USCG Siuslaw FINAL Dwgs 2024.04.16.pdf

SCALE: NTS

VICINITY MAP

SCALE: NTS

LOCATION MAP

1 G-001 COVER SHEET

2 G-002 HAUL ROUTE PLAN

3 V-100 EXISTING CONDITIONS SURVEY

4 V-501 BORING LOGS

5 V-502 BORING LOGS

6 V-503 BORING LOGS

7 V-504 BORING LOGS

8 V-505 BORING LOGS

9 V-506 BORING LOGS

10 CD100 DEMOLITION PLAN

11 CE100 EROSION AND SEDIMENTATION CONTROL

PLAN

12 CE501 EROSION CONTROL DETAILS

13 CE502 EROSION CONTROL DETAILS

14 CS100 CIVIL SITE & UTILITY PLAN

15 CS111 LAYDOWN AREA PLAN

16 CS501 SITE & UTILITY DETAILS

17 CG100 GRADING & DRAINAGE PLAN

18 CG501 GRADING & DRAINAGE DETAILS

19 L-100 GENERAL NOTES

20 L-101 PLANTING PLAN

21 L-102 IRRIGATION PLAN

22 L-501 LANDSCAPE DETAILS

23 S-001 WALL STRUCTURAL NOTES

24 S-100 GENERAL WALL PLAN

25 S-101 WALL PLAN AND ELEV. - 1

26 S-102 WALL PLAN AND ELEV. - 2

27 S-103 UPPER RET. WALL DETAILS

28 S-400 WALL SECTIONS

29 S-401 WALL DETAILS - 1

30 S-402 WALL DETAILS - 2

31 WD001 WATERFRONT DEMOLITION NOTES

32 WD002 WATERFRONT DEMOLITION PHOTOS

33 WD101 WATERFRONT DEMOLITION WORK PLAN

34 WD401 EXTERIOR DOCK DEMOLITION PLAN &

SECTION

35 WD402 BRIDGE DEMOLITION PLAN & ELEVATION

36 WD403 BRIDGE DEMOLITION SECTION & DETAILS

37 WS001 WATERFRONT STRUCTURAL NOTES

38 WS101 WATERFRONT STRUCTURAL WORK PLAN

39 WS402 EXTERIOR FLOATING DOCK PLAN

40 WS403 BRIDGE FRAMING PLAN

41 WS201 BRIDGE ELEVATION

42 WS301 BRIDGE SECTIONS

43 WS401 EXTERIOR FLOATING DOCK ELEVATION

44 WS402 EXTERIOR FLOATING DOCK DETAILS

45 WS501 PIPE PILE AND BRIDGE DETAILS

ADDITIONAL TOPO LEGENDADDITIONAL TOPO LEGEND ADDITIONAL TOPO LEGEND

TEMPORARY SCOUR BASIN / ENERGY DISSIPATOR

NOT TO SCALE

SEDIMENT FENCE

NOT TO SCALE

SEDIMENT BARRIER TYPE 2, 3 AND 4

NOT TO SCALE

TEMPORARY CONSTRUCTION EXIT

SEDIMENT BARRIER TYPE 8

SLOPE AND CHANNEL MATTING

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INLET PROTECTION TYPE 2, 3, 6, 7, 10 AND 11

NOT TO SCALE

INLET PROTECTION TYPE 4

6"

CHAIN LINK FENCE DETAIL

NOT TO SCALE

U.S. GOVERNMENT

PROPERTY

NO

TRESPASSING

NOTES:

US GOV NO TRESPASSING SIGN

NOT TO SCALE

TRENCH DETAIL

1 "NO UPPER RETAINING WALL" BID ALTERNATE

STORM DRAIN INLET

OUTFALL STRUCTURE

NOT TO SCALE

GRADED SWALE

NOT TO SCALE

TRENCH DRAIN

NOT TO SCALE

A B

A

B

IRRIGATION NOTES

PLANTING NOTES

GENERAL NOTES

EXISTING TREE PROTECTION1

CS100 L100

EROSION CONTROL AREAS

PLANT LEGEND

KEYNOTES

GENERAL NOTES

"NO UPPER RETAINING WALL" BID ALTERNATIVE

C

F

C

IRRIGATION LEGEND

KEYNOTES

GENERAL NOTES

"NO UPPER RETAINING WALL" BID ALTERNATIVE

VALVE AND BATTERY CONTROLLERF1

L-102 L-501

GATE VALVEF8

L-102 L-501

DRIPLINE LOCATIOND4

L-102 L-501

SHRUB PLANTINGD6

L-101 L-501

PVC TO PE CONNECTIOND1

L-102 L-501

GROUND COVER SPACINGB1

L-101 L-501

BACKFLOW PREVENTERB4

L-102 L-501

WALL STRUCTURAL

0 10' 20'

PLANE4

S-101S-101

0 10' 20'

UNFOLDED ELEVATIONA3

S-101S-101

NOTE:

CORED WEEP HOLE ASSEMBLY MOUNTING DETAILE7

S-102S-102

SECTION THRU CORED WEEP HOLE ASSEMBLYB8

S-102S-102

0 10' 20'

UNFOLDED ELEVATIONA3

S-102S-102

0 10' 20'

PLANE3

S-102S-102

WEEP HOLE NOTES:

SOLDIER PILE NOTES

DRILLED SHAFTS

1. INSTALL DRILLED SHAFTS FOR THE PROPOSED RETAINING WALLS AT LOCATIONS SHOWN ON THE SHEETS. AVOID DAMAGE TO

ADJACENT STRUCTURES DURING THE INSTALLATION PROCESS. NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A CONFLICT

OR UNFORSEEN CONDITION.

2. TOLERANCE SHALL BE A MAXIMUM OF 1" RELATIVE TO PROPOSED LOCATION AND 1/8" MAXIMUM IN VERTICAL ALIGNMENT, EITHER DIRECTION.

3. INSPECT SHAFTS TO ENSURE THEY ARE FREE FROM LOOSE SOIL AND DEBRIS, PRIOR TO INSTALLATION OF THE STEEL PILES.

4. THE GEOCOMPOSITE WALL DRAIN SHALL BE PLACED BEHIND THE LAGGING WITH THE PERVIOUS SIDE TOWARD THE SOIL AND

SHALL EXTEND TO WITHIN 6 IN. OF EITHER SIDE SOLDIER PILE FLANGE. THE DRAIN SHALL BE INSTALLED IN STAGES AS THE EXCAVATION PROCEEDS DOWNWARD MAKING SURE THAT DRAIN SPLICES AS WELL AS THE TOP SIDE EDGES ARE COVERED

AS REQUIRED TO PROTECT THE DRAIN CORE FROM SOIL INTRUSION.

GENERAL NOTES

1. ON THIS SHEET, "PROVIDE UPPER RETAINING WALL" BID

ALTERNATE SHOWN. SEE SHEET CG100 FOR INFORMATION ON

"NO UPPER RETAINING WALL" BID ALTERNATE, WHICH INCLUDES

NO STRUCTURAL WALL SCOPE IN THIS UPPER AREA.

PLAND2

S-103S-103

UNFOLDED WALL ELEVATIONA2

S-103S-103 0 1' 2' 4'

TYPICAL CROSS SECTION (LOOKING NORTH)A5

S-103S-103 0 1' 2' 4'

UNDERDRAIN DETAIL BETWEEN PILESA9

S-103S-103

0 1' 2' 4'

UNDERDRAIN DETAIL AT PILESC9

S-103S-103

0 1' 2' 4'

UPPER RETAINING WALL PLAN SECTIONE8

S-103S-1030 1' 2' 4'

UPPER RETAINING WALL PLAN SECTIONE5

S-103S-103

1' -4

"Ø

2" 2"

1" G

R O

U T

STEEL TENDON

BONDED LENGTH

STEEL TENDON

BONDED LENGTH

9'-21 4"

1'- 0"

1'-4" 12"Ø

2"

2"

1'-0"

1' -4

"Ø

2" 2"

1" G

R O

U T

1" G

R O

U T

0 10' 20' 40'

CROSS SECTION AT "BHW" 10+40.00A

S-100S-400

0 10' 20' 40'

CROSS SECTION AT "BHW" 11+88.46B

S-100S-400

0 10' 20' 40'

CROSS SECTION AT "BHW" 13+80.00C

S-100S-400 SECTIONA9

S-400S-400

STORM SEWER ELEVATIONC6

S-101S-400

STORM SEWER THRU WALLF7

S-101S-400

Delta 13

SKLC 90

6" 3"

3" DOWN ANGLE

SEE TIE-BACK

SCHEDULE

±12"

± 5'-71 8" 6'-105

8"

4'-71 8"

6'-105 8"

5"5"

6"

TYP

6"

TYP

3'-0" MAX.1'-6" MAX.

3"

1 2"

1 12" 3"

1 12"

1"

MAX

1'-5" 7"

1"

±6"

±6"

PLAN DETAIL - BEND IN WALLF1

S-100S-401

PLAN DETAILF4

S-401S-401

SECTIOND1

S-402S-401

WEDGE PLATE DETAILD3

S-401S-401

PLAN DETAIL - WALL CORNERC5

S-102S-401

PLAN DETAIL - WALL CORNERC8

S-100S-401

PROPOSED CORNER CONNECTORSA1

S-401S-401

BOLTED FIELD SPLICEA3

S-401S-401

FABRICATED CORNER CONNECTORA5

S-401S-401

S-101

S-101, S-102

D O

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AN

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HORIZONTAL ANGLE

TIE-BACK NOTES:

1. TIE-BACKS SHALL BE HOLLOW BAR SYSTEM WITH THE SIZES SHOWN IN THE TABLE BELOW.

THE ANCHOR DIAMETER HAS TAKEN INTO ACCOUNT SACRIFICIAL CORROSION PROTECTION

TO PROVIDE A MINIMUM SERVICE LIFE OF 70 YEARS BASED ON PROVISIONS OF

FHWA-NHI-14-007 SOIL NAIL WALL REFERENCE MANUAL CHAPTER 10, DATED FEBRUARY 2015.

2. CONTRACTOR SHALL FURNISH AND INSTALL PERMANENT TIE-BACKS MEETING THE

REQUIREMENTS FOR THE DESIGN LOAD, UNBONDED LENGTH AND LOCK-OFF LOAD AS

SHOWN IN THE TABLE BELOW. ANCHOR GROUT FOR TIE-BACKS SHALL BE A NEAT CEMENT

GROUT CONFORMING TO ASTM C150. TYPE 1 CEMENT SHALL BE USED TO PROVIDE A

MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 3 DAYS OR THE TIME OF ANCHOR

STRESSING AND 5000 PSI AT 28 DAYS.

3. THE CONTRACTOR MAY PROPOSE AN ALTERNATIVE TIE-BACK TYPE. IF AN ALTERNATIVE TYPE

IS PROPOSED, THE DESIGN AND INSTALLATION OF THE ALTERNATIVE SHALL MEET THE

DESIGN LOAD INDICATED ON THIS SHEET. THE CONTRACTOR SHALL SUBMIT CALCULATIONS

IN ADDITION TO ALL THE SUBMITTAL REQUIREMENTS AS DETAILED IN THE SPECIFICATIONS.

THE DESIGN MUST BE CERTIFIED BY A REGISTERED PROFESSIONAL ENGINEER MEETING THE

DESIGNER QUALIFICATIONS AS PER THE SPECIFICATIONS.

PROOF TEST PROCEDURE (CONT.):

2. THE TIE-BACK MOVEMENTS SHALL BE MEASURED FROM THE INITIAL ALIGNMENT LOAD (AL) AND RECORDED TO THE NEAREST 0.001 INCHES WITH RESPECT TO AN INDEPENDENT FIXED REFERENCE POINT AT THE ALIGNMENT LOAD AND AT EACH INCREMENT OF LOAD. THE ALIGNMENT LOAD IS A NOMINAL LOAD MAINTAINED ON THE TIE-BACK TO KEEP THE TESTING EQUIPMENT IN POSITION.

3. THE TEST LOAD SHALL BE MONITORED WITH A PRESSURE GAUGE. AT LOAD INCREMENTS OTHER THAN THE MAXIMUM LOAD, THE LOAD SHALL BE HELD JUST LONG ENOUGH TO OBTAIN THE MOVEMENT READING, BUT NOT MORE THAN 1 MINUTE.

4. THE PUMP SHALL BE CAPABLE OF APPLYING EACH LOAD INCREMENT IN LESