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GENERAL: GENERAL
CIVIL: PLANS
CIVIL: SECTIONS
CIVIL: DETAILS
ALASKA DISTRICT U.S. ARMY CORPS OF ENGINEERS
W911KB-16-R-0007
RFP - PTL001/P2 NO. 102493, 26 JULY 2016
PORT LIONS, ALASKA
REF.
NUM.
SHEET TITLESHT
REF.
NUM.
SHEET TITLESHT
REF.
NUM.
SHEET TITLESHT
REF.
NUM.
SHEET TITLESHT
REF.
NUM.
SHEET TITLESHT
PORT LIONS
PEDESTRIAN BRIDGE
CITY DOCK
HARBOR
AIRPORT
BOAT
LAUNCH
RAMP
SETTLER
COVE
PORT
WAKEFIELD
KIZHUYAK
BAY
GRAPHIC SCALE IN MILES
0 321 10.5
TIDAL DATA, PORT LIONS, AK
LEVEL ELEVATION (ft, MLLW)
HIGHEST PREDICTED TIDE 12.17
MEAN HIGHER HIGH WATER (MHHW) 9.36
MEAN HIGH WATER (MHW) 8.44
MEAN TIDE LEVEL (MTL) 4.81
MEAN SEA LEVEL (MSL) 4.78
MEAN LOW WATER (MLW) 1.16
MEAN LOWER LOW WATER (MLLW) 0.00
LOWEST PREDICTED TIDE - 3.01
SOURCE: NOAA TIDES & CURRENTS
STATION 9457391, PORT LIONS, AK
PUBLISHED 06/04/2010
EPOCH 2002-2006
GRAPHIC SCALE IN MILES
0 1284 42
GENERAL NOTES:
1. NO STAGING IS DESIGNATED. COORDINATE WITH THE CITY OF
PORT LIONS.
2. THE CONTRACTOR SHALL COORDINATE WITH THE PORT LIONS
HARBORMASTER TO MINIMIZE DISRUPTIONS TO HARBOR
OPERATIONS.
3. USE OF THE PORT WAKEFIELD DOCK IS NOT PROVIDED FOR
WITH THIS CONTRACT. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR COORDINATING WITH THE CITY OF PORT
LIONS FOR THE USE OF THIS DOCK.
ABBREVIATIONS:
(E) EXISTING
MEGS MATCH EXISTING GROUND SLOPE
TYP TYPICAL
G E
N E
R A
L
L O
C A
T I O
N
A
N D
V
I C
I N
I T
Y
A S
O T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
G E
N E
R
L
ALASKA DISTRICT
R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
C T
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
H
Y M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
G d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i s
P o n
A
M
N
F
R
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
J U
P O
O
N S
A
L A
S K
IF THIS LINE DOES NOT MEASURE
2", ADJUST SCALE ACCORDINGLY.
PROJECT
LOCATION
PROJECT
LOCATION
DUTCH
HARBOR
BETHEL
NOME
BARROW
FAIRBANKS
ANCHORAGE
VALDEZ
JUNEAU
PORT LIONS
PORT LIONS
OUZINKIE
KODIAK
N 1,416,500
E
N 1,417,000
N 1,416,000
26530
O
A
T
I
G
B
E
A
K
W
A
T
E
R
O
A
T
I
E
A
K
W
A
T
E
R
O
A
T
I
E
A
K
W
A
T
E
R
A-5 1973
PLH-4 2002
A
C
C
W1
W2
W3
W4
W5
W6
E1
E2
E3
E4
GRAPHIC SCALE IN FEET
0 300200100 10050
C
O
N
S
T
R
U
C
T
I
O
N
L
I
M
I
T
S
C
O
N
S
T
R
U
C
T
I
O
N
L
I
M
I
T
S
C
O
N
S
T
R
U
C
T
I
O
N
L
I
M
I
T
S
WEST BREAKWATER (EXISTING)
A
C
C
B
C
C
CONSTRUCTION LIMITS - EAST
POINT
E1
E2
E3
E4
EASTING
1,862,314.84
1,862,886.14
1,862,466.62
1,861,895.33
NORTHING
1,416,962.31
1,416,081.33
1,415,809.29
1,416,690.26
CONSTRUCTION LIMITS - WEST
POINT
W1
W2
W3
W4
W5
W6
W7
EASTING
1,861,183.91
1,861,348.81
1,861,235.64
1,861,069.53
1,861,016.19
1,860,964.50
1,861,039.28
NORTHING
1,416,829.23
1,416,716.07
1,416,551.16
1,416,468.40
1,416,521.61
1,416,659.96
1,416,784.60
EAST BREAKWATER
STATION
10+00
17+00
POINT
END POINT
END POINT
EASTING
1,862,552.81
1,862,171.95
NORTHING
1,416,043.96
1,416,631.28
WEST BREAKWATER
STATION
-1+25
7+75
POINT
END POINT
END POINT
EASTING
1,861,730.35
1,860,988.29
NORTHING
1,416,211.66
1,416,720.91
NOTES:
1. PRIMARY PROJECT HORIZONTAL CONTROL IS ALASKA STATE
PLANE, ZONE 5, NAD83 (CORS96), IN US SURVEY FEET BASED ON
A FULLY CONSTRAINED STATIC GPS NETWORK HOLDING THE
2003 EPOCH VALUES OF OPUS DB DERIVED STATIONS: "PLH-5
2005" (PID BBBL01) AS N 1,416,517.22', E 1,860,997.72'; "1240-EE
1983" (PID BBBL10) AS N 1,416,211.66', E 1,861,730.35'.
