20161275 Ver 1_401 Application_20161216 (2)

CoverSheet.................................................................................... G1
GeneralNotes..................................................................................G2
TypicalSections.......................................................................
G3 -G6
Plan& Profile.............................................................................. 1-12
Details.........................................................................................D1-D11
PlantingPlan...............................................................................P1-P7
ErosionControl.................................................................. EC1-EC8
TrafficControl.............................................................................TO
CrossSections..........................................................................X1-X30
TOTAL SHEETS 75
VICINITY MAP
NTS
STORK
WATER
HDR Engineering, Inc.
of the Carolinas
N.C.B.E.L.S. License Number: F-0116
440 S Church Street, Suite 1000
Charlotte, NC 28202
CHARLOTTE..
ENGINEERING & PROPERTY
MANAGEMENT
Construction Plans of Proposed
Coliseum Creek Stream Restoration Project
Project No. 672-10-005
Project Features: yw
O
Storm Drainage, Grading, Ditches,
Stream Restoration, Planting, & Erosion Control
U._
Q
2012 STANDARD SPECIFICATIONS
Plan View .................
Harz. Profile ............
Vert. Profile .............
Cross Section ...........
LOCATION MAP
NTS
0 40 60
0
1
10 15

PON
GENERAL NOTES GENERAL NOTES GENERAL NOTES ABBREVIATIONS W
C
O
DRAINAGE STRUCTURES: STREAM CHANNEL WORK: ABAND............................ABANDONED • 1.1
GRADES, ELEVATIONS AND LOCATIONS SHOWN ARE APPROXIMATE. AS DIRECTED BY THE THE CONTRACTOR IS TO PUMP ALL STREAM FLOW AROUND THE PROPOSED WORK AS SHOWN IN ABC................................AGGREGATE BASE COURSE
ENGINEER, THEY MAY BE ADJUSTED TO ACCOMMODATE UNFORESEEN CONDITIONS. STATIONS, THE DETAILS. USE ONE OR MORE PUMPS, SIZED TO PUMP THE VOLUME OF WATER DICTATED A.D.................................ALGEBRAIC DIFFERENCE
OFFSETS AND ELEVATIONS REFER TO THE CENTER OF DROP INLETS, MANHOLES AND JUNCTION BY STREAM CONDITIONS AND REFERENCED IN THE DETAILS. THE PUMP(S) ARE TO BE PLACED ASPH..............................ASPHALT
BOXES, AND THE MIDPOINT OF THE LIP FOR CATCH BASINS. ALL PIPES SHALL BE RCP CLASS IN A POOL UP STREAM OF THE WORK. THE STREAM FLOW SHALL BE PUMPED AROUND THE APPROX..........................APPROXIMATELY
III, UNLESS OTHERWISE NOTED. WORK AND DOWNSTREAM A DISTANCE TO BE WELL OUTSIDE OF ALL CHANNEL WORK. THE B/C.................................BACK OF CURB
WEEPHOLES ARE TO BE CONSTRUCTED IN ALL DRAINAGE STRUCTURES, A MINIMUM OF 1 PUMPS AND BY-PASS PIPING SHALL BE MOVED DOWNSTREAM AS THE WORK PROGRESSES. BIT...................................BITUMINOUS
WEEPHOLE PER STRUCTURE. WEEPHOLES ARE TO BE CONSTRUCTED IN THE BOTTOM 1/3 OF MAINTAIN A MINIMUM OF 30' CLEAR UNDISTURBED AREA FROM THE DOWSTREAM-MOST POINT BM...................................BENCH MARK
STRUCTURE AND COVERED ON THE OUTSIDE OF THE STRUCTURE BY A BAG MADE OF FILTER OF CHANNEL DISTURBANCE TO THE POINT AT WHICH THE STREAM FLOW RETURNS TO THE BRG.................................BEARING ,,,IIWyy1111 U1y +Mdd
FABRIC AND FILLED W/#78 STONE. THERE WILL BE NO SEPARATE PAYMENT FOR THIS WORK. STREAM CHANNEL. PLACE THE BY-PASS PIPING DISCHARGE POINT IN THE STREAM CHANNEL CB..................................CATCH BASIN �y
BED, IN AN AREA OF COARSE MATERIAL, TO MINIMIZE EROSION. DO NOT PLACE THE C&G................................CURB AND GUTTER �PP�• kl%�
DISCHARGE POINT ON THE CHANNEL BANK. SEE DETAIL SHEETS FOR ADDITIONAL DIRECTION. CL.j_Q
..................................CLEARANCE s o 2
UTILITIES: CLD.......... .
CHARLOTTE LAND DEVELOPMENT Q J:cn Q 10 - {
UTILITIES ARE ILLUSTRATED FOR INFORMATION PURPOSES ONLY. THE CITY WILL NOT BE HELD CONTRACTOR SHALL HAVE AT LEAST ONE TRACKHOE WITH A HYDRAULIC "THUMB" ATTACHMENT C/L FENCE.....................CHAIN LINK FENCE �Lu 10
CMP.. sy'•o_�;;t
CORRUGATED METAL PIPE
..........................
RESPONSIBLE FOR THE ACCURACY OF UTILITY LOCATIONS SIZES DEPTHS OR FOR FOR INSTALLATION OF STREAM STRUCTURES. SIZE OF EQUIPMENT SHALL BE SUITABLE TO ��c��••:S'd
COMPLETENESS OF UTILITY INFORMATION. HANDLE ROCK AND TIMBER STRUCTURES WITHOUT DAMAGING PROJECT AREA. OMPA..............................CORRUGATED METAL PIPE ARCH �,,9r� •••......••'�.�
PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY AND MEET WITH ALL UTILITY CONS..............................CONCRETE `'�.,p„p/1A11Iny111aM��
OWNERS, THE CITY UTILITY COORDINATOR AND CITY INSPECTOR WHOSE FACILITIES WILL BE GRADE SPECIFICATIONS FOR EACH IN -STREAM STRUCTURE SHALL BE CHECKED DURING CONST.............................CONSTRUCTION
AFFECTED TO DETERMINE UTILITY LOCATIONS. THE CONTRACTOR SHALL PROTECT ALL UTILITIES STRUCTURE PLACEMENT. THE MAXIMUM DEVIATION FROM SPECIFIED VERTICAL GRADE SHALL BE CPP.................................CORRUGATED PLASTIC PIPE
FROM DAMAGE CAUSED BY HIS OPERATIONS OR THOSE OF HIS AGENTS. THE CONTRACTOR +/- 0.10 FEET. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SURVEY DB...................................DEED BOOK
SHALL HOLD THE CITY HARMLESS FOR ANY THIRD -PARTY INCONVENIENCE CREATED BY WORK EQUIPMENT/CREW TO DOCUMENT REQUIRED ELEVATIONS. DCB.................................DOUBLE CATCH BASIN Qo
ki
OF HIS OWN FORCES OR THAT OF HIS AGENTS. ANY DAMAGES INCURRED SHALL BE THE DI....................................DROP INLET
CONTRACTORS FINANCIAL RESPONSIBILITY. DIA..................................DIAMETER z�
IF ROCK IS ENCOUNTERED DURING EXCAVATION THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
N N
AS NEEDED, THE CONTRACTOR SHALL ADJUST/RELOCATE THE SANITARY SEWER AND WATER THE ELEVATION OF THE ROCK SHALL BE DETERMINED BY THE CONTRACTOR AND REPORTED TO DIP..................................DUCTILE IRON PIPE
LINES ONLY. ALL OTHER ADJUSTMENTS/RELOCATIONS WILL BE PERFORMED BY THE VARIOUS THE ENGINEER. GRADING IN THIS AREA SHALL CEASE UNTIL THE SITUATION IS ASSESSED AND DW...................................DRIVEWAY 9 e c6 2Z
DIM..................................DIMENSION WAY
UTILITY OWNERS. THE CONTRACTOR SHALL COORDINATE WORK WITH UTILITY OWNERS SO AS CHANGES, IF ANY, ARE DETERMINED. W� cd U)
NOT TO ADVERSELY AFFECT THE PROJECT SCHEDULE. THE CITY WILL NOT BE HELD E..................................EAST/FASTING ow ��t
2 o Z 7 U
RESPONSIBLE FOR ANY DELAYS OR DISRUPTIONS TO THE WORK SCHEDULE OF OTHER UTILITY ROCK VANES, ROCK CROSS VANES, STEP POOLS, AND OTHER ROCK STRUCTURES SHALL BE EA ...................................EACH
OWNERS. CONSTRUCTED OF NATURAL ANGULAR, FLAT OR CUBED ROCK OBTAINED FROM A SOURCE ELEV................................ELEVATION
IDENTIFIED BY THE CONTRACTOR. DETAILS FOR THE CONSTRUCTION OF THESE STRUCTURES ARE EOM.................................EDGE OF PAVEMENT
o WARNING: OVERHEAD UTILITIES. UNLESS OTHERWISE NOTED FOR RELOCATION, THE SHOWN ON DETAIL SHEETS. CUT OR SPLIT ROCKS WITH AN UNNATURAL APPEARANCE ARE NOT E..............................EASEMENT
EXIST
CONCTRACTOR IS TO WORK UNDER ALL EXISTING OVERHEAD UTILITIES. ACCEPTABLE. ADDITIONAL INFORMATION FOR STRUCTURE INSTALLATION IS PROVIDED IN THE IST.............................EXISTING
o FOR LOCATES OF UTILITIES NOT MEMBERS OF NORTH CAROLINA ONE -CALL CONTACT SPECIAL PROVISIONS. ROCK SHALL BE IGNEOUS TO RESIST WEATHERING AND SHALL BE FREE F/C.................................FACE OF CURB
OF CRACKS. POROUS ROCK SUCH AS SOME LIMESTONES AND SOFT ROCK SUCH AS SHALES FES..................................FLARED END SECTION �
PROJECT MANAGER AND UTILITY COORDINATOR. ARE NOT ALLOWED. MAN-MADE CUT ROCK IS PROHIBITED. CONCRETE OR OTHER DEBRIS FH...................................FIRE HYDRANT
THE CONTRACTOR SHALL ADJUST ALL WATER VALVES, WATER METER BOXES AND WATER SHALL NOT BE ALLOWED. SUITABLE ROCK EXCAVATED FROM THE BYPASS CHANNEL CAN BE FOC.................................FIBER OPTIC CABLE a
VAULTS TO FINISHED GRADE. WATER METERS LOCATED IN SIDEWALKS OR CONCRETE DRIVEWAYS USED. HOWEVER, PRIOR TO ATTEMPTING TO REMOVE THE ROCK, THE CONTRACTOR MUST GV...................................GAS VALVE
SHALL BE INSTALLED WITHIN CONCRETE BOXES. CONFIRM THAT THE ROCK ENCOUNTERED IS NOT BEDROCK. ROCK CANNOT BE EXCAVATED HORIZ..............................HORIZONTAL Q
INT..................................INTERSECTION
FROM OTHER ON-SITE AREAS.
GAS LINES WILL BE ADJUSTED/RELOCATED AS NEEDED BY PIEDMONT NATURAL GAS. THE INV..................................INVERT
CONTRACTOR SHALL CONTACT PIEDMONT NATURAL GAS AT LEAST TWO WEEKS PRIOR TO ALL ROCK USED FOR FOOTERS AND HEADERS SHALL MEET THE FOLLOWING MINIMUM SIZE IP....................................IRON PIN SET
CONSTRUCTION. REQUIREMENTS: JB...................................JUNCTION BOX
L ...................................... LENGTH
EXISTINGSANITARY SEWER AND WATER LINE: ROCK TOE PROTECTION SHALL BE PROHIBITED UNLESS APPROVED BY ENGINEER AND OWNER, LF....................................LINEAR FOOTAGE p
LT .................................... LEFT
AND UNLESS SHOWN ON THE PLANS.
THE CONTRACTOR SHALL USE CARE WHEN WORKING AROUND SANITARY SEWERS AND WATER Ib....................................POUND
LINES. SHOULD THE CONTRACTOR DAMAGE EXISTING SEWER OR WATER LINES, HE SHALL LOD.................................LIMIT OF DISTURBANCE
IMMEDIATELY REPLACE THE LINE AT HIS EXPENSE WITH DUCTILE IRON PIPE. THE CONTRACTOR LP...................................LIGHT POLE Q
MAX_...............................MAXIMUM
SHALL REPLACE SANITARY SEWER AND/OR WATER LINE, WITH A MINIMUM TEN FOOT SECTION MIN..................................MINIMUM
OF DUCTILE IRON PIPE WHEN DRAINAGE PIPE COMES WITHIN TWO FEET OF SAID LINES, MONO. ............................. MONOLITHIC o
VERTICALLY OR HORIZONTALLY. mph................................MILES PER HOUR
SUBSURFACE PLANS: MTL.................................METAL
N......................................NORTH/NORTHING
NO SUBSURFACE PLANS ARE AVAILABLE ON THIS PROJECT. THE CONTRACTOR MAY MAKE NCDOT.............................NORTH CAROLINA DEPT. OF TRANSPORTATION a,
HIS OWN INVESTIGATION TO DETERMINE SUBSURFACE CONDITIONS. NO...................................NUMBER -a
NTS.................................NOT TO SCALE
0/H................................OVER HEAD
TREES, SHRUBS, AND HEDGES: OC..................................ON CENTER
PAE.................................PERMANENT ACCESS EASEMENT o
THE CONTRACTOR SHALL REMOVE TREES, SHRUBS, AND HEDGES WITHIN THE LIMITS OF DISTURBANCE PAVT...............................PAVEMENT =T�
UNLESS SHOWN ON THE PLANS TO BE PROTECTED AND THOSE THAT FALL WITHIN THE TREE PROTECTION PC...................................POINT OF CURVATURE �rlly
BARRIERS. THE CONTRACTOR SHALL ALSO PROTECT TREES AND SHRUBS OUTSIDE OF CUT/FILL LINES IN CHANNEL RESTORATION:
PERM...............................PERMANENT
ADDITION TO THOSE THAT RECEIVE TREES/SHRUB PROTECTION BARRIERS. WHEN ROOT PRUNING IS THE FOLLOWING STANDARDS AND THE LATEST REVISION THERETO ARE APPLICABLE PG...................................PAGE
NECESSARY, CUT ROOTS CLEANLY USING A DISC TRENCHER OR OTHER APPROVED METHOD IN ACCORDANCE DUE TO THE NATURE OF THE WORK INVOLVED WITHIN THE EXISTING CHANNEL, THE TO THIS PROJECT AND BY REFERENCE ARE CONSIDERED A PART OF THESE PLANS. PI....................................POINT OF INTERSECTION
WITH SECTION 01000 OF THE CITY OF CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS. PRUNING CONTRACTOR SHALL BE REQUIRED TO COORDINATE CLOSELY WITH THE PROJECT INSPECTOR, NCDOT STANDARDS SHALL BE USED. CHARLOTTE LAND DEVELOPMENT STANDARDS PK ....................
SHALL BE PER THE LATEST STANDARD OF THE LANDSCAPE CONSTRUCTION STANDARDS MANUAL (TYP.) SPECIFICALLY IN THE FOLLOWING AREAS: .PK NAIL SET
.............
USE PLYWOOD FORMS WHEN TREE ROOTS ARE ADJACENT TO PROPOSED CURB & GUTTER OR SIDEWALK. MAY BE USED IF THERE IS NOT AN APPLICABLE NCDOT STANDARD. PP...................................POWER POLE
USE CLD STD. 40.11 FOR BRIDGING TREE ROOTS. TREES SPECIFIED BY THE PLANS TO HAVE ASPHALT o PRIOR TO CLEARING AND GRUBBING - OBTAIN THE WRITTEN APPROVAL BY NCDOT STANDARDS PROP...............................PROPOSED
CURBING MUST USE CLD STD. 40.13. TREE PROTECTION SHALL BE IN ACCORDANCE WITH CLD STD. 40.02 INSPECTOR. PSE.................................PERM SIDEWALK EASEMENT
AND WITH SECTION 1000 OF THE CITY OF CHARLOTTE LANDSCAPE CONSTRUCTION STANDARDS. WHEN THE STD. NO.: DESCRIPTION: PT...................................POINT OF TANGENCY
TREE IS CLOSE TO THE WORK AREA TREE PROTECTION CLD STD. 40.12 SHALL BE USED. C UPON LAYOUT OF NEW STREAM BANKFULL - OBTAIN APPROVAL BY INSPECTOR PRIOR 654.01 PAVEMENT REPAIRS PVI..................................POINT OF VERTICAL INTERSECTION
CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY PRIOR TO REMOVING ANY TREES. IN ADDITION,
TO EXCAVATION. 838.01 CONCRETE ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS PUE................................PERM UTILITY EASEMENT ALL TREES LOCATED WITHIN THE LOD THAT ARE TO REMAIN AFTER CONSTRUCTION SHALL BE INSPECTED 838.21 REINFORCED CONCRETE ENDWALL (FOR SINGLE 54" PIPES 90° SKEW) r.....................................RADIUS
BE THE CITY TO VERIFY THEY ARE SUITABLE TO REMAIN. C PRIOR TO/DURING PLACEMENT OF IN -STREAM STRUCTURES - OBTAIN APPROVAL BY 838.33 REINFORCED CONCRETE ENDWALL (FOR SINGLE 66" PIPES 90° SKEW) RT..................................RIGHT
INSPECTOR. 838.80 PRECAST CONCRETE ENDWALL (FOR SINGLE 12" THRU 72" PIPE, 90° SKEW) RCBC..............................REINFORCED CONCRETE BOX CULVERT
FOLLOWING CONSTRUCTION STAKING THE PROJECT TEAM (CONTRACTOR, CITY INSPECTOR, CITY ARBORIST 840.00 CONCRETE BASE PAD FOR DRAINAGE STRUCTURES RCP...............................REINFORCED CONCRETE PIPE w
AND CONSULTANT, IF APPLICABLE) WILL HOLD AN ON-SITE MEETING TO ENSURE THE LIMITS OF o PRIOR TO OVERBANK GRADING - IDENTIFY TREE PROTECTION ZONES AND APPROVAL 840.01 BRICK CATCH BASIN -12" THRU 54" PIPE RCEP.............................REINFORCED CONCRETE ELLIPTICAL PIPE a o
DISTURBANCE AND THAT TREES PROPOSED FOR PROTECTION ARE CLEARLY IDENTIFIED. THE TEAM WILLBY INSPECTOR 840.03 FRAME, GRATES, AND HOOD (FOR USE ON STANDARD CATCH BASIN 840.01). RELOC...........................RELOCATE
WALK THE PROJECT AREA AND AGREE ON THE TREES TO BE PROTECTED AND THOSE TO REMOVE, DISCUSS840,17 CONCRETE GRATED DROP INLET TYPE 'A' R/W..............................RIGHT OF WAY
PROPOSED CONSTRUCTION ACTIVITIES, AND IDENTIFY ANY ADDITIONAL TREES TO PROTECT THAT WERE NOTo FILLING OF EXISTING CHANNEL - USE OF ONSITE EXCAVATED SOIL IS PERMITTED, AS 840.24 FRAMES AND NARROW SLOT SAG GRATES S...................................SOUTH ~ w \ Q
ORIGINALLY MARKED AS SUCH, THE CONTRACTOR WILL BE GIVEN APPROVAL FOR TREE REMOVAL, IN APPROVED BY INSPECTOR. WASTE, SITE DEBRIS, AND MATERIAL FROM CLEARING AND 840.31 CONCRETE JUNCTION BOX SD.................................STORM DRAIN
WRITING, AFTER APPROPRIATE TREE PROTECTION HAS BEEN INSTALLED AND BEFORE ANY CLEARING OR GRUBBING IS PROHIBITED. LOCATIONS IDENTIFIED OR DIRECTED FOR FILLING SHALL BE 840.32 BRICK JUNCTION BOX -12" THRU 66" PIPE SF.................................SQUARE FOOT S/R z
REMOVAL CAN BEGIN. x
FILLED AND COMPACTED TO THE LEVEL OF THE ADJACENT GRADE UNLESS OTHERWISE 840.34 TRAFFIC BEARING JUNCTION BOX (42" AND UNDER) SS.................................SANITARY SEWER
THERE WILL BE NO ADDITIONAL PAYMENT FOR TREE PROTECTION INSTALLED AROUND ADDITIONAL TREES DIRECTED BY INSPECTOR. MATERIAL SHALL BE PLACED IN MAXIMUM 12 INCH LIFTS 840.46 TRAFFIC BEARING PRECAST DRAINAGE STRUCTURE STA...............................STATION a
IDENTIFIED FOR PROTECTION. AND COMPACTED WITH VIBRATORY EQUIPMENT PROVIDING A MINIMUM OF TWO PASSES 840.51 BRICK MANHOLE -12" THRU 36" PIPE STD...............................STANDARD a
THE CONTRACTOR ASSUMES RESPONSIBILITY FOR "IN-KIND" REPLACEMENT OF TREES DAMAGED THAT HAVE FOR EACH LIFT. CONSOLIDATION AND ADDITIONAL SETTLEMENT UPON FINAL LIFT 840.52 PRECAST MANHOLE -4', 5', AND 6' DIAMETER SW................................SIDEWALK
BEEN MARKED FOR PROTECTION OR NOT MARKED FOR REMOVAL. COMPACTION IS EXPECTED, AND WITHIN THE LIMITS OF ACCEPTANCE FOR AREAS 840.54 MANHOLE, FRAME AND COVER TAN..............................TANGENT Q
OTHER THAN WITHIN THE GOLF COURSE. SETTLEMENT WITHIN THE GOLF COURSE 840.66 DRAINAGE STRUCTURE STEPS TCE..............................TEMPORARY CONSTRUCTION EASEMENT o
SIDE SLOPES: SHALL BE LIMITED TO WITHIN A MAXIMUM OF 3 INCHES. ADDITIONAL MATERIAL AND 840.71 CONCRETE AND BRICK PIPE PLUG TEMP............................TEMPORARY o o Q Q
COMPACTION ACCORDING TO THE ABOVE METHODS SHALL BE REQUIRED TO ACHIEVE 846.01 2'-6" CONCRETE CURB, GUTTER AND CURB AND GUTTER TP................................TRAVERSE POINT
LIMITS OF PROPOSED SLOPES ARE INDICATED IN THE PLANS, DETAILS AND STANDARD MAXIMUM SETTLEMENT. 876.01 RIP RAP IN CHANNELS T/W..............................TEST WIRE o a
DRAWINGS. THE MAXIMUM SLOPE SHALL NOT EXCEED A 3:1 (HORIZONTAL TO VERTICAL) 876.02 GUIDE FOR RIP RAP AT PIPE OUTLETS TYP...............................TYPICAL oo a
UNLESS DESIGNATED BY THE ENGINEER. A CUT SLOPE OF 2:1 MAXIMUM WILL BE USED ONLY CHARLOTTE LAND DEVELOPMENT S TD S: U/G...............................UNDER GROUND o
AS DIRECTED BY THE ENGINEER. PARK WORK: NO.: DESCRIPTION: VC.................................VERTICAL CURVE PARK HOURS ARE 8:OOAM - 9:OOPM SEVEN DAYS A WEEK. CONTRACTOR SHALL 10.17A 2'-6" STANDARD CURB AND GUTTER VERT.............................VERTICAL
S A WC U TS: COORDINATE WITH PARK AND RECREATION DEPARTMENT FOR ACCESS CONTROL. 10.17B CURB AND GUTTER (2'-0" VALLEY GUTTER) VCP...............................VITRIFIED CLAY PIPE
10.18 18" VERTICAL CURB W•••••••••••••••••••••••••••••••••••WEST
THE CONTRACTOR SHALL SAWCUT EXISTING ASPHALT AND/OR CONCRETE SURFACES PRIOR
EXISTING WOODEN MOUNTAIN BIKE BRIDGES WITHIN AREA OF DISTURBANCE SHALL BE 10.19 CURB TRANSITION (2'-6" CURB AND GUTTER TO 2'-0" VALLEY GUTTER) W/•...• ••..••.••..•..••..••.••..•WITH
TO REMOVAL UNLESS OTHERWISE DIRECTED BY THE ENGINEER. SAW CUT WIDTH SHALL BE REMOVED BY CONTRACTOR AND SET ASIDE IN A LOCATION APPROVED BY THE ENGINEER.WM.................................WATER METER
1 FOOT MINIMUM FROM THE EXISTING EDGE OF PAVEMENT. SAW CUT PAVEMENT SHALL BE 10.22 CONCRETE SIDEWALKS
CONTRACTOR SHALL TAKE PRECAUTIONS TO NOT DAMAGE BRIDGES DURING REMOVAL. 10.27A RESIDENTIAL DRIVEWAY (TYPE 1) FOR VALLEY GUTTER VAULT............................WATER VAULT M..I
REPLACED AS WELL AS ADDITIONAL PAVEMENT REQUIRED TO TIE-IN TO FACE OF CONTRACTOR SHALL NOT BE RESPONSIBLE OF BRIDGES ONCE REMOVED.WV..................................WATER VALVE
PROPOSED CURB AND GUTTER. 10.29 CATCH BASIN FRAME IN VALLEY GUTTER 60 SIXTY PENNY NAIL SET � W
10.36A&B CULVERT CROSSINGS ON RESIDENTIAL AND COMMERCIAL STREETS p•.•..••..•..••.••..••..•..••.••.
FT....................................FOOT
PAVEMENT DEGRADATION EEE: 20.03 BRICK DOUBLE CATCH BASIN (15" THRU 36" PIPE) .,I
IN.....................................INCH
20.22 FLARED END SECTION 12" TO 72" � w
CDOT HAS DETERMINED THAT NO PAVEMENT DEGRADATION FEE IS TO BE ASSESSED. 20.25 TRENCH DETAIL FOR STORM DRAIN [�I
20.27 RIP RAP DITCHES M...�
30.06A TEMPORARY SILT FENCE
TRAFFIC CONTROL: 30.11 A STABILIZED CONSTRUCTION ENTRANCE
40.02 TREE PROTECTION DETAIL W w
TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE "WORK 40.11 BRIDGING TREE ROOTS DETAIL BASE DATA
AREA TRAFFIC CONTROL HANDBOOK" (WATCH). 40.12 TEMPORARY TREE PROTECTION DETAIL (TREE BUMPER) 1111111111
50.04A HAND RAIL o O
SURVEY DATA:
EXISTING CONDITIONS TAKEN FROM A COMPILATION DATED NOVEMBER 27, 2013 OF
GROUND SURVEYS BY R.JOE HARRIS ASSOCIATES AND DATA FROM MECKLENBURG
COUNTY GEOGRAPHIC SYSTEM. ALL COORDINATES BASED ON NAD 83 AND NAVD _
88. x
� v v

COLISEUM CREEK
REACH A - STA. 0+00 - 2+72.01
-30'
3' 5.4' 3' A
-20' -10' 0
R I FFLE
16'
14'
12'
10'
8'
6'
4'
2'
0'
COLISEUM CREEK
REACH B (LOWER) - STA. 3+52.63 - 13+06.16
VARIES
F OOD PRONE WIDTH = 30.93' WIDTH
VARIES
FLOOD PRONE WIDTH = 32.18' WIDTH
VARI S
- 7' -
6' - BANKFULL 11.4' WIDTH
ARIES
F -EXIST NG GR
�
TOP OF BANKFULL, EXISTING GROUND
(TYP.
TOB (TYP.) (TYP.)
•���'
TOB (TYP.)
FLOOD PRONE WID H = 30.93' WIDTH
PROPOSED
PROPOSE D
- -------------
GROUND (TYP.)
--------------
---
1L SLOPE
t
------------------------------ /SLOPE
= 0.2% ROFILE
r 1 °
------- ---- - ---------------
= 0.2%
G 0 ND (TYP.)
2
7' -
BANKFULL = 12.4' WIDTH -
7'
FLOODPLAIN
i 1.2'
VARIE
�-
BENCH (TYP.)
F!THAIWEG
DRY TACK
U
FLOODPLAIN
CHANNEL
�77qTOE
BOU ER WALL
TOP
OFBA KFULL,
(TYP.)
(SEE DETAIL 2, SHEET D5)
-30'
3' 5.4' 3' A
-20' -10' 0
R I FFLE
16'
14'
12'
10'
8'
6'
4'
2'
0'
COLISEUM CREEK
REACH B (LOWER) - STA. 3+52.63 - 13+06.16
1.8' 8.8' 1.8'
10' 20' 30' -30' -20' -10' 0
RIFFLE
10'
20'
VARIES
F OOD PRONE WIDTH = 30.93' WIDTH
VARIES
PRONE WIDTH = 30.93' WID �H
VARI S
- 7' -
* BAN FULL = 14.85' WIDTH
7'
F -EXIST NG GR
)UND
ING GROUND
(TYP.
TOP OF BANKFULL,
•���'
TOB (TYP.)
FLOOD PRONE WID H = 30.93' WIDTH
TOB (TYR.)
PROPOSE D
,,�Ib111A111 AY\\Y\
o_
LL O
O
zU)
P 0 OSED
---------------
i
---------
G 0 ND (TYP.)
----
1
7' -
BANKFULL = 12.4' WIDTH -
7'
SLOPE = 0.2 %
SLOPE = 0.2%,2
�-
2
EXISTING GROUND
U
FLOODPLAIN
rROFILE
\- FLOODPLAIN
TOP
OFBA KFULL,
(TYP.)
POINT BAR SLOPE = 257.
CHANNEL
INT BAR SLOPE = 25%
TOB
TYP.)
Q
PROPOSED
O
z
i
.Q
fit
G ROUND (TYP.)
oO�v
----------------------------------------------------------------------------
1
2
SLOPE
0.2%
r 1 2, ROFILE
I
--- ---
SLOP
------
= 0.2%
-
- -- ------ ------------------------
�1
2
--------------------1
jn
FLOODPLAIN
i
BENCH (TYP.)
W
Lo
CHANNEL
�II
�
TH L)AEG
TOE (TYP.)
a
1.8' 8.8' 1.8'
10' 20' 30' -30' -20' -10' 0
RIFFLE
10'
20'
3.23' 3.1' -}� 8.52'
-20' -10' 0 10'
POOL LEFT
20'
30'
VARIES
F OOD PRONE WIDTH = 30.93' WIDTH
VARIES
PRONE WIDTH = 30.93' WID �H
FLOOD
- 7' -
* BAN FULL = 14.85' WIDTH
7'
F -EXIST NG GR
)UND
ING GROUND
(TYP.
TOP OF BANKFULL,
•���'
TOB (TYP.)
>`��Q�P�Jr�
TOB (TYR.)
PROPOSE D
,,�Ib111A111 AY\\Y\
o_
LL O
O
zU)
P 0 OSED
---------------
i
---------
G 0 ND (TYP.)
----
1
------- --------------------------------
i
2.13'
------------- --- -
- ----------------
1
SLOPE = 0.2 %
SLOPE = 0.2%,2
2
ROFILE
U
FLOODPLAIN
rROFILE
\- FLOODPLAIN
ENCH (TYP.)
BENCH (TYP.
POINT BAR SLOPE = 257.
CHANNEL
INT BAR SLOPE = 25%
TOE TYP.
3.23' 3.1' -}� 8.52'
-20' -10' 0 10'
POOL LEFT
20'
30'
-30'
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
8.52' �� 3.1' 3.23'
-20' -10' 0
CE
POOL RIGHT
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
10'
20'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
14'
12'
10'
8'
6'
4'
2'
0'
30'
W
VARIES
PRONE WIDTH = 30.93' WID �H
FLOOD
- 7' -
BANKFULL = 14.85' * f
eel
�IDTH
EXIS
ING GROUND
OP OF BANKFULL,
TYP.)
•���'
TOB (TYP.)
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---------
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1
LF
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--------
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---- -----
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SLOPE = 0.2 %
0.
2
U
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ENCH (TYP.)
POINT BAR SLOPE = 257.
CHANNEL
TOE TYP.
-30'
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
8.52' �� 3.1' 3.23'
-20' -10' 0
CE
POOL RIGHT
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
10'
20'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
14'
12'
10'
8'
6'
4'
2'
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16'
14'
12'
10'
8'
6'
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2'
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COLISEUM CREEK
REACH B (UPPER) - STA. 13+59.93 - 16+63.05
-20'
VARIED
FLOOD PRONE WIDTH I 30.93' WIDTH
I
4.5' - BANKFULL * 10' WIDTH
EXISTING G ROUND I TOP
(TYP.) I TOB
I
- 4.5'
OF BANK
(TYP.)
--------------------------- ----- ---------------------
I
1 1, ROFILE LOPE
LOPE = 0.2%
2
FL00 PLAIN I
BENCH (TYP.)
} CHANNEL
HA EG TOE (TYP.)
1.5' 7 1.5'
-10' 0 10'
R I FFLE
XIS1jING GRjJLIND
TYP.
------------ -1-----------
PROPOSED 1�
GROUND (TYP.) 2
2.56'
-20' -10'
-20'
VARIES
FLOOD IRONE WIDTH = 30.93' WIDTH
*/ANLL = 12.02' WIDTH .5'
TOP OF BANKFULL,
TOB (TYP.)
16'
14'
12'
10'
P 0 OSED
GROUND (TYP.)
8'
nj1 4'
2
2'
0'
20'
11.69'
SLOP = 0.2 I
LROFILE2
FLOODPLAIN
BENCH (TYP.)
CHANNEL P INT BAR SLOPE = 25%
TOE (TYP.)
6.76'
0
POOL LEFT
VARIES
FLOOD PRONE WIDTH = 30.9 ' WIDTH
4. BANKFULL = 12.02' WIDTH
TOP OF BANKFULL,
TOB (TYP.) I
I
II
1� LOPE = 0.2% r I.69'
2 1 II �-PROFILE
FLOODPLAIN
BENCH (TYP.)
POINT BAR SLOPE = 2d%
-10'
CHANNEL ---
TOE (TYP.)
- 6.76' 2.7'
0
q_
POOL RIGHT
10'
16'
14'
12'
10'
8'
6'
4'
2'
0'
20'
16'
14'
EXIS ING GR UN
TYP. 12'
10'
8'
------- 6'
�1
PROPOSED
4'
PR
2 GROUND (TYP.)
2'
0'
- 2.56'
10' 20'
COLISEUM CREEK
REACH C1 - STA. 18+94.15 - 32+02.91
16'
14'
12'
10'
8'
6'
4'
2'
0'
1.5' 9.2' 1.5'
-30' -20' -10' 0 10' 20' 30'
q_
RIFFLE
VARIES
FLOOD PRONE WIDTH = 32.92' WIDTH
VARIE
FLOOD PRONE WID H = 32.92' WIDTH
FLO
* BANKFULL = 14.6' WIDTH
7.5'
7
5' BANKFULL =I 12.2' WIDTH 7.5'
ING GROUND
JIDTH
E ISTING GROUND
EXISTING GROUND
I
TOP OF BANKFULL,
I (YP.)
• 6
F(TYP.)
TOB (T) P.)
TOP OF BANKF LL,
roar • •''
rrrrrlbrl1A111
ROP
PRC
POSE
TOB (TYP.)
------- -- --------- ---------------------/-SLOPE
GR
----- - --------
UND T P.)
1
2
P OPOSED
0.2%
--------------
1
------- -----
I
G OUND (YP)
ROFILE
-------------------
-------
1�
------------------------------------ --------------
I
11, ROFILE
--- ---- -
�1
--------------------
CHANNELBENCH
2 SLOPE _
.2%� SLO
E = 0.2% 2
TOE TYP.
POINT BAR SLOPE = 25%
FLOODPLAIN
C�
BENCH (TYP.)
CHANNEL
Q
Q
THALWEG TOE (TYP.)
16'
14'
12'
10'
8'
6'
4'
2'
0'
1.5' 9.2' 1.5'
-30' -20' -10' 0 10' 20' 30'
q_
RIFFLE
16'
14'
12'
10'
8'
6'
4'
2'
0'
2.89' 4.1' --- 7.64' -
-20' -10' 0 10' 20' 30'
q_
POOL LEFT
VARIES
FLOOD PRONE WIDTH = 32.92' WIDTH
VARIES
D PRONE WIDTH = 32.92' WID IH
FLO
* BANKFULL = 14.6' WIDTH
7.5'
- BANKFULL = 14.6'
XIS
ING GROUND
JIDTH
E ISTING GROUND
( YP)
I
TOP OF BANKFULL,
I (YP.)
