20211085 Ver 1_Redesigned Plans_20211115

Strickland, Bev
From: O'Reilly, Kristen <[e-mail]>
Sent: Monday, November 15, 2021 2:18 PM
To: Johnson, Alan; Haywood, Casey M CIV (USA)
Cc: Tugwell, Todd J CIV USARMY CESAW (US); Perez, Douglas J; 'Amschler, Crystal C SAW
([e-mail])'; Simonson, Helen
Subject: [External] High Ridge Road PCN - Redesigned Plans
Attachments: High Ridge Road_Plans_11-05-21.pdf
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Hi Alan and Casey,
Please find the redesigned plans for the High Ridge project (NC DWR project #202111085, USACE Action ID SAW-2021-
01475) attached. We believe the proposed project plans meet the input Alan previously provided when we met in
August (summary in below email) and complies with all conditions of the RGP 163. We plan to move forward and permit
it for the following impacts pending any comments or input you may have.. Your response as soon as possible, or latest
by next Wednesday, would be greatly appreciated.
The proposed project has the following impacts. There are 12LF of additional permanent stream impacts from the
previous plans because of the log vane added downstream of culvert.
Feature
Type of Impact
Amount of Impact
Stream 1
Permanent
53 LF
Stream 1
Temporary
25 LF
Stream 2
Temporary
20 LF
Wetland
Temporary
0.006 ac
The previous project plans had the following impacts and a request for ALP waiver.
Feature
Type of Impact
Amount of Impact
Stream 1
Permanent
41 LF
Stream 1
Temporary
25 LF
Stream 2
Temporary
20 LF
Wetland
Temporary
0.006 ac
Please let me know if you have any other comments or questions. Thank you.
Kristen O'Reilly
401/404 Permitting Supervisor
Charlotte -Mecklenburg Storm Water Services
City of Charlotte 1600 East 4th Street I Charlotte, NC 28202
[phone] I [e-mail] I StormWater.CharMeck.org
1

From: O'Reilly, Kristen
Sent: Friday, August 13, 2021 10:03 AM
To: Johnson, Alan <[e-mail]>; Haywood, Casey M CIV (USA) <[e-mail]>;
Tugwell, Todd J CIV USARMY CESAW (USA) <[e-mail]>
Cc: Simonson, Helen<[e-mail]>
Subject: High Ridge Road PCN
Alan and Doug,
Thank you for taking the time to meet with me and Bob Wilson at High Ridge Road on Tuesday. This was the first project
we visited that day with the undersized culverts and incised downstream channel between the two County owned
wetlands. We plan to redesign with the input you provided and do not anticipate needing a waiver for aquatic life
passage anymore. Thank you for your guidance. I have copied Casey and Todd for their information about this PCN too.
NC DWR project #202111085, USACE Action ID SAW-2021-01475
I'd like to ensure Bob and I captured your input accurately. Would you mind reviewing below summary and the attached
plan sheet with Bob Wilson's notes and letting me know if you have any comments or additional thoughts?
• Bury the culvert 1'.
• Weir with sills at inlet to create a "notch" to make the upstream channel width.
• Add 6" steps to soften the 2' drop at the inlet end.
• Add sills at each end of the culvert to maintain width of the stream. The sills will create 2' to 2.5' to match the
upstream stream width.
• The drop from the outlet pool looks greater than shown on plans. He'd like to see more grade control at the
end. Said it may take two drops. Max 6". We can address by adding 2 more boulder sills.
I hope to send a summary of input we heard for our Baxter Street meeting, the project we visited after High Ridge, early
next week.
Please let me know if you have any questions. Thank you and have a great weekend everyone.
Kristen O'Reilly
401/404 Permitting Supervisor
Charlotte -Mecklenburg Storm Water Services
City of Charlotte 1600 East 4th Street I Charlotte, NC 28202
[phone] I [e-mail] I StormWater.CharMeck.org
2

INDEX OF SHEETS
PE SEAL
CONVENTIONAL SIGNS
CoverSheet....................................................................................... 1
GeneralNotes................................................................................... 2
Details & Cross-Section................................................................. 2A
Plan& Profile.................................................................................. 3
Structure Detail Sheets......................................................S1 TO S4
Traffic Control.................................................................. TC1-TC2
Erosion Control........................................................................ EC1
Proposed Utility Permitting....................................................... Ul
TOTAL SHEETS 12
5�0
A
m
D n
PROJECT
m AREA
m �
m
Z e�ti
HIGH RIDGE RD C
j y RD
p KUYKENDA-t_ RD
LU
a p`�
VICINITY MAP
NTS
SURVEY PREPARED BY:
CITY OF CHARLOTTE SURVEY-MAPPING-GIS FROM
THE LOCALIZED COORDINATE SYSTEM DEVELOPED FOR
THIS PROJECT IS BASED ON STATE PLANE COORDINATES
ESTABLISHED BY: NCGS MONUMENT OR CONTROL POINT
WITH NAD 83(2011) STATE PLANE COORDINATES OF
NORTHING: 491607.05 FASTING: 1469247.65 ELEVATION NAVD:
THE AVERAGE COMBINED GRID FACTOR USED ON THIS
PROJECT (GROUND TO GRID) IS: 0.999853786
VERTICAL DATUM: NAVD 88
ALL LINEAR DIMENSIONS ARE LOCALIZED HORIZONTAL
DISTANCES. DATE RANGE OF SURVEY: 9-6-2016 TO 9-19-2020
PLANS PREPARED BY:
Chadoite-Mecklenburg LaBeRa
STORMOZ3 Powered by partnership.
WAT 400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
Services .— 704-376-6423
N.C. License # C-0430
labellapc.com
= PRELIMINARY
IL ARN� Not
Released
for
Construction
CHARL0TT�S�„�
STORM WATER SERVICES
Construction Plans of Proposed
High Ridge Road 4101
Project No. SWDES00617
Proiect Features:
Box Culvert, Concrete Endwalls, Pavement Repair
Know what's below.
Call before you dig.
2018 NCDOT STANDARD SPECIFICATIONS
I I
I I
I I
I I
I I
I I
I I
II SHEET 3 j
Sta. 11+45.11
I � Ili
LOCATION MAP
NTS
GRAPHIC SCALES
20 40 60
Plan View .................
20 40 60
Horz. Profile ............
4 8 12
Vert. Profile .............
Record Drawings
RECOMMENDED
FOR CONSTRUCTION
Contract Administration
Storm Water Construction
Landscape Management
Utility Coordinator
CDOT - Design
CDOT - Implementation
CLTWater
Storm Water - Water Quality
Existing Property Line ...................................
— — — —
Maintained as R/W Line
— —
Existing Structures .........................................
— — — — — —
Proposed Edge of Pavement ..........................
Existing Fence ...............................................
X-X—X—X—X—X
Temporary Construction Easement .............
e e
Sidewalk Utility Easement ............................
SUE SUE
Storm Drainage Easement ............................
SIDE SDE
Existing Gas Line ...........................................
G G G
Existing Water Line .......................................
w w w
Proposed Water Line ......................................
Existing Sanitary Sewer ................................
ss ss
Existing Underground Telecommunications
UT UT
Existing Underground Electric .....................
UE UE
Proposed Safety Rail ......................................
SR SR
Existing Storm Drainage ...............................
--
Proposed Storm Drainage .............................
ExistingTree ...........................................................................................
°
Existing Water Meter.............................................................................
WM
❑
WV
ExistingWater Valve............................................................................. Ix
ExistingGas Valve.................................................................................
GV
l<
s
Existing Sanitary Sewer Manhole .........................................................
s
Proposed Sanitary Sewer Manhole
Existing Storm Drain Manhole
Proposed Storm Drain Manhole...........................................................�
Existing Telephone Manhole T .................................................................
Proposed Telephone Manhole T ...............................................................
Existing Electric Manhole .....................................................................
E
Proposed Electric Manhole ...................................................................
E
ExistingCatch Basin..............................................................................
Proposed Catch Basin............................................................................
ExistingLight Pole................................................................................. L
ProposedLight Pole................................................................................
ExistingUtility Pole................................................................................
.a
GuyWire............................................................................................
Proposed Utility Pole..............................................................................
.W
Proposed Headwall/Endwall..................................................... %===J
IronPin.................................................................................................... 00
Existing Fire Hydrant............................................................................ L
ProposedFire Hydrant..........................................................................
ExistingDrop Inlet.................................................................................. L
ProposedDrop Inlet................................................................................
AccessibleRamp ...................................................................................
TreeProtection.............................................................................
Proposed Guardrail...................................................................
SiltFence.....................................................................................
-
Proposed Full -Depth Asphalt Pavement ..................................
Proposed Rip Rap Ditch..............................................................
Proposed Asphalt Milling & Resurfacing ................................
Proposed Asphalt Milling & Resurfacing .... ............................
ExistingWetlands....................................................................... W W W W
CHARLOTTE..
STORM WATER SERVICES
APPROVED
Bid Set No.
Storm Water Project Manager
STORM WATER SERVICES DATE

GENERAL NOTES
PROPOSED CURB ELEVATIONS:
THE CONTRACTOR SHALL SET AND ADJUST PROPOSED CURB ELEVATIONS AS NECESSARY TO ENSURE
PROPER LONGITUDINAL GRADE FOR DRAINAGE. THE CONTRACTOR SHALL RETAIN EXISTING
PAVEMENT, UNLESS OTHERWISE NOTED.
DRIVEWAYS AND SIDEWALKS:
PROPOSED DRIVEWAY ENTRANCE DIMENSIONS ARE FROM EXPANSION JOINT TO EXPANSION JOINT. MATCH
REPLACEMENT MATERIALS TO THE EXISTING SURFACE ACCORDINGLY:
CONCRETE - SIX INCH PORTLAND CEMENT CONCRETE (3600 PSI).
ASPHALT - (COMMERCIAL) TWO INCH SF9.5B COURSE AND FOUR INCH 119.OB
INTERMEDIATE COURSE.
(RESIDENTIAL) TWO INCH SF9.5B COURSE AND FOUR INCH AGGREGATE
BASE (ABC) COURSE.
GRAVEL - SIX INCH INCIDENTAL STONE (UNLESS OTHERWISE NOTED ON THE PLANS).
SIDEWALK SHALL BE FOUR INCHES THICK, AND SIX INCHES THICK AT DRIVEWAY CROSSINGS, PER CITY
STD. NO. 10.22.
CROSS SLOPES ON SIDEWALKS SHALL NOT EXCEED 2.0%.
RUNNING SLOPES ALONG SIDEWALKS SHALL NOT EXCEED 5.0%, OR THE ADJACENT ROADWAY SLOPE
AS MEASURED AT THE GUTTER PAN, WHICHEVER IS GREATER.
A TURNING SPACE (LANDING) SHALL BE PROVIDED AT ALL LOCATIONS WHERE A PEDESTRIAN MIGHT
TURN TO CHANGE DIRECTION OF TRAVEL. THE LANDING SHALL BE A MINIMUM OF 4 FEET BY 4 FEET,
UNLESS NOTED BY THE ENGINEER. TYPICALLY LANDING DIMENSIONS WILL MATCH SIDEWALK WIDTH.
THE LANDING ALSO SHALL NOT EXCEED 2.0% SLOPE MEASURED PERPENDICULAR TO THE ROADWAY.
THE LANDING ALSO SHALL NOT EXCEED 2.0% OR ADJACENT ROADWAY SLOPE, WHICHEVER IS
GREATER, MEASURED PARALLEL TO THE ROADWAY.
A CROSS SLOPE TRANSITION PANEL MAY BE REQUIRED WHERE PROPOSED SIDEWALK MEETS
EXISTING SIDEWALK WITH A CROSS SLOPE GREATER THEN 2.0%. THE TRANSITION PANEL SHALL NOT
EXCEED 2.0% ON THE SIDE OF THE PROPOSED SIDEWALK AND/OR RAMP, AND SHALL MATCH THE
EXISTING CROSS SLOPE ON THE SIDE OF THE EXISTING SIDEWALK.
DRAINAGE STRUCTURES:
GRADES, ELEVATIONS AND LOCATIONS SHOWN ARE APPROXIMATE. AS DIRECTED BY THE
ENGINEER, THEY MAY BE ADJUSTED TO ACCOMMODATE UNFORESEEN CONDITIONS. STATIONS,
OFFSETS AND ELEVATIONS REFER TO THE CENTER OF DROP INLETS, MANHOLES, JUNCTION BOXES,
AND CATCH BASINS.
ALL PIPES SHALL BE RCP CLASS III, UNLESS OTHERWISE NOTED.
WEEP HOLES ARE TO BE CONSTRUCTED AS DIRECTED BY THE ENGINEER. IF REQUIRED, WEEP
HOLES ARE TO BE CONSTRUCTED IN THE BOTTOM 1/3 OF THE STRUCTURE. ATTACH HARDWARE
CLOTH (ALUMINUM OR GALVANIZED STEEL NO. 4 WIRE REINFORCEMENT) TO THE OUTSIDE OF THE
STRUCTURE WITH HEAVY DUTY CONSTRUCTION ADHESIVE OVER THE WEEP HOLE. PLACE A POROUS
FABRIC BAG FILLED WITH ONE CUBIC FOOT OF NO. 78M STONE AT EACH WEEP HOLE AGAINST THE
HARDWARE CLOTH. THERE WILL BE NO SEPARATE PAYMENT FOR THIS WORK.
UTILITIES:
UTILITIES ARE ILLUSTRATED FOR INFORMATION PURPOSES ONLY. THE CITY WILL NOT BE HELD
RESPONSIBLE FOR THE ACCURACY OF UTILITY LOCATIONS, SIZES, DEPTHS, OR FOR COMPLETENESS
OF UTILITY INFORMATION.
PRIOR TO CONSTRUCTION AND VIA THE CITY UTILITY COORDINATOR AND CITY INSPECTOR, THE
CONTRACTOR SHALL NOTIFY AND MEET WITH ALL UTILITIES AFFECTED TO DETERMINE UTILITY
LOCATIONS. THE CONTRACTOR SHALL PROTECT ALL UTILITIES FROM DAMAGE CAUSED BY HIS
OPERATIONS OR THOSE OF HIS AGENTS. THE CONTRACTOR SHALL HOLD THE CITY HARMLESS FOR
ANY THIRD -PARTY INCONVENIENCE CREATED BY WORK OF HIS OWN FORCES OR THAT OF HIS AGENTS
ANY DAMAGES INCURRED SHALL BE THE CONTRACTORS FINANCIAL RESPONSIBILITY.
AS NEEDED, THE CONTRACTOR SHALL ADJUST/RELOCATE THE SANITARY SEWER AND WATER LINES
ONLY. ALL OTHER ADJUSTMENTS/RELOCATIONS WILL BE PERFORMED BY THE VARIOUS UTILITY
OWNERS. VIA THE CITY UTILITY COORDINATOR AND CITY INSPECTOR, THE CONTRACTOR SHALL
COORDINATE WORK WITH UTILITY OWNERS SO AS NOT TO ADVERSELY AFFECT THE PROJECT
SCHEDULE. THE CITY WILL NOT BE HELD RESPONSIBLE FOR ANY DELAYS OR DISRUPTIONS TO THE
WORK SCHEDULE OF OTHER UTILITY OWNERS. THE CONTRACTOR SHALL STAY A MINIMUM OF 5 FEET
AWAY FROM ALL UTILITY POLES.
o FOR UTILITY LOCATES CALL NORTH CAROLINA ONE -CALL @ 1-800-632-4949.
o WARNING: OVERHEAD UTILITIES. UNLESS OTHERWISE NOTED FOR RELOCATION, THE
CONTRACTOR IS TO WORK UNDER ALL EXISTING OVERHEAD UTILITIES.
THE CONTRACTOR SHALL ADJUST ALL WATER VALVES, WATER METER BOXES AND WATER VAULTS TO
FINISHED GRADE. WATER METERS LOCATED IN SIDEWALKS OR CONCRETE DRIVEWAYS SHALL BE
INSTALLED WITHIN CONCRETE BOXES.
GAS LINES WILL BE ADJUSTED/RELOCATED AS NEEDED BY PIEDMONT NATURAL GAS. VIA THE CITY UTILITY
COORDINATOR AND CITY INSPECTOR, THE CONTRACTOR SHALL CONTACT PIEDMONT NATURAL GAS AT
LEAST TWO WEEKS PRIOR TO CONSTRUCTION.
EXISTING SANITARY SEWER AND WATER LINE:
THE CONTRACTOR SHALL USE CARE WHEN WORKING AROUND SANITARY SEWERS AND WATER LINES.
SHOULD THE CONTRACTOR DAMAGE EXISTING SEWER OR WATER LINES, HE SHALL IMMEDIATELY
REPLACE THE LINE AT HIS EXPENSE WITH DUCTILE IRON PIPE. THE CONTRACTOR SHALL REPLACE
SANITARY SEWER AND/OR WATER LINE, WITH A MINIMUM TEN FOOT SECTION OF DUCTILE IRON PIPE
WHEN DRAINAGE PIPE COMES WITHIN TWO FEET OF SAID LINES, VERTICALLY OR HORIZONTALLY.
SUBSURFACE PLANS:
NO SUBSURFACE PLANS ARE AVAILABLE ON THIS PROJECT. THE CONTRACTOR MAY MAKE HIS OWN
INVESTIGATION TO DETERMINE SUBSURFACE CONDITIONS.
MAIL BOXES:
THE CONTRACTOR SHALL RELOCATE ALL MAIL BOXES AS REQUIRED BY SECTION 107-11 OF THE NCDOT
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES. COORDINATE THIS WORK WITH THE U.S.
POSTAL SERVICE.
FENCES:
THE CONTRACTOR SHALL REMOVE AND RESET FENCES AS NOTED ON THE PLANS AND/OR AS DIRECTED
BY THE ENGINEER.
Plans Prepared By:
0:3 LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
GENERAL NOTES
TREES, SHRUBS, AND HEDGES:
THE CONTRACTOR SHALL REMOVE TREES, SHRUBS, AND HEDGES WITHIN THE LIMITS OF DISTURBANCE
UNLESS SHOWN ON THE PLANS TO BE PROTECTED AND THOSE THAT FALL WITHIN THE TREE PROTECTION
BARRIERS. WHEN ROOT PRUNING IS NECESSARY, CUT ROOTS CLEANLY USING A DISC TRENCHER OR
OTHER APPROVED METHOD IN ACCORDANCE WITH SECTION 01000 OF THE CITY OF CHARLOTTE
LANDSCAPE CONSTRUCTION STANDARDS. PRUNING SHALL BE PER THE LATEST STANDARD OF THE
LANDSCAPE CONSTRUCTION STANDARDS MANUAL (TYP.) USE PLYWOOD FORMS WHEN TREE ROOTS ARE
ADJACENT TO PROPOSED CURB & GUTTER OR SIDEWALK. USE CLD STD. 40.11 FOR BRIDGING TREE
ROOTS. TREES SPECIFIED BY THE PLANS TO HAVE ASPHALT CURBING MUST USE CLD STD. 40.13. TREE
PROTECTION SHALL BE IN ACCORDANCE WITH CLD STD. 40.02 AND WITH SECTION 1000 OF THE CITY OF
CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS. WHEN THE TREE IS CLOSE TO THE WORK AREA
TREE PROTECTION CLD STD. 40.12 SHALL BE USED.
CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY PRIOR TO REMOVING ANY TREES. IN ADDITION,
ALL TREES LOCATED WITHIN THE LIMITS OF DISTURBANCE THAT ARE TO REMAIN AFTER CONSTRUCTION
SHALL BE INSPECTED BY THE CITY TO VERIFY THEY ARE SUITABLE TO REMAIN.
FOLLOWING CONSTRUCTION STAKING THE PROJECT TEAM (CONTRACTOR, CITY INSPECTOR, CITY
ARBORIST AND CONSULTANT, IF APPLICABLE) WILL HOLD AN ON -SITE MEETING TO ENSURE THE LIMITS OF
DISTURBANCE AND THAT TREES PROPOSED FOR PROTECTION ARE CLEARLY IDENTIFIED. THE TEAM WILL
WALK THE PROJECT AREA AND AGREE ON THE TREES TO BE PROTECTED AND THOSE TO REMOVE,
DISCUSS PROPOSED CONSTRUCTION ACTIVITIES, AND IDENTIFY ANY ADDITIONAL TREES TO PROTECT
THAT WERE NOT ORIGINALLY MARKED AS SUCH. THE CONTRACTOR WILL BE GIVEN APPROVAL FOR TREE
REMOVAL, IN WRITING, AFTER APPROPRIATE TREE PROTECTION HAS BEEN INSTALLED AND BEFORE ANY
CLEARING OR REMOVAL CAN BEGIN.
THERE WILL BE NO ADDITIONAL PAYMENT FOR TREE PROTECTION INSTALLED AROUND ADDITIONAL
TREES IDENTIFIED FOR PROTECTION. THE CONTRACTOR ASSUMES RESPONSIBILITY FOR "IN -KIND"
REPLACEMENT OF TREES DAMAGED THAT HAVE BEEN MARKED FOR PROTECTION OR NOT MARKED FOR
REMOVAL.
TOLERANCE:
STRUCTURES INCLUDING STORM DRAIN PIPE, STORM STRUCTURES, SEWER PIPE, AND RETAINING WALLS
SHALL HAVE A TOLERANCE OF ±0.10 FEET. STRUCTURES INCLUDING RISERS, WEIRS, AND ORIFICES,
SHALL HAVE A TOLERANCE OF ±0.05 FEET.
STREAM IMPROVEMENT STRUCTURES SHALL HAVE A VERTICAL TOLERANCE OF ±0.10 FEET, AND A
PLANIMETRIC TOLERANCE OF±0.50 FEET.
SIDE SLOPES:
LIMITS OF PROPOSED SLOPES ARE INDICATED IN THE PLANS, DETAILS AND STANDARD DRAWINGS. THE
MAXIMUM SLOPE SHALL NOT EXCEED A 3:1 (HORIZONTAL TO VERTICAL) UNLESS DESIGNATED BY THE
ENGINEER. A CUT SLOPE OF 2:1 MAXIMUM WILL BE USED ONLY AS DIRECTED BY THE ENGINEER.
EROSION CONTROL:
THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION CONTROL DEVICES IN ACCORDANCE WITH
THE APPROPRIATE CITY AND STATE EROSION AND SEDIMENT CONTROL ORDINANCES AND CHARLOTTE
STORM WATER SERVICE RGP #163/GC #4100 OR APPLICABLE PERMIT DOCUMENT. THE CONTRACTOR
SHALL PREVENT STANDING WATER DUE TO CONSTRUCTION. DISTURBED AREAS SHALL BE SEEDED
AND MULCHED AT THE DIRECTION OF THE ENGINEER. THE CONTRACTOR SHALL FOLLOW THE EROSION
CONTROL MEASURES SHOWN ON SHEET EC1.
ACCESSIBLE RAMPS AND DEPRESSED CURB:
THE CONTRACTOR SHALL CONSTRUCT 6-INCH THICK CONCRETE ACCESSIBLE CURB RAMPS AT
INTERSECTIONS IN ACCORDANCE WITH THE LATEST REVISIONS FOR ACCESSIBLE CURB RAMPS DETAILS,
"PROPOSED ACCESSIBILITY GUIDELINES FOR PEDESTRIAN FACILITIES IN THE PUBLIC RIGHT-OF-WAY"
(PROWAG), CONSTRUCTION PLANS & NCDOT STANDARD DRAWINGS.
RUNNING SLOPES ALONG CURB RAMPS SHALL NOT EXCEED 8.3%, BUT SHALL NOT REQUIRE
THE RAMP LENGTH TO EXCEED 15 FEET, UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
ALL PANELS OF THE RAMP MUST EQUAL THE SAME PERCENTAGE.
FLARES SHALL BE 10.0% MAXIMUM SLOPE (WHERE APPLICABLE), UNLESS OTHERWISE
DIRECTED BY THE ENGINEER.
RAMP CROSS SLOPE SHALL NOT EXCEED 2.0%, OR THE ADJACENT ROADWAY SLOPE AS
MEASURED AT THE GUTTER PAN, WHICHEVER IS GREATER.
A TURNING SPACE (LANDING) SHALL BE PROVIDED AT ALL LOCATIONS WHERE A PEDESTRIAN
MIGHT TURN TO CHANGE DIRECTION OF TRAVEL. THE LANDING SHALL BE A MINIMUM OF 4
FEET BY 4 FEET, UNLESS NOTED BY THE ENGINEER. TYPICALLY LANDING DIMENSIONS WILL
MATCH SIDEWALK WIDTH. THE LANDING SHALL NOT EXCEED 2.0% SLOPE MEASURED
PERPENDICULAR TO THE ROADWAY. THE LANDING ALSO SHALL NOT EXCEED 2.0% OR
ADJACENT ROADWAY SLOPE, WHICHEVER IS GREATER, MEASURED PARALLEL TO THE
ROADWAY.
SAWCU TS:
THE CONTRACTOR SHALL SAWCUT EXISTING ASPHALT AND/OR CONCRETE SURFACES PRIOR TO
REMOVAL UNLESS OTHERWISE DIRECTED BY THE ENGINEER. SAW CUT WIDTH SHALL BE 1 FOOT
MINIMUM FROM THE EXISTING EDGE OF PAVEMENT. SAW CUT PAVEMENT SHALL BE REPLACED AS
WELL AS ADDITIONAL PAVEMENT REQUIRED TO TIE-IN TO FACE OF PROPOSED CURB AND GUTTER.
TRAFFIC CONTROL:
TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE "WORK AREA
TRAFFIC CONTROL HANDBOOK" (WATCH) AND THE TRAFFIC CONTROL PLANS ON SHEETS TC1-TC2.
ENVIRONMENTAL PERMITTING:
401/404 JURISDICTIONAL AREA(S) HAVE BEEN PERMITTED UNDER CHARLOTTE STORM WATER SERVICES RGP
#163/GC #4100, OR APPLICABLE PERMIT DOCUMENT. THE CONTRACTOR SHALL FOLLOW ALL APPLICABLE
PERMIT REQUIREMENTS.
BY CITY ORDINANCE, THE DISCHARGE OF STORMWATER POLLUTANTS TO THE STORM WATER SYSTEM OR
WATER BODIES IS PROHIBITED.
BASE DATA
EXISTING CONDITIONS TAKEN FROM GROUND SURVEYS BY CITY OF CHARLOTTE.
SURVEY DATE RANGES: 9-16-2016 TO 9-18-2020.
ALL COORDINATES BASED ON NAD 83 AND NAVD 88.
ABBREVIATIONS
ABAND..............
ABANDONED
A.D..................
ALGEBRAIC DIFFERENCE
ASPH ...............
ASPHALT
APPROX............
APPROXIMATELY
B/C .................
BACK OF CURB
BIT .................
BITUMINOUS
BM ..................
BENCH MARK
BRG ................
BEARING
CB
CATCH BASIN
C&G.................
CURB AND GUTTER
CIPP
CURED IN PLACE
CL ..................
CLEARANCE
CLDS ...............
CHARLOTTE LAND
DEVELOPMENT STANDARD
C/L FENCE .........
CHAIN LINK FENCE
CMP ................
CORRUGATED METAL PIPE
CONC ..............
CONCRETE
CONST .............
CONSTRUCTION
CY..................
CUBIC YARD
DB ..................
DEED BOOK
DCB ................
DOUBLE CATCH BASIN
DI
DROP INLET
DIA .................
DIAMETER
DW
DRIVEWAY
DIM ................
DIMENSION
E
EAST/EASTING
EA .................
EACH
ELEV ...............
ELEVATION
EOP.................
EDGE OF PAVEMENT
ESMT ...............
EASEMENT
EXIST ..............
EXISTING
F/C .................
FACE OF CURB
FLARED END SECTION
FH ..................
FIRE HYDRANT
FOC.................
FIBER OPTIC CABLE
FPE.................
FOUNDATION PROTECTION
GV...................
GAS VALVE
HORIZ..............
HORIZONTAL
I NT..................
INTERSECTION
I NV ..................
INVERT
IP....................
IRON PIN SET
L ....................
LENGTH
LF...................
LINEAR FOOTAGE
LT ...................
LEFT
Ib....................
POUND
LP ...................
LIGHT POLE
MAX .................
MAXIMUM
MIN .................
MINIMUM
MONO ...............
MONOLITHIC
mph ..................
MILES PER HOUR
Sy ..................
SQUARE YARDS
NTS .................
NOT TO SCALE
OVHD ............ . . .
OVERHEAD
OC ..................
ON CENTER
PVMT...............
PAVEMENT
PC .................
POINT OF CURVATURE
PERM ...............
PERMANENT
PG ..................
PAGE
PI ..................
POINT OF INTERSECTION
PK ..................
PK NAIL SET
PP .................
POWER POLE
PROP ...............
PROPOSED
PSE .................
PERMANENT SIDEWALK EASEMENT
PVI..................
POINT OF VERTICAL INTERSECTION
PUE ................
PERMANENT UTILITY EASEMENT
R ...................
RADIUS
RT ..................
RIGHT
RCBC .............
REINFORCED CONCRETE
BOX CULVERT
RCT. ............... .
REINFORCED CONCRETE PIPE
RELOC . ........... .
RELOCATE
R/W .....•••••.......
RIGHT-OF-WAY
S ....................
SOUTH
SD . ................ .
STORM DRAIN
SF . ................. .
SQUARE FOOT
S/R FENCE . . . . . . . . .
SPLIT RAIL FENCE
SS . ............... .
SANITARY SEWER
STA . .............. .
STATION
STD .................
STANDARD
SW .................
SIDEWALK
TAN .......... • ......
TANGENT
TCE . . . . . . • • • • . . . . . . .
TEMPORARY CONSTRUCTION
EASEMENT
TEMP . ............ .
TEMPORARY
TP ...................
TRANSVERSE POINT
T/W .......... • ......
TEST WIRE
TYP .................
TYPICAL
U/G .................UNDERGROUND
VC . ............... .
VERTICAL CURVE
VERT ...............
VERTICAL
W ...................
WEST
W/ ..................
WEST
WM .................
WATER METER
W/VAULT .. • • .......
WATER VAULT
WV ...... • • • • .......
WATER VALVE
60p .....•••••.......
SIXTY PENNY NAIL SET
...................
FOOT
„ ....................
INCH
SEEDING AND MULCHING (STANDARDL-
SEEDING NOTES:
GROUND COVER STABILIZATION - PROTECTIVE COVER MUST BE ESTABLISHED
ON ALL PERIMETER AREAS AND SLOPES GREATER THAN 3:1. ALL OTHER DISTURBED
AREAS MUST BE STABILIZED WITHIN 14 CALENDAR DAYS AFTER
LAND DISTURBING ACTIVITY IS COMPLETED OR HAS TEMPORARILY
CEASED.
THIS SEEDING SPECIFICATION SHALL BE USED FOR GRASSING ALL
DISTURBED AREAS WITHIN THE PROJECT LIMITS THAT DO NOT CALL OUT
FOR SPECIAL SEEDING OR MEASURES ALONG THE CHANNEL BANKS.
SEEDING SCHEDULE:
SEEDING SCHEDULE SHALL FOLLOW SECTION 04200 - SEEDING AND SODDING
TURFGRASS OF THE CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS MANUAL.
STANDARDS
E�
c
THE FOLLOWING STANDARDS AND THE LATEST REVISION THERETO ARE APPLICABLE TO THIS
PROJECT AND BY REFERENCE ARE CONSIDERED A PART OF THESE PLANS. NCDOT10
STANDARDS SHALL BE USED. CHARLOTTE LAND DEVELOPMENT STANDARDS MAY BE USED
1
IF THERE IS NOT AN APPLICABLE NCDOT STANDARD.
