TYPE
SPACING
Cn
Q
200
SILKY WILLOW (SALIX SERICEA)
LIVE STAKE
5 FT
bi
>
200
SILKY DOGWOOD (CURNUS AMOMUM)
LIVE STAKE
5 FT
J
250
SOFT RUSH (JUNCUS EFFUSES)
2 INCH PLUG
5 FT
co
250
SEDGE (CAREX LUPIDA)
2 INCH PLUG
5 FT
0
Z250
a
SWITCHGRASS (PANICUM VIRGATUM)
2 INCH PLUG
5 FT
3:
250
TBD
2 INCH PLUG
5 FT
250
TBD
2 INCH PLUG
5 FT
50
SWEETBAY (MAGNOLIA VIRGINIANA)
CONTAINER #3
10 FT
D_
N
50
IRONWOOD (CARPINUS CAROLINIANA)
CONTAINER #3
10 FT
WOODY MIX PLANTING
TYPE
SPACING
QTY
RIVER BIRCH (BETULA NIGRA)
CONTAINER #3
10 FT
25
CD
SYCAMORE (PLATANUS OCCIDENTALIS)
CONTAINER #3
10 FT
25
WILLOW OAK (QUERCUS PHELLOS)
CONTAINER #3
10 FT
25
a
0
SHUMARD OAK (QUERCUS SHUMARDI)
CONTAINER #3
10 FT
25
W
w
PERSIMMON (DIOSPYROS VIRGINIANA)
CONTAINER #3
10 FT
25
AMERICAN BEECH (FAGUS GRANDIFOLIA)
CONTAINER #3
10 FT
25
REV
REVISIONS
BY
DATE
#
DRAWN BY: KB
CHECKED BY: AWB
APPROVED BY: CDJ
LEGEND
VEGETATED GEOLIFT PLANTING ZONE -
PERM SEED MIX #1 AND BRUSH CUTTINGS
STREAM CORRIDOR PLANTING ZONE -
PERM SEED MIX #1, COIR MATTING, WETLAND PLUGS,
AND LIVE STAKES
RIPARIAN PLANTING, HIGH GRADIENT ZONE -
LIVE STAKES ONLY
SLOPE PLANTING ZONE -
PERM GRASS MIX, COIR MATTING, TREES, AND SHRUBS
CONTAINERS AT 1OFT SPACING
SEEDING NOTES:
1. Re -seed all slopes and disturbed areas as directed.
Temporary seeding of:
120 lbs/acre Ryegrain - November through March
40 lbs/acre Browntop millet -April through October
Permanent seeding (Spring/Summer only) of:
15 lbs/acre KY Bluegrass
5lbs/acre centipede
25 lbs/acre bermudagrass (hulled).
2. Apply fertilizer (10-20-20) at a rate of 500lbs/ac and lime at
2000lbs/acre.
3. Spread straw mulch on any disturbed areas at a rate of 1.5 tons /acre.
4. Cover all slopes greater than 3(H): l (V) with coir matting and secure with
wooden staking.
ind Surface PLANTING SPECIFICATIONS
1. Dig hole with dibble, shovel, or other
appropriate device.
2. Dig hole of sufficient size to fit entire root
mass without bending or breaking.
3. Place ammendments in the hole as specified.
4. Lower bare root plant into the hole.
5. Heel in or close hole firmly. Ensure that plant
Bare Root Planting is secure.
ISSUEI 9149-034
June 23, 2017
CITY PROJECT NUMBER:
000024497
JEC PROJECT NUMBER:
BARE ROOT PLANTING DETAIL
NOT TO SCALE
CONCEPT
DO NOT USE
FOR CONSTRUCTION
TOP OF
STREAMBANK
3.0'
TOE OF SLOPE
TOP OF STREAMBANK
SQUARE CUT TOP
BUDS FACING UPWARD -
LIVE CUTTING
0.5" - 2" DIA
2'-3' BETWEEN STAKES,
DEPENDING ON LOCATION,
SEE NOTE 7 BELOW
SLOPE BANK PER
PLAN SHEETS
TOE OF SLOPE
CROSS-SECTION
1' MAX TOP OF
2.1' STREAMBANK
0 0 0 0 0 F0
STAKES SHALL BE
0 0 0 0 0 0 PLANTED & INSTALLED
0 0 0 0 0 0 FROM TOP OF BANK TO
0 0 0 0 0 0 TOE OF SLOPE
PLAN VIEW
30" IN LENGTH
MINIMUM
ANGLE CUT TO -,,,,Q
45 DEGRESS
LIVE STAKE DETAIL
LIVE STAKE
NOT TO SCALE
'MAX
NOTES
1. STAKES SHALL BE CUT AND INSTALLED ON THE
SAME DAY.