• 6
TOB (T) P.)
o, -I
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ROP
PRC
POSE
-
------------- --------------------------
------- -- --------- ---------------------/-SLOPE
GR
----- - --------
UND T P.)
1
2
I
1.91=
0.2%
--------------
1
1
2
R OFI LE
2
ROFILE
0.
FLOODPLAIN
;7CHANNLL
CHANNELBENCH
(TYP)
TOE TYP.
POINT BAR SLOPE = 25%
TOE TYP.
16'
14'
12'
10'
8'
6'
4'
2'
0'
2.89' 4.1' --- 7.64' -
-20' -10' 0 10' 20' 30'
q_
POOL LEFT
-30'
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
7.64' ��� 4.1' 2.89'
-20' -10' 0 10'
q_
POOL RIGHT
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
16'
14'
12'
10'
8'
6'
4'
2'
0'
20'
W
VARIES
D PRONE WIDTH = 32.92' WID IH
FLO
7.5'
- BANKFULL = 14.6'
JIDTH
E ISTING GROUND
T
P OF BANKFULL,
I (YP.)
• 6
TO (TYP.)
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ROP
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GR U D (T
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------------------------
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---- --------
- -----------------
-------------- ---
1
----------------
SLOPE = 0.2%�
I
1.91'
1
2
2
ROFILE
0.
FLOODPLAIN
;7CHANNLL
U
NCH (TYP.)
POINT BAR SLOPE = 25%
TOE TYP.
-30'
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
7.64' ��� 4.1' 2.89'
-20' -10' 0 10'
q_
POOL RIGHT
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
16'
14'
12'
10'
8'
6'
4'
2'
0'
20'
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COLISEUM CREEK
REACH C2 - STA. 32+02.91 - 39+88.27
-20' -10' 0 10'
q -
RIFFLE
-20'
-20'
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
EXISTING GROUN
(TYP.)
----------- ---�
SLOP = 66%
2.12'
-10'
VARIES
NE WIDTH = 18.52' WIDTH
FLL = 13.3' WIDTH
OF BANKFULL,
TOB (TYP.)
i
-I ------------- ---
r-PROFILE
�I 5.32' I--
0
q -
POOL LEFT
CHANNEL
TOE (TYP.)
5.86' —
16'
14'
12'
10'
8'
— 6'
4'
2'
0'
20'
16'
14'
.09'
12'
10'
PROPOSED
GROUND (TYP.)
8'
000 2 4'
FLOODPLAIN
BENCH (TYP.) 2'
0'
10' 20'
16'
VARIES
FLOOD PRONE WIDTH = 1 .52' WIDTH 14'
0.0 BANKFULL = 13.3] WIDTH
12'
10'
PROPOSED TOP OF BA KFULL, XISTING GROUND
GROUND (TYP) TOB (TYP.) (TYP.)
1L 8'
--------- --- -- -- --- --------------I --------- --- -- ---------------- ------ 6'
FLOODPLAIN ROFILE SLOPE 66% 4
BENCH (TYP.)
2'
CHANNEL
TOE (TYP.)
0'
5.86' 5.32' 2.12'
-10' 0 10' 20'
q -
POOL RIGHT
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
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COLISEUM CREEK
REACH D — STA. 0+00 — 9+96.42
-20' -10' 0 10'
RIFFLE
16'
14'
12'
10'
8'
6'
4'
2'
0'
20'
16'
VARIES
FLOOD PR NE WIDTH = 13.23' WIDTH 14'
BANKFUL = 9.81' WIDTH 1,
12'
I
10'
EXISTING GR )UND TOP 07 BANKFU L, PROPOSED
(TYP.) TOB (TY .) GROUND (TYP.)
1 8'
--------- ---------- ----- ------ -------------- -------------- --
6'
0.12' �1
SLOPE = 66% ROFILE 2
4'
FL00 PLAIN 2.
CHANNEL BENC (TYP.)
TOE (T P.) 01
1.39' 3.92' y-- 4.49'
20'
-20' -10' 0 10'
POOL LEFT
-20'
m
PROPOSE
GROUND (TYP.
1�
2
FLOODPLAIN
BENCH TYP.)
-10'
VARIES
FLOOD PRONE WIDTH = 11.23' WIDTH
I I RANWPI II 1 = Q hi, winTH I
I
T�P OF BAN F LL,
T B (TYP.)
I
---
--------------
r 0�i onru r
16'
14'
12'
10'
EXIS ING GROUND
(TYP.)
8'
--------------- --------- 6'
4'
SLOPE = 66%
ANNEL -�
(TYP.)
4.49' 3.92' 1.39'
0
q -
POOL RIGHT
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
COLISEUM CREEK
REACH E — STA. 0+00 — 14+41.53
VARIE
EXISTING
GROUND FLOOD PRONE WIDTH = 14.46' WIDTH
2'
(TYP.)
(TYP.)
0'
eel
I VARIES
10'
20'
NOTE:
1. POOL DEPTH VARIES BASED ON PROFILE.
2. * = VARIES FROM 1 TO 5 FEET
COLISEUM CREEK
REACH E — STA. 0+00 — 14+41.53
VARIE
16'
14'
12'
10'
8'
6'
4'
2'
0'
20'
EXISTING GROUND
EXISTING
GROUND FLOOD PRONE WIDTH = 14.46' WIDTH
EXISTING GROUND
(TYP.)
(TYP.)
(TYP.)
eel
I VARIES
ANKFULL 6.9' WIDT
-----------
------- ----------
2.7' 2.7'
---
o°� 61 �.
1�
1
�1
2
SLOPE 0. ROFILE SLOPE
2
------------------
---------- -- -------1--------------------
= 0.2% 0.7' = 0.2%
�
---------
- ---
TOP OF[BANKFULL,
-----------------------------
PROPOSED
ITOB (TYP.)
1�7TOB
ROUND (TYP.)
FL
ODPLAIN TOP OF BA
KFULL
SLOPE
11.02'
66% ROFILE
I
BENCH TH LWE TYP.
= 66%
1.2' 4.5'1.2'
—4-�CHANNEL
-20' -10' 0 10'
TOE (TYP.)
RIFFLE
16'
14'
12'
10'
8'
6'
4'
2'
0'
20'
EXISTING GROUND
W
EXISTING GROUND
(TYP.)
(TYP.)
eel
I VARIES
VARIES I
FLOOD PRONE WIDTH = 14.46' WIDTH
FLOOD PRONE WIDTH = 14.46' WIDTH
o°� 61 �.
BANKFUIIfIL = 9.65' WIDTH- 1'
1' ANKFULL = 9.615' WIDTH
FLOODPLAIN
FLOODPLAIN
------------------
---------- -- -------1--------------------
BENCH
---------
- ---
TOP OF[BANKFULL,
-----------------------------
------------- -----
ITOB (TYP.)
TOB (TYP.)I
PROPOSED 1
1 PROPOSED
SLOPE
11.02'
66% ROFILE
I
2 GROUND (TYP.)
= 66%
CHANNEL
CH NNEL
TOE (YP.)
TOE (TYP.)
1.55' ��f 3.86' - — 4.25'
-20' -10' p
q -
POOL LEFT
10'
20' 25'
I-- 4.25' —1— 3.86' -- 1.55'
-25' -20' -10' 0
POOL RIGHT
COLISEUM CREEK
DITCH E
10'
-20' -10' 0 10' 20'
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
20'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
14'
12'
10'
8'
6'
4'
2'
0'
W
EXISTING GROUND
(TYP.)
eel
VARIES I
FLOOD PRONE WIDTH = 14.46' WIDTH
o°� 61 �.
1' ANKFULL = 9.615' WIDTH
FLOODPLAIN
rn®O
BENCH
AY\\Y\
---------
-------- ---------
------ ------------
--- - ------------1-----------------------
TOP OF B �1KFULL,
------------- -----
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PROPOSED 1
1.02'
F-
a
GROUND (TYP.) 2
I ROFILE SLOP
I
= 66%
CH NNEL
TOE (TYP.)
I-- 4.25' —1— 3.86' -- 1.55'
-25' -20' -10' 0
POOL RIGHT
COLISEUM CREEK
DITCH E
10'
-20' -10' 0 10' 20'
ALL X -SECT ONS ARE DISPLAYED
LOOKING DOWNSTREAM
20'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
14'
12'
10'
8'
6'
4'
2'
0'
16'
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12'
10'
8'
6'
4'
2'
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% PROPOSED DRY STACKBOULDER
e LL
\ / e e (SEE DETAIL L 2, SHEET D5)\ \ \ �\ `
ADJUST FLOODPLAIN SILL DSTA0+80 . LOD � LOQ CE �C \ �� \\ C \`SE` �— CE CE CE CE Nc � ="n93 CE CE CE O
TO ACCOMMODATE WALL \ \
� TOP WALL 592.50 STA, 1 +40 \ \ \\ \ \\ \ \ \ 6\ \ �-- —_— _�_ •
TOP WALL 593.00 �
EXISTING LOD I / l� OO
\ I_
GOLF COURSE
GREEN00 D
STA. 0+00 O O 7xLO
o
TOP WALL 592.20 O i 050---_
_1+
`� PROPOSED HEADWALL BUILT PER�-
- \ — — — �- _ DRY STACK BOULDER WALL DETAIL \ \ �— �� �� �Y`,,YYptltltlNIII1NY//Y/'a
TIE WALL INTO —0+50 yj� \ -�. Z-
9 __ \� STA. 2+95 \ (HEIGHT VARIES) BOULDERS PLACED 6
BRIDGE ABUTMENT � � _ � � OS
TOP WALL 594.00 _� �� P • ; g
— � � -' TIGHT AROUND CULVERT PROJECTION ` PROPOSED REINFORCED CONCRETE HEADWALL' � �— / ^ ; v , P• �a �
TW 594.50 (SEE DETAIL 2, SHEET D5)
\ _ (NCDOT STD N0. 838.33)
Q� v mac:
\ \ 1\ \ 0 �_ _ / U :� W m
INVESTIGATE IRRIGATION LINE CROSSING
6•� c° °
a ` \ \ \ 0- EXIST. STREAM, RELOCATE LINE UNDER / < y 61."1"76 -
TO
'
p r _ R _NE STREAM BED o�°;..... xX80 LF OF PROPOSED 66" RCP ��—ADJUST FLOODPLAIN SILL S ` 95 N `'0. 0,
ACCOMMODATE WALL GM ��/\L�5 ,d/Up/1A 1I111Y tlYtlAM\
C
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a REMOVE AND DISPOSE PROPOSED CHANNEL \� TW 597.18 os \ \ m @ J N
\ W EXISTING WOODEN TOE (TYP.) a \ \ �'F. _ \ �\ o Z
\ f O 61p FOOT BRIDGE \
O p J t
\ \\ O W N m W=
\ / TW 592.50 \ S� / '' \ -- o � J.-
@
\ 5 CITY OF CHARLOTTE \ PROPOSED HEADWALL
9(f APPROXIMATE LIMITS � \ \
2 o z v U
\. Q0�co
( ) — � � jam— +
C T DB 5396 PG 533 OF GRADING (TYP.) \\ \ / NCDOT STD.
NO. X838.21 i ` P. N — \ \ \ / -� 6
\\ - To S� a TP #14320101 a R
S90�
PROPOSED TOP OF —� _ 0 L1J zo
BANKFULL (TYP.) 0 \ 0 z F-
\� TERMINATE GRADING AT s
CONFLUENCE AS DIRECTED LEGEND \
IN FIELD BY ENGINEER PROPOSED CONSTRUCTED RIFFLE (DETAIL 3, SHEET D4) a ,
\ 00 h
EXISTING BRIDGE -5aZ9 U
DO NOT DISTURB s PROPOSED LOG SILL (DETAIL 1, SHEET D6) �/ / \ ��� Hlc-,l
OR USE O \
0000 PROPOSED ROCK SILL (DETAIL 2, SHEET D6) y ��� \, / \
NOTES. PROPOSED LOG CROSS VANE (DETAIL 1, SHEET D11) a y�29 � �� \ �� � _ }
\ O
1.) SEE SHEETS X1 TO X30 FOR CHANNEL CROSS SECTIONS. PROPOSED ROCK CROSS VANE (DETAIL 1, SHEET D10) REMOVE EXISTING 29 LF OF PIPE, HEADWALL, AND yoF \ X07 \ \ a
2. SEE GENERAL NOTES FOR TREE PROTECTION GRAVEL BEDDING (IF PRESENT) AND FILL EXISTING CHANNEL \ �� CE - \ PROPOSED CHANNEL
PROPOSED DOUBLE DROP ROCK CROSS VANE (DETAIL 1, SHEET D7) G \ CE CENTERLINE (TYP.) Q
REQUIREMENTS. F d
3.) SEE PLANTING PLANS FOR VEGETATION AND SEEDING PROPOSED LOG J -HOOK VANE (DETAIL 1, SHEET D9) CE\ �_. CE
REQUIREMENTS AND LIMITS. REPLACE DRIVE WITH
4.) STOCKPILE TREE TRUNKS OF REMOVED TREES WITH 12" PROPOSED ROCK J -HOOK VANE (DETAIL 1, SHEET D8) 8" ABC STONE ALONG TREE PROTECTION (TYP) 0
DIAMETER OR LARGER FOR FUTURE USE IN LOG EXISTING ALIGNMENT
STRUCTURES.43 TN _
5.) STREAM STRUCTURES ARE SHOWN IN GENERAL PROPOSED LOG STEP POOL (DETAIL 1, SHEET D5) ( ) N/F
CONFORMANCE TO SCALE AND ORIENTATION. SEE DETAILS I CITY OF CHARLOTTE (707
FOR LENGTH, SLOPE, AND ORIENTATION. 95�PROPOSED ROCK STEP POOL (DETAIL 2, SHEET D7) nR 4V�4 Pr QRR
6.) SLOPE TOP OF DRY STACK WALL PER ELEVATIONS. FILL EXISTING a 40� a,fit
7.) HORIZONTAL ALIGNMENT OF DRY STACK WALL SHALL BE CHANNEL (TYP) .a
STAKED PER GRAPHICAL REPRESENTATION FOR APPROVEDPROPOSED CHANNEL PLUG (DETAIL 3, SHEET D5) 1 SEE GENERAL NOTES
® e
BY ENGINEER PRIOR TO CONSTRUCTION. v
oO�v
REACH A M REACH B�
STA. 0+00 TO STA 2+71.33 M STA 3+52.63 TO STA 6+00
000
z
610
600
d'
O
+
O
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590
J
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580
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1. A STABILIZED ENTRANCE PAD OF #5 WASHED STONE AND RAILROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
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
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4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED
IMMEDIATELY. ANY AGGREGATE TRACKED INTO THE ROADWAY MUST BE SWEPT BACK ONSITE ON A NIGHTLY
BASIS.
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. 30.11B.
6. CDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 & 10.25) TO ACCESS THE
CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE.
100' MIN.
EXISTING GROUND
STREET
WOVEN FILTER
FABRIC
G;' W A Y
3/4" x 3/4" WOODEN
STAKE (TYP.)
m
EXTENDED SECTION C
&FT SFE „ Mq WATTLE
C S
co_
N
1 - 6" MIN.
PENETRATION
ELEVATION (TYP.)
WATTLE CHECK DAM
NOT TO SCALE
COMPACTED
SOIL
01 I_ 6' MIN
SILT FENCE DETAIL
NOT TO SCALE
STILLING BASIN OR
SEDIMENT BAG
STREAM DIVERSION
PUMPS
FLOWLINE DISCHARGE HOSES
YRNG � INTAKE HOSE
r P DEWAT
l _ /
FLOW
r INTAKE HOFLOW
SEDIMENT DIKE 1 CLEAN WATER DIKESUMP-HOLE OR POOL
(12" TO 18" DEEP 2'
DIA.)
WORK AREA
Z
SHOULD LENGTH NOT TO EXCEED
DISCHARGE ONTO A THAT WHICH CAN BE
STABILIZED BANK OR COMPLETED IN ONE DAY
DISSIPATER (MADE OF
RIP RAP, SANDBAGS, OR
OTHER APPROVED
MATERIAL)
PLAN VIEW
1. CONSTRUCT DIVERSION DIKE FLOWLINE SLOPE AS NOTED.
2. SIDE SLOPES SHALL NOT EXCEED A 2:1 SLOPE (MAX.).
DIVERSION DIKE DETAIL
NOT TO SCALE
OF FLOWLINE
NCDENR 6.22
� IMPERVIOUS SHEETING
\i BASE FLOW + 1 FOOT
WORK AREA - (2 FOOT MINIMUM)
CROSS SECTION OF SANDBAG
DIKE
COMPACTED
SOIL
SECTION A -A
2F
STEEL POST
1 -YEAR STORMFLOW
REACH A
147 cfs
12
Of
REACH C (Cl & C2)
FILTER FABRIC
SOIL STABILIZATION FABRIC
Ld U_
REACH E
53 cfs
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100' MIN.
z
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GENERAL NOTES:
FLOW ��OQ
0.
1.
WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS
TO REMAIN FOR A
W
Q
PERIOD OF MORE THAN 30 DAYS.
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2.
STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER
z
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ANGLE STEEL TYPE.
fit
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3.
TURN SILT FENCE UP SLOPE AT ENDS.
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=
ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT
FENCE WHEN
- - - - -
- - - -
- -
w
GRADING IS ADJACENT TO SWIM BUFFERS, STREAMS OR
WETLANDS (REFER
C
TO SWIM BUFFER GUIDELINES). THE COLOR ORANGE IS
RESERVED FOR
Q
VISUAL IDENTIFICATION OF ENVIRONMENTALLY SENSITIVE
AREAS.
TEMPORARY
GRAVEL CONSTRUCTION
5.
DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE
PER 100 FT OF
ENTRANCE
EXIT DETAIL
K7
FENCE.
o
oN
6.
SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN
TABLE 6.62A NORTH
NOT TO SCALE
CLDS 30.1 1 A -
CAROLINA EROSION AND SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL.
0o
7.
DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES,
WATERWAYS
SPACE
CHECK DAMS THE DISTANCE
OR OTHER AREAS OF CONCENTRATED FLOW.
APART WHERE P❑IN❑T TO SCALE "A" AND
"B"
r�l
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ARE THE SAME ELEVATI❑N
w
A
3/4" x 3/4" WOODEN
STAKE (TYP.)
m
EXTENDED SECTION C
&FT SFE „ Mq WATTLE
C S
co_
N
1 - 6" MIN.
PENETRATION
ELEVATION (TYP.)
WATTLE CHECK DAM
NOT TO SCALE
COMPACTED
SOIL
01 I_ 6' MIN
SILT FENCE DETAIL
NOT TO SCALE
STILLING BASIN OR
SEDIMENT BAG
STREAM DIVERSION
PUMPS
FLOWLINE DISCHARGE HOSES
YRNG � INTAKE HOSE
r P DEWAT
l _ /
FLOW
r INTAKE HOFLOW
SEDIMENT DIKE 1 CLEAN WATER DIKESUMP-HOLE OR POOL
(12" TO 18" DEEP 2'
DIA.)
WORK AREA
Z
SHOULD LENGTH NOT TO EXCEED
DISCHARGE ONTO A THAT WHICH CAN BE
STABILIZED BANK OR COMPLETED IN ONE DAY
DISSIPATER (MADE OF
RIP RAP, SANDBAGS, OR
OTHER APPROVED
MATERIAL)
PLAN VIEW
1. CONSTRUCT DIVERSION DIKE FLOWLINE SLOPE AS NOTED.
2. SIDE SLOPES SHALL NOT EXCEED A 2:1 SLOPE (MAX.).
DIVERSION DIKE DETAIL
NOT TO SCALE
OF FLOWLINE
NCDENR 6.22
� IMPERVIOUS SHEETING
\i BASE FLOW + 1 FOOT
WORK AREA - (2 FOOT MINIMUM)
CROSS SECTION OF SANDBAG
DIKE
COMPACTED
SOIL
SECTION A -A
2F
STEEL POST
CZ , =III -III -III -
L
00 4' MIN.
MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH
RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.
ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE
PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND
THE BARRIER STILL IS NECESSARY, THE FABRIC SHALL BE
REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS
REACH APPROX. HALF THE HEIGHT OF THE BARRIER. ANY
SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO
THE EXISTING GRADE, PREPARED AND SEEDED.
CLDS 30.06A
GENERAL NOTES:
1. THE CONTRACTOR IS TO PROTECT THE WORK AREA FROM STREAM
FLOWS RESULTING FROM ALL STORMS UP TO AND INCLUDING THE
1 -YEAR EVENT. FLOW RATES ARE PROVIDED BELOW:
2
3
Q
5.
6
7
i
9
REACH
1 -YEAR STORMFLOW
REACH A
147 cfs
12
Of
REACH C (Cl & C2)
FILTER FABRIC
REACH D
Ld U_
REACH E
53 cfs
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FLOW ��OQ
0.
CZ , =III -III -III -
L
00 4' MIN.
MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH
RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.
ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE
PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND
THE BARRIER STILL IS NECESSARY, THE FABRIC SHALL BE
REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS
REACH APPROX. HALF THE HEIGHT OF THE BARRIER. ANY
SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO
THE EXISTING GRADE, PREPARED AND SEEDED.
CLDS 30.06A
GENERAL NOTES:
1. THE CONTRACTOR IS TO PROTECT THE WORK AREA FROM STREAM
FLOWS RESULTING FROM ALL STORMS UP TO AND INCLUDING THE
1 -YEAR EVENT. FLOW RATES ARE PROVIDED BELOW:
2
3
Q
5.
6
7
i
9
REACH
1 -YEAR STORMFLOW
REACH A
147 cfs
REACH B
143 cfs
REACH C (Cl & C2)
138 cfs
REACH D
45 cfs
REACH E
53 cfs
INSTALL PUMP AND TEMPORARY FLEXIBLE HOSE AT THE UPSTREAM
END OF CONSTRUCTION AREA.
INSTALL STILLING BASIN OR EQUIP FLEXIBLE HOSE WITH THE
SEDIMENT BAG IF NEEDED. STABILIZE PIPE OUTLET TO PROTECT BANK
AGAINST SCOUR AND EROSION.
PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING FOR THE
STREAM DIVERSION. CONTRACTOR HAS THE OPTION OF USING
INFLATABLE CHECK DAMS IN LIEU OF SANDBAGS.
PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS.
DEWATER THE WORK AREA INTO THE STILLING BASIN OR EQUIP HOSE
WITH THE SEDIMENT BAG. DEWATERED AREA SHALL EQUAL TO ONE
DAY'S WORK.
PERFORM STREAM RESTORATION WORK ACCORDING TO PLANS.
REMOVE ANY ACCUMULATED SILT BEFORE REMOVAL OF IMPERVIOUS
DIKES. REMOVE ALL EQUIPMENT INCLUDING DIKES. (DOWNSTREAM
IMPERVIOUS DIKE FIRST).
ALL GRADING AND STABILIZATION MUST BE COMPLETED IN ONE DAY
WITHIN THE PUMP -AROUND AREA (WITHIN THE IMPERVIOUS DIKES).
IMPERVIOUS DIKES ARE TO BE REMOVED AT END OF DAY. THE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE LOCATION OF
THE IMPERVIOUS DIKES PLACEMENT FOR EACH DAY'S WORK.
REMOVE STILLING BASIN(S) IF APPLICABLE. STABILIZE DISTURBED AREA
WITH SEED AND MULCH, AS SOON AS PRACTICAL.
PUMP AROUND DETAIL
NOT TO SCALE
F10'11_
NOTES r� 5 MIN.
1. CONSTRUCT TEMPORARY DIVERSION CHANNELS AT A 1.0% SLOPE TOWARD OUTLET,
UNLESS NOTED OTHERWISE.
2. SIDE SLOPES SHALL NOT EXCEED A 5:1 (H:V) SLOPE IN AREAS WHERE VEHICLES
MUST CROSS, 2:1 SLOPE (MAX.) IN ALL OTHER AREAS.
TEMPORARY DIVERSION DITCH DETAIL
NOT TO SCALE
NCDENR 6.
STREAM
NOTES:
1. REMOVE THE STRUCTURE WHEN NO LONGER NEEDED.
(NOT TO EXCEED 1 YEAR).
2. AS A MINIMUM, DESIGN THE STRUCTURE TO PASS 2 YEAR
PEAK FLOW WITHOUT OVERTOPPING.
3. ENSURE THAT DESIGN FLOW VELOCITY AT THE OUTLET
OF THE CROSSING STRUCTURE IS NON-EROSIVE FOR THE
RECEIVING STREAM CHANNEL.
4. ADDITIONAL MEASURES MAY BE REQUIRED PER THE ENGINEER
BASED ON SPECIFIC SITE CONDITIONS.
6" WASHED STONE
I WITH TYPE 2
= ABRIC.
TOP BANK o00 00
0_0_0_0_0_0_0_0_0_0
3PECTOR.
TEMPORARY STREAM CROSSING
NOT TO SCALE
CLDS 30.14
1/2 PIPE IA. OR 12"
WHICHEVER IS GREATER.
CLASS 1
RIP RAP
I- ENGINEER TO SIZE PIPE (SEE NOTE 2)
PROVIDE PIPE SIZE, INVERTS, SLOPE AND MATERIAL
FOR EACH CROSSING.
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A

TYPE 2 GEOTEXI
1.5' MIN. If
PLANS
SECTION B -B
NO. 5 OR NO. 57 SEDIMENT
CONTROL STONE. 6" THICK f 2'-0" CLASS A OR B
LAYER ON UPSTREAM FACE EROSION CONTROL
OF CHECK DAM STONE
3'-0" 2
1 24" MAX.
EXCAVATE FOR STORAGE (AT CENTER)
EXCEPT IF PLACED IN
STREAM 1♦
_ 6
SECTION C—C
CHECK DAM D ETAI L 1
NOT TO SCALE -
RIP RAP APPROACH TOE OF BANK, TYPICAL
(SEE NOTE 5)TIMBER MAT CROSSING TIMBER MAT APPROACH
TOP OF BANK, TYPICAL (SEE NOTE 1) (SEE NOTE 1)
CLASS B RIP RAP--\
LL
C
LL
L<
L
U
a
TIMBER M
PE
(
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
- - --- -- -----------_- --- -- -- SPECIFICATION
/--TIMBER MAT INSTALLED
PARALLEL (SEE NOTE 4)
APPROXIMATE BASE FLOW
WATER SURFACE (SEE NOTE 2)
CARRIAGE BOLT,
TYPICAL —
CLASS B RIP RAP--\
z
N
FILTER FABRIC
—
PLAN VIEW
a 0 0 l0
TOE OF BANK,
TYPICAL
3' MIN. VARIES
',ARRIAGE BOLT
TIMBER MAT,
TYPICAL
TIMBER MAT INSTALLED PERPENDICULAR (SEE NOTE 4)
TOP OF BANK,
TYPICAL
TIMBER MAT INSTALLED
Z7PARALLEL (SEE NOTE 4)
3' MIN.
CROSS SECTION
TREE PROTECTION DETAIL
NOT TO SCALE CLD STD. 40.02
NOTES:
1. TIMBER MATS SHALL BE USED FOR TEMPORARY CONSTRUCTION ACCESS TO
TRAVERSE WET AND/OR MUDDY AREAS ADJACENT TO THE STREAM AND TO
CROSS THE STREAM AND OTHER CONCENTRATED FLOW AREAS. THE DETAIL
SHALL BE "FLIPPED" DEPENDING ON WHICH APPROACH TO THE CHANNEL IS
WET AND/OR MUDDY. IF BOTH APPROACHES ARE WET AND/OR MUDDY THE
TIMBER MAT APPROACH SHALL BE USED ON BOTH SIDES.
2. THE STREAM CROSSING SHALL BE INSTALLED WHEN FLOW IS LOW. THERE
SHALL BE MINIMAL TO NO DISTURBANCE OF THE CHANNEL BED AND BANKS
AS A RESULT OF INSTALLING THE APPROACHES OR CROSSING.
3. THE LENGTH OF TIMBER MAT REQUIRED TO CROSS THE STREAM OR
CONCENTRATED FLOW AREAS SHALL BE SUCH THAT THE TIMBER MAT EXTENDS
PAST THE TOP OF BANK ON EACH SIDE OF THE CROSSING A SUFFICIENT
DISTANCE TO SUPPORT THE MAXIMUM EQUIPMENT SIZE USING THE CROSSING.
OTHER TIMBER MAT DIMENSIONS AND SPECIFICATIONS (INDIVIDUAL TIMBER SIZE,
BOLT SPACING, ETC.) SHALL BE PER THE MANUFACTURERS SPECIFICATIONS
WITH RESPECT TO THE MAXIMUM EQUIPMENT SIZE USING THE CROSSING.
4. STREAM CROSSINGS SHALL BE INSTALLED WITH THE TIMBER MAT LENGTHS
ORIENTED PERPENDICULAR TO THE TOPS OF THE STREAM BANKS. TIMBER
MAT STREAM APPROACHES SHALL BE INSTALLED WITH THE TIMBER MAT
LENGTHS ORIENTED PARALLEL TO THE TOPS OF THE STREAM BANKS.
5. STREAM CROSSING APPROACHES FROM DRY AREAS SHALL BE CONSTRUCTED
USING CLASS B RIP RAP PLACED OVER FILTER FABRIC.
6. ALL TIMBER MATS, FILTER FABRIC, AND RIP RAP SHALL BE COMPLETELY
REMOVED FROM THE SITE WHEN THE CROSSING IS REMOVED.
TIMBER MAT TEMPORARY ACCESS
8c STREAM CROSSING
NOT TO SCALE
NOTES:
THIS TREE BUMPER DETAIL SHALL BE USED WHEN * SPACING AS NEEDED
WORKING WITHIN 10' OF AN EXISTING TREE TO BE TO SUPPORT WIRE
WITHOUT CUTTING TREE
PROTECTED. BARK
2. ALL TREES SHALL BE SAVED UNLESS NOTED
OTHERWISE ON THE PLANS OR DIRECTED BY THE 6" TYP
ENGINEER.
SCRAP 2" X 4" LUMBER
MAY BE USED TO SUPPORT
WIRE ON BACK SIDE OF TREE
3 LUMBER, WIRE AND SANDBAGS MAY BE REUSED PLAN VIEW
FOR OTHER TREES.
4 THE INTENT OF THIS DETAIL IS TO PROTECT EXISTING 6" TYP.
TREES FROM DAMAGE DURING CONSTRUCTION ESPECIALLY
FROM BACKHOE ARM SWING. AN ALTERNATE APPROACH MAY
BE USED IF APPROVED IN WRITING BY THE ENGINEER AFTER
CONSULTATION WITH THE TOWN ARBORIST OR HIS DULY
AUTHORIZED REPRESENTATIVE.
2" X 4" X 6'
LUMBER, (TYP.)
TEMPORARY TREE ELEVATION VIEW
PROTECTION DETAIL
3
NOT TO SCALE CLD STD. 40.12 -
r\ilrTlnln `ES AND/OR SHRUBS
INE (SEE NOTE 5)
kRK MULCH, PLACE
MULCH AT AREAS
'ROTECTED BY
ER TOP OF BANK
INSTALLED LIVE STAM
(SEE DETAIL, TF
SHEE
TOE OF B/
YYnILI\ LLVLL
PLAN VIEW
CROSS-SECTION
TOP OF BANK
OE OF BANK
>TAKE, SHOWN
LEAF AND
DEVELOPMENT
APPROXIMATE
BASE FLOW
WATER LEVEL
SQUARE CUT TC`^
BUDS FACING
UPWARDS
DIMENSIONS
FLOW
i
VALUES
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
- - --- -- -----------_- --- -- -- SPECIFICATION
/--TIMBER MAT INSTALLED
PARALLEL (SEE NOTE 4)
APPROXIMATE BASE FLOW
WATER SURFACE (SEE NOTE 2)
CARRIAGE BOLT,
TYPICAL —
CLASS B RIP RAP--\
z
N
FILTER FABRIC
—
PLAN VIEW
a 0 0 l0
TOE OF BANK,
TYPICAL
3' MIN. VARIES
',ARRIAGE BOLT
TIMBER MAT,
TYPICAL
TIMBER MAT INSTALLED PERPENDICULAR (SEE NOTE 4)
TOP OF BANK,
TYPICAL
TIMBER MAT INSTALLED
Z7PARALLEL (SEE NOTE 4)
3' MIN.
CROSS SECTION
TREE PROTECTION DETAIL
NOT TO SCALE CLD STD. 40.02
NOTES:
1. TIMBER MATS SHALL BE USED FOR TEMPORARY CONSTRUCTION ACCESS TO
TRAVERSE WET AND/OR MUDDY AREAS ADJACENT TO THE STREAM AND TO
CROSS THE STREAM AND OTHER CONCENTRATED FLOW AREAS. THE DETAIL
SHALL BE "FLIPPED" DEPENDING ON WHICH APPROACH TO THE CHANNEL IS
WET AND/OR MUDDY. IF BOTH APPROACHES ARE WET AND/OR MUDDY THE
TIMBER MAT APPROACH SHALL BE USED ON BOTH SIDES.
2. THE STREAM CROSSING SHALL BE INSTALLED WHEN FLOW IS LOW. THERE
SHALL BE MINIMAL TO NO DISTURBANCE OF THE CHANNEL BED AND BANKS
AS A RESULT OF INSTALLING THE APPROACHES OR CROSSING.
3. THE LENGTH OF TIMBER MAT REQUIRED TO CROSS THE STREAM OR
CONCENTRATED FLOW AREAS SHALL BE SUCH THAT THE TIMBER MAT EXTENDS
PAST THE TOP OF BANK ON EACH SIDE OF THE CROSSING A SUFFICIENT
DISTANCE TO SUPPORT THE MAXIMUM EQUIPMENT SIZE USING THE CROSSING.
OTHER TIMBER MAT DIMENSIONS AND SPECIFICATIONS (INDIVIDUAL TIMBER SIZE,
BOLT SPACING, ETC.) SHALL BE PER THE MANUFACTURERS SPECIFICATIONS
WITH RESPECT TO THE MAXIMUM EQUIPMENT SIZE USING THE CROSSING.
4. STREAM CROSSINGS SHALL BE INSTALLED WITH THE TIMBER MAT LENGTHS
ORIENTED PERPENDICULAR TO THE TOPS OF THE STREAM BANKS. TIMBER
MAT STREAM APPROACHES SHALL BE INSTALLED WITH THE TIMBER MAT
LENGTHS ORIENTED PARALLEL TO THE TOPS OF THE STREAM BANKS.
5. STREAM CROSSING APPROACHES FROM DRY AREAS SHALL BE CONSTRUCTED
USING CLASS B RIP RAP PLACED OVER FILTER FABRIC.
6. ALL TIMBER MATS, FILTER FABRIC, AND RIP RAP SHALL BE COMPLETELY
REMOVED FROM THE SITE WHEN THE CROSSING IS REMOVED.
TIMBER MAT TEMPORARY ACCESS
8c STREAM CROSSING
NOT TO SCALE
NOTES:
THIS TREE BUMPER DETAIL SHALL BE USED WHEN * SPACING AS NEEDED
WORKING WITHIN 10' OF AN EXISTING TREE TO BE TO SUPPORT WIRE
WITHOUT CUTTING TREE
PROTECTED. BARK
2. ALL TREES SHALL BE SAVED UNLESS NOTED
OTHERWISE ON THE PLANS OR DIRECTED BY THE 6" TYP
ENGINEER.
SCRAP 2" X 4" LUMBER
MAY BE USED TO SUPPORT
WIRE ON BACK SIDE OF TREE
3 LUMBER, WIRE AND SANDBAGS MAY BE REUSED PLAN VIEW
FOR OTHER TREES.
4 THE INTENT OF THIS DETAIL IS TO PROTECT EXISTING 6" TYP.
TREES FROM DAMAGE DURING CONSTRUCTION ESPECIALLY
FROM BACKHOE ARM SWING. AN ALTERNATE APPROACH MAY
BE USED IF APPROVED IN WRITING BY THE ENGINEER AFTER
CONSULTATION WITH THE TOWN ARBORIST OR HIS DULY
AUTHORIZED REPRESENTATIVE.
