Dwgs-JNU004-IFB_Half_Size_(11x17).pdf

AURORA AND HARRIS

HARBOR MAINTENANCE

W911KB19B0002

JUNEAU, ALASKA

JNU004

IFB, 27 JUNE 2019

D r a w i n g

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Drawing # 1-JUN-91-01-01 Sheet 1 of 33

P2 457105, 456186

TABLE OF CONTENTS

SHEET

REFERENCE

NUMBER

SHEET TITLE

GENERAL: GENERAL

1 G-001 COVER SHEET

2 G-002 GENERAL NOTES AND ABBREVIATIONS

SURVEY & MAPPING: PLANS

3 V-101 LOCATION AND VICINITY MAP

4 V-102 PROJECT SURVEY LIMITS

GEOTECHNICAL: PLANS

5 B-101 AURORA TEST BORING SITE PLAN

6 B-102 HARRIS TEST BORING SITE PLAN

GEOTECHNICAL: SCHEDULES AND DIAGRAMS

7 B-601 AURORA AND HARRIS 2016 EXPLORATION LOGS I

8 B-602 AURORA AND HARRIS 2016 EXPLORATION LOGS II

9 B-603 AURORA 1962 EXPLORATION LOGS I

10 B-604 AURORA 1962 EXPLORATION LOGS II

CIVIL: PLANS

11 C-101 AURORA SITE PLAN I

12 C-102 AURORA SITE PLAN II

13 C-103 HARRIS SITE PLAN

14 C-104 DISPOSAL AREA PLAN

CIVIL: SECTIONS

15 C-301

(E) AURORA MAIN BREAKWATER, WAVE BARRIER, AND DEMO NOTES

16 C-302 DREDGING REQUIREMENTS

17 C-303 HARRIS MAIN BREAKWATER REPAIRS

CIVIL: PHOTOS

18 C-901 AURORA SITE PHOTOS

19 C-902 HARRIS SITE PHOTOS

STRUCTURAL: DETAILS

20 S-501 AURORA WAVE BARRIER DETAILS

EXHIBIT

21 X-801

AURORA 2019 PCS, 1 OF 5

22 X-802

AURORA 2019 PCS, 2 OF 5

23 X-803

AURORA 2019 PCS, 3 OF 5

24 X-804

AURORA 2019 PCS, 4 OF 5

25 X-805

AURORA 2019 PCS, 5 OF 5

26 X-811

HARRIS 2019 PCS, 1 OF 4

27 X-812

HARRIS 2019 PCS, 2 OF 4

28 X-813

HARRIS 2019 PCS, 3 OF 4

29 X-814

HARRIS 2019 PCS, 4 OF 4

30 X-821

DISPOSAL 2019 PCS, 1 OF 3

31 X-822

DISPOSAL 2019 PCS, 2 OF 3

32 X-823

DISPOSAL 2019 PCS, 3 OF 3

33 X-831 DESIGN MEMO NO. 3 PLATE 2

US Army Corps of Engineers ® Alaska District

GENERAL NOTES

1. SCOPE OF WORK: THIS PROJECT INCLUDES: MAINTENANCE DREDGING IN JUNEAU'S

AURORA AND HARRIS HARBORS USING MECHANICAL METHODS AS DESCRIBED IN

SECTION 35 20 23; REPLACEMENT OF THE STEEL AND TIMBER WAVE BARRIER ON

AURORA HARBOR'S MAIN BREAKWATER; AND ARMOR ROCK VOID REPAIR AT THE

NOSE AND ALONG THE SEAWARD FACE OF THE HARRIS HARBOR'S MAIN

BREAKWATER.

2. STAGING AREA: NO STAGING AREA IS DESIGNATED. COORDINATE WITH THE CITY

AND BOROUGH OF JUNEAU PORT DIRECTOR CARL UCHYTIL AT (907) 586-0292 OR

http://www.juneau.org/harbors/webcontact/index.php, OR PRIVATE LAND OWNER(S).

3. ENVIRONMENT: THE AURORA AND HARRIS HARBOR ENTRANCE CHANNELS ARE

SUBJECT TO HIGH WINDS, WAVES, AND CURRENTS. WAVE HEIGHTS OF UP TO 2

FEET HAVE BEEN OBSERVED AT THE ENTRANCE CHANNELS. WIND AND WAVE

CONDITIONS FOR THE DISPOSAL AREA HAVE NOT BEEN EVALUATED BUT ARE

KNOWN TO BE HIGHER THAN THOSE AT THE HARBOR ENTRANCE CHANNELS WITH

WAVE HEIGHTS KNOWN TO EXCEED 4 FEET. SUCH CONDITIONS CAN AND DO OCCUR

ANY TIME OF THE YEAR. THE CONTRACTOR SHALL PLAN AND PERFORM

CONSTRUCTION ACTIVITIES AND SEQUENCE TO TAKE INTO ACCOUNT SUCH

CONDITIONS.

4. NOISE: THE CONTRACTOR SHALL COMPLY WITH THE CITY AND BOROUGH OF

JUNEAU'S NOISE ORDINANCE, MUNICIPAL CODE GENERAL ORDINANCE 42.20.095 -

DISTURBING THE PEACE. PARAGRAPH (c) "CONSTRUCTION OF BUILDINGS AND

PROJECTS" IS REPEATED HERE FOR THE CONTRACTOR'S CONVENIENCE:

"It is unlawful to operate any pile driver, power shovel, pneumatic hammer, derrick, power hoist, or similar heavy construction equipment, before 7:00 a.m. or after 10:00 p.m., Monday through Friday, or before 9:00 a.m. or after 10:00 p.m., Saturday and Sunday, unless a permit shall first be obtained from the City and Borough building official. Such permit shall be issued by the building official only upon a determination that such operation during hours not otherwise permitted under this section is necessary and will not result in unreasonable disturbance to surrounding residents. The building official may revoke any noise permit after making written findings that the construction activity has resulted in unreasonable disturbance to surrounding residents or that operation during hours not otherwise permitted is not necessary."

5. PHOTO SHEETS: PHOTO SHEETS C-901 AND C-902 ARE PROVIDED FOR INFORMATION

ONLY.

6. EXISTING FACILITIES: THE CONTRACTOR SHALL TAKE ALL APPROPRIATE

PRECAUTIONS TO AVOID ANY DISTURBANCE TO THE EXISTING HARBORS FACILITIES.

PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL PERFORM A

PRE-CONDITION WALK THROUGH WITH THE HARBOR MASTER AND GOVERNMENT

REPRESENTATIVE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING

THE PROJECT AREA TO ITS ORIGINAL CONDITION AT HIS OWN EXPENSE UPON

COMPLETION OF THE PROJECT.

7. HARBOR ACCESS: THE CONTRACTOR SHALL COORDINATE WITH THE CITY AND

BOROUGH OF JUNEAU'S PORT DIRECTOR TO MINIMIZE DISRUPTION OF NORMAL

HARBOR OPERATIONS. THE CONTRACTOR SHALL BE REQUIRED TO PROVIDE

ACCESS THROUGH THE PROJECT SITE FOR BOATS ENTERING OR LEAVING THE

HARBORS AT ALL TIMES. EXCLUSIVE USE OF THE AREA WITHIN THE CONSTRUCTION

BOUNDARIES SHOWN IS NOT PROVIDED.

8. AURORA WAVE BARRIER INCIDENTAL WORK: THE CONTRACTOR SHALL REMOVE,

PROPERLY STORE, AND RE-INSTALL THE FOLLOWING ITEMS ON THE NEW WAVE

BARRIER: THE FIVE (5) EXISTING SIGNS ; THE LADDER TO THE NAVIGATION AID; AND

THE COAST GUARD NAVIGATION AID AT THE SOUTHEAST END OF THE EXISTING

WAVE BARRIER. DETAILS OF INSTALLATION SHALL MATCH EXISTING CONDITIONS

WITH NEW FASTENERS PROVIDED WHERE EXISTING FASTENERS ARE IN POOR

CONDITION.

9. TIDAL DATA, JUNEAU, ALASKA:

BASED ON:

ANALYSIS PERIODS: 01 JAN 1983 - 31 DEC 2001 AND 01 JAN 2012 - 31 DEC 2016

TIDAL EPOCH: 2012-2016

CONTROL STATION: 9452210, JUNEAU, AK

STATUS: ACCEPTED (06 FEB 2018)

PUBLICATION DATE: 16 FEB 2018

ELEVATIONS OF DATUMS REFERRED TO MEAN LOWER LOW WATER (MLLW), IN FEET:

HIGHEST OBSERVED WATER LEVEL (02 NOV 1948) = 25.05

MEAN HIGHER HIGH WATER (MHHW) = 16.30

MEAN HIGH WATER (MHW) = 15.34

MEAN SEA LEVEL (MSL) = 8.58

MEAN TIDE LEVEL (MTL) = 8.47

MEAN LOW WATER (MLW) = 1.60

MEAN LOWER LOW WATER (MLLW) = 0.00

LOWEST OBSERVED WATER LEVEL (14 DEC 2008) = -5.66

9. MAPS:

NOAA CHART: 17315

USGS QUAD (1:63,000): JUNEAU B-2

ABBREVIATIONS (NOT ALL USED IN THESE DRAWINGS)

@ AT

# NUMBER, POUND, POUNDS

& AND

2L DOUBLE ANGLE

℄ CENTERLINE

Ø DIAMETER, ROUND

AB ANCHOR BOLT

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AK DOT&PF ALASKA DEPARTMENT OF

