20170856 Ver 1_Design/Maps/Site Plans Revised_20171031

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SHINGLE COVE BRANCH STREAM ENHANCEMENT PROJECT
HAYWOOD
COUNTY
LOCATION.- CHESTNUT PARD — WA YNES VILLE, N.C.
TYPE OF WORD: STREAM ENHANCEMENT FOR
SHINGLE COVE BRANCH
STATE
BAKERPROJECT REFERENCE NO.
SHEET
TOTAL
GRAPHIC SCALES
20 0 20 40
NO.
S](-II]E]ETS
NC
162562
1
7
INDEX OF SHEETS
TITLE SHEET..........................................1
CONSTRUCTION SEQUENCE
& CONVENTIONAL SYMBOLS2
DETAILS 3 — 3B
.................................................
PLAN & PROFILE ..............................4
CROSS SECTIONS ..............................5
#501
N: 659501.89'
E: 810314.32'
ELEV: 2724.60'
CF: 0.99975585
BEGIN CONSTRUCTION
STA. 10+00.00
/
71
/
/
-END CONSTRUCTION
STA. 13+64.63
GRAPHIC SCALES
20 0 20 40
PROJECT LENGTH
DESIGN STREAM TYPE B4
DESIGN REACH LENGTH 365'
BANKFULL XSEC AREA* -------------------- 9.5 sf
BANKFULL WIDTH ..............................11.0'
BANKFULL DEPTH* 0.9'
W/D RATIO* 12.7
PREPARED FOR
F""0'- -441
North Carolina
Lk Progressl[�lEgl�ll�I
Town of Wa nesville
Y
16 South Main Street
Waynesville, NC 28786
Ilk,SIGNATURE:
Michael M;�hae, Baker Engineer;ng ,nc. -T
797 Haywood Road, Suite 201
• Asheville, NORTH CAROLINA 28806
Phone: [phone]
INTERNATIONALLcense#3F-1084
PROJECT ENGINEER
WINTER 2018
JACOB M. BYERS, PE
PLANS
20 0 20 40
PRELIMINARY PLANS
]C
�c r r; ro ; ! c : r 1 �'c°�Tfl�
PROJECT ENGINEER
MICKY CLEMMONS
P.E.
PROFILE (HORIZONTAL)
4 0 4 8
LETTING DATE:
PROJECT DESIGNER
PROFILE (VERTICAL)

1. Equipment and materials shall be mobilized to the site.
2. Access to the work area shall be from Chestnut Park Drive at the gravel entrance to the property.
3. Overhead utility lines parallel Sylvan Street at the lower end of the project. Caution shall be
taken when equipment is moved to the site to avoid contacting these utility lines.
4. No equipment should be used in the stream channel that has any leaking fluids. If machinery is
found to be leaking or develops a leak while working it should immediately be moved at least 50'
from the channel and all leaking fluids contained.
5. Given that this project will be implemented in a Park where public access is normally provided,
the Town should consider closing the Park during construction or during the hours that
construction is taking place. Orange safety fence should be installed to separate the work area
from the public areas.
6. The Town should coordinate with Baker when they want to mark the centerline and structure
locations of the new channel.
7. Prior to beginning work within the channel, a pump should be installed that shall carry the
existing flow around the immediate work area. Flow should be picked up in a pool area and
released on a stone pad as shown in the detail.
8. Any excess soil shall be stockpiled in a designated staging and stockpile area, with silt fence
installed around the stockpiled material in accordance with the detail and maintained when
sediment accumulates to one third the height of the silt fence, or the silt fence has failed. Excess
soil material shall be disposed of appropriately.
9. The new channel alignment should be excavated, all structures installed and the banks seeded and
matted before the pump around installation is moved to another point. Grading and construction
of structures should progress from upstream to downstream.
10. Any earth disturbing activity shall be staged such that no more disturbance will be allowed than
can be stabilized by the end of the workday.
11. When the contractor considers construction complete, he should inform the Engineer, so that
record drawings can be prepared.
12. The Town should implement the vegetation plan that they are preparing, as soon as the dormant
season begins to maximize the stability of the site.