2" X 4" X 6'
LUMBER, (TYP.)
TEMPORARY TREE ELEVATION VIEW
PROTECTION DETAIL
3
NOT TO SCALE CLD STD. 40.12 -
r\ilrTlnln `ES AND/OR SHRUBS
INE (SEE NOTE 5)
kRK MULCH, PLACE
MULCH AT AREAS
'ROTECTED BY
ER TOP OF BANK
INSTALLED LIVE STAM
(SEE DETAIL, TF
SHEE
TOE OF B/
YYnILI\ LLVLL
PLAN VIEW
CROSS-SECTION
TOP OF BANK
OE OF BANK
>TAKE, SHOWN
LEAF AND
DEVELOPMENT
APPROXIMATE
BASE FLOW
WATER LEVEL
SQUARE CUT TC`^
BUDS FACING
UPWARDS
ANGLE CL
45 DEGREE
Ln
x
LIVE STAKE D ETAI L
STEEL WIRE TO TIE
LUMBER TO TREE
USE, A COMBINATION OF EXTENDED
2X4s AND SAND BAGS TO
SANDEBAGSH0 BUTREESS
ROOTS, (TYP.)
EROSION CONTROL MATTING,
(SEE DETAIL 1, SHEET D4)
INSTALLED LIVE STAKE DETAIL
NOTES:
DIMENSIONS
VARIABLE
VALUES
TYPICALUNITS
DESCRIPTION
X1
2
IN.
LIVE STAKE PLACEMENT FROM TOP OF BANK
X2
2
FT,
LIVE STAKE SPACING
X3
0
IN.
LIVE STAKE RELATIONSHIP TO APPROXIAMTE BASE FLOW WATER LEVEL
X4
2
IN.
LIVE STAKE PLACEMENT FROM TOE OF BANK
X5
18" TO 30"
IN.
LIVES TAKELENGTH (MAXIMUM AND MINIMUM, IFAPPLICABLE)
X6
15" TO 25"
IN.
DEPTH OF LIVE STAKE INTO GROUND
X7
10.5 TO 1.25
IN.
LIVE STAKE DIAMETER (MAXIMUM AND MINIMUM, IF APPLICABLE)
ANGLE CL
45 DEGREE
Ln
x
LIVE STAKE D ETAI L
STEEL WIRE TO TIE
LUMBER TO TREE
USE, A COMBINATION OF EXTENDED
2X4s AND SAND BAGS TO
SANDEBAGSH0 BUTREESS
ROOTS, (TYP.)
EROSION CONTROL MATTING,
(SEE DETAIL 1, SHEET D4)
INSTALLED LIVE STAKE DETAIL
NOTES:
1.
LIVE
STAKES SHALL BE INSTALLED ON FINISHED STREAM BANKS. "FINISHED" REFERS TO THE FOLLOWING:
A.
GRADED
:Q:4 J�`�'�9:
v
= C)
B.
PREPARED (ROTO -TILLED, RAKED, AND AMENDED), AS NECESSARY
YY\\\p\a
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E
z
C.
SEEDED,
S o z v U
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0
D.
MULCHED, AND
E.
COVERED WITH EROSION CONTROL MATTING.
2.
LIVE
STAKES SHALL BE OF THE SIZE AS SHOWN ON PLANS AND PLACED IN ACCORDANCE WITH THE PATTERN AND SPACING DESIGNATED.
3.
LIVE
STAKES SHALL BE FASHIONED FROM DORMANT CUTTINGS OF WOODY PLANT SPECIES (TREES AND SHRUBS) SPECIFIED ON THE PLANS AND SHOWN IN
THIS DETAILED IN
A
TABLE OR ELSEWHERE IN THE PLANS (E.G. -A PLANTING PLAN).
4.
LIVE
STAKE SPACING AND PLACEMENT MAY VARY, AS DIRECTED BY THE ENGINEER, AT DIFFERENT LOCATIONS ALONG THE STREAM, SUCH AS ON STREAM BANKS THROUGH
RIFFLE
SECTIONS OR ON STREAM BANKS ALONG THE OUTSIDE OF MEANDER BENDS.
5.
LIVE
STAKES SHALL NOT BE PLACED WITHIN THE DRIP LINE OF ANY EXISTING TREES AND/OR SHRUBS THAT REMAIN ON THE BANKS.
6.
DETAILED HANDLING, PREPARATION, AND INSTALLATION GUIDELINES FOR LIVE STAKES ARE PROVIDED IN THE PROJECT SPECIFICATIONS, INCLUDING:
A.
LIVE STAKES SHALL BE CUT AND INSTALLED ON THE SAME DAY OR STORED IN A REFRIGERATED AREA AND KEPT MOIST FOR NO MORE THAN TWO
WEEKS.
B.
ALL LATERAL BRANCHES SHALL BE CAREFULLY REMOVED FROM THE WOODY CUTTINGS PRIOR TO INSTALLATION.
fit
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C.
LIVE STAKES SHALL BE DRIVEN INTO THE GROUND USING A "DEAD BLOW" PLASTIC HAMMER, BY CREATING A PILOT HOLE AND SLIPPING THE STAKE
INTO IT, OR WITH
THE USE OF A HYDRAULIC INJECTION SYSTEM. SOIL SHALL BE FIRMLY PACKED AROUND THE HOLE AFTER INSTALLATION.
D.
LIVE STAKES SHALL BE TAMPED IN AT A RIGHT ANGLE TO THE GROUND WITH BETWEEN 70%- 80% OF THE STAKE INSTALLED BELOW THE GROUND
SURFACE.
E. BETWEEN 20%-30% AND TWO BUDS (OR PRUNED, LATERAL BRANCH LOCATIONS) ON THE LIVE STAKE SHALL BE ABOVE THE GROUND SURFACE.
F. SPLIT OR OTHERWISE DAMAGED LIVE STAKES SHALL NOT BE USED.
7. THE PLAN VIEW ILLUSTRATES A PERPENDICULAR PERSPECTIVE OF EACH SURFACE DEPICTED IN THE CROSS SECTION. THERE IS NO FORESHORTENING OF THE STREAM BANK
(OR ANY OTHER SLOPED SURFACE) IN THE PLAN VIEW.
LIVE STAKING
NOT TO SCALE
W
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MAINTAIN EXISTING
DRAINAGE REINSTALL EXISTING SOIL,
SEED AND MULCH
MATERIAL TO BE REMOVED
8"
4 12' 24'24 MATTING STAKE (SEE DETAIL 1, SHEET D4)
'-'` EXISTING CHANNEL BANK
FILL (ONLYPACTED FILL
CIRCUMSTANCES EXISTS)
MAINTAIN EXIT
DRAINAGE
GRADE AND STABILIZE BANKS
NOT TO SCALE
COMPACTED FILL ONLY IF FILL
CIRCUMSTANCES EXISTS)
VARIES
WOVEN COIR FIBER MAT
TYPE 4 WITH LIVE STAKING ;; BASE FLOW
(SEE DETAIL 1, SHEET D4) WATER LEVEL
NOTE:
1. GRADE AND STABILIZE DETAILS ARE ONLY
INTENDED FOR CHANNEL CONSTRUCTION ON
THE MAIN CHANNEL.
GRADE AND STABILIZE BANKS WITH
LIVE STAKING
NOT TO SCALE
TOE OF BANK
PROPOSED TOP OF BANK
X3 X2 X1 I X8 MATTING STAKE
X4 X5X6X6X DEAD STOUT STAKE
• / I TYPICAL (SEE DETAIL)
0 0 0
, 0 000
0 oX
0 o
O O O
O O
0 0
r o 0
STREAM BANK TOE
PROTECTION, BOULDER
TOE PROTECTION
SHOWN (SEE NOTE 2) X10
LIVE CUTTINGS, TYPICAL—
(SEE
YPICAL (SEE NOTE 3)
PLAN VIEW
- N
X
TOP OF ANCHOR
(SEE DETAIL)
r7
X
EXISTING TOP OF BANK
UNTREATED
2" X 4" (NOMINAL)
BOARD
4"
EXISTING TOP
X OF BANK
BACKFILL
(SEE NOTE 5)_z
DEAD STOUT STAKE
(SEE DETAIL, THIS SHEET)
0" – 1/2$)
DEAD STOUT STAKE DETAIL
PROPOSED TOP
OF BANK
LIVE CUTTINGS,
TYPICAL (SEE NOTE 3)
MATTING WRAPPED LIFT
(SEE DETAIL)
APPROXIMATE o
BASE FLOW X
WATER SURFACE—,
TOE OF BANK--/
X14 X15 EROSION CONTROL
VT MATTING
X
TRENCH BACKFILL
TOP OF BANK FABRIC ANCHOR DETAIL
m
EXISTING TOP
OF BANK
—TOP OF BANK
(SEE DETAIL)
BACK FILL
(SEE NOTE 5)
MATTING ANCHOR
EROSION CONTROL MATTING,
TYPICAL (SEE NOTE 4)
X7
STREAM BANK TOE PROTECTION,
RIP RAP TOE PROTECTION (CLASS A RIP RAP)
CROSS—SECTION (SEE NOTE 2)
k0
_)(9
LIVE CUTTINGS
17
(SEE NOTE 3)
BACKFILL (SEE NOTE 5)
APPROXIMATE BASE STREAM BANK TOE PROTECTION,
FLOW WATER SURFACE RIPRAP SHOWN (SEE NOTE 2)
EROSION CONTROL MATTING,
TYPICAL (SEE NOTE 4)
MATTING WRAPPED LIFT DETAIL
1. WRAPPED EARTH SHALL CONSIST OF LIVE CUTTINGS PLACED BETWEEN SOIL LIFTS WRAPPED WITH EROSION CONTROL MATTING.
2. WRAPPED EARTH MAY BE INSTALLED OVER A STREAM BANK TOE PROTECTION MEASURE WITH STAKING AS DIRECTED BY INSPECTOR, TO SECURE PERIMETER
OF GEOGRID.
3. THE LIVE CUTTINGS USED IN THE WRAPPED EARTH SHALL BE AS SHOWN IN THIS DETAIL AND IN SPECIFICATIONS AND REFERENCED HEREIN. ADDITIONAL
INFORMATION ABOUT LIVE CUTTINGS INCLUDING HARVESTING AND HANDLING INFORMATION IS INCLUDED IN THE SPECIFICATIONS.
4. EROSION CONTROL MATTING SHALL BE COIR FIBER MAT TYPE 4. IT SHALL BE USED TO WRAP THE SOIL LIFTS AND ALSO BE PLACED FLAT AND STAKED
AGAINST ALL OTHER PREPARED (GRADED, TILLED, SMOOTHED; ETC.) AND SEEDED AND MULCHED SLOPES. ADDITIONAL INFORMATION REGARDING EROSION
CONTROL MATTING, SLOPE PREPARATION, AND SEEDING/MULCHING IS INCLUDED ON THE PLANS AND SPECIFICATIONS.
5. THE SOIL PLACED BELOW, WITHIN, AND ABOVE THE LIFTS SHALL BE FROM ON–SITE SOILS MEETING REQUIREMENTS DETAILED IN THE GENERAL NOTES,
UNDER CHANNEL RESTORATION. INSTALLATION OF WRAPPED EARTH SHALL PROGRESS GENERALLY AS FOLLOWS:
A. TOE PROTECTION SHALL BE INSTALLED AS SPECIFIED ON PLANS.
B. PLACE LAYER OF EROSION CONTROL MATTING OVER TOE PROTECTION. MATTING SHALL EXTEND OVER THE TOE PROTECTION TO THE FACE OF THE
EXISTING SLOPE. A SUFFICIENT AMOUNT OF MATTING SHOULD REMAIN TO WRAP THE FACE OF THE SOIL LIFT AND EXTEND BACK ON TOP OF THE LIFT
FOR THE FULL WIDTH OF THE LIFT.
C. PLACE FIRST LIFT OF SOIL OVER THE MATTING. THIS LIFT SHALL BE THE SPECIFIED LIFT HEIGHT AT THE "BACK" OF THE LIFT (WHERE IT MEETS THE
EXISTING SLOPE FACE). THE LIFT SHALL SLOPE UPWARD TOWARD THE PROPOSED SLOPE FACE TO ACHIEVE THE SPECIFIED SLOPE OF THE PROPOSED
STREAM BANK FACE.
D. COMPACT SOIL LIFTS AS INDICATED IN CONTRACT SPECIFICATIONS.
E. WRAP COMPACTED SOIL LIFT WITH THE REMAINING EROSION CONTROL MATTING.
F. PLACE LAYER OF LIVE CUTTINGS ON TOP OF THE LIFT AT THE SPECIFIED SPACING. THE BASAL ENDS OF THE LIVE CUTTINGS SHALL CONTACT THE
FACE OF THE EXISTING SLOPE AND SHALL PROJECT NO MORE THAN 6 INCHES FROM THE PROPOSED SLOPE FACE.
G. CONSTRUCT REMAINING LIFTS IN SIMILAR FASHION AT THE SPECIFIED HEIGHT(S).
H. A MINIMUM OF 2 LIFTS SHALL BE CONSTRUCTED AT EVERY LOCATION. LIFTS SHALL NOT BE LESS THAN 12 INCHES IN HEIGHT UNLESS SMALLER LIFTS
ARE REQUIRED TO MEET BANKFULL DEPTH.
I. THE FACE OF THE COMPLETED WRAPPED EARTH SHALL MATCH THE PROPOSED BANK SLOPE.
6. THE PLAN VIEW ILLUSTRATES A PERPENDICULAR PERSPECTIVE OF EACH SURFACE DEPICTED IN THE CROSS SECTION. THERE IS NO FORESHORTENING OF THE
STREAM BANK (OR ANY OTHER SLOPED SURFACE) IN THE PLAN VIEW.
WRAPPED EARTH
NOT TO SCALE
W
DIMENSIONS
VARIABLE
VALUES
TYPICAL UNITS
DESCRIPTION
X1
1' MAX.
FT.
VEGETATED GEOGRID HEIGHT FROM TOP OF BANK
X2
VARIES
FT.
VEGETATED GEOGRID HEIGHT
X3
6
IN.
TOE PROTECTION HEIGHT
X4
0
FT.
VEGETATED GEOGRID RELATIONSHIP TO APPROXIMATE BASE FLOW WATER LEVEL
X5
1
FT.
FIRSTSOIL LIFT FACE HEIGHT
X6
1
FT.
SOIL LIFT FACE HEIGHT (SEE NOTE 5H)
X7
6
FT.
BASE WIDTH OF STREAM BANK/SLOPE REPAIR
X8
2' MIN.
FT.
TOP WIDTH OF STREAM BANK/SLOPE REPAIR
X9
6
FT.
WIDTH OF LIFTS (MIN. AND MAX. IF APPLICABLE)
X10
48" MIN
IN.
LIVE CUTTING LENGTH
X11
0.25 TO 0.5
IN.
LIVE CUTTING DIAMETER (MIN. AND MAX.)
X12
1
FT.
DEAD STOUT STAKE SPACI NG - TOP OF ANCHOR
X13
3
FT.
MATTING STAKE SPACING
X14
2
FT.
TOP OF BANK ANCHOR TRENCH SETBACK FROM TOP OF BANK
X15
8
IN.
TOP OF BAN K ANCHOR TRENCH WIDTH
X16
8
IN.
TOP OF BANK ANCHOR TRENCH DEPTH
X17
24
IN.
DEAD STOUT STAKE LENGTH
X18
2.5
IN.
LIVE CUTTING SPACING
X19
1.5 MIN
NONE
BANK SLOPE (HORIZONTAL COMPONENT)
X20
VARIES
FT.
SLOPE/BANK HEIGHT
UNTREATED
2" X 4" (NOMINAL)
BOARD
4"
EXISTING TOP
X OF BANK
BACKFILL
(SEE NOTE 5)_z
DEAD STOUT STAKE
(SEE DETAIL, THIS SHEET)
0" – 1/2$)
DEAD STOUT STAKE DETAIL
PROPOSED TOP
OF BANK
LIVE CUTTINGS,
TYPICAL (SEE NOTE 3)
MATTING WRAPPED LIFT
(SEE DETAIL)
APPROXIMATE o
BASE FLOW X
WATER SURFACE—,
TOE OF BANK--/
X14 X15 EROSION CONTROL
VT MATTING
X
TRENCH BACKFILL
TOP OF BANK FABRIC ANCHOR DETAIL
m
EXISTING TOP
OF BANK
—TOP OF BANK
(SEE DETAIL)
BACK FILL
(SEE NOTE 5)
MATTING ANCHOR
EROSION CONTROL MATTING,
TYPICAL (SEE NOTE 4)
X7
STREAM BANK TOE PROTECTION,
RIP RAP TOE PROTECTION (CLASS A RIP RAP)
CROSS—SECTION (SEE NOTE 2)
k0
_)(9
LIVE CUTTINGS
17
(SEE NOTE 3)
BACKFILL (SEE NOTE 5)
APPROXIMATE BASE STREAM BANK TOE PROTECTION,
FLOW WATER SURFACE RIPRAP SHOWN (SEE NOTE 2)
EROSION CONTROL MATTING,
TYPICAL (SEE NOTE 4)
MATTING WRAPPED LIFT DETAIL
1. WRAPPED EARTH SHALL CONSIST OF LIVE CUTTINGS PLACED BETWEEN SOIL LIFTS WRAPPED WITH EROSION CONTROL MATTING.
2. WRAPPED EARTH MAY BE INSTALLED OVER A STREAM BANK TOE PROTECTION MEASURE WITH STAKING AS DIRECTED BY INSPECTOR, TO SECURE PERIMETER
OF GEOGRID.
3. THE LIVE CUTTINGS USED IN THE WRAPPED EARTH SHALL BE AS SHOWN IN THIS DETAIL AND IN SPECIFICATIONS AND REFERENCED HEREIN. ADDITIONAL
INFORMATION ABOUT LIVE CUTTINGS INCLUDING HARVESTING AND HANDLING INFORMATION IS INCLUDED IN THE SPECIFICATIONS.
4. EROSION CONTROL MATTING SHALL BE COIR FIBER MAT TYPE 4. IT SHALL BE USED TO WRAP THE SOIL LIFTS AND ALSO BE PLACED FLAT AND STAKED
AGAINST ALL OTHER PREPARED (GRADED, TILLED, SMOOTHED; ETC.) AND SEEDED AND MULCHED SLOPES. ADDITIONAL INFORMATION REGARDING EROSION
CONTROL MATTING, SLOPE PREPARATION, AND SEEDING/MULCHING IS INCLUDED ON THE PLANS AND SPECIFICATIONS.
5. THE SOIL PLACED BELOW, WITHIN, AND ABOVE THE LIFTS SHALL BE FROM ON–SITE SOILS MEETING REQUIREMENTS DETAILED IN THE GENERAL NOTES,
UNDER CHANNEL RESTORATION. INSTALLATION OF WRAPPED EARTH SHALL PROGRESS GENERALLY AS FOLLOWS:
A. TOE PROTECTION SHALL BE INSTALLED AS SPECIFIED ON PLANS.
B. PLACE LAYER OF EROSION CONTROL MATTING OVER TOE PROTECTION. MATTING SHALL EXTEND OVER THE TOE PROTECTION TO THE FACE OF THE
EXISTING SLOPE. A SUFFICIENT AMOUNT OF MATTING SHOULD REMAIN TO WRAP THE FACE OF THE SOIL LIFT AND EXTEND BACK ON TOP OF THE LIFT
FOR THE FULL WIDTH OF THE LIFT.
C. PLACE FIRST LIFT OF SOIL OVER THE MATTING. THIS LIFT SHALL BE THE SPECIFIED LIFT HEIGHT AT THE "BACK" OF THE LIFT (WHERE IT MEETS THE
EXISTING SLOPE FACE). THE LIFT SHALL SLOPE UPWARD TOWARD THE PROPOSED SLOPE FACE TO ACHIEVE THE SPECIFIED SLOPE OF THE PROPOSED
STREAM BANK FACE.
D. COMPACT SOIL LIFTS AS INDICATED IN CONTRACT SPECIFICATIONS.
E. WRAP COMPACTED SOIL LIFT WITH THE REMAINING EROSION CONTROL MATTING.
F. PLACE LAYER OF LIVE CUTTINGS ON TOP OF THE LIFT AT THE SPECIFIED SPACING. THE BASAL ENDS OF THE LIVE CUTTINGS SHALL CONTACT THE
FACE OF THE EXISTING SLOPE AND SHALL PROJECT NO MORE THAN 6 INCHES FROM THE PROPOSED SLOPE FACE.
G. CONSTRUCT REMAINING LIFTS IN SIMILAR FASHION AT THE SPECIFIED HEIGHT(S).
H. A MINIMUM OF 2 LIFTS SHALL BE CONSTRUCTED AT EVERY LOCATION. LIFTS SHALL NOT BE LESS THAN 12 INCHES IN HEIGHT UNLESS SMALLER LIFTS
ARE REQUIRED TO MEET BANKFULL DEPTH.
I. THE FACE OF THE COMPLETED WRAPPED EARTH SHALL MATCH THE PROPOSED BANK SLOPE.
6. THE PLAN VIEW ILLUSTRATES A PERPENDICULAR PERSPECTIVE OF EACH SURFACE DEPICTED IN THE CROSS SECTION. THERE IS NO FORESHORTENING OF THE
STREAM BANK (OR ANY OTHER SLOPED SURFACE) IN THE PLAN VIEW.
WRAPPED EARTH
NOT TO SCALE
W
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TOP OF BANK ANC
(SEE DETAIL, THIS SH
DEAD STOUT STAKE,
TYPICAL (SEE DETAIL,
THIS SHEET)
MATTING
(SEE DETAIL, THIS
MATTING STAKE, TYF
TOE OF BANK ANCI IIJI. `JLL UL I/il L, I I IIJ JI ILLI
KAATTINI(I TVDirAi
UNTREATED
2" X 4" (NOMINAL)
BOARD
CROSS-SECTION
4"
f
0" - 1/2"
DEAD STOUT STAKE DETAIL
TOP OF BANK
X2
DIRECTION MATTING, TYPICAL.
OR (Z (SEE NOTE 1)
APPROXIMATE BASE X4 \— MATTING OVERLAP
FLOW WATER LEVEL (SEE NOTE 5)
1Q DIRECTION OF STREAM FLOW
OF BANK 2Z DIRECTION DOWN THE BANK SLOPE
MATTING OVERLAP DETAIL
MATTING OVERLAP
X4 X9 X5 (SEE DETAIL, THIS SHEET)
ix
........:.:.....:.:.:..:.:.......................:..............:.:...:........:.:........................1....... �.....
X5
TOE OF BANK ANCHOR
(SEE DETAIL, THIS SHEET)
X8 X6 /,--TOP OF BANK
x
MATTING, TYPICAL
(SEE NOTE 1)
BACKFILL
(SEE NOTE 2) \\ \\ \
FLOW
PLAN VIEW
TOP OF BANK
MATTING, TYPICAL
(SEE NOTE 1)
-MATTING STAKE TYPICAL
(SEE NOTE 6)
APPROXIMATE BASE
FLOW WATER LEVEL
TOE OF BANK
DEAD STOUT
STAKE TYPICAL
(SEE DETAIL, THIS SHEET)
TOE OF BANK
MATTING WRAP
(SEE NOTE 2)
INK
DEAD STOUT STAKE, TYPICAL
(SEE DETAIL, SHEET 1)
NOTES: MATTING ANCHOR DETAIL
1. EROSION CONTROL MATTING SHALL CONSIST OF A COIR FIBER MAT TYPE 4 INSTALLED FLAT AND STAKED AGAINST A SLOPE AND/OR A STREAM BANK.
2. MATTING SHALL BE ANCHORED IN A TRENCH AT BOTH THE TOE AND TOP OF THE STREAM BANK. DEAD STOUT STAKES AND CLEAN SOIL BACKFILL SHALL
BE USED TO SECURE THE MATTING INTO THE TOE AND TOP OF BANK TRENCHES. TO PREVENT EROSION OR "WASHING OUT" OF BACKFILL IN THE TOE OF
BANK ANCHOR TRENCH, MATTING SHALL BE INSTALLED SO THAT IT WRAPS OVER THE DEAD STOUT STAKE AND BACKFILL, THUS POSITIONING THE REMAINING
MATTING FOR INSTALLATION UP THE STREAM BANK.
3. THE SLOPE AND/OR STREAM BANK SHALL BE PREPARED (GRADED, TILLED, SMOOTHED, ETC.) AND SEEDED AND MULCHED AS SPECIFIED BY THE PLANTING
PLANS PRIOR TO THE PLACEMENT OF THE MATTING.
4. THE MATTING SHALL BE INSTALLED SO AS TO NOT BE IN TENSION, BUT BE PLACED NEATLY, FLUSH AGAINST THE SOIL, AND WITH NO GAPS OR WRINKLES.
5. ANY MATTING OVERLAPS NECESSARY SHALL BE OF A LENGTH SPECIFIED BY THE MANUFACTURER OR AS OTHERWISE SPECIFIED HEREIN. ALSO, OVERLAPS
SHALL BE ORIENTED IN A DOWN-SLOPE DIRECTION, DOWNSTREAM DIRECTION, OR OTHERWISE "SHINGLE -STYLE" IN ACCORDANCE WITH THE DIRECTION OF THE
DOMINANT EROSIVE ACTION SO THAT THE MATTING END IS PROTECTED AGAINST MOVEMENT.
6. THE FIELD OF THE MATTING OVER THE SURFACE OF THE SLOPE AND/OR STREAM BANK SHALL BE SECURED WITH MATTING STAKES OF A SIZE AND TYPE, IN
A PATTERN, AND WITH SPACING DIMENSIONS AS SPECIFIED BY THE MANUFACTURER OR AS OTHERWISE SPECIFIED HEREIN.
7. MATTING SHALL BE NEATLY SECURED AROUND ANY PROJECT STRUCTURES, STRUCTURE ARMS, AND/OR SILLS TO PREVENT ANY LOOSE OR FRAYED EDGES.
8. THERE SHALL BE NO LOOSE ENDS OR UNSECURED MATTING ON THE COMPLETED WORK.
9. THE PLAN VIEW ILLUSTRATES A PERPENDICULAR PERSPECTIVE OF EACH SURFACE DEPICTED IN THE CROSS SECTION. THERE IS NO FORESHORTENING OF THE
STREAM BANK (OR ANY OTHER SLOPED SURFACE) IN THE PLAN VIEW.
X
VARIABLE
ix
........:.:.....:.:.:..:.:.......................:..............:.:...:........:.:........................1....... �.....
X5
TOE OF BANK ANCHOR
(SEE DETAIL, THIS SHEET)
X8 X6 /,--TOP OF BANK
x
MATTING, TYPICAL
(SEE NOTE 1)
BACKFILL
(SEE NOTE 2) \\ \\ \
FLOW
PLAN VIEW
TOP OF BANK
MATTING, TYPICAL
(SEE NOTE 1)
-MATTING STAKE TYPICAL
(SEE NOTE 6)
APPROXIMATE BASE
FLOW WATER LEVEL
TOE OF BANK
DEAD STOUT
STAKE TYPICAL
(SEE DETAIL, THIS SHEET)
TOE OF BANK
MATTING WRAP
(SEE NOTE 2)
INK
DEAD STOUT STAKE, TYPICAL
(SEE DETAIL, SHEET 1)
NOTES: MATTING ANCHOR DETAIL
1. EROSION CONTROL MATTING SHALL CONSIST OF A COIR FIBER MAT TYPE 4 INSTALLED FLAT AND STAKED AGAINST A SLOPE AND/OR A STREAM BANK.
2. MATTING SHALL BE ANCHORED IN A TRENCH AT BOTH THE TOE AND TOP OF THE STREAM BANK. DEAD STOUT STAKES AND CLEAN SOIL BACKFILL SHALL
BE USED TO SECURE THE MATTING INTO THE TOE AND TOP OF BANK TRENCHES. TO PREVENT EROSION OR "WASHING OUT" OF BACKFILL IN THE TOE OF
BANK ANCHOR TRENCH, MATTING SHALL BE INSTALLED SO THAT IT WRAPS OVER THE DEAD STOUT STAKE AND BACKFILL, THUS POSITIONING THE REMAINING
MATTING FOR INSTALLATION UP THE STREAM BANK.
3. THE SLOPE AND/OR STREAM BANK SHALL BE PREPARED (GRADED, TILLED, SMOOTHED, ETC.) AND SEEDED AND MULCHED AS SPECIFIED BY THE PLANTING
PLANS PRIOR TO THE PLACEMENT OF THE MATTING.
4. THE MATTING SHALL BE INSTALLED SO AS TO NOT BE IN TENSION, BUT BE PLACED NEATLY, FLUSH AGAINST THE SOIL, AND WITH NO GAPS OR WRINKLES.
5. ANY MATTING OVERLAPS NECESSARY SHALL BE OF A LENGTH SPECIFIED BY THE MANUFACTURER OR AS OTHERWISE SPECIFIED HEREIN. ALSO, OVERLAPS
SHALL BE ORIENTED IN A DOWN-SLOPE DIRECTION, DOWNSTREAM DIRECTION, OR OTHERWISE "SHINGLE -STYLE" IN ACCORDANCE WITH THE DIRECTION OF THE
DOMINANT EROSIVE ACTION SO THAT THE MATTING END IS PROTECTED AGAINST MOVEMENT.
6. THE FIELD OF THE MATTING OVER THE SURFACE OF THE SLOPE AND/OR STREAM BANK SHALL BE SECURED WITH MATTING STAKES OF A SIZE AND TYPE, IN
A PATTERN, AND WITH SPACING DIMENSIONS AS SPECIFIED BY THE MANUFACTURER OR AS OTHERWISE SPECIFIED HEREIN.
7. MATTING SHALL BE NEATLY SECURED AROUND ANY PROJECT STRUCTURES, STRUCTURE ARMS, AND/OR SILLS TO PREVENT ANY LOOSE OR FRAYED EDGES.
8. THERE SHALL BE NO LOOSE ENDS OR UNSECURED MATTING ON THE COMPLETED WORK.
9. THE PLAN VIEW ILLUSTRATES A PERPENDICULAR PERSPECTIVE OF EACH SURFACE DEPICTED IN THE CROSS SECTION. THERE IS NO FORESHORTENING OF THE
STREAM BANK (OR ANY OTHER SLOPED SURFACE) IN THE PLAN VIEW.
EROSION CONTROL MATTING
100% BIODEGRADABLE COCONUT FIBER
NOT TO SCALE
1.5" .75"
„
m
MATTING STAKE DETAIL
(WOODEN 2"x1 " NOMINAL
NOT TO SCALE
FLOW
1
X12 X3
RIFFLE MATERIAL
(SEE NOTE 4)
GLI E
FW
0 0
X
A \ '
V
SRIF L
TOP OF BANK RUN
PROPOSED TOE
OF BANK, TYPICAL
EXISTING TOE
OF BANK, TYPICAL
(SEE NOTE 1)
PLAN VIEW
BEGIN RIFFLE (CREST)
CONTROL POINT - X1
(SEE NOTE 7)
X12
TOP OF BANK
/ I
A'
X
x
END RIFFLE CONTROL POINT - X2
(SEE NOTE 6)
THALWEG
CROSS SECTION GEOMETRY
IS SHOWN ON TYPICAL SECTIONS
INCLUDED ELSEWHERE IN THE
PLANS (SEE NOTE 5).
X12 I X3
RIFFLE MATERIAL -
THALWEG
EE NOTE 5)
V \�
OP OF BANK
`—PROPOSED TOE OF BANK
W X-
. \
o ..; ���EXISTING TOE OF BANK (SEE NOTE 1 & 3)
EXISTING SCOUR BACKFILL , IF SPECIFIED
POOL/CHANNEL INCISION (SEE NOTE 3)
(SEE NOTE 1 & 3)
SECTION A -A
GLIDE RIFFLE RUN
X5 X4 X6
X1 - BEGIN RIFFLE
CONTROL POINT
FLOW I
TOP OF BANK
END RIFFLE CONTROL POINT - X2
(SEE NOTE 6)
RIFFLE MATERIAL
X8 THALWEG
- I BACKFILL, IF SPECIFIED (SEE NOTE 3)
0
EXISTING SCOUR POOL/CHANNEL
PROFILE INCISION
(SEE NOTE 1 & 3)
DIMENSIONS
VARIABLE
VALUES
TYPICALUNITS
DESCRIPTION
X1
2'-20'
FT.
MATTING HEIGHT
X2
12" MIN.
IN.
MATTING OVERLAP
c2 U
p
!2z
3
FT.
MATTING STAKE SPACING
X4
1
FT,
MATTING STAKE SPACING AT OVERLAPS
X5
1
FT.
DEADSTOUTSTAKE SPACING IN ANCHORTRENCHES
X6
2' MIN.
IN.
TOP OF BANK ANCHOR TRENCH SETBACK FROM TOP OF BANK
X7
8
IN.
ANCHOR TRENCH DEPTH
X8
8
IN.
ANCHORTRENCH WIDTH
X9
24
IN.
DEAD STOUT STAKE LENGTH
EROSION CONTROL MATTING
100% BIODEGRADABLE COCONUT FIBER
NOT TO SCALE
1.5" .75"
„
m
MATTING STAKE DETAIL
(WOODEN 2"x1 " NOMINAL
NOT TO SCALE
FLOW
1
X12 X3
RIFFLE MATERIAL
(SEE NOTE 4)
GLI E
FW
0 0
X
A \ '
V
SRIF L
TOP OF BANK RUN
PROPOSED TOE
OF BANK, TYPICAL
EXISTING TOE
OF BANK, TYPICAL
(SEE NOTE 1)
PLAN VIEW
BEGIN RIFFLE (CREST)
CONTROL POINT - X1
(SEE NOTE 7)
X12
TOP OF BANK
/ I
A'
X
x
END RIFFLE CONTROL POINT - X2
(SEE NOTE 6)
THALWEG
CROSS SECTION GEOMETRY
IS SHOWN ON TYPICAL SECTIONS
INCLUDED ELSEWHERE IN THE
PLANS (SEE NOTE 5).
X12 I X3
RIFFLE MATERIAL -
THALWEG
EE NOTE 5)
V \�
OP OF BANK
`—PROPOSED TOE OF BANK
W X-
. \
o ..; ���EXISTING TOE OF BANK (SEE NOTE 1 & 3)
EXISTING SCOUR BACKFILL , IF SPECIFIED
POOL/CHANNEL INCISION (SEE NOTE 3)
(SEE NOTE 1 & 3)
SECTION A -A
GLIDE RIFFLE RUN
X5 X4 X6
X1 - BEGIN RIFFLE
CONTROL POINT
FLOW I
TOP OF BANK
END RIFFLE CONTROL POINT - X2
(SEE NOTE 6)
RIFFLE MATERIAL
X8 THALWEG
- I BACKFILL, IF SPECIFIED (SEE NOTE 3)
0
EXISTING SCOUR POOL/CHANNEL
PROFILE INCISION
(SEE NOTE 1 & 3)
NOTES:
1. CONSTRUCTED RIFFLES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS AND/OR IN EXISTING CHANNEL SECTIONS,
AS SHOWN ON THE PLANS.
2. ELEVATION CONTROL POINT AT THE BEGINNING AND END OF RIFFLE TO ESTABLISH PART OF THE PROFILE OF THE CHANNEL.
SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN THE TOLERANCE
SPECIFIED.
3. BACKFILL MATERIAL, IF NEEDED TO ESTABLISH A RIFFLE SUBPAVEMENT AND/OR TO RAISE THE CHANNEL BED DUE TO
SCOUR/INCISION, SHALL BE COARSE BACKFILL MATERIAL MEETING REQUIREMENTS OF NCDOT CLASS A RIPRAP. BACKFILL
SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED THICKNESS OF RIFFLE MATERIAL SHALL ACHIEVE THE
DESIGNATED GRADES.