CHARLOTTE:
STD. NO.:
TITLE:
30.17 ..........................
TEMPORARY SEEDING SCHEDULE
30.20 .........................
EMBANKMENT MATTING DETAIL
40.02 ..........................
TREE PROTECTION DETAIL
40.12 .........................
TEMPORARY TREE PROTECTION
50.04 A&B ....................
SAFETY RAIL
CHARLOTTE
WATER:
STD. NO.:
TITLE:
29 ............................. LOWERING OF 6" TO 12" WATER MAIN
SECTION E: GROUND STABILIZATION (FROM NCG01 - GROUND STABILIZATION)
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
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APPROXIMATE BASE FLOW WATER LEVEL
COARSE BACKFILL (SEE NOTE 8)
X1 - SILL CONTROL POINT ELEVATION
X4 STREAM BED
� HEADER BOULDER (SEE NOTE 6)
COARSE BACKFILL FLOW X2 - POOL CONTROL
(SEE NOTE 8) X3 —�
POINT ELEVATION
X1 -SILL CONTROL x11
O �����
POINT ELEVATION LL 2X X9POOL
(SEE NOTE 2)
HEADER BOULDER,
TYPICA. A _ �� \�//�� �/ ��\j/"�\/"�\,�/��\\�\�/•
FILTER FABRIC
^ B X6 (SEE NOTE 7) X6 X10 FOOTER BOULDER (SEE NOTE 6)
X5 X5
/POOL'
I� I
FOOTER BOULDER
TYPICAL
STREAM BANK,
TOP OF BANK TYPICAL
TYPICAL
X2-POOL CONTROL
POINT ELEVATION
TOE OF BANK, (SEE NOTE 2)
TYPICAL
0 0 CHARLOTTE -MECKLENBURG
STORM WATER SERVICES
Services -'v' GENERIC DETAIL REQUIREMENTS
NOTES:
1. A BOULDER SILL MAY BE USED ALONE OR IN COMBINATION WITH A CONSTRUCTED RIFFLE.
2. AN ELEVATION CONTROL POINT SHALL BE DESIGNATED AT THE CENTER OF THE SILL TO ESTABLISH PART OF
THE PROFILE. POOL ELEVATION CONTROL POINTS OR EXCAVATION TO A SPECIFIED MAXIMUM POOL DEPTH
SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINTS SHALL BE
REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED BY THE DESIGNER.
3. NO PART OF THE SILL SHALL BE PLACED ABOVE THE ELEVATION OF THE STREAM BED.
4. IF PLANS DESIGNATE THE USE OF MULTIPLE BOULDER SILLS A TABLE OF ALL STATION LOCATIONS AND
CONTROL POINT ELEVATIONS SHALL BE PROVIDED IN THIS DETAIL OR PROVIDED ELSEWHERE IN THE PLANS
AND REFERENCED HEREIN.
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS SHALL BE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH
THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER SILLSARE TO BE INSTALLED.
6. THE SILL SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS
SPECIFIED BY THE DESIGNER. THE LENGTH OF THE SILL EMBEDDED INTO EACH BANK SHALL EQUAL OR
EXCEED THE WIDTH OF THE CHANNEL.
7. FILTER FABRIC OF A TYPE AND SIZE SPECIFIED BY THE DESIGNER SHALL BE USED TO SEAL THE GAPS
BETWEEN THE BOULDERS AND THE STREAM BED, UNDER THE COARSE BACKFILL MATERIAL. THE FABRIC
SHALL BE PLACED ALONG THE ENTIRE LENGTH OF THE SILL. THE FABRIC SHALL BE SECURED BY THE WEIGHT
OF THE HEADER BOULDER PLACED ON TOP OF THE FOOTER BOULDER WITH THE FABRIC END PLACED
BETWEEN THEM. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE
FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL OF THE BOULDERS SHALL BE OF A TYPE, SIZE, AND GRADATION AS SPECIFIED BY THE
DESIGNER. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADERAND
ANY FOOTER BOULDERS AND SHALL EXTEND UPSTREAM FROM THE SILL DISTANCE SPECIFIED BY THE
DESIGNER.
9. THE BOULDER SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTALTHICKNESS OF THE HEADER
AND FOOTER BOULDERS.
B. PLACE FOOTER BOULDERS. A LAYER OF BEDDING MATERIAL UNDER THE FOOTER BOULDERS
MAY BE SPECIFIED BY THE DESIGNER. THERE SHALL BE NO GAPS BETWEEN BOULDERS.
C. INSTALL FILTER FABRIC.
D. PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
E. INSTALL HEADER BOULDERS ON TOP OF AND SET SLIGHTLY BACK FROM THE FOOTER
BOULDERS (SUCH THAT PART OF THE HEADER BOULDER IS RESTING ON THE COARSE BACKFILL).
HEADER BOULDERS SHALL SPAN THE SEAMS OF THE FOOTER BOULDERS. THERE SHALL NOT BE A
SEAM IN THE CENTER OF THE STREAM BED (AT THE THALWEG). THERE SHALL BE NO GAPS BETWEEN
BOULDERS.
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THATANY VOIDS BETWEEN
THE BOULDERS ARE FILLED.
10. STREAM BANK STABILIZATION, IF SPECIFIED, SHALL BE ADDED TO THIS DETAIL OR DETAILED SEPARATELYAND
REFERENCED HEREIN.
11. CLASS I RIP RAP APRON SHALL EXTEND FROM CULVERT OUTLET TO UPSTREAM FACE OF BOULDER SILL. USE
CLASS A RI RAP TO FILL IN GAPS IN CLASS I RIP RAP APRON.
12. CLASS I RIP RAP SHALL EXTEND FROM CULVERT OUTLET TO UPSTREAM FACE OF BOULDER SILL AT STA. 10+35.
USE CLASS A RIP RAP TO FILL IN GAPS IN CLASS I RIP RAP APRON.
CHARLOTTE -MECKLENBURG
TkU2T STORM WATER SERVICES
Services
GENERIC DETAIL REQUIREMENTS
Plans Prepared By:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
APPROXIMATE BASE
FLOW WATER LEVEL
STREAM BANK STABILIZATION,
IF SPECIFIED (SEE NOTE 10)�
TOP OF BANK —
X1 - SILL CONTROL POINT
ELEVATION
- TOE OF SLOPE
HEADER BOULDER, TYPICAL
— EXISTING GROUND
1 1 1 1 1 \ 1 1 1 \ 1 \ X9
X5 \ X5
STREAM BED (SEE NOTES 3, 9E)
FOOTER BOULDER, TYPICAL
CROSS SECTION B - B'
KIr)T TQ SCALE
1 OF 2
BOULDER SILL
DIMENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
VARIABLE
VALUES
TYPICAL UNIT
DESCRIPTION
X1
SEE
PROFILE
FT. (NAVD)
SILL CONTROL POINT ELEVATION
X2
SEE
PROFILE
FT. (NAVD)
POOL CONTROL POINT ELEVATION
X3
5
FT.
STREAM BED WIDTH
X4
12
FT.
CHANNEL WIDTH
X5
5
FT.
LENGTH OF SILL EMBEDDED IN SOIL
X6
SEE
PROFILE
FT.
LENGTH OF COARSE BACKFILL
X7
2
FT.
BOULDER WIDTH
X8
2
FT.
BOULDER LENGTH
X9
1
FT.
BOULDER THICKNESS (DEPTH)
X10
0.5
FT.
BOULDER PLACEMENT OFFSET
X11
0.7
FT.
APPROXIMATE BASE FLOW DEPTH
BOULDER SILL
NOT TO SCALE
20F2
USE EXCAVATED SOIL FROM STREAM
1 w CONTRACTOR TO CONFIRM
TO TOP DRESS
RIP RAP IN CHANNEL
J DE-ENERGIZATION OF LIGHTING
2
BOTTOM AND FILL IN VOIDS
i1? N WIRE PRIOR TO EXCAVATION.
w
o TYPICAL LEAD TIME FOR
-HJ J
to o 0 DE-ENERGIZATION
N
q ri IS 4 TO 6 WEEKS
,
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LOCATION
a --
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TOP OF WALL ELEV. = 567.13
M a, m _
m = o+' � � o ^
— `� �
APPROX.
RELOCATED 12 EX. 12" DIP WATER
a N o z z
AT 2.5' WIDE NOTCH
576
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EX. 6" STEEL GAS
DIP WATER—
576
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SUPPORT ALL
4'w x 3'H ELLIPTICAL PIPE REMOVE
3) 1/4"
\
EX. GROUND
572
:::.:......... .:::..........—.,...,...,.,,,.,,,.,,,,,,,,,,,,..,,..,,..,,..,,..,,..,,..,,..,,..,,..,,.
568
UTILITIES
— L PIPE
REMOVE 4'w X 3 H PTICA
.,,,,,,,.,,,.,,,. ,,,,,,,,,, :,
—
— —
— — —
568
...
_
— — —
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564
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00% MOVE--�-�- Y -
564
------
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USE EXCAVATED SOIL FROM
PROP. 45 LF OF 12 x4 RECAST BOX
STREAM TO FILL SOIL LAYER IN
560
560
I X X
^
PROP. 20 LFt OF CLASS
I RIP RAP
556
Joao
JN��
556
SEE DETAIL ON
SHEET 2A > 3 (0 (
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INSTALL CONCRETE SILL AT EACH
END SEE S EET S-4
10+00
10+50
1 1 +00
1 1 +50
1 1 +65
CROSS-SECTION OF PROPOSED CULVERT
SCALE: 1" = 10'
1.5" RESURFACING COURSE S9.513
119.00 INTERMEDIATE COURSE ASPHALT PATCH TO BE
PLACED IN 2.5"-4.0" LIFTS
• THOROUGHFARE STREETS
— MINIMUM THICKNESS 8"
• LOCAL STREETS
MINIMUM THICKNESS 5"
4' MIN. 4' MIN.
1.5" MILLING I I 1.5" MILLING
EXISTING PAVEMENT EXISTING PAVEMENT
— — — — — — — — — — — — — — — — — — — — — — —
100% DENSITY
1'-6" VARIES 1'-6"
TRENCH TO BE BACKFILLED WITH
APPROVED SUITABLE MATERIAL AS
DIRECTED BY THE ENGINEER
95% DENSITY
VARIES
CtjI PIPE (DIAMETER VARIES)
PAVEMENT REPAIR
Not to scale
DETAIL 2A
REV. 2.26.18
NOTES:
1. THIS DETAIL IS APPLICABLE FOR ALL TRANSVERSE AND LONGITUDINAL REPAIRS
EXCLUDING LONGITUDINAL REPAIRS ON THOROUGHFARES EQUAL TO OR GREATER THAN
A FULL LANE WIDTH.
2. FOR LONGITUDINAL REPAIRS ON THOROUGHFARES EQUAL TO OR GREATER THAN A FULL
LANE WIDTH, THE ENGINEER WILL DETERMINE THE APPLICABLE STANDARD USED TO
RESTORE THE PAVEMENT STRUCTURE.
3. FULL -DEPTH PAVEMENT REPAIR IN PLACE OF MILLING MAY BE SUBSTITUTED AT THE
DIRECTION OF THE ENGINEER. IF FULL -DEPTH OPTION IS CHOSEN, 5' MEASUREMENT TO
BE TAKEN FROM EDGE OF TRENCH.
r.7N.Cl�imrll.2r7A1CVT1J111r tirmail
SURROUND BOTTOM AND SIDES OF RIP
RAP WITH FILTER FABRIC PER NCDOT
SECTION 876
CHANNEL
SHEET
BOT. B
D (MIN)
T
No.
No.
(ft)
(ft)
RIP RAP QUANTITY (TN)
(ft)
1
3
VARIES
5' TO 12'
3'
48 (CLASS 1)
2'
NOTES:
1. CLASS A EROSION CONTROL STONE WITH AN EVEN GRADATION BETWEEN 2 INCHES AND 6
INCHES SHALL BE USED TO FILL IN VOIDS IN TOP 12-INCH LAYER OF RIP RAP.
2. THE BOTTOM WIDTH OF PROP. CHANNEL WILL VARY WHEN CONNECTING TO EX. CHANNEL.
3. USE EXCAVATED MATERIAL FROM STREAM TO TOP DRESS RIP RAP IN CHANNEL BOTTOM
AND FILL IN VOIDS.
RIP RAP CHANNEL TYPICAL SECTION
NOT TO SCALE
1 1 /2" BITUMINOUS CONCRETE SURFACE
AO COURSE, S 9.5 B OVERLAY, AT AN AVERAGE
RATE OF 112 POUNDS PER SQUARE YARD PER
INCH.
5" 1 19.0 B, AT AN AVERAGE RATE OF 114
© POUNDS PER SQUARE YARD PER INCH IN TWO
EQUAL LIFTS.
HIGH RIDGE ROAD TYPICAL SECTION
NOT TO SCALE
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576
572
568
564
560
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i
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/ 18" HARDWOOD
Q /
\ 30" OAK LIMITS OF PROPOSED
100% COCONUT EROSION
CONTROL MATTING (TYP.)
\ / e
PROP. BOULDER SILLS / e
SEE PROFILE FOR ELEVATIONS
10+50
PI STA. 10+73.06
N: 491884.8833
1469719.2108 -
O 18" OAK
- 56
O -_ 564. �_ 565 566
S30.20'53"E -
STREAM 48.03' STREAM
I I I
PROP. 22t. Sl OF ASPHALT MILLING Iw
REST CINCH SEE I SHEI#T, 2A i w
IN
e
---/ 8" HARDWOOD
eAK
INVERT 6.09
P(.") 4j44
�F... .
Plans Prepared By:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
-
T _ 566
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L STA. 10+00 Cn
z 491947.4366
E: 469681.5499 24' OAK
Ss 7
LU
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PI STA. 10+48.03
e
N: 491905.9869
E: 1469705.8178 CD
10„
10" HARDWOOD e e
PROP. 20 LFf OF CLASS I RIP
RAP APRON (24" THICK, 48 TN)
SEEI DETAIL ON SHEET 2A
A in IVU7 TWIQ cur7F7
PI
S/
- -- - - -- ULUJ
OU.U4 A&tl
' \
PROP. FULL
VA �ANT
DEPTH ASPHALT
SEE SHEET 2A
R/W M0�'
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'
TAX ID# 227-081-03
� 1
MECKLENBURG COUNTY
REAL ESTATE/FINANCE DEPT
DB: 6627-287
LESS R/W DB 10364 PG 797
FEMA FL00
7.53'
I Y I
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HIARDWO(1D
I�
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R/W fJ10N
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II
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I I
III35.17'23'
1 44.99
1 1 +00
,W
576
572
568
564
560
1 1 +50 1 1 +65
PROP. 12" GATE VALVE
�I REPLACE & RELOCATE 52 LF OF
W I w 12" WATER MAIN W/ 12" DIP, PC
350 PER DETAIL ON SHEET U1
wl '
_ PROP. 48 LF OF
SAFETY RAIL PER
�.............. CLDS 50.04 A&B
,RI \
LIMITS OF PROPOSED 100%
m COCONUT EROSION CONTROL
MATTING (TYP.)
/
j/
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... ..' ......... �6 /v� e
41 IV IV
/ rn
/ EX. 4'x3' CMPA
INVERT 567.22
g�O + EX. 4 z3' CMPA
✓/ + + INVERT 566.92 + +
"v i- PROP. WEIR WALL + 0
LL m a0P OF WALL ELEV. =,,,
567.13 AT 2.5' WIDE NOTCH 24" OAK
Q SEt STRUCTURAL DETAILS+
\ + + + + + + WETLANDS
{1 =
S.
IV
V'j, EX. 4'x3' CMPA
+ INVERT 567.13 + + u
rn I STA. 1 t+31.45 + VACANT
TAX ID# 227-086-70
+ +49184.91 , , / MECKLENBURG COUNTY
�� S� J + t:\ 1469743.1941+ + REAL ESTATE/FINANCE DEPT.