BAKER PROJECT REFERENCE NO. SHEET NO.
162562 1 2
PROJECT ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONS7[°]E8UCT]ION
Michael Baker Engineering Inc.
Michael Bake I 797 Haywood Road, Suite 201
Asheville, NORTH CAROLINA 28806
Phone: [phone]
Fax: [phone]
1 N T E R N A T 1 0 N A L License #: F-1084
STREP �NENTINAL SYMBOLS
°ROCK
00
J—HOOK
A
SAFETY FENCE
ROCK VANE
TF
TAPE FENCE
OUTLET PROTECTION
FP
100 YEAR FLOOD PLAIN
ROCK CROSS VANE
@E
CONSERVATION EASEMENT
DOUBLE DROP ROCK CROSS VANE
----------
EXISTING MAJOR CONTOUR
SINGLE WING DEFLECTOR
EXISTING MINOR CONTOUR
DOUBLE WING DEFLECTOR
FOOT BRIDGE
TEMPORARY SILT CHECK
V
TEMPORARY STREAM CROSSING
ROOT WAD
PERMANENT STREAM CROSSING
Q
as
LOG J—HOOK
O
TRANSPLANTED VEGETATION
LOG VANE
TREE REMOVAL
LOG WEIR
�2
TREE PROTECTION
LOG CROSS VANE
FILL WITH ALLUVIUM
00 0
��o�000 0CONSTRUCTED
RIFFLE
SLOPE, SEED, MULCH & LIVE STAKE
00 BOULDER CLUSTER
GEOLIFT
0g0 ROCK STEP POOL
BOULDER REVETMENT
"NOTE: ALL ITEMS ABOVE MAY NOT BE USED ON THIS PROJECT

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STONE BACKFILL
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TYPICAL RIFFLE, POOL, AND BANKFULL BENCH CROSS-SECTIONS
TOP OF TERRACE ---
6 MIN. 14' Wbkf U MIN.
2. 1.7' D -Max
6' MIN
7
1/3 BOTTOM
WIDTH OF
CHANNEL
3.4' W 7.2' Wb 3.4' W
POOL BELOW STRUCTURES
(CV POOL)
TOP OF TERRACE
-Ill 00 11' Wbkf 6' MIN.
1.1'D -Max
2.16W 6.7' Wb 2.15'W
RIFFLE WITH BANKFULL BENCH
20 TO 30
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DD �
A �N
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O o A
00
1/3 BOTTOM
WIDTH OF
CHANNEL
FLOW
FOOTER ROCK
R1
POOL
RIFFLE
14.0
11.0
1.3
0.9
1.7
1.1
10.9
12.7
18.0
9.5
7.2
6.7
3.4
2.15
Width of Bankfull (Wbkf)
Average Depth
Maximum Depth (D -Max)
Width to Depth Ratio (bkf W/D)
Bankfull Area (Abkf)
Bottom Width (Wb)
Width of Stream Bank Slope (W)
NOTES:
1. DURING CONSTRUCTION CORNERS OF DESIGN CHANNEL WILL BE ROUNDED
AND A THALWEG WILL BE SHAPED PER DIRECTION OF ENGINEER.
J -HOOK VANE
LEAVE GAPS (OPTIONAL)
PER DIRECTION OF ENGINEER
SCOUR SCOUR POOL (EXCAVATED)
POOL \,'' PER DIRECTION OF ENGINEER
I
O NO GAPS BETWEEN ROCKS
HEADER ROCK
PLAN VIEW
NOTES FOR ALL VANE STRUCTURES:
1. INSTALL GEOTEXTILE FABRIC BEGINNING AT THE TOP OF THE HEADER ROCKS AND EXTEND
DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER ROCK, AND THEN UPSTREAM TO A
MINIMUM OF TEN FEET.
2. DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON UPSTREAM SIDE
OF VANE ARM, BETWEEN THE ARM AND STREAMBANK.
3. START AT BANK AND PLACE FOOTER ROCKS FIRST AND THEN HEADER (TOP) ROCK.
4. CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
5. AN EXTRA ROCK CAN BE PLACED IN SCOUR POOL FOR HABITAT IMPROVEMENT.
6. USE HAND PLACED STONE TO FILL GAPS ON UPSTREAM SIDE OF HEADER AND FOOTER ROCKS.
7. AFTER ALL STONE BACKFILL HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE
WITH ON-SITE ALLUVIUM TO THE ELEVATION OF THE TOP OF THE HEADER ROCK. THERE SHOULD BE
A CONCAVE AREA BETWEEN THE VANE ARM AND THE BANK, WHERE WATER CAN POOL.
8. IF GAPS ARE LEFT BETWEEN THE HEADER BOULDERS FORMING THE HOOK, THE FOOTERS UNDER
THESE HEADERS SHOULD NOT HAVE GAPS, BUT SHOULD FORM A CONTINUOUS, SOLID FOUNDATION.
STREAM BED ELEVATION
BANKFULL-
STONE BACKFILL-/'
'
GEOTEXTILE FABRIC
STREAMBE^
STONE BACKFILL
GEOTEXTILE FABRIC
4% TO 7% SLOPE
HEADER ROCK
yra..
FOOTER ROCK
SCOUR POOL (EXCAVATED)
PROFILE VIEW
10' MINIMUM
SECTION A - A
rvv i u -r\ r\OCK
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SILL
B
TOP
OF BANK
BOULDERS
ROCK DROP STRUCTURE
LN
PLAN VIEW
TOE
B'
HEAD OF R' --'
-
BAKER PROJECT REFERENCE NO. SHEET NO.
162562 3
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
Michael Baker Engineering Inc.
797 Haywood Road, Suite 201
• • Asheville, NORTH CAROLINA 28806
Phone: [phone]
Fax [phone]
N T E R N A T 10 N A L License #: F-1084
NOTES:
1. HEADER BOULDERS MUST BE 3'X ZX 2' AND FOOTERS SHALL NOT EXCEED 4' X 3' X 2'.
2. FOOTERS SHALL BE INSTALLED SUCH THAT 1/4 TO 1/3 OF THE LENGTH IS DOWNSTREAM
OF THE HEADER.
3. SOIL SHALL BE WELL COMPACTED AROUND BURIED PORTION OF FOOTERS WITH THE
BUCKET OF EXCAVATOR.
4. INSTALL NON -WOVEN FILTER FABRIC UNDERNEATH FOOTER BOULDERS.
5. UNDERCUT THE RIFFLE ELEVATION 16 INCHES TO ALLOW FOR A LAYER OF STONE.
6. INSTALL EROSION CONTROL MATTING ALONG COMPLETED BANKS SUCH THAT THE EROSION
CONTROL MATTING AT THE TOE OF THE BANK EXTENDS DOWN TO THE UNDERCUT ELEVATION.
7. FILL TRENCH WITH GRADED MIX OF CLASS A, CLASS B, AND #57 STONE
TO THE BED ELEVATION OF THE CHANNEL.
8. BOULDER STEPS MUST BE EXTENDED TO A MINIMUM OF 2' INTO THE BANK.
USE SILL BOULDERS IF NECESSARY.
9. THALWEG WILL BE CONCAVE AND SHAPED PER DIRECTION OF THE DESIGNER.
FLOW
1
1/3 BOTTOM WIDTH
B rC
GRADE
VANE ANGLE BETWEEN
20 TO 30 BOULDERS
PLAN VIEW
ROCK CROSS VANE
SILL
-1 6' MIN. Ill
TOE OF BANK
BANKFULL STAGE
FLOW
STREAM BE
ELEVATION
FLOW -�
FILTER FABRIC
CHANNEL BED
-10 6' MINIMUM
SECTION A - A'
2'
� N�
CH- ANNEL BED
WELL GRADED MIX
"�^`ER ROCK
STREAM BANK
PROFILE VIEW B - B'
VANE ARM
FOOTER ROCK
FLOW
---------------
CROSS VANE INVERT/GRADE POINT
RIFFLE
0
NOTES FOR ALL VANE STRUCTURES:
O ° C
N� O
-
RVN
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1. INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE HEADER
��00�°
G
ROCKS AND EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER ROCK, AND
SCOUR
THEN UPSTREAM TO A MINIMUM OF SIX FEET.
POOL
2. DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON UPSTREAM
SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBANK.
3. CONSTRUCT ANGLE AND SLOPE SPECIFICATIONS AS SHOWN.
4. BACKFILL VANE ARMS AND INVERT WITH A WELL GRADED MIX OF CLASS B, A, AND
FILTER FABIC
PROFILE VIEW C - C
#57 STONE.
5. ON-SITE ALLUVIUM SHALL BE INCORPORATED INTO THE STONE BACKFILL WHERE
AVAILABLE.
6. BOULDER SILL MUST BE A MINIMUM OF 6'.

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COIR FIBER MATTING
PLACE COIR FIBER MATTING IN 6 INCH DEEP
TRENCH, STAKE, BACKFILL, AND COMPACT
TOP OF STREAMBANK
TOE OF SLOPE
LARGE STAKES
BOTTOM OF CHANNEL
PLACE COIR FIBER MATTING AT TOE OF SLOPE.
SECURE MATTING WITH LARGE MATTING STAKE
CROSS SECTION VIEW
TRENCH
TOP OF STREAMBANK -------------------------------------------------------
- ---- --- ---- --- ---- ---- --- ---- ---- ---- -
-----------------,------------------ --- ----'-------------------------------------------------------- --
• • • • • • • • • • • •
LARGE STAKES
NOTES
PLAN VIEW
1. BANKS SHOULD BE SEEDED PRIOR TO PLACEMENT OF MATTING.
2. USE COIR FIBER MATTING.
3. LARGE STAKES SHOULD NOT BE SPACED FURTHER THAN 18" APART.
4. PLACE LARGE STAKES ALONG ALL SEAMS, IN THE CENTER OF BANK, AND TOE OF SLOPE.
LARGE STAKES
TRENCH
TOP OF STREAMBANK
STAKES
COIR FIBER MATTING
TO BE EXTENDED TO
TOE OF SLOPE
TEMPORARY SILT FENCE
-04 6' MAXIMUM
2.5 INCH ROOFING NAIL
TYPICAL LARGE MATTING STAKE
LEG LENGTH 17.00 IN 43.18 CM TAPERED TO POINT
WIDTH 1.5 IN 3.81 CM
THICKNESS 1.5 IN 3.81 CM
TYPICAL SMALL MATTING STAKE
LEG LENGTH
11.00 IN
27.94 CM
HEAD WIDTH
1.25 IN
3.18 CM
HEAD THICKNESS
0.40 IN
1.02 CM
LEG WIDTH
0.60 IN 1.52 CM
TAPERED TO POINT
LEG THICKNESS
0.40 IN
1.02 CM
TOTAL LENGTH
12.00 IN
30.48 CM
vw I �n I SLC rr�or\i�,
GEOTEXTILE FABRIC
COMPACTED FILL
EXTENSION OF GEOTEXTILE
FABRIC INTO TRENCH
NOTES:
1. USE GEOTEXTILE FABRIC A MINIMUM OF 36" IN WIDTH AND FASTEN
ADEQUATELY TO THE WIRE AS DIRECTED BY THE ENGINEER.
2. PROVIDE 5' STEEL POST OF THE SELF -FASTENER ANGLE STEEL TYPE.
STEEL POST - 2'-0" DEPTH
GRADE
STEEL POST CAP
ORANGE SAFETY FENCE
NOTES:
1. PROVIDE 5' STEEL POST OF THE SELF -FASTENER ANGLE STEEL TYPE.
2. PROVIDE CAPS ON TOP OF STEEL POSTS.
3. PLACE SAFETY FENCE TO BLOCK ANY PUBLIC ACCESS POINTS TO THE CONSTRUCTION AREA.
BEGIN HEAD OF RIFFLE INVERT
ELEVATION A�'-
TOP OF BANK
B
BIGIN TAIL OF RIFFLE I
ELEVATION AND S'
PLAN VIEW
CONSTRUCTED RIFFLE
RGER STONE MAY BE PLACED
REDIRECT LOW FLOW AT
LECTION OF ENGINEER
TONE BACKFILL
NOTES:
1. UNDERCUT CHANNEL BED ELEVATION AS NEEDED TO ALLOW FOR LAYERS OF
STONE TO ACHIEVE FINAL GRADE.
2. INSTALL EROSION CONTROL MATTING ALONG COMPLETED BANKS SUCH THAT
THE EROSION CONTROL MATTING AT THE TOE OF THE BANK EXTENDS DOWN
TO THE UNDERCUT ELEVATION.
3. INSTALL STONE BACKFILL, COMPACTED TO GRADE.
4. FINAL CHANNEL BED SHAPE SHOULD BE ROUNDED, SMOOTH, AND CONCAVE,
WITH THE ELEVATION OF THE BED 0.2 FT DEEPER IN THE CENTER THAN AT
THE EDGES.
5. RIFFLE STONE MATERIAL SHALL BE A WELL GRADED MIX OF CLASS A AND
CLASS BE STONE PLACED 12" DEEP OR A SIMILAR SIZE OF (2" TO 12") RIVER
ROCK IF AVAILABLE.
BAKER PROJECT REFERENCE NO. SHEET NO.
162562 3A
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
Michael Baker Engineering Inc.
797 Haywood Road, Suite 201
• • Asheville, NORTH CAROLINA 28806
Phone: [phone]
Fax: [phone]
IN TE R N A TI O N A L License #: F-1084
STEEL POST
ORANGE, UV RESISTANT,
HIGH -TENSILE STRENGTH.
POLY BARRICADE FABRIC (TYPICAL)
STEEL POST - 2' DEPTH
EROSION CONTROL
" TTING
J I VIVC �/'11�f\r ILL
RIFFLE D-max
--------
SECTION B - B'
1/4 OF BEGIN HEAD OF RIFFLE INVERT
GLIDE ELEVATION AND STATION
LENGTH
STONE BACKFILL
GLIDE
PROFILE A - Al
TOE
BANKFULL
GEOTEXTILE FABRIC
1/4 OF RUN LENGTH
\o6r,y�N POOL
BEGIN TAIL OF RIFFLE INVERT
ELEVATION AND STATION

TEMPORARY FLEX
IMPERVIOUS DIKE
(SEE PROJECT SPECIAL PROVISIONS)
STABILIZED OUTLE
CONSTRUCT WITH A MIX OF BOULDEF
AND STONE BACKFILL TO STABILI2
STREAM AT PUMP AROUND OUTLE
NOTES:
TYPICAL PUMP AROUND OPERATION
EXISTING GROUND
GEOTEXTILE FABRIC
15 - 20 FT
SEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
kL PROVISIONS)
ASIN
INSTALL 2 INCH PAD OF STONE BACKFILL
BETWEEN SPECIAL STILLING BASIN AND
COIR FIBER MATTING
1. INSTALL STABILIZED OUTLET AT THE DOWNSTREAM END OF THE DESIGNATED PROJECT WORKING AREA.
2. THE CONTRACTOR WILL INSTALL THE PUMP AROUND PUMP AND THE TEMPORARY FLEXIBLE HOSE THAT
WILL CONVEY THE BASE FLOW FROM UPSTREAM OF THE WORK SITE TO THE SPECIAL STILLING BASIN
OR STABILIZED OUTLET.
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS IF NEEDED TO DEWATER THE
ENTRAPPED AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF SUFFICIENT SIZE TO DEWATER
THE WORK AREA. THIS WATER WILL FLOW INTO A SPECIAL STILLING BASIN.
5. THE CONTRACTOR WILL PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE PLAN AND
FOLLOWING THE GENERAL CONSTRUCTION SEQUENCE.
6. THE CONTRACTOR WILL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF THE
IMPERVIOUS DIKE. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE STARTING
WITH THE DOWNSTREAM DIKE FIRST.