4. RIFFLE MATERIAL SHALL BE OF A TYPE, SIZE, AND GRADATION AS SPECIFIED ON THE PLANS. WHERE BLENDED MATERIALS ARE
SPECIFIED MIX RATES SHALL BE A 50-50 MIX. RIFFLE MATERIAL MAY BE EXCAVATED, STOCKPILED, AND RE -USED FROM
ABANDONED CHANNEL SECTIONS. OTHERWISE RIFFLE MATERIAL SHALL BE SLIGHTLY ROUNDED, "RIVER -TYPE" ROCK, UNLESS
OTHER ROCK CHARACTERISTICS ARE APPROPRIATE FOR THE CHANNEL.
5. THE PLACEMENT OF BACKFILL AND/OR RIFFLE MATERIAL SHALL BE DONE IN A MANNER TO CREATE A SMOOTH PROFILE, WITH
NO ABRUPT "JUMP" (TRANSITION) BETWEEN THE UPSTREAM POOL -GLIDE AND THE RIFFLE, AND LIKEWISE NO ABRUPT "DROP"
(TRANSITION) BETWEEN THE RIFFLE AND THE DOWNSTREAM RUN -POOL. ALSO A THALWEG SHALL BE FASHIONED WITHIN THE
RIFFLE WIDTH SO THAT THE FINISHED CROSS SECTION OF THE RIFFLE MATERIAL MATCHES THE SHAPE AND DIMENSIONS
SHOWN ON THE RIFFLE TYPICAL SECTION (INCLUDED ELSEWHERE IN THE PLANS).
6. THE BEGINNING AND END OF RIFFLE CONTROL POINTS MAY TIE IN TO A DRAINAGE STRUCTURE OR OTHER IN -STREAM
STRUCTURE (E.G. -J-HOOK VANE, CROSS VANE, LOG SILL, ETC.).
7. THE CONSTRUCTED RIFFLE SHALL BE KEYED IN TO THE STREAM BANKS AND/OR BED AS SHOWN IN DETAIL. THE "KEY" SHALL
EXTEND BEYOND THE TOP OF BANK AT THE BEGINNING (CREST) OF THE RIFFLE.
CONSTRUCTED
RIFFLE DETAIL 3
NOT TO SCALE
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VARIABLE
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VALUES
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TYPICAL UNITS
DESCRIPTION
REACH A
REACH B
REACH B (UPPER)
REACH C1
REACH C2
REACH D
REACH E
CC
U
X1
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
FT. (NAVD)
BEGIN RIFFLE CONTROL POINT ELEVATION
)Q
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
FT. (NAVD)
END RIFFLE CONTROL POINT ELEVATION
X3
6
10
8
10
8
6
6
FT.
RIFFLE WIDTH
)(4
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
FT.
RIFFLE LENGTH
)6
VARIES
VARIES
VARIES
VARIES
VARIES
VARIES
VARIES
FT.
GLIDE (POOL -TO -RIFFLE TRANSITION) LENGTH
)s6
VARIES
VARIES
VARIES
VARIES
VARIES
VARIES
VARIES
FT.
RUN (RIFFLE TO POOL TRANSITION) LENGTH
X7
4
4
4
4
4
4
4
NONE
GLIDE SLOPE RATIO (HORIZONTAL COMPONENT)
)o
6
6
6
6
6
6
6
NONE
RUN SLOPE RATIO (HORIZONTAL COMPONENT)
)o
18
18
18
18
18
18
18
IN.
RIFFLE MATERIAL THICKNESS (DEPTH)
X10
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
IN. OR FT.
BACKFILL OR SUB PAVE ME NT THICKNESS (DEPTH), IF SPEG FIED
X11
CL -I & Class B
CL -1 & Class B
CL -I & Class B
CL -I & Class B
CL -1 & Class B
CL -I & Class B
CL -I & Class B
IN.
RIFFLE MATERIAL SIZE
X12
3.5
2
2
2
1.5
1.5
1.5
FT.
RIFFLE KEY WIDTH
X13
3
3
3
3
3
3
3
FT.
RIFFLE KEY LENGTH
X14
18
18
18
18
18
18
18
IN.
GLIDE KEY DEPTH
X15
18
18
I 18
18
18
18
18
IN.
RUN KEY DEPTH
X16
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
% OR FT. PER FT.
IRIFFLE SLOPE
NOTES:
1. CONSTRUCTED RIFFLES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS AND/OR IN EXISTING CHANNEL SECTIONS,
AS SHOWN ON THE PLANS.
2. ELEVATION CONTROL POINT AT THE BEGINNING AND END OF RIFFLE TO ESTABLISH PART OF THE PROFILE OF THE CHANNEL.
SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN THE TOLERANCE
SPECIFIED.
3. BACKFILL MATERIAL, IF NEEDED TO ESTABLISH A RIFFLE SUBPAVEMENT AND/OR TO RAISE THE CHANNEL BED DUE TO
SCOUR/INCISION, SHALL BE COARSE BACKFILL MATERIAL MEETING REQUIREMENTS OF NCDOT CLASS A RIPRAP. BACKFILL
SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED THICKNESS OF RIFFLE MATERIAL SHALL ACHIEVE THE
DESIGNATED GRADES.
4. RIFFLE MATERIAL SHALL BE OF A TYPE, SIZE, AND GRADATION AS SPECIFIED ON THE PLANS. WHERE BLENDED MATERIALS ARE
SPECIFIED MIX RATES SHALL BE A 50-50 MIX. RIFFLE MATERIAL MAY BE EXCAVATED, STOCKPILED, AND RE -USED FROM
ABANDONED CHANNEL SECTIONS. OTHERWISE RIFFLE MATERIAL SHALL BE SLIGHTLY ROUNDED, "RIVER -TYPE" ROCK, UNLESS
OTHER ROCK CHARACTERISTICS ARE APPROPRIATE FOR THE CHANNEL.
5. THE PLACEMENT OF BACKFILL AND/OR RIFFLE MATERIAL SHALL BE DONE IN A MANNER TO CREATE A SMOOTH PROFILE, WITH
NO ABRUPT "JUMP" (TRANSITION) BETWEEN THE UPSTREAM POOL -GLIDE AND THE RIFFLE, AND LIKEWISE NO ABRUPT "DROP"
(TRANSITION) BETWEEN THE RIFFLE AND THE DOWNSTREAM RUN -POOL. ALSO A THALWEG SHALL BE FASHIONED WITHIN THE
RIFFLE WIDTH SO THAT THE FINISHED CROSS SECTION OF THE RIFFLE MATERIAL MATCHES THE SHAPE AND DIMENSIONS
SHOWN ON THE RIFFLE TYPICAL SECTION (INCLUDED ELSEWHERE IN THE PLANS).
6. THE BEGINNING AND END OF RIFFLE CONTROL POINTS MAY TIE IN TO A DRAINAGE STRUCTURE OR OTHER IN -STREAM
STRUCTURE (E.G. -J-HOOK VANE, CROSS VANE, LOG SILL, ETC.).
7. THE CONSTRUCTED RIFFLE SHALL BE KEYED IN TO THE STREAM BANKS AND/OR BED AS SHOWN IN DETAIL. THE "KEY" SHALL
EXTEND BEYOND THE TOP OF BANK AT THE BEGINNING (CREST) OF THE RIFFLE.
CONSTRUCTED
RIFFLE DETAIL 3
NOT TO SCALE
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TOP OF P^""'
X 1 — STEP ELE
CONTROL
1
ANGLED LOG, TYPICAL
(SEE NOTE 4'
COARSE BACKFILL
(SEE NOTE 6)
FLOW
FLOW
X13
PLAN VIEW
NOW
FLOW
NOTES:
ANGLED LOG STEP POOL STRUCTURES ARE USED IN RELATIVELY STRAIGHT, HIGH—GRADIENT STREAM—TYPE CHANNEL
X1 — STEP ELEVATION
CONTROL POINT, TYPICAL
X2 — POOL ELEVATION
CONTROL POINT, TYPICAL
BANKFULL
/--COURSE BACKFILL
FILTER FABRIC TYPE 2
CHANNEL PROFILE
LOG STEP POOL
NOT TO SCALE
DIMENSIONS
VARIABLE
VALUES
SECTIONS TO CREATE A STEP—POOL CHANNEL. STRUCTURES MAY CONSIST OF ONE, TWO, OR THREE ANGLED
X1
SEE PLAN
FT. (NAVD) STEP ELEVATION CONTROL POINT
HEADER LOGS AS ILLUSTRATED ON THE PLANS.
SEE PLAN
FT. (NAVD) POOL ELEVATION CONTROL POINT, IF SPECIFIED
2.
ELEVATION CONTROL POINT SHALL BE DESIGNATED AT THE INTERCEPT BETWEEN THE RIFFLE CROSS SECTION
FT. RIFFLE WIDTH
X4
9.6
STREAM BED AND THE ANGLED HEADER LOG TO ESTABLISH PART OF THE PROFILE OF THE CHANNEL. POOL
,`C5
0.6
FT. RIFFLE MAXMUM DEPTH
ELEVATION CONTROL POINT SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL
1
FT. POOL MAXIMUM DEPTH
X7
POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
FT. ANGLED LOG (HEADER AND FOOTER) LENGTH
X8
3.
TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE
X9
30
IN. BALLAST BOULDER LENGTH
DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE ANGLED LOG STRUCTURE(S) ARE TO BE INSTALLED.
30
IN. BALLAST BOULDER WIDTH
4.
ANGLED LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED AND BE RELATIVELY STRAIGHT, HARDWOOD,
IN. BALLAST BOULDER THICKNESS
X12
-
RECENTLY HARVESTED. A SINGLE LOG MAY BE USED IN LIEU OF A HEADER AND FOOTER LOG COMBINATION;
2 — POOL ELEVATION
1
FT. LENGTH OF COARSE BACKFILL
USING AN 18" MINIMUM DIAMETER SIZE IF NO FOOTER LOG IS USED. THE LENGTH OF THE LOG SHALL BE SUCH
DNTROL POINT, TYPICAL
FT. LOG EMBEDMENT DEPTH
X15
>4
FT. LOG EMBEDMENT LENGTH
X3
45
THAT WHEN APPLIED IN RIFFLE TYPICAL CHANNEL CROSS SECTION THE LOG SHALL BE BURIED INTO THE STREAM
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BED (ON ONE SIDE) AND STREAM BANK (ON THE OPPOSITE SIDE).
HEADER LOG, TYPICAL
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(SEE NOTE 4)
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5.
TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN AND UNDER THE ANGLED LOGS. THE FILTER
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FABRIC SHALL BE NAILED TO THE HEADER LOG USING A 3" GALVANIZED NAIL WITH A PLASTIC CAP WITH 12"
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TYPICAL (SEE NOTE 7)
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COARSE BACKFILL OF THE ANGLED LOGS SHALL BE A 50-50 MIX OF CLASS A RIP RAP AND NO. 57 STONE.
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COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DIAMETER OF THE HEADER AND FOOTER
LOGS AND SHALL EXTEND UPSTREAM A DISTANCE SPECIFIED BY THE DESIGNER.
a-
7.
BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED SHALL BE PLACED AS BALLAST ON TOP OF THE
STREAM BANK SIDE OF THE EMBEDDED ANGLED LOG. DUCK BILL ANCHORS MAY BE USED IN ADDITION TO OR IN
TIE—IN TO STREAM
LIEU OF BALLAST UPON SUBMITTAL REVIEW AND APPROVAL BY THE ENGINEER.
BANK, TYPICAL
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(SEE NOTE 4)
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8.
STREAM BANK PROTECTION ON THE STREAM BANK DOWNSTREAM AND OPPOSITE THE ANGLED LOG IS SPECIFIED
00
LOG SECTION A — A' LOOKING UPSTREAM
AND DETAILED SEPARATELY AND REFERENCED HEREIN.
X1 — STEP ELEVATION
CONTROL POINT, TYPICAL
X2 — POOL ELEVATION
CONTROL POINT, TYPICAL
BANKFULL
/--COURSE BACKFILL
FILTER FABRIC TYPE 2
CHANNEL PROFILE
LOG STEP POOL
NOT TO SCALE
DIMENSIONS
VARIABLE
VALUES
TYPICAL UNIT DESCRIPTION
X1
SEE PLAN
FT. (NAVD) STEP ELEVATION CONTROL POINT
X2
SEE PLAN
FT. (NAVD) POOL ELEVATION CONTROL POINT, IF SPECIFIED
X3
6.9
FT. RIFFLE WIDTH
X4
9.6
FT. POOL WIDTH
,`C5
0.6
FT. RIFFLE MAXMUM DEPTH
X6
1
FT. POOL MAXIMUM DEPTH
X7
22
FT. ANGLED LOG (HEADER AND FOOTER) LENGTH
X8
12
IN. ANGLED LOG DIAMETER
X9
30
IN. BALLAST BOULDER LENGTH
X10
30
IN. BALLAST BOULDER WIDTH
X11
24
IN. BALLAST BOULDER THICKNESS
X12
-
OMITTED
X13
1
FT. LENGTH OF COARSE BACKFILL
X14
1
FT. LOG EMBEDMENT DEPTH
X15
>4
FT. LOG EMBEDMENT LENGTH
X16
45
DEGREES LOG ANGLE WITH STREAM BANK
T
10.
0
CHANNEL BACKFILL //
(SEE NOTE 3)--/
`� I�� I CHANNEL PLUG PROPOSED TOP
(SEE DETAIL, SHEET 2) OF BANK
PROPOSED TOE
CHANNEL PLUG, \\ OF BANK
TYPICAL
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HANNEL BACKFILL
SEE NOTE 3)
TOP OF BANK
PROPOSED
CHANNEL BANK
(SEE NOTE 4) —
TOE OF
BANK
F�0`� PROPOSED TOE
OF BANK
`'ROPOSED TOP
)F BANK
CHANNEL PLUG DETAIL
X3
SECTION A -A'
CHANNEL PLUG
NOT TO SCALE
PLUG BACKFILL
(SEE NOTE 2)
BACKFILL EXISTING CHANNEL
(SEE NOTE 3)
PLUG BACKFILL
(SEE NOTE 2)
BACKFILL EXISTING
CHANNEL
(SEE NOTE 3)
2"-3" (TYP.)
cn
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BANKFULL
BURY BASE BOULDER
BANKFULL —
PROPOSED CHANNEL
BOTTOM
DRY STACK
NOT TO SCALE
2'X2'X1.5' BOULDERS (TYP.)
2'X2'X1.5' BOULD
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3' SOIL
INVERT OF PIPE
OR THALWEG
OF CHANNEL
OFFSET STEP
BOULDERS 6" MIN.
6" 3' MIN.
3' MIN.
FILL STONE (NO. 57)
EXTEND ROCK
MINIMUM OF 3'
FROM TOP OF BANK
6" THICK BASE
NO. 57 STONE
FILTER FABRIC NOTE:
TYPE 2
MAY USE ONSITE EXCAVATED ROCK
SECTION A -A THAT MEETS SPECIFICATIONS SET
FORTH ON SHEET G2.
A�
PLAN VIEW
STEPPED OUTLET PROTECTION
NOT TO SCALE
NOTES:
DIMENSIONS
1.
SEE SPECIAL PROVISIONS FOR INSTALLATION
VALUES
TYPICAL UNIT
REQUIREMENT NOT TO SCALE.
—
2.
BOULDERS TO BE 1'H X 2'W. LENGTH CAN
CHANNEL PLUG HEIGHT
X2
VARY FROM 2'-4'. STAGGER JOINTS FROM
COARSE BACKFILL
CHANNEL PLUG TOP WIDTH
ROW TO ROW.
6" MIN. N0. 57 STONE
FT.
CHANNEL PLUG BASE WIDTH
BEHIND BOULDERS
3.
SOIL WILL BE CLEAN FILL EQUAL TO SOIL
ICHANNEL PLUG BACK SLOPE RATIO (HORIZONTAL COMPONENT)
USED TO CONSTRUCT WRAPPED EARTH.
TYPE 2
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FILTER FABRIC AS
4.
SUBGRADE SHALL BE EXCAVATED AND
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EVALUATED BY ENGINEER PRIOR TO
A STONE SEPARATION
PLACEMENT OF FILTER FABRIC.
6" N0. 57 STONE
5.
GAPS IN JOINTS BETWEEN BOULDERS SHALL
COMPACTED SUBGRADE (NOTE 4)
BE "CHINKED" WITH CLASS A RIP RAP.
BOULDER WALL
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INVERT OF PIPE
OR THALWEG
OF CHANNEL
OFFSET STEP
BOULDERS 6" MIN.
6" 3' MIN.
3' MIN.
FILL STONE (NO. 57)
EXTEND ROCK
MINIMUM OF 3'
FROM TOP OF BANK
6" THICK BASE
NO. 57 STONE
FILTER FABRIC NOTE:
TYPE 2
MAY USE ONSITE EXCAVATED ROCK
SECTION A -A THAT MEETS SPECIFICATIONS SET
FORTH ON SHEET G2.
A�
PLAN VIEW
STEPPED OUTLET PROTECTION
NOT TO SCALE
NOTES:
1. CHANNEL PLUGS SHALL BE INSTALLED AT LOCATIONS INDICATED ON
THE PLANS WHERE THE PROPOSED CHANNEL ALIGNMENT DIVERGES
FROM THE EXISTING CHANNEL ALIGNMENT.
2. THE CHANNEL PLUG SHALL BE CONSTRUCTED TO THE DIMENSIONS
AND SLOPES SHOWN OF A COHESIVE CLAY SOIL (SOIL
CLASSIFICATION—CL) TO 100% COMPACTION (STD. PROCTOR) UNLESS
OTHERWISE NOTED.
3. THE REMAINING EXISTING CHANNEL (OUTSIDE OF THE LIMITS OF THE
CHANNEL PLUG) SHALL BE BACKFILLED AS SPECIFIED IN GENERAL
EXISTING STREAM BED NOTES.
4. INFORMATION REGARDING ACTIVITIES REQUIRED TO GRADE THE
PROPOSED CHANNEL AND FINISH THE STREAM BANK (FRONT SLOPE
OF THE CHANNEL PLUG) SHALL BE AS SHOWN ON THE PLANS AND
REFERENCED HEREIN.
W
DIMENSIONS
O
VARIABLE
VALUES
TYPICAL UNIT
DESCRIPTION
X1
3' to 5'
FT.
CHANNEL PLUG HEIGHT
X2
20'
FT.
CHANNEL PLUG TOP WIDTH
X3
35' approx
FT.
CHANNEL PLUG BASE WIDTH
X4
2 1
NONE
ICHANNEL PLUG BACK SLOPE RATIO (HORIZONTAL COMPONENT)
NOTES:
1. CHANNEL PLUGS SHALL BE INSTALLED AT LOCATIONS INDICATED ON
THE PLANS WHERE THE PROPOSED CHANNEL ALIGNMENT DIVERGES
FROM THE EXISTING CHANNEL ALIGNMENT.
2. THE CHANNEL PLUG SHALL BE CONSTRUCTED TO THE DIMENSIONS
AND SLOPES SHOWN OF A COHESIVE CLAY SOIL (SOIL
CLASSIFICATION—CL) TO 100% COMPACTION (STD. PROCTOR) UNLESS
OTHERWISE NOTED.
3. THE REMAINING EXISTING CHANNEL (OUTSIDE OF THE LIMITS OF THE
CHANNEL PLUG) SHALL BE BACKFILLED AS SPECIFIED IN GENERAL
EXISTING STREAM BED NOTES.
4. INFORMATION REGARDING ACTIVITIES REQUIRED TO GRADE THE
PROPOSED CHANNEL AND FINISH THE STREAM BANK (FRONT SLOPE
OF THE CHANNEL PLUG) SHALL BE AS SHOWN ON THE PLANS AND
REFERENCED HEREIN.
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(SEE NOTE 1(
TOP OF BANK,
TYPICAL
TOE OF BANK,
TYPICAL
X4
X3
0
PLAN VIEW
APPROXIMATE BASE COARSE BACKFILL (SEE NOTE 10)
COARSE BACKF
FLOW WATER LEVEL
X1 - CONTROL POINT ELEVATION (SEE NOTE
STREAM BED HEADER LOG (SEE NOTES 7, 8 AND 1 1 C)
X1 - SILL CO
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(SEE NOTE 9)
(SEE NOTE 7,8)
SILL CONTROL POINT ELEVATION PROFILE A -A'
NOTE 3)
EXISITING GROUND
STREAM BANK STABILIZATION,
IF SPECIFIED (SEE NOTE 12) APPROXIMATE BASE
HEADER LOG FLOW WATER LEVEL
(SEE NOTES 7 AND 8)
TOE OF TOP OF BANK
SLOPE
00 jx
x2 DOWNSTREAM
CTURE ELEVATION I
x
X5 X5
ILL (SEE NOTE 2) STREAM BED
BANK, TYPICAL (SEE NOTE 4)
FOOTER LOG
(SEE NOTES 7 AND 8)
CROSS SECTION B -B'
NOTES:
1. A LOG SILL MAY BE USED ALONE OR IN COMBINATION WITH A CONSTRUCTED RIFFLE.
2. SEE PLANS FOR PROPOSED STRUCTURE ADJACENT TO LOG SILL.
3. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE CENTER OF THE SILL TO ESTABLISH PART OF THE PROFILE. SURVEY OF CONTROL
POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED
4. NO PART OF THE SILL SHALL BE PLACED ABOVE THE ELEVATION OF THE STREAM BED.
5. OMITTED
6. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO
WHICH THE LOG SILLS ARE TO BE INSTALLED.
7. LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED AND BE RELATIVELY STRAIGHT HARDWOOD, RECENTLY HARVESTED. THE LENGTH OF THE SILL
EMBEDDED INTO EACH BANK SHALL BE A MINIMUM OF 5 FEET.
8. A SINGLE LOG MAY NOT BE USED IN LIEU OF A HEADER/FOOTER LOG COMBINATION.
9. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE LOG(S) AND THE STREAM BED, UNDER THE COURSE BACKFILL MATERIAL. THE
STREAM BED, UNDER THE COARSE BACKFILL MATERIAL. THE FABRIC SHALL BE NAILED TO THE ENTIRE LENGTH HEADER LOG USING A 3" GALVANIZED NAIL
WITH A PLASTIC CAP WITH 12" SPACING. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR
TRIMMED AS NEEDED.
10. COARSE BACKFILL OF THE LOG SILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE
HEADER (AND ANY FOOTER) LOGS AND SHALL EXTEND UPSTREAM FROM THE SILL A DISTANCE SPECIFIED
11. THE LOG SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER (AND FOOTER IF SPECIFIED) LOGS.
B. PLACE FOOTER LOGS, IF SPECIFIED. A LAYER OF BEDDING MATERIAL UNDER THE FOOTER LOG MAY INSTALLED AS DIRECTED BY INSPECTOR.
C. INSTALL HEADER LOG ON TOP OF THE FOOTER LOG. HEADER LOG MAY BE SET BACK FROM FOOTER LOG (3" MAXIMUM) AS AN OPTION.
D. NAIL FILTER FABRIC TO THE HEADER LOG.
E. PLACE COARSE BACKFILL BEHIND LOG(S) ENSURING THAT ANY VOIDS BETWEEN THE LOGS ARE FILLED.
F. TRIM ANY EXPOSED FILTER FABRIC AROUND THE SILL INSTALLATION.
12. STREAM BANK STABILIZATION IS DETAILED SEPARATELY AND REFERENCED HEREIN.
LOG SILL
NOT TO SCALE
x2 -DOWNSTREAM
STRUCTURE ELEVATION
TOP OF B
TVDI "ISL -
TOE OF BANK,
TYPICAL
uA
PLAN VIEW
IOULDER
-STREAM BANK,
TYPICAL
W
DIM ENSIGNS
DIMENSIONS
VALUES
VARI AEI LE.
TYPICAL UNIT
DESCRIPTION
VALUES
Reach C2
Reach D
TYPICAL UNIT
D E SC RI PTI ON
,`,,YYYYYIuIrlu///rrrr
Reach A
Reach B
Reach C1
Reach C2
Reach D
Reach E
X2
SEE PLAN
A
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
FT. (NAVD)
SILL CONTROL POINT ELEVATION
,)t[
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLA•J
SEE PLA'd
FT. R-JAVD;
DO)oV N STR EANI STRUCTURE E LEVATION
)C
5.4
8.8
B.2
7
4.7
4.E
FT.
ETRE AM BE 0, IoVIDTH
X4
11.4
12.4
12.2
9.4.3.v
IN.
BOULDER WIDTH
FT.
CHANNEL}iuIDTH
24
5'r.1 in
5'r.1 in
51.1 in
E1.1 in
r.1 in
r,'Nir
FT.
LENGTHDFSILL Er.1BEDDE DINBANK
i
1
1
1
1
1
1
FT.
LE NGTH OF COARSE BACKFILL
>7
12
12
12
12
12
12
IN.
LOGDAr.1ETER
58
0.2
0.E
0.6
.:.2
u.1
0.1
FT.
AD PROXIMATE BASE FLOW DEPTH
LOG SILL
NOT TO SCALE
x2 -DOWNSTREAM
STRUCTURE ELEVATION
TOP OF B
TVDI "ISL -
TOE OF BANK,
TYPICAL
uA
PLAN VIEW
IOULDER
-STREAM BANK,
TYPICAL
APPROXIMATE BASE FLOW WATER LEVEL
COARSE BACKFILL (SEE NOTE 7)
X1 - SILL CONTROL POINT ELEVATION
STREAM BED
HEADER BOULDER (SEE NOTE 6)
FLOW DOWN STREAM STRUCTURE
(SEE NOTE 1)
x �� I I I PooL� 1 1 1 1 1 III -1 I I I ISI I I-
N =1 I i -i i I-1 I I-1 I I-1 I I-1 I I-1 I I-1
III -1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-
1=1 11=1 11=1 IV 11=1 11=111-111=1 11=1 11=1 11=1 11=1
i t=1 I I III -I III -III -III - I 11=1 11=1 11=1 11=1 I I
-► I IEJ I I I 1, I I I=1 I I S
I-, I I I 11=1 11=1 I I -III -I 11=1 11=
-i I I_ '11- I � II.
FILTER FABRIC 1II-
(SEE NOTE 7) X6 X 10
FOOTER BOULDER (SEE NOTE 6)
PROFILE A -A'
APPROXIMATE
BASE FLOW
WATER LEVEL
STREAM BANK STABILIZATION,
IF SPECIFIED (SEE NOTE 9)
TOP OF BANK
X5
-X1 - SILL CONTROL POINT
ELEVATION
TOE OF SLOPE
HEADER BOULDER, TYPICAL
EXISTING GROUND
�I
4 - T
I\ `\1/ x
X5
STREAM BED SEE NOTES 3 9E
FOOTER BOULDER, TYPICAL
CROSS SECTION B -B'
NOTES:
1. A ROCK SILL MAY BE USED ALONE OR IN COMBINATION WITH A CONSTRUCTED RIFFLE. SEE PLANS FOR PROPOSED STRUCTURE ADJACENT TO ROCK SILL
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE CENTER OF THE SILL TO ESTABLISH PART OF THE PROFILE. SURVEY OF CONTROL POINT TO SCALE SHALL BE
REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. NO PART OF THE SILL SHALL BE PLACED ABOVE THE ELEVATION OF THE STREAM BED.
4. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER SILLS
ARE TO BE INSTALLED.
5. THE SILL SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED HEREIN. THE LENGTH OF THE SILL EMBEDDED INTO EACH
BANK SHALL BE A MINIMUM OF 5 FEET.
6. TYPE 2 FILTER FABRIC 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.
7. COARSE BACKFILL OF THE BOULDERS SHALL BE CLASS A RIP -RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND ANY FOOTER
BOULDERS AND SHALL EXTEND UPSTREAM FROM THE SILL A DISTANCE SPECIFIED.
8. THE BOULDER SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS.
B. PLACE FOOTER BOULDERS. A LAYER OF BEDDING MATERIAL UNDER THE FOOTER BOULDERS MAY BE INSTALLED AS DIRECTED BY THE INSPECTOR. 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 THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
9. STREAM BANK STABILIZATION, IS DETAILED SEPARATELY AND REFERENCED HEREIN.
ROCK SILL
NOT TO SCALE
W
DIM ENSIGNS
VARIABLE
VALUES
eel
TYPICAL UNIT
DESCRIPTION
Reach C2
Reach D
Reach E
,`,,YYYYYIuIrlu///rrrr
X1
SEE FLAN
SEE PLAN
SEE PLAN
FT. (NAVD)
SILL CONTROL POINT ELEVATION
X2
SEE PLAN
SEE PLAN
SEE PLAN
FT. (NAVD)
DOWNSTREAM STRUCTURE ELEVATION
X3
7
4.7
4.5
FT.
STREAM BED WIDTH
X4
9.4
6.3
6.9
FT.
CHANNEL WIDTH
X5
5 ' Min
5 ' Min
5 ' Min
FT.
LENGTH OF SILL EMBEDDED IN SOIL
X6
1.5
1.5
1.5
FT.
LENGTH OF COARSE BACKFILL
X7
30
24
24
IN.
BOULDER WIDTH
X8
30
24
24 1
IN.
BOULDER LENGTH
X9
24
18
18
IN.
BOULDER THICKNESS (DEPTH)
X10
0.5
0.5
0.5
FT.
BOULDER PLACEMENT OFFSET
X11
0.2
0.1
0.1
FT.
APPROXIMATE BASE FLOW DEPTH
APPROXIMATE BASE FLOW WATER LEVEL
COARSE BACKFILL (SEE NOTE 7)
X1 - SILL CONTROL POINT ELEVATION
STREAM BED
HEADER BOULDER (SEE NOTE 6)
FLOW DOWN STREAM STRUCTURE
(SEE NOTE 1)
x �� I I I PooL� 1 1 1 1 1 III -1 I I I ISI I I-
N =1 I i -i i I-1 I I-1 I I-1 I I-1 I I-1 I I-1
III -1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-
1=1 11=1 11=1 IV 11=1 11=111-111=1 11=1 11=1 11=1 11=1
i t=1 I I III -I III -III -III - I 11=1 11=1 11=1 11=1 I I
-► I IEJ I I I 1, I I I=1 I I S
I-, I I I 11=1 11=1 I I -III -I 11=1 11=
-i I I_ '11- I � II.
FILTER FABRIC 1II-
(SEE NOTE 7) X6 X 10
FOOTER BOULDER (SEE NOTE 6)
PROFILE A -A'
APPROXIMATE
BASE FLOW
WATER LEVEL
STREAM BANK STABILIZATION,
IF SPECIFIED (SEE NOTE 9)
TOP OF BANK
X5
-X1 - SILL CONTROL POINT
ELEVATION
TOE OF SLOPE
HEADER BOULDER, TYPICAL
EXISTING GROUND
�I
4 - T
I\ `\1/ x
X5
STREAM BED SEE NOTES 3 9E
FOOTER BOULDER, TYPICAL
CROSS SECTION B -B'
NOTES:
1. A ROCK SILL MAY BE USED ALONE OR IN COMBINATION WITH A CONSTRUCTED RIFFLE. SEE PLANS FOR PROPOSED STRUCTURE ADJACENT TO ROCK SILL
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE CENTER OF THE SILL TO ESTABLISH PART OF THE PROFILE. SURVEY OF CONTROL POINT TO SCALE SHALL BE
REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. NO PART OF THE SILL SHALL BE PLACED ABOVE THE ELEVATION OF THE STREAM BED.
4. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER SILLS
ARE TO BE INSTALLED.
5. THE SILL SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED HEREIN. THE LENGTH OF THE SILL EMBEDDED INTO EACH
BANK SHALL BE A MINIMUM OF 5 FEET.
6. TYPE 2 FILTER FABRIC 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.
7. COARSE BACKFILL OF THE BOULDERS SHALL BE CLASS A RIP -RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND ANY FOOTER
BOULDERS AND SHALL EXTEND UPSTREAM FROM THE SILL A DISTANCE SPECIFIED.
8. THE BOULDER SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS.
B. PLACE FOOTER BOULDERS. A LAYER OF BEDDING MATERIAL UNDER THE FOOTER BOULDERS MAY BE INSTALLED AS DIRECTED BY THE INSPECTOR. 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 THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
9. STREAM BANK STABILIZATION, IS DETAILED SEPARATELY AND REFERENCED HEREIN.
ROCK SILL
NOT TO SCALE
W
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TOE OF BANK,
TYPICAL
TOP OF BANK, TYPICAL
(BANKFULL SEE Tr
FLOODPLAII`
SILL, TYPICAL
X3 - RIGHT �
INTERCEPT CONTR
ELEVATION (SEE
FLOW STREAM BANK,
TYPICAL
1
PLAN VIEW
DIMENSIONS
VARIABLE
VALUES
TYPICAL UNITS
DESCRIPTION
X1
SEE PLAN
FT. (NAVD)
CROSS VANE INVERT CONTROL POINT ELEVATION
X2
NOTE 3
NONE
LEFT VANE ARMINTERCEPT CONTROL POINT ELEVATION
X3
NOTE 3
NONE
RIGHT VANE ARMINTERCEPT CONTROL POINT ELEVATION
X4
SEE PLAN
FT. (NAVD)
STEP INVERT CONTROL POINT ELEVATION
X5
SEE PLAN
FT. (NAVD)
POOL CONTROL POINT ELEVATION
X6
6.9
FT.
BANKFULL WIDTH
X7
5
FT.
LEGTH OF FLOODPLAIN SILL
X8
5
FT.
LENGTH BETWEEN CROSS VANE INVERT AND STEP
X9
2
FT.
LENGTH OF COARSE BACKFILL
X10
8
FT.
VANE ARM LENGTH
X11
<20
DEGREES
VANE ARM LENGTH WITH STREAM BANK
X12
7
PERCENT
VANE ARM SLOPE
X13
<0.3
FT.
DIFFERENCE BETWEEN TOP OF BANK (BANKFULL)AND VANE INTERCEPT POINT
X14
24
IN.
BOULDER LENGTH
X15
24
IN.
BOULDER WIDTH
X16
18
IN.
BOULDER THICKNESS
X17
4
IN.
D50OF COARSE BACKFILL
X18
1.02
FT.
MAXIMUM POOL DEPTH FROM VAN ARM INTERCEPT CONTROL POINT ELEVATION
X19
6
IN.
HEADER BOULDER SETBACK
> VANE INVERT
JTROL POINT
VATI O N
INVERT CONTROL
'OINT ELEVATION
=R FABRIC,
CAL (SEE NOTE 7)
HEADER BOULDER,
TYPICAL (SEE NOTE 6)
BANKFULL
STREAM BANK
\ \
x
N
\
\ X
TOE OF BANK
VARIES
0' TO 1/3 X6
COARSE BACKFILL (SEE NOTE 8)
FILTER FABRIC (SEE NOTE 7)
HEADER BOULDER
X19. --- FOOTER BOULDER
X1 - BEGIN STEP -POOL
x CONTROL POINT
STREAM BED - POOL
X 1 A - STEP -POOL X5
CONTROL POINT, TYPICAL
FLOW
1 B
X3
X4
X f
P OL
X15
I IQ
PROFILE A—A'
STEP -POOL MATERIALS, iJ r
TYPICAL (SEE NOTE 4) --,,\,POOL
x1
\--X5—POOL CONTROL
POINT ELEVATION
(SEE NOTE 2)
X4—STEP INVERT CONTROL
POINT ELEVATION
CROSS SECTION B—B'
1v
PCDL 1S0II
II
1A y 11
11
AA
1
STEP POOL MATERIALS
USED AS INVERT, TYPICAL
(SEE NOTE 5)—/
X2 - END STEP -POOL
CONTROL POINT
PLAN VIEW
NOTES:
1. A DOUBLE DROP ROCK CROSS VANE IS A GRADE CONTROL, IN -STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANKS AND IN TOWARD THE CENTER OF THE CHANNEL. IT IS
SIMILAR TO A BOULDER CROSS VANE WITH AN ADDITIONAL DROP (OR "STEP"). THE "STEP" EFFECTS A GRADE CHANGE OVER MULTIPLE DROPS TO MINIMIZE THE HEIGHT OF ANY SINGLE DROP TO PREVENT
BARRIERS TO FISH PASSAGE.