2: �. \ \ / DB: 8404-965
N IREMO LESS R/W DB 10364 PG 797
I EX 1 to ��• S + kDc �1 + + +/ +
j ENDWALL t31 C' + � + 11
o + \ p. N -�
�J � � EP STA. 1 1 +64
+Sl ; + N: 491803.7962
E: 1469741.8993
I D 25" LID
I �`7
6" 14DIOC�
�X I
w I 10
14,\
3� �0 �R GATE VALVE
1 o I �l I �.. _ 569-
Ld
10" HARDW00
R MON I + MO I # HIAMW00El
D
jr I I CONTRACTOR TO CONFIRM DE-ENERGIZATION OF
LIGHTING WIRE PRIOR TO EXCAVATION. TYPICAL LEAD
f, TIMES FOR DE-ENERGIZATION IS 4 TO 6 WEEKS.
I I
PROP. 22t SY OF ASPHALT MILLING
& RESURFACING SEE SHEET 2A
1. INSTALL CONCRETE THRUST BLOCK FOR 12" GATE VALVES AND 12"
WATER MAIN RELOCATION PER SHEET U1.
2. PERFORM TREE REMOVAL AND CLEARING IN ACCORDANCE WITH SHEET
TC1 PHASING AND SHEET EC1.
3. INSTALL BOTH 12" GATE VALVES TO ALLOW ISOLATION AND REMOVAL
OF 12" WATER MAIN DURING NEW CULVERT CONSTRUCTION.
4. AFTER ROAD CLOSURE PER SHEETS TC1 & TC2, INSTALL COFFER
DAMS PER EC1 NOTES AND SET UP PUMP AROUND OPERATION.
5. ENSURE DUKE ENERGY POWER LINES ARE DE -ENERGIZED BEFORE
BEGINNING ROADWAY EXCAVATION.
6. REMOVE EXISTING CULVERTS. SUPPORT EXISTING UTILITY LINES.
7. BEGIN PILE INSTALLATION PER SHEET S2. PILE INSTALLATION SHALL
PROGRESS FROM DOWNSTREAM END TO UPSTREAM END. USE EXTREME
CARE AROUND EXISTING UTILITIES. THE EXISTING 12" WATER MAIN MAY
BE REMOVED AS NEEDED.
8. INSTALL ENDWALL AND CULVERT FOUNDATIONS.
9. INSTALL 12'x4' PRECAST BOX CULVERT.
10. COMPLETE ENDWALL CONSTRUCTION AND INSTALL CONCRETE SILLS AT
EACH END OF BOX CULVERT.
11. INSTALL RELOCATED 12" WATER MAIN.
12. COMPLETE ROAD CONSTRUCTION AND REOPEN ROAD TO TRAFFIC.
DIMENSIONS FOR RIP RAP APRON INSET
NOT TO SCALE
VERTICAL LOCATE TABLE
VERTICAL
LOCATE
NUMBER
VERTICAL LOCATE
ALLIGNMENT
STATION
OFFSET
EXISTING
GROUND
ELEVATION
DEPTH FROM
VERTICAL
LOCATE
TOP OF
UTILITY
LOCATION
1
6" STEEL GAS
LINE A
10+80.55 +/-
9.0' +/- LT.
572.E+/-
3. 10'
569.5+/-
2
(3) 1/4" INSULATED POWER
LINE A
11+10.59 +/-
7.3' +/- LT.
572.9+/-
1.99,
570. 9+/-
3
12" DUCTILE IRON WATER
LINE A
1 11+12.06 +/-
12.3' +/- LT.
572.5+/-
2.30'
570.2+/-
NOTES:
1. EXISTING GAS TO BE SUPPORTED BY CONTRACTOR. CONTRACTOR TO
CONTACT PIEDMONT NATURAL GAS IF COATING IS DAMAGED.
2. CONTRACTOR NOT TO DAMAGE UNDERGROUND ELECTRIC LINES.
CONTRACTOR TO CONFIRM DE-ENERGIZATION PRIOR TO CONSTRUCTION.
CONTRACTOR TO CONTACT DUKE POWER AFTER CONSTRUCTION IS
COMPLETE TO RE -ENERGIZE.
3. CONTRACTOR TO LOCATE WINDSTREAM UTILITY TO INSURE NO
CONFLICT.
0 10 20
5 15
SCALE:"=10' 1V
S
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STRUCTURAL NOTES
GENERAL NOTES:
1. ALL STRUCTURAL WORK, INCLUDING MATERIAL STRESSES AND METHODS OF CONSTRUCTION SHALL CONFORM TO THE NCDOT
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES, AND ALL OTHER APPLICABLE LOCAL CODES.
2. CONSTRUCTION LOADING: DURING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL LIMIT AND CONTROL CONSTRUCTION
LOADING, INCLUDING BUT NOT LIMITED TO:
a. MATERIAL STOCKPILING AND EQUIPMENT TO PRECLUDE OVERSTRESSING, CONSTRUCTION LIVE LOAD IN EXCESS OF 20 PSF, OR
DAMAGE TO ANY STRUCTURAL ELEMENT.
3. OPENINGS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING SIZE AND LOCATION OF ALL OPENINGS WITH THE
DISCIPLINE REQUIRING THEM.
4. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AFTER BEING REVIEWED BY THE CONTRACTOR.APPLICABLE
SHOP DRAWINGS ARE AS FOLLOWS:
1. REINFORCING STEEL
2. CONCRETE MIX DESIGNS
EARTHWORK AND FOUNDATION NOTES:
1. THE FOUNDATION DESIGN FOR NEW STRUCTURE IS BASED ON THE RECOMMENDATIONS INCLUDED IN THE GEOTECHNICAL
EVALUATION REPORT TITLED "GEOTECHNICAL INVESTIGATION, HIGH RIDGE ROAD, SDIP, CHARLOTTE, NC" AND PREPARED BY (JOEL E.
WOOD & ASSOCIATES DATED MAY 1, 2020.) THE CONTRACTOR SHALL READ AND BE FAMILIAR WITH THIS REPORT AND THE
RECOMMENDATIONS CONTAINED WITHIN.
2. ALL EXCAVATIONS SHALL FULLY CONFORM TO LOCAL, STATE AND FEDERAL SAFETY REGULATIONS.
3. DO NOT BACKFILL AGAINST CONCRETE ELEMENTS UNTIL PLACED CONCRETE HAS REACHED 75% OF ITS SPECIFIED 28-DAY
COMPRESSIVE STRENGTH.
4. BACKFILL BOTH SIDES OF FOUNDATION WALLS IN EQUAL, ALTERNATE LIFTS IN ORDER TO AVOID IMPOSING UNBALANCED LATERAL
PRESSURE ON THE WALLS.
5. ALLOW TESTING AGENCY TO INSPECT AND APPROVE ALL COMPACTED SUBGRADE AND FILL LAYERS PRIOR TO FURTHER BACKFILL
AND/OR PLACEMENT OF CONCRETE. TESTING AND INSPECTION RESULTS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER.
6. THE SUITABILITY AND STABILITY OF EXISTING SOILS AND FILL, THE DEPTHS AND LATERAL LIMITS OF UNSUITABLE MATERIAL TO BE
REMOVED, AND ADEQUACY OF FOUNDATION BEARING GRADES SHALL BE DETERMINED BY THE PROJECT GEOTECHNICAL ENGINEER.
7. EXCAVATION AND BACKFILL OPERATIONS SHALL BE MAINTAINED IN A DRY CONDITION. SURFACE AND INFILTRATING WATER SHALL BE
REMOVED BY SITE GRADING AND/OR BY PUMPING FROM SUMPS AS REQUIRED.
8. ALL FOOTINGS ARE TO BE PLACED ON CLEAN, DRY, LEVEL, UNDISTURBED NATIVE SOIL OR IMPORTED SELECT STRUCTURAL FILL
THAT HAS BEEN INSPECTED AND APPROVED BY THE PROJECT ENGINEER.
9. IMPORTED SELECT STRUCTURAL FILL PLACED AS FILL BENEATH PROPOSED FOUNDATIONS AND AS BACKFILL AGAINST PROPOSED
FOUNDATIONS SHALL BE A MATERIAL CONSISTING OF PREDOMINATELY GRANULAR SOILS AND THAT HAS LESS THAN 5% ORGANIC
CONTENT AND A LIQUID LIMIT AND PLASTICITY INDEX LESS THAN 50 AND 20, RESPECTIVELY. STRUCTURAL FILL SHALL CONSIST OF A
WELL -GRADED MATERIAL, HAVING A GRADATION AS INDICATED IN THE GEOTECHNICAL EVALUATION REPORT. THE PROPOSED
MATERIAL FOR STRUCTURAL FILL SHALL BE APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER.
10. FILL UNDERNEATH BASE COURSE (NOTE 12) SHALL BE V-0" OF SURGE STONE OR NCDOT CLASS A RIPRAP ON MIRAFI 500X
GEOTEXTILE OR APPROVED EQUAL. ALL BACKFILL MATERIAL PLACED AROUND SIDES OF THE TRENCH AND ON TOP OF THE CULVERT
SHALL BE SELECT MATERIAL AND SHALL BE SPREAD IN MAXIMUM 6" THICK LAYERS FOR LARGE SELF-PROPELLED COMPACTORS OR
6" THICK LAYERS FOR SMALL SELF-PROPELLED COMPACTORS AND UNIFORMLY COMPACTED TO AT LEAST 95% OF ITS MAXIMUM
DRY DENSITY ACCORDING TO ASTM D-1557. IN CONFINED OR OVER EXCAVATED AREAS, THE FILL SHALL BE PLACED IN MAXIMUM 6"
THICK LIFTS AND COMPACTED TO 95% USING A MANUALLY OPERATED COMPACTOR.
11. BASE COURSE MATERIAL PLACED BENEATH THE SLAB FOUNDATION SHALL CONSIST OF 6 INCHES OF #57 STONE MATERIAL.
12. BACKFILL MATERIALS REQUIRED AS A RESULT OF OVER -EXCAVATION BY THE CONTRACTOR WITHOUT PRIOR APPROVAL SHALL BE
PROVIDED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
13. CONTRACTOR IS TO PLACE A VAPOR BARRIER OR RETARDER BELOW THE FLOOR SLAB PER MANUFACTURER'S SPECIFICATION
INSTRUCTIONS.
CONCRETE NOTES:
1. GENERAL-- COMPLY WITH THE FOLLOWING:
a. ACI 117 - SPECIFICATION FOR TOLERANCES FOR CONCRETE.
b. ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE.
c. ACI 304 - RECOMMENDED PRACTICE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE.
d. ACI 308 - STANDARD SPECIFICATION FOR CURING CONCRETE.
e. ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
f. ASTM C33 - CONCRETE AGGREGATES.
g. ASTM C94 - READY MIXED CONCRETE.
h. ASTM C150 - PORTLAND CEMENT.
i. ASTM C260 - AIR ENTRAINING ADMIXTURES FOR CONCRETE.
j. ASTM C494 - CHEMICALS ADMIXTURES FOR CONCRETE.
k. ACI 117, TOLERANCES FOR CONCRETE CONSTRUCTION
I. COMPLY WITH ACI 302.1 R RECOMMENDATIONS FOR SCREEDING, RESTRAIGHTENING, AND FINISHING OPERATIONS FOR CONCRETE
SURFACES. DO NOT WET CONCRETE SURFACES.
2. SUBMITTALS
a. SUBMIT SHOP DRAWINGS FOR REINFORCING, INCLUDING ALL NECESSARY ACCESSORIES TO HOLD REINFORCING SECURELY IN
PLACE, FOR REVIEW AND APPROVAL. WHERE RESUBMITTAL OF SHOP DRAWINGS IS REQUIRED, ALL REVISIONS SHALL BE CLEARLY I
DENTIFIED BY CLOUDING AND REVISION TAGS.
b. SUBMIT FOR REVIEW ALL MATERIALS AND METHODS FOR CONCRETE CURING.
3. PROVIDE THE FOLLOWING MINIMUM CONCRETE CLEAR COVER FOR REINFORCING STEEL PER ACI 318
a. CONCRETE PLACED AGAINST EARTH: 3.0 IN.
b. FORMED SURFACES IN CONTACT WITH EARTH OR EXPOSED TO WEATHER
#6 THROUGH #18 BARS: 2.0 IN.
#5 BARS AND SMALLER: 1.5 IN.
c. FORMED SURFACES NOT IN CONTACT WITH EARTH OR EXPOSED TO WEATHER
#14 AND #18 BARS: 1.5 IN.
#11 BARS AND SMALLER: 1.0 IN.
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4. ALL CONCRETE WORK, CONSTRUCTION, AND REINFORCING DETAILS SHALL CONFORM TO THE "NCDOT STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES."
5. ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI 318.
6. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615 GRADE 60.
7. ALL REINFORCING SHALL BE LAPPED OR EMBEDDED IN ACCORDANCE WITH ACI 318, UNLESS OTHERWISE NOTED.
8. PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL REINFORCING AT CORNERS OR INTERSECTIONS.
9. TROWEL FINISH: AFTER APPLYING FLOAT FINISH, APPLY FIRST TROWELING AND CONSOLIDATE CONCRETE BY HAND OR POWER -DRIVEN
TROWEL. CONTINUE TROWELING PASSES AND RESTRAIGHTEN UNTIL SURFACE IS FREE OF TROWEL MARKS AND UNIFORM IN TEXTURE
AND APPEARANCE. GRIND SMOOTH ANY SURFACE DEFECTS. APPLY TO ALL EXPOSED SURFACES UNLESS NOTED OTHERWISE. FINISH
SURFACE WITH FLOOR TREATMENT AS SPECIFIED BY OWNER (EPDXY PAINT SYSTEM, ETC.).
10. PROVIDE TWO-PART EXPDXY SEALANT, SHORE HARDNESS 80 AND BITUMINUOUS FILLER MATERIAL AT ALL JOINTS.
11. FOR CONCRETE FOOTING SUPPORTING PRECAST CULVERT UNITS PROVIDE SUPER FLAT FLOOR FLATNESS LEVELNESS PER ACI 117.
CONCRETE NOTES CONT.:
1. PRIOR TO PLACEMENT OF CONCRETE, A FIELD REPRESENTATIVE SHALL BE INFORMED A MINIMUM OF 24 HOURS IN ADVANCE OF
PLACEMENT, TO ALLOW INSPECTION OF REINFORCING STEEL, AND PREPARATION FOR TAKING CONCRETE SAMPLES. INDEPENDENT
TESTS ARE REQUIRED FOR ALL CONCRETE PLACEMENTS.
2. INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO THE SCHEDULED CONCRETE PLACEMENT.
3. GROUT: NON-METALLIC/NON-SHRINK STRUCTURAL GROUT. FIVE STAR GROUT OR APPROVED EQUAL.
4. PROTECT CONCRETE FROM PREMATURE DRYING IMMEDIATELY AFTER PLACEMENT. CURING OF CONCRETE SLABS MUST START WITHIN 2
HOURS AFTER FINISHING OPERATIONS ARE COMPLETE. SLABS -ON -GRADE SHALL BE WET CURED FOR 7 DAYS. CURING COMPOUNDS ARE
PROHIBITED.
5. ALL SLAB OPENINGS SHALL BE SAWCUT TRUE TO LINE AND NEAT IN APPEARANCE.
6. CONCRETE SHALL BE CONTROLLED, PROPORTIONED, MIXED AND PLACED IN THE PRESENCE OF A REPRESENTATIVE OF AN APPROVED
TESTING AGENCY.
CONCRETE MIX:
1. SUBMIT MIX DESIGNS FOR REVIEW AND APPROVAL.
2. FOOTINGS, PIERS, WALLS, AND SLABS: PROPORTION NORMAL -WEIGHT CONCRETE MIXTURE AS FOLLOWS:
a. MINIMUM COMPRESSIVE STRENGTH: 4000 PSI AT 28 DAYS.
b. MAXIMUM WATER-CEMENTITOUS MATERIALS RATIO: 0.50.
c. SLUMP LIMIT: 4 INCHES PLUS OR MINUS 1 INCH; OR 8 INCHES FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES BEFORE
ADDING HIGH -RANGE WATER -REDUCING ADMIXTURE OR PLASTICIZING ADMIXTURE, PLUS OR MINUS 1 INCH. IF ADMIXTURES ARE USED
TO IMPROVE WORKABILITY, THE MAXIMUM SLUMP LIMITS MAY BE RELAXED WITH ENGINEER'S APPROVAL.
d. AIR CONTENT: 6 PERCENT PLUS OR MINUS 1.5 PERCENT, AT POINT OF DELIVERY.
e. COURSE AGGREGATE: 1-INCH NOMINAL MAXIMUM AGGREGATE SIZE.
CONCRETE TESTING AND INSPECTION:
1. TESTING AND INSPECTING: OWNER WILL ENGAGE A QUALIFIED TESTING AND INSPECTING AGENCY TO PERFORM TESTS AND INSPECTIONS
AND PREPARE THE TEST REPORTS
2. INSPECTIONS:
a. STEEL REINFORCEMENT PLACEMENT.
b. VERIFICATION OF USE OF REQUIRED DESIGN MIXTURE.
c. CONCRETE PLACEMENT, INCLUDING CONVEYING AND DEPOSITING.
d. CURING PROCEDURES AND MAINTENANCE OF CURING TEMPERATURE.
e. VERIFICATION OF CONCRETE STRENGTH BEFORE REMOVAL OF SHORES AND FORMS AND VERIFICATION OF DESIGN STRENGTH PRIOR
TO LOADING FOUNDATIONS.
f. CONCRETE SHALL BE AT A MINIMUM OF 75% OF DESIGN STRENGTH TO REMOVE SHORES AND/OR FOUNDATIONS (EXTRA CYLINDERS
TO BE TAKEN AS REQUIRED)
3. CONCRETE TESTS: TESTING OF COMPOSITE SAMPLES OF FRESH CONCRETE OBTAINED ACCORDING TO ASTM C172 SHALL BE PERFORMED
PRIOR TO LOADING FOUNDATIONS.
a. TESTING FREQUENCY: OBTAIN TWO COMPOSITE SAMPLES FOR FOUNDATION POUR. IF MORE THAN ONE DELIVERY TRUCK, OBTAIN
SAMPLES FROM EACH DELIVERY TRUCK IN EQUAL RATIO.
b. SLUMP: ASTM C143; ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH
DAY'S POUR OF EACH CONCRETE MIXTURE. PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE.
c. AIR CONTENT: ASTM C231, PRESSURE METHOD, FOR NORMAL -WEIGHT CONCRETE; ONE TEST FOR EACH COMPOSITE SAMPLE, BUT
NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE.
d. CONCRETE TEMPERATURE: ASTM C1064; ONE TEST HOURLY WHEN AIR TEMPERATURE IS 40 DEG F AND BELOW AND WHEN 80 DEG
F AND ABOVE, AND ONE TEST FOR EACH COMPOSITE SAMPLE.
e. UNIT WEIGHT: ASTM C567, FRESH UNIT WEIGHT OF STRUCTURAL CONCRETE; ONE TEST FOR EACH COMPOSITE SAMPLE, BUT NOT
LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE.
f. COMPRESSION TEST SPECIMENS: ASTM C31.
g. CAST AND LABORATORY CURE ONE SET OF TWO STANDARD CYLINDER SPECIMENS FOR EACH COMPOSITE SAMPLE. COORDINATE
NUMBER OF TESTS WITH OWNER TO DETERMINE APPROPRIATE NUMBER OF CYLINDERS FOR MACHINE INSTALLATION.
h. COMPRESSIVE -STRENGTH TESTS: ASTM C39; TEST ONE SET OF TWO LABORATORY -CURED SPECIMENS AT 7 DAYS, AT 10 DAYS, AT
14 DAYS, AND ONE SET OF TWO SPECIMENS AT 28 DAYS.
i. A COMPRESSIVE -STRENGTH TEST SHALL BE THE AVERAGE COMPRESSIVE STRENGTH FROM A SET OF TWO SPECIMENS OBTAINED
FROM SAME COMPOSITE SAMPLE AND TESTED AT AGE INDICATED.
j. STRENGTH: CONCRETE MIXTURE WILL BE SATISFACTORY IF COMPRESSIVE -STRENGTH TEST EQUALS OR EXCEEDS SPECIFIED
COMPRESSIVE STRENGTH AND NO INDIVIDUAL CYLINDER COMPRESSIVE -STRENGTH TEST VALUE FALLS BELOW SPECIFIED
COMPRESSIVE STRENGTH BY MORE THAN 500 PSI.
k. TEST RESULTS SHALL BE REPORTED IN WRITING TO ENGINEER, CONCRETE MANUFACTURER, AND CONTRACTOR WITHIN 48 HOURS
OF TESTING. REPORTS OF COMPRESSIVE -STRENGTH TESTS SHALL CONTAIN PROJECT IDENTIFICATION NAME AND NUMBER, DATE OF
CONCRETE PLACEMENT, NAME OF CONCRETE TESTING AND INSPECTING AGENCY, LOCATION OF CONCRETE BATCH IN WORK, DESIGN
COMPRESSIVE STRENGTH AT 28 DAYS, CONCRETE MIXTURE PROPORTIONS AND MATERIALS, COMPRESSIVE BREAKING STRENGTH,
AND TYPE OF BREAK.
I. NONDESTRUCTIVE TESTING: IMPACT HAMMER, SONOSCOPE, OR OTHER NONDESTRUCTIVE DEVICE MAY BE PERMITTED BY ENGINEER
BUT WILL NOT BE USED AS SOLE BASIS FOR APPROVAL OR REJECTION OF CONCRETE.
m. ADDITIONAL TESTS: AT CONTRACTOR'S EXPENSE, TESTING AND INSPECTING AGENCY SHALL MAKE ADDITIONAL TESTS OF
CONCRETE WHEN TEST RESULTS INDICATE THAT SLUMP, AIR ENTRAINMENT, COMPRESSIVE STRENGTHS, OR OTHER REQUIREMENTS
HAVE NOT BEEN MET, AS DIRECTED BY ENGINEER. TESTING AND INSPECTING AGENCY MAY CONDUCT TESTS TO DETERMINE
ADEQUACY OF CONCRETE BY CORED CYLINDERS COMPLYING WITH ASTM C42 OR BY OTHER METHODS AS DIRECTED BY THE ENGINEER.
n. ADDITIONAL TESTING AND INSPECTING, AT CONTRACTOR'S EXPENSE, WILL BE PERFORMED TO DETERMINE COMPLIANCE OF
REPLACED OR ADDITIONAL WORK WITH SPECIFIED REQUIREMENTS.
o. AT CONTRACTOR'S EXPENSE, CORRECT DEFICIENCIES IN THE WORK THAT TEST REPORTS AND INSPECTIONS INDICATE DOES NOT
COMPLY WITH THE CONTRACT DOCUMENTS.
PILE NOTES:
1. DESIGN SPECIFICATIONS: AASHTO LRFD SPECIFICATIONS FOR DESIGN OF PILES, LATEST EDITION.
2. CONSTRUCTION AND MATERIAL SPECIFICATIONS: STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES, NORTH CAROLINA
DEPARTMENT OF TRANSPORATION, DATED JANUARY, 2018 WITH CURRENT ADDITIONS AND MODIFICATIONS
3. ALL PILE WORK SHALL CONFORM TO THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATION SECTION 450, PILES.
4. STEEL H-PILES SHALL BE HP 12X53 CONFORMING TO ASTM A572/A572M, GRADE 50.
5. FOR DESIGN PURPOSES THE MAXIMUM ALLOWABLE PILE LOAD DOES NOT EXCEED 60.8 KIPS VERTICAL, AND 2 KIPS LATERAL.
6. AT THE START OF PILE DRIVING AND DYNAMIC LOAD TEST SHALL BE PERFORMED TO ONE TEST PILE. THIS PILE CAN NOT BE USED AS
A PRODUCTION PILE. THIS TEST PILE WILL BE USED TO DETERMINE DRIVING CRITERIA AND LENGTHS, AND TO CONFIRM ALLOWABLE
LOAD OF PILES.
7. DYNAMIC LOAD TESTING SHALL BE PERFORMED TO 5% OF THE PRODUCTION PILES INSTALLED.
8. 0 S-3 REFERENCE FOR TYPICAL PILE DETAILS NOT SHOWN.
9. CENTER OF PILE OR GROUP OF PILES IS REFERENCED ON GRID LINE INTERSECTIONS.
STRUCTURAL LOADS
NCDOT STANDARD SPECIFICATIONS
A. LIVE LOADS FOR ROADS AND STRUCTURES
OCCUPANCY OR USE UNIFORM CONCENTRATED
ROAD LOADING HL-93 HL-93
B. WIND LOAD DESIGN CRITERIA
INTERNATIONAL BUILDING CODE 1609
ULTIMATE DESIGN WIND SPEED, Vult ...........
115 MPH
NOMINAL DESIGN WIND SPEED, Vas ...........
93 MPH
OCCUPANCY CATEGORY (TABLE 1604.5).............
I
WIND LOAD IMPORTANCE FACTOR, Iw ..............
1.00
EXPOSURE CATEGORY ......................
B
INTERNAL PRESSURE COEFFICIENT, GCPi ............
±0.18
D. SEISMIC FORCE RESISTING SYSTEM:
INTERNATIONAL BUILDING CODE 1613
H1: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
OCCUPANCY CATEGORY .....................
SEISMIC IMPORTANCE FACTOR le ................
1.00
MAPPED SPECTRAL RESPONSE ACCELERATION
AT SHORT PERIODS, Ss ................
0.245g
AT 1 SECOND PERIOD, S1 ...............
0.104g
SITE CLASS ............................
D
DESIGN SPECTRAL RESPONSE ACCELERATION
AT SHORT PERIODS, SDS................
0.262g
AT 1 SECOND PERIOD, SD1...............
0.166g
SEISMIC DESIGN CATEGORY ...................
C
BASIC SEISMIC -FORCE -RESISTING SYSTEM:
RESPONSE MODIFICATION FACTOR, R:.....................
3.00
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400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
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Plans Prepared By:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
PROVIDE (2) #8 BARS AT OPENING 1,_n„
ENDWALL EW-1 DETAIL
3/4" = 1'-0"
F 12" O.C.
EMBEDMENT
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562.00'
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3/4" F-57 EXPANDED COIL
INSERT BY DAYTON/RICHMON OR
APPROVED EQUAL
LENGTH = 41/2"
INSERT WIDTH = 2"
DIA. = 3/4"
THREAD TYPE = 3/4" 10 UNC
NOTE: CONTRACTOR HAS THE OPTION
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TYPICAL SKEWED FOUNDATION WALL DETAIL
3/4" = V-0"
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Plans Prepared By:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
T.O. WALL
567.13,
#8 @ 12" O.C. E.W.
WING WALL EW-2 DETAIL
3/4" = 1'-0"
CONTRACTOR TO PROVIDE SL
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A 2" GROUT PAD FOR LEVELING.
NO CHANGE IN CONTRACT PRI
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MAX W/ #5 DOWEL W/ 6" EMBEDMENT
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A 2" GROUT PAD FOR LEVE
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EROSION CONTROL NOTES
1. DISTURBED AREA: 0.2 ACRES
2. SOIL TYPES: MONACAN SOIL
3. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. ALL DISTURBED AREAS WILL BE STABILIZED WITH THE APPROPRIATE TEMPORARY
AND/OR PERMANENT VEGETATIVE EROSION CONTROL MEASURE(S) WITHIN 14 DAYS OF DISTURBANCE. DISTURBED AREAS WITH SLOPES GREATER
THAN 3:1 WILL BE STABILIZED WITH THE APPROPRIATE TEMPORARY AND/OR PERMANENT VEGETATIVE EROSION CONTROL MEASURE(S) WITHIN 7
DAYS OF DISTURBANCE.
4. ANY GRADING BEYOND THE CONSTRUCTION PROP. LIMITS SHOWN ON THE PLANS IS A VIOLATION OF THE NORTH CAROLINA EROSION CONTROL
ORDINANCE, AND IS SUBJECT TO A FINE.
5. TEMPORARY SURFACE STABILIZATION MUST BE APPLIED TO DISTURBED AREAS. TEMPORARY SEEDING SHOULD BE APPLIED TO CUT AND FILL
SLOPES AFTER LAND CLEARING AND ROUGH GRADING HAS OCCURRED.
6. NO ON -SITE BURIAL OF VEGETATION OR CONSTRUCTION DEBRIS WILL BE PERMITTED.
7. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED IN THE FIELD BY THE CONSTRUCTION INSPECTOR.
8. INLET PROTECTION IS REQUIRED FOR ALL INLETS LOCATED IN THE WORKING AREA.
9. INLET PROTECTION IS REQUIRED FOR ALL PHASES OF THE PROJECT AND UNTIL THE DISTURBED AREA IS FULLY STABILIZED.
10. CONTRACTOR TO TAKE ALL REASONABLE MEASURES TO PREVENT TRACKING SOIL/MUD ON ACTIVE ROADWAYS. SOIL/MUD TRACKED ON ACTIVE
ROADWAYS SHALL BE CLEANED DAILY.
11. ALL STOCKPILE AREAS DEEMED NECESSARY BY THE CONTRACTOR WILL BE REQUIRED TO HAVE EROSION CONTROL MEASURES SURROUNDING THE
AREA IN ORDER TO TRAP EROSION AND SEDIMENT. THE STOCKPILE AREAS MAY ONLY BE LOCATED WITHIN THE CONSTRUCTION PROP. LIMITS
AND BE APPROVED BY THE ENGINEER. APPROPRIATE EROSION CONTROL MEASURES CONSIST OF: TEMPORARY SILT FENCE, TEMPORARY
DIVERSION DITCH, SEDIMENT TRAP, ETC.
12. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE INSPECTED WEEKLY AND AFTER RAINFALL EVENTS. NEEDED REPAIRS WILL BE MADE
IMMEDIATELY.
13. THE CONTRACTOR IS REQUIRED TO PREVENT EROSION AND SEDIMENT FROM DEPOSITION ON LOCAL ROADS BY PROVIDING STABILIZED
CONSTRUCTION ENTRANCES/EXITS. REFER TO CLDS 30.11A - STABILIZED CONSTRUCTION ENTRANCE.
14. ANY AREA OUTSIDE THE PROPOSED PROP. LIMITS FOR STOCKPILE OR STAGING PURPOSE WILL REQUIRE AN EROSION CONTROL PLAN.
15. DISTURBANCE IN STREAM WILL BE LIMITED TO THE AREA THAT CAN BE STABILIZED AT THE END OF EACH WORKING DAY.
16. ANY MATERIAL PLACED ON PAVED SURFACES WILL HAVE A LAYER OF SAND OR SCREENING UNDER PLACED MATERIAL.
17. 401/404 PERMITS MAY BE REQUIRED.
CONSTRUCTION SCHEDULE
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS.
2. HOLD PRECONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO BEGINNING CONSTRUCTION.
3. FLAG THE CONSTRUCTION PROP. LIMITS AND MARK THE TREES FOR PROTECTION.
4. INSTALL EROSION CONTROL MEASURES REQUIRED FOR THE PROPOSED CONSTRUCTION ACTIVITIES.
5. CONDUCT LAND CLEARING AND ROUGH GRADING OPERATIONS.
6. INSTALL SURFACE STABILIZATION MEASURES: TEMPORARY AND PERMANENT SEEDING, MULCHING, AND RIPRAP.
7. INSPECT THE EROSION CONTROL MEASURES WEEKLY AND MAKE ANY NEEDED REPAIRS.
8. ONCE THE PROPOSED CONSTRUCTION ACTIVITIES HAVE BEEN INSTALLED, REMOVE ALL TEMPORARY MEASURES.
MAINTENANCE PLAN
1. ALL TEMPORARY EROSION CONTROL AND SEDIMENT CONTROL PRACTICES WILL BE INSTALLED AS NOTED IN THE EROSION CONTROL DETAILS.