LOCAL PROJECT HORIZONTAL CONTROL IS ALASKA STATE
PLANE, ZONE 5, NAD83, IN US SURVEY FEET HOLDING
USACE/NOAA TIDAL BENCH MARK "7391 C 2009" (PID
BBBL13/VM#19374) AS N 1,416,645.58, E 1,860,946.03.
2. VERTICAL CONTROL IS MEAN LOWER LOW WATER (MLLW=0.0'),
BASED ON THE NOAA/NOS TIDAL BENCH MARK LIST: "945 7391
PORT LIONS, KODIAK ISLAND, ALASKA " PUBLISHED 06/04/2010.
THIS TIDAL DATUM IS BASED ON THE 2002-2006 TIDAL EPOCH
AND IS REFERENCED BY HOLDING NOAA/NOS TIDAL BENCH
MARK "7391 C 2009" (PID BBBL13/VM#19374) AS 10.70' AND
NOAA/NOS TIDAL BENCH MARK "7391 A 2009" (PID
BBDP10/VM#19377) AS 8.30'.
3. VERTICAL TIES TO THE NATIONAL SPATIAL REFERENCE SYSTEM
ARE BASED ON PUBLISHED NAVD88 (GEOID12A) ELEVATIONS
HOLDING NOAA/USACE TIDAL BENCHMARK "7391 C 2009" (PID
BBBL13/VM#19374) AS 9.65’.
4. SOUNDINGS ARE IN FEET AND ARE MINUS UNLESS OTHERWISE
INDICATED.
5. BATHYMETRY WAS COLLECTED SEPTEMBER 05-06, 2014.
SOUNDINGS WERE COLLECTED USING AN R2SONIC 2022
MULTIBEAM ECHOSOUNDER OPERATING AT 200 KHZ. SOUND
VELOCITY THOUGH THE WATER COLUMN WAS DETERMINED
WITH A MINOS BASE X SOUND VELOCITY PROBE. POSITION AND
VESSEL ORIENTATION WERE MEASURED USING AN APPLANIX
POSMV WAVEMASTER V5 SYSTEM. DATA WAS COLLECTED AND
PROCESSED USING QINSY 8.1 SOFTWARE. HORIZONTAL
CONTROL WAS SURVEYED USING STATIC GNSS EQUIPMENT AND
TECHNIQUES. VERTICAL CONTROL WAS SURVEYED USING
DIFFERENTIAL LEVELING TECHNIQUES.
6. CONTACT INFORMATION: CITY OF PORT LIONS (907) 454-2332
7. THE CONTRACTOR SHALL LIMIT ALL CONSTRUCTION ACTIVITY
TO WITHIN THE CONSTRUCTION BOUNDARIES SHOWN. THE
CONSTRUCTION LIMITS TO NOT DEFINE EXCLUSIVE USE. THE
CONTRACTOR SHALL COORDINATE WITH THE PORT LIONS
HARBORMASTER FOR ANY RESTRICTIONS OR CONDITIONS OF
USE FOR CONSTRUCTION ACTIVITIES IN THESE AREAS.
NAVIGATION AIDS
USCG NO.
26530
26535
NORTHING
1,416,169
1,416,217
EASTING
1,862,075
1,861,726
DESCRIPTION
SETTLER COVE DAYBEACON 1
SETTLER COVE BREAKWATER LIGHT 2
SURVEY CONTROL DATA
STATION
1240-83-EE
1240-83-WE
7391 A
7391 B
7391 C
7391 D
A-5 1973
B-2 1973
PLH-1 1998
PLH-3 2002
PLH-4 2002
PLH-5 2005
PLH-6 2005
NORTHING
1,416,211.66
1,416,623.51
1,416,377.23
1,416,571.76
1,416,645.58
1,416,644.36
1,416,048.67
1,417,372.85
1,416,445.59
1,416,410.03
1,415,555.85
1,416,517.02
1,416,774.59
EASTING
1,861,730.35
1,861,130.22
1,860,508.53
1,860,683.02
1,860,946.03
1,861,101.85
1,862,912.79
1,861,416.87
1,861,141.89
1,861,442.43
1,862,524.49
1,860,997.67
1,861,046.45
MLLW
21.55
21.82
8.30
8.83
10.70
7.73
19.89
22.69
21.82
20.51
DESCRIPTION
3-1/2 INCH DOMED USACE BM
3-1/2 INCH DOMED USACE BM
3-1/2 INCH FLAT NOAA/USACE BM
3-1/2 INCH FLAT NOAA/USACE BM
3-1/2 INCH FLAT NOAA/USACE BM
3-1/2 INCH FLAT NOAA/USACE BM
USACE SBC
USACE SBC
3 INCH DOMED SBC
3 INCH DOMED SBC
USACE SBC
3 INCH DOMED SBC
3 INCH DOMED SBC
ENTRANCE CHANNEL
POINT
C1
C2
C3
C4
C5
C6
C7
C8
EASTING
1,862,138.00
1,861,960.00
1,861,631.00
1,861,164.00
1,861,148.03
1,861,580.85
1,861,839.53
1,861,999.17
NORTHING
1,416,500.00
1,416,065.00
1,415,860.00
1,415,810.00
1,415,959.15
1,416,005.49
1,416,166.67
1,416,556.81
P L
A N
S
H A
R B
A
N
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
7391 D 2009
B
C
C
WEST BREAKWATER EXTENSION
CONSTRUCTION LIMITS
W1
W2
W4
W5
W6
W7
C
BREAKWATER EXTENSION AND TIE-IN NOTES:
1. THE EXISTING WEST BREAKWATER AND SHORE PROTECTION
ROCK LAYER DETAILS SHOWN ARE APPROXIMATE BASED ON
DESIGN DETAILS FROM 1981 AND 1983 CONSTRUCTION
DOCUMENTS AND THE CONTOURS FROM THE 1981
CONSTRUCTION DOCUMENTS; WHICH WERE TAKEN FROM A
1973 CONDITION SURVEY. THE CONTRACTOR SHALL APPLY
THE SECTION AND PROFILE DETAILS SHOWN TO THE ACTUAL
CONDITIONS RESULTING FROM DECONSTRUCTION AND
EXCAVATION.
2. STORM EVENTS TYPICALLY DEPOSIT LOGS AND OTHER
DEBRIS IN THE GAP BETWEEN THE CREST OF THE EXISTING
BREAKWATER AND THE CREST OF THE EXISTING SHORE
PROTECTION ROCK. THE CONTRACTOR SHALL REMOVE THIS
MATERIAL PRIOR TO CONSTRUCTION OF THE BREAKWATER
EXTENSION. CLEARED DEBRIS SHALL BE PLACED AT THE
SEAWARD TOE OF THE EXISTING PORTION OF THE
BREAKWATER WITHIN THE WEST BREAKWATER
CONSTRUCTION LIMITS OR REMOVED FROM THE SITE.
3. REMOVE EXISTING ARMOR ROCK, AND EXISTING 'CLASS A'
ARMOR ROCK AS SHOWN. EXCAVATE EXISTING SOIL AND
ACCUMULATED MATERIAL AS NEEDED FOR PLACEMENT OF
WEST BREAKWATER EXTENSION TOE BENCHES.
4. MATERIAL EXCAVATED FROM THE BEACH SHALL BE PLACED
ON THE SEAWARD TOE OF THE EXISTING PORTION OF THE
WEST BREAKWATER WITHIN THE WEST BREAKWATER
EXTENSION CONSTRUCTION LIMITS OR REMOVED FROM THE
SITE.
5. DECONSTRUCTION OF THE EXISTING WEST BREAKWATER
SHALL BE FROM APPROXIMATELY STATION 5+95 TO THE WEST
END OF THE BREAKWATER. THE CONTRACTOR SHALL
REMOVE EXISTING 'CLASS A' ARMOR AS SHOWN.
6. NEW A4 ROCK LAYERS SHALL BE BUTTED UP AGAINST THE
EXISTING 'CLASS A' ARMOR LAYERS. NEW A4 ROCK SHALL TIE
INTO THE EXISTING 'CLASS A' ARMOR ROCK IN A SMOOTH,
UNIFORM AND TIGHT KNIT MANNER TO ACHIEVE MAXIMUM
STONE STABILITY.
7. THE CONTRACTOR SHALL REUSE ALL REMOVED 'CLASS A'
ARMOR ROCK TO THE MAXIMUM EXTENT POSSIBLE PROVIDED
THAT IT MEETS THE GRADATION, SIZE AND ANGULARITY
REQUIREMENTS SPECIFIED IN SPECIFICATION SECTION 35 31
19. SALVAGED 'CLASS A' ARMOR ROCK MAY BE USED AS A4
ROCK IF IT MEETS THE GRADATION, SIZE AND ANGULARITY
REQUIREMENTS OF SPECIFICATION SECTION 35 31 19. 'CLASS
A' ARMOR ROCK THAT DOES NOT MEET THESE
REQUIREMENTS SHALL BE PLACED AT THE SEAWARD TOE OF
THE EXISTING PORTION OF THE WEST BREAKWATER WITHIN
THE WEST BREAKWATER EXTENSION CONSTRUCTION LIMITS.
8. ANY ROCK FROM DECONSTRUCTION NOT RE-USED FOR
CONSTRUCTION OF THE BREAKWATER OR PLACED AT THE
SEAWARD TOE OF THE WEST BREAKWATER SHALL BECOME
PROPERTY OF THE CONTRACTOR AND REMOVED FROM THE
SITE.
9. THE FINISHED A4 STONE SIDE SLOPES AND CREST SHALL BE
SUCH THAT THE TIE-IN INTERFACE OF EXISTING TO NEW ROCK
IS NOT VISUALLY EVIDENT OTHER THAN DIFFERENCES IN
ROCK TYPE (COLOR, TEXTURE, ETC.) ALLOW.
10. A4, B4 AND C4 ROCK SHALL BE PLACED DIRECTLY AGAINST
THE SHORE PROTECTION ROCK AT THE SHOREWARD
ABUTMENT OF THE WEST BREAKWATER EXTENSION.
11. THE TRANSITION BETWEEN STA 5+95 AND STA 6+35 SHOWN
ON THIS PLAN VIEW IS APPROXIMATE AND SCHEMATIC IN
NATURE. THE CONTRACTOR SHALL BUILD A SMOOTH
TRANSITION BETWEEN THESE STATIONS.
P L
A N
S
W E
E
A K
W A
T E
R
E
X T
E N
S I O
N
P
L A
N
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
-10
-20
0 20 40 60 80-20-40-60-80
9'
6'
TYP
5'
TYP
5'
TYP
1.5
P
T
Y
P
-10
-20
OFFSET (feet)
E L E
V A
T I O
N f e e t
M
L L W
EAST BREAKWATER TYPICAL SECTION 10+00 - 17+00
SCALE: 1" = 10' (STA 15+00 SHOWN)
A
C-101 C-301
NEW ROCK GRADATIONS
A4 ROCK
WEIGHT (lb.) % LIGHTER
5000 100
4000 0 - 50
3000 0
B4 ROCK
WEIGHT (lb.) % LIGHTER
3000 100
520 75 - 100
400 15 - 50
280 0 - 2
C4 ROCK
WEIGHT (lb.) % LIGHTER
280 100
50 75 - 100
20 15 - 50
1 0 - 2
A4 ROCK
B4 ROCK
C4 ROCK
EXISTING GROUND
30 30
1.5
MHHW
+9.36'
CREST ELEVATION
+19'
-100
SEAWARD
SIDE
HARBOR
SIDE
C4 BENCH THICKNESS MEASURED FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND. TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL DEPRESSIONS AS REQUIRED.
C4 BENCH THICKNESS MEASURED FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND. TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL DEPRESSIONS AS REQUIRED.
T Y
P
T Y
P
A4 ROCK
B4 ROCK
C4 ROCK
LEGEND
BENCH ELEVATION
VARIES
BENCH ELEVATION
VARIES
-30
-20
-10
-30
-20
-10
17+0016+5016+0015+5015+0014+5014+00
17+0016+5016+0015+5015+0014+5014+00
17+50
17+50
-30
-20
-10
-30
-20
-10
14+0013+5013+0012+5012+0011+5011+0010+5010+009+50
14+0013+505+0012+5012+0011+5011+0010+5010+009+50
M A
T C
H
L I N
E
M A
T C
H
L I N
E
EAST BREAKWATER PROFILE
SCALE: 1" = 20'
B
C-101 C-301
T Y
P
T Y
P
C4 BENCH THICKNESS MEASURED
FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND.
TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL
DEPRESSIONS AS REQUIRED.
TYPICAL FOR FULL PERIMETER OF
BREAKWATER.
5'
TYP
5'
TYP
6'
TYP
1.5
1.5
A4 ROCK
B4 ROCK
C4 ROCK
A4 ROCKB4 ROCK
C4 ROCK
EXISTING GROUND
EXISTING GROUND
S E
C T
I O
N S
E A
E
A K
W A
T E
R
P
R O
F I L
E
A
P
I C
C
T I O
N
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
-10
-20
0 20 40 60 80-20-40-60-80
9'
6'
5'
5'
1.5
-10
-20
OFFSET (feet)
E L E
V A
T I O
N f e e t
M
L L W
A4 ROCK
B4 ROCK
C4 ROCK
EXISTING GROUND
1.5
MHHW
+9.36'
CREST ELEVATION
+19'
-100
SEAWARD
SIDE
HARBOR
SIDE
C4 BENCH THICKNESS MEASURED FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND. TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL DEPRESSIONS AS REQUIRED.
C4 BENCH THICKNESS MEASURED FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND. TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL DEPRESSIONS AS REQUIRED.
-10
-20
0 20 40 60 80-20-40-60-80
9'
6'
5'
5'
1.5
-10
-20
OFFSET (feet)
E L E
V A
T I O
N f e e t
M
L L W
A4 ROCK
B4 ROCK
C4 ROCK
EXISTING GROUND
1.5
MHHW
+9.36'
CREST ELEVATION
+19'
-100
SEAWARD
SIDE
HARBOR
SIDE
C4 BENCH THICKNESS MEASURED FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND. TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL DEPRESSIONS AS REQUIRED.
C4 BENCH THICKNESS MEASURED FROM INTERSECTION POINT
OF C4 SLOPE AND EXISTING GROUND. TOP OF BENCH IS HORIZONTAL
BASED ON THIS THICKNESS. FILL DEPRESSIONS AS REQUIRED.
EAST BREAKWATER SECTION STA 16+00
SCALE: 1" = 10'
EAST BREAKWATER SECTION STA 17+00
SCALE: 1" = 10'
A4 ROCK
B4 ROCK
C4 ROCK
LEGEND
NEW ROCK GRADATIONS
A4 ROCK
WEIGHT (lb.) % LIGHTER
5000 100
4000 0 - 50
3000 0
B4 ROCK
WEIGHT (lb.) % LIGHTER
3000 100
520 75 - 100
400 15 - 50
280 0 - 2
C4 ROCK
WEIGHT (lb.) % LIGHTER
280 100
50 75 - 100
20 15 - 50
1 0 - 2
NOTE:
EAST BREAKWATER SECTION CHANGES WITH DEPTH AS SHOWN. THE SECTION INCREASES UNIFORMLY
FROM 15+00 TO 17+00 AS DEPTH INCREASES.
NOTE:
EAST BREAKWATER SECTION CHANGES WITH DEPTH AS SHOWN. THE SECTION INCREASES UNIFORMLY
FROM 15+00 TO 17+00 AS DEPTH INCREASES.
S E
C T
I O
N S
E A
E
A K
W A
T E
R
S
E C
T I O
N S
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
WEST BREAKWATER EXTENSION DECONSTRUCTION PROFILE
SCALE: 1" = 10'
B
C-102 C-303
5+75 6+75 7+75
-10
-20
5+75 6+75 7+75
-10
-20
EXISTING GROUND
SURFACE
EXISTING ROCK SPALLS
EXISTING SHORE PROTECTION
ROCK, SEE NOTE
DECONSTRUCTION ELEVATION
= APPROXIMATELY +6.75'
ANGLE OF
REPOSE
EXISTING ARMOR ROCK
EXISTING 'CLASS A' ARMOR ROCK
EXISTING CORE MATERIAL
1.5
~2
A4 ROCK
B4 ROCK
C4 ROCK
LEGEND
'CLASS A' ARMOR ROCK
ARMOR ROCK
ROCK SPALLS
CORE MATERIAL
DEBRIS, SAND AND GRAVEL
CREST ELEVATION
+22'
NOTE:
THE FACE OF THE EXISTING SHORE
PROTECTION ROCK SHALL BE
CLEARED OF DEBRIS AND
ACCUMULATION OF MATERIAL FROM
THE FACE OF THE ROCK. SAND AND
GRAVEL SHALL BE REMOVED FROM
THE FACE OF THE EXISTING SHORE
PROTECTION ROCK BY WATER
BLASTING OR OTHER SUITABLE
METHOD. SAND AND GRAVEL
REMOVAL SHALL PROVIDE A DIRECT
ROCK-TO-ROCK INTERFACE BETWEEN
THE EXISTING SHORE PROTECTION
ROCK AND THE NEW ROCK OF THE
BREAKWATER EXTENSION.
DECONSTRUCTION/EXCAVATION LIMITS
5+95
5+95
6+15
6+15
6+35
6+35
6+55
6+55
6+95
6+95
7+15
7+15
7+35
7+35
7+55
7+55
5+55
5+55
5+35
5+35
WEST BREAKWATER EXTENSION RECONSTRUCTED PROFILE
SCALE: 1" = 10'
C
C-102 C-303
5+75 6+75 7+75
-10
-20
5+75 6+75 7+75
-10
-20
EXISTING GROUND SURFACE
EXISTING ROCK SPALLS
EXISTING SHORE PROTECTION ROCK
DECONSTRUCTION ELEVATION
= APPROXIMATELY +6.75'
EXISTING ARMOR ROCK
EXISTING 'CLASS A' ARMOR ROCK
EXISTING CORE MATERIAL
1.5
~2
A4 ROCK
B4 ROCK
C4 ROCK
CREST ELEVATION
+22'
DECONSTRUCTION/EXCAVATION LIMITS
5+95
5+95
6+15
6+15
6+35
6+35
6+55
6+55
6+95
6+95
7+15
7+15
7+35
7+35
7+55
7+55
5+55
5+55
5+35
5+35
REMOVE EXISTING 'CLASS A' ARMOR ROCK,
AND ACCUMULATED MATERIAL ABOVE
DECONSTRUCTION/EXCAVATION LIMITS
-10
0-20-40 20 40 60 80-60
MHHW
+9.36'
CREST ELEVATION
+22'
E L E
V A
T I O
N f e e t
M
L L W
-10
6 5
5 10
1.5
1.5
EXISTING
GROUND
1.5
OFFSET (feet)
A4 ROCK
B4 ROCK
C4 ROCK
SEAWARD
SIDE
HARBOR
SIDE
WEST BREAKWATER EXTENSION TYPICAL SECTION 6+55 - 7+15
SCALE: 1" = 10' (STA 6+55 SHOWN)
A
C-101 C-303
NEW ROCK GRADATIONS:
A4 ROCK
WEIGHT (lb.) % LIGHTER
5000 100
4000 0 - 50
3000 0
B4 ROCK
WEIGHT (lb.) % LIGHTER
3000 100
520 75 - 100
400 15 - 50
280 0 - 2
C4 ROCK
WEIGHT (lb.) % LIGHTER
280 100
50 75 - 100
20 15 - 50
1 0 - 2
S E
C T
I O
N S
W E
E
A K
W A
T E
R
E
X T
E N
S I O
N
P
R O
F I L
D
T Y
P I C
C
T I O
N
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
-10
0-20-40 20 40 60 80
10'
A4 ROCK
DECONSTRUCTION LIMITS ARE ESTIMATED TO BE 6.5 FEET
BELOW THE TOP SURFACE OF A4 ROCK AT STA 5+95.
SELECTIVELY PLACE A4 ROCK TO ACHIEVE A UNIFORM,
SMOOTH TRANSITION FROM THE EXISTING 'CLASS A' ARMOR
ROCK TO THE NEW A4 ROCK.
EXISTING ROCK SPALLS
EXISTING CORE
MATERIAL
-60
-20
OFFSET (feet)
EXISTING 'CLASS A'
ARMOR
EXISTING ARMOR ROCK
1.5
-80
SEAWARD
SIDE
HARBOR
SIDE
-10
-20
EXCAVATE ACCUMULATED MATERIAL FROM
BREAKWATER FACE AND REMOVE SAND AND GRAVEL
FROM FACE BY WATER BLASTING OR OTHER SUITABLE
METHOD, ABUT B4 AND C4 STONE TO EXISTING ROCK
EXISTING GROUND
WEST BREAKWATER EXTENSION DECONSTRUCTION SECTION STA 5+95
SCALE: 1" = 10'
CREST ELEVATION
+22'
E L E
V A
T I f e e t
M
L L W
SEAWARD DECONSTRUCTION
ELEVATION = +5.5'
HARBOR SIDE DECONSTRUCTION
ELEVATION = +8'
NEW ROCK GRADATIONS
A4 ROCK
WEIGHT (lb.) % LIGHTER
5000 100
4000 0 - 50
3000 0
B4 ROCK
WEIGHT (lb.) % LIGHTER
3000 100
520 75 - 100
400 15 - 50
280 0 - 2
C4 ROCK
WEIGHT (lb.) % LIGHTER
280 100
50 75 - 100
20 15 - 50
1 0 - 2
EXISTING ROCK GRADATIONS
'CLASS A' ARMOR ROCK
WEIGHT (lb.) % LIGHTER
4800 100
2900 0
ARMOR ROCK
WEIGHT (lb.) % LIGHTER
1500 100
800 30 - 70
300 0
1. THE LOCATION, THICKNESS AND SLOPES OF THE
MATERIAL LAYERS WITHIN THE EXISTING
BREAKWATER ARE NOT PRECISELY KNOWN.
MATERIALS, LAYER THICKNESS AND SLOPES OF
THE EXISTING BREAKWATER SHOWN ARE BASED
ON A BEST ESTIMATED FIT USING THE DESIGN
DRAWINGS FROM THE 1983 RECONSTRUCTION OF
THE BREAKWATER AND THE 2014 PROJECT
CONDITION SURVEY.
2. EXISTING ROCK GRADATIONS SHOWN WERE
TAKEN OFF THE PLANS FROM THE 1983 REPAIRS
AND ARE SUPPLIED AS AN INDICATOR OF ROCK
SIZE TO BE EXPECTED. ROCK ENCOUNTERED ON
THE EXISTING BREAKWATER MAY DIFFER IN
GRADATION TO WHAT IS SHOWN AND THE
GOVERNMENT DOES NOT GUARANTEE THAT ALL
MATERIAL TO BE DECONSTRUCTED OR
ENCOUNTERED FALLS WITHIN THESE
GRADATIONS.
3. COORDINATE WITH THE CONTRACTING OFFICER
TO VERIFY CONDITIONS IF IT BECOMES
APPARENT THAT THE DECONSTRUCTION LIMITS
WILL NOT PROVIDE FOR THE REQUIREMENTS
DESCRIBED ABOVE OR ONCE THE WEST
BREAKWATER HAS BEEN DECONSTRUCTED TO
THE LIMITS SHOWN.
A4 ROCK
B4 ROCK
C4 ROCK
LEGEND
'CLASS A' ARMOR ROCK
ARMOR ROCK
ROCK SPALLS
CORE MATERIAL
NOTES
S E
C T
I O
N S
W E
E
A K
W A
T E
R
E
X T
E N
S I O
N
S
E C
T I O
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
-10
0-20-40 20 40 60 80-60
-80
-10
10'
1.5
5'
5'
6'
EXISTING GROUND
5'
5'
EXCAVATE ACCUMULATED DEBRIS, EXISTING 'CLASS
A' ROCK, OR EXISTING ARMOR ROCK AS REQUIRED
1.5
1.5
WEST BREAKWATER EXTENSION SECTION STA 6+35
SCALE: 1" = 10'
OFFSET (feet)
E L E
V A
T I O
N f e e t
M
L L W
A4 ROCK
B4 ROCK
C4 ROCK
TRANSITION A4 BENCH, SEE NOTE
A4 ROCK
B4 ROCK
C4 ROCK
LEGEND
-10
0-20-40 20 40 60 80-60
MHHW
+9.36'
CREST ELEVATION
+22'
E L E
V A
T I O
N f e e t
M
L L W
-80
-10
6' 5'
5'
5' 10'
1.5
1.5
EXISTING GROUND
5'
1.5
WEST BREAKWATER EXTENSION SECTION STA 6+55
SCALE: 1" = 10'
OFFSET (feet)
A4 ROCK
B4 ROCK
C4 ROCK
SEAWARD
SIDE
HARBOR
SIDE
SEAWARD
SIDE
HARBOR
SIDE
MHHW
+9.36'
CREST ELEVATION
+22'
NOTE:
TRANSITION SEAWARD BENCH
FROM A4 ELEVATION OF 11.5'
MLLW AT 6+35 TO ELEVATION
REQUIRED AT 6+55.
S E
C T
I O
N S
W E
E
A K
W A
T E
R
E
X T
E N
S I O
N
S
E C
T I O
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
N
S
Y M
REFERENCE
NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
I E
D E
N C
W J o b s P
T L
D w g s C
A D
P
T L
C d w g l a s t s a v e d o n
P
M w a s p l o t t e d b y
E p p s
L e w i
A
M
N
N
S
T
R
U
C
T
I
O
N
P T
L
P
N
O
W K
B R
P O
O
N S
A
L A
S
-10
0-20-40 20 40 60 80-60
-20
MHHW
+9.36'
CREST ELEVATION
+22'
E L E
V A
T I O
N f e e t
M
L L W
OFFSET
-80
SEAWARD
SIDE
HARBOR
SIDE
-10
-20
-10
0-20-40 20 40 60 80-60
-20
MHHW
+9.36'
CREST ELEVATION
+22'
E L E
V A
T I O
N f e e t
M
L L W
OFFSET
-80
SEAWARD
SIDE
HARBOR
SIDE
-10
-20
-10
0-20-40 20 40 60 80-60
-20
MHHW
+9.36'
CREST ELEVATION
+22'
E L E
V A
T I O
N f e e t
M
L L W
OFFSET
-80
SEAWARD
SIDE
HARBOR
SIDE
-10
-20
-10
0-20-40 20 40 60 80-60
-20
MHHW
+9.36'
CREST ELEVATION
+22'
E L E
V A
T I O
N f e e t
M
L L W
OFFSET
-80
SEAWARD
SIDE
HARBOR
SIDE
-10
-20
10'
10'
10'
10'
A4 ROCK
B4 ROCK
C4 ROCK
6'5'
5' 5'
5'
1.5
1.5
1.5
1.5
6'5'
5' 5'
5'
6'
5'
5'
5'
5'
1.5
1.5
1.5
EXISTING SHORE PROTECTION ROCK
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
EXISTING GROUND
1.5
1.5
WEST BREAKWATER EXTENSION SECTION STA 6+75
SCALE: 1" = 20'
WEST BREAKWATER EXTENSION SECTION STA 6+95
SCALE: 1" = 20'
WEST BREAKWATER EXTENSION SECTION STA 7+35
SCALE: 1" = 20'
WEST BREAKWATER EXTENSION SECTION STA 7+15
SCALE: 1" = 20'
NOTE:
1. ALL SLOPES ARE 1.5H:1V UNLESS NOTED OTHERWISE
LEGEND
S E
C T
I O
N S
W E
E
A K
W A
T E
R
E
X T
E N
S I O
N
S
E C
T I O
I
T
E D
C E
P O
A E
C G
C E
P O
A E
C G
H
H
C I V
I L
ALASKA DISTRICT
D R
A W
I N
G
F I L E
D W
G
S
C A
L E
P L O
T
S
C A
L E
D A
T E
A C
T I O
N S
Y M
D R
A W
N
R E
S I D
E N
T
E
N G
I N
E E
R
D A
T E
S T
A T
E
P R
I M
E
C
O N
T R
A C
T O
R D
A T
E D
E S
C R
I P
T I O
N A
P P
D
C I T
Y
C O
N T
R A
C T
O R
C O
N T
R A
R E
C O
M M
E N
D E
D
A P
P R
O V
E D
S U
B M
I T
T E
D
D E
S I G
N E
D
R E
V I E
W E
D
B R
A N
M
S E
C T
I O
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NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
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NAVIGATION MARKER BASE SECTION
SCALE: 1" = 2'
P
C-501 C-501
NOTES:
1. THE CONTRACTOR SHALL COORDINATE WITH THE US
COAST GUARD, JUNEAU, ALASKA: (907) 463-2266 OR (907)
463-2265, 60 DAYS PRIOR TO FABRICATING AND/OR
PLACING THE NAVIGATION AID MARKER BASE.
2. THE US COAST GUARD WILL PROVIDE THE CONTRACTOR
WITH THE APPROPRIATE NUMBER OF ANCHOR BOLTS
AND INSTALLATION TEMPLATE FOR THE FUTURE
NAVIGATION AID MARKER TOWER AND LIGHT. THE
CONTRACTOR SHALL INSTALL THE ANCHOR BOLTS USING
THE TEMPLATE AS A GUIDE DURING FABRICATION OF THE
MARKER BASE.
3. CONCRETE SHALL CONFORM TO ASTM C-94,
ALTERNATIVE NUMBER 2 WITH f'c = 8000 psi AND AIR
CONTENT OF 5% TO 7%.
4. THE CONTRACTOR SHALL PROVIDE A MINIMUM OF 4"
COVER FOR BOTTOM REINFORCING BARS AND A MINIMUM
OF 3" COVER FOR TOP AND SIDE BARS.
5. REINFORCING STEEL SHALL CONFORM TO ASTM A615
GRADE 60.
6. NAVIGATION MARKER SHALL BE PLACED ON A MINIMUM
OF 1.5 FEET OF B4 ROCK CHINKED WITH C4 ROCK. C4
ROCK SHALL BE CHINKED AND KEYED INTO THE B4 ROCK
TO MINIMIZE VOIDS UNDER THE MARKER BASE. THE
EXACT LOCATION OF THE MARKER BASE IS TO BE
DETERMINED IN THE FIELD. FINAL PLACEMENT OF
MARKERS SHALL BE LEVEL AND STABLE.
7. AFTER PLACEMENT OF THE NAVIGATION AID MARKER
BASE, THE CONTRACTOR SHALL PERFORM A THIRD
ORDER SURVEY TO ESTABLISH HORIZONTAL AND
VERTICAL CONTROL ON THE CENTER OF THE MARKER
BASE. THIS DATA SHALL BE PROVIDED TO THE
CONTRACTING OFFICER AND THE US COAST GUARD.
7'
7'
9 #6 DEFORMED BARS TOP & BOTTOM, EACH WAY
9 #6 BENT BARS, TYP. 4 SIDES
SELECT AND PLACE A4 ROCK AROUND
PERIMETER OF CONCRETE BASE, PROVIDE
MAXIMUM INTERLOCKING ON ALL 4 SIDES.
B4 ROCK CHINKED WITH C4 ROCK
B4 ROCK
NAVIGATION MARKER BASE
SCALE: 1" = 2'
N
C-101 C-501
P
C-501 C-501
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NUMBER:
SHEET OF
HGFEDCBA
US ARMY CORPS
OF ENGINEERS
D r a w i n g
X
U
N I F
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D E
N C
W J o b s P
T L
D w g s C
A D
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C d w g l a s t s a v e d o n
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M w a s p l o t t e d b y
E p p s
L e w i
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