2. THE CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE UPSTREAM INVERT (CENTER) OF THE CROSS VANE AND AT THE STEP TO ESTABLISH PART OF THE PROFILE. POOL ELEVATION
CONTROL POINT SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN 16 BANKFULL AND BANKFULL. ELEVATION CONTROL POINT IS ESTABLISHED AT THE LEFT AND RIGHT STREAM BANK/VANE
ARM INTERCEPT POINT. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH AND SLOPE OF THE VANE ARM. BANKFULL IS NOT NECESSARILY THE
TOP OF THE STREAM BANK SLOPE. SEE TYPICAL CROSS SECTIONS FOR ADDITIONAL INFORMATION.
4. OMITTED
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE DOUBLE DROP BOULDER CROSS
VANES ARE TO BE INSTALLED.
6. THE VANE SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED ON THE PLANS.
7. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL.THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK;
EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND FOOTER BOULDERS AND SHALL EXTEND OUT FROM THE
VANE ARMS TO THE STREAM BANK AND UPSTREAM A DISTANCE SPECIFIED.
9. THE INVERT (CENTER) OF THE VANE SHALL BE CONSTRUCTED FIRST, FOLLOWED BY ONE VANE ARM, THE OTHER VANE ARM, AND THEN THE STEP. THE FLOODPLAIN SILLS SHALL BE CONSTRUCTED LAST.
10. THE VANE SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS
B. PLACE FOOTER BOULDERS. 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 BE NO GAPS BETWEEN BOULDERS. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM WHICH IS INSTALLED AT AN
ANGLE TO THE STREAM BANK AND PROFILE.
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
11. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT AND FLOODPLAIN SILLS SHALL BE NEATLY SECURED AROUND THE BOULDERS.
DOUBLE DROP ROCK CROSS VANE DETAIL
NOT TO SCALE
TOP OF BANK, TYPICAL
o_
x
� r
x x
\QI
/ 0
A'
O
BENCH
(SEE NOTE 7)
x
x
STEP POOL MATERIAL
(SEE NOTE 4)
X1 - BEGIN STEP -POOL
CONTROL POINT
(SEE NOTE 2)
_B, PROPOSED TOE OF BANK,
:TYPICAL (SEE NOTES 1 &
3)
EXISTING TOE OF BANK,
TYPICAL (SEE NOTES 1 & 3)
X3
X5 X4
SECTION A -A
STEP -POOL MATERIAL
(SEE NOTE 4)
X1A - STEP -POOL
CONTROL POINT,
TYPICAL
THALWEG
(SEE NOTE 5)
TOP OF BANK,
TYPICAL
/%y/�j�
'
\--PROPOSED TOE OF
BANK, TYPICAL
(SEE NOTES 1 & 3)
POOL
\---EXISTING TOE OF BANK,
TYPICAL (SEE NOTES 1 & 3)
BACKFILL MATERIAL
(SEE NOTES 1 & 3)
STEP -POOL MATERIALS
USED AS INVERT,
TYPICAL (SEE NOTE 5)
X8
/F
X6 TOP
OF
BAN K
xj
— FLOW
/ X2 - END STEP -POOL
CONTROL POINT
(SEE NOTE 2)
SECTION B—B
NOTES:
1. STEP POOL STRUCTURES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS AND/OR IN EXISTING CHANNEL SECTIONS,
AS SHOWN ON PLANS.
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE BEGINNING AND END OF STEP -POOL STRUCTURES AND
AT EACH STEP -POOL INVERT BOULDER TO ESTABLISH PART OF THE PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINT
SHALL BE REQUIRED TO ESTABLISH ACCURATE STEP -POOL INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. BACKFILL MATERIAL, IF NEEDED TO ESTABLISH A STEP -POOL SUBPAVEMENT AND/OR TO RAISE THE CHANNEL BED DUE TO
SCOUR/INCISION, SHALL BE CLASS A RIPRAP. BACKFILL SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED
THICKNESS OF STEP -POOL MATERIAL SHALL ACHIEVE THE DESIGNATED GRADES.
4. STEP -POOL MATERIAL SHALL BE AS SHOWN IN TABLE. STEP -POOL MATERIAL MAY BE EXCAVATED, STOCKPILED, AND RE -USED
FROM ABANDONED CHANNEL SECTIONS. OTHERWISE STEP -POOL MATERIAL SHALL BE SLIGHTLY ROUNDED, "RIVER -TYPE" ROCK,
UNLESS OTHER ROCK CHARACTERISTICS ARE APPROVED FOR THE CHANNEL. LOGS AND OTHER WOODY DEBRIS MAY BE
INCORPORATED INTO THE STEP -POOL MATERIALS.
5. STEP -POOL INVERTS SHALL CONSIST OF BOULDERS AS SHOWN IN TABLE. INVERTS SHALL BE SET AT A DROP/RISE FROM THE
ADJACENT UPSTREAM/DOWNSTREAM INVERT TO ACCOMMODATE THE PASSAGE OF FISH. THE INVERTS SHALL FORM THE THALWEG
OF THE STEP POOL STRUCTURE. POOLS SHALL BE FORMED BETWEEN THE INVERTS TO THE DIMENSIONS SPECIFIED.
6. THE BENCH OF THE STEP -POOL STRUCTURE SHALL BE FORMED BESIDE THE POOL AT THE DIMENSIONS SPECIFIED. THE BENCH
SHALL BE FORMED OF STEP -POOL MATERIALS PLACED TO A DEPTH SUCH THAT THEIR SURFACE MATCHES THE STEP -POOL
INVERT IMMEDIATELY UPSTREAM.
X1 -CROSS VANE INVERT
DIM ENSIONS
001
VARIABLE
CONTROL POINT ELEVATION
TOP OF
BANK,
(BANKFULL SEE NOTE 3)
DESCRIPTION
(SEE NOTE 2)
Reach C2
Reach D
Reach E
�-
C J L N
)OTER BOULDER,
- - _
See Plan
See Plan
See Plan
X2, X3 -LEFT OR RIGHT
'PICAL (SEE NOTE 6)
_
- -
- -
See Flan
FT. (NAVD) STEP -POOL CONTROL POINTS)
VANE ARM INTERCEPT
See Pan
COARSE
_
_ _
FT. (NAVD) END STEP -POOL CONTROL PONT ELEVATION
X3
CONTROL POINT
.FT VANE ARM
BACKFILL
FT.
- -
- - T
- ELEVATION
INTERCEPT CONTROL POINT
2.5
FT.
POOL WIDTH
X5
- - - -
ELEVATION (SEE NOTE 3)
2.5
FT.
X14
w
F X
10
10
9
X12
POOL LENGTH
X7
10
2
2
FT.
POOL OVERLAP
o
SEE PLAN
DNTROL
_ FLOW
(SEE NOTE 10E)
�I
X9
24
20
20
IN.
STEP -POOL MATERIAL THICKNESS N POOL
X10
- --
32
32
------
--
STEP -POOL MATERIAL THICKNESS N BENCH
X11
18
18
18
IN.
___,�
00
— \
12
12
IN.
D50 STEP -POOL MATERIAL
X13
\x
6
6
IN.
X9
X14
12
1
POOL
IN-
FILTER 2lz
X15
24
20
�
IN.
LENGTH OF STEP -POOL MATERIAL USED AS IFN ERT
FABRIC
24
20
20
— �
THICKNESS OF STOP -POOL MATERIAL USED AS INVERT
X17
POOL
12
12
IN.
\--X5—POOL CONTROL
POINT ELEVATION
(SEE NOTE 2)
X4—STEP INVERT CONTROL
POINT ELEVATION
CROSS SECTION B—B'
1v
PCDL 1S0II
II
1A y 11
11
AA
1
STEP POOL MATERIALS
USED AS INVERT, TYPICAL
(SEE NOTE 5)—/
X2 - END STEP -POOL
CONTROL POINT
PLAN VIEW
NOTES:
1. A DOUBLE DROP ROCK CROSS VANE IS A GRADE CONTROL, IN -STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANKS AND IN TOWARD THE CENTER OF THE CHANNEL. IT IS
SIMILAR TO A BOULDER CROSS VANE WITH AN ADDITIONAL DROP (OR "STEP"). THE "STEP" EFFECTS A GRADE CHANGE OVER MULTIPLE DROPS TO MINIMIZE THE HEIGHT OF ANY SINGLE DROP TO PREVENT
BARRIERS TO FISH PASSAGE.
2. THE CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE UPSTREAM INVERT (CENTER) OF THE CROSS VANE AND AT THE STEP TO ESTABLISH PART OF THE PROFILE. POOL ELEVATION
CONTROL POINT SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN 16 BANKFULL AND BANKFULL. ELEVATION CONTROL POINT IS ESTABLISHED AT THE LEFT AND RIGHT STREAM BANK/VANE
ARM INTERCEPT POINT. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH AND SLOPE OF THE VANE ARM. BANKFULL IS NOT NECESSARILY THE
TOP OF THE STREAM BANK SLOPE. SEE TYPICAL CROSS SECTIONS FOR ADDITIONAL INFORMATION.
4. OMITTED
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE DOUBLE DROP BOULDER CROSS
VANES ARE TO BE INSTALLED.
6. THE VANE SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED ON THE PLANS.
7. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL.THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK;
EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND FOOTER BOULDERS AND SHALL EXTEND OUT FROM THE
VANE ARMS TO THE STREAM BANK AND UPSTREAM A DISTANCE SPECIFIED.
9. THE INVERT (CENTER) OF THE VANE SHALL BE CONSTRUCTED FIRST, FOLLOWED BY ONE VANE ARM, THE OTHER VANE ARM, AND THEN THE STEP. THE FLOODPLAIN SILLS SHALL BE CONSTRUCTED LAST.
10. THE VANE SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS
B. PLACE FOOTER BOULDERS. 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 BE NO GAPS BETWEEN BOULDERS. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM WHICH IS INSTALLED AT AN
ANGLE TO THE STREAM BANK AND PROFILE.
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
11. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT AND FLOODPLAIN SILLS SHALL BE NEATLY SECURED AROUND THE BOULDERS.
DOUBLE DROP ROCK CROSS VANE DETAIL
NOT TO SCALE
TOP OF BANK, TYPICAL
o_
x
� r
x x
\QI
/ 0
A'
O
BENCH
(SEE NOTE 7)
x
x
STEP POOL MATERIAL
(SEE NOTE 4)
X1 - BEGIN STEP -POOL
CONTROL POINT
(SEE NOTE 2)
_B, PROPOSED TOE OF BANK,
:TYPICAL (SEE NOTES 1 &
3)
EXISTING TOE OF BANK,
TYPICAL (SEE NOTES 1 & 3)
X3
X5 X4
SECTION A -A
STEP -POOL MATERIAL
(SEE NOTE 4)
X1A - STEP -POOL
CONTROL POINT,
TYPICAL
THALWEG
(SEE NOTE 5)
TOP OF BANK,
TYPICAL
/%y/�j�
'
\--PROPOSED TOE OF
BANK, TYPICAL
(SEE NOTES 1 & 3)
POOL
\---EXISTING TOE OF BANK,
TYPICAL (SEE NOTES 1 & 3)
BACKFILL MATERIAL
(SEE NOTES 1 & 3)
STEP -POOL MATERIALS
USED AS INVERT,
TYPICAL (SEE NOTE 5)
X8
/F
X6 TOP
OF
BAN K
xj
— FLOW
/ X2 - END STEP -POOL
CONTROL POINT
(SEE NOTE 2)
SECTION B—B
NOTES:
1. STEP POOL STRUCTURES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS AND/OR IN EXISTING CHANNEL SECTIONS,
AS SHOWN ON PLANS.
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE BEGINNING AND END OF STEP -POOL STRUCTURES AND
AT EACH STEP -POOL INVERT BOULDER TO ESTABLISH PART OF THE PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINT
SHALL BE REQUIRED TO ESTABLISH ACCURATE STEP -POOL INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. BACKFILL MATERIAL, IF NEEDED TO ESTABLISH A STEP -POOL SUBPAVEMENT AND/OR TO RAISE THE CHANNEL BED DUE TO
SCOUR/INCISION, SHALL BE CLASS A RIPRAP. BACKFILL SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED
THICKNESS OF STEP -POOL MATERIAL SHALL ACHIEVE THE DESIGNATED GRADES.
4. STEP -POOL MATERIAL SHALL BE AS SHOWN IN TABLE. STEP -POOL MATERIAL MAY BE EXCAVATED, STOCKPILED, AND RE -USED
FROM ABANDONED CHANNEL SECTIONS. OTHERWISE STEP -POOL MATERIAL SHALL BE SLIGHTLY ROUNDED, "RIVER -TYPE" ROCK,
UNLESS OTHER ROCK CHARACTERISTICS ARE APPROVED FOR THE CHANNEL. LOGS AND OTHER WOODY DEBRIS MAY BE
INCORPORATED INTO THE STEP -POOL MATERIALS.
5. STEP -POOL INVERTS SHALL CONSIST OF BOULDERS AS SHOWN IN TABLE. INVERTS SHALL BE SET AT A DROP/RISE FROM THE
ADJACENT UPSTREAM/DOWNSTREAM INVERT TO ACCOMMODATE THE PASSAGE OF FISH. THE INVERTS SHALL FORM THE THALWEG
OF THE STEP POOL STRUCTURE. POOLS SHALL BE FORMED BETWEEN THE INVERTS TO THE DIMENSIONS SPECIFIED.
6. THE BENCH OF THE STEP -POOL STRUCTURE SHALL BE FORMED BESIDE THE POOL AT THE DIMENSIONS SPECIFIED. THE BENCH
SHALL BE FORMED OF STEP -POOL MATERIALS PLACED TO A DEPTH SUCH THAT THEIR SURFACE MATCHES THE STEP -POOL
INVERT IMMEDIATELY UPSTREAM.
STEP—POOL STRUCTURE
NOT TO SCALE
W
DIM ENSIONS
001
VARIABLE
VALUES
�,,YYYYYIuIrlu///y�/
TYPICAL
DESCRIPTION
= w�=�be��
Reach C2
Reach D
Reach E
�-
C J L N
c—U
o 'q ; z
p J
w U w U �
X1
See Plan
See Plan
See Plan
FT. (NAVD) BEGIN STEP -POOL CONTROL PONT ELEVATION
X1A
See Flan
See Plan
See Flan
FT. (NAVD) STEP -POOL CONTROL POINTS)
X2
See Pan
See Pan
See Plan
FT. (NAVD) END STEP -POOL CONTROL PONT ELEVATION
X3
7
5
5
FT.
STEP -POOL WIDTH
X4
4
2.5
2.5
FT.
POOL WIDTH
X5
3
2.5
2.5
FT.
BENCH WIDTH
X6 1
10
10
9
FT.
POOL LENGTH
X7
10
2
2
FT.
POOL OVERLAP
X8
SEE PLAN
SEE PLAN
SEE PLAN
FT.
STEP -POOL LENGTH
X9
24
20
20
IN.
STEP -POOL MATERIAL THICKNESS N POOL
X10
36
32
32
IN-
STEP -POOL MATERIAL THICKNESS N BENCH
X11
18
18
18
IN.
BACKFILL OR SUBPAVEMENT THICKNESS (DEPTH), IF SPECIFIED
X12
18
12
12
IN.
D50 STEP -POOL MATERIAL
X13
6
6
6
IN.
STEP -POOL INVERT DROP
X14
12
10
10
IN-
WDTH OF STEP -POOL MATERIAL USED AS INVERT
X15
24
20
20
IN.
LENGTH OF STEP -POOL MATERIAL USED AS IFN ERT
X16
24
20
20
IN.
THICKNESS OF STOP -POOL MATERIAL USED AS INVERT
X17
12
12
12
IN.
POOL DEPTH
24
24
24
IN.
INVERT BOULDER LENGTH
24
24
24
IN-
INVERT BOULDER WIDTH
18
1 18
1 18
1 IN.
INVERT BOULDER THICKNESS
STEP—POOL STRUCTURE
NOT TO SCALE
W
O
001
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FL00
SILL, T
RIGHT
INTERCEPT
TOE OF BANK,
TYPICAL
X7
1/3 X3 1/3 X3 1/3 X3
STREAM BANK,
TYPICAL
FLOODPLAIN SILL BANKFULL
(SEE
NOTE 3)
------ ' ---- ' --- 'XX
X1 - RIGHT OR LEFT
INTERCEPT CONTROL POINT ---
E LEVATI O N
- - v' --- --- HOOK BOULDER GAPS, TYP.
JLDER, TYPICAL --_ , (SEE NOTE 10G)
6) FILTER
FABRIC HEADER BOULDER, TYPICAL
YPICAL
FOOTER BOULDER, TYPICAL
CROSS SECTION B -B'
BANKFULL
STREAM BANK
ROL
N \ \
- X
X /\ \ �'� -- --
X \/ \ _--` STREAM BED - POOL
/ >T
/\T
TOE OF BANK /\\ \\ \\ \ \\ \\
VARIES
0 TO 1/3 X3 X12
VANE ARM SECTION A -A'
COARSE BACKFILL (SEE NOTE 8)
-FILTER FABRIC (SEE NOTE 7)
HEADER BOULDER
FOOTER BOULDER
X15
X1- J -HOOK INVERT
CONTROL POINT ELEVATION
NOTES:
1. A J—HOOK VANE IS A STREAM BANK PROTECTION, IN—STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANK ON THE OUTSIDE OF A MEANDER BEND (POOL) AND IN TOWARD THE
CENTER OF THE CHANNEL.
2. A POOL ELEVATION CONTROL POINT HAS BEEN ESTABLISHED AS PART OF THE PROFILE. SURVEY OF CONTROL POINT IS REQUIRED TO ESTABLISH ACCURATE J—HOOK INSTALLATION WITHIN THE TOLERANCE
SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN 1/2 BANKFULL STAGE AND BANKFULL STAGE. ELEVATION CONTROL POINT IS ESTABLISHED AT THE LEFT OR RIGHT STREAM
BANK/VANE ARM INTERCEPT POINT TO SCALE. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH AND SLOPE OF THE VANE ARM. BANKFULL IS
NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE.
4. OMITTED.
5. A TYPICAL POOL CROSS SECTION IS PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER J—HOOK VANES ARE TO BE INSTALLED.
6. THE J—HOOK VANE SHALL BE CONSTRUCTED WITH FLAT—SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SHOWN ON PLANS.
7. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL OF THE VANE ARM. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE
FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND FOOTER BOULDERS AND SHALL EXTEND OUT FROM THE VANE
ARMS TO THE STREAM BANK.
9. THE VANE ARM OF THE BOULDER J—HOOK SHALL BE CONSTRUCTED FIRST, FOLLOWED BY THE HOOK. THE FLOODPLAIN SILLS SHALL BE CONSTRUCTED LAST.
10. BOULDER J—HOOK VANES SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER—EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS.
B. PLACE FOOTER BOULDERS OF THE VANE ARM AND FLOODPLAIN SILL. THERE SHALL BE NO GAPS BETWEEN BOULDERS.
C. INSTALL FILTER FABRIC.
D. PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
E. INSTALL HEADER BOULDERS ON THE VANE ARM AND FLOODPLAIN SILL 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 BE NO GAPS BETWEEN BOULDERS. THE SLOPE OF THE VANE ARM IS MEASURED ALONG
THE VANE ARM WHICH IS INSTALLED AT AN ANGLE TO THE STREAM BANK AND PROFILE.
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
G. PLACE EACH BOULDER TO FORM THE HOOK BY INSTALLING A FOOTER BOULDER, THEN A HEADER BOULDER. GAPS AS WIDE AS % TO 1/3 THE BOULDER DIAMETER SHALL BE LEFT BETWEEN THE HOOK
HEADER BOULDERS (NO GAPS BETWEEN FOOTER BOULDERS).
11. CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT AND FLOODPLAIN SILLS SHALL BE NEATLY SECURED AROUND THE BOULDERS.
ROCK J—HOOK VANE DETAIL
NOT TO SCALE
FLOW
BANKFULL
(SEE NOTE 3)
0a)
LL.I X
O' I
X10 (SEE NOTE 10E)o
--v
POOL X
PROFILE VIEW
RIGHT OR LEFT
INTERCEPT
FLOW
X2 -POOL CONTROL
POINT ELEVATION
(SEE NOTE 2)
VARIABLE
VALUES
DIMENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
DESCRIPTION
001
Reach B
Reach C1
Reach C2
Reach D
�,,,r�lu
=Q?cn w��ilC
X1
See Plan
See Plan
See Plan
See Plan
FT. (NAVDf
,I -HOOK INVERT CONTROL POINT ELEVATION
X2
See Plan
See Plan
See Plan
See Plan
FT. (NAVDj
POOL CONTROL POINT ELEVATION
X3
10
12.2
5.4
6.3
FT.
BAN KFU LL 'Af IDTH
X4
See Plan
See Plan
See Plan
See Plan
FT.
NIAXINIUr1 POOL DEPTH FRO Ni VANE ARri INTERCEPT
XE.
10
12
6
FT.
VANE ARNI LENGTH
X6
4
=
4
IN.
DEO OF COARSE BACKFILL
;C7
E
E
E
FT.
LENGTH OF FLO0DPLG,IN SILL
X8
20- 30
20 - 30
20 - 30
20 - 30
DEGREES
VANE ARri ANGLE "iVITH STREAri BANK
X9
<0.E
<O.E
<0.4
<0.4
FT.
DIFFERENCE BE-PoVEEN BANKFULLANDVANEARri INTERCEPT
X10
7
rr'
U
r
PERCENT
VANE ARNI SLOPE
X11
30
30
30
24
IN.
BO ULDE R LENGTH
X12
'U
30
'C
24
IN.
B0ULDERb'JICTH
X13
2-
1
IN.
BOULDERTHICKNESS
X1 e
0 o
e
IN.
GAP "AelDTH
1 E
_
_
_
i�
IN.
HEADER BOULDER SETBACK
9'
2% 2%
PROP 1.5" ASPHALT
CONCRETE SURFACE
COURSE (S9.5A) AT 112
LBS PER SY PER INCH -
GOLF COURSE PATH DETAIL
NOT TO SCALE
2'-6" CURB
& GUTTER -
EXIST.
GROUND
PROP 1.5" ASPHALT
CONCRETE SURFACE
COURSE (S9.5A) AT 112
LBS PER SY PER INCH -
VARIES SEE PLAN
PROP 8" AGGREGATE
BASE COURSE
SAW CUT PRIOR TO
REPLACEMENT
\_
EXISTING PAVEMENT
PROP. 4.5" ASPHALT CONCRETE
INTERMEDIATE COURSE (119.013) AT
114 LBS. PER SY PER INCH
PARKING LOT AND ENTRANCE ROAD REPAIR DETAIL
NOT TO SCALE
W
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001
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RIGHT
NOTES:
T(lC nE- QANIV TVDI(`AI
PLAN VIEW
STREAM BANK,
TYPICAL
IOOK BOULDER
;APS (SEE NOTE 1OG)
DOTER BOULDER TYPICAL
SEE NOTE 6)
DER BOULDER, TYPICAL
NOTE 6)
BANKFULL
00
x
X
Elf
00
Cf)
FILTER FABRIC
(SEE NOTE 7 & 13D)
X15
C N
W
X
FLOW X13 o
NOTE 10B)
STREAM BANK
VARIES
0' - 1/3 X3
X17
COARSE BACKFILL (SEE NOTE 8)
HEADER LOG (SEE NOTE 10C)
FOOTER LOG, IF SPECIFIED (SEE NOTE 6)
ARM SECTION A -A'
BALLAST BOULDER, TYPICAL
(SEE NOTE 6)
BANKFULL (SEE NOTE)
LEFT OR RIGHT VANE
ARM INTERCEPT
STREAM BED IN POOL
RIGHT OR LEFT INTERCEPT
X
\
\ \ \\ \ \ \ ---- ---- - F
---- ��-c�� POOL HEADER LOG
X1 — J—HOOK INVERT
CONTROL POINT ELEVATION
FOOTERIECIFIED
(SEE NOTE 6) X2—POOL CONTROL POINT
ELEVATION (SEE NOTE 2)
PROFILE VIEW
1. A J—HOOK VANE IS A STREAM BANK PROTECTION, IN—STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANK ON THE OUTSIDE OF A MEANDER BEND
(POOL) AND IN TOWARD THE CENTER OF THE CHANNEL. THE DETAIL SHALL BE "FLIPPED" DEPENDING ON WHICH STREAM BANK (LEFT OR RIGHT) IS ON THE OUTSIDE OF THE
MEANDER BEND.
2. A POOL ELEVATION CONTROL POINT HAS BEEN ESTABLISHED AS PART OF THE PROFILE. SURVEY OF CONTROL POINT TO SCALE SHALL BE REQUIRED TO ESTABLISH ACCURATE
J—HOOK INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN '/2 BANKFULL STAGE AND BANKFULL STAGE. ELEVATION CONTROL POINT IS ESTABLISHED AT
THE LEFT OR RIGHT STREAM BANK/VANE ARM INTERCEPT POINT TO SCALE. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY
THE LENGTH AND SLOPE OF THE VANE ARM. BANKFULL IS NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE.
4. OMITTED.
5. A TYPICAL POOL CROSS SECTION IS PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE LOG J—HOOK VANES ARE TO
BE INSTALLED.
6. THE LOG J—HOOK VANE SHALL BE CONSTRUCTED WITH A LOG VANE ARM AND A BOULDER HOOK. LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED AND BE RELATIVELY
STRAIGHT HARDWOOD, RECENTLY HARVESTED. THE LENGTH SHALL BE SUCH THAT THE LOG IS BURIED INTO THE SOIL OF THE STREAM BANK (ON ONE END) AND STREAM BED (ON
THE OTHER END) A MINIMUM DISTANCE AS SPECIFIED BY THE DESIGNER. A SINGLE LOG MAY BE USED INSTEAD OF A HEADER/FOOTER LOG COMBINATION. FLAT—SIDED BALLAST
(OPTIONAL) AND HOOK BOULDERS SHALL BE OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SHOWN ON THE PLANS
7. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE LOGS AND UNDER THE COARSE BACKFILL MATERIAL OF THE VANE ARM. THERE SHALL BE NO FILTER
FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER (AND FOOTER, IF SPECIFIED) LOGS
AND SHALL EXTEND OUT FROM THE VANE ARM TO THE STREAM BANK.
9. THE VANE ARM OF THE LOG J—HOOK SHALL BE CONSTRUCTED FIRST, FOLLOWED BY THE HOOK.
10. LOG J—HOOK VANES SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER—EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER (AND FOOTER, IF SPECIFIED) LOGS.
B. PLACE FOOTER LOG OF THE VANE ARM IF SPECIFIED. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM WHICH IS INSTALLED AT AN ANGLE TO THE STREAM
BANK AND PROFILE.
C. INSTALL HEADER LOG ON THE VANE ARM ON TOP OF AND SET SLIGHTLY FORWARD OR BACK FROM THE FOOTER LOG.
D. NAIL FILTER FABRIC TO THE HEADER LOG USING A 3" GALVANIZED NAIL WITH A PLASTIC CAP WITH 12" SPACING.
E. PLACE COARSE BACKFILL BEHIND LOGS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
F. PLACE BALLAST BOULDERS ON THE VANE ARM.
G. PLACE EACH HOOK BOULDER BY INSTALLING A FOOTER BOULDER, THEN A HEADER BOULDER SET BACK IN THE UPSTREAM DIRECTION. GAPS AS WIDE AS 1/4 TO 1/3 THE
BOULDER DIAMETER SHALL BE LEFT BETWEEN THE HOOK BOULDERS.
11. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT SHALL BE NEATLY SECURED AROUND THE LOGS.
LOG J -HOOK VANE DETAIL
NOT TO SCALE
1/3 X3
7 HEADER LOG
FOOTER LOG,
IF SPECIFIED (SEE NOTE 6)
1/3 X3
CROSS SECTION B -B'
DIMENSIONS
VARIABLE
TYPICAL UNIT
DESCRIPTION
Reach E
X1
See Plan
FT. (NAVD)
J -HOOK INVERT CONTROL POINT ELEVATION
X2
See Plan
FT. (NAVD)
POOL CONTROL POINT ELEVATION
X3
6.9
FT.
BAN KFULL WI DTH
X4
1.02
FT.
MAXIMUM POOL DEPTH
X5
4
IN.
D50OFCOARSE BACKFILL
X6
8
FT.
VANE ARM LENGTH
X7
16
FT.
VANE ARM LOG LENGTH
X8
12
IN.
LOG DIAMETER
X9
4
FT.
LENGTH OF VANE ARM BURIED INTO SOIL
X11
20
DEGREES
VANE ARM ANGLE WITH STREAM BANK
X12
<0.3
FT. OR IN.
DIFFERENCE BETWEEN TOP OF BANK (BANKFULL) AND VANE ARM INTERCEPT POINT
X13
7
PERCENT
VANE ARM SLOPE
X14
24
IN. OR FT.
BALLAST/HOOK BOULDER LENGTH
X15
24
IN. OR FT.
BALLAST/HOOK BOULDER WIDTH
X16
18
IN. OR FT.
BALLAST/HOOK BOULDER THICKNESS
X17
4
IN.
HEADER LOG SET BACK
X18
6
IN.
GAP WIDTH
1/3 X3
BANKFULL
(SEE
NOTE 3)
dEADER BOULDER w/GAP, TYPICAL
,SEE NOTE 1OG)
BOULDER, TYPICAL
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FLOW
STREAM BANK,
TOE OF BANK, TYPICAL
TYPICAL
DANIVC-1 ii 1 (cc -c- NIOT� z)
FLOC
SILL (T
X3 - RIGHT
INTERCEPT CONTI
ELEVATION (SEI
4
NOTES:
1,W_10wy/l��i�l
- CROSS VANE INVERT
CONTROL POINT
E LEVATI O N
AND FOOTER BOULDERS,
(SEE NOTE 6)
FILTER FABRIC,
TYPICAL (SEE NOTE 7)
- LEFT VANE ARM
INTERCEPT CONTROL POINT
ELEVATION (SEE NOTE 3)
BANKFULL STREAM BANK
L0--
X \
c"!
/
TOE OF BANK
FLOODPLAIN
SILL, TYPICAL
FI
FA
FILTER FABRIC (SEE NOTE 7)
COARSE BACKFILL (SEE NOTE 8)
HEADER BOULDER (SEE NOTE 6)
FOOTER BOULDER (SEE NOTE 6)
X17
STREAM BED - POOL
//X\
\\
VARIES
0' TO 1/3 X5 X14
VANE ARM SECTION A -A'
VF7,
CROSS SECTION B -B'
1. A BOULDER CROSS VANE IS A GRADE CONTROL, IN -STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANKS AND IN TOWARD THE CENTER OF THE
CHANNEL.
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE UPSTREAM INVERT (CENTER) OF THE CROSS VANE TO ESTABLISH PART OF THE PROFILE. POOL ELEVATION
CONTROL POINT SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE CROSS VANE
INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN 1h BANKFULL STAGE AND BANKFULL STAGE. ELEVATION CONTROL POINT IS ESTABLISHED AT
THE LEFT AND RIGHT STREAM BANK/VANE ARM INTERCEPT POINT TO SCALE. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY
THE LENGTH AND SLOPE OF THE VANE ARM. BANKFULL IS NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE SEE TYPICAL CROSS SECTIONS FOR ADDITIONAL INFORMATION.
4. OMITTED
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER CROSS
VANES ARE TO BE INSTALLED.
6. THE CROSS VANE SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED ON THE PLANS.
7. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL. THERE SHALL BE NO FILTER FABRIC VISIBLE IN
THE FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND FOOTER BOULDERS AND SHALL
EXTEND OUT FROM THE VANE ARMS TO THE STREAM BANK AND UPSTREAM A DISTANCE SPECIFIED IN THIS DETAIL.
9. THE INVERT (CENTER) OF THE BOULDER CROSS VANE SHALL BE CONSTRUCTED FIRST, FOLLOWED BY ONE VANE ARM AND THEN THE OTHER VANE ARM. THE FLOODPLAIN SILLS
SHALL BE CONSTRUCTED LAST.
10. BOULDER CROSS VANE SHALL BE BUILT TYPICALLY AS FOLLOWS:
A.
OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL
THICKNESS OF THE HEADER AND FOOTER BOULDERS.
B.
PLACE FOOTER BOULDERS. THERE SHALL BE NO GAPS BETWEEN
BOULDERS.
C.
INSTALL FILTER FABRIC.
�r.
J
D.
PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
,r,,�Ib111A111
TYPICAL UNIT
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
Reach C2
COARSE BACKFILL). HEADER BOULDERS SHALL SPAN THE SEAMS
OF THE FOOTER BOULDERS.
THERE SHALL BE NO GAPS BETWEEN BOULDERS. THE SLOPE OF THE VANE
ARM IS MEASURED ALONG THE VANE ARM WHICH IS INSTALLED AT AN ANGLE TO THE STREAM
BANK AND PROFILE.
F.
PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT
ANY VOIDS BETWEEN THE
BOULDERS ARE FILLED.
11. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT AND FLOODPLAIN SILLS SHALL BE NEATLY SECURED AROUND THE BOULDERS.
ROCK CROSS VANE
NOT TO SCALE
X1 - CROSS VANE
INVERT CONTROL
POINT ELEVATION
(SEE NOTE 2)
COARSE
BACKFILL
(SEE NOTE 8)
FLOW
0
FILTER
FABRIC
BANKFULL
(SEE NOTE 3)
W X
I X12 (SEE NOTE 10E) > o
vLo
I X13
Qo
POOLX
X2 OR X3 - LEFT OR RIGHT VANE
ARM INTERCEPT CONTROL POINT
ELEVATION
XI X4 - POOL CONTROL
_ POINT ELEVATION
(SEE NOTE 2) FLOW
i
PROFILE VIEW
w
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DESCRIPTION
m N
J 2
l0 L N
Reach A
Reach C1
Reach C2
Reach D
Reach E
X1
See Plan
See Plan
Sae Plan
See Plan
See Plan
FT. (NAVD}
CROSS VANE INVERT CONTROL POINT ELEVATION
X2
NOTE 3
NOTE 3
NOTE 3
NOTE 3
NOTE 3
FT. (NAVD)
LEFT VANE ARM INTERCEPT CONTRO L POINT ELEVATION
X3
NOTE 3
NOTE 3
NOTE 3
NOTE 3
NOTE 3
FT. (NAVD}
RIGHT VANE ARM INTERCEPT CONTROL POINT ELEVATION
4
Sae Plan
See Plan
See Plan
See Plan
See Plan
FT. (NAVD}
POOL CONTROL POINT ELEVATION
X`
11.4
12.2
9.4
v,3
c.c
FT.
BANKFULL o%eIDTH
X
11
12
Q
6
7
FT.
VANE ARM LENGTH
X7
E
E
C
E
FT.
FLOODPLAIN SILL LENGTH
X&
2
2
2
2
2
FT.
LENGTH OF COARSE BACKFILL
X9
41,
4
-
4
4
IN.
DEA OF COARSE BACKFILL
X1 C
20
20
20
20
20
DEGREES
VANE ARM ANGLE lo'OTH STREAM BANK
X11
<0.3
<0.3
<0.2
<0.1
<0.1
FT.
DIFFERENCE BET)o'%fEEN TOP OF BANK (BAN KFULL}AND VANE ARM INTERCEPT POINT
X12
7
7
7
77
OI
PERCENT
VANE ARM SLOPE
X13
30
?0
30
2
2'
IN.
BOULDER LENGTH
X14
M
30
30
24
24
IN.
BOULDER"jVIDTH
X15
24
24
24
18
18
IN.
BOULDERTHICKNESS.
Me
1.7
1.92
1.4
0.92.
1.02
FT.
MAXIMUM POOL DEPTH
X17
c-
r.