7. THE CONTRACTOR WILL COMPLETE ALL GRADING AND STABILIZATION IN ONE DAY WITHIN THE PUMP
AROUND AREA BETWEEN THE IMPERVIOUS DIKES.
8. ONCE THE WORKING AREA IS COMPLETED, REMOVE THE SPECIAL STILLING BASIN AND STABILIZED OUTLET
AND STABILIZE DISTURBED AREAS WITH SEED AND MULCH.
1. EXCAVATION SHALL BE PERFORMED IN ONLY DRY SECTIONS OF CHANNEL.
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM STREAM FLOW.
3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED IN ONE
WORKING DAY.
4. THE PUMP -AROUND PUMP SHOULD ADEQUATELY CONVEY 1 CFS (450 GALLONS PER MINUTE).
BAKER PROJECT REFERENCE NO. SHEET NO.
162562 1 3B
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
IN T E R N A TI 0 N A
IMichael Baker Engineering Inc.
797 Haywood Road, Suite 201
Asheville, NORTH CAROLINA 28806
Phone: [phone]
Fax [phone]
L License #: F-1084
OCE A I J

PIN #: 8615-09-2533
/
CHESTNUT PARK DRIVE _--
-
#500
N: 659356.04' A�
SLOPE BANKS AT 2:1 E: 810597.34' / QP
SEED MULCH & LIVE STAKE ELEV: 2708.05
CONCRETE PAD CF. 0.99975662
2"METAL PIPE
OLD WATER FOUNTAIN INV. OV2720,9j' PROPOSED ROCK
CROSS VANE (TYP.)
/
_ HORSE SHOE
WOOD BOLLARD
ti a �� o� . - ----�
48" CMP
INV 1N: 2718.61'
INV OUT: 2717.58'
2, 725
2, 720
2,715
2,710
27705
27700
3 „MAPLE
— / CONCRETE
X36 "MAPLE
�,�36"MAPLE _-
PRO\POS�ED"O!CC\� �� —
J -HOOK VANE (TYP )-- \
#5010
N: 659501.89'
E: 810314.32'
ELEV: 2724.60'
3F: 0.99975585
BEGIN CONSTRUCTION
STA. 10+00.00
13+00 ,� \
.�
PROPOSED ROCK DROP
STRUCTURE (TYP.)
3611 -CMF �,/ ,
INV. IN:2703.8�/
OVERHEAD/ / 36" CMP
POWER—Y' ,/ INV. IN: 2703.93'
END CONSTRUCTION
/ STA. 13+64.63
BEGIN GRADE
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BAKER PROJECT REFERENCE NO. SHEET NO.
162562 5
2730 2730 10+00 2720 12+00 2720
PRELIMINARY PLANS
DO NOT USE FOR CONS7[°118UCT]ION
E X I TING GROUND 2725 2725 2715 2715
Michael Baker Engineering Inc.
Michael Bakei 797 Haywood Road, Suite 201
Asheville, NORTH CAROLINA 28806
Phone: [phone]
2720 2720 2710 2710 I N T E R N A T I O N A L License#3F 10 49
2715 2715 2705 2705
+50 0 +50 +50 0 +50
2725 10+50 2725 2720 12+50 2720
2720 2720 2715 2715
INIINI
2715 2715 2710 2710
2710 2710 2705 2705
+50 0 +50 +50 0 +50
11+00 13+00
2725 2725 2715 2715
2720 2720 2710 — — — — _ , 2710
2715 2715 2705 2705
� J
2710 2710 2700 2700
+50 +50 +50 0 +50
2720 11+50 2720 2715 13+50 2715
2715 `' 2715 2710 2710
ti
2710 2710 2705 , 2705
CROSS SECTION VIEW
SHINGLE COVE BRANCH
RESTORATION
2705 2705 2700 2700
+50 0 +50 +50 0 +50 1" = 20' HORIZONTAL
1" = 5' VERTICAL
PROPOSED
DESIGN
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PROPOSED
DESIGN
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