TRANSPORTATION & PUBLIC

FACILITIES

ALUM ALUMINUM

APPROX APPROXIMATE,

APPROXIMATELY

ASTM AMERICAN SOCIETY FOR

TESTING AND MATERIALS

AWS AMERICAN WELDING

SOCIETY

BJ BAR JOIST

BLDG BUILDING

BLKG BLOCKING

BOTT BOTTOM

BP BASE PLATE

C AMERICAN STANDARD

CHANNELS

CB CATCH BASIN

CFS CUBIC FEET PER SECOND

CHKR CHECKER

CIP CAST IN PLACE

CJP COMPLETE JOINT

PENETRATION

CL CENTERLINE

CLR CLEAR

CMP CORRUGATED METAL PIPE

CMU CONCRETE MASONRY UNIT

CONC CONCRETE

CONN(S) CONNECTION(S)

CONT CONTINUOUS

COORD'S COORDINATES

CSK COUNTERSINK

DEMO DEMOLITION

DET(S) DETAIL(S)

DICA DRILL-IN-CONCRETE-

ANCHOR

DIM(S) DIMENSION(S)

DIST DISTANCE

DO DITTO

DTI DIRECT TENSION INDICATOR

DWG(S) DRAWING(S)

DS DROP STRUCTURE,

DOWNSTREAM

E EAST

(E) EXISTING

EA EACH

EF EACH FACE

EL ELEVATION, EARTHQUAKE

LOAD

ES EACH SIDE

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

f`c COMPRESSIVE STRENGTH

FAB FABRICATION

FBW FLOATING BREAKWATER

FF FINISH FLOOR

FH FLAT HEAD

FIO FOR INFORMATION ONLY

FLR FLOOR

FRT FIRE RETARDANT TREATED

FS FAR SIDE

FT FOOT OR FEET

FT³ CUBIC FEET

R RADIUS

RBW RUBBLEMOUND BREAKWATER

RDD REQUIRED DREDGE DEPTH

REBAR REINFORCING STEEL BAR(S)

RELAY USED RAILROAD RAIL

REINF REINFORCING, REINFORCEMENT,

REINFORCED

REQD REQUIRED

RO ROUGH OPENING

RP RADIUS POINT

RS RIGHT SIDE

S AMERICAN STANDARD STEEL

SHAPE, SOUTH, SPACING

SCHED SCHEDULE

SDMH STORM DRAIN MANHOLE

SE SOUTHEAST

SECT SECTION

SHT SHEET

SIM SIMILAR

SLH SHORT LEG HORIZONTAL

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SPEC SPECIFICATION

SPI SEDIMENT PROFILE IMAGING

SQ SQUARE

SS STAINLESS STEEL

SSL(S) SHORT-SLOTTED HOLE(S)

SSMH SANITARY SEWER MANHOLE

ST STRUCTURAL TEE FROM THE S

SERIES SECTION

STD STANDARD, STANDARD-WEIGHT

PIPE

STL STEEL

SW SOUTHWEST

SYM SYMMETRICAL

T TOP

TBLT TIMBER BOLT

T&B TOP & BOTTOM

THK THICK(NESS)

THRU THROUGH

TOC TOP OF CONCRETE

TR TELEPHONE RISER

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

UHMW-PE ULTRA HIGH MOLECULAR WEIGHT

POLYETHYLENE

US UPSTREAM

USACE U.S. ARMY CORPS OF ENGINEERS

VERT VERTICAL

W W SERIES SECTION, WEST, WIDE

W/ WITH

W/O WITHOUT

WL WORK LINE

WP WORK POINT

WT WEIGHT, STRUCTURAL TEE FROM

W SERIES SECTION

WV WATER VALVE

WWF WELDED WIRE FABRIC

XS EXTRA-STRONG WEIGHT PIPE

XXS DOUBLE-EXTRA-STRONG WEIGHT

PIPE

YD(S) YARD(S)

YD³ CUBIC YARD

GA GAGE OR GAUGE

GAL GALLON(S)

GALV GALVANIZE(D), GALVANIZING

H HIGH

HAS HEADED ANCHOR STUD

HDG HOT-DIPPED GALVANIZED

HGT HEIGHT

HOR HORIZONTAL

HS HIGH-STRENGTH

HSB HIGH-STRENGTH BOLT

HSS HOLLOW STRUCTURAL SECTION

HYD FIRE HYDRANT

IE INVERT ELEVATION

INT INTERIOR

IP IRON PIPE

JB JUNCTION BOX

JT JOINT

JST JOIST

K-FT KIP-FEET

KIP 1,000 POUNDS

kN KILONEWTON(S)

L ANGLE, LONG

LB(S) POUND(S)

LIW LOAD INDICATING WASHER(S)

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LS LEFT SIDE

LSL(S) LONG-SLOTTED HOLE(S)

M STEEL SHAPE FROM THE

MISCELLANEOUS SECTION

MAX MAXIMUM

MBR(S) MEMBERS(S)

MI MALLEABLE IRON

MILS THOUSANDTHS OF AN INCH

MIN MINIMUM

MISC MISCELLANEOUS

MIW MALLEABLE IRON WASHER

MPL MAX PAY LINE

MPa MEGAPASCAL(S)

MPH MILES PER HOUR

MT STRUCTURAL TEE FROM THE M

SERIES SECTION

N NORTH

NE NORTHEAST

NIC NOT IN CONTRACT

No. NUMBER

NOM NOMINAL

NPS NOMINAL PIPE SIZE

NS NEAR SIDE

NTS NOT TO SCALE

NW NORTHWEST

OC ON CENTER

OD OUTSIDE DIAMETER

OPP OPPOSITE

OVS OVERSIZED HOLES

PC POINT OF CURVATURE

PJP PARTIAL JOINT PENETRATION

PL PLATE(S)

PLF POUNDS PER LINEAR FOOT

PSI POUNDS PER SQUARE INCH

PT POINT OF TANGENCY

PVI PLAN VIEW IMAGING

D R

A W

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REFERENCE

NUMBER:

SHEET OF

A

B

C

D

E

F

G

H

1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

ON ORIGINAL DRAWING

0 1"

J

N E

A U

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G-002

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PROJECT LOCATION

SOURCE: USGS TOPOGRAPHIC MAP JUNEAU (B-2), ALASKA

11/20-1/2

FULL SCALE: 1" = 1/2 MILE

VICINITY MAP

Gulf of Alaska

PROJECT

LOCATION

Arctic Ocean

Bering Sea

Pacific Ocean

ALASKA CANADA

FAIRBANKS

ANCHORAGE

HOMER

JUNEAU

DOUGLAS

KETCHIKAN

D R

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F I L

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REFERENCE

NUMBER:

SHEET OF

A

B

C

D

E

F

G

H

1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

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B O

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IFB

W K

B B

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N r a w i n g

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W J o b s J N

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V 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

T e d r i c k

R o b e r

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V-101

L O

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AutoCAD SHX Text

LOCATION MAP

AutoCAD SHX Text N.T.S.

G

S

T

I

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A

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L

D

O

U

G

L

A

S

H

A

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B

O

R

GCI SUBMERSIBLE FIBER

OPTIC CABLES AND 30'

EASEMENTS

DISP BL-5

DISP BL-6

C

U x

C

U x

C

U x

C

U x

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C

E

C U x

C E

C E

C E

DISPOSAL PLACEMENT

ZONES, SEE C-104

THANE

ROAD

DISPOSAL SITE CONTROL

BOUNDARY

A&H DSL-1

A&H DSL-2

A&H DSL-3

A&H DSL-4

DOUGLAS HARBOR DISPOSAL SITE CONTROL

BOUNDARY. SHOWN FOR REFERENCE ONLY.

A

U

R

O

R

B

O

R

H

A

R

R

I

S

H

A

R

B

O

R

ASL-1

ASL-2

ASL-3

ASL-4

ASL-5

ASL-6

ASL-7

A

S

L

ASL-9

ASL-10

ASL-11

H

S

L

H

S

L

H

S

L

H

S

L

JUNEAU

GRAPHIC SCALE IN FEET

24001600-800 800400

N 2,355,000

E

E

E

E

N 2,355,000

E

N 2,360,000N 2,360,000

N 2,365,000

E

E

E

E

N 2,365,000

E

NOTES:

1. BACKGROUND PHOTO IS A DIGITAL GLOBE

GEO-REFERENCED IMAGE TAKEN 30 MARCH, 2019.

2. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST IN THE

PROJECT LIMITS. THE CONTRACTOR MUST LOCATE/AVOID

EXISTING UTILITIES. USE THE ALASKA CLEAR DIG PROCESS

AS NECESSARY TO LOCATE UTILITIES.

LEGEND

SURVEY LIMITS

AURORA or HARRIS HARBOR SURVEY LIMIT CORNER

DISPOSAL AREA SURVEY LIMIT CORNER

ASL-4 or HSL-2

A&H DSL-5

EXISTING SUBMERGED FIBER OPTIC COMMUNICATION CABLE

COMMUNICATION CABLE EASEMENT

CU

x

C/E

COORDINATE TABLE NOTES:

1. SURVEY SHOWN PERTAIN TO SURVEY WORK

REQUIRED FOR THIS CONTRACT RATHER THAN

SURVEY CONTROL WORK COLLECTED PRIOR TO

CONTRACT AWARD.

