A.07.03_SolicitationDrawingsHalf-Size_(11x17).pdf

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Attached to: Bethel Bank Stabilization Federal contract opportunity
Solicitation number: W911KB-17-R-0052
Issued by: Department of the Army Corps of Engineers Engineering District Alaska

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EAST BULKHEAD - WALE AND

TIEBACKS

W911KB-17-R-0052

BETHEL, ALASKA

BET011

RFP, 21 JUNE 2017

TABLE OF CONTENTS

Sht REF. 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

CIVIL: PLANS

4 C-101 GENERAL SITE PLAN

STRUCTURAL: PLANS

5 S-101 SITE PLAN - I OF II

6 S-102

SITE PLAN - II OF II

STRUCTURAL: DETAILS

7 S-501

DETAILS I

8 S-502 DETAILS II

9 S-503 DETAILS III

STRUCTURAL: PHOTOS

10 S-901 SITE PHOTOS I

11 S-902 SITE PHOTOS II

12 S-903 SITE PHOTOS III

P2 NO. 102728

of Engineers

Alaska District

US Army Corps

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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 t

I V

S A

R M

E P

O A o n

Drawing # 7-BET-154-10-01 Sheet 1 of 12

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

AKDOT ALASKA DEPARTMENT OF TRANSPORTATION

ALUM ALUMINUM

APPROX APPROXIMATE, APPROXIMATELY

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AVE AVENUE

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

COND CONDITION

CONN(S) CONNECTION(S)

CONT CONTINUOUS

COORD'S COORDINATES

CSK COUNTERSINK

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) 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

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

SCL SEAWALL CENTERLINE

SCHED SCHEDULE

SDMH STORM DRAIN MANHOLE

SECT SECTION

SHT SHEET

SIM SIMILAR

SLH SHORT LEG HORIZONTAL

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SPEC(S) SPECIFICATION(S)

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, STREET

STD STANDARD, STANDARD-WEIGHT PIPE

STL STEEL

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

GR GRADE

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, INTERSECTION

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

MON MONUMENT

MPa MEGAPASCAL(S)

MPH MILES PER HOUR

MT STRUCTURAL TEE FROM THE M SERIES

SECTION

N NORTH

NIC NOT IN CONTRACT

No. NUMBER

NOM NOMINAL

NPS NOMINAL PIPE SIZE

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OPP OPPOSITE

ORIG ORIGINAL

OVS OVERSIZED HOLE(S)

PBL PROJECT BASELINE

PC POINT OF CURVATURE

PG PILE GROUP

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

WORK TO BE PERFORMED AS PART OF THIS CONTRACT INCLUDES THE SECTION OF PIPE PILE BULKHEAD

COMPOSED OF TIED, TWENTY-FOUR INCH DIAMETER, PIPE PILES, UPSTREAM OF BROWN'S SLOUGH, BETWEEN

STATIONS 11+40 AND 21+51 SEAWALL CENTERLINE (SCL) ALIGNMENT. WORK ON THIS TIED BULKHEAD

CONSISTS OF INSTALLING #18 DYWIDAG TIE RODS AND TUBE STEEL WALES. (NOTE: THE STATIONING GIVEN

ABOVE IS APPROXIMATE AND SHALL NOT BE USED TO DEFINE THE BULKHEAD LENGTH.) THE FOLLOWING

INSTRUCTIONS AND LIMITATIONS SHALL BE ENFORCED DURING THE PERFORMANCE OF THIS WORK.

SURCHARGE LOADING ON AREA WITHIN 56 FEET OF BULKHEAD SHALL BE LIMITED TO MINIMUM EQUIPMENT

REQUIRED TO PERFORM WORK. EXCAVATED MATERIAL MAY BE PLACED ADJACENT TO ANCHOR PILES A

MINIMUM OF FORTY FEET AWAY FROM BULKHEAD. NO OTHER STOCKPILING OF MATERIALS WILL BE

ALLOWED WITHIN FIFTY-SIX FEET OF BULKHEAD.

2. SEQUENCE OF WORK AT EXISTING PILES SHALL BE AS FOLLOWS (SEE SHEET S-503 FOR WORK AT BOAT

RAMP):

A. EXCAVATE FOR WORKING SPACE REQUIRED FOR INSTALLATION OF WALES, TIE RODS, AND ANCHOR

BEAMS. THIS EXCAVATION WORK NEED NOT BE LIMITED TO A GROUP OF TEN BULKHEAD PILES.

B. INSTALL WALES.

C. INSTALL ANCHOR BEAM, PROVIDING SHIMS AS REQUIRED. CONNECTION OF ANCHOR BEAM TO ANCHOR

PILES SHALL BE BY WELDING.

D. INSTALL TIE RODS. TIE RODS SHALL BE SUPPORTED AT EIGHT FOOT INTERVALS PRIOR TO ANY

TIGHTENING. HEX NUTS SHALL BE "SNUGGED TIGHT" TO ELIMINATE SLACK FROM TIE RODS. THE

CONTRACTOR SHALL ENSURE THAT TIE RODS ARE TIGHTENED IN A BALANCED MANNER AND THAT THE

CONNECTION OF THE ANCHOR BEAM TO THE ANCHOR PILES IS NOT DAMAGED BY TWISTING. DO NOT

DRIVE OVER TIE RODS PRIOR TO PLACING ONE LIFT OF BACKFILL, EXCEPT AS REQ'D BY A SMALL, TRACKED DOZER TO SPREAD BACKFILL SOIL AS LIMITED BY NOTE "H" BELOW.

E. BOTH TIE RODS IN A PILE GROUP SHALL BE CHECKED FOR TIGHTNESS AND ANCHOR BEAM

CONNECTION LOCK NUTS SHALL BE SECURELY TIGHTENED PRIOR TO BACKFILLING.

F. DRIVE, CUT, AND TACK WELD WASHOUT PROTECTION ANGLES.

G. PLACE GEOTEXTILE FABRIC ON SHORE SIDE OF BULKHEAD FROM TOP OF WALE TO TOP OF

FILL/BACKFILL.

H. BACKFILL TO ORIGINAL CONDITION WITH MINIMUM 95% COMPACTION. BACKFILL SHALL BE FILTER

MATERIAL WITHIN 2' OF BULKHEAD. USE BACKFILL SOIL TO PROTECT TIE RODS FROM DOZER TRACKS &

BLADE DURING BACKFILL PLACEMENT.

3. WALE SPLICES SHALL BE LOCATED BETWEEN GROUPS OF TEN BULKHEAD PILES. CONTRACTOR SHALL BE

RESPONSIBLE FOR VERIFYING IN PLACE DIMENSIONS OF BULKHEAD WALLS IN ORDER TO MEET ONE INCH

MAXIMUM SPACING REQUIREMENT AT WALE SPLICES.

4. CONTRACTOR SHALL VERIFY IN PLACE DIMENSIONS OF CURVED PILE BULKHEADS PRIOR TO FABRICATING

BENT WALES.

5. ANCHOR BEAMS MAY BE VERTICALLY STAGGERED ±4" FROM +6 MLLW ELEVATION AT ANGLE POINTS AND

CURVED PILE BULKHEADS TO ELIMINATE POTENTIAL CONFLICT WHERE ANCHOR PILE GROUPS ARE

CLOSELY SPACED.

6. DISTANCES GIVEN FROM BULKHEAD TO ANCHOR PILES ARE APPROXIMATE AND SHALL BE VERIFIED TO

FINALIZE TIE ROD LENGTHS.

7. ALL EXCAVATION SHALL CONFORM TO THE LATEST EDITION OF U.S. ARMY CORPS OF ENGINEERS "SAFETY

AND HEALTH REQUIREMENTS MANUAL" EM 385-1-1.

8. ALL WELDING SHALL BE WITH E70XX OR EQUIVALENT ELECTRODES.

9. ALL NEW STEEL ITEMS (EXCLUDING PIPE PILES) SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH

THE CONTRACT SPECIFICATIONS.

10. SEAL WELD ALL EDGES, CORNERS, AND ENDS OF WELDED CONNECTIONS NOT OTHERWISE SHOWN TO BE

WELDED.

11. PILE CAPS, AND A GUARD RAIL SYSTEM OF STEEL PIPE RISERS AND CABLE "RAILS" ARE PRESENT ON

PORTIONS OF THE BULKHEAD - SEE PHOTO SHEETS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

REMOVAL AND REPLACEMENT OF THESE ITEMS AS NECESSARY TO ACCOMPLISH THE CONTRACT WORK.

AT A MINIMUM, REMOVAL OF THE PILE CAPS, WHERE PRESENT, SHALL BE REQUIRED IN ORDER TO INSTALL

THE WASHOUT PROTECTION ANGLES. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO

REMOVE, PROTECT DURING STORAGE, AND REPLACE THESE ITEMS TO THE SAME LOCATION WHERE THEY

WERE ORIGINALLY LOCATED. MINOR AMOUNTS OF STRAIGHTENING, USING HAND TOOLS, SHALL BE

ASSUMED NECESSARY FOR THE REINSTALLATION. THIS STRAIGHTENING SHALL BE LIMITED TO THAT

NECESSARY FOR REINSTALLATION AND WILL NOT BE INTERPRETED TO RESTORE THE ITEMS TO "AS NEW"

CONDITION. THE PILE CAPS ARE BOLTED IN PLACE FROM THE TOP - SEE PHOTOS 14 AND 15 WHERE THE

BOLTS AND AN EXAMPLE OF THE CLIP BELOW MAY BE SEEN. REPLACEMENT OF SOME OF THESE

FASTENERS SHALL BE ANTICIPATED AND SHALL BE INCIDENTAL TO THE OTHER WORK ON THIS CONTRACT.

12. REMOVE AND PROPERLY DISPOSE OF ALL EXISTING TREES, BRUSH, AND WOODY DEBRIS WITHIN THE

CONSTRUCTION BOUNDARY - SEE PHOTO SHEETS. REMOVE AND DISPOSE OF ALL MAN-MADE

CONSTRUCTION MATERIALS AND DEBRIS BURIED WITHIN THE EXCAVATION LIMITS - SEE PHOTO 4. THE

TOTAL QUANTITY OF MAN-MADE MATERIALS AND DEBRIS WITHIN THE EXCAVATION LIMITS IS ASSUMED TO

NOT EXCEED 10 CUBIC YARDS AND IS ASSUMED TO FIT IN A STANDARD 10 CUBIC YARD DUMP TRUCK BOX.

NO SEPARATE PAYMENT SHALL BE MADE FOR THIS WORK AND IT SHALL BE CONSIDERED INCIDENTAL TO

THE OTHER WORK ON THIS CONTRACT.

13. THE EXISTING SURFACE ORGANICS WITHIN THE CONSTRUCTION BOUNDARY (SUCH AS GRASS AND SOD

BUT NOT INCLUDING TREES, BRUSH AND WOODY DEBRIS - SEE NOTE 12 ABOVE) MAY REMAIN WITHIN THE

EXCAVATED MATERIAL. THE STOCKPILING AND/OR SUBSEQUENT PLACEMENT OF THIS MATERIAL SHALL

BE CONTROLLED TO PREVENT IT FROM BEING INCLUDED IN FILL OR BACKFILL BELOW THE ELEVATION OF

THE NEW TIEBACKS.

14. ELEVATION OF NEW TIEBACK COMPONENTS ARE SHOWN CENTERED AT ELEVATION +6' MLLW UNLESS

NOTED OTHERWISE. THIS ELEVATION SHALL BE TAKEN RELATIVE TO AN APPROXIMATE AVERAGE

ELEVATION FOR THE TOP OF THE EXISTING BULKHEAD PILES AND SHALL NOT REQUIRE TYING INTO

CURRENT VERTICAL CONTROL.

GENERAL NOTES

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

R A

N C

C H

I E

E C

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

A L

B A

C K

B E

T H

E L

L A

S K

VERIFY SCALES: IF THIS LINE 0 2"

DOES NOT MEASURE 2", ADJUST SCALE ACCORDINGLY.

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

G E

N E

R A

B E

T G

G E

N E

R A

G-002

G E

N E

R A

O T

R E

V I A

T I O

N S

AutoCAD SHX Text

1. SURCHARGE LOADING ON AREA WITHIN 56 FEET OF BULKHEAD SHALL BE LIMITED TO MINIMUM EQUIPMENT

SCALE IN FEET

0 200 400 800

EXISTING BETHEL BANK STABILIZATION PROJECT

COMPLETED BY THE CORPS OF ENGINEERS

OCTOBER 1997 (BASELINE STA. 12+15 TO 94+15).

THIS CONTRACT

(APPROX PBL STA 95+40 TO 104+35)

EAST ADDITION

BULKHEAD (SEAWALL)

CITY DOCK

C K

T S

BS-20

FIRST AVENUE

BULKHEAD

BS-40

BS-50

BS-60

BM-"MAD"

BS-70

PROJECT BASELINE

(PBL)

MISSION ROAD

BULKHEAD

PIPE PILE

STOCKPILE

AREA

PETRO

DOCK

11 74

AP-76TL

I P

-50

-40

-2

-30

-40

-30

SEE INSET BELOW

SCALE IN FEET

0 100

PROJECT LIMITS

THIS CONTRACT

EXISTING BETHEL BANK STABILIZATION PROJECT BROWN'S

SLOUGH TO SMALL BOAT HARBOR ENTRANCE "B" ROCK

PLACEMENT COMPLETED BY THE CORPS OF ENGINEERS

SEPTEMBER 2007 (BASELINE STA. 93+10 TO 104+75).

INSET (THIS CONTRACT)

200 400

K U

S K

O K

E R

-50

POINT A

CITY DOCK

CONSTRUCTION

BOUNDARY

PERFORM PIPE-PILE-SEAWALL

STRUCTURAL WORK

CONSTRUCTION

BOUNDARY

(E) B-ROCK SCOUR

PROTECTION

P R

O J E

C T

B A

S E

P B

51.04

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

B E

P L

A N

V-101

L O

C A

T I O

I N

I T

A P

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S U

R V

P I N

NOTES:

1. HORIZONTAL CONTROL BASED ON U.S. ARMY CORPS OF

ENGINEERS (COE) MONUMENTS "BS 50" AND "BS 60" USING A

LOCAL COORDINATE SYSTEM. FROM BETHEL BANK

STABILIZATION SURVEY DATED JULY 1991 BY COE.

2. VERTICAL CONTROL IS IN U.S. SURVEY FEET, BASED ON MEAN

LOWER LOW WATER, U.S. COASTAL AND GEODETIC SURVEY

BM-NO. 7 1970 LOCATED 8.5' NORTH OF THE S.E. CORNER OF

THE ALASKA NATIONAL GUARD STEPS LEADING TO THE

ENTRANCE AS 27.12'.

3. SOUNDINGS WERE OBTAINED WITH AN ODOM HYDROTRAC

ECHOSOUNDER MARK II TRANSDUCER, SERIAL NUMBER 11216.

HORIZONTAL POSITIONING WAS PROVIDED BY ASHTECH

Z-EXTREME GPS RECEIVER UTILIZING KINEMATIC GPS. HYPACK

HYDROGRAPHIC SOFTWARE WAS USED TO INTEGRATE DATA.

UPLANDS WERE SURVEYED WITH ASHTECH Z-12 GPS RECEIVER

OPERATING IN A KINEMATIC MODE.

4. THIS DRAWING INDICATES THE GENERAL CONDITION OF THE

RIVER'S BATHYMETRY AT THE TIME OF THE SURVEY.

5. THIS SURVEY CONDUCTED BY WHPACIFIC, INC. FROM SEPT. 10

TO SEPT. 14, 2009 AS A CONDITION SURVEY OF THE COE BANK

STABILIZATION PROJECT COMPLETED IN OCTOBER 1997.

CONTOURS AND ELEVATIONS SHOWN ARE IN FEET MLLW.

6. ORIGINAL SURVEY FOR BETHEL BANK STABILIZATION PROJECT

WAS PERFORMED BY ALASKA DISTRICT COE IN JULY 1991.

HORIZONTAL CONTROL PROJECTION WAS TANGENT PLANE

RECTANGULAR, HOLDING BLM MONUMENT AT THE

INTERSECTION OF BRIDGE AND SECOND AVE.S (US SURVEY

3230B) AS N 10,555.64, E 7,756.94, AND RECORD BEARING OF N

76° 58' 15" W TO ALASKA STATE D.O.T. MONUMENT AT THE

INTERSECTION OF SECOND AVE. AND TUNDRA ST.

COORDINATES PROVIDED BY HIGH PHUKAN CONSULTING

ENGINEERS FROM ALASKA TIDELAND SURVEY NO. 1346.

7. KUSKOKWIM RIVER FLOW AT BETHEL VARIES BETWEEN 40,000

AND 108,000 CFS DURING THE SUMMER MONTHS (AVE. MONTHLY

FLOW). AVERAGE DAILY FLOWS VARY FROM 40,000 TO 320,000

CFS.

8. BORE HOLE LOCATIONS SHOWN ARE APPROXIMATE AND WERE

NOT LOCATED BY SURVEY. SEE SPECIFICATION 31 00 00 FOR

BORE HOLE LOGS. BORE HOLES ARE IDENTIFIED BY: AP-XXXX

9. WATER SURFACE ELEVATIONS AND RIVER CURRENT

VELOCITIES VARY SIGNIFICANTLY WITH TIDES AND RIVER

DISCHARGE. WATER LEVELS ABOVE +10' MLLW OCCUR DURING

FLOOD EVENTS.

10. THE AVERAGE DATE FOR RIVER FREEZE-UP IS 29 OCTOBER.

THE AVERAGE DATE FOR RIVER BREAK-UP IS 15 MAY.

11. THERE IS NO CONTRACTOR STAGING AREA PROVIDED FOR THIS

CONTRACT.

12. THE CONTRACTOR SHALL FIELD LOCATE ALL ABOVE GROUND

AND BURIED UTILITIES WITHIN THE CONSTRUCTION BOUNDARY

PRIOR TO EXCAVATION FOR THE PIPE PILE STRUCTURAL WORK.

13. THE CONTRACTOR MAY PURCHASE BACKFILL MATERIAL FOR

THE PROJECT FROM THE CITY'S BORROW PIT LOCATED

ADJACENT TO THE AIRPORT (CONTACT THE CITY OF BETHEL).

ADDITIONAL SURVEY NOTES:

1. THE USACE PERFORMED A CONDITION SURVEY OF THE BETHEL SMALL BOAT HARBOR ON JUNE 20-25, 2016.

PRIMARY PROJECT HORIZONTAL CONTROL IS ALASKA STATE PLANE, ZONE 7, NAD83 2011 (2010.00), IN US

SURVEY FEET BASED ON A FULLY CONSTRAINED STATIC GPS NETWORK HOLDING THE PUBLISHED NAD83 2011

(2010.00) EPOCH VALUES OF NGS CORS STATIONS: "MEKORYUPK_AK2008 CORS ARP" (PID DL6420); "BETHEL

WAAS CORS ARP" (PID DK4091); "DILLINGHAMAK2007 CORS ARP" (PID DL6426).

LOCAL PROJECT HORIZONTAL CONTROL IS ALASKA STATE PLANE, ZONE 7, NAD83 2011 (2010.00), IN US

SURVEY FEET HOLDING 3.75" FLAT ALUMINIUM SC "BH-D 1998" AS N 2,481,244.46, E 1,687,288.26 AND 0.25"

STAINLESS STEEL ROD "946 6477 B" AS N 2,481,197.72, E 1,684,072.362.

2. VERTICAL CONTROL IS MEAN LOWER LOW WATER (MLLW=0.0'), BASED ON THE NOAA/NOS TIDAL BENCH MARK

LIST "9466477 BETHEL, KUSKOKWIM RIVER, ALASKA", PUBLISHED 1/14/11. THIS TIDAL DATUM IS BASED ON THE

1983-2001 TIDAL EPOCH AND IS REFERENCED BY HOLDING NOAA/NOS TIDAL BENCH MARK "NO 7 1970"

(VM#19661) AS 26.98'.

3. VERTICAL TIES TO THE NATIONAL SPATIAL REFERENCE SYSTEM ARE BASED ON PUBLISHED NAVD88 (GEOID

12B) ELEVATIONS HOLDING NOAA/USACE TIDAL BENCHMARK "946 6477 B" (PID BBCC65/VM#19664) AS 17.50'.

2016 BETHEL SBH SURVEY CONTROL DATA

STATION N* E* ELEV. DESCRIPTION

946 6477 B 2,481,198 1,684,072

10.58 0.25" STEEL ROD

946 6477 C 2,481,229 1,684,304

10.01 0.25" STEEL ROD

BH-D 1998

2,481,244 1,687,288

8.50 3.75" ALUM STAMPED CAP

STATE MAP

BETHEL

ANCHORAGE

PROJECT

SITE

FAIRBANKS

ALASKA

JUNEAU

PROJECT SITE

I S

SCALE IN MILES

160°

60°

162°

TULUKSAK

BETHEL

KWETHLUK

KULVAGAVIK

EEK

164°

VICINITY MAP

CITY

BORROW

PIT

BETHEL

AIRPORT

SMALL BOAT HARBOR

PROJECT SITE

BETHEL

LOCATION MAP

SCALE IN MILES

1 0 1 2

TIDAL DATA, BETHEL, ALASKA

LEVEL

ELEV. (FT. MLLW)

EST. HIGHEST TIDE +7.0

MEAN HIGHER HIGH WATER (MHHW)

+3.66

MEAN HIGH WATER (MHW)

+2.76

MEAN SEA LEVEL +1.62

MEAN TIDE LEVEL +1.55

MEAN LOW WATER (MLW)

+0.34

MEAN LOWER LOW WATER (MLLW)

+0.0

EST. LOWEST TIDE -3.0

PROJECT BASELINE (PBL) DATA

STATION POINT N E DISTANCE BEARING

95+00 A 10,051.57 8,515.25

1,320.00 N 84° 00' 01" W

81+80 B 10,189.54 7,202.48

1,970.00 S 81° 50' 00" W

62+10 C 9,909.70 5,252.46

269.00 S 71° 26' 43" W

59+41 D 9,824.10 4,997.44

1,355.01 S 59° 59' 41" W

45+86 E 9,146.49 3,824.03

1,254.70 S 44° 23' 50" W

33+31 F 8,250.00 2,946.21

1,103.00 S 24° 57' 28" W

22+28 G 7,250.00 2,480.80

798.00 S 12° 48' 01" W

14+30 H 6,471.83 2,304.00

256.00 N 0° 00' 00"

11+74 I 6,215.83 2,304.00

HORIZONTAL SURVEY CONTROL MONUMENTS

SURVEY

MON.

ELEV

GRID COORDINATES

NORTHING EASTING

GRID

BEARING

STATION

GRID

DISTANCE

DESCRIPTION

BS-20

16.99 10,100.63 7,730.39

N 3° 20' 23" E

BLM SI 2ND

& BRIDGE

455.78

STANDARD ALUMINUM CAP (SAC) IN

CONCRETED PVC, 0.3' DEEP, NEAR END

HEADWALL, FIRST AVE. BULKHEAD

BS-40

8.61 9,987.99 5.989.81

S 83° 56' 21" W BS-50 741.50

SAC IN CONCRETED PVC, NEAR END OF

GUARDRAIL, AT ANGLE POINT HEADWALL,

FIRST AVE. BULKHEAD

BS-50

19.29 9,909.70 5,252.46

S 62° 15' 59" W BS-60

1,036.78

SAC IN CONCRETED PVC, 16' FROM

CHAIN LINK FENCE: 16' FROM

GUARDRAIL: NEAR STAIRS

BS-60

25.94 9,427.23 4,334.78

S 35° 45' 14" W BS-70

3,221.86

SAC IN CONCRETED PVC, BETWEEN

GUARDRAIL AND BANK LINE: PROJECTED

PI OF CURVE IN GUARDRAIL: 0.4' DEEP

BS-70

34.80 6,812.58 2,452.24 __________ __________ __________

SAC IN CONCRETED PVC, 0.3' DEEP, 27'

FROM SATELLITE DISH NEAR STAIRS

DOWN BANK: 8.5' FROM LIGHT POLE.

BM-MAD

14.54

SBC SET AT NORTH END OF WOOD

CAPPED SHEETPILE AND SOUTH END OF

36" STEEL PIPE BULKHEAD PILES ON TOP

CENTER OF SOUTHERN MOST PILE.

* DO NOT USE FOR HORIZONTAL CONTROL ON THIS PROJECT.

SOURCE: NOAA/NOS TIDAL BENCH MARK LIST 946647.

ESTIMATED HIGHEST AND LOWEST TIDES ARE NOT FROM

NOAA TIDE STATION DATA.

C B

-50

P L

PL PL PL PL PL

P L

(E) B-ROCK

ATS 1346

TRACT B

ATS 1346

TRACT B

BLK 6

15D

ATS 1346

TRACT B

USS 3790

BLK 9

11 12

BLK 10

13 14

BLK 10

EAST AVE.

51.04

1-A

1-B

USS 3790

BLK 7

USS 3790

ATS 1346

TRACT A

USS 3790

BLK 8

ATS 1346

TRACT A

USS 3790

BLK 8

WC 2 MC 21 TRACT A

" ALUMINUM MON

WC 1 MC 21 TRACT A

" ALUMINUM MON

BLM MON

2" IP

WC 2 MC 1 TRACT A

" ALUMINUM MON

WC 1 MC 1 TRACT A

" ALUMINUM MON

ATS 1346

" ALUMINUM

MON

MC 1 TRACT B

" ALUMINUM MON

P R

O J E

C T

B A

S E

P B

T A

C L

(E) H-PILE

AND TIMBER

BULKHEAD

EXISTING

SHEET PILE

BULKHEAD

(E) SHEET PILE CELLS

POINT A

SEE NOTE B

SEE NOTE 8

(E) PIPE PILE SEAWALL

K U

S K

O K

E R

INSTALL PIPE PILE SEAWALL TIEBACKS

AND PERFORM STRUCTURAL STEEL WORK

STA. 11+40 (SCL) TO 21+51.04 (SCL)

(SEE SHEETS S-101 THRU S-302 FOR DETAILS)

B R

O W

U G

BETHEL CITY DOCK

CONSTRUCTION BOUNDARY

P T = 21+51.04

STEEL PILES

WOOD PILES

SHEET PILES

I L

I N

T R

A C

T A

T R

A C

T B

120600-60

FULL SCALE: 1" = 60'

CONSTRUCTION BOUNDARY

COORDINATES

POINT

CB1

CB2

CB3

CB4

CB5

CB6

CB7

CB8

CB9

CB10

CB11

CB12

NORTHING

10,096.88

10,108.81

10,110.79

10,088.10

9,929.90

9,913.62

9,954.28

9,929.28

9,876.99

9,841.67

9,860.59

10,046.63

EASTING

8,564.49

8,624.38

8,634.19

8,638.76

8,859.76

9,066.68

9,440.78

9,445.91

9,399.99

9,074.96

8,834.51

8,574.62

DESCRIPTION

ANGLE PT

2 1/2" ALUM MON

ANGLE PT

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

C I V

I L

B E

P L

A N

C-101

G E

N E

R A

I T

L A

NOTES:

1. EXISTING ROCK PROTECTION LINES SHOWN ARE APPROXIMATE.

2. EXISTING ROCK ON THE RIVER SIDE AT THE BASE OF THE PIPE

PILE SEAWALL WAS PLACED DURING THE SUMMER OF 2007.

3. SURVEY DATA TAKEN SEPTEMBER 10 THRU SEPTEMBER 14,

2009. RIVER BOTTOM AND BANK-LINE ARE SUBJECT TO

SIGNIFICANT CHANGE DUE TO EROSION AND/OR DEPOSITION.

CONTOURS SHOWN MAY NOT NECESSARILY DEPICT CURRENT

BATHYMETRY.

4. SEE GENERAL SHEET G-002 AND STRUCTURAL SHEETS S-101

THRU S-302 FOR INSTALLATION OF WALE, TIEBACKS, AND NEW

PILES AT BOAT RAMP.

5. EXISTING PIPE PILE SEAWALL HAS NOT BEEN SURVEYED.

SEAWALL CENTERLINE (SCL) ALIGNMENT SHOWN IS

APPROXIMATE AND BASED ON AERIAL PHOTOGRAPHY. THE

CONTRACTOR SHALL ESTABLISH THE ACTUAL SEAWALL

ALIGNMENT IN THE FIELD HOLDING STATION 10+00 (SCL) AS THE

CENTER POINT OF THE FIRST PIPE PILE ON THE EASTERN EDGE

OF BROWN'S SLOUGH. SEAWALL ALIGNMENT IS BASED ON PIPE

PILE CENTER POINTS.

6. EXISTING THERMOTUBE SIPHONS HAVE NOT BEEN SURVEYED.

LOCATION OF THE THERMOTUBES SHOWN IS APPROXIMATE AND

BASED ON AERIAL PHOTOGRAPHY. THE CONTRACTOR SHALL

ESTABLISH THE ACTUAL THERMOTUBE LOCATIONS IN THE FIELD

PRIOR TO EXCAVATION FOR NEW TIEBACKS.

7. PROJECT BASELINE (PBL) IS ALSO SHOWN FOR REFERENCE.

THIS LINE WAS USED AS THE BASIS FOR THE PREVIOUS COE

BANK STABILIZATION PROJECT AND HAS BEEN USED AS

CONTROL FOR ANNUAL CONDITION SURVEYS PERFORMED BY

ASCG, INC. FOR THE CITY OF BETHEL.

8. FOUR PIPE PILES JUST UPSTREAM OF THE ANGLE POINT IN THE

SEAWALL (STA 15+20± SCL) WERE REMOVED AND RESET IN

APRIL OF 2000. SEE SHEET S-102 FOR DETAILS.

9. ALL: BUILDINGS; CONTAINERS; BOATS; VEHICLES; AND

MISCELLANEOUS, UN-BURIED, MAN-MADE, DEBRIS ALONG THE

SEAWALL TIEBACK SYSTEM ALIGNMENT WILL BE MOVED BY

OTHERS PRIOR TO EXCAVATION FOR THE NEW TIEBACKS. THE

CONTRACTOR SHALL COORDINATE WITH THE CITY OF BETHEL'S

PORT DIRECTOR FOR TIMING OF SUCH REMOVALS TO PRECEDE

STRUCTURAL STEEL WORK SCHEDULED FOR THIS CONTRACT.

EXISTING LIGHT AND POWER POLES WILL BE REMOVED AND

RELOCATED BY OTHERS PRIOR TO STRUCTURAL STEEL WORK.

NOTES CONTINUED:

10. MOORING RIVER BASED EQUIPMENT TO THE BULKHEAD OR THE

RIVER BANK IS PROHIBITED. BARGE ANCHORS SHALL BE USED

IN THE RIVER ONLY AND SHALL BE POSITIONED AND MARKED TO

PERMIT SAFE NAVIGATION BY OTHER VESSELS.

11. THE CONTRACTOR SHALL COORDINATE WITH THE CITY OF

BETHEL'S PORT DIRECTOR TO ENSURE THAT ITS BARGE AND

EQUIPMENT AND OPERATIONS DO NOT IMPACT OR IMPEDE

NAVIGATION AND CARGO UNLOADING AT THE CITY DOCK AND

SEAWALL BULKHEADS. THE CONTRACTOR SHALL LIMIT

CONSTRUCTION ACTIVITY TO WITHIN THE CONSTRUCTION

BOUNDARY SHOWN. EXCLUSIVE USE OF THE AREA WITHIN THE

CONSTRUCTION BOUNDARY SHOWN IS NOT PROVIDED. THE

CONTRACTOR SHALL COORDINATE WITH THE CITY OF BETHEL'S

PORT DIRECTOR FOR ANY RESTRICTIONS, WHARFAGE FEES,

ETC FOR USE OF THIS AREA.

A. THE CONTRACTOR SHALL CONFINE ALL CONSTRUCTION

TO WITHIN THE CONSTRUCTION BOUNDARY SHOWN.

B. THE CONSTRUCTION BOUNDARY SHALL FOLLOW THE FACE

OF THE EXISTING PIPE PILE SEAWALL BETWEEN POINTS 1

AND 7 ON THE RIVER SIDE.

C. CB7 IS A 2

" ALUMINUM MONUMENT MARKED WC 1 MC 21

TRACT A.

EXISTING 24" STEEL PIPE

PILE WALL WITH TIEBACKS.

EXISTING 3" THERMOTUBE SIPHON

LOCATED AT ANCHOR PILES.

EXIST. "B" ROCK PROTECTION

(APPROX.) (PLACED IN 2007)

EXIST. "B" ROCK SLOPE

PROTECTION (PLACED in 1998)

EXISTING LIGHT POLE

EXISTING BUILDINGS

EXISTING MONUMENT

CONSTRUCTION BOUNDARY

LEGEND:

P L

EXISTING

SHEET PILE

BULKHEAD

B R

O W

U G

BETHEL CITY DOCK

KUSKOKWIM RIVER

M A

T C

L I N

E S

I S

TYP

S-101 S-501

REMOVE AND STOCKPILE (E) SHEET

PILES AT BOAT RAMP, FILL BOAT RAMP

DEPRESSION TO MATCH (E) GRADE ON

EITHER SIDE AND COMPACT FILL TO 95%

OF MAXIMUM DENSITY. THE (E) SHEET

PILES WILL BE HAULED OFFSITE BY THE

CITY OF BETHEL.

50250-25

FULL SCALE: 1" = 25'

B E

P L

A N

S-101

S I T

L A

I I

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

NOTE: SEE SHEET G-002 FOR ABBREVIATIONS.

GENERAL PIPE PILE BULKHEAD NOTES:

LAYOUT SHOWN HAS NOT BEEN SURVEYED. LAYOUT IS BASED ON THE APPROXIMATE METHOD OF USING AN AERIAL PHOTOGRAPH.

THERMOTUBE LOCATIONS SHOWN ARE APPROXIMATE AND THE ANCHOR PILES SHOWN HAVE BEEN PLACED ON THE DRAWINGS BASED

ON THE APPROXIMATE LOCATION OF THE THERMOTUBES. FINAL LAYOUT SHALL BE BASED ON THE RESULT OF THE CONTRACTOR'S

SURVEY WITH EXCAVATION AS REQUIRED TO LOCATE THE ANCHOR PILES.

EXISTING AS-BUILT INFORMATION INDICATES THAT EACH ANCHOR PILE GROUP (2 - 24"Ø x 30' LONG STEEL PIPE PILES, DRIVEN

SIDE-BY-SIDE BUT NOT ATTACHED TO EACH OTHER) SUPPORT TEN (10) BULKHEAD PILES (24"Ø x 40' LONG STEEL PIPE PILES, ALSO NOT

ATTACHED TO EACH OTHER). EXISTING TIE-BACKS ARE #7 REBAR IN A RADIAL PATTERN TO EACH BULKHEAD PILE (ASSUMED TO BE 5

PER ANCHOR PILE). EXISTING TIE-BACKS ARE AT +4' MLLW PER AS-BUILT INFORMATION.

AS-BUILT INFORMATION, AND FIELD INSPECTION OF A COUPLE OF ANCHOR PILE GROUPS THAT ARE EXPOSED, INDICATES THAT THE

THERMOTUBES ARE LOCATED BEHIND THE ANCHOR PILES, AS SHOWN. WHERE THERMOTUBE DOES NOT CONFLICT, PLACE ANCHOR

BEAM IN THE PREFERRED POSITION, BEHIND THE ANCHOR PILES.

NOTES:

1. STRUCTURAL WORK ON PILE GROUPS 1 THRU 7 (PG1 THRU PG7) IS NOT PART OF THIS CONTRACT.

2. THE CENTER OF THE FIRST PIPE PILE (CLOSEST TO STA 10+00) OF PILE GROUP 8 (PG8) IS LOCATED AT APPROXIMATELY SCL STA

11+40.

PGX

NEW DYWIDAG THREADBARS, WALE, ANCHOR

BEAM (THIS CONTRACT), (E) PIPE PILES UNO

EXISTING 24" STEEL PIPE PILE WALL

WITH #7 REBAR TIEBACKS.

EXISTING 3" THERMOTUBE SIPHON LOCATED

AT ANCHOR PILES.

CONSTRUCTION BOUNDARY

EXISTING MONUMENT

PILE GROUP X

LEGEND

PROPERTY LINE

C B

-50

P L

PL PL PL PL PL PL PL PL PL PL PL PL

P L

EAST AVE.

51.04

CONSTRUCTION BOUNDARY

K U

S K

O K

E R

M A

T C

L I N

50250-25

FULL SCALE: 1" = 25'

S E

H E

P G

SEE NOTE 3

SEE NOTE 1

POSSIBLE 11th PILE IN PG58, FIELD VERIFY, EXTEND

WALE TO LAST PILE

S E

E N

O T

TYP

T Y

S-102 S-501

NOTE: THIS ELEVATION

IS A SCHEMATIC AND IS

NOT BASED ON

SURVEY INFORMATION,

USE FOR REFERENCE

PURPOSES ONLY.

SUNKEN PILE ELEVATION

SCALE: 1" = 10'

S-102 S-102

EL =

+10' MLLW ±

B E

P L

A N

S-102

S I T

L A

I I

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

PGX

NEW DYWIDAG THREADBARS, WALE, ANCHOR

BEAM (THIS CONTRACT), (E) PIPE PILES UNO

EXISTING 24" STEEL PIPE PILE WALL

WITH #7 REBAR TIEBACKS.

EXISTING 3" THERMOTUBE SIPHON LOCATED

AT ANCHOR PILES.

CONSTRUCTION BOUNDARY

EXISTING MONUMENT

PILE GROUP X

LEGEND

NOTES (SEE G-002 FOR ABBREVIATIONS):

1. FOUR PIPE PILES JUST UPSTREAM OF THE ANGLE POINT IN THE SEAWALL

(STA. 15+20± SCL) WERE RESET IN APRIL OF 2000. REPAIRS INCLUDED

INSTALLING: 1) A 16' LONG, HSS 10x6x1/2 WALE W/ WALE TO PILE

CONNECTIONS SIMILAR TO DETAILS SHOWN IN THIS CONTRACT; 2) TWO 2

3/4"Ø A36 TIE RODS W/ TURNBUCKLES AND A WELDED-LAPPED SPLICE; 3) A 7'

LONG, HSS 12x8x1/2 ANCHOR BEAM PLACED BEHIND THE ANCHOR PILES; AND

4) PILE TOPS WERE TACK WELDED TOGETHER TO HOLD THEM IN ALIGNMENT

PRIOR TO INSTALLING WALE. THE WALE, TIE- BACK AND ANCHOR BEAM WERE

INSTALLED AT APPROX +5' MLLW. CONTRACTOR SHALL REMOVE AND

PROPERLY DISPOSE OF ALL ELEMENTS OF THIS PREVIOUSLY INSTALLED

TIE-BACK SYSTEM THAT CONFLICT WITH THE INSTALLATION OF THE TIE-BACK

SYSTEM SHOWN IN THIS CONTRACT.

2. TWENTY-FOUR (24) PILES IN THIS AREA HAVE SUBSIDED. ALIGNMENT OF THE

PILES REMAINS TYPICAL OF OTHER SECTION OF THE BULKHEAD, HOWEVER

THE TOP OF PILE ELEVATIONS FORM A SAG CURVE WITH A MAXIMUM

DISPLACEMENT OF APPROX 2.25'. CONTRACTOR SHALL WELD EXTENSIONS

ON EXISTING PILES TO PROVIDE A UNIFORM TOP OF PILE ELEVATION.

EXISTING PILES HAVE SOME DENTS IN THE TOP EDGE. DENTS SHALL BE

STRAIGHTENED AS REQUIRED TO PROVIDE A CONTINUOUS WELD BETWEEN

THE EXISTING PILE TOP AND THE NEW SECTION OF MATCHING PILE. TWO

LENGTHS (APPROX 60') OF 24" CITY OF BETHEL. PIPE PILE HAVE BEEN LAID

HORIZONTALLY BEHIND THIS SUNKEN SECTION OF BULKHEAD. THE

CONTRACTOR SHALL REMOVE THESE TWO SECTIONS OF PIPE PILE AND

STAGE THEM ALONG THE BULKHEAD FOR REMOVAL BY OTHERS..

3. THREE MOORING POSTS HAVE 10' LONG SECTIONS OF HSS 6x6 WALE WELDED

DIRECTLY TO THE BULKHEAD PILES. WALE IS AT FINISH GRADE AND VISIBLE

WITHOUT EXCAVATION. REMOVE WALE AS REQUIRED FOR INSTALLATION OF

NEW WORK UNDER THIS CONTRACT.

4. B ROCK HAS BEEN PLACED BY THE CITY OF BETHEL FOR SINK HOLE REPAIR

ON THE LANDWARD SIDE OF THE EXISTING PIPE PILE BULKHEAD. THE

APPROXIMATE LOCATION OF A 20' WIDE X 30' LONG X 7' THICK B ROCK LAYER

IS BETWEEN STA 17+00 AND 19+50 SCL. EXACT LOCATION AND DIMENSIONS

ARE UNKNOWN. CONTACT THE CITY OF BETHEL PORT DIRECTOR FOR

ADDITIONAL INFORMATION. THE B ROCK IS CURRENTLY NOT VISABLE, IT IS

COVERED WITH AN UNKNOWN THICKNESS OF SAND/SILT BACKFILL ON THE

SURFACE. THE CONTRACTOR SHALL REMOVE AND STOCKPILE THIS B ROCK

ONSITE. THE CITY OF BETHEL WILL HAUL THE ROCK OFFSITE. THE

CONTRACTOR SHALL FILL THE DEPRESSION WITH BACKFILL MATERIAL UPON

COMPLETION OF THE PIPE PILE BULKHEAD STRUCTURAL WORK.

PROPERTY LINE

NEW TIEBACK PLAN

SCALE: 1/2" = 1'-0"

S-101 S-102 S-501

EXISTING 3" SCHED 40 PIPE PILE FOR

THERMOTUBE, SHOWN BEHIND ANCHOR

PILES, IF LOCATED SO AS TO ALLOW

ANCHOR BEAM TO BE PLACED IN

PREFERED LOCATION, BEHIND ANCHOR

PILES, SEE

S-501 S-501

(E) 24" Ø PIPE PILE

PL 1" x 6" x 0'-6", TYP

HSS 18x6x

ANCHOR BEAM

S-501 S-501

6"x6" SHIM PL'S, THICKNESS

AS REQD TO ALIGN

ANCHOR BEAM, SEE

CONNECTION SAME AS WALE TO

BULKHEAD PILE CONNECTION

EXCEPT USE

" FILLET WELD IN

LIEW OF

" FOR ANCHOR BEAM

TO GUSSET PLATE WELD

7'-0"

S-501 S-501

CONTRACTOR'S OPTION FOR

FULL STRENGTH SPLICE,

CONTRACTOR SUBMIT

DETAILS FOR APPROVAL,

DYWIDAG COUPLER W/ LOCK

NUTS IS ACCEPTABLE

6'-0"

S-501 S-502

X C

E P

P P

R O

V E

U L K

H E

H R

O U

L4x4x x 14'-0", DRIVE TO TIP

ELEVATION OF -3' MLLW, CUT

OFF @ +9' MLLW & TACK

WELD TO PILES @ TOP ONLY,

MAINTAIN TIGHT CONTACT

TO MINIMIZE SILT WASHOUT

#18 DYWIDAG GALV

THREADBAR, GR 75,

OR EQUAL

DYWIDAG COUPLER WITH

LOCK NUT, OR EQUAL

EXISTING 24"Ø PIPE PILE

BULKHEAD, TYP GROUP OF 10

DRAINAGE HOLES,

SEE SPECIFICATIONS

ALIGNMENT PLAN

SCALE: 3/16" = 1'-0"

S-501 S-501

SHIM ANCHOR BEAM AS REQD

TO BRING WP WITHIN 1'-0" OF

CENTERLINE OF PILE GROUP,

SEE

SIM AT ANGLE POINT AND CURVED

SECTIONS OF BULKHEAD, SEE

STRUCTURAL SITE PLANS II & III

C PG

ANCHOR BEAM SECTION

SCALE: 3" = 1'-0"

S-501 S-501

GUSSET PLATES NOT

SHOWN FOR CLARITY

ANCHOR PILE

WALL BEYOND

#18 DYWIDAG GALV

THREADBAR, GR 75,

OR EQUAL

+6' MLLW

PL 1" x 6" x 1'-0"

W/ 2

" Ø HOLE,

CENTERED

DYWIDAG HEX NUT AND

LOCK NUT, OR EQUAL

HSS 18x6x

ANCHOR BEAM

WALE SPLICE - FRONT VIEW

SCALE: 3" = 1'-0"

S-501 S-501

10"

HSS 12 x8x

1" MAX, SEE

NOTE 3 ON

SHEET G-002

SPLICE

PLATES BENT

AS REQD AT

CHANGES IN

BULKHEAD

ALIGNMENT

TYP

PREFERRED DETAIL

SCALE: 1/2" = 1'-0"

S-501 S-501

ALTERNATE

THERMOTUBE

LOCATIONS ALLOWING

ANCHOR BEAM TO BE

PLACED BEHIND

ANCHOR PILES, ALL

OTHER DETAILS AND

DIMENSIONS REMAIN

THE SAME

WALE SPLICE SECTION

SCALE: 3" = 1'-0"

S-501 S-501

HSS 12x8x

x 4 x 0'-10", TYPICAL

x 10 x 0'-10"

PIPE WALL

BEYOND

x 5 x 0'-10"

CL EL =

+6' MLLW

ANCHOR BEAM SHIM DETAIL

SCALE: 1 1/2" = 1'-0"

S-501 S-501

HSS 18x6x

ANCHOR

BEAM

(E) ANCHOR PILE WALL

VARIES DUE TO

MISALIGNMENT OF

ANCHOR PILES

RELATIVE TO WALL

ALIGNMENT, 3" MAX

SHIM TO NEAREST

AS REQD FOR

ALIGNMENT AND HOLD

ALL PLIES TIGHT W/ NO

GAPS. PROVIDE 2"

LONG MINIMUM SHIM

TO SHIM WELDS AND

SHIM TO ANCHOR

BEAM WELDS ON BOTH

SIDES.

8'4'0-4'

SCALE: 3/16" = 1'-0"

4'2'0-2'

SCALE: 1/2" = 1'-0"

16"8"0-8"

SCALE: 1 1/2" = 1'-0"

8"4"0-4"

SCALE: 3" = 1'-0"

B E

D E

T A

I L

S-501

D E

T A

I L

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

0.0' MLLW

TYPICAL BULKHEAD SECTION

SCALE: 3/16" = 1'-0"

S-101 S-102S-502

56' ±

FILTER MATERIAL

BACKFILL WITHIN 2' OF

BACK FACE OF WALL

GEOTEXTILE FABRIC

W/ 2' HOR LEG AT BOTT

BACKFILL TO

ORIG COND

EXISTING GROUND

SURFACE (APPROX)

EXCAVATION

LINE (AS REQD)

56' LONG THERMOTUBE,

TYPICAL AT ANCHOR PILES

+10' ±

TOP OF ANCHOR

PILE EL = +9 ±

TOP OF WALL

PILE EL = +10 ±

EL =

+3' ±

WASHOUT

PROTECTION

ANGLE

ELEVATION OF EXISTING #7

REBAR TIE RODS (+4'), EXISTING

TIE RODS ARE PLACED IN A

RADIAL, OR FAN, PATTERN FROM

ANCHOR PILES TO BULKHEAD

ELEVATION OF NEW TIE

RODS (+6' MLLW)

24" Ø x 40' BULKHEAD PILE

24" Ø x 30'-0" ANCHOR

PILE (GROUP OF TWO)

TIP @ OR

BELOW -27'

TYP

TIE ROD TO WALE CONNECTION PLAN

SCALE: 3" = 1'-0"

S-501 S-502

TIE ROD TO WALE ELEVATION

SCALE: 3" = 1'-0"

S-502 S-502

TYP

DYWIDAG COUPLER

AND LOCK NUT, OR

EQUAL

BEVEL COUPLER AND

GUSSETS AS REQD

FOR TIGHT FIT-UP

PL 1 x 6 x 0'-5

HSS WALE

#18 DYWIDAG THREADBAR

PIPE WALL

CL EL =

+6' MLLW

HSS 12x8x

WALE

TYP

T Y

" THICK GUSSET

PLATE, TYPICAL

TYP

WALE CONNECTION PLAN

SCALE: 3" = 1'-0"

S-502 S-502

CUT PLAT TO FIT

PIPE CONTOUR

" SNIPE, TYP

CLEAN EXISTING PIPE

SURFACES TO EXPOSE CLEAN,

BARE STEEL PRIOR TO WELDING

EXISTING 24" Ø PIPE

PILE W/ 0.344" WALL

HSS 12x8x

TYP

S-502 S-502

TYP WALE/ANCHOR BEAM TO PILE CONN

SCALE: 3" = 1'-0"

S-501 S-502

PIPE WALL (0.344" ORIG THK)

" GUSSET

PLATE, TYP

HSS 12x8x

WALE

HSS 18x6x

ANCHOR BEAM

A L E

N C

H O

CL EL =

+6' MLLW

VARIES DUE TO STAGGERED

ALIGNMENT OF PIPE

BULKHEAD (SHIMS REQD AT

ANCHOR PILES ONLY)

Y P

" TYP

5" MIN

AT ANCHOR BEAM

TYP, EXCEPT AS NOTED

FOR ANCHOR BEAM

8'4'0-4'

SCALE: 3/16" = 1'-0"

8"4"0-4"

SCALE: 3" = 1'-0"

B E

D E

T A

I L

S-502

D E

T A

I L

I I

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

0.0' MLLW

NEW BULKHEAD SECTION AT BOAT RAMP

SCALE: 3/16" = 1'-0"

S-101 S-503

56' ±

FILTER MATERIAL

BACKFILL WITHIN 2' OF

BACK FACE OF WALL

GEOTEXTILE FABRIC

W/ 2' HOR LEG AT BOTT

BACKFILL TO MATCH

ADJACENT GRADES

EXISTING GROUND

SURFACE (APPROX)

EXCAVATION

LINE (AS REQD)

+10' ±

TOP OF ANCHOR

PILE EL = +9 ±

TOP OF WALL

PILE EL = +10 ±

EL =

+3' ±

WASHOUT

PROTECTION

ANGLE

ELEVATION OF NEW TIE

RODS (+6' MLLW)

15x NEW 24" Ø x 40'

BULKHEAD PILES

NEW 24" Ø x 30'-0" ANCHOR

PILES (2 GROUPS OF TWO)

TIP @ OR

BELOW -27'

FILL PLACED PRIOR TO TIGHTENING

TIE RODS. PROVIDE MINIMUM SLOPE

REQ'D FOR DRAINAGE ADJACENT TO

WALL.

MAX FILL EL W/O TIGHT

TIE RODS = +4

MIN

NOTE: SHEET PILES NOT

SHOWN FOR CLARITY.

B E

D E

T A

I L

S-503

D E

T A

I L

I I I

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

NOTES: (SEE SHEET G-002 FOR ABBREVIATIONS)

1. CONTRACTOR SHALL INSTALL FIFTEEN (15) BULKHEAD PILES AND TWO (2) ANCHOR PILE GROUPS.

a. PG15 CONSISTS OF EIGHT (8) BULKHEAD PILES AND PG16 CONSISTS OF SEVEN (7) BULKHEAD PILES.

b. THE EXISTING BOAT RAMP GAP IN THE BULKHEAD IS SLIGHTLY OVER 30' WIDE, PILES SHALL BE EVENLY SPACED TO FILL THE

EXISTING GAP.

c. ANCHOR PILES (2 GROUPS OF TWO) SHALL BE INSTALLED IN A SIMILAR FASHION TO EXISTING WORK.

d. PRIOR TO INSTALLATION AND TIGHTENING OF TIE RODS, FILL PLACED AGAINST THE NEW BULKHEAD PILES SHALL BE LIMITED

AS SHOWN ON SECTION A ON THIS SHEET.

e. ANCHOR BEAM SHALL BE PLACED IN THE PREFERRED POSITION, BEHIND THE ANCHOR PILES AS SHOWN.

f. TUBE STEEL WALE, ANCHOR BEAM, TIE RODS, WASHOUT PROTECTION ANGLE, GEOTEXTILE FABRIC, AND FILTER MATERIAL

BACKFILL SHALL BE CONSTRUCTED FOR PG15 THRU PG16 AS DETAILED ON SHEETS S-501 AND S-502.

g. AFTER TIE RODS ARE INSTALLED AND TIGHTENED, THE RAMP SHALL BE BACKFILLED TO MATCH ADJACENT GRADE ON EITHER

SIDE OF THE SHEET PILES.

h. PILE GROUPS 15 AND 16 DO NOT REQUIRE A THERMOTUBE.

2. PILE DRIVING TOLERANCES, CONDITIONS, AND DOCUMENTATION:

a. BULKHEAD PILES (PG15 AND PG16) SHALL BE DRIVEN TO WITHIN A HORIZONTAL TOLERANCE OF NO MORE THAN 2 INCHES, AT

THE TOP OF THE PILE, FROM THE STRAIGHT LINE POSITION DEFINED BY THE EXISTING ADJACENT PILES.

b. ANCHOR PILE TOPS SHALL BE TIGHT TO ONE ANOTHER AND MEET A 2" TOLERANCE FROM A LINE PARALLEL TO THE BULKHEAD

ALIGNMENT.

c. A VARIATION OF NO MORE THAN

INCH PER FOOT OF PILE LENGTH FROM THE VERTICAL WILL BE PERMITTED.

d. THE CONTRACTOR SHALL COORDINATE AND CONDUCT PIPE PILE INSTALLATION TAKING INTO ACCOUNT EXISTING B-ROCK THAT

MAY BE PRESENT WITHIN THE PG15 AND PG16 AREA (SEE NOTE 3 BELOW).

e. THE CONTRACTOR SHALL KEEP A COMPLETE AND ACCURATE RECORD OF EACH PILE DRIVEN. INDICATE PILE LOCATION, LENGTH, GROUND ELEVATION, WATER LEVEL, TIP ELEVATION, TOP AND/OR CUTOFF ELEVATION, PENETRATION IN SECONDS

PER FOOT (OR BLOWS PER FOOT IF AN IMPACT HAMMER IS REQUIRED) FOR THE ENTIRE LENGTH OF PENETRATION, HAMMER

DATA, AND NOTATIONS OF PILE BEHAVIOR DURING DRIVING. THE PILE RECORDS SHALL BE PROVIDED TO THE CONTRACTING

OFFICER'S REPRESENTATIVE WITHIN 7 DAYS AFTER PILE INSTALLATION.

3. THE SPECIFICATION FOR THE EXISTING B-ROCK PLACED IN 2007 WAS AS FOLLOWS:

THE ROCK, AFTER PROCESSING, SHALL BE ANGULAR AND CONFORM TO THE SIZE REQUIREMENTS INDICATED BELOW. NEITHER

THE BREADTH OR THICKNESS OF ANY PIECE OF B-ROCK SHALL BE LESS THAN ONE-THIRD ITS LENGTH. OPERATIONS OF

LOADING, PLACEMENT, OR STOCKPILING SHALL BE CONDUCTED IN A MANNER WHICH WILL PREVENT BREAKAGE.

a. B-ROCK SHALL BE WELL GRADED WITHIN THE FOLLOWING LIMITS:

ALLOWABLE PERCENT SMALLER

SPECIFIED ROCK WEIGHT (POUNDS) BY WEIGHT

400 100%

200 95%

60 25 - 50%

25 0 - 10%

NO MORE THAN 5% BY WEIGHT MAY PASS THE 1-INCH SIEVE.

PHOTO 7: LOOKING SOUTHEAST AT TOP OF SEAWALL AT CB11. 9/30/2016 PHOTO 8: LOOKING NORTHWEST FROM CB11 ALONG SEAWALL FACE TOWARDS BOAT

RAMP. 9/30/2016

PHOTO 9: LOOKING EAST ALONG SEAWALL FACE FROM CB11 TOWARDS CB10.

9/30/2016

PHOTO 4: EXPOSED GEOTEXTILE FABRIC ON EAST SIDE OF BOAT RAMP. 9/30/2016 PHOTO 5: LOOKING NORTHWEST ACROSS BOAT RAMP ALONG SEAWALL FACE. 9/30/2016 PHOTO 6: LOOKING SOUTHEAST ALONG SEAWALL FACE FROM BOAT RAMP TO CB11.

9/30/2016

PHOTO 1: LOOKING EAST AT CB12, BOAT RAMP, AND CB11 FROM CITY DOCK. 9/30/2016 PHOTO 2: LOOKING SOUTH AT BOAT RAMP FROM NEAR EAST AVENUE. 9/30/2016 PHOTO 3: LOOKING SOUTH AT BOAT RAMP FROM NEAR RAMP. 9/30/2016

B E

P H

O T

O S

S-901

S I T

H O

T O

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

PHOTO 16: LOOKING SOUTH-SOUTHWEST AT CURVED END OF SEAWALL AT CB8 AND

BEYOND. 9/30/2016

PHOTO 17: LOOKING NORTHWEST AT CB8 AND CB9 AT EAST END OF SEAWALL. 9/30/2016

PHOTO 18: LOOKING NORTH-NORTHWEST AT EAST END OF SEAWALL. 9/30/2016

PHOTO 13: LOOKING EAST ALONG SEAWALL FACE FROM CB10 (SUNKEN PILES AREA).

9/30/2016

PHOTO 14: LOOKING EAST-NORTHEAST AT CB9 AND CURVED SEAWALL FACE BEYOND.

9/30/2016

PHOTO 15: LOOKING SOUTHWEST AT CB8 AND CURVED SEAWALL FACE BEYOND. 9/30/2016

PHOTO 10: LOOKING EAST ALONG SEAWALL FACE BETWEEN CB11 AND CB10. 9/30/2016 PHOTO 11: LOOKING WEST ALONG SEAWALL FACE BETWEEN CB10 AND CB11. 9/30/2016 PHOTO 12: LOOKING EAST ALONG SEAWALL FACE AT CB10. 9/30/2016

B E

P H

O T

O S

S-902

S I T

H O

T O

I I

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

PHOTO 25: LOOKING NORTH-NORTHEAST AT BOAT RAMP. 9/30/2016 PHOTO 26: LOOKING NORTH-NORTHEAST AT FACE OF SEAWALL AT AND UPSTREAM FROM

CB12. 9/30/2016

PHOTO 27: LOOKING NORTHEAST AT CB12 AND FACE OF SEAWALL ON BOTH SIDES

OF THIS ANGLE POINT. 9/30/2016

PHOTO 22: LOOKING NORTHWEST AT FACE OF SEAWALL AT AND UPSTREAM FROM CB11.

9/30/2016

PHOTO 23: LOOKING NORTH AT CB11. 9/30/2016 PHOTO 24: LOOKING NORTH-NORTHEAST AT FACE OF SEAWALL NEAR SCL STA 14+00.

9/30/2016

PHOTO 19: LOOKING NORTH AT FACE OF SEAWALL AT AND UPSTREAM FROM SCL STA

18+00. 9/30/2016

PHOTO 20: LOOKING NORTH AT SUNKEN PILES JUST DOWNSTREAM FROM SCL STA 18+00.

9/30/2016

PHOTO 21: LOOKING NORTHEAST AT SUNKEN PILES JUST DOWNSTREAM FROM SCL STA

18+00. 9/30/2016

B E

P H

O T

O S

S-903

S I T

H O

T O

I I I

E D

C E

P O

A E

C G

L I S

E C

I S

S E

R C

S T

R U

C T

U R

A L

ALASKA DISTRICT

D R

A W

I N

F I L E

D W

C A

L E

P L O

C A

L E

D A

T E

A C

T I O

N S

Y M

D R

A W

R E

S I D

E N

N G

I N

E E

D A

T E

S T

A T

P R

I M

O N

T R

A C

T O

D A

T E

D E

S C

R I P

T I O

N A

P P

C I T

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

A P

P R

O V

E D

S U

B M

I T

T E

D E

S I G

N E

R E

V I E

W E

C H

I E

N C

C H

I E

T I O

U S

R M

N G

I N

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I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

REFERENCE

NUMBER:

SHEET OF

US ARMY CORPS

OF ENGINEERS

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

D r a w i n g

N I F

I E

D E

N C

W J o b s B

E T

D w g s C

A D

E T

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

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

R M

E P

S o n

12N

E T

B E

N o

W K

B R

RFP

E A

L K

H E

B A

C K

B E

T H

E L

L A

G-001 COVER SHEET

G-002 GENERAL NOTES AND ABBREVIATIONS

V-101 LOCATION AND VICINITY MAP

C-101 GENERAL SITE PLAN

S-101 SITE PLAN - I OF II

S-102 SITE PLAN - II OF II

S-501 DETAILS I

S-502 DETAILS II

S-503 DETAILS III

S-901 SITE PHOTOS I

S-902 SITE PHOTOS II

S-903 SITE PHOTOS III

File details come from the government source that posted it. Updated Nov 14, 2017.