&
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I H EADE R BO ULDE R SET BACK
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X3 —
FLOW
TOE OF BANK, TYPICAL
STREAM BANKS, X1 — CROSS VANE INVERT
TYPICAL X10 CONTROL POINT ELEVATION (SEE NOTE 2)
COARSE BACKFILL INVERT LOG BANKFULL (SEE NOTE 3)
((:zEE NOTES 6 & 1 1)
FILTER FABRIC ------___ - X2, X3 — LEFT AND RIGHT VANE
---_ ARM INTERCEPT CONTROL
---- --__ POINT ELEVATION
w ---- _
IV RTN CONTROL FLOW > X HEADER LOG -------
DINT ELEVATION (SEE NOTE 2) X15 o if
x
(SEE NOTE 10B)
(SEE NOTE 3)
FLOw
x X19POOL
X
NOTES:
1
PLAN VIEW
IVERT LOG (SEE NOTE 6 & 1 1)
ER FABRIC, TYPICAL
NOTE 8 & 13E)
— LEFT VANE ARM CONTROL POINT ELEVATION
(SEE NOTE 3)
VANE ARM LOG, TYPICAL
'TIONAL BALLAST BOULDER,
PICAL (SEE NOTES 10 & 1 1)
ADER LOG
R LOG
0
x
x
N
0
x
m
w
A LOG CROSS VANE IS A GRADE CONTROL, IN—STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANKS AND IN TOWARD THE CENTLI. l/I
DUCKBILL ANCHOR
(SEE NOTES 10 & 1 1)
BANKFULL STREAM BANK
FOOTER LOG
(SEE NOTE 7)
PROFILE VIEW
COARSE BACKFILL (SEE NOTE 9)
X4—POOL CONTROL POINT
ELEVATION (SEE NOTE 2)
OG (SEE NOTE 10C)
I I IL \11 1r\I1jI14LL.
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE UPSTREAM INVERT (CENTER) OF THE CROSS VANE TO ESTABLISH PART OF THE PROFILE. A NOTCH MAY BE
CUT INTO THE LOG AT THE INVERT LOCATION. POOL ELEVATION CONTROL POINT SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINT SHALL BE
REQUIRED TO ESTABLISH ACCURATE INSTALLATION WITHIN THE TOLERANCE SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN �/ BANKFULL STAGE AND BANKFULL STAGE. ELEVATION CONTROL POINT IS ESTABLISHED AT
THE LEFT AND RIGHT STREAM BANK/VANE ARM INTERCEPT POINT TO SCALE. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY
THE LENGTH AND SLOPE OF THE VANE ARM. BANKFULL IS NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE SEE TYPICAL CROSS SECTIONS FOR ADDITIONAL INFORMATION.
4. OMITTED.
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE LOG CROSS
VANES ARE TO BE INSTALLED.
6. LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED AND RELATIVELY STRAIGHT HARDWOOD, RECENTLY HARVESTED. THE LENGTH SHALL BE SUCH THAT THE LOG IS BURIED INTO
THE SOIL OF THE STREAM BANK (ON ONE END) AND STREAM BED (ON THE OTHER END) A MINIMUM DISTANCE AS SPECIFIED HEREIN. THE INVERT LOG SHALL BE EQUAL TO THE
STREAM BED WIDTH AS DEPICTED IN THE RIFFLE TYPICAL SECTION.
7. A SINGLE LOG MAY NOT BE USED IN LIEU OF A HEADER/FOOTER LOG COMBINATION.
8. TYPE 2 FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE LOG(S) AND THE STREAM BED, UNDER THE COARSE BACKFILL MATERIAL. THERE SHALL BE NO FILTER
FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
9. COARSE BACKFILL SHALL BE CLASS A RIP RAP. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER (AND ANY FOOTER) LOGS AND SHALL
EXTEND OUT FROM THE VANE ARMS TO THE STREAM BANK AND UPSTREAM A DISTANCE SPECIFIED HEREIN.
10. AS AN OPTION, FLAT—SIDED BOULDERS OF A SIZE 2'x2'x3' AS SPECIFIED BY THE DESIGNER MAY BE PLACED AS BALLAST ON TOP OF THE STREAM BANK SIDE OF THE EMBEDDED
VANE ARMS. DUCK BILL ANCHORS MAY BE USED IN LIEU OF BALLAST BOULDERS UPON SUBMITTAL FOR REVIEW AND APPROVAL BY ENGINEER.
11. DUCKBILL ANCHORS WITH GALVANIZED CABLE ATTACHED MAY BE USED TO SECURE LOGS INTO THE STREAM BED AND/OR BANKS TO THE SPECIFIED DEPTH. FLAT SIDED BOULDERS
2'x2'x3' CAN BE USED IN LIEU OF THE LOG INVERT/DUCKBILL ANCHOR SYSTEM.
12. THE VANE ARMS OF THE LOG CROSS VANE SHALL BE CONSTRUCTED FIRST, FOLLOWED BY THE LOG INVERT.
13. LOG CROSS VANES SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER—EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER (AND FOOTER IF SPECIFIED) LOGS.
B. PLACE VANE ARM FOOTER LOGS, IF SPECIFIED. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM WHICH IS INSTALLED AT AN ANGLE TO THE STREAM BANK
AND PROFILE.
C. INSTALL VANE ARM HEADER LOG ON TOP OF AND SET SLIGHTLY FORWARD OR BACK FROM THE FOOTER LOG.
D. INSTALL INVERT LOG AND DUCKBILL ANCHOR.
E. NAIL FILTER FABRIC TO THE HEADER LOG USING A GALVANIZED NAIL WITH A PLASTIC CAP. THE SIZE AND GAGE OF NAIL AND NAIL SPACING SHALL BE SPECIFIED BY THE
F. PLACE COARSE BACKFILL BEHIND LOG(S) ENSURING THAT ANY VOIDS BETWEEN THE LOGS ARE FILLED.
14. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT SHALL BE NEATLY SECURED AROUND THE LOGS.
LOG CROSS VANE
NOT TO SCALE
ARM SECTION A -A'
FOOTER LOG, IF
SPECIFIED (SEE NOTE 7)
STREAM BED IN POOL
W
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VARIABLE
VALUES
�r.
TYPICAL UNIT
DESCRIPTIM
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H
Reach B
Reacts C1
Reach E
N C
N .O j Z
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wU uiU�-
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See Ran
See Ran
See Ran
FT. (NAVD}
[ROSS V At EINV ERT MflF.OL POINT ELBiATION
X2
NOTE
NOTE
NOTE
FT.(N4VD)
LEFT V'ANEAF&IINTEF T COMML P01NJFEL&ATION
X3
NOTE
NOTE
NOTE
FT.(NAVDy
RIGHTVAN=ARtM1INTB:S= CC) WROLPOINTELEVATION
X4
See Ran
See Ran
See Ran
FT. (NAVD'y
POOL CO WML P01rTTELEV?,TI0N
X5
9
12.2
6.9
FT.
BANKFLLL .MDTH
X6
12
12
12
IN
LOG DIAMETER
X7
10
12
8
FT.
"VANE AR10 LENGTH
X8
17
19
14
FT.
'JANEAR10 LOG LEhJGTH
X9
4
4
4
FT.
LENGTH OF VA NEARtM1LOGB4.RIEDINTO ElkNK
x'10
3
3
2
FT.
LENGTH OFGDA RSEBACKFILL
x11
5 rrin
9 rin
5' nin
V.I. OR FT.
DEPTH OF DUCKBILL ANCHOR INSTALLATION
x12
ClassA
Rprap
Class
Riprap
Class
Riprap
r4A
COARSEBACKRLLMATERIAL
x13
20-30
20-30
20-30
DEGREES
VANE.ARbiAN3LE [THSTREAfM1 BA. NK
x14
<0.5
<0.5
<. 3
FT
DFFEREN[E BET:"BEEN TOP OF BA N{ (BA r4<FLLLy A ISD VA r E .A R1'M1 IWE RCEFT P011 IT
x15
10
10
9
P83CErTT
'M'A NE A RtM1 SLO PE
x19
1.69
1.91
1.02
FT.
fAAX1fy1U1 POOL DEPTH
X20
4
4
4
FT.
LBIGTH OF INV ERT LOG BURIED INTO BA NK
X21
6
6
6
IN
I -EA CER LOG S ET BACK
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Planting Zones
Zone Description
Total Area
(Sq. Ft)
Total Area
(Acres)
1 Stream Riparian Banks
30,000
0.60
2 Floodplain Riparian Areas
90,000
2.06
3 Upland Riparian Areas
210,000
4.82
Botanical Name
Common Name
Stratum
Form
Size
Spacing
Quantity
Total
Zone 1 - Live Stakes
0.40
Bidens aristosa
Beggartick
2
0.40
o_
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0
a�
E
Z (n
Cornus amomum
Silky Dogwood
Shrub
live stake
1/2 -1 1/4" cal
2.0' O.C., triangular
2,500
2
Salix sericea
Silky Willow
Shrub
live stake
1/2 -1 1/4" cal
2.0' O.C., triangular
2,500
7,500
Sambucus canadensis
Elderberry
Shrub
live stake
1/2 -1 1/4" cal
2.0' O.C., triangular
2,500
4.20
Zone 2 - Floodplain Riparian
Rudbeckia hirta
Black-eyed Susan
2
0.40
Sorghastrum nutans
Alnus serrulata
Tag alder
Shrub
containerized
(3 gallon)
10 O.C., random
150
0
z
Aronia arbutifolia
Red Chokeberry
Shrub
containerized
(3 gallon)
10 O.C., random
100
Symphoricarpos orbiculatus
Coralberry
Shrub
containerized
(3 gallon)
10 O.C., random
100
Viburnum dentatum
Southern Arrowwood
Shrub
containerized
(3 gallon)
10 O.C., random
100
�
Acernegundo
Boxelder
Tree
containerized
(3 gallon)
10' O.C., random
150
a
Acer rub rum
Red Maple
Tree
containerized
(3 gallon)
10' O.C., random
150
1245
Betula nigra
River Birch
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
15
containerized (3 gallon) 10' O.C., random 150
Fraxinus pennsylvanica
Green Ash
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
15
oN
containerized (3 gallon) 10' O.C., random 150
Platanus occidentalis
Sycamore
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
15
containerized (3 gallon) 10' O.C., random 150
Zone 3 - Upland Riparian
O0
Asimina tribola
Pawpaw
Shrub
containerized
(3 gallon)
10 O.C., random
150
Cercis canadensis
Redbud
Shrub
containerized
(3 gallon)
10 O.C., random
150
Cornus florida
Flowering Dogwood
Shrub
containerized
(3 gallon)
10 O.C., random
150
Ilex decidua
Possumhaw
Shrub
containerized
(3 gallon)
10 O.C., random
150
Ilex verticillate
Winterberry
Shrub
containerized
(3 gallon)
10 O.C., random
150
Lindera benzoin
Spicebush
Shrub
containerized
(3 gallon)
10 O.C., random
150
Viburnum dentatum
Southern Arrowwood
Shrub
containerized
(3 gallon)
10 O.C., random
150
Acernegundo
Boxelder
Tree
containerized
(3 gallon)
10' O.C., random
200
Acer rub rum
Red Maple
Tree
containerized
(3 gallon)
10' O.C., random
200
Betula nigra
River Birch
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
25
2950
containerized (3 gallon) 10' O.C., random 200
Fraxinus pennsylvanica
Green Ash
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
25
containerized (3 gallon) 10' O.C., random 200
Juglans nigra
Black Walnut
Tree
containerized
(3 gallon)
10' O.C., random
200
Nyssa sylvatica
Black Gum
Tree
containerized
(3 gallon)
10' O.C., random
200
Platanus occidentalis
Sycamore
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
25
containerized (3 gallon) 10' O.C., random 200
Quercus phellos
Willow Oak
Tree
ball and burlap
1 -1 1/2" cal
40' O.C., random
25
containerized (3 gallon) 10' O.C., random 200
Ulmus americana
American Elm
Tree
containerized
(3 gallon)
10' O.C., random
200
Planting List - Permanent Riparian Seed Mix (20 lbs/acre)
Zone
Botanical Name
Common Name
%of
Mix
Seed
(lbs./acre)
TALL FESCUE
Agrostis hyemalis
Winter bentgrass
2
0.40
Bidens aristosa
Beggartick
2
0.40
o_
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0
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Z (n
Chasmanthium latifolium
River Oats
20
4.00
Juncus coriaceus
Leathery Rush
2
0.40
1,2,&3
Elymus virginicus
Virginia Wild Rye
18
3.60
Panicum anceps
Beaked Panicgrass
21
4.20
Panicum rigidulum
Red -top Panicgrass
21
4.20
Rudbeckia hirta
Black-eyed Susan
2
0.40
Sorghastrum nutans
Indiangrass
10
2.00
Chamaecrista fasciculate Partridge Pea 2
0.40
ERNMX307 - NC Piedmont Riparian Mix
added Beggarstick, Blackeyed Susan, and Partridge Pea
NOTES:
1.) NO WOODY SPECIES TO BE PLANTED IN REACH A. APPLY PERMANENT RIPARIAN SEED MIX TO THE LIMITS OF DISTURBANCE.
2.)
3.)
PERMANENT SEEDING SCHEDULE (REACH A ONLY)
DATE
SEEDING
PLANTING RATE
AUG. 15 - APR 15
TALL FESCUE
100 LB./AC
APR. 15 - AUG 15
BERMUDA GRASS
25 LB./AC
APPLY GROUND LIMESTONE AT THE RATE OF 75 LB./1000 SF. OR AS REQUIRED BY
SOIL TEST AS SPECIFIED IN SPECIAL PROVISIONS.
APPLY 20-10-5 (N -P -K) COMMERCIAL FERTILIZER AT THE RATE OF 20 LB./1000 SF.
OR AS REQUIRED BY SOIL TEST AS SPECIFIED IN SPECIAL PROVISIONS.
4.) MULCH WITH STRAW APPLIED AT THE RATE OF 75-100 LB./1000 SF.
5.) HEAVILY MULCHED DURING JANUARY - MARCH PERIOD.
6.) ONLY SHRUB SPECIES TO BE PLANTED IN ZONE 2 MOD OR ZONE 3 MOD.
LIMITS OF CUT/FILL)
FLOODPLAIN BENCH
TOP OF LOW FLOW CHANNEL
(APPROX. BANKFULL)
TYPICAL PLANTING DETAIL (REACH B-E)
N.T.S.
MATTING NOTES:
LIMIT OF DISTURBANCE
LOCATION VARIES
1. ALL STREAM BANKS TO BE MATTED TO TOP OF BANK, OR LIMITS OF CUT/FILL (WHICHEVER IS GREATER) WITH 100% BIODEGRADABLE
COCONUT FIBER EROSION CONTROL MATTING (SEE DETAIL 1, SHEET D4).
2. SEED AND STRAW MULCH TO BE APPLIED UNDER ALL MATTED AREAS.
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EROSION CONTROL NOTES
1. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
NORTH CAROLINA EROSION AND SEDIMENT CONTROL REGULATIONS, U.S. DEPT. OF
AGRICULTURE, AND U.S. SOIL CONSERVATION SERVICE REGULATIONS.
2. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT
MAY BE REQUIRED BY A REPRESENTATIVE OF THE CITY ENGINEERING DEPARTMENT AND
WILL BE EMPLOYED WHERE DETERMINED NECESSARY BY ACTUAL SITE CONDITIONS.
3. WHEN ANY CONSTRUCTION BORDERS A DRAINAGE COURSE:
A. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ANY OTHER EXCAVATION SPOIL
DIRT, CONSTRUCTION TRASH OR DEBRIS, ETC. FROM THE DRAINAGE AREAS SHOWN
HEREON IN AN EXPEDITIOUS MANNER AS CONSTRUCTION PROGRESSES.
B. THE CONTRACTOR HEREBY AGREES TO STOP ALL WORK AND RESTORE THESE
AREAS IMMEDIATLEY UPON NOTIFICATION BY THE CITY OF CHARLOTTE INSPECTOR
AND/OR THE ENGINEER.
4. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLE OR SITE
ONTO PUBLIC ROADWAY OR INTO STORM DRAIN MUST BE REMOVED.
5. PRIOR TO COMMENCING LAND DISTURBANCE ACTIVITY, THE LIMITS OF LAND
DISTURBANCE SHALL BE CLEARLY AND ACCURATELY DEMARCATED WITH STAKES, FENCING,
OR OTHER APPROPRIATE MEANS. THE LOCATION AND EXTENT OF ALL AUTHORIZED LAND
DISTURBANCE ACTIVITY SHALL BE DEMARCATED FOR THE DURATION OF THE
CONSTRUCTION ACTIVITY. NO LAND DISTURBANCE SHALL OCCUR OUTSIDE THE APPROVED
LIMITS INDICATED ON THE APPROVED PLANS.
6. PRIOR TO GRUBBING, ALL TREE PROTECTION FENCING SHALL BE INSTALLED, INSPECTED
AND APPROVED BY THE INSPECTOR. TREES WITHIN THE PROTECTION AREAS MAY ONLY
BE REMOVED WITH APPROVAL BY THE INSPECTOR.
7. ALL PERIMETER EROSION CONTROL DEVICES AND STORMWATER MANAGEMENT DEVICES
SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION AND WITHIN 24 HOURS OF
GRUBBING. THIS MAY REQUIRE GRUBBING IN STAGES TO ENSURE EROSION CONTROL
MEASURES ARE PUT IN PLACE PRIOR TO RAIN EVENT. THE LOCATION OF SOME OF THE
EROSION CONTROL DEVICES MAY HAVE TO BE ALTERED FROM THAT SHOWN ON THE
APPROVED PLANS IF DRAINAGE PATTERNS DURING CONSTRUCTION ARE DIFFERENT FROM
THE FINAL PROPOSED DRAINAGE PATTERNS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
ACCOMPLISH EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS
STAGES DURING CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY
PHASE OF CONSTRUCTION SHALL IMMEDIATELY BE REPORTED TO THE ENGINEER.
8. THE CONSTRUCTION OF THE SITE WILL COMMENCE WITH INSTALLATION OF EROSION
CONTROL MEASURES SUFFICIENT TO CONTROL SEDIMENT DEPOSITS AND EROSION. ALL
SEDIMENT CONTROL WILL BE MAINTAINED UNTIL ALL UPSTREAM GROUND WITHIN THE
CONSTRUCTION AREA HAS BEEN COMPLETELY STABILIZED WITH PERMANENT VEGETATION.
9. THE CONTRACTOR SHALL REMOVE ACCUMULATED SILT WHEN THE SILT IS WITHIN 12" OF
THE TOP OF THE SILT FENCE UTILIZED FOR EROSION CONTROL.
10. FAILURE TO INSTALL, OPERATE OR MAINTAIN ALL EROSION CONTROL MEASURES WILL
RESULT IN ALL CONSTRUCTION BEING STOPPED ON THE JOB SITE UNTIL SUCH MEASURES
ARE CORRECTED TO CITY OF CHARLOTTE STANDARDS, NORTH CAROLINA EROSION AND
SEDIMENT CONTROL REGULATIONS, OR THE MORE PROTECTIVE OF THE TWO.
11. A COPY OF THE APPROVED LAND DISTURBANCE PLAN AND PERMIT SHALL BE PRESENT
ON THE SITE WHENEVER LAND DISTURBANCE ACTIVITY IS IN PROGRESS.
12. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND ANY
DEFICIENCIES NOTED WILL BE CORRECTED BY THE END OF EACH DAY. ADDITIONAL
EROSION AND SEDIMENT CONTROL MEASURES WILL BE INSTALLED IF DEEMED NECESSARY
BY ON-SITE INSPECTION.
13. GROUND STABILIZATION SHALL BE ACHIEVED CONSISTENT WITH NC DENR GENERAL
PERMIT NCGO1000 EFFECTIVE AS OF AUGUST 2, 2011. WHERE LAND DISTURBING
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, ALL DISTURBED AREAS SHALL
BE PROVIDED WITH TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
WITHIN 14 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY EXCEPT FOR ALL
PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES, AND ALL SLOPES STEEPER THAN
3:1 (H: V), WHICH SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH
GROUND COVER WITHIN 7 CALENDAR DAYS FROM THE LAND DISTURBING ACTIVITY. THE
CONTRACTOR SHALL REFER TO GENERAL PERMIT NCGO1000 FOR SPECIFIC CONDITIONS,
EXEMPTIONS, AND DEFINITIONS FOR MEETING THESE STABILIZATION REQUIREMENTS.
10 11NEL4 901N96*i .`P.I_\mm:I_\1v/=001InmIng[y=1laTi%\aINNOW-111mI.ISI[*]=*]Slaicl[elso
15. THE CONTRACTOR IS NOT TO UNCOVER MORE STREAM BANK THAN THEY HAVE THE
ABILITY TO STABILIZE AT THE END OF THE DAY. STREAM BANKS ARE TO BE STABILIZED
AT THE END OF EACH WORK DAY.
16. ALL STREAM BANK WORK IS TO BE CONDUCTED DURING PREDICTED PERIODS OF DRY
WEATHER.
17. ACCUMULATED SEDIMENT IS TO BE CLEANED FROM THE UPSTREAM SIDE OF IN STREAM
CHECK DAMS AT THE END OF EACH WORK DAY. SPOIL/WASTE MATERIAL MAY BE MIXED
WITH OTHER ON-SITE SOILS TO BE PLACED IN FILL AREAS, MAINTAINING COMPACTION
REQUIREMENTS.
18. ON-SITE STOCKPILING OF SOIL IS ALLOWED WITHIN THE LIMITS OF DISTURBANCE
SUBJECT TO PLACING APPROPRIATE EROSION CONTROL DEVICES TO PREVENT SOIL LOSS
DURING RAIN EVENTS. LOCATIONS SHALL BE PRE -APPROVED BY THE INSPECTOR.
19. ROCKS LARGER THAN 5 INCHES ARE PROHIBITED WITHIN 3 FEET OF FINISHED GRADE
WITHIN FILL SECTIONS.
SEEDING SCHEDULE
SEEDING SPECIFICATIONS (REACHES B-E)
e
TEMPORARY SEEDING SCHEDULE
DATE
SEEDING
PLANTING RATE
WINTER RYE(GRAIN)
AUG. 15 - APR 15
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40 LB./AC
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APR. 15 - AUG 15
BROWNTOP MILLET
10 LB./AC
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1.) TEMPORARY SEEDING ALONE DOES NOT CONSTITUTE STABILIZED GROUND COVER AS
NURSE CROPS MAY TAKE LONGER THAN 7 CALENDAR DAYS TO ESTABLISH.
2.) APPLY GROUND LIMESTONE AT THE RATE OF 75 LB./1000 SF. ONLY IF SOIL TEST
SHOWS THAT SOIL NEEDS LIME.
3.) APPLY 20-10-5 (N -P -K) COMMERCIAL FERTILIZER AT THE RATE OF 20
LB. /1000 SF.
4.) MULCH WITH STRAW APPLIED AT THE RATE OF 75-100 LB./1000 SF.
5.) MANUFACTURED MULCH SHALL BE UTILIZED UNLESS OTHERWISE SPECIFICALLY
APPROVED BY THE ENGINEER. MULCH IS APPLIED TO CREATE A MINIMUM OF 80%
COVERAGE..
SEEDBED PREPARATION NOTES
1. SURFACE WATER CONTROL MEASURES TO BE INSTALLED ACCORDING TO PLAN.
2. AREAS TO BE SEEDED SHALL BE RIPPED AND SPREAD WITH AVAILABLE TOPSOIL 3"
DEEP. CONTRACTOR SHALL STOCKPILE TOPSOIL ON-SITE FOR THIS USE.
3. LOOSE ROCKS, ROOTS AND OTHER OBSTRUCTIONS SHALL BE REMOVED FROM THE
SURFACE SO THAT THEY WILL NOT INTERFERE WITH ESTABLISHMENT AND MAINTENANCE
OF VEGETATION. SURFACE FOR FINAL SEEDBED PREPARATION, AT FINISH GRADES
SHOWN, SHALL BE REASONABLY SMOOTH AND UNIFORM.
4. IF NO SOIL TEST IS TAKEN, FERTILIZER AND LIME TO BE ACCORDING TO SEEDING
SPECIFICATIONS ABOVE. IN ADDITION, PROVIDE 15 LBS./1000 S.F. OF SUPERPHOSPHATE.
5. IF SOIL TEST IS TAKEN, PROVIDE FERTILIZER AND LIME ACCORDING TO SOIL TEST
REPORT.
6. FERTILIZER AND LIME SHALL BE APPLIED UNIFORMLY AND MIXED WITH THE SOIL
DURING SEEDBED PREPARATION.
7. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DEPENDING ON FIELD
CONDITIONS.
8. MULCH TO BE TACKED OR MECHANICALLY TIED DOWN WITH MATTING WHERE SPECIFIED
WITHIN TWO DAYS AFTER MULCH IS SPREAD.
J
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GENERAL NOTES
EROSION CONTROL:
1. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENTATION CONTROL MEASURES
AND DEVICES NECESSARY TO COMPLY WITH THE STANDARDS AND SPECIFICATIONS OF THE
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES AND
APPLICABLE STATE AND LOCAL LAWS AND ORDINANCES, AND PREVENT STANDING WATER
WITHIN PROJECT LIMITS, UNLESS OTHERWISE DIRECTED.
2. INSTALL CONSTRUCTION ENTRANCES AND ACCESS ROADS IN LOCATIONS SHOWN, IN
ACCORDANCE WITH STATE AND LOCAL STANDARDS AND PLAN DETAILS AND WITH MINIMAL
DISTURBANCE TO SURROUNDING VEGETATION AND TREES. CONTRACTOR SHALL RECEIVE
PRIOR APPROVAL FROM ENGINEER BEFORE TREE REMOVAL FOR ACCESS ROAD
CONSTRUCTION. WITHIN 30 DAYS AFTER CONSTRUCTION IS COMPLETED FOR WHICH ACCESS
ROAD IS USED, AND UNLESS OTHERWISE APPROVED, CONTRACTOR SHALL REMOVE ALL
REMNANTS OF THE ACCESS ROADS AND RETURN AREA TO AS GOOD AS OR BETTER
CONDITION. ADDITIONAL EROSION CONTROL MEASURES MAY BE NECESSARY BASED ON SITE
CONDITIONS AND CONTRACTOR'S PRACTICES, AS DIRECTED BY THE ENGINEER.
3. ALL DITCH LINES DISTURBED DURING CONSTRUCTION SHALL BE STABILIZED BY THE
CONTRACTOR. ON ALL NEW OR UNDISTURBED, UNPAVED DITCHES WITH A GRADE GREATER
THAN 4%, INSTALL A TEMPORARY DITCH LINER OF FIBERGLASS ROVING ON THE DITCH
BOTTOM AND SIDE SLOPES.
4. PROVIDE WATTLES ADJACENT TO DITCHES AND AT THE TOE OF FILL SLOPES. ALSO,
PROVIDE ADEQUATE MEASURES IN AREAS WHERE NATURAL VEGETATION DOES NOT PROVIDE
A SUFFICIENT BUFFER AND AS DIRECTED BY THE ENGINEER. WHERE SILT FENCE AND TREE
PROTECTION CONFLICT, STOP SILT FENCE AT TREE PROTECTION.
5. PROVIDE INLET SEDIMENT FILTER AT ALL NEW STORM INLETS. INLET PROTECTION MAY BE
REQUIRED AT EXISTING INLETS IN THE EVENT SEDIMENT WILL RUN DOWNSTREAM TO AN
EXISTING INLET..
6. PROVIDE TEMPORARY ROCK SILT CHECK DAMS AT EACH STORM OUTFALL DITCH, AS SHOWN
ON THE PLANS, AND AS DIRECTED BY THE ENGINEER.
7. ALL CONSTRUCTION WITHIN FLOWING STREAMS SHALL UTILIZE A PUMP TO BYPASS
UPSTREAM CLEAN STREAM FLOW AROUND WORK AREA. PROCEDURES SHALL FOLLOW PUMP
AROUND DETAILS IN THE PLANS.
8. COMPLY WITH THE FOLLOWING CONSTRUCTION SEQUENCE FOR EACH CONSTRUCTION PHASE:
9. GRUBBING SHALL BE PERFORMED DURING PREDICTED PERIODS OF DRY WEATHER.
10. SILT FENCE AND WATTLES SHALL BE INSTALLED WITHIN 24 HOURS OF GRUBBING AS
DIRECTED BY ENGINEER.
11. GROUND STABILIZATION SHALL BE ACHIEVED CONSISTENT WITH NC DENR GENERAL PERMIT
NCG01000 EFFECTIVE AS OF AUGUST 2, 2011. WHERE LAND DISTURBING ACTIVITIES HAVE
TEMPORARILY OR PERMANENTLY CEASED, ALL DISTURBED AREAS SHALL BE PROVIDED WITH
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER WITHIN 14 CALENDAR
DAYS FROM THE LAST LAND DISTURBING ACTIVITY EXCEPT FOR ALL PERIMETER DIKES,
SWALES, DITCHES, PERIMETER SLOPES, AND ALL SLOPES STEEPER THAN 3:1 (H: V), WHICH
SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
WITHIN 7 CALENDAR DAYS FROM THE LAND DISTURBING ACTIVITY. THE CONTRACTOR
SHALL REFER TO GENERAL PERMIT NCGO1000 FOR SPECIFIC CONDITIONS, EXEMPTIONS, AND
DEFINITIONS FOR MEETING THESE STABILIZATION REQUIREMENTS.
CONSTRUCTION SEQUENCE:
EROSION CONTROL CONSTRUCTION SEQUENCE:
PHASE 1 - CHANNEL IMPROVEMENTS ON REACH D
STEP 1 INITIAL EROSION CONTROL MEASURES.
B. INSTALL ALL NEW STORMWATER MANAGEMENT, EROSION CONTROL DEVICES, AND TREE
PROTECTION, AND MAKE ALL NEW AND EXISTING DRAINAGE FACILITIES OPERATIONAL
PRIOR TO CONSTRUCTION ACTIVITIES. INSPECTOR MAKES FINAL DECISION ON REQUIREMENT
FOR AND PLACEMENT OF SILT FENCE AND OTHER EROSION CONTROL DEVICES. AT ALL
TIMES MEASURES WILL BE INSTALLED SUFFICIENT TO RESTRAIN EROSION.
C. CONSTRUCT TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT AT ACCESS POINT
SHOWN ON THE PLANS. PROVIDE TEMPORARY OPENING IN FENCE, AND COORDINATE WITH
ADJACENT PROPERTY OWNER FOR ROUTING THROUGH ACTIVE DEVELOPMENT.
STEP 2 ONGOING MAINTENANCE OF EROSION CONTROL MEASURES
A. PERIODICALLY INSPECT AND REPAIR ALL EXISTING AND REQUIRED EROSION AND SEDIMENT
CONTROL DEVICES. PERIODIC INSPECTION SHALL BE DEFINED AS AFTER EACH RAINFALL
EVENT OR WEEKLY, WHICHEVER IS MOST FREQUENT.
B. PERFORM ALL NECESSARY MAINTENANCE ON EROSION AND SEDIMENT CONTROL DEVICES
UNTIL A VEGETATIVE COVER IS ESTABLISHED. SEDIMENT SHALL BE REMOVED FROM THE
EROSION CONTROL STRUCTURES WHEN IT HAS ACCUMULATED TO HALF THE DESIGN
VOLUME. REPAIR AND REPLACE ALL DETERIORATED MATERIALS FROM ROADWAY AND
DRAINAGE DITCHES.
C. IMPERVIOUS EARTHEN/ROCK CHECK DAMS SHALL BE INSTALLED AT THE UPSTREAM AND
DOWNSTREAM ENDS OF THE WORK AREA, AND STREAM FLOW SHALL BE PUMPED AROUND
THE WORK AREA. WATER FROM THE WORK AREA SHALL BE PUMPED TO A SEDIMENT
FILTERING MEASURE SUCH AS A DEWATERING BASIN, SEDIMENT BAG, OR OTHER
APPROVED SOURCE. THE MEASURE SHALL BE LOCATED SUCH THAT THE WATER DRAINS
BACK INTO THE CHANNEL BELOW THE DOWNSTREAM CHECK DAM. SEE PUMP AROUND
DETAILS.
D. PERFORM DAILY WORK FROM UPSTREAM TO DOWNSTREAM, AND IN ACCORDANCE WITH THE
PLANS.
E. PROVIDE GROUND STABILIZATION AS REQUIRED IN NOTE 11 FROM EROSION CONTROL FOR
DISTURBED AREAS. SEE SHEET P-01 FOR SEEDING SCHEDULE.
F. ALL SEEDED AREAS SHALL BE FERTILIZED, RESEEDED AND MULCHED AS NECESSARY
ACCORDING TO SPECIFICATIONS TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER.
G. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER REMOVAL AND DISPOSAL OF
ANY UNSUITABLE MATERIAL TO A LOCATION OFFSITE. THE CONTRACTOR SHALL OBTAIN
ANY AND ALL STATE OR LOCAL APPROVALS AND SUBMIT COPIES TO THE CITY FOR
RECORD.
STEP 3 FINAL RESTORATION MEASURES
A. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES AND MEASURES
UPON ESTABLISHMENT OF VEGETATIVE COVER AND COMPLETION OF PROJECT PHASE. SILT
FENCE MAY BE REMOVED AND REUSED UPON APPROVAL OF INSPECTOR.
GENERAL NOTES
B. PERMANENT GROUND COVER FOR ALL DISTURBED AREAS UNLESS OTHERWISE
INDICATED, SHALL BE INSTALLED WITHIN 15 WORKING DAYS FOLLOWING COMPLETION
OF WORK AREA. IN ACCORDANCE WITH THE PLAN DETAILS AND SPECIFICATIONS. SEE
SHEET E-01 FOR SEEDING SCHEDULE.
PHASE 2 - CHANNEL IMPROVEMENTS ALONG REACH E
STEP 1 INITIAL EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 1, AND SHALL BE INITIATED ONCE
PHASE 1, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR. IMPROVEMENTS
FOR THIS REACH SHALL BE CONSTRUCTED FROM DOWNSTREAM TO UPSTREAM.
STEP 2 ONGOING MAINTENANCE OF EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 2, AND SHALL BE INITIATED
ONCE PHASE 2, STEP 1 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
IMPROVEMENTS FOR THIS REACH SHALL BE CONSTRUCTED FROM DOWNSTREAM TO
UPSTREAM.
STEP 3 FINAL RESTORATION MEASURES
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 3, AND SHALL BE INITIATED
ONCE PHASE 2, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
PHASE 3 - CHANNEL IMPROVEMENTS ALONG REACH Cl, C2, AND REACH B (STA. 13+50
TO 16+63)
STEP 1 INITIAL EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 1, AND SHALL BE INITIATED ONCE
PHASE 2, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR. IMPROVEMENTS
FOR THIS REACH SHALL BE CONSTRUCTED FROM DOWNSTREAM TO UPSTREAM.
STEP 2 ONGOING MAINTENANCE OF EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 2, AND SHALL BE INITIATED
ONCE PHASE 3, STEP 1 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
IMPROVEMENTS FOR THIS REACH SHALL BE CONSTRUCTED FROM DOWNSTREAM TO
UPSTREAM.
STEP 3 FINAL RESTORATION MEASURES
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 3, AND SHALL BE INITIATED
ONCE PHASE 3, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
B. FINAL RESTORATION OF ALL ACCESS ROUTES FOR PHASE 1 THROUGH 3 SHALL BE
MADE PER DIRECTION OF THE INSPECTOR.
PHASE 4 - CHANNEL IMPROVEMENTS ALONG REACH B (STA. 3+50 TO 13+50).
ACTIVITY IN THIS PHASE SHALL BE RESTRICTED TO WITHIN NOVEMBER 1 TO APRIL 1.
STEP 1 INITIAL EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 1, AND SHALL BE INITIATED ONCE
PHASE 3, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR. IMPROVEMENTS
FOR THIS REACH SHALL BE CONSTRUCTED FROM DOWNSTREAM TO UPSTREAM.
081a9:0[ePll10[ AF-A\I1wxV_\l 4401=9:Z/L` 10110 96]II1:Z01�1�.`DI:7*.`7
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 2, AND SHALL BE INITIATED
ONCE PHASE 4, STEP 1 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
IMPROVEMENTS FOR THIS REACH SHALL BE CONSTRUCTED FROM DOWNSTREAM TO
UPSTREAM.
B. CONTRACTOR SHALL COORDINATE WITH GOLF COURSE MANAGEMENT WEEKLY ON
SCHEDULE OF ACTIVITIES, SPECIFICALLY WITH REGARD TO EQUIPMENT USE, MATERIAL
DELIVERIES, AND LOCATION OF WORK, TO MINIMIZE DISRUPTION OF GOLF ACTIVITY.