2. STAKES THAT HAVE BEEN SPLIT SHALL BE
REJECTED AND NOT USED FOR
CONSTRUCTION.
3. STAKES SHALL BE INSTALLED WITH BUDS
POINTING UPWARD.
4. STAKES SHALL BE INSTALLED PERPENDICULAR
TO BANK.
5. STAKES SHALL BE 0.5" - 2" INCHES IN
DIAMETER AND 30" IN LENGTH MINIMUM.
6. STAKES SHALL BE INSTALLED WITH
APPROXIMATELY 3" OF STAKE REMAINING
ABOVE GROUND.
7. STAKE SPACING SHALL BE 3' ON CENTER.
PERMANENT SEEDING AND LIVE STAKE NOTES:
1. PERMANENT SEEDING SHALL NOT CONTAIN ANY FESCUE GRASSES. PLACE SEEDING AS SPECIFIED IN THE PLAN
(UNDER THE COIR MATTING).
2. SPREAD SEED UNIFORMLY UNDER COIR FIBER MATTING ALONG CHANNEL BANKS.
3. STABILIZE ALL EXPOSED AREAS AT STREAM BANKS WITH THE PERMANENT RIPARIAN BUFFER SEED MIX.
4. SILKY WILLOW & SILKY DOGWOOD LIVE STAKES PLANTED IN COIR TO BE SPACED AS SHOWN IN DETAIL 2/9.0.
PLANT IRONWOOD TREES SPACED EVENLY ALONG TOP OF BANK AS SHOWN.
5. WATER SEEDED AREAS AND LIVE STAKES THOROUGHLY AT PLANTING AND WEEKLY DURING THE FIRST GROWING
SEASON.
6. LIVE STAKES AND SEEDED AREAS SHALL BE WARRANTED FOR 80% SURVIVAL AT ONE-YEAR AFTER PLANTING. IF
AT THE END OF ONE-YEAR 20% OR MORE ARE DEAD OR DEAD LIKE CONDITION, RE -PLANTING OF SUFFICIENT
STOCK TO COMPLY WITH AN 80% SURVIVAL RATE SHALL BE PERFORMED.
7. SEE TECHNICAL SPECIFICATIONS FOR ADDITIONAL INSTRUCTIONS AND REQUIREMENTS.
PREPARED BY: PREPARED FOR:
City of
�JEWELL
KRIS BASS T EM
ENGINEERING ENGINEEFIING CONSULTANTS, PCWI1VN1STO _ 1�
625S Lakeside Drive LIC # P1133 PO BOX 2294 LIC # C1842 NORTH CAROLINA
Raleigh, NC 27606 KERNERSVILLE, NC 27284
[phone] kbeng.org [phone] jewellengineering.pro
b0
�o
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10000,0000
X003
Stream Restoration Planting Zones
SECURE TREE TO STAKE
WITH SPECIFIED MATERIAL
AT 1/2 TREE HEIGHT.
HARDWOOD STAKES 2"X2"
SET AT APPROXIMATELY 70
DEGREES, DRIVEN (MIN 18")
FIRMLY INTO SUBGRADE
PRIOR TO BACKFILLING.
REMOVE ANY WIRE WRAPPED
AROUND TRUNK OF TREE
BEFORE PLANTING AND
LOOSEN WRAPPING AROUND
TRUNK AT PLANTING DO NOT ,
PILE MULCH AGAINST TRUNK
PLANT NO DEEPER
THAN GROWN AT
NURSERY.
PRUNE UP TO 1/3 OF
TREE AT PLANTING
AS NEEDED, RETAINING
NORMAL SHAPE OF CROWN.
TRIM AND REMOVE
ANY DEAD OR INJURED
BRANCHES NOT CUTTING
MORE THAN 1/3 OF TREE.
PREPARE SAUCER FOR WATER
RETENTION -FINISH WITH
4"-6" OF MULCH AS SPECIFIED
MULCH
LEAVE BURLAP ON BALL -
REMOVE ANY WIRES THAT
MAY INHIBIT GROWTH OR
INJURE THE TREE.
PLANTING SOIL: MIX PLANTING SOIL
MIXTURE AS SPECIFIED. MOISTEN AND
TAMP SLIGHTLY AS PLACED. MIX
SUPERPHOSPHATE IN THIS MEDIUM(SEE
GUIDE). THOROUGHLY SOAK AFTER
PLANTING. SEE SPECS THIS SHEET.
LEAVE CROWN ® BASE OF PLANTING SO
2 TIMES DIAMETER OF ROOT BALL. THAT ROOT BALL DOES NOT REST ON
BOTTOM OF HOLE.
TREE PLANTING AND GUYING
NOT TO SCALE
CONTAINER PLANTING NOTES:
1. AREAS TO BE PLANTED ARE SHOWN ON THE PLAN. IF UTILITIES ARE ENCOUNTERED, PLANTS MAY BE REPOSITIONED
SLIGHTLY TO AVOID IMPACT.
2. EACH PLANTING HOLE SHALL BE EXCAVATED AND PREPARED BY MIXING THE EXCAVATED MATERIAL INTO A PLANTING
SOIL MIXTURE OF 2 PARTS PINE BARK SOIL CONDITIONER, 2 PARTS TOP SOIL AND 1 PART NATIVE MATERIAL,
THOROUGHLY MIXED.
3. ALL TREES SHOULD BE PLANTED AND FERTILIZED ACCORDING TO DETAILS (SHEET 10.1) AND FERTILIZER CHART
GUIDE SHOWN ON THIS SHEET. WHEN HOLE IS ALMOST BACKFILLED, ADD WATER AND ALLOW TO SOAK IN. FILL HOLE
TO FINISH GRADE AND FORM A SHALLOW SAUCER AROUND THE TREE AS SHOWN ON DETAIL 3/10.1. WATER ENTIRE
PLANTING AREA THROUGHLY.
4. IMMEDIATELY AFTER A TREE IS PLANTED, IT SHOULD BE SUPPORTED WITH STAKES AND GUY WIRES TO FIRMLY HOLD
IT IN PLACE. (SEE DETAIL 3/10.1)
5. BEFORE PLACING MULCH, USE WEED CONTROL FABRIC AROUND EACH TREE TO A MINIMAL DIAMETER OF 24" AND
FINISH WITH 4"-6" OF WELL AGED HARDWOOD MULCH.
6. SPRAY TREES AND SHRUBS WITH AN ANTI -DESICCANT IF FOLIAGE IS PRESENT.
7. WATER CONTAINER PLANTS THOROUGHLY AT PLANTING AND WEEKLY DURING THE FIRST GROWING SEASON, APRIL
THROUGH OCTOBER.
B. CONTRACTOR SHALL MONITOR AND WATER AS REQUIRED FOR PLANT SURVIVAL.
9. PLANTS SHALL BE WARRANTED FOR 100% SURVIVAL AT ONE YEAR -YEAR AFTER PLANTING, IF AT THE END OF
ONE YEAR ANY PLANTS ARE DEAD OR DEAD LIKE CONDITION, RE -PLANTING OF SUFFICIENT STOCK TO
COMPLY WITH AN 100% SURVIVAL RATE SHALL BE PERFORMED.
10. SEE TECHNICAL SPECIFICATIONS FOR ADDITIONAL INSTRUCTIONS AND REQUIREMENTS.
Spring Park Slope Stabilization, Stream Restoration, Drainage and Roadway Improvements
PLANTING PLAN
i
SHEET NO.