2. TRAPPED SEDIMENT SHALL BE PROPERLY REMOVED FROM THE EROSION CONTROL MEASURES AND DISPOSED OF.
VEGETATIVE PLAN
1. ALL DISTURBED AREAS WILL BE STABILIZED BY TEMPORARILY AND/OR PERMANENTLY VEGETATING WITH SEED AND MULCH AS RECOMMENDED BY
THE SEEDING SCHEDULE SHOWN ON THIS SHEET DUE TO THE RESTRAINTS ON THE LENGTH OF IMPROVEMENTS AND/OR DURATION OF EXPOSED
DISTURBED AREAS.
2. TO PROMOTE A DENSE VEGETATIVE COVER IN AREAS WHERE RUNOFF CONCENTRATES OR IN AREAS WHERE VEGETATION IS HARD TO ESTABLISH,
MATTING FOR EROSION CONTROL WILL BE USED. THE MATTING TO BE USED WILL BE A MATTING THAT CONSISTS OF 100% COCONUT FIBER AND
BE BACKED (OR APPROVED EQUAL). THE MATTING FOR EROSION CONTROL WILL BE CONSTRUCTED AS PART OF THE PROPOSED IMPROVEMENTS
AND SHALL ALSO SERVE FOR VEGETATIVE STABILIZATION PURPOSES.
PROP. LIMITS OF DISTURBANCE PROP. TEMPORARY COFFERDAM.
SET HEIGHT AT 1' BELOW TOP
OF BANK
INOTES:
1. COFFERDAMS SHALL BE CONSTRUCTED OF
SHEET PILES (PSA-23 OR EQUIVALENT \ 18" OAK
SECTION) WITH A MINIMUM EMBEDMENT
ELEVATION OF 550 FEET. 18" HARDWOOD 0,00
2. CONTRACTOR SHALL SUBMIT SHOP 4:' oA
DRAWINGS FOR REVIEW OF THE PROPOSED \
COFFERDAMS SEALED BY A PROFESSIONAL e
ENGINEER REGISTERED IN NORTH 7 / " 0
CAROUNA. �
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VACANT I I
Plans Prepared By: \ TAX ID# 227-081-03
MECKLENBURG COUNTY 1 ,
I REAL ESTATE/FINANCE DEPT.
DB: 6627-287 1
� L€53\R/W DB 10364 PG 797 1
LaBeLLa SPECIALTEMPORARY STILLING BASIN 1
Powered by partnership. (10'05') 1
� � 1
400 S. Tryon Street, Suite 1300 PROP. WORK AREA 1
Charlotte, NC 28285 DEWATERING PUMP & R/W MO
704-376-6423 FLEXIBLE HOSE o
N.C. LICENSE # C-0430
l a b e l l a p c. c o m FEMA FLOODWAY 1
FOR LATE WINTER AND
SOIL AMENDMENTS:
EARLY SPRING:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
SEEDING MIXTURE:
MULCH:
RYE (GRAIN) - 120 LB/ACRE
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
ANNUAL LESPEDEZA (KOBE) - 50 LB/ACRE
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
(OMIT ANNUAL LESPEDEZA WHEN DURATION
TOOL
OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE)
MAINTENANCE:
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
SEEDING DATES:
EROSION OR OTHER DAMAGE
JAN. 1 - MAY 1
FOR SUMMER:
SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
SEEDING MIXTURE:
GERMAN MILLET - 40 LB/ACRE
MULCH:
(A SMALL -STEMMED SUDANGRASS MAY BE
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
SUBSTITUTED AT A RATE OF 50 LB/ACRE)
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
TOOL
SEEDING DATES:
MAY 1 - AUG. 15
MAINTENANCE:
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
EROSION OR OTHER DAMAGE
FOR FALL:
SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 1,000 LB/ACRE 10-10-10 FERTILIZER
SEEDING MIXTURE:
RYE (GRAIN) - 120 LB/ACRE
MULCH:
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
SEEDING DATES:
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
AUG. 15 - DEC 30
TOOL
MAINTENANCE:
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB/ACRE OF NITROGEN IN
MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50
LB/ACRE KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
FOR ADDITIONAL INFORMATION, REFER TO NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL (ESCPDM), SECTION 6.10.
FOR PERMANENT SEEDING SPECIFICATIONS, INCLUDING
SEED BED PREP, SEASONAL LIMITATIONS FOR SEEDING OPERATIONS, THE KINDS OF GRADES OF
FERTILIZERS, THE KINDS OF SEED, AND THE RATES OF APPLICATION OF LIMESTONE, FERTILIZER, AND SEED, REFER TO NCDENR ESCPDM SECTION 6.11 AND
THE CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS SECTION 04200 SEEDING AND SODDING OF TURFGRASS.
•
CITY OF CHARLOTTE
(%
LAND DEVELOPMENT STANDARDS
TEMPORARY SEEDING SCHEDULE
STD. NO. REV.
CHARLOTTE-
INCLUDES CHARLOTTE ETJ
30.17 9
KEY/ANCHOR MATERIAL AT
TOP OF SLOPE.
12" MIN.
SPACING TYP.*
GENERAL NOTES:
36" MIN. SPACING TYP.*
/
j
1. LAY BLANKETS LOOSELY AND
�
STAKE OR STAPLE TO MAINTAIN
DIRECT CONTACT WITH THE SOIL.
DO NOT STRETCH.
r
2. * DIMENSIONS SHOWN ARE
MINIMUM, MANUFACTURED
PRODUCTS MAY HAVE ADDITIONAL
REQUIREMENTS THAT MUST BE
MET.
`
OVERLAP
3. SLOPE SURFACE SHALL BE FREE
�
IN SLICE
CLODS,OF ROCKS, SOIL KS,
GRASS. MAT/BLANKETSSHALL
HAVE GOOD SOIL CONTACT.
/
4. THE DETAIL SHOWN IS FOR SLOPE
MATTING. FOR CHANNEL OR PIPE
SPECIFICATIONS,
OUTFALPLEASELREF
RINTOSNCESCPDMSTANDARD
WATER TABLE
#6.17 AND
MANUFACTURERS GUIDELINES.
NON -WOVEN
GEOTEXTILE FILTER
CLOTH
\ FABRIC 4' ABOVE SOURCE WATER.
KEY/ANCHOR MATERIAL TO TOE OF SLOPE.
NOT TO SCALE
• CITY OF CHARLOTTE
h LAND DEVELOPMENT STANDARDS EMBANKMENT MATTING DETAIL STD. NG. REV.
CHARLOTTE. INCLUDES CHARLOTTE ETJ 130.2011
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PROP. LIMITS OF 100%
COCONUT EROSION CONTROL
MATTING (TYP.)
-PROP. SILT FENCE PROP. LIMITS OF DISTURBANCE
1 I I Uj
I PROP. CLEAN WATER PUMP & FLEXIBLE HOSE
COMMUNITY I PROP. TEMPORARY COFFERDAM.
ENCROACHMENT I I ::::::: �.I SET HEIGHT AT 0.5' ABOVE LOW
AREA CHANNEL BANK
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. THIS IS A SENSITIVE 2
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COFFERDAM IS REQUIRED � VACANT
TO ISOLATE & DEWATER / TAX ID# 227-086-70
1 MECKLENBURG COUNTY
THE WORK AREA WITHOUT REAL ESTATE/FINANCE DEPT.
IV � DRAINING THE WETLAND DB: 8404-965
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FLOW \ \
\ CLEAN WATER PUMP -AROUND PUMP
COFFERDAM\ \
(SEE NOTE 8)
i II i
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WORKING
AREA
TEMPORARY
FLEXIBLE HOSE
DEWATERING PUMP
TEMPORARY FLEXIBLE HOSE
EXISTING CHANNEL BOTTOM
SPECIAL STILLING BASIN
(SEE DETAIL, NEXT SHEET) j
I X5
PLAN VIEW
TOP OF BANK
COFFERDAM
TEMPORARY STABILIZED OUTLET
(SEE NOTES 5 AND 6)
DIMENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
VARIABLE
VALUES
TYPICALUNIT
DESCRIPTION
X1
4
FT.
SPLASH PAD / STABILIZED OUTLET WIDTH
X2
5
FT.
SPLASH PAD LENGTH
X3
12
IN.
SPLASH PAD / STABILIZED OUTLET THICKNESS
X5
5
FT.
STREAM BED WIDTH
X6
16
FT.
SEDIMENT BAG PAD LENGTH
X7
5
FT.
SEDIMENT BAG SETBACK FROM TOP OF BANK
X8
8
I IN.
SEDIMENT BAG PAD THICKNESS
X9
SEE
PLAN
FT.
COFFERDAM LENGTH
X10
SEE
NOTE
FT.
COFFERDAM HEIGHT
X11
8
IN.
APPROXIMATE BASE FLOW WATER LEVEL
X12
6
IN.
D50 OF STABILIZED OUTLET
STONE/IMPERVIOUS DIKE STONE
NOTE: SET COFFERDAM HEIGHT AT 0.5' ABOVE LOW CHANNEL BANK AT
UPSTREAM END AND V BELOW TOP OF BANK AT DOWNSTREAM END.
THIS FIGURE IS ONLY MEANT TO DEFINE THE MINIMUM INFORMATION REQUIRED BY THE CITY OF CHARLOTTE TO BE INCLUDED IN A DETAIL FOR THIS TYPE OF TECHNIQUE.
THIS FIGURE IS NOT MEANT TO REPRESENT A STANDARD DESIGN METHOD FOR THIS TYPE OF TECHNIQUE AND SHALL NOT BE USED AS SUCH. NOT TO SCALE
CHARLOTTE-MECKLENBURG EXAMPLE PUMP AROUND FLOW DIVERSION 1 OF2
\l Vli1�Y
WA�� STORM WATER SERVICES AND DEWATERING CONFIGURATION REV. DATE
Services .-= GENERIC DETAIL REQUIREMENTS
TEMPORARY
FLEXIBLE HOSE
FILTER FABRIC
(SEE NOTE 7)
SPECIAL STILLING BASIN
APPROXIMATE
BASE FLOW
WATER SURFACE -
TOP OF BANK
8" STONE OR APPROVED
ALTERNATIVE
TEMPORARY FLEXIBLE
HOSE (SEE NOTE 5)
TEMPORARY STABILIZED OUTLET -SECTION A -A'
APPROXIMATE
BASE FLOW
WATER SURFACE
NOTES:
1. ALL CHANNEL WORK INVOLVING EXCAVATION SHALL BE PERFORMED IN DRY CONDITIONS OR IN
CHANNEL SECTIONS ISOLATED BY COFFERDAMS AND KEPT DE -WATERED.
2. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED THE SAME
WORKING DAY.
3. PUMP -AROUND PUMP AND HOSE SHALL ADEQUATELY CONVEY BASEFLOW AROUND WORKING
AREA (CLEAN TO CLEAN WATER), WITH PUMPS ADEQUATELY SIZED AS SPECIFIED BY THE
DESIGNER. DE -WATERING PUMP SHALL REMOVE WATER WITHIN WORK AREA, BE FILTERED
THRU A SPECIAL STILLING BASIN AND DISCHARGE DOWNSTREAM AT NON -EROSIVE FORCE,
AS SPECIFIED BY THE DESIGNER.
4. GRAVITY -BASED GEOTEXTILE BAG FILTERS SHALL BE USED TO COLLECT SILT AND SEDIMENT
FROM WORK AREA DEWATERING. THE DESIGNER MAY SPECIFY A SPECIAL STILLING BASIN OR
OTHER SEDIMENT CONTROL MEASURE IN LIEU OF A SPECIAL STILLING BASIN IF SITE
CONDITIONS ARE FAVORABLE (I.E. -TREES WILL NOT BE IMPACTED FOR BASIN EXCAVATION,
ETC.).
5. EFFLUENT FROM CLEAN WATER PUMP AROUND MAY BE DISCHARGED DIRECTLY INTO
STABILIZED OUTLET (NO SEDIMENT REMOVAL DEVICE REQUIRED). IF NATIVE STREAMBED
STONE MATERIAL IS DEEMED SUITABLE BY DESIGNER AT DISCHARGE LOCATION, NO
TEMPORARY STABILIZED OUTLET IS REQUIRED.
6. A STABILIZED OUTLET SHALL BE USED TO CONTROL THE EFFLUENT FROM ALL PUMPING
OPERATIONS, UNLESS NATIVE STREAMBED STONE MATERIAL IS DEEMED SUITABLE BY
DESIGNER AT DISCHARGE LOCATION. THE DESIGNER SHALL APPROVE ALL MATERIALS AND
DIMENSIONS ASSOCIATED WITH STABILIZED OUTLETS.
7. FILTER FABRIC AS SPECIFIED BY THE DESIGNER SHALL BE USED UNDERNEATH ALL STONE/RIP
RAP PLACED FOR SEDIMENT BAGS, STABILIZED OUTLETS, SPLASH PADS.
8. COFFERDAMS SHALL BE CONSTRUCTED TO ISOLATE THE IN -STREAM WORKING AREA. SHOP
DRAWINGS, AS APPROVED BY THE DESIGNER, SHALL BE USED TO CONSTRUCT COFFERDAMS.
9. THE WORK SEQUENCE IN PUMP -AROUND OPERATIONS PROCEEDS TYPICALLY AS FOLLOWS:
A. INSTALL SPECIAL STILLING BASIN AND TEMPORARY STABILIZED OUTLETS AT THE
DOWNSTREAM END OF WORKING AREA.
B. INSTALL PUMP -AROUND PUMP AND FLEXIBLE HOSE.
C. INSTALL UPSTREAM COFFERDAM AND BEGIN PUMPING (CLEAN WATER) DOWNSTREAM TO
STABILIZED OUTLET.
D. INSTALL DOWNSTREAM COFFERDAM AND DE -WATERING PUMP.
E. PERFORM CULVERT AND CHANNEL WORK IN ACCORDANCE WITH THE PLANS IN THE
WORKING AREA.
F. DE -WATER THE WORKING AREA (AS NEEDED) INTO THE SPECIAL STILLING BASIN AND
TEMPORARY STABILIZED OUTLET.
G. REMOVE DOWNSTREAM AND THEN UPSTREAM COFFERDAMS AND ALL PUMPS AND HOSE.
H. SEED AND MULCH ALL DISTURBED AREAS PER THE PLANTING PLAN.
THIS FIGURE IS ONLY MEANT TO DEFINE THE MINIMUM INFORMATION REQUIRED BY THE CITY OF CHARLOTTE TO BE INCLUDED IN A DETAIL FOR THIS TYPE OF TECHNIQUE.
THIS FIGURE IS NOT MEANT TO REPRESENT A STANDARD DESIGN METHOD FOR THIS TYPE OF TECHNIQUE AND SHALL NOT BE USED AS SUCH. NOT TO SCALE
barlof te-Mecldeaburg
SHEET NUMBER
1Vll►t CHARLOTTE-MECKLENBURG EXAMPLE PUMP AROUND FLOW DIVERSION 2oF2
W W STORM WATER SERVICES AND DEWATERING CONFIGURATION REV. DATE REV.
services SEIR,,.= GENERIC DETAIL REQUIREMENTS
SEE APPROVED
PRESERVATION P
REQUIRED RADIU
OF TREE BARRIE
PLAN VIEW OF ROOT ZONE
ONE FOC
INCH OF
OR 1/2
FOR PRUNING SEE WHICHEVI
INTERNATIONAL SOCIETY
OF ARBORICULTURE SPECS.
DEAD TREES AND SCRUB OR U�
GROWTH SHALL BE CUT FLUSH
ADJACENT GRADE. NO GRUBBIN
ALLOWED UNDER DRIP LINE.
2"x4" STANDARDS + 1 "x4" RAILS
OR ORANGE SAFETY FENCING
MAY BE USED.
• CITY OF CHARLOTTE
LAND DEVELOPMENT STANDARDS
QIARLOTTE,. INCLUDES CHARLOTTE ETJ
NOTES:
1. REMOVE ALL BARRIERS UPON COMPLETION OF PROJECT.
2. LANDSCAPING PLANS SHALL SHOW THE LOCATIONS OF ALL TREE PROTECTION FENCES.
3. REFER TO CITY OF CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS SECTION 01000
FOR GENERAL SPECIFICATION REGARDING TREE PROTECTION.
TREE PROTECTION DETAIL
RK MULCH, PLACE BARK
AT AREAS NOT
:CTED BY BARRIER.
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GENERAL NOTES
A) ALL TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE REQUIREMENTS OF THE MOST CURRENT EDITIONS OF THE
CHARLOTTE DEPT. OF TRANSPORTATION (CDOT) WORK AREA TRAFFIC CONTROL HANDBOOK (W.A.T.C.H.), THE MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES (M.U.T.C.D.), THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
SUPPLEMENT TO THE M.U.T.C.D., THE NCDOT ROADWAY STANDARD DRAWINGS AND THE CURRENT EDITION OF THE NCDOT
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
B) THE CONTRACTOR IS TO NOTIFY CDOT IN WRITING 10 WORKING DAYS IN ADVANCE OF ANY ROAD CLOSURE OR 5
WORKING DAYS PRIOR TO CLOSING ONE OR MORE TRAVEL LANES IN ACCORDANCE WITH THE SECTION "APPROVAL AND
NOTIFICATION REQUIREMENT FOR WORK IN THE PUBLIC RIGHT-OF-WAY OF THE W.A.T.C.H. HANDBOOK.
C) ALL SIGNAL REVISIONS OR SHIFTS OF SIGNAL HEADS WILL BE THE RESPONSIBILITY OF CDOT; PRIOR TO REVISING
TRAFFIC LANES WHICH REQUIRE SIGNAL REVISIONS, THE CONTRACTOR SHALL NOTIFY THE CDOT IMPLEMENTATION
SECTION MANAGER (GUS JORDI / 336-7086) OR HIS REPRESENTATIVE A MINIMUM OF 30 CALENDAR DAYS IN ADVANCE.
TRAFFIC LANES SHALL NOT BE SHIFTED UNTIL THE REQUIRED SIGNAL REVISION/SHIFT IS COMPLETE AND READY FOR
ACTIVATION. ALL COMPLETE RESTRINGS OR NEW TRAFFIC SIGNALS REQUIRE 60 CALENDAR DAYS NOTICE.
D) THE CONTRACTOR SHALL BE REQUIRED TO FURNISH, INSTALL, RELOCATE, AND MAINTAIN ALL TRAFFIC CONTROL
DEVICES, SIGNS, BARRICADES, WARNING AND/OR CHANNELIZING DEVICES FOR WORK SITES AND DETOUR ROUTES AS
SHOWN IN TRAFFIC CONTROL PLANS UNLESS OTHERWISE SPECIFIED BY THE ENGINEER.
E) CONSTRUCTION PHASING MAY DICTATE THAT TWO OR MORE TYPICAL W.A.T.C.H. DIAGRAMS OR STANDARDS BE USED IN
ONE AREA OF CONSTRUCTION. CHANNELIZING DEVICES ASSOCIATED WITH THESE TYPICALS SHALL BE MOVED,
SUPPLEMENTED, CHANGED, OR REMOVED AS NECESSARY TO COMPLY WITH THE CONSTRUCTION PHASING OF THE PLANS.
THE LOCATION AND POSITIONING OF THESE DEVICES SHALL BE APPROVED BY THE ENGINEER TO ENSURE THAT THE
MOTORIST DOES NOT RECEIVE FALSE INFORMATION WHEN TWO OR MORE TYPICALS AND/OR ROADWAY STANDARD
DRAWINGS OVERLAP.
F) CONTRACTOR SHOULD BE AWARE THAT WHEN THE CONSTRUCTION AREA IS IN OR NEAR
A VERTICAL CREST OR HORIZONTAL CURVE, THE WORK AREA SHALL BE EXTENDED SO THAT LANE CLOSURE BEGINS IN
ADVANCE OF THE CURVE AND MINIMUM STOPPING SIGHT DISTANCE IS MET.
G) OFF -DUTY POLICE OFFICERS MAY BE REQUIRED AS DIRECTED BY THE ENGINEER TO BE PRESENT FOR CONTROLLING
TRAFFIC DURING CONSTRUCTION HOURS.
H) THE CONTRACTOR SHALL IDENTIFY ALL HAZARDS WITHIN THE LIMITS OF THE PROJECT WITH WELL -MAINTAINED SIGNS,
BARRICADES, WARNING AND/OR CHANNELIZING DEVICES. ON CONNECTING ROADS, ALL BARRICADES, SIGNS, WARNING,
AND/OR CHANNELIZING DEVICES SHALL BE MOVED, SUPPLEMENTED, CHANGED, OR REMOVED AS REQUIRED DURING THE
PROGRESS OF CONSTRUCTION AS APPROVED BY THE ENGINEER.
1) WORK ON THE PROJECT OR ANY SEPARATE ACTIVITY THEREIN SHALL NOT START UNTIL ALL OF THE REQUIRED SIGNS,
BARRICADES, WARNING, AND/OR CHANNELIZING DEVICES ARE INSTALLED AND APPROVED BY THE ENGINEER.
J) THE CONTRACTOR SHALL CONTACT GUS JORDI, IMPLEMENTATION SECTION MANAGER (704-336-7086) OR
REPRESENTATIVE WITH THE CITY OF CHARLOTTE DEPARTMENT OF TRANSPORTATION (CDOT) TWO WEEKS PRIOR TO
BEGINNING ANY WORK.
K) THE CONTRACTOR MUST MAINTAIN DURING ALL PERIODS OF CONSTRUCTION ACTIVITY THE ABILITY TO FLAG TRAFFIC
USING QUALIFIED FLAGGERS WHEN NECESSARY OR REQUIRED
L) THE CONTRACTOR SHALL INSTALL TEMPORARY PAVEMENT MARKINGS AND ADDRESS CONFLICTING PAVEMENT
MARKINGS IN ACCORDANCE WITH THE SECTION "TEMPORARY TRAFFIC CONTROL ZONE DEVICES" OF THE W.A.T.C.H.
HANDBOOK OR AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHALL MAINTAIN ANY EXISTING PAVEMENT MARKINGS
UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
M) THE CONTRACTOR SHALL MAINTAIN TWO WAY TRAFFIC ON ALL PORTIONS OF THIS PROJECT UNLESS OTHERWISE
SPECIFIED IN THE PLANS, PROJECT NOTES, OR BY THE ENGINEER. FOR ALL APPROVED ROAD AND LANE CLOSURES, THE
CONTRACTOR MUST NOTIFY GUS JORDI, IMPLEMENTATION SECTION MANAGER (704-336-7086) OR REPRESENTATIVE A
MINIMUM OF TEN WORKING DAYS PRIOR TO THE ROAD CLOSING, AND FIVE WORKING DAYS PRIOR TO A 24-HOUR/PEAK
HOUR LANE CLOSURE.
N) THE CONTRACTOR WILL BE REQUIRED TO PROVIDE PROPERTY OWNERS AND TENANTS ACCESS TO THEIR PROPERTIES
THROUGHOUT THE PROJECT LIMITS, INCLUDING REASONABLE INGRESS AND EGRESS FOR BUSINESSES. SPECIAL
ATTENTION SHALL BE PAID TO FIRE HYDRANTS.
O) THE CONTRACTOR IS TO NOTIFY (BY MAIL) ALL PROPERTY OWNERS AND OCCUPANTS WHO HAVE DIRECT ACCESS TO
THE ROADWAY WITHIN THE PROJECT LIMITS A MINIMUM OF 5 AND A MAXIMUM OF 10 WORKING DAYS PRIOR TO INSTALLING
TRAFFIC CONTROL DEVICES IN FRONT OF THOSE PROPERTIES. NOTIFICATIONS SHOULD INCLUDE CONTACT PERSONS
NAME, TELEPHONE NUMBER, EMAIL ADDRESS, AND MAILING ADDRESS.
P) THE CONTRACTOR SHALL PATROL THE WORK SITE AT THE BEGINNING AND END OF EACH WORK DAY, AT A MINIMUM, TO
ENSURE THAT ALL TRAFFIC CONTROL DEVICES ARE IN PLACE AND FUNCTIONING PROPERLY. CONTRACTOR SHALL ENSURE
THAT ALL TRAFFIC CONTROL DEVICES ARE IN PLACE AND FUNCTIONING AT ALL TIMES DURING PERIODS OF CONSTRUCTION
INACTIVITY.
Q) DURING PERIODS OF INACTIVITY OR AT NIGHT, EQUIPMENT SHALL NOT BE PARKED IN SUCH A MANNER AS TO BLOCK
SIDEWALKS, TRAFFIC CONTROL DEVICES, OR THE MOTORISTS' VIEW OF TRAFFIC. EQUIPMENT SHALL BE AT LEAST 10 FEET
AWAY FROM THE TRAVEL LANE. EQUIPMENT SHALL NOT BLOCK SIDEWALKS AT ANY TIME UNLESS THE SIDEWALK ITSELF IS
UNDERGOING CONSTRUCTION.
R) WHENEVER TRAFFIC MUST BE ROUTED ACROSS THE CENTERLINE DURING CONSTRUCTION ACTIVITY, THE TWO
OPPOSING DIRECTIONS MUST BE PHYSICALLY SEPARATED. TRAFFIC CONES CAN BE USED FOR THIS PURPOSE DURING
DAYLIGHT HOURS; REFLECTORIZED CONES OR DRUMS MUST BE USED AT NIGHT. TRAFFIC SHALL NOT BE ROUTED ACROSS
THE CENTERLINE DURING CONSTRUCTION INACTIVITY UNLESS PAVEMENT MARKING CONFLICTS ARE APPROPRIATELY
ADDRESSED AND AGREEMENT ON REMOVAL OR NOT IS WORKED OUT WITH THE ENGINEER IN ACCORDANCE WITH THE
SECTION "DURATION OF WORK" OF THE W.A.T.C.H. HANDBOOK. IF THE ENGINEER APPROVES TRAFFIC TO CROSS THE
CENTER LINE DURING CONSTRUCTION INACTIVITY, ONLY REFLECTORIZED DRUMS MUST BE USED.
S) THE CITY ENGINEER OR DIRECTOR OF THE CHARLOTTE DEPARTMENT OF TRANSPORTATION OR THEIR APPOINTED
REPRESENTATIVES ARE AUTHORIZED TO STOP ANY WORK WITHIN PUBLIC RIGHT OF WAY THAT DOES NOT FOLLOW THIS
TRAFFIC CONTROL PLAN OR REQUIREMENTS OF THE W.A.T.C.H. AND THE M.U.T.C.D. UNTIL SUCH REQUIREMENTS ARE MET
T) ADJACENT LANES TO CONSTRUCTION ZONES MAY REMAIN OPEN IF LATERAL CLEARANCE BETWEEN EDGE OF TRAVEL
LANE AND EQUIPMENT IS EQUAL TO OR GREATER THAN 2 FEET (INCLUDING WIDTH OF DRUM). IF A DROPOFF EXISTS WITHIN
THE WORK ZONE, CONTRACTOR SHOULD FOLLOW THE SECTION "MISCELLANEOUS CONSIDERATIONS" OF THE W.A.T.C.H.
HANDBOOK PERTAINING TO ADJACENT LANE CLOSURES DUE TO DROPOFFS.
U) THE CONTRACTOR SHALL FOLLOW THE PHASING AS DESCRIBED HEREIN. THE CONTRACTOR SHALL COMPLETE THE
REQUIREMENTS OF EACH CONSTRUCTION PHASE IN SEQUENCE. WHEN A CONSTRUCTION PHASE IS DIVIDED INTO STEPS,
THE CONTRACTOR SHALL COMPLETE THE REQUIREMENTS OF EACH STEP IN SEQUENCE UNLESS OTHERWISE SPECIFIED IN
THE PLAN OR APPROVED BY THE ENGINEER, (EXAMPLE: THE REQUIREMENTS OF PHASE I SHALL BE COMPLETED BEFORE
PROCEEDING TO PHASE II; THE REQUIREMENTS OF STEP 1 OF PHASE I SHALL BE COMPLETED BEFORE PROCEEDING TO
STEP 2 OF PHASE 1). ALL WORK DESCRIBED IN THE PROJECT PHASING SHALL BE PERFORMED BY THE CONTRACTOR,
EXCEPT WHERE IT IS SPECIFIED FOR CERTAIN WORK TO BE PERFORMED BY OTHERS.
V) THE CONTRACTOR SHALL NOT BE ALLOWED TO STOP TRAFFIC FOR MORE THAN 5 MINUTES AT A TIME IN ANY ONE
DIRECTION.
W) CONTRACTOR SHALL NOT BE ALLOWED TO WORK ON BOTH SIDES OF THE ROAD SIMULTANEOUSLY WITHIN THE SAME
AREA EXCEPT WHERE THE ROADWAY IS DIVIDED BY A RAISED MEDIAN AND PEDESTRIAN TRAFFIC IS MAINTAINED ON AT
LEAST ONE SIDE UNIMPEDED. IT WILL BE ACCEPTABLE TO CONSTRUCT BORE PITS ON EACH SIDE OF A ROADWAY FOR
BORING UTILITIES UNDER THE ROADWAY UNLESS SUPERCEDED BY ENGINEER TO COMPLY WITH PEDESTRIAN
REQUIREMENTS OR LATERAL CLEARANCE FROM TRAVEL LANES.
X) THE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE SECTION "PEDESTRIAN CONSIDERATIONS" OF THE W.A.T.C.H.
PEDESTRIANS MUST NOT BE REROUTED TO CROSS TO THE OTHER SIDE OF THE ROAD UNLESS THE ENGINEER AGREES
THAT THERE IS NO ALTERNATE SAFE ROUTE ON THE SAME SIDE OF THE STREET. THE ALTERNATIVE PEDESTRIAN ROUTE IF
APPROVED/USED MUST INCLUDE ACCESSIBILITY AND DETECTABLE FEATURES CONSISTENT WITH THE EXISTING
PEDESTRIAN FACILITY.
Y) THE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE SECTION "TEMPORARY TRAFFIC CONTROL ZONE DEVICES" OF
THE W.A.T.C.H. NEITHER PORTABLE NOR PERMANENT SIGNS OR SIGN SUPPORT SHOULD OBSTRUCT SIDEWALKS UNLESS
THE SIDEWALK ITSELF IS UNDERGOING CONSTRUCTION. A 4' MINIMUM CLEAR PATH MUST BE MAINTAINED WHEN A
PORTABLE SIGN IS TO BE PLACED IN THE EXISTING SIDEWALK OTHERWISE, ROAD SIGNS SHOULD BE MOUNTED ON A POST
WITH A MINIMUM VERTICAL CLEARANCE OF T FROM THE SURFACE OF THE SIDEWALK.
Plans Prepared By:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
PROJECT NOTES
1. CONTRACTOR SHALL PROVIDE AND INSTALL ALL FINAL PAVEMENT MARKINGS AND SHALL PROVIDE AND INSTALL ALL
FINAL SIGNAGE.
2. CONTRACTOR SHALL ONLY WORK ON ONE CORNER OF AN INTERSECTION AT A TIME.
3. DURING THE HOURS OF 7:00 AM-9:00 AM AND 4:00 PM-6:00 PM MONDAY THRU FRIDAY CONSTRUCTION OR MAINTENANCE
WORK WHICH INVOLVES CLOSURE OF A TRAVEL LANE WILL NOT BE ALLOWED ON THOROUGHFARE STREETS EXCEPT FOR
EMERGENCY SITUATIONS OR WITH APPROVAL FROM CDOT.
4. THE CONTRACTOR SHALL LIMIT CONSTRUCTION TO ONE STREET AT A TIME, UNLESS OTHERWISE INSTRUCTED BY THE
ENGINEER. THE CONTRACTOR SHALL LIMIT CONSTRUCTION TO ONE BLOCK EACH DAY IN ORDER TO DECREASE THE
AMOUNT OF BACKFILL.
5. AT LEAST 10 WORKING DAYS IN ADVANCE NOTICE IS REQUIRED FOR ANY COMPLETE ROAD CLOSURE
CONSTRUCTION PHASING
THE CONTRACTOR SHALL FOLLOW THE PHASING AS DESCRIBED HEREIN. THE CONTRACTOR SHALL COMPLETE
THE REQUIREMENTS OF EACH CONSTRUCTION PHASE IN SEQUENCE. WHEN A CONSTRUCTION PHASE IS
DIVIDED INTO STEPS, THE CONTRACTOR SHALL COMPLETE THE REQUIREMENTS OF EACH STEP IN SEQUENCE.
(EXAMPLE: THE REQUIREMENTS OF PHASE I SHALL BE COMPLETED BEFORE PROCEEDING TO PHASE II. THE
REQUIREMENTS OF STEP 1 OF PHASE I SHALL BE COMPLETED BEFORE PROCEEDING TO STEP 2 OF PHASE I.)
ALL WORK DESCRIBED IN THE PROJECT PHASING SHALL BE PERFORMED BY THE CONTRACTOR, EXCEPT
WHERE IT IS SPECIFIED FOR CERTAIN WORK TO BE PERFORMED BY OTHERS.
THE FOLLOWING PHASING REFERS TO SPECIFIC TRAFFIC CONTROL DRAWINGS SHOWN OR DIAGRAMS FROM
THE WORK AREA TRAFFIC CONTROL HANDBOOK (W.A.T.C.H.) PUBLISHED BY CDOT. THE CONTRACTOR SHALL
FOLLOW THESE PROCEDURES AND DIAGRAMS. IF THESE PROCEDURES AND/OR DIAGRAMS ARE NOT TYPICAL
FOR THE FIELD CONDITIONS, THE DIAGRAMS MAY BE COMBINED OR ALTERED UPON APPROVAL OF THE
ENGINEER. THE STANDARDS, PROCEDURES AND DIAGRAMS SHOWN IN THE TRAFFIC CONTROL PLANS OR IN
THE WORK AREA TRAFFIC CONTROL HANDBOOK (W.A.T.C.H.) ARE THE MINIMUM REQUIRED. ADDITIONAL
SIGNS, CONES, BARRICADES, AND WARNING DEVICES MAY BE USED, BUT AT NO TIME WILL LESS THAN WHAT IS
SPECIFIED IN THE STANDARDS, PROCEDURES AND DIAGRAMS BE ACCEPTABLE. THE FOLLOWING IS A LIST OF
WATCH DIAGRAMS AND PROJECT SPECIFIC DIAGRAMS TO BE UTILIZED FOR THE CONSTRUCTION OF THE
PROJECT:
• WATCH DIAGRAM 3: WORK AREA ON SHOULDER (Z OR MORE FROM PAVEMENT)
• WATCH DIAGRAM 4: WORK AREA ON SHOULDER (MINOR ENCROACHMENT ON PAVEMENT)
• WATCH DIAGRAM 5: WORK AREA ON SHOULDER (MINOR ENCROACHMENT ON PAVEMENT)
• WATCH DIAGRAM 9: 2-WAY, ONE LANE TRAFFIC (FLAGGER CONTROL)
• WATCH DIAGRAM 26: DETOUR PLAN FOR CLOSED ROAD (USE FOR MINOR STREETS ONLY)
• DIAGRAM A: HIGH RIDGE ROAD PRIMARY DETOUR ROUTE
• DIAGRAM B: HIGH RIDGE ROAD WORK AREA
AT THE END OF EACH PHASE OF CONSTRUCTION, THE CONTRACTOR SHALL STABILIZE THE AREA BY
TEMPORARILY SEEDING AND MULCHING THE DISTURBED LIMITS.
INGRESS AND EGRESS MUST BE MAINTAINED TO INDIVIDUAL HOMES AND BUSINESSES DURING
CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE ACCESS WITH EACH PROPERTY OWNER, AND
ADJUST THE PHASING ACCORDINGLY TO PROVIDE ADEQUATE ACCESS FOR PASSENGER VEHICLES AND
DELIVERY VEHICLES.
PHASE I: (WATCH DIAGRAMS 3, 4, 5, 9)
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STEP 1:
THE CONTRACTOR SHALL PLACE ALL CONSTRUCTION WARNING SIGNS ONE WEEK PRIOR TO BEGINNING OF
WORK IN ACCORDANCE WITH THE WATCH. THE ADVANCE WARNING SIGNS SHALL BE PLACED ON ALL
APPROACHES AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IS COMPLETED.
STEP 2:
THE CONTRACTOR SHALL CONSTRUCT CONCRETE THRUST BLOCKS FOR 121, GATE VALVES FOR WATER MAIN
RELOCATION.
STEP 3:
THE CONTRACTOR SHALL PERFORM ALL CLEARING AND OTHER WORK THAT DOES NOT REQUIRE A COMPLETE
ROAD CLOSURE.
PHASE II: (DIAGRAMS A & B)
• LINE A -STATION 10+27± TO STATION 11+45±
STEP 1
THE CONTRACTOR SHALL CLOSE HIGH RIDGE ROAD TO TRAFFIC USING DIAGRAMS A & B. HIGH RIDGE ROAD
MUST BE REOPENED TO VEHICULAR TRAFFIC WITHIN 120 DAYS. AN INTERMEDIATE CONTRACT TIME IS
DEFINED IN THE PROJECT SPECIAL PROVISIONS WITH LIQUIDATED DAMAGES OF $3,000 PER DAY FOR FAILURE
TO REOPEN THE ROAD TO VEHICULAR TRAFFIC WITH 120 DAYS OF THE ROAD CLOSURE.
STEP 2:
THE CONTRACTOR SHALL CONSTRUCT ALL IMPROVEMENTS EXCEPT:
• FINAL MILLING AND ASPHALT SURFACE COURSE
PI -I 0 C F III•
STEP 1:
USING FLAGGER CONTROL, THE CONTRACTOR SHALL MILL AND INSTALL FINAL ASPHALT SURFACE COURSE
FOR THE WORK AREA.
DIAGRAM 26
DETOUR PLAN FOR CLOSED ROAD
(USE FOR MINOR STREETS ONLY)
I114-101 R11-4
M4-10L R11-2 �
n R11-2 W21-4
® OO An 100' ob�'w R1-1
p o 0 0 0 (200')
m ((350'))
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(200') (200') (200') M4-Sa O
((350')) ((3150')) ((350'))
1A -0
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2
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W M4-9
M4-9 ooN 1 ~ o00
N M O C G N M
(200')
anoiaa _ T (( ) a vv T
M4-9 M4-9
NOTES: ,
1. SPACING - 25 M.P.H OR LESS
(SPACING) - 30 & 35 M.P.H.
((SPACING)) - 40 M.P.H. OR MORE R1-1 R1-1
2. DEPENDING UPON DISTANCE BETWEEN
DETOUR POINT AND ROAD -CLOSED q ALL ADVANCE WARNING SIGNS AND
POINT ADEQUATE ADDITIONAL WARNING
IS REQUIRED ON APPROACH TO ROAD- DETOUR SIGNS MAYBE SUPPLEMENTED
CLOSE BARRICADES (1 TO 3 SIGNS). WITH FLASHER AND/OR FLAGS.
3. DEPENDING ON CONDITIONS, SOME 5, IF BIKE LANE IS PRESENT THE PROPER
SIGNS MAY BE REQUIRED ON CROSS CLOSURE IS REQUIRED USING SIGNS
STREETAPPROACHES. AND CONES REFER TO DIAGRAM 31.
PORTABLE SIGN IN SIDEWALK
ACCEPTABLE
PORTABLE SIGN BLOCKING SIDEWALK
UNACCEPTABLE
ALTERNATIVE OPTION IS TO PLACE SIGN BEHIND SIDEWALK WHEN POSSIBL
OTHERWISE, MAY NEED TO POST MOUNT SIGN WITH T MINIMUM VERTICAL
CLEARENCE FROM SIDEWALK SURFACE
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Plans Prepared Bv:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
DIAGRAM A - HIGH RIDGE ROAD PRIMARY DETOUR ROUTE
SCALE: 1" = 300'
SIGN LEGEND
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M4-10R
48 x 18
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30 x 24
W20-2
36 x 36
W20-3
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LEGEND
H
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T
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DIAGRAM B - HIGH RIDGE ROAD
WORK AREA
SCALE: 1" = 60'
0 300 600
150 450
SCALE: 1 "=300'
Base Map Data Source:
Mecklenburg County GIS - 2019
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Plans Prepared By:
LaBeLLa
Powered by partnership.
400 S. Tryon Street, Suite 1300
Charlotte, NC 28285
704-376-6423
N.C. LICENSE # C-0430
labellapc.com
NOTES:
1. THE CONTRACTOR SHALL INSTALL THE
PROPOSED CONCRETE THRUST BLOCKS AT THE
BEGINNING OF PHASE I, STEP 2 OF THE TRAFFIC
CONTROL PLANS. WATER SERVICE SHALL BE
MAINTAINED DURING THRUST BLOCK INSTALLATION.
2. ALL CONCRETE SHALL BE 3600 PSI. HIGH
EARLY STRENGTH CONCRETE SHALL BE USED.
3 AFTER THE CONCRETE HAS SET, THE
CONTRACTOR MAY SHUT OFF THE WATER AND
INSTALL THE 12" GATE VALVES AND PLUGS.
#4 BARS Q 8"
O.C. EACH WAY
4. THE THRUST BLOCKS MUST BE PROPERLY
BACKFILLED BEFORE TURNING ON WATER.
5. AFTER INSTALLATION OF THE BOX CULVERT,
THE CONTRACTOR SHALL INSTALL 12" D.I.P. (CLASS
350) BETWEEN THE TWO NEW GATE VALVES.
!`lIAADA!`T DAr VCII I Tn
E7I —
A
PROFILE VIEW
7'-0"
3" CLEAR
3" CLEAR
CLEAR
4'-0"
3" CLEAR
L-,\,- l 0/\f\ `I I r.)
SECTION A -A
12" GATE VALVE AND THRUST BLOCK
NOT TO SCALE
PROP. 12" TEMPORARY
MECHANICAL JOINT PLUG
APPLICATION FOR PERMIT FOR WATER MAIN EXTENSION
PROJECT NAME: HIGH RIDGE ROAD 4101 WITH
PROPOSED 12" WATER MAIN RELOCATION
CLTWater PROJECT NO.: -
PROJECT DESCRIPTION: PROPOSED 52 LF RELOCATION OF 12" WATER MAIN WITH ITS ASSOCIATED FITTINGS
DESIGNED BY: FIRM: LABELLA ASSOCIATES, INC
ENGINEER: ROBERT E WILSON
ADDRESS: 400 S. TRYON STREET, SUITE 1300
CHARLOTTE, N. C. 28285
PHONE: [phone]
THIS APPLICATION IS MADE UNDER AND IN FULL ACCORD WITH THE PROVISIONS OF CHAPTER 130A-317 OF THE
NORTH CAROLINA GENERAL STATUTES, AND SUCH OTHER STATUTES AS RELATED TO PUBLIC WATER SYSTEMS.
CLTWater HAS BEEN GRANTED AUTHORITY TO ISSUE PERMITS FOR EXTENSION OF WATER MAINS PURSUANT TO
15A NCAC 18C.1801. THE APPLICANT AGREES THAT NO SIGNIFICANT CHANGE OR DEVIATION FROM THE PLANS
AND SPECIFICATIONS APPROVED BY CLTWater WILL BE MADE WITHOUT THE WRITTEN CONSENT AND APPROVAL
OF CLTWater OR ITS AUTHORIZED REPRESENTATIVE. A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE
STATE OF NORTH CAROLINA SHALL SUBMIT A STATEMENT REFLECTING THAT ADEQUATE OBSERVATIONS DURING
AND UPON COMPLETION OF CONSTRUCTION INDICATES THAT CONSTRUCTION WAS COMPLETED IN ACCORDANCE
WITH APPROVED PLANS AND SPECIFICATIONS.
PERMIT NO.
APPROVED:
DATE
JOSEPH C WILSON, PE, CHIEF ENGINEER
CHARLOTTE WATER
5100 BROOKSHIRE BLVD.
CHARLOTTE, NORTH CAROLINA 28216
`,111111111 ///
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NOTE: .. .. ...... .. .. ...
DO NOT USE ANCHOR RING ON PVC, ROD BEND TO THRUST BLOCK STORM DRAIN 3' MIN. MEGA -LUGS
CIP, OR AC PIPE.
EXISTING PIPE EXISTING PIPE
— — — — — + — DIP
o" iviiiJ. CONCRETE THRUST BLOCK
CONCRETE
THRUST BLOCK WITH ANCHOR RING
TRANSITION COUPLING NEW D.I. PIPE, MIN. 10' LENGTH
(IF REQUIRED) CENTERED UNDER STORM DRAIN PIPE. 45° BENDS ROTATE AS
REQUIRED
PROFILE VIEW
NTS
STORM DRAIN CONCRETE THRUST BLOCK
TRANSITION COUPLING WITH ANCHOR RING
�(IF REQUIRED) I I'
EXISTING PIPE
TRENCH LIMITS
I I
5' MIN.
UNDISTURBED 45° BENDS ROTATE
EARTH AS REQUIRED
\ TRENCH II, MI,TS --J
CONCRETE
THRUST BLOCK
ROD BEND TO THRUST BLOCK
I
PLAN VIEW —
NTS
`STIRRUPS (TYPICAL)
SPACING- 6" MIN., 12{" MAX.
NORM DRAIN
— -- A- = �I
A
\ A J /
1
\ BEARING AREAS
THRUST BLOCK DETAIL
NTS
#4 BAR typ
18 F
7
7
3"
3" COVER —1 1­ —4 I-3" COVER
SECTION A -A
NEW D.I. PIPE, MIN. 10'
LENGTH CENTERED UNDER
STORM DRAIN PIPE.
RESULTANT THRUST AT FITTINGS AT 200 PSI WATER PRESSURE.
NOTE:
1. FITTINGS SHALL BE RESTRAINED USING MEGALUGS,
STAINLESS STEEL TIE RODS, OR RESTRAINED JOINT
PIPE, AS APPROVED BY ENGINEER.
2. BEARING AREAS (AxB) DETERMINED BY ACTUAL SOIL
CONDITIONS. SHOULD BE BASED ON 200 PSI TEST
PRESSURE. SEE CHART BELOW.
TOTAL POUNDS,
NOM. PIPE
DIAMETER 45° BEND
4 INCH 2770
6 INCH 5724
8 INCH 9646
10 INCH 14812
12 INCH 2O948
THE FOLLOWING OFTEN -USED SOIL VALUES FOR THE DEPTHS OF 4 FEET ARE LISTED ONLY AS
A GUIDE'. THE ENGINEER SHOULD SELECT THESE BEARING VALUES FOR EACH SOIL TYPE AND
DEPTH OF COVER ENCOUNTERED ON THE SPECIFIC PIPELINE PROJECT. APPROPRIATE SAFETY
FACTORS SHOULD BE APPLIED TO COVER FUTURE CHANGES IN PIPE DEPTH, SOIL BEARING
CAPACITIES, ETC.
SOIL BEARING LOAD (Ibs/sq.ft.)
MUCK 0 ' NO RESPONSIBILITY CAN BE ASSUMED
SOFT CLAY 1,000 FOR THE ACCURACY OF THE DATA IN
SILT 1,500 THIS TABLE DUE TO THE WIDE VARIATION
SANDY SILT 3,000 OF BEARING LOAD CAPABILITIES FOR EACH
SAND 4,000 SOIL TYPE.
SANDY CLAY 6,000
HARD CLAY 9,000
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