CONSTRUCTION ACTIVITY SHALL BE MAINTAINED WITHIN THE SCHEDULE PROVIDED IN
THE GENERAL NOTES.
C. TEMPORARY DIVERSION TO TIE NEW STREAM INTO EXISTING MAINTENANCE DRIVE
CULVERT AT DOWNSTREAM END OF THIS PHASE SHALL BE CONSTRUCTED AND
MAINTAINED DURING THIS PHASE.
STEP 3 FINAL RESTORATION MEASURES
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 3, AND SHALL BE INITIATED
ONCE PHASE 4, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
PHASE 5 CHANNEL IMPROVEMENTS ALONG REACH A (HOLE 16 FAIRWAY).
ACTIVITY IN THIS PHASE SHALL BE RESTRICTED TO WITHIN NOVEMBER 1 TO APRIL 1.
STEP 1 INITIAL EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 1, AND SHALL BE INITIATED ONCE
PHASE 2, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
STEP 2 ONGOING MAINTENANCE OF EROSION CONTROL MEASURES.
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 2, AND SHALL BE INITIATED
ONCE PHASE 5, STEP 1 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
IMPROVEMENTS FOR THIS REACH SHALL BE CONSTRUCTED FROM UPSTREAM TO
DOWNSTREAM.
B. CONTRACTOR SHALL COORDINATE WITH GOLF COURSE MANAGEMENT WEEKLY ON
SCHEDULE OF ACTIVITIES, SPECIFICALLY WITH REGARD TO EQUIPMENT USE, MATERIAL
DELIVERIES, AND LOCATION OF WORK, TO MINIMIZE DISRUPTION OF GOLF ACTIVITY.
CONSTRUCTION ACTIVITY SHALL BE MAINTAINED WITHIN THE SCHEDULE PROVIDED IN
THE GENERAL NOTES.
STEP 3 FINAL RESTORATION MEASURES
A. PROCEDURES SHALL BE SIMILAR TO PHASE 1, STEP 3, AND SHALL BE INITIATED
ONCE PHASE 5, STEP 2 IS COMPLETED AND ACCEPTED BY THE INSPECTOR.
B. FINAL RESTORATION OF ALL ACCESS ROUTES FOR PHASE 4 AND 5 SHALL BE MADE
PER DIRECTION OF THE INSPECTOR.
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GENERAL NOTES
TRAFFIC CONTROL 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) 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.
FOR NOTICES RELATED TO SIGNAL WORK REQUIRING NEW UTILITIES, REFER TO PROJECT
NOTES.
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 MARK 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.
I. 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) WITH THE CITY OF CHARLOTTE DEPARTMENT OF TRANSPORTATION (CDOT)
TWO WEEKS PRIOR TO BEGINNING ANY WORK THAT WILL REQUIRE THE RELOCATION OR
PLACEMENT OF SIGNS OR OTHER TRAFFIC CONTROL DEVICES BY THE CITY.
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.
N. CONTRACTOR WILL BE REQUIRED TO PROVIDE PROPERTY OWNERS AND TENANTS ACCESS TO
THEIR PROPERTY THROUGHOUT THE PROJECT LIMITS, INCLUDING REASONABLE INGRESS AND
EGRESS FOR BUSINESSES. SPECIAL ATTENTION SHALL BE PAID TO FIRE HYDRANTS.
0. 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.
0. 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.
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. (EXAMPLE: THE REQUIREMENTS OF PHASE I
SHALL BE COMPLETED BEFORE PROCEEDING TO PHASE 11; 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.
GENERAL NOTES
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. 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.
TRAFFIC CONTROL PHASING GENERAL NOTES:
PHASING OF WORK SHALL FOLLOW THE PHASE AND SEQUENCE AS OUTLINED IN THE EROSION
CONTROL SEQUENCING.
WORK ASSOCIATED WITH ANY IMPACT TO PUBLIC ROADWAYS SHALL FOLLOW THE REQUIREMENTS
OUTLINED IN THE GENERAL NOTES, AND BE IN ACCORDANCE WITH THE STANDARDS HERIN
REFERENCED.
PROJECT NOTES
1. CONTRACTOR SHALL PROVIDE AND INSTALL ALL FINAL PAVEMENT MARKINGS. CDOT SHALL
PROVIDE AND INSTALL ALL FINAL SIGNAGE. (E&PM PM VERIFY WITH CDOT PM ON EVERY
PROJECT).
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 4:30 PM -6:30 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.
STANDARDS
THE FOLLOWING DIAGRAMS THAT APPEAR IN "WORK AREA TRAFFIC CONTROL HANDBOOK
(W.A.T.C.H.)" CITY OF CHARLOTTE DEPARTMENT OF TRANSPORTATION, CHARLOTTE, NC,
DATED JUNE 2014 AND THE LATEST REVISION THERETO ARE APPLICABLE TO THIS PROJECT
AND BY REFERENCE HEREBY ARE CONSIDERED A PART OF THESE PLANS.
W.A.T.C.H. DIAGRAM TO BE USED:
DIAGRAM TITLE
3...........................................................................................WORK AREA ON SHOULDER
5...........................................................................................WORK AREA ON SHOULDER
9...........................................................................................TWO WAY, ONE—LANE TRAFFIC
10..........................................................................................WORK AREA BEFORE AN
INTERSECTION
11..........................................................................................WORK AREA BEYOND AN
INTERSECTION
1HE FOLLOWING ROADWAY DESIGN STANDARDS THAT APPEAR IN "ROADWAY DESIGN
STANDARDS" ROADWAY DESIGN UNIT, N.C. DEPARTMENT OF TRANSPORTATION, CHARLOTTE,
N. C.,
DATED JUNE 2006 AND THE LATEST REVISION THERETO ARE APPLICABLE TO THIS PROJECT
AND BY REFERENCE HEREBY ARE CONSIDERED A PART OF THESE PLANS.
NCDOT STANDARD DRAWING TO BE USED:
STD. N0: TITLE
1101.01...................................................................................WORK ZONE ADVANCE WARNING
SIGNS 1101.02.......................................................................TEMPORARY
LANE CLOSURES
1110.01...................................................................................STATIONARY
WORK ZONE SIGNS
1110.02...................................................................................PORTABLE
WORK ZONE SIGNS
1115.01...................................................................................FLASHING
ARROW PANELS
1130.01...................................................................................DRUMS
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1135.01...................................................................................
CONES
1145.01...................................................................................BARRICADES
Qo
1150.01...................................................................................FLAGGERS
P & L COIISEUM, L.P.
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K r m N
❑ V v t
2 o Z 7 U
0
E-
a
U
w
Q
p
Q
0
z
fit
oO�v
t
O
o
�
Z
Q
m
U
U
O Q
0-
a
w
Q
U
ocan
¢
o
o
a
¢
w
w
W
O
� �
O
W
w
w V
o

REACH B (LOWER)
4+13.68
604
600
EXISTING GROUND
596 (TYP)
592 — —
588 PF
584
5 -50 -40 -30 -20 -10 0
ESTIMATED GRADING SUMMARY
REACH
CUT (CY)
FILL (CY)
A
65
116
B (LOWER)
663
505
B (UPPER)
114
244
C1
563
1355
C2
710
1066
D
945
336
E
851
1682
REACH B (LOWER)
3+95.24
604
600
596
592
588
584
5 rl
-50 -40 -30 -20 -10 0
604
600
596
592
588
584
10 20 30 40 580
5
RIFFLE
CUT = 1 SQ FT
FILL = 5 SQ FT
612
608
604
600
596
592
588
584
5 -50 -40 -30 -20 -10 0
REACH A
1+73.24
604
600
596
592
588
584
10 20 30 40 5( 580
REACH A
0+80.04
604 E
600
596
592
588
584
580
612
608
604
600
596
592
588
584
10 20 30 40 5580
(
RIF LE
CUT = 19 SQ FT
FILL = 18 SQ FT
— — — — — — — — ,
604
600
596
592
588
584
-50 -40 -30 -20 -10 0 10 20 30 40 50580
REACH B (LOWER)
5+24.78
604
600
596
592
588
584
5 -50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH B (LOWER)
4+90.77
604
600
596
592
588
584
604
600
596
592
588
584
10 20 30 40 50" 80
CUT =
FILL =
6
3
SQ
SQ
FT
FT RIFFLE
001
1111 U11/,1 /pV,'aq
°°°°,,VWVV
%°l 611
W
r,`A'p1u111AlI1VVVV��M,,
4 -
LL 00
N O
E
z .f)
Zcf)
f0 J
S t U
c Q c6Z
WU uiU o
K w tu rn
❑ V v t
2 o Z 7 U
0
a
x
U
W
Q
-50 -40 -30 -20 -10 0
608
604
600
596
592
588
584
5 -50 -40 -30 -20 -10 0
REACH B (LOWER)
4+62.27
604
600
596
592
588
584
10 20 30 40 5b
REACH B (LOWER)
4+32.55
604
600
596
592
588
584
608
604
600
596
592
588
584
10 20 30 40 5580
(
CUT =
FILL =
4
12
SQ
SQ
FT
FT RIFFLE
001
1111 U11/,1 /pV,'aq
°°°°,,VWVV
%°l 611
W
r,`A'p1u111AlI1VVVV��M,,
4 -
LL 00
N O
E
z .f)
Zcf)
f0 J
S t U
c Q c6Z
WU uiU o
K w tu rn
❑ V v t
2 o Z 7 U
0
a
x
U
W
Q
604
600
596
592
588
-50 -40 -30 -20 -10 0 10 20 30 40 5(Y584
W
O
001
1111 U11/,1 /pV,'aq
°°°°,,VWVV
%°l 611
W
r,`A'p1u111AlI1VVVV��M,,
4 -
LL 00
N O
E
z .f)
Zcf)
f0 J
S t U
c Q c6Z
WU uiU o
K w tu rn
❑ V v t
2 o Z 7 U
0
a
x
U
W
Q
p
0
I fit
C
oO�='
0
n
�
�
Q
w
v
�
0
U
II
�
a
w
n.
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Q
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a
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a
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W
� �
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a�
wrtttt�
OM
o

608
604
600
596
592
588
5 Q-50 —40 —30 —20 —10 0
REACH B (LOWER)
6+65.73
REACH B (LOWER)
6+28.58
It
604
600
596
592
588
584
608
604
600
596
592
588
10 20 30 40 5584
(
CUT =
10 SO
FT F
FILL =
1 SQ
FT RIFFLE
1111 YlALlIgY ry
�+,�,`+y�yy
iz- :QIP J r7 ad _o
Q a LL �N
a
) wpm o
sS c _ .M
--------------
----
------ -------------- ----
� C
.52
J
w 0 LU U
r CO
Cw U o `m
2 o z v U
_0
Q.
U
604
600
596
592
588
—50 —40 —30 —20 —10 0 10 20 30 40 5584
REACH B (LOWER)
5+98.91
604 t
CUT = 17 SQ FT i
600 FILL = 8 SQ FT POOL
596
---- ---- ----- ---- --- --
----- — — — — — — — —
592
588
5 0-50 —40 —30 —20 —10 0
604
600
596
592
588
5 0-50 —40 —30 —20 —10 0
REACH B (LOWER)
5+63.19
604
600
596
592
588
10 20 30 40 5( CA
604
600
596
592
588
10 20 30 40 54584
616
612
608
604
600
596
592
588
5 —50 —40 —30 —20 —10 0
NOTE: ALL CROSS—SECTIONS LOOKING DOWNSTREAM.
REACH B (LOWER)
7+98.59
620
616
612
608
604
600
596
592
588
5 Q-50 —40 —30 —20 —10 0
REACH B (LOWER)
7+55.56
616
612
608
604
600
596
592
588
10 20 30 40 5584
(
REACH B (LOWER)
7+24.45
It
616
612
608
604
600
596
592
588
584
620
616
612
608
604
600
596
592
588
10 20 30 40 5584
(
—50 —40 —30 —20 —10 0
604
600
596
592
588
5 0-50 —40 —30 —20 —10 0
REACH B (LOWER)
6+98.23
616
612
608
604
600
596
592
588
10 20 30 40 5584
604
600
596
592
588
10 20 30 40 5(584
W
ool 0
POOL
1111 YlALlIgY ry
�+,�,`+y�yy
iz- :QIP J r7 ad _o
Q a LL �N
a
) wpm o
sS c _ .M
,`A�p///A/IA II InylyypMN`
s_
LL O
O
� O
9 �
z (n
U � _
�o
� C
.52
J
w 0 LU U
r CO
Cw U o `m
2 o z v U
_0
Q.
U
w
Q
p
ca
UT
= 23
SQ
FT
.a
C�
ILL =
12
SQ
FT
0
ii
0
U
n
�
w
a
Q
U
o
�
m
o
N
¢
c
o
a
0
w
W
� �
—50 —40 —30 —20 —10 0
604
600
596
592
588
5 0-50 —40 —30 —20 —10 0
REACH B (LOWER)
6+98.23
616
612
608
604
600
596
592
588
10 20 30 40 5584
604
600
596
592
588
10 20 30 40 5(584
W
ool 0
1111 YlALlIgY ry
�+,�,`+y�yy
iz- :QIP J r7 ad _o
Q a LL �N
a
) wpm o
sS c _ .M
,`A�p///A/IA II InylyypMN`
s_
LL O
O
� O
9 �
z (n
U � _
�o
� C
.52
J
w 0 LU U
r CO
Cw U o `m
2 o z v U
_0
Q.
U
w
Q
p
ca
0
.a
C�
oO�='
0
ii
0
U
n
�
w
a
Q
U
o
�
m
o
N
¢
c
o
a
0
w
W
� �

REACH B (LOWER)
9+03.96
608
604
600
596
592
588
608
604
600
596
592
588
58450 —40 —30 —20 —10 0 10 20 30 40 5584
REACH B (LOWER)
8+80.37
620
616
612
608
604
600
596
592
588
584
POOL
CUT = 34 SQ FT
FILL = 31 SQ FT
620
616
612
608
604
600
596
592
588
—50 —40 —30 —20 —10 0 10 20 30 40 50584
REACH B (LOWER)
8+51.24
620
616
612
608
604
600
596
592
588
584
RIF LE
QWT 26 TrI 17T
620
616
612
608
604
600
596
592
588
—50 —40 —30 —20 —10 0 10 20 30 40 50'
REACH B (LOWER)
9+97.23
616
612
608
604
600
596
592
588
58f0 —40 —30 —20 —10 0
NOTE: ALL CROSS—SECTIONS LOOKING DOWNSTREAM.
608
604
600
596
592
588
5 92-50 —40 —30 —20 —10 0
REACH B (LOWER)
9+71.74
616
612
608
604
600
596
592
588
584
10 20 30 40 50
608
604
600
596
592
588
5 0-50 —40 —30 —20 —10 0
REACH B (LOWER)
9+37.81
608
604
600
596
592
588
10 20 30 40 50584
604
600
596
592
588
10 20 30 40 50584
W
RIF LE
EXISTING GROUND —
(NP)
— — — — — — — —
— — — — — —
�,`+VAIV 1111 V1g1,1Igy�l
=QrN Q v .o•�
�� .�
PROPOSED GROUND
(WP)
608
604
600
596
592
588
58450 —40 —30 —20 —10 0 10 20 30 40 5584
REACH B (LOWER)
8+80.37
620
616
612
608
604
600
596
592
588
584
POOL
CUT = 34 SQ FT
FILL = 31 SQ FT
620
616
612
608
604
600
596
592
588
—50 —40 —30 —20 —10 0 10 20 30 40 50584
REACH B (LOWER)
8+51.24
620
616
612
608
604
600
596
592
588
584
RIF LE
QWT 26 TrI 17T
620
616
612
608
604
600
596
592
588
—50 —40 —30 —20 —10 0 10 20 30 40 50'
REACH B (LOWER)
9+97.23
616
612
608
604
600
596
592
588
58f0 —40 —30 —20 —10 0
NOTE: ALL CROSS—SECTIONS LOOKING DOWNSTREAM.
608
604
600
596
592
588
5 92-50 —40 —30 —20 —10 0
REACH B (LOWER)
9+71.74
616
612
608
604
600
596
592
588
584
10 20 30 40 50
608
604
600
596
592
588
5 0-50 —40 —30 —20 —10 0
REACH B (LOWER)
9+37.81
608
604
600
596
592
588
10 20 30 40 50584
604
600
596
592
588
10 20 30 40 50584
W
001 0
�,`+VAIV 1111 V1g1,1Igy�l
=QrN Q v .o•�
�� .�
I lot 1V%pNM,@,,`
co
o
LL O
O
O
z U)
C � O
� C
o �LZ
m N J
wU uiU�-
m
!2
r
Mw
2 o z v U
0
a
c�
U
(IQ
w
Q
a
0
.a
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0
0
u
n
�
_
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Q
o
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m
o
a
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0
o
a
¢
0
w
W
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REACH B (LOWER)
11+82.70
It
616
612
608
604
600
596
592
588
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0 10 20 30 40 5( 588
REACH B (LOWER)
11+20.71
612 612
RIF LE
608 CUT = 34 SQ FT 608
604 604
600 ---- -- 600
596 596
592 592
588 588
58450 -40 -30 -20 -10 0 10 20 30 40 5084
608
604
600
596
592
588
1Z.0 -50 -40 -30 -20 -10 0
REACH B (LOWER)
10+64.49
REACH B (LOWER)
10+24.51
608 E
604 RIF LE
600 — — — — — — FILL = 36 SQ FT
596 --- -- —
592
588
584
608
604
600
596
592
588
10 20 30 40 50584
608
604
600
596
592
588
-50 -40 -30 -20 -10 0 10 20 30 40 50584
612
608
604
600
596
592
5 Q-50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH B (UPPER)
14+31.25
620
616
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
REACH B (UPPER)
14+07.95
612
608
604
600
596
592
10 20 30 40 5588
(
620
616
612
608
604
600
596
592
10 20 30 40 5588
(
REACH B (UPPER)
13+86.83
616 It 616
612 RIF LE 612
CUT 17
608 = 608
604 604
600 ----- 600
596 596
592 592
58850 -40 -30 -20 -10 0 10 20 30 40 50588
REACH B (LOWER)
12+64.15
b
612 612
608 POOL _FT_ 608
Ell 1 2 SO FT
604 604
600 ------ --- ----- ---- ----- — — — —
600
596 / 596
592 592
588 588
r, CA r,0A
-50 -40 -30 -20 -10 0 10 20 30 40 5T-'
W
POOL
CUT = 36 SQ FT
a CMZ
EXISTING GROUND—
(NP) — —
PROPOSED GROUND
(TYP)
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0 10 20 30 40 5( 588
REACH B (LOWER)
11+20.71
612 612
RIF LE
608 CUT = 34 SQ FT 608
604 604
600 ---- -- 600
596 596
592 592
588 588
58450 -40 -30 -20 -10 0 10 20 30 40 5084
608
604
600
596
592
588
1Z.0 -50 -40 -30 -20 -10 0
REACH B (LOWER)
10+64.49
REACH B (LOWER)
10+24.51
608 E
604 RIF LE
600 — — — — — — FILL = 36 SQ FT
596 --- -- —
592
588
584
608
604
600
596
592
588
10 20 30 40 50584
608
604
600
596
592
588
-50 -40 -30 -20 -10 0 10 20 30 40 50584
612
608
604
600
596
592
5 Q-50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH B (UPPER)
14+31.25
620
616
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
REACH B (UPPER)
14+07.95
612
608
604
600
596
592
10 20 30 40 5588
(
620
616
612
608
604
600
596
592
10 20 30 40 5588
(
REACH B (UPPER)
13+86.83
616 It 616
612 RIF LE 612
CUT 17
608 = 608
604 604
600 ----- 600
596 596
592 592
58850 -40 -30 -20 -10 0 10 20 30 40 50588
REACH B (LOWER)
12+64.15
b
612 612
608 POOL _FT_ 608
Ell 1 2 SO FT
604 604
600 ------ --- ----- ---- ----- — — — —
600
596 / 596
592 592
588 588
r, CA r,0A
-50 -40 -30 -20 -10 0 10 20 30 40 5T-'
W
001 0
a CMZ
U) LLJ
�N
s•O �
U
,`A�p///A/IA II InylyypMN`
s_
ll O
O
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d'2 j Z
m N J
wU uiU�-
r CO
Cw U o `m
2 o z v U
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Q.
U
w
Q
a
0
fit
oO�='
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v r/1
0
II
�
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Q
rTj
w
0
U
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w
a
Q
U
of o
o
a
a
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0
w
W
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11,4
�
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o

REACH B (UPPER)
15+17.25
620
616
612
608
604
600
596
POOL Cll� 12 SO -FT
FILL = 24 SO FT
\ EXISTING GROUND
(NP)
--- -----
PROPOSED GROUND
(TYP)
592
5 -50 -40 -30 -20 -10 0
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
REACH B (UPPER)
14+83.12
620
616
612
608
604
600
596
592
10 20 30 40 5(Y go
620
616
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
REACH B (UPPER)
14+59.04
612
608
604
600
596
592
10 20 30 40 5588
(
REACH B (UPPER)
14+35.21
612 t
RIFFLE CUF = 0 SQ F
608 -
604
--- ---- -----
----
----
596
592
58850 -40 -30 -20 -10 0
620
616
612
608
604
600
596
592
10 20 30 40 5( 00
612
608
604
600
596
592
10 20 30 40 50588
620
616
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH B (UPPER)
15+62.48
REACH B (UPPER)
15+39.08
b
620
616
612
608
604
600
596
592
10 20 30 40 50588
616-
-11 FT RIF LE
616
612
612
�,`YYYVy 1111 V1q/,1 /p1ryY,''
608
- U :U) Ld D
m
cn
608
Aid///A/IA II IAYY1.f,P
s_
LL O
O
E
zU)
604
—----- — _—
604
�r
2 o z v U
---- — — — —--
600
— — — — ,
600
a
596
596
592
592
�QQ
�QQ
-50 -40 -30 -20 -10 0 10 20 30 40 50"
W
001 0
�,`YYYVy 1111 V1q/,1 /p1ryY,''
v
- U :U) Ld D
m
cn
Aid///A/IA II IAYY1.f,P
s_
LL O
O
E
zU)
�o
N O j Z
wU
mom°
�r
2 o z v U
0
a
x
U
t�
w
Q
a
c
fit
.a
oO�='
0
II
�
0
U
n
�
a
w
a
r^
Q
U
of o
o
a
a
x
0
w
W
� �
�
O
o

REACH B (UPPER)
16+41.74
632
628
624
620
616
612
608
604
600
596
592
588
632
628
624
620
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0 10 20 30 40 50588
REACH B (UPPER)
16+17.30
628
624
620
616
612
608
604
600
596
592
588
POOL
CUT = 0 SQ FT
/
-50 -40 -30 -20 -10 0
620
616
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
REACH B (UPPER)
15+90.62
628
624
620
616
612
608
604
600
596
592
10 20 30 40 50588
620
616
612
608
604
600
596
592
10 20 30 40 50588
REACH C1
20+23.88
620
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0
REACH C1
19+82.02
620
616
612
608
604
600
596
5 2
FILL = 38 SQ FT
i
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
620
616
612
608
604
600
596
92
10 20 30 40 50'
RIF LE
CUT = 0 SQ FT
FILL = 20 SQ F
/
620
616
612
608
604
600
596
9-50 -40 -30 -20 -10 0 10 20 30 40 592
REACH C1
19+13.04
628 t 628
624 RIFFLE 624
620 620
GU7 0 SO FT -
616 FILL- - - 616
-
612 _ 612
608 _ - - - - - \ ' 608
i
604 \ 604
600 \ - ' 600
596 596
592 592
58850 -40 -30 -20 -10 0 10 20 30 40 50588
W
RIFFLE
O
CUT 9 SO ri
FIIzIz 2_9 GQ FT
-
EXISTING GROUND
(TYP)
\
—
�
T
= � __j
a
PROPOSED GROUND
(TYP)
�/'�
� V / U
.�
B�r,`r'pI��AIIAII IyyyllpMM,O,
4 -
LL 00
632
628
624
620
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0 10 20 30 40 50588
REACH B (UPPER)
16+17.30
628
624
620
616
612
608
604
600
596
592
588
POOL
CUT = 0 SQ FT
/
-50 -40 -30 -20 -10 0
620
616
612
608
604
600
596
592
5 -50 -40 -30 -20 -10 0
REACH B (UPPER)
15+90.62
628
624
620
616
612
608
604
600
596
592
10 20 30 40 50588
620
616
612
608
604
600
596
592
10 20 30 40 50588
REACH C1
20+23.88
620
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0
REACH C1
19+82.02
620
616
612
608
604
600
596
5 2
FILL = 38 SQ FT
i
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
620
616
612
608
604
600
596
92
10 20 30 40 50'
RIF LE
CUT = 0 SQ FT
FILL = 20 SQ F
/
620
616
612
608
604
600
596
9-50 -40 -30 -20 -10 0 10 20 30 40 592
REACH C1
19+13.04
628 t 628
624 RIFFLE 624
620 620
GU7 0 SO FT -
616 FILL- - - 616
-
612 _ 612
608 _ - - - - - \ ' 608
i
604 \ 604
600 \ - ' 600
596 596
592 592
58850 -40 -30 -20 -10 0 10 20 30 40 50588
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21+11.48
620
616
612
608
604
600
596
59250 -40 -30 -20 -10 0
REACH C1
20+87.51
A
620
616
612
608
604
600
596
10 20 30 40 592
620 620
616 RIF LE 616
CUT = 41 So FT
612FILL = 612
608 - ----- ---- ---- ---- 608
604 604
600 600
Baa moa
___50 -40 -30 -20 -10 0 10 20 30 40 50""'
REACH C1
20+66.13
624 t 624
POOL
O
620
620
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a
616
CUI = bb SQ FI
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1 1 1 1 1 1 1 1 1 92
-50 -40 -30 -20 -10 0 10 20 30 40 5
620
616
612
608
604
600
5 -50 -40 -30 -20 -10 0
REACH C1
20+48.17
620
616
612
608
604
600
10 20 30 40 596
REACH C1
21+64.30
632
628
624
620
616
612
608
604
600
596
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
632
628
624
620
616
612
608
604
600
596
59250 -40 -30 -20 -10 0 10 20 30 40 5092
REACH C1
21+36.46
620 620
616
RIFFLE U - 616
FILL = 2Z -SQ FT
612 - 612
608 - - ----� ---- - ------ - - - - 608
604 \ / 604
600 600
596 596
59250 -40 -30 -20 -10 0 10 20 30 40 5092
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632
628
624
620
616
612
608
604
600
596
59250 -40 -30 -20 -10 0 10 20 30 40 5092
REACH C1
21+36.46
620 620
616
RIFFLE U - 616
FILL = 2Z -SQ FT
612 - 612
608 - - ----� ---- - ------ - - - - 608
604 \ / 604
600 600
596 596
59250 -40 -30 -20 -10 0 10 20 30 40 5092
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REACH Cl
22+36.07
624
620
616
612
608
604
600
596
592
-50 -40 -30 -20 -10 0
REACH Cl
22+14.56
624
620
616
612
608
604
600
596
624
620
616
612
608
604
600
596
92
10 20 30 40 5(�
POOL
CUT = 23 SQ FT
59250 -40 -30 -20 -10 0
624
620
616
612
608
604
600
596
59250 -40 -30 -20 -10 0
REACH Cl
21+90.57
624
620
616
612
608
604
600
596
10 20 30 40 5092
624
620
616
612
608
604
600
596
10 20 30 40 592
REACH Cl
23+30.97
624
620
616
612
608
604
600
ngc
POOL
CUT= 5 SQ FT
FILL = 6 SQ FT
------- --- — — — — ---- ---
5 -50 -40 -30 -20 -10 0
REACH Cl
23+09.68
620
616
612
608
604
600
596
5 2
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
624
620
616
612
608
604
600
96
10 20 30 40 50
RIF LE
CUT = 1 SQ FT
FILL = 26 SQ FT
i
620
616
612
608
604
600
596
9-50 -40 -30 -20 -10 0 10 20 30 40 5e92
REACH Cl
22+84.28
628 % 628
624 RIFFLE 624
620 620
CUT = 3 SQ FT
616 FILL = 18 SQ FT 616
612 612
608 — — — — — — 608
r —
604 604
600 1600
596 596
""=50 -40 -30 -20 -10 0 10 20 30 40 50'--
W
RIF LE
EXISTING GROUND CUT = 14 FT
(TYP) FILL = 22 BQ FT
001
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(NP)
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REACH Cl
22+14.56
624
620
616
612
608
604
600
596
624
620
616
612
608
604
600
596
92
10 20 30 40 5(�
POOL
CUT = 23 SQ FT
59250 -40 -30 -20 -10 0
624
620
616
612
608
604
600
596
59250 -40 -30 -20 -10 0
REACH Cl
21+90.57
624
620
616
612
608
604
600
596
10 20 30 40 5092
624
620
616
612
608
604
600
596
10 20 30 40 592
REACH Cl
23+30.97
624
620
616
612
608
604
600
ngc
POOL
CUT= 5 SQ FT
FILL = 6 SQ FT
------- --- — — — — ---- ---
5 -50 -40 -30 -20 -10 0
REACH Cl
23+09.68
620
616
612
608
604
600
596
5 2
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
624
620
616
612
608
604
600
96
10 20 30 40 50
RIF LE
CUT = 1 SQ FT
FILL = 26 SQ FT
i
620
616
612
608
604
600
596
9-50 -40 -30 -20 -10 0 10 20 30 40 5e92
REACH Cl
22+84.28
628 % 628
624 RIFFLE 624
620 620
CUT = 3 SQ FT
616 FILL = 18 SQ FT 616
612 612
608 — — — — — — 608
r —
604 604
600 1600
596 596
""=50 -40 -30 -20 -10 0 10 20 30 40 50'--
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624
620
616
612
608
604
600
5 -50 -40 -30 -20 -10 0
REACH Cl
24+22.77
REACH Cl
23+90.74
624 t
620
616
612
608
604
600
596
624
620
616
612
608
604
600
10 20 30 40 96
5
RIFFLE
CUT = 15 SQ FT
FILL = 5 SQ FT
-50 -40 -30 -20 -10 0
REACH Cl
23+55.95
620
616
612
608
604
600
596
624
620
616
612
608
604
600
96
10 20 30 40 5(Y
RIFFLE
CUT = 8 SO FT
FILL = 12 SQ FT
— — — — --- — — — — ----------
620
616
612
608
604
600
-50 -40 -30 -20 -10 0 10 20 30 40 596
628
624
620
616
612
608
604
600
5 rl
-50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH Cl
24+79.95
REACH Cl
24+59.22
628
624
620
616
612
608
604
600
596
628
624
620
616
612
608
604
600
10 20 30 40 596
RIF LE
CUT = 5 SO FT
FILL = 11 SQ FT
-50 -40 -30 -20 -10 0
628
624
620
616
612
608
604
600
5 -50 -40 -30 -20 -10 0
REACH Cl
24+40.70
628
624
620
616
612
608
604
600
10 20 30 40 596
628
624
620
616
612
608
604
600
10 20 30 40 596
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REACH Cl
25+47.38
632 E
628
624
620
616
612
608
604
600
596
RIFFLE
EXISTING GROUND
(TYP)
i
PROPOSED GROUND
(TYP)
-50 -40 -30 -20 -10 0
REACH Cl
25+25.53
636
632
628
624
620
616
612
608
604
600
596
-50 -40 -30 -20 -10 0
REACH Cl
25+02.29
628
624
620
616
612
608
604
600
596
32628 Do/ -
628
624
620
616
612
608
604
600
96
10 20 30 40 5(Y
636
632
628
624
620
616
612
608
604
600
96
10 20 30 40 5(Y
RIFFLE
CUT = 5 SQ FT
FILL = 14 SQ FT
628
624
620
616
612
608
604
600
-50 -40 -30 -20 -10 0 10 20 30 40 596
REACH Cl
26+02.40
632
628
624
620
616
612
608
604
600
596
-50 -40 -30 -20 -10 0
632
628
624
620
616
612
608
604
600
5 -50 -40 -30 -20 -10 0
REACH Cl
25+75.82
FILL = 6 SQ FT
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
632
628
624
620
616
612
608
604
600
96
10 20 30 40 5(Y
REACH Cl
25+61.98
632
628
624
620
616
612
608
604
600
596
632
628
624
620
616
612
608
604
600
10 20 30 40 596
POOL
CUT = 18 SQ FT
FILL = 18 SQ FT
32628 Do/ -
628
624
620
616
612
608
604
600
-50 -40 -30 -20 -10 0 10 20 30 40 596
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624
620
616
612
608
604
600
5 n-50 -40 -30 -20 -10 0
REACH Cl
26+88.76
624
620
616
612
608
604
600
10 20 30 40 50596
628
624
REACH Cl
26+62.53
t
POOL
GUT Q0 FT
628
624
001 0
Fll 1-1 R qn FT
620
41
620
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600
600
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� -50 -40 -30 -20 -10 0 10 20 30 40 5Vw
628
624
620
616
612
608
604
600
5 n-50 -40 -30 -20 -10 0
REACH Cl
26+28.42
628
624
620
616
612
608
604
600
10 20 30 40 596
624
620
616
612
608
604
600
5 -50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH Cl
27+62.66
628
624
620
616
612
608
604
600
5 -50 -40 -30 -20 -10 0
REACH Cl
27+39.56
624
620
616
612
608
604
600
10 20 30 40 596
628
624
620
616
612
608
604
600
5 n rZ
-50 -40 -30 -20 -10 0
REACH Cl
27+11.73
628
624
620
616
612
608
604
600
10 20 30 40 596
628
624
620
616
612
608
604
600
10 20 30 40 596
W
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624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
28+72.02
624
620
616
612
608
604
10 20 30 40 500
REACH Cl
28+48.09
624 J 624
RIFLE
620
620
001
616
616
---------- — — — — — — — —
612
1111 VIU/,1 /p Y,
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628
624
620
616
612
608
604
6 rlt
-50 -40 -30 -20 -10 0
REACH Cl
28+16.58
10 20 30 40 59-w
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
27+85.98
628
624
620
616
612
608
604
10 20 30 40 500
628
624
620
616
612
608
604
10 20 30 40 500
REACH Cl
29+65.54
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
29+43.58
628
624
620
616
612
608
604
10 20 30 40 500
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
29+19.64
628
624
620
616
612
608
604
10 20 30 40 NY 00
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
28+96.71
624
620
616
612
608
604
10 20 30 40 5( 00
624
620
616
612
608
604
10 20 30 40 50 00
W
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0
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REACH Cl
30+74.87
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
30+40.49
628
624
620
616
612
608
604
10 20 30 40 5600
REACH Cl
30+13.68
632
628
624
620
616
612
608
604
628
624
620
616
612
608
604
10 20 30 40 500
POOL
CUT 46 SQ FT
FILL 80 SQ FT
632
628
624
620
616
612
608
604
60050 -40 -30 -20 -10 0 10 20 30 40 50 00
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
29+87.19
624
620
616
612
608
604
10 20 30 40 500
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH Cl
31+62.26
628
624
620
616
612
608
604
6 -50 -40 -30 -20 -10 0
REACH Cl
31+35.59
628
624
620
616
612
608
604
10 20 30 40 500
628
624
620
616
612
608
604
6rlrl-50 -40 -30 -20 -10 0
REACH Cl
31+19.95
628
624
620
-616
612
608
604
10 20 30 40 500
REACH Cl
30+98.43
628
624
620
616
612
608
604
600
628
624
620
616
612
608
604
10 20 30 40 5(Y 00
RIFFLE
CUT = 0 SQ FT
FILL = 51 SQ FT
628
624
620
616
612
608
604
-50 -40 -30 -20 -10 0 10 20 30 40 50 00
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628
624
620
616
612
608
604
6 nn -50 -40 -30 -20 -10 0
REACH C2
32+72.19
REACH C2
32+37.58
628
624
620
616
612
608
604
600
628
624
620
616
612
608
604
10 20 30 40 500
RIF LE CUT 27 SO FT_
FILL 56 SQ FT
- ----
- - - - - - - - ----
i
628
624
620
616
612
608
604
-50 -40 -30 -20 -10 0 10 20 30 40 500
REACH C2
32+10.47
628 t. 628
624 POOL CUT =-I SQ ET 624
FILL 130 SQ FT
620 620
616 --- ----------- --- 616
612 ��---- 612
608 608
604 604
600 00
50 -40 -30 -20 -10 0 10 20 30 40 5
REACH Cl
31+85.12
b
628 - 628
624 RIF LE 624
620 620
616 --- - - - - ----- - - - - - 616
i
612 612
i
608 608
604 604
ann ann
-50 -40 -30 -20 -10 0 10 20 30 40 55"'
632
628
624
620
616
612
608
6 -50 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH C2
34+56.51
628
624
620
616
612
608
6 -50 -40 -30 -20 -10 0
REACH C2
34+19.94
632
628
624
620
616
612
608
10 20 30 40 5604
628
624
620
616
612
608
10 20 30 40 504
REACH C2
33+69.43
632 t 632
628 POOL QI IT -53 SM FT628
FILL101 SO FT
-
624 624
620 - - - - ---- --------- --- 620
616 616
612 \ 612
608 608
604 604
60050 -40 -30 -20 -10 0 10 20 30 40 56 00
REACH C2
33+06.98
b
628 I- 628
624 RIF LE 624
FILL 105 SQ FT
620- - - - 620
616 616
612 612
608 608
604 604
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36+31.48
636
632
628
624
620
616
612
6 -50 -40 -30 -20 -10 0
632
628
624
620
616
612
6 -50 -40 -30 -20 -10 0
REACH C2
35+74.38
636
632
628
624
620
616
612
10 20 30 40 508
632
628
624
620
616
612
6 -50 -40 -30 -20 -10 0
REACH C2
35+34.52
632
628
624
620
616
612
10 20 30 40 5(08
632
628
624
620
616
612
10 20 30 40 5( 08
REACH C2
34+88.22
632 632
RIF LE
628 CUT = 0 SQ FT 628
624 624
620 ---- ---- ------ � — ---- ---- 620
01,
616 `-- --- 616
612 612
608 608
60450 -40 -30 -20 -10 0 10 20 30 40 5604
644
640
636
632
628
624
620
61650 -40 -30 -20 -10 0
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH C2
39+14.01
REACH C2
37+63.01
636
632
628
624
620
616
612
644
640
636
632
628
624
620
10 20 30 40 5(Y
RIFFLE
C T = 0 SQ FT
FILL = 19 SQ T
-50 -40 -30 -20 -10 0
636
632
628
624
620
616
612
6 -50 -40 -30 -20 -10 0
REACH C2
37+28.94
636
632
628
624
620
616
10 20 30 40 5(Y
REACH C2
36+88.57
636
632
628
624
620
616
612
10 20 30 40 508
636
632
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636
632
FILL SQ F=f
628
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REACH C2
39+76.71
644
640
636
632
628
624
620
616
POOL CUT = 23 SQ FT
EXISTING GROUND
(TYP)
PROPOSED GROUND
(TYP)
-50 -40 -30 -20 -10 0
REACH C2
39+49.26
644
640
636
632
628
624
620
616
-50 -40 -30 -20 -10 0
REACH C2
39+28.99
648
644
640
636
632
628
624
620
616
644
640
636
632
628
624
620
16
10 20 30 40 5(Y
644
640
636
632
628
624
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10 20 30 40 5Q
648
644
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636
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0+69.18
644
640
636
632
628
624
620
616
-50 -40 -30 -20 -10 0
REACH D
0+49.90
644
640
636
632
628
624
620
616
644
640
636
632
628
624
620
16
10 20 30 40 56
RIF LE
CUl = 33 SQ F
FILL = 1 SQ FT
- - - - ------
-50 -40 -30 -20 -10 0
644
640
636
632
628
624
620
616
FILL 0 SO FT
REACH D
0+14.59
-50 -40 -30 -20 -10 0
REACH D
0+03.03
644
640
636
632
628
624
620
616
644
640
636
632
628
624
620
16
10 20 30 40 5Q
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH D
1+58.61
644 t 644
UT = 27 So FT POOL 640
640 =
636 636
632--- --- ----------- ------ - - - - 632
628 628
624 624
620 20
50 -40 -30 -20 -10 0 10 20 30 40 5Q
REACH D
1+28.11
644
640
636
632
628
624
620
616
RIF LE
UT = 19 SO FT
ILL = 5 SQ FT
- - - - ----� ---
644
640
636
632
628
624
620
16
-50 -40 -30 -20 -10 0 10 20 30 40 5Q
REACH D
1+06.57
t
POOL
EXISTING GROUND CUI = 49 SQ F
(TYP) HLL _ - - - - - ----- ----
------- ----_
POOL
640 640
PROPOSED GROUND
(TYP)
640
=6 SO FT
-50 -40 -30 -20 -10 0
REACH D
0+49.90
644
640
636
632
628
624
620
616
644
640
636
632
628
624
620
16
10 20 30 40 56
RIF LE
CUl = 33 SQ F
FILL = 1 SQ FT
- - - - ------
-50 -40 -30 -20 -10 0
644
640
636
632
628
624
620
616
FILL 0 SO FT
REACH D
0+14.59
-50 -40 -30 -20 -10 0
REACH D
0+03.03
644
640
636
632
628
624
620
616
644
640
636
632
628
624
620
16
10 20 30 40 5Q
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH D
1+58.61
644 t 644
UT = 27 So FT POOL 640
640 =
636 636
632--- --- ----------- ------ - - - - 632
628 628
624 624
620 20
50 -40 -30 -20 -10 0 10 20 30 40 5Q
REACH D
1+28.11
644
640
636
632
628
624
620
616
RIF LE
UT = 19 SO FT
ILL = 5 SQ FT
- - - - ----� ---
644
640
636
632
628
624
620
16
-50 -40 -30 -20 -10 0 10 20 30 40 5Q
REACH D
1+06.57
t
644 644
644
POOL
640 640
640
=6 SO FT
636 636
636
---- ----- - --�-
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632 632
---- - --
632
CUI
= 9
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628 628
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624
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620 620
620
16 r_'r_
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10 20 30 40 50
644
640
636
632
628
624
620
-50 -40 -30 -20 -10 0 10 20 30 40 516
-50 -40 -30 -20 -10 0 10 20 30 40 5a'
REACH D
0+87.86
644 644
I_
RIF LE
640 640
UT = 3 SQ FT
636 ILL = 2 SQ FT 636
632 ---- ---- ----- ---- ---- 632
628 628
624 624
620 620
61650 -40 -30 -20 -10 0 10 20 30 40 5016
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644
640
636
632
628
624
620
-50 -40 -30 -20 -10 0 10 20 30 40 516
-50 -40 -30 -20 -10 0 10 20 30 40 5a'
REACH D
0+87.86
644 644
I_
RIF LE
640 640
UT = 3 SQ FT
636 ILL = 2 SQ FT 636
632 ---- ---- ----- ---- ---- 632
628 628
624 624
620 620
61650 -40 -30 -20 -10 0 10 20 30 40 5016
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REACH D
2+69.13
648
644
640
636
632
628
624
620
-50 -40 -30 -20 -10 0
REACH D
2+27.43
644
640
636
632
628
624
620
648
644
640
636
632
628
624
20
10 20 30 40 5Q
CUT = 12 SQ FT
POOL FILL = 2 SO FT
i
644
640
636
632
628
624
20
-50 -40 -30 -20 -10 0 10 20 30 40 5
REACH D
2+06.74
644 644
QQ FT
640 POOL Ell 1=3 SO FT 640
636 636
632 — —---------- ---- 632
628 628
624 624
62050 -40 -30 -20 -10 0 10 20 30 40 5Q 20
REACH D
1+82.87
644
CUT =8S FT
640 POOL FILL = 4 SO FT
636 ----
632 ---
----------
---------- — — — —
628 — —
624
620
644
640
636
632
628
624
-50 -40 -30 -20 -10 0 10 20 30 40 5(Y 20
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH D
3+91.35
652 E 652
648 POOL 648
644 — 644
640 — —
CUT = 20 SQ FT 640
636 — — — — — 636
632 632
628 628
624 624
62050 -40 -30 -20 -10 0 10 20 30 40 5Q 20
REACH D
3+63.56
648
644
640
636
632
628
624
620
I
RIF LE
CUT = 17 SQ FT
FIL=0SQ FT
-- ----- —
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0 10 20 30 40 5( 20
REACH D
3+28.29
648 E 648
644 POOL 644
55 SQ FT
640 = 640
636 — ---- ---- ----- 636
632632
628 628
624 624
62050 -40 -30 -20 -10 0 10 20 30 40 56 20
REACH D
2+88.97
648
644
640
636
632
628
624
620
POOL
EXISTING GROUND CUT = 12 SQ FT
(NP) FILL _
I_
PROPOSED GROUND
(TYP)
�r.
a
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-50 -40 -30 -20 -10 0
REACH D
2+27.43
644
640
636
632
628
624
620
648
644
640
636
632
628
624
20
10 20 30 40 5Q
CUT = 12 SQ FT
POOL FILL = 2 SO FT
i
644
640
636
632
628
624
20
-50 -40 -30 -20 -10 0 10 20 30 40 5
REACH D
2+06.74
644 644
QQ FT
640 POOL Ell 1=3 SO FT 640
636 636
632 — —---------- ---- 632
628 628
624 624
62050 -40 -30 -20 -10 0 10 20 30 40 5Q 20
REACH D
1+82.87
644
CUT =8S FT
640 POOL FILL = 4 SO FT
636 ----
632 ---
----------
---------- — — — —
628 — —
624
620
644
640
636
632
628
624
-50 -40 -30 -20 -10 0 10 20 30 40 5(Y 20
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH D
3+91.35
652 E 652
648 POOL 648
644 — 644
640 — —
CUT = 20 SQ FT 640
636 — — — — — 636
632 632
628 628
624 624
62050 -40 -30 -20 -10 0 10 20 30 40 5Q 20
REACH D
3+63.56
648
644
640
636
632
628
624
620
I
RIF LE
CUT = 17 SQ FT
FIL=0SQ FT
-- ----- —
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0 10 20 30 40 5( 20
REACH D
3+28.29
648 E 648
644 POOL 644
55 SQ FT
640 = 640
636 — ---- ---- ----- 636
632632
628 628
624 624
62050 -40 -30 -20 -10 0 10 20 30 40 56 20
REACH D
2+88.97
648
644
640
636
632
628
624
620
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0 10 20 30 40 50 20
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640
636
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REACH D
4+69.53
656 E
652
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0
REACH D
4+36.73
652
648
644
640
636
632
628
624
656
POOL
EXISTING GROUND
(TYP)
656
648
652
644
-000
640
644
PROPOSED GROUND
(TYP)
640
632
-50 -40 -30 -20 -10 0
REACH D
4+36.73
652
648
644
640
636
632
628
624
656
652
656
648
652
644
648
640
644
636
640
632
636
628
632
24
628
10 20 30 40 5Q
652
648
644
640
636
632
628
-50 -40 -30 -20 -10 0 10 20 30 40 5624
REACH D
4+08.87
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH D
5+34.77
656
652
648
644
640
636
632
-50 -40 -30 -20 -10 0 10 20 30 40 5(28
REACH D
5+15.68
656 t 656
652 POOL 652
648 CUT-FT648
FILL = 0 SQ FT
644 --_-- 644
640 _ - 640
636 636
632 632
628 628
62450 -40 -30 -20 -10 0 10 20 30 40 56 24
652 E 652 656
GUT 11 SQ FT
648
RIFFLE - 648 652
644 - 644 648
640 - - 640 644
636---- --------- ---- 636 640
632 632 636
628 628 632
624 624 628
6
20 COA -50 -40 -30 -20 -10 0 10 20 30 40 5( -50 -40 -30 -20 -10 0
REACH D
4+91.77
656
652
648
644
640
636
632
628
24
10 20 30 40 5(
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REACH D
5+89.94
660
656
652
648
644
640
636
632
628
POOL
EXISTING GROUND
(TYP) — — —
PROPOSED GROUND
(TYP)
-50 -40 -30 -20 -10 0
REACH D
5+70.49
656
652
648
644
640
636
632
628
660
656
652
648
644
640
636
632
10 20 30 40 528
656
652
648
644
640
636
632
-50 -40 -30 -20 -10 0 10 20 30 40 528
REACH D
5+55.59
656 t 656
652
POOLGHT 59 SQ FT- 652
Ell I SO FT
648 648
644 — — — — _ _ — 644
640 — — _ _ J 640
636 636
632 632
62850-40 -30 -20 -10 0 10 20 30 40 5Q 28
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH D
6+97.06
660 E 660
656 RIF LE 656
652 eUT _ 0 SQ FT 652
648 ---- — — — 648
644 644
640 640
636 636
632 632
62850 -40 -30 -20 -10 0 10 20 30 40 56 28
REACH D
6+76.55
660 t 660
656 RIF LE 656
652 _ 652
648 _ — FILL = 10 SO FT — — 648
644 644
i
640 640
636 636
632 632
62850 -40 -30 -20 -10 0 10 20 30 40 5828
REACH D
6+68.74
660 660
656 RIF LE 656
652--__G Ij T= 652
F11 1 9 SO ET
648 -- ____
644 — — — — 644
640 / 640
636 636
632 632
62850 -40 -30 -20 -10 0 10 20 30 40 56 28
W
O
v
m
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s'�,rr,,�IbAl1Al11Rill'
co
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REACH D
7+75.97
664
660
656
652
648
644
640
636
632
-50 -40 -30 -20 -10 0
REACH D
7+59.51
660
656
652
648
644
640
636
632
664
660
656
652
648
644
640
636
32
10 20 30 40 50
660
656
652
648
644
640
636
32
-50 -40 -30 -20 -10 0 10 20 30 40 56
REACH D
7+20.70
REACH D
8+43.16
660 E
656
652
648
644
640
636
632
RIFFLE
-50 -40 -30 -20 -10 0
664
660
656
652
648
644
640
636
6 -50 -40 -30 -20 -10 0
REACH D
8+16.03
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
660
656
652
648
644
640
636
10 20 30 40 50 32
664 t 664 664
660 POOL 660 660
656 656 656
652 _ 652 652
648 648 648
644 / 644 644
640 640 640
636 636 636
6 -50 -40 -30 -20 -10 0 10 20 30 40 5( 32 6 -50 -40 -30 -20 -10 0
REACH D
7+95.66
664
660
656
652
648
644
640
636
10 20 30 40 50 32
664
660
656
652
648
644
640
636
10 20 30 40 50 32
W
POOL
EXISTING GROUND FILL - FT
_ —
(TYP) _-- --
`l�,ea,�� ••
lfl
�a
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0 ,•
0 ..
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srrrrrrrrr�brllAlllaaaa�
,0`,+
PROPOSED GROUND
(WP)
-50 -40 -30 -20 -10 0
REACH D
7+59.51
660
656
652
648
644
640
636
632
664
660
656
652
648
644
640
636
32
10 20 30 40 50
660
656
652
648
644
640
636
32
-50 -40 -30 -20 -10 0 10 20 30 40 56
REACH D
7+20.70
REACH D
8+43.16
660 E
656
652
648
644
640
636
632
RIFFLE
-50 -40 -30 -20 -10 0
664
660
656
652
648
644
640
636
6 -50 -40 -30 -20 -10 0
REACH D
8+16.03
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
660
656
652
648
644
640
636
10 20 30 40 50 32
664 t 664 664
660 POOL 660 660
656 656 656
652 _ 652 652
648 648 648
644 / 644 644
640 640 640
636 636 636
6 -50 -40 -30 -20 -10 0 10 20 30 40 5( 32 6 -50 -40 -30 -20 -10 0
REACH D
7+95.66
664
660
656
652
648
644
640
636
10 20 30 40 50 32
664
660
656
652
648
644
640
636
10 20 30 40 50 32
W
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REACH D
9+40.71
664
660
656
652
648
644
640
636
RIF LE
EXISTING GROUND FILL 5 SO FT
(NP) __--
PROPOSED GROUND
(TYP)
664
660
656
652
648
644
640
-50 -40 -30 -20 -10 0 10 20 30 40 536
REACH D
9+19.84
664 t 664
660 POOL eUT - 42 -SQ FT 660
656 656
652 - - - - - - 652
648 / 648
644 ` - - 644
640 640
636 36
50 -40 -30 -20 -10 0 10 20 30 40 5Q
REACH D
9+00.62
664 664
660 RIF LE 660
CUT = 78 SQ FT
656 FILL = 0 S FT 656
652 - - - 652
648
644 - 644
640 640
636 1636
63250 -40 -30 -20 -10 0 10 20 30 40 532
REACH D
8+72.23
664 t 664
P OL
660 CUT = 122 SQ FT 660
FILL = b2 SQ FT
656 --------- --_ 656
652 - _ _ _ 652
648 / 648
644 644
640 640
636 636
632 32
50 -40 -30 -20 -10 0 10 20 30 40 5Q
REACH D
9+69.13
664
660
656
652
648
644
640
636
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
664
660
656
652
648
644
640
-50 -40 -30 -20 -10 0 10 20 30 40 5( 36
W
O
eel
,ms's
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REACH E
1+69.40
656
652
648
644
640
636
632
628
624
620
POOL
EXISTING GROUND CLJT= 11 SQF7
(NP) FILL = 18 SQ T
\
PROPOSED GROUND
(TYP)
656
652
648
644
640
636
632
628
624
20
REACH E
1+86.24
660
656
652
648
644
640
636
632
628
624
620
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
POOL
CUT= 20 SQ FT
\ FIL = 22 SQ FT
\
\
\
— — — — ------- --------- ----
i
660
656
652
648
644
640
636
632
628
624
20
-50 -40 -30 -20
-10 0 10
20 30 40 5Q
-50 -40 -30 -20
-10 0 10
20 30 40 5(Y
REACH E
`,���alululrlr/,11y�/
REACH E
v
=U W� 7'
_ y cn- _
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1+36.48
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1+51.73
N C
N .O j Z
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656
t
656
656
t
656
a
RIF LE
POOL
U
652
652
652
w
Q
652
648
648
648
cu 1=
648
644 \
644
644
FILL
4 90 F-1 644
Q
640 \ \
S Q FT 640
640 \ \
640
C.
oO�
636
636
636 \
636
\
�
\
Q
632
---- — —
— — -' —
— — ---------- — — — — 632
632
------ ----
----------
632
628
628
628
6-2-8-
28624
624
�
624
624
624
a9n
agn
r%9n
Rqn
_`=50 -40 -30 -20 -10 0
REACH E
0+85.83
644
640
636
632
628
624
620
-50 -40 -30 -20 -10 0
REACH E
0+43.90
644
640
636
632
628
624
620
616
10 20 30 40 59`- - �50 -40 -30 -20 -10 0 10 20 30 40 507""
REACH E
1+13.25
t
644
640
636
632
628
624
20
10 20 30 40 5Q
----- ---- _--- — — — — ----- ----
644
640
636
632
628
624
620
-50 -40 -30 -20 -10 0 10 20 30 40 5(Y 16
652
648
644
640
636
632
628
624
620
POOL
CUT = 22 SQ FT
FILL = 4 SQ FT
\
-50 -40 -30 -20 -10 0
REACH E
0+65.84
644
640
636
632
628
624
620
61650 -40 -30 -20 -10 0
652
648
644
640
636
632
628
624
20
10 20 30 40 5(Y
644
640
636
632
628
624
620
10 20 30 40 5(Y16
W
O
001
`,���alululrlr/,11y�/
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REACH E
3+31.35
It
652
648
644
640
636
632
628
624
620
652
648
644
640
636
632
628
624
—50 —40 —30 —20 —10 0 10 20 30 40 520
REACH E
2+89.04
644 E 644
640 RIF LE U FILL = 17 -SQ FT 640
636 ----
632 \ \ 632
628 628
624 624
62050 —40 —30 —20 —10 0 10 20 30 40 520
REACH E
2+43.14
652 652
648 RIF LE 648
644 CUT FILL = 0 SQ FT 644
640 640
636 ---------- ---- 636
632 — — — ' 632
---- ----- ----
628 628
624 624
62050 —40 —30 —20 —10 0 10 20 30 40 5Q20
REACH E
1+99.64
648
644
640
636
632
628
624
620
uu i = /_ i .,)w r i
FILL 2=7 50 FT
648
644
640
636
632
628
624
20
—50 —40 —30 —20 —10 0 10 20 30 40 5
NOTE: ALL CROSS—SECTIONS LOOKING DOWNSTREAM.
REACH E
3+49.76
648 It 648
644 POOL 644
cl
640 F 1= 640
636 ---- ---- --- --- 636
632 632
628 628
62450 —40 —30 —20 —10 0 10 20 30 40 5624
REACH E
3+11.78
648
644
640
636
632
628
624
620
648
644
640
636
632
628
624
—50 —40 —30 —20 —10 0 10 20 30 40 520
REACH E
2+61.85
664 It 664
660 POOL 660
656 656
652 652
648 CUT — 3 SQ T 648
644 644
640 640
636 \ 636
632 _ ` 632
628 628
624 1624
62050 —40 —30 —20 —10 0 10 20 30 40 5620
REACH E
2+21.90
648
644
640
636
632
628
624
6 —50 —40 —30 —20 —10 0
648
644
640
636
632
628
624
10 20 30 40 5(20
W
POOL
CUT = 4 SQ FT
\\\YYYlulrlulllrrrr
-
EXISTING GROUND
(TMP)
I I
cn
ro
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PROPOSED GROUND
(TYP)
�i (n U)
U v t
S o z v U
M!2
z
0
652
648
644
640
636
632
628
624
—50 —40 —30 —20 —10 0 10 20 30 40 520
REACH E
2+89.04
644 E 644
640 RIF LE U FILL = 17 -SQ FT 640
636 ----
632 \ \ 632
628 628
624 624
62050 —40 —30 —20 —10 0 10 20 30 40 520
REACH E
2+43.14
652 652
648 RIF LE 648
644 CUT FILL = 0 SQ FT 644
640 640
636 ---------- ---- 636
632 — — — ' 632
---- ----- ----
628 628
624 624
62050 —40 —30 —20 —10 0 10 20 30 40 5Q20
REACH E
1+99.64
648
644
640
636
632
628
624
620
uu i = /_ i .,)w r i
FILL 2=7 50 FT
648
644
640
636
632
628
624
20
—50 —40 —30 —20 —10 0 10 20 30 40 5
NOTE: ALL CROSS—SECTIONS LOOKING DOWNSTREAM.
REACH E
3+49.76
648 It 648
644 POOL 644
cl
640 F 1= 640
636 ---- ---- --- --- 636
632 632
628 628
62450 —40 —30 —20 —10 0 10 20 30 40 5624
REACH E
3+11.78
648
644
640
636
632
628
624
620
648
644
640
636
632
628
624
—50 —40 —30 —20 —10 0 10 20 30 40 520
REACH E
2+61.85
664 It 664
660 POOL 660
656 656
652 652
648 CUT — 3 SQ T 648
644 644
640 640
636 \ 636
632 _ ` 632
628 628
624 1624
62050 —40 —30 —20 —10 0 10 20 30 40 5620
REACH E
2+21.90
648
644
640
636
632
628
624
6 —50 —40 —30 —20 —10 0
648
644
640
636
632
628
624
10 20 30 40 5(20
W
O
\\\YYYlulrlulllrrrr
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REACH E
4+88.55
652
648
644
640
636
632
628
624
POOL
UT = 37 SQ FT
EXISTING GROUND
(TYP)------- - ----
PROPOSED GROUND
(WP)
-50 -40 -30 -20 -10 0
REACH E
4+53.11
664 t
660 POOL
656
652-'1_1
648
644
640
636 \ � -
632
628
624
-50 -40 -30 -20 -10 0
REACH E
4+08.76
656
652
648
644
640
636
632
628
624
652
648
644
640
636
632
628
24
10 20 30 40 5(Y
664
660
656
T = 12 SQ Fl 652
648
644
640
636
632
628
24
10 20 30 40 5(Y
POOL
CLIT 3 SO FT
FILL = 9 SQ FT
— J
-50 -40 -30 -20 -10 0
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
3+66.98
656
652
648
644
640
636
632
628
24
10 20 30 40 5Q
648
644
640
636
632
628
10 20 30 40 5(24
REACH E
5+12.27
652 E
648
644
640
636
632
628
624
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
-50 -40 -30 -20 -10 0
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
4+73.20
652
648
644
640
636
632
628
24
10 20 30 40 5(Y
652
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
4+28.46
648
644
640
636
632
628
10 20 30 40 5( 24
REACH E
3+84.39
652
648
644
640
636
632
628
24
10 20 30 40 5
660 660
656 POOL 656
652 652
648 FILL -22 FT 648
644 644
640 640
636 ---- ---- 636
632 \ - 632
628 628
624 24
50 -40 -30 -20 -10 0 10 20 30 40 5Q
W
O
,`,,YYYYYIuI rll/r/rrrr
co �
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o,,rr •�� �� ,�
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s_
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s_
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0
CU __=
23
SQ
FT
U
FILL
= 26
SQ
F
p
0
z
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oO�v
0
II
�
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w
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U
-50 -40 -30 -20 -10 0
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
4+73.20
652
648
644
640
636
632
628
24
10 20 30 40 5(Y
652
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
4+28.46
648
644
640
636
632
628
10 20 30 40 5( 24
REACH E
3+84.39
652
648
644
640
636
632
628
24
10 20 30 40 5
660 660
656 POOL 656
652 652
648 FILL -22 FT 648
644 644
640 640
636 ---- ---- 636
632 \ - 632
628 628
624 24
50 -40 -30 -20 -10 0 10 20 30 40 5Q
W
O
,`,,YYYYYIuI rll/r/rrrr
co �
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a
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REACH E
6+63.08
It
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0
REACH E
6+20.59
648
644
640
636
632
628
24
10 20 30 40 5Q
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH E
6+86.17
660 It 660
656 POOL 656
652 652
648 Cu I = 648
644 \ 644
640 \ ---- ----- — — — — — — — — 640
636 \ / 636
632 632
628 628
62450 -40 -30 -20 -10 0 10 20 30 40 524
REACH E
6+43.80
It
652
EXISTING GROUND RIF LE CUT = 17 SQ FT
(T,YP) FILL = 73 SQ FT
001
RIF LE GYT_17--SQ FT
648
Fll 1 64 SO EI
PROPOSED GROUND
(TYP)
-50 -40 -30 -20 -10 0
REACH E
6+20.59
648
644
640
636
632
628
24
10 20 30 40 5Q
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH E
6+86.17
660 It 660
656 POOL 656
652 652
648 Cu I = 648
644 \ 644
640 \ ---- ----- — — — — — — — — 640
636 \ / 636
632 632
628 628
62450 -40 -30 -20 -10 0 10 20 30 40 524
REACH E
6+43.80
It
652
652 652
001
RIF LE GYT_17--SQ FT
648
Fll 1 64 SO EI
648 648
= U Li
cl) m � �
.�� U •• PIS'! 1—I
O .d
644
,�,
644 644
Z (n
C � O
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wU
mom°
!2
�=
Lj o `m
2`o zvU
640
\ — — — — ---- --- ---- ----
640 640
/
a
636
636 636
U
632
632 632
w
ca
628
628 628
r,'' ^ 624
"-50 -40 -30 -20 -10 0
REACH E
5+63.65
652
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0
REACH E
5+31.45
It
652
648
644
640
636
632
628
624
10 20 30 40 5(Y-'
652
648
644
640
636
632
628
24
10 20 30 40 5Q
RIF LE
FILL = 31 So FT
\
652
648
644
640
636
632
628
24
-50 -40 -30 -20 -10 0 10 20 30 40 5(
652
648
644
640
636
632
628
-50 -40 -30 -20 -10 0 10 20 30 40 524
REACH E
5+89.75
It
664
660
656
652
648
644
640
636
632
628
624
POOL
CUT = 7 SO FT
\ \ FILL = 26 SQ FT
\
\
\
-50 -40 -30 -20 -10 0
REACH E
5+47.37
652
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
664
660
656
652
648
644
640
636
632
628
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10 20 30 40 511Y
652
648
644
640
636
632
628
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8+44.18
652
648
644
640
636
632
628
624
-50 -40 -30 -20 -10 0
REACH E
7+97.63
660
656
652
648
644
640
636
632
628
624
652
648
644
640
636
632
628
24
10 20 30 40 5Q
RIFFLE
FILL = 43 SQ FT
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-50 -40 -30 -20 -10 0
652
648
644
640
636
632
628
624
REACH E
7+51.98
660
656
652
648
644
640
636
632
628
24
10 20 30 40 5Q
-50 -40 -30 -20 -10 0
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
7+01.97
652
648
644
640
636
632
628
10 20 30 40 524
648
644
640
636
632
628
10 20 30 40 5(1) AY
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH E
8+94.13
656 t 656
652 POOL cul - 652
648 648
644 _ _ 644
640 640
636 — 636
632 1632
62850 -40 -30 -20 -10 0 10 20 30 40 528
REACH E
8+19.01
656 t 656
652 POOL 652
648 CUT = 29 SQ FT 648
644 �� --_— —_--- --- 644
640 — --- ---- 640
636 636
632 632
628 628
62450 -40 -30 -20 -10 0 10 20 30 40 5624
REACH E
7+76.26
664
660
656
652
648
644
640
636
632
628
624
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7+97.63
660
656
652
648
644
640
636
632
628
624
652
648
644
640
636
632
628
24
10 20 30 40 5Q
RIFFLE
FILL = 43 SQ FT
--
-50 -40 -30 -20 -10 0
652
648
644
640
636
632
628
624
REACH E
7+51.98
660
656
652
648
644
640
636
632
628
24
10 20 30 40 5Q
-50 -40 -30 -20 -10 0
648
644
640
636
632
628
6 -50 -40 -30 -20 -10 0
REACH E
7+01.97
652
648
644
640
636
632
628
10 20 30 40 524
648
644
640
636
632
628
10 20 30 40 5(1) AY
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
REACH E
8+94.13
656 t 656
652 POOL cul - 652
648 648
644 _ _ 644
640 640
636 — 636
632 1632
62850 -40 -30 -20 -10 0 10 20 30 40 528
REACH E
8+19.01
656 t 656
652 POOL 652
648 CUT = 29 SQ FT 648
644 �� --_— —_--- --- 644
640 — --- ---- 640
636 636
632 632
628 628
62450 -40 -30 -20 -10 0 10 20 30 40 5624
REACH E
7+76.26
664
660
656
652
648
644
640
636
632
628
624
664
660
656
652
648
644
640
636
632
628
24
-50 -40 -30 -20 -10 0 10 20 30 40 5
REACH E
7+23.86
656 k 656
652 POOL 652
648 CUT = 23 SO FT 648
644 644
640 _---------- -- 640
636 \ / 636
632 632
628 628
62450 -40 -30 -20 -10 0 10 20 30 40 58 24
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7+23.86
656 k 656
652 POOL 652
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628 628
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10+67.41
668
664
660
656
652
648
644
640
636
632
628
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EXISTING GROUND
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PROPOSED GROUND
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—50 —40 —30 —20 —10 0
REACH E
10+27.49
668
664
660
656
652
648
644
640
636
632
628
668
664
660
656
652
648
644
640
636
632
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10 20 30 40 5Q
RIF LE
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—50 —40 —30 —20 —10 0
REACH E
9+85.22
656
652
648
644
640
636
632
628
668
664
660
656
652
648
644
640
636
632
28
10 20 30 40 5Q
RIF LE
CUT = 17 SQ FT
FILL = 2E SQ FT
656
652
648
644
640
636
632
28
—50 —40 —30 —20 —10 0 10 20 30 40 5Q
REACH E
9+36.53
660 t 660
656 RIF LE 656
GUT 13 SQ FT
652 FILL=37 SO FT 652
648 648
644 ---- — —
644
640 / 640
636 636
632 632
62850 —40 —30 —20 —10 0 10 20 30 40 5 B28
REACH E
10+85.42
668
664
660
656
652
648
644
640
636
632
RIF LE
CUT= 26SQFT
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—50 —40 —30 —20 —10 0
REACH E
10+43.76
672
668
664
660
656
652
648
644
640
636
632
628
NOTE: ALL CROSS—SECTIONS LOOKING DOWNSTREAM.
668
664
660
656
652
648
644
640
636
32
10 20 30 40 5Q
—50 —40 —30 —20 —10 0
REACH E
10+04.81
656
652
648
644
640
636
632
628
672
668
664
660
656
652
648
644
640
636
632
28
10 20 30 40 5Q
POOL CUT= 33 SQ FT
FILL = 44 SQ FT
—50 —40 —30 —20 —10 0
REACH E
9+62.34
664
660
656
652
648
644
640
636
632
628
656
652
648
644
640
636
632
28
10 20 30 40 56
POOL
CUT = 3 SQ FT
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664
660
656
652
648
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640
636
632
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10+04.81
656
652
648
644
640
636
632
628
672
668
664
660
656
652
648
644
640
636
632
28
10 20 30 40 5Q
POOL CUT= 33 SQ FT
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—50 —40 —30 —20 —10 0
REACH E
9+62.34
664
660
656
652
648
644
640
636
632
628
656
652
648
644
640
636
632
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10 20 30 40 56
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660
656
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12+21.52
660
656
652
648
644
640
636
632
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REACH E
11+85.10
660
656
652
648
644
640
636
632
660
656
652
648
644
640
636
32
10 20 30 40 5(Y
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660
656
652
648
644
640
636
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11+47.92
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11+85.10
660
656
652
648
644
640
636
632
660
656
652
648
644
640
636
32
10 20 30 40 5(Y
POOL CUT = 47 SQ FT
FILL = 64 SQ FT
660
656
652
648
644
640
636
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-50 -40 -30 -20
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11+47.92
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11+05.17
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668
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640
636
636
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10 20
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12+43.47
664
660
656
652
648
644
640
636
632
POOL
CUT = 26 SQ F
FILL = 15 SQ FT
-50 -40 -30 -20 -10 0
REACH E
12+05.01
660
656
652
648
644
640
636
632
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
664
660
656
652
648
644
640
636
32
10 20 30 40 5Q
RIF LE
CUT 25 SQ FT
FILL 51 SQ F
1 �
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REACH E
11+65.96
664
660
656
652
648
644
640
636
632
660
656
652
648
644
640
636
32
10 20 30 40 50
RIF LE
CUT = 32SQ FT
FILL = 65 SQ FT
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664
660
656
652
648
644
640
636
32
—50 —40 —30 —20 —10 0 10 20 30 40 5
REACH E
11+24.95
660 t 660
656 RIF LE 656
CI IT 10 SO FT
652 FILL 41 SO FT 652
648 — — — — 648
644 644
640 640
636 636
63250 —40 —30 —20 —10 0 10 20 30 40 5Q 32
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14+07.64
672
668
664
660
656
652
648
644
640
RIF LE
CLIT 3 SO FT
EXISTING GROUND FILL 7 SQ FT
(TYP)
PROPOSED GROUND
(WP)
-50 -40 -30 -20 -10 0
REACH E
13+75.74
672
668
664
660
656
652
648
644
640
-50 -40 -30 -20 -10 0
REACH E
12+85.72
672
672
668
668
664
664
660
660
656
656
652
652
648
648
644
644
40
640
10 20 30 40 5Q
672
668
664
660
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652
648
644
10 20 30 40 5640
668 t
664 RIF LE
660 rl IT =
FILL = 24 SQ F
656-----
652
56-652
648
644
640
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REACH E
14+26.71
t
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CUT 2 SQ FT
FILL 5 SQ FT
-50 -40 -30 -20 -10 0
REACH E
13+90.22
668
664
660
656
652
648
644
640
NOTE: ALL CROSS-SECTIONS LOOKING DOWNSTREAM.
672
668
664
660
656
652
648
644
40
10 20 30 40 5Q
POOL
CUT = 7 SQ FT
FILL= 4SQ Fl-
-_ — — — — — — — — — — —
-50 -40 -30 -20 -10 0
REACH E
13+11.61
668
664
660
656
652
648
644
10 20 30 40 540
10 20 30 40 5(YJ"
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668
664
660
656
652
648
644
640
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