2. SURVEY LIMITS SHOWN ARE NOT INTENDED TO IMPLY

A REQUIREMENT FOR TOPOGRAPHIC SURVEY WITH

REGARDS TO HARBOR FLOATS AND OVERLAP ON

ADJACENT UPLANDS, EXCEPT AS INDICATED FOR THE

POST-DREDGE SURVEY OF THE AURORA AND HARRIS

HARBOR'S MAIN (ROCK) BREAKWATERS AND THE

AURORA HARBOR WAVE BARRIER. THE MAIN ROCK

BREAKWATER AREAS SHALL BE COVERED BY A

COMBINATION OF TOPOGRAPHIC, TERRESTRIAL

LIDAR, AND HYDROGRAPHIC METHODS FOR THE

POST-DREDGE SURVEYS. THE REMAINDER OF THE

SURVEY LIMITS SHALL BE COVERED BY

HYDROGRAPHIC METHODS MAKING FULL USE OF

TIDAL VARIATIONS.

3. REFERENCE EXHIBIT SHEETS X-801 AND X-811 FOR

HORIZONTAL AND VERTICAL SURVEY CONTROL AND

DATUMS.

DISPOSAL BASELINE

NAME

DISP BL-5

DISP BL-6

NORTHING

2,351,098.61

2,353,828.41

EASTING

2,552,946.18

2,550,022.46

AURORA AND HARRIS HARBOR

DISPOSAL AREA SURVEY LIMITS

CORNER#

A&H DSL-1

A&H DSL-2

A&H DSL-3

A&H DSL-4

NORTHING

2,354,207.53

2,352,187.47

2,350,787.74

2,352,807.79

EASTING

2,551,019.44

2,553,183.00

2,551,876.11

2,549,712.55

AURORA HARBOR SURVEY LIMITS

CORNER#

ASL-1

ASL-2

ASL-3

ASL-4

ASL-5

ASL-6

ASL-7

ASL-8

ASL-9

ASL-10

ASL-11

NORTHING

2,365,860.52

2,364,693.79

2,364,351.47

2,364,126.47

2,363,843.63

2,363,843.63

2,364,293.63

2,365,106.80

2,365,106.80

2,365,206.80

2,365,577.67

EASTING

2,537,582.37

2,538,749.10

2,538,920.70

2,538,920.70

2,538,637.86

2,538,287.86

2,538,287.86

2,537,474.68

2,537,149.68

2,537,149.68

2,537,299.53

HARRIS HARBOR SURVEY LIMITS

CORNER#

HSL-1

HSL-2

HSL-3

HSL-4

NORTHING

2,363,848.28

2,362,957.06

2,362,532.08

2,363,423.29

EASTING

2,539,352.68

2,539,953.81

2,539,323.74

2,538,722.61

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REFERENCE

NUMBER:

SHEET OF

A

B

C

D

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H

1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

R

R

R

B O

R

M

A I N

T E

N A

N C

E

IFB

W K

B B

P

J N

U

J U

N r a w i n g

X

U

N I F

I E

D E

N C

W J o b s J N

U

D w g s C

A D

J N

U

V d w g l a s t s a v e d o n

A

M w a s p l o t t e d b y

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A

P

M

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U

V

P L A

N S

V-102

P R

O J E

R

V E

Y

L I M

I T

S

T

E D

C E

P O

A E

C G

D

B

L I S

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H

H

L

N

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S

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T

R C

T

S U

R V

Y

P

P I N

G

-2

AH-1

AH-2

AH-B

AH-D

AH-E

AH-F

JA-1 RESET 1989

LENA POINT

23710

23720

N 2,364,000

E

E

E

N 2,364,000

E

N 2,364,500N 2,364,500

N 2,365,000 N 2,365,000

N 2,365,500

E

E

E

N 2,365,500

E

0 -

GRAPHIC SCALE IN FEET

300200100 10050

LEGEND

TEST BORING LOCATION (SIM FOR DH AND TP)

AP-XX

MINOR CONTOURS (2' INTERVALS)

MAJOR CONTOURS (10' INTERVALS)

AURORA DREDGE LIMITS

AP-13

AP-14

AP-15

A P

AP-17

AP-18

AP-19

MLLW CONTOUR

TP-5

TP-2

TP-3

TP-4

DH-6

DH-7

TEST BORING NOTES:

1. NOTES 1 THROUGH 5 BELOW REFER TO BORE HOLES DESIGNATED AS AP-XX.

2. THE SUBSURFACE EXPLORATION OF THIS PROJECT WAS CONDUCTED FROM 21 TO 22

SEPTEMBER 2016. A TOTAL OF 10 VIBRACORE SAMPLING TUBES WERE ADVANCED TO

DEPTHS FROM 2.0 TO 8.0 FEET BELOW THE MUDLINE. A GRAB SAMPLE WAS PROCURED IN

BORE HOLE AP-18 BY PUSHING A 2-INCH DIAMETER PVC PIPE. THE BORINGS HAVE BEEN

DESIGNATED AP-09 THROUGH AP-12 FOR HARRIS HARBOR AND AP-13 THROUGH AP-19 FOR

AURORA HARBOR. THE ENGINEER RESEARCH AND DEVELOPMENT CENTER (ERDC)

PROVIDED THE EQUIPMENT AND CREW TO PERFORM THE SAMPLING. AN ENGINEER WITH

THE U.S. ARMY CORPS OF ENGINEERS, ALASKA DISTRICT LOGGED THE TEST BORINGS.

3. SOIL CLASSIFICATIONS AND DESCRIPTIONS REPORTED ON THE EXPLORATION LOGS ARE

IN ACCORDANCE WITH ASTM D 2488, STANDARD PRACTICE FOR DESCRIPTION AND

IDENTIFICATION OF SOILS (VISUAL MANUAL PROCEDURE) AND ASTM D 2487, STANDARD

PRACTICE FOR CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED SOIL

CLASSIFICATION SYSTEM).

4. THE SOIL CLASSIFICATIONS AND DESCRIPTIONS CONTAINED ON THE EXPLORATION LOGS

ARE THE PROJECT ENGINEER'S INTERPRETATION OF THE FIELD LOGS AND RESULTS OF

THE LABORATORY TESTING PROGRAM. THE STRATIFICATION LINES SHOWN ON THE

EXPLORATION LOGS REPRESENT APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES. THE

ACTUAL TRANSITIONS ARE OFTEN GRADUAL OR NOT DISCERNIBLE.

5. TEST BORING LOCATIONS WERE LOCATED BY AN ENGINEER WITH THE U.S. ARMY CORPS

OF ENGINEERS, ALASKA DISTRICT USING A HANDHELD MAGELLAN PROMARK 3 GLOBAL

POSITIONING SYSTEM. TEST BORING COORDINATES REPORTED ON THE EXPLORATION

LOGS ARE BASED ON NAD83 ALASKA STATE PLANE (ASPC), ZONE 1, IN U.S. SURVEY FEET.

THE MUDLINE ELEVATIONS WERE DETERMINED BY IMPORTING THE HORIZONTAL

LOCATIONS OF THE TEST BORINGS INTO A CAD DRAWING TITLED "PROJECT CONDITION

SURVEY", DATED 07-08 MAY 2013. MUDLINE ELEVATIONS WERE SELECTED FROM THE

DIGITAL SURFACE WITHIN THE BATHYMETRY SURVEY DRAWING. VERTICAL CONTROL

FROM THE SURVEY DATED 07-08 MAY 2013 IS REFERENCED TO MLLW BASED ON

NOAA/NOS TIDAL BENCH MARK LIST: "945 2210, JUNEAU, GASTINEU CHANNEL, STEPHENS

PASS, ALASKA", PUBLISHED 10/20/2011.

6. EXPLORATION LOGS FOR HOLES DESIGNATED AS DH-X AND TP-X WERE TAKEN FROM

DESIGN MEMORANDUM No. 2, JUNEAU SMALL BOAT BASIN No. 2 (AURORA HARBOR), DATED

MARCH 1962.

7. CONTOURS SHOWN ON THIS SHEET ARE BINNED AT 12 FEET AND ARE SHOAL-BIASED

FROM THE 18 TO 24 MARCH 2019 PROJECT CONDITION SURVEY.

8. SEE SHEETS B-601 THRU B-604 FOR AURORA HARBOR BORE HOLE EXPLORATION LOGS.

SEE ATTACHMENTS TO SECTION 35 20 23 FOR 8

" x 11" BORE HOLE LOGS AND RELATED

SOIL SAMPLE INFORMATION.

APPROX BORE HOLE LOCATION

BORE HOLE

AP-13

AP-14

AP-15

AP-16

AP-17

AP-18

AP-19

DH-6

DH-7

TP-2

TP-3

TP-4

TP-5

NORTHING

2,364,195

2,365,162

2,365,228

2,365,232

2,365,239

2,365,612

2,365,704

2,364,480

2,364,332

2,364,972

2,365,377

2,364,436

2,364,320

EASTING

2,538,681

2,538,109

2,537,593

2,537,601

2,537,624

2,537,716

2,537,601

2,538,282

2,538,269

2,538,210

2,537,916

2,538,669

2,538,770

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A

B

C

D

E

F

G

H

1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

R

R

R

B O

R

M

A I N

T E

N A

N C

E

IFB

W K

B B

P

J N

U

J U

N r a w i n g

X

U

N I F

I E

D E

N C

W J o b s J N

U

D w g s C

A D

J N

U

B d w g l a s t s a v e d o n

A

M w a s p l o t t e d b y

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A

P

M

T

E D

C E

P O

A E

C G

D

B

L I S

S

E C

G

G

M

C

C

H A

L U

P

R C

T

R C

T

G E

O T

E C

H N

I C

A L

J N

U

B

P L A

N S

B-101

A U

R O

S

T

B

O R

I N

G

S

I T

E

P

L A

N

23705

HH-C 1999

HH-D 1999

HH-E USACE

HH-H 2005

JH-1 1972

JA-1 RESET 1989

GRAPHIC SCALE IN FEET

21014070 7035

N 2,362,500

E

E

E

E

E

N 2,362,500

E

N 2,362,750N 2,362,750

N 2,363,000 N 2,363,000

N 2,363,250N 2,363,250

N 2,363,500 N 2,363,500

N 2,363,750

E

E

E

E

E

N 2,363,750

E

LEGEND

TEST BORING LOCATIONAP-XX

MINOR CONTOURS (2' INTERVALS)

MAJOR CONTOURS (10' INTERVALS)

HARRIS DREDGE LIMITS

AP-09

AP-10

AP-11

AP-12

MLLW CONTOUR

APPROX BORE HOLE LOCATION

BORE HOLE

AP-09

AP-10

AP-11

AP-12

NORTHING

2,362,619

2,363,039

2,363,472

2,363,697

EASTING

2,539,401

2,539,781

2,538,958

2,539,384

TEST BORING NOTES:

1. THE SUBSURFACE EXPLORATION OF THIS PROJECT WAS CONDUCTED FROM 21 TO 22

SEPTEMBER 2016. A TOTAL OF 10 VIBRACORE SAMPLING TUBES WERE ADVANCED TO

DEPTHS FROM 2.0 TO 8.0 FEET BELOW THE MUDLINE. THE BORINGS HAVE BEEN

DESIGNATED AP-09 THROUGH AP-12 FOR HARRIS HARBOR, AND AP-13 THROUGH AP-19

FOR AURORA HARBOR. THE ENGINEER RESEARCH AND DEVELOPMENT CENTER (ERDC)

PROVIDED THE EQUIPMENT AND CREW TO PERFORM THE SAMPLING. AN ENGINEER WITH

THE U.S. ARMY CORPS OF ENGINEERS, ALASKA DISTRICT LOGGED THE TEST BORINGS.

2. SOIL CLASSIFICATIONS AND DESCRIPTIONS REPORTED ON THE EXPLORATION LOGS ARE

IN ACCORDANCE WITH ASTM D 2488, STANDARD PRACTICE FOR DESCRIPTION AND

IDENTIFICATION OF SOILS (VISUAL MANUAL PROCEDURE) AND ASTM D 2487, STANDARD

PRACTICE FOR CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED SOIL

CLASSIFICATION SYSTEM).

3. THE SOIL CLASSIFICATIONS AND DESCRIPTIONS CONTAINED ON THE EXPLORATION LOGS

ARE THE PROJECT ENGINEER'S INTERPRETATION OF THE FIELD LOGS AND RESULTS OF

THE LABORATORY TESTING PROGRAM. THE STRATIFICATION LINES SHOWN ON THE

EXPLORATION LOGS REPRESENT APPROXIMATE BOUNDARIES BETWEEN SOIL TYPES. THE

ACTUAL TRANSITIONS ARE OFTEN GRADUAL OR NOT DISCERNIBLE.

4. TEST BORING LOCATIONS WERE LOCATED BY AN ENGINEER WITH THE U.S. ARMY CORPS

OF ENGINEERS, ALASKA DISTRICT USING A HANDHELD MAGELLAN PROMARK 3 GLOBAL

POSITIONING SYSTEM. TEST BORING COORDINATES REPORTED ON THE EXPLORATION

LOGS ARE BASED ON NAD83 ALASKA STATE PLANE (ASPC), ZONE 1, IN U.S. SURVEY FEET.

THE MUDLINE ELEVATIONS WERE DETERMINED BY IMPORTING THE HORIZONTAL

LOCATIONS OF THE TEST BORINGS INTO A CAD DRAWING TITLED "PROJECT CONDITION

SURVEY", DATED 07-08 MAY 2013. MUDLINE ELEVATIONS WERE SELECTED FROM THE

DIGITAL SURFACE WITHIN THE BATHYMETRY SURVEY DRAWING. VERTICAL CONTROL

FROM THE SURVEY DATED 07-08 MAY 2013 IS REFERENCED TO MLLW BASED ON

NOAA/NOS TIDAL BENCH MARK LIST: "945 2210, JUNEAU, GASTINEU CHANNEL, STEPHENS

PASS, ALASKA", PUBLISHED 10/20/2011.

5. CONTOURS SHOWN ON THIS SHEET ARE BINNED AT 12 FEET AND ARE SHOAL-BIASED

FROM THE 18 TO 24 MARCH 2019 PROJECT CONDITION SURVEY.

6. SEE SHEET B-601 FOR HARRIS HARBOR BORE HOLE EXPLORATION LOGS. SEE

ATTACHMENTS TO SECTION 35 20 23 FOR 8

" x 11" BORE HOLE LOGS AND RELATED SOIL

SAMPLE INFORMATION.

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VERIFY SCALES: BAR IS ONE INCH

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A

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B-102

H A

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S

T

B

O R

I N

G

S

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E

P

L A

N

NOTES:

1. SEE SHEETS B-101 AND B-102 FOR APPROXIMATE LOCATIONS OF

BORINGS AP-09 THROUGH AP-19.

2. THE EXPLORATION LOGS SHOWN ON THIS SHEET ARE ALSO

CONTAINED IN ATTACHMENT "(1) 2016 Geotechnical Data"

INCLUDED IN SECTION 35 20 23.

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A

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A

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REFERENCE

NUMBER:

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B

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D

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VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

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R

R

R

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X

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W J o b s J N

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D w g s C

A D

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U

B

B d w g l a s t s a v e d o n

A

M w a s p l o t t e d b y

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A o n

P

M

T

E D

C E

P O

A E

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D

B

L I S

S

E C

G

G

M

C

C

H A

L U

P

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H E

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A

A

G R

A M

S

B-601

A U

R O

R

R

E

X P

L O

R A

T I O

N

L O

1. SEE SHEET B-101 FOR APPROXIMATE LOCATIONS OF BORINGS

AP-13 THROUGH AP-19.

2. THE EXPLORATION LOGS SHOWN ON THIS SHEET ARE ALSO

CONTAINED IN ATTACHMENT "(1) 2016 Geotechnical Data"

INCLUDED IN SECTION 35 20 23.

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VERIFY SCALES: BAR IS ONE INCH

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A

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T e d r i c k

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X P

L O

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N

L O

DH-6 AND DH-7.

2. THE EXPLORATION LOGS SHOWN ON THIS SHEET ARE ALSO

CONTAINED IN ATTACHMENT "(2) 1962 Geotechnical Data"

INCLUDED IN SECTION 35 20 23.

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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

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C O

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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

C H

I E

A

N C

H

C H

I E

C

T I O

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U S

A

R M

Y

E

N G

I N

E E

R

D

I S

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A N

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A

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A

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REFERENCE

NUMBER:

SHEET OF

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VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

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R

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B O

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M

A I N

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N A

N C

E

IFB

W K

B B

P

J N

U

J U

N r a w i n g

X

U

N I F

I E

D E

N C

W J o b s J N

U

D w g s C

A D

J N

U

B

B d w g l a s t s a v e d o n

A

M w a s p l o t t e d b y

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A o n

P

M

T

E D

C E

P O

A E

C G

D

B

L I S

S

E C

G

G

M

C

C

H A

L U

P

R C

T

R C

T

G E

O T

E C

H N

I C

A L

J N

U B

B

S C

H E

D U

L E

S

A

A

G R

A M

S

B-603

A U

R O

E

X P

L O

R A

T I O

N

L

O G

TP-2 THROUGH TP-5.

2. THE EXPLORATION LOGS SHOWN ON THIS SHEET ARE ALSO

CONTAINED IN ATTACHMENT "(2) 1962 Geotechnical Data"

INCLUDED IN SECTION 35 20 23.

D R

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C I T

Y

C O

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R A

C T

O R

C O

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R A

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C O

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E N

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A P

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D E

S I G

N E

D

R E

V I E

W E

D

C H

I E

A

N C

H

C H

I E

C

T I O

N

U S

A

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Y

E

N G

I N

E E

R

D

I S

T R

I C

T

A N

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O R

A G

E

A

L A

S K

A

C O

R P

S

O

F

E

N G

I N

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R S

REFERENCE

NUMBER:

SHEET OF

A

B

C

D

E

F

G

H

1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

R

R

R

B O

R

M

A I N

T E

N A

N C

E

IFB

W K

B B

P

J N

U

J U

N r a w i n g

X

U

N I F

I E

D E

N C

W J o b s J N

U

D w g s C

A D

J N

U

B

B d w g l a s t s a v e d o n

A

M w a s p l o t t e d b y

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A o n

P

M

T

E D

C E

P O

A E

C G

D

B

L I S

S

E C

G

G

M

C

C

H A

L U

P

R C

T

R C

T

G E

O T

E C

H N

I C

A L

J N

U B

B

S C

H E

D U

L E

S

A

A

G R

A M

S

B-604

A U

R O

X P

L O

R A

T I O

N

L

O G

S

AH-1

AH-2

AH-D

AH-E

LENA POINT

23720

N 2,365,000

E

E

E

E

N 2,365,000

E

N 2,365,250N 2,365,250

N 2,365,500 N 2,365,500

N 2,365,750N 2,365,750

N 2,366,000

E

E

E

E

N 2,366,000

E

GRAPHIC SCALE IN FEET

0 18012060 6030

MATCH LINE

H

A

R

B

W

Y

E

G

I

V

E

G

L

A

C

I

E

N

U

E

-1

REQUIRED DREDGE DEPTH EXTENT

MAX PAY LINE EXTENT

LEGEND

(E) 1' CONTOUR

(E) 5' CONTOUR

POST-DREDGE 1' SIDE SLOPE CONTOUR

POST-DREDGE 5' SIDE SLOPE CONTOUR

SURVEY LIMITS/CONSTRUCTION BOUNDARY

AURORA DREDGE LIMITS

SURVEY MONUMENT

DREDGE BASIN CORNER5

NAVIGATION MARKER

R30

R30

REQUIRED DREDGE DEPTH FOOTPRINT

ADDITIONAL FOOTPRINT FOR MAX PAY LINE

N

R

A

M

P

H

R

A

M

P

M

A

I

N

W

A

L

K

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

ASL1

ASL8

A

S

L

ASL10

ASL11

H

E

A

D

W

A

O

A

T

H

E

A

D

W

A

O

A

T

STEEL AND TIMBER WAVE BARRIER ALIGNMENT

STA 20+01, APPROX

END OF STEEL AND

TIMBER WAVE BARRIER

UNLESS NOTED OTHERWISE, WHERE SURVEY

LIMITS OVERLAP ONTO ADJACENT UPLANDS,

SURVEY SHALL EXTEND TO EDGE OF WATER AT

HIGHER HIGH TIDE, SEE NOTE 2 ON V-102, TYPICAL.

SEE NOTE 9

SURVEY LIMITS/CONSTRUCTION

BOUNDARY, SEE NOTE 8

AURORA DREDGE

LIMITS, SEE NOTE 3

EXISTING MAIN (ROCK) BREAKWATER WITH STEEL

AND TIMBER WAVE BARRIER. SEE: SHEET X-831 FOR

MAIN (ROCK) BREAKWATER AND WAVE BARRIER

DETAILS; SHEET C-301 FOR TYPICAL SECTION,

DEMOLITION REQUIREMENTS, AND MAIN (ROCK)

BREAKWATER MATERIALS INFORMATION; AND S-501

FOR WAVE BARRIER REPLACEMENT REQUIREMENTS.

DREDGED SIDE SLOPE,

TYPICAL, SEE NOTE 3

A

C

C

REQUIRED DREDGE

DEPTH FOOTPRINT,

TYPICAL, SEE NOTE 7

ADDITIONAL FOOTPRINT

FOR MAX PAY LINE,

TYPICAL, SEE NOTE 7

AURORA DREDGE LIMITS

CORNER#

NORTHING

2,365,030.22

2,365,300.33

2,365,713.99

2,365,735.21

2,365,713.99

2,365,692.78

2,365,409.06

2,365,208.45

2,365,170.99

2,365,370.03

2,365,412.06

2,365,380.01

2,365,358.79

EASTING

2,537,792.73

2,538,062.84

2,537,649.18

2,537,627.97

2,537,606.76

2,537,627.97

2,537,301.82

2,537,220.77

2,537,313.49

2,537,393.91

2,537,410.89

2,537,442.94

2,537,421.73

DESCRIPTION

PI

PI

PT

PI

PT

RP

PI

PI

PI

PT

PI

PT

RP

NOTES:

1. BACKGROUND IMAGE IS A DIGITAL GLOBE GEO-REFERENCED IMAGE TAKEN ON 28 OCT

2016.

2. THE CONTRACTOR SHALL SEPARATE AND PROPERLY DISPOSE OF ALL VISIBLY EVIDENT

MAN-MADE MATERIALS AND DEBRIS ENCOUNTERED DURING DREDGING ACTIVITIES. SEE

SECTION 35 20 23 FOR A DESCRIPTION OF THE INCIDENTAL WORK REQUIRED AND EXHIBIT

DRAWING X-802 FOR OBSTRUCTIONS NOTED DURING THE 2019 PROJECT CONDITION

SURVEY (OBSTRUCTION OBST-018 IS LISTED IN THE OBSTRUCTION DATA TABLE ON X-803).

3. THE DREDGE BASIN, AS DEFINED BY THE TABLE OF DREDGE LIMITS COORDINATES, DOES

NOT INCLUDE THE REQUIRED SIDE SLOPE AREAS. DREDGED 3H:1V SIDE SLOPES

EXTENDING HORIZONTALLY A MAXIMUM OF 25 FEET AROUND THE OUTSIDE OF THE

PERIMETER OF THE DREDGE BASIN ARE REQUIRED. WHERE THE 25 FOOT WIDE 3H:1V

SIDE SLOPE DOES NOT DAYLIGHT (REACH THE ORIGINAL GRADE) THE SIDE SLOPE

MAXIMUM PAY LINE EXTENDS, FROM THE TOP OF THE 25 FOOT WIDE SIDE SLOPE, AT A

1H:1V SLOPE UNTIL IT DAYLIGHTS. DREDGING BEYOND THE 25 FOOT WIDE 3H:1V SIDE

SLOPE IS NOT REQUIRED.

4. CIVIL SHEET CONTOURS IN DREDGING AREAS, DREDGING CROSS SECTIONS, AND ALL

PROJECT DREDGING VOLUMES ARE BASED ON MEAN VALUE SOUNDINGS BINNED AT 3

FEET FROM THE 2019 PROJECT CONDITION SURVEY.

5. REFERENCE EXHIBIT SHEET X-801 FOR HORIZONTAL AND VERTICAL SURVEY CONTROL

AND DATUMS. NOTE THAT THE PROJECT LIMITS AND THE VOLUME COMPUTATIONS TABLE

SHOWN ON THE 2019 PROJECT CONDITION SURVEY EXHIBIT SHEETS DO NOT REFLECT

REQUIREMENTS OF THIS CONTRACT.

6. SEE NOTE 2 ON SHEET V-102 REGARDING SURVEY LIMITS SHOWN.

7. REQUIRED DREDGE DEPTH EXTENT, MAX PAY LINE EXTENT, AND FOOTPRINT AREAS

SHOWN ARE BASED ON THE 2019 PROJECT CONDITION SURVEY AND MUST NOT BE

INTERPRETED TO CONTROL THE ACTUAL DREDGE REQUIREMENTS. THE CONTRACTOR

SHALL BE REQUIRED TO DREDGE UNTIL THERE ARE NO SURFACE ELEVATIONS WITHIN

THE DREDGE LIMITS ABOVE THE REQUIRED DREDGE DEPTH OF -12 FEET MLLW, UNLESS

OTHERWISE APPROVED BY THE GOVERNMENT. THE CONTRACTOR WILL NOT BE PAID FOR

ANY MATERIAL REMOVED BELOW THE MAXIMUM PAY LINE OF -13 FEET MLLW OR BELOW

THE SIDE SLOPES INDICATED.

8. THE SURVEY LIMITS AND CONSTRUCTION BOUNDARY ARE THE SAME FOR AURORA

HARBOR.

9. EXISTING RIPRAP ARMORED SLOPE ABOVE SIDE SLOPE EXTENT AND TIMBER SUPPORT

PILES FOR N-RAMP ACCESS PIER. EXERCISE CAUTION TO NOT UNDERMINE THE STABILITY

OF THESE FEATURES. IT IS ACCEPTABLE TO STEEPEN THE SIDE SLOPE IN A SMALL, LOCAL

AREA, THE MINIMUM AMOUNT NECESSARY TO ACCOMPLISH THIS.

10. SEE SECTION 35 20 23 REGARDING THE CONTRACTOR'S REQUIREMENT TO NOTIFY LOCAL

OFFICIALS IN ADVANCE OF DREDGING, AND THE ASSOCIATED REMOVAL OF MOORED

VESSELS, BY OTHERS, IN ADVANCE OF DREDGING.

D R

A W

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E

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C A

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A

L E

D A

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A C

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Y M

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N

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S I D

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E

N G

I N

E E

R

D A

T E

S T

A T

E

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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

C H

I E

A

N C

H

C H

I E

C

T I O

N

U S

A

R M

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E

N G

I N

E E

R

D

I S

T R

I C

T

A N

C H

O R

A G

E

A

L A

S K

A

C O

R P

S

O

F

E

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

A

B

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D

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1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

R

R

R

B O

R

M

A I N

T E

N A

N C

E

IFB

W K

B B

P

J N

U

J U

N r a w i n g

X

U

N I F

I E

D E

N C

W J o b s J N

U

D w g s C

A D

J N

U

C

C d w g l a s t s a v e d o n w a s p l o t t

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A

P

M

T

E D

C E

P O

A E

C G

D

B

L I S

S

E C

G

H

H

L

N

E

P P

S

R C

T

R C

T

C I V

I L

J N

U

C

C

P L A

N S

C-101

A U

R O

T

E

P

L A

N

I

AH-B

AH-F

JA-1 RESET 1989

23710

MATCH LINE

GRAPHIC SCALE IN FEET

0 18012060 6030

N 2,364,000

E

E

E

E

E

N 2,364,250

N 2,364,500

E

E

E

E

N 2,364,750

E

A

U

R

O

R

B

P

R

K

I

N

G

E

G

I

V

E

G

L

A

C

I

E

N

U

E

H

I G

H

L

A

I V

E

-15

C

R

A

M

P

A

R

A

M

P

M

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

ASL2

ASL3

ASL4

A

S

L

A

S

L

ASL7

H

E

A

D

W

A

O

A

T

N 2,364,000

E

N 2,364,250

N 2,364,500

N 2,364,750

E

STA 4+95, APPROX END

OF STEEL AND TIMBER

WAVE BARRIER

EXISTING MAIN (ROCK) BREAKWATER WITH STEEL

AND TIMBER WAVE BARRIER. SEE: SHEET X-831 FOR

MAIN (ROCK) BREAKWATER AND WAVE BARRIER

DETAILS; SHEET C-301 FOR TYPICAL SECTION,

DEMOLITION REQUIREMENTS, AND MAIN (ROCK)

BREAKWATER MATERIALS INFORMATION; AND S-501

FOR WAVE BARRIER REPLACEMENT REQUIREMENTS.

A

C

C

AURORA HARBOR MAIN (ROCK)

BREAKWATER. POST-DREDGE

SURVEY SHALL COVER THE FULL

EXTENT OF THIS BREAKWATER,

AND THE ASSOCIATED WAVE

BARRIER, WITHIN THE SURVEY

LIMITS SHOWN.

LEGEND

SURVEY MONUMENT

NAVIGATION MARKER

(E) 5' CONTOUR

SURVEY LIMITS/CONSTRUCTION BOUNDARY

STEEL AND TIMBER WAVE BARRIER ALIGNMENT

(E) 1' CONTOUR

D R

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G

F I L

E

D W

G

S

C A

L E

P L

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

C H

I E

A

N C

H

C H

I E

C

T I O

N

U S

A

R M

Y

E

N G

I N

E E

R

D

I S

T R

I C

T

A N

C H

O R

A G

E

A

L A

S K

A

C O

R P

S

O

F

E

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

A

B

C

D

E

F

G

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1 2 3 4 5 6 7 8 9 10 11 12

US Army Corps of Engineers ® Alaska District

VERIFY SCALES: BAR IS ONE INCH

N E

A U

A

L A

S K

A

A U

R O

R

R

R

B O

R

M

A I N

T E

N A

N C

E

IFB

W K

B B

P

J N

U

J U

N r a w i n g

X

U

N I F

I E

D E

N C

W J o b s J N

U

D w g s C

A D

J N

U

C

C d w g l a s t s a v e d o n w a s p l o t t

T e d r i c k

R o b e r

A

R M

Y

C

E P

S A

P

M

T

E D

C E

P O

A E

C G

D

B

L I S

S

E C

G

H

H

L

N

E

P P

S

R C

T

R C

T

C I V

I L

J N

U

C

C

P L A

N S

C-102

A U

R O

T

E

P

L A

N

I I

23705

HH-C 1999

HH-D 1999

HH-E USACE

HH-H 2005

JH-1 1972

S

GRAPHIC SCALE IN FEET

21014070 7035

N 2,362,500

E

E

E

E

E

N 2,362,500

E

N 2,362,750N 2,362,750

N 2,363,000 N 2,363,000

N 2,363,250N 2,363,250

N 2,363,500 N 2,363,500

N 2,363,750

E

E

E

E

E

N 2,363,750

E

LEGEND

(E) 1' CONTOUR

(E) 5' CONTOUR

POST-DREDGE 1' SIDE SLOPE CONTOUR

POST-DREDGE 5' SIDE SLOPE CONTOUR

SURVEY LIMITS

HARRIS DREDGE LIMITS

REQUIRED DREDGE DEPTH EXTENT

MAX PAY LINE EXTENT

SURVEY MONUMENT

DREDGE BASIN CORNER5

NAVIGATION MARKER

REQUIRED DREDGE DEPTH FOOTPRINT

ADDITIONAL FOOTPRINT FOR MAX PAY LINE

H

S

L

H

S

L

HSL-3

H

S

L

APPROXIMATE ARMOR ROCK

VOID REPAIR AREA. SEE NOTES

9 AND 10 AND SECTION A ON

SHEET C-303 FOR REQUIRED

REPAIRS TO MAIN BREAKWATER.

M

A

I

N

W

A

O

E

A

D

W

A

O

A

T

H

E

A

D

W

A

O

A

T

M

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

I

N

W

A

O

A

O

A

T

B

O

M

P

B

O

I

D

R

A

M

P

CONSTRUCTION BOUNDARY

SURVEY LIMITS/CONSTRUCTION

BOUNDARY, SEE NOTE 8

HARRIS HARBOR MAIN (ROCK)

BREAKWATER. POST-DREDGE

SURVEY SHALL COVER THE FULL

EXTENT OF THIS BREAKWATER

WITHIN THE SURVEY LIMITS

SHOWN FROM THE NOSE OF THE

BREAKWATER TO THE

SHOREWARD END OF THE

BREAKWATER NEAR HSL-1.

B

C

C

A

C

C

UNLESS NOTED OTHERWISE, WHERE

SURVEY LIMITS OVERLAP ONTO ADJACENT

UPLANDS, SURVEY SHALL EXTEND TO

EDGE OF WATER AT HIGHER HIGH TIDE,

SEE NOTE 2 ON V-102, TYPICAL.

REQUIRED DREDGE

DEPTH FOOTPRINT,

TYPICAL, SEE NOTE 7

ADDITIONAL FOOTPRINT

FOR MAX PAY LINE,

TYPICAL, SEE NOTE 7

HARRIS DREDGE

LIMITS, SEE NOTE 3

DREDGED SIDE SLOPE,

TYPICAL, SEE NOTE 3

NOTES:

1. BACKGROUND IMAGE IS A DIGITAL GLOBE GEO-REFERENCED IMAGE TAKEN ON 28 OCT

2016.

2. THE CONTRACTOR SHALL SEPARATE AND PROPERLY DISPOSE OF ALL VISIBLY EVIDENT

MAN-MADE MATERIALS AND DEBRIS ENCOUNTERED DURING DREDGING ACTIVITIES. SEE

SECTION 35 20 23 FOR A DESCRIPTION OF THE INCIDENTAL WORK REQUIRED AND EXHIBIT

DRAWINGS X-811 AND X-812 FOR OBSTRUCTIONS NOTED DURING THE 2019 PROJECT

CONDITION SURVEY.

3. THE DREDGE BASIN, AS DEFINED BY THE TABLE OF DREDGE LIMITS COORDINATES, DOES

NOT INCLUDE THE REQUIRED SIDE SLOPE AREAS. DREDGED 3H:1V SIDE SLOPES

EXTENDING HORIZONTALLY A MAXIMUM OF 25 FEET AROUND THE OUTSIDE OF THE

PERIMETER OF THE DREDGE BASIN ARE REQUIRED. WHERE THE 25 FOOT WIDE 3H:1V

SIDE SLOPE DOES NOT DAYLIGHT (REACH THE ORIGINAL GRADE) THE SIDE SLOPE

MAXIMUM PAY LINE EXTENDS, FROM THE TOP OF THE 25 FOOT WIDE SIDE SLOPE, AT A

1H:1V SLOPE UNTIL IT DAYLIGHTS. DREDGING BEYOND THE 25 FOOT WIDE 3H:1V SIDE

SLOPE IS NOT REQUIRED.

4. CIVIL SHEET CONTOURS IN DREDGING AREAS, DREDGING CROSS SECTIONS, AND ALL

PROJECT DREDGING VOLUMES ARE BASED ON MEAN VALUE SOUNDINGS BINNED AT 3

FEET FROM THE 2019 PROJECT CONDITION SURVEY, AS SHOWN ON SHEETS X-811

THROUGH X-814.

5. REFERENCE SHEET X-811 FOR HORIZONTAL AND VERTICAL SURVEY CONTROL AND

DATUMS. NOTE THAT THE PROJECT LIMITS AND THE VOLUME COMPUTATIONS TABLE

SHOWN ON THE 2019 PROJECT CONDITION SURVEY EXHIBIT SHEETS DO NOT REFLECT

REQUIREMENTS OF THIS CONTRACT.

6. SEE NOTE 2 ON SHEET V-102 REGARDING SURVEY LIMITS SHOWN.

7. REQUIRED DREDGE DEPTH EXTENT, MAX PAY LINE EXTENT, AND FOOTPRINT AREAS

SHOWN ARE BASED ON THE 2019 PROJECT CONDITION SURVEY AND MUST NOT BE

INTERPRETED TO CONTROL THE ACTUAL DREDGE REQUIREMENTS. THE CONTRACTOR

SHALL BE REQUIRED TO DREDGE UNTIL THERE ARE NO SURFACE ELEVATIONS WITHIN

THE DREDGE LIMITS ABOVE THE REQUIRED DREDGE DEPTH OF -12 FEET MLLW, UNLESS

OTHERWISE APPROVED BY THE GOVERNMENT. THE CONTRACTOR WILL NOT BE PAID FOR

ANY MATERIAL REMOVED BELOW THE MAXIMUM PAY LINE OF -13 FEET MLLW OR BELOW

THE SIDE SLOPES INDICATED.

8. THE SURVEY LIMITS AND CONSTRUCTION BOUNDARY ARE THE SAME FOR HARRIS

HARBOR.

9. BREAKWATER CUT BRUSH REMOVAL: REMOVE ALL CUT BRUSH, AND ANY DRIFTWOOD,

PRESENT ALONG NORTH-NORTHWEST LEG OF THE MAIN HARRIS HARBOR BREAKWATER.

BRUSH WAS CUT IN 2017. FROM NOSE OF BREAKWATER BRUSH EXTENDS

APPROXIMATELY 150 FEET ALONG THE SEAWARD SIDE AND 300 FEET ALONG THE HARBOR

SIDE. ALL BRUSH IS SMALL ENOUGH TO BE MOVED BY ONE PERSON, DRIFTWOOD PIECES

ARE ASSUMED TO BE SMALL ENOUGH TO BE MOVED BY TWO PEOPLE. TOTAL QUANTITY

OF BRUSH AND DRIFTWOOD IS ASSUMED TO BE LESS THAN OR EQUAL TO 5 CUBIC YARDS

WHEN STACKED BY HAND.

10. BREAKWATER ARMOR ROCK VOID REPAIR: REPAIR VISIBLY EVIDENT VOIDS, ABOVE THE

MOLLUSK LINE, WHICH IS AT APPROXIMATELY +8 TO +9 FEET MLLW, IN BREAKWATER

ARMOR ROCK LAYERS AT NOSE OF BREAKWATER AND WITHIN 100 FEET OF THE NOSE ON

SEAWARD SIDE OF THE BREAKWATER TRUNK. THE LARGEST VOID WRAPS THE NOSE

FROM NEAR THE BREAKWATER CENTERLINE TO THE SEAWARD FACE OF THE TRUNK AND

EXTENDS VERTICALLY FROM NEAR THE MOLLUSK LINE TO THE BREAKWATER CREST.

FILLING THIS VOID SHALL BE CONSIDERED THE FIRST PRIORITY. NEW ARMOR ROCK

SHALL BE AK DOT&PF CLASS III RIPRAP IN ACCORDANCE WITH SECTION 611 OF THE 2015

STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION. PROVIDE AND PLACE 315

TONS OF CLASS III RIPRAP. EXTEND RIPRAP PLACEMENT FARTHER ALONG TRUNK IF

QUANTITY IS NOT EXHAUSTED WITHIN 100 FEET OF THE THE NOSE. REQUIRED RESULT IS

TO FILL ARMOR-LESS VOIDS AND RE-ESTABLISH THE NOSE AND SEAWARD SIDE PROFILE

TO A NOMINALLY UNIFORM SLOPE.

11. SEE SECTION 35 20 23 REGARDING THE CONTRACTOR'S REQUIREMENT TO NOTIFY LOCAL

OFFICIALS IN ADVANCE OF DREDGING, AND THE ASSOCIATED REMOVAL OF MOORED

VESSELS, BY OTHERS, IN ADVANCE OF DREDGING.

HARRIS DREDGE LIMITS

CORNER#

NORTHING

2,362,601.49

2,362,970.55

2,363,318.75

2,363,053.13

2,362,945.36

2,362,841.91

EASTING

2,539,337.23

2,539,884.40

2,539,649.53

2,539,255.74

2,539,328.44

2,539,175.07

DESCRIPTION

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OPTIC CABLES AND 30'

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DISPOSAL AREA

SURVEY LIMITS,

SEE V-102

N 2,351,500

E

E

E

E

N 2,351,500

E

N 2,352,000 N 2,352,000

N 2,352,500 N 2,352,500

N 2,353,000 N 2,353,000

N 2,353,500

E

E

E

E

N 2,353,500

E

GRAPHIC SCALE IN FEET

300200-100 10050

SCHEMATIC EXTENT OF

DISPOSAL MOUND

SCHEMATIC EXTENTS OF

DISPOSAL MOUND SHOWN FOR

ILLUSTRATION ONLY.

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-115

GASTINEAU CHANNEL DREDGE DISPOSAL

SITE CONTROL SUMMARY TABLE

POINT

A

B

C

D

NORTHING

2,353,160

2,352,436

2,351,767

2,352,491

EASTING

2,551,409

2,552,184

2,551,559

2,550,785

LATITUDE

N058° 16' 28.39"

N058° 16' 21.34"

N058° 16' 14.69"

N058° 16' 21.74"

LONGITUDE

W134° 21' 55.60"

W134° 21' 40.98"

W134° 21' 52.52"

W134° 22' 07.15"

EBB-TIDE PLACEMENT ZONE

CONTROL SUMMARY

POINT

NORTHING

2,352,714

2,352,509

2,352,377

2,352,582

EASTING

2,551,348

2,551,568

2,551,445

2,551,226

LATITUDE

N058° 16' 23.99"

N058° 16' 21.99"

N058° 16' 20.69"

N058° 16' 22.68"

LONGITUDE

W134° 21' 56.65"

W134° 21' 52.51"

W134° 21' 54.78"

W134° 21' 58.92"

FLOOD-TIDE PLACEMENT ZONE

CONTROL SUMMARY

POINT

NORTHING

2,352,550

2,352,345

2,352,213

2,352,418

EASTING

2,551,524

2,551,743

2,551,620

2,551,401

LATITUDE

N058° 16' 22.39"

N058° 16' 20.40"

N058° 16' 19.09"

N058° 16' 21.08"

LONGITUDE

W134° 21' 53.34"

W134° 21' 49.20"

W134° 21' 51.47"

W134° 21' 55.61"

LOW CURRENT PLACEMENT ZONE

CONTROL SUMMARY

POINT

NORTHING

2,352,632

2,352,427

2,352,295

2,352,500

EASTING

2,551,436

2,551,655

2,551,533

2,551,313

LATITUDE

N058° 16' 23.19"

N058° 16' 21.20"

N058° 16' 19.89"

N058° 16' 21.88"

LONGITUDE

W134° 21' 55.00"

W134° 21' 50.86"

W134° 21' 53.13"

W134° 21' 57.27"

DISPOSAL PLACEMENT NOTES:

1. THE CONTROLLED RELEASE OF DREDGED MATERIAL SHALL ONLY OCCUR

FROM 1

HOURS BEFORE TO 1

HOURS AFTER THE PREDICTED HIGH OR LOW

TIDES (GENERALLY TWO HIGH AND TWO LOW TIDES PER DAY).

2. LOW CURRENT, FOR THE PURPOSES OF THIS CONTRACT, IS DEFINED TO BE

THE PERIOD FROM

HOUR BEFORE TO

HOUR AFTER THE PREDICTED HIGH

OR LOW TIDES.

3. THE CONTRACTOR SHALL MAINTAIN A CONTROLLED GROUND SPEED BETWEEN

0.0 AND 1.0 KNOTS IN AN UP-CURRENT DIRECTION DURING RELEASE.

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MOUND GEOMETRY

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PLACEMENT ZONE

FLOOD - TIDE

PLACEMENT ZONE

LOW CURRENT

PLACEMENT ZONE

EXISTING

GROUND

DISPOSAL SITE SECTION

NOT TO SCALE

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OFFSET

EXISTING AURORA MAIN BREAKWATER TYPICAL SECTION (STA 8+00 SHOWN)

-20

-10

-20

-10

0 20 40 600-20-40-60

PEEL BACK ELEV, +9'

TO +13' MLLW SHOWN

MAIN (ROCK)

BREAKWATER AND WAVE

BARRIER, SEE X-831 AND

THE NOTES ON THIS

SHEET.

SECTION

SCALE: 1" = 10'

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GENERAL SHEET NOTES:

1. EXHIBIT DRAWING X-831 INDICATES THAT THE STEEL AND TIMBER WAVE BARRIER WALL IS 1,506 FEET LONG AND THAT THIS WALL RUNS FROM

WAVE BARRIER STA 4+95 TO STA 20+01. THE CONTRACTOR SHALL CONFIRM THE ACTUAL LENGTH OF (E) WAVE BARRIER AND NOTIFY THE

CONTRACTING OFFICER IF THE ACTUAL LENGTH VARIES FROM 1,506 FEET BY MORE THAN 2 FEET. WAVE BARRIER ALIGNMENT SHOWN ON

SHEETS C-101 AND C-102 IS SCHEMATIC AND SHALL NOT BE CONSTRUED TO CONTROL BREAKWATER LENGTH OR LAYOUT. NEW WAVE BARRIER

LENGTH SHALL BE 1,506 FEET AND SHALL MATCH THE EXISTING LAYOUT TO THE MAXIMUM EXTENT THAT IS PRACTICABLE.

2. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL (PRIOR TO NEW WAVE BARRIER PILE DRIVING) AND REPLACEMENT (AFTER NEW

WAVE BARRIER TIMBER WORK IS COMPLETE) OF UP TO 4 VERTICAL FEET OF THE EXISTING ARMOR ROCK AND QUARRY RUN ROCK ALONG THE

CREST OF EXISTING MAIN (ROCK) BREAKWATER TO FACILITATE NEW WAVE BARRIER PILE DRIVING/PLACEMENT AND KEYING-IN OF TIMBER

ELEMENTS AT BOTTOM OF WAVE BARRIER. QUARRY RUN ROCK SHALL BE STOCKPILED SEPARATELY FROM ARMOR ROCK AND SHALL BE

PLACED BELOW A NOMINALLY 2 FOOT THICK LAYER OF ARMOR ROCK AS THE CREST OF THE BREAKWATER IS REBUILT. ARMOR ROCK SHALL BE

CAREFULLY HANDLED TO MINIMIZE BREAKAGE AND RESULTANT DECREASE IN QUANTITY OF AVAILABLE ARMOR ROCK. THE "BREAKWATER

PEEL-BACK QUANTITIES" TABLE ON THIS SHEET IS PROVIDED TO ASSIST THE CONTRACTOR IN ESTIMATING THE QUANTITY OF MATERIAL THAT

WILL BE REMOVED AND REPLACED. DUE TO ISOSTATIC REBOUND IN THE JUNEAU AREA THE CREST OF THE ROCK BREAKWATER IS HIGHER THAN

IT WAS WHEN ORIGINALLY CONSTRUCTED. THE ROCK CREST CURRENTLY HAS A NOMINAL HEIGHT OF +13 FEET MLLW.

3. SEE SHEET S-501 FOR DETAILS OF THE NEW WAVE BARRIER WALL.

BREAKWATER PEEL-BACK QUANTITIES

PEEL-BACK ELEV (FT MLLW) PEEL-BACK QUANTITY (YD

13 170

12 590

11 1300

10 2100

9 3100

NOTES FOR "BREAKWATER PEEL-BACK QUANTITES" TABLE:

1. QUANTITIES SHOWN ARE APPROXIMATE AND HAVE BEEN

ROUNDED UP TO TWO SIGNIFICANT DIGITS OF PRECISION.

QUANTITIES ARE BASED ON SHOAL-BIASED SOUNDINGS

BINNED AT 12 FEET FROM THE 2019 PROJECT CONDITION

SURVEY.

2. EXISTING BREAKWATER DOES NOT HAVE A UNIFORM CREST

ELEVATION. WHEN REBUILDING AFTER WAVE BARRIER

INSTALLATION IT IS NOT REQUIRED TO ESTABLISH A

UNIFORM CREST ELEVATION. NOMINALLY MATCHING THE

EXISTING ELEVATION WILL BE ACCEPTABLE.

EXISTING WAVE BARRIER DEMOLITION NOTES:

1. DEMOLITION AND PROPER DISPOSAL OF ALL ELEMENTS OF THE EXISTING STEEL

AND TIMBER WAVE BARRIER IS REQUIRED. IF PULLING OF EXISTING STEEL PILES

PROVES IMPRACTICAL, AND CONCURRENCE OF THE CONTRACTING OFFICER HAS

BEEN OBTAINED; CUT PILES OFF AT BOTTOM OF PEEL BACK ELEVATION. CUTTING

PILES IN PLACE DOES NOT APPLY TO THE TWO END PILES WHICH MUST BE

REMOVED.

2. REFERENCE SECTION 01 57 20.01 29 AND COMPLY WITH ALL ENVIRONMENTAL

STIPULATIONS OF THIS CONTRACT.

3. EXISTING STEEL PILES ARE WF8x67: ARE NOMINALLY 35 FEET LONG; AND ARE

NOMINALLY SPACED AT 6 FEET ON CENTER. CONSIDER USE OF EXISTING PILES

FOR TEMPLATE MEMBERS TO AID IN PLACEMENT OF NEW PILES. IT IS

ACCEPTABLE TO WELD AN EXTENSION ON THE EXISTING PILES TO FACILITATE

PULLING AS NECESSARY.

4. THERE ARE 13 ROWS OF THE EXISTING HORIZONTAL PLANKS WHICH ARE 3x12

CREOSOTE TREATED TIMBERS.

5. AT EACH STEEL PILE THERE IS A VERTICAL 3x8 CREOSOTE TREATED WALE.

GENERALLY, WALES ARE FASTENED TO THE PLANKS WITH

" Ø LAG SCREWS.

LAG SCREWS ARE PLACED ON EVERY OTHER PLANK VERTICALLY ON EVEN ROWS

OF PLANKS ON ONE WALE, AND ON ODD ROWS OF PLANKS ON THE NEXT WALE.

6. AT EACH WALE, A PAIR OF

" Ø BOLTS ATTACHES THE TIMBER ELEMENTS TO THE

SEAWARD FLANGE OF THE WF8x67 AT PLANK ROWS 1, 5, 9, AND 13.

7. THE SURFACE OF ALL FASTENERS IS HEAVILY CORRODED.

EXISTING MAIN (ROCK) BREAKWATER WITH STEEL AND TIMBER WAVE BARRIER NOTES:

1. THE MAIN BREAKWATER AND STEEL AND TIMBER WAVE BARRIER WERE BOTH CONSTRUCTED IN 1964. THE BEST AVAILABLE INFORMATION

REGARDING THE CONSTRUCTION OF THE EXISTING ROCK BREAKWATER, AND THE STEEL AND TIMBER WAVE BARRIER ON ITS CREST, COMES

FROM THE MARCH 1963 DESIGN MANUAL No. 3 FOR AURORA HARBOR. SEE EXHIBIT SHEET X-831 FOR MAIN BREAKWATER AND WAVE BARRIER

DETAILS FROM PLATE 2 OF THIS DESIGN MANUAL. THE FOLLOWING NOTES ARE TAKEN FROM THE TEXT OF DESIGN MANUAL No. 3. NOTE THAT

THE DESIGN MANUAL AND ITS PLATE ARE NEITHER CONTRACT DOCUMENTS NOR AS-BUILTS. THE DESIGN MANUAL WAS WRITTEN AFTER PHASE I

OF THE HARBOR CONSTRUCTION; WHICH CONSISTED OF THE DREDGING AND CONSTRUCTION OF THE GRAVEL CORE AND BLANKET.

A. "GRAVEL CORE AND BLANKET - A GRAVEL BLANKET CORE HAS BEEN PLACED USING MATERIAL FROM THE BASIN DREDGING UNDER THE

CURRENT CONTRACT. THE BLANKET IS APPROXIMATELY 90 FEET WIDE AND 1,500 FEET LONG. THE CORE MATERIAL WAS PLACED TO

ELEVATION +1.5 MLLW +/- 2 FEET AND TO AN UNDERWATER ANGLE OF REPOSE OF 1 ON 2. THIS ANGLE OF REPOSE WAS DETERMINED

EXPERIMENTALLY AT THE START OF THE BASIN DREDGING. WAVE AND TIDAL ACTION WILL FLATTEN THE CORE MATERIAL FROM THE ANGLE

OF REPOSE TO SLOPES OF ABOUT 1 ON 3. BEFORE QUARRY-RUN ROCK CAN BE PLACED, SLIGHT CORE SHAPING WILL BE NECESSARY. IT IS

ASSUMED THAT THE CORE AND BLANKET MATERIAL IS PREDOMINANTLY SANDY GRAVEL." NOTE THAT THE "GRAVEL CORE AND BLANKET" IS

IDENTIFIED AS "SURCHARGE FILL" ON SHEET X-831.

B. "QUARRY-RUN ROCK - THE INNER PORTION OF THE 1 ON 1

BASIN SIDE SLOPE OF THE BREAKWATER WILL BE REASONABLY WELL GRADED

QUARRY-RUN ROCK HAVING AN ALLOWABLE 50% SIZE OF 15 TO 500 POUNDS. THE SMALLEST ALLOWABLE SIZE WILL BE LARGE ENOUGH TO

WITHSTAND ANTICIPATED WAVE FORCES GENERATED BY BOAT TRAFFIC WITHIN THE BASIN AND IS READILY AVAILABLE FROM THE A-J MINE

TAILINGS WITHOUT SELECTIVE LOADING. ROCK GRADED WITHIN THESE LIMITS WILL PROTECT AGAINST LOSS OF FINES BY PIPING."

C. "ARMOR ROCK WILL BE PLACED IN A LAYER 2-FEET THICK ON THE 1 ON 1

SEASIDE SLOPE, ACROSS THE TOP AND AROUND THE ENDS OF

THE BREAKWATER. THIS ROCK WILL BE REASONABLY WELL GRADED, HAVE A 50% SIZE OF 40 TO 500 POUNDS, AND A MAXIMUM SIZE OF 1,000

POUNDS. THIS GRADATION IS DESIGNED TO BE STABLE ON A 1 ON 1

SLOPE AGAINST ATTACK BY 2-FOOT WAVES. AT THE ENDS OF THE

BREAKWATER, ARMOR ROCK WILL BE CARRIED TO THE ENTRANCE CHANNEL BOTTOM AT 1 ON 1

SLOPE TO PROVIDE MINIMUM

INTERFERENCE WITH THE ENTRANCE CHANNEL."

E

V A

T I O

N

OFFSET

AURORA HARBOR TYPICAL DREDGING REQUIREMENTS (SECTION SHOWN IS PARALLEL TO DREDGE LIMIT BETWEEN CORNER#7 AND CORNER #5, AND THROUGH CORNER#3)

-20

-10

-20

-10

0 20 40 60 800-20-40-60-80-100-120-140-160-180-200

AURORA DREDGE

LIMITS CORNER#3

EXISTING GRADE

MAX PAY LINE (-13'

MLLW), TYPICAL

REQUIRED DREDGE DEPTH

(-12' MLLW), TYPICAL

25' MAX

REQUIRED DREDGE DEPTH

AND MAX PAY LINE

3H:1V SIDE SLOPE

1H:1V MAX PAY LINE SIDE SLOPE TO

DAYLIGHT, ONLY APPLIES IF 25' WIDE

3H:1V SIDE SLOPE DOES NOT DAYLIGHT

SECTION

SCALE: 1" = 10'

A

C-101 C-302

E L E

V A

T I O

N

OFFSET

HARRIS HARBOR TYPICAL DREDGING REQUIREMENTS (SECTION SHOWN IS PARALLEL TO, AND 90' FROM, DREDGE LIMIT BETWEEN CORNER#3 AND CORNER #4)

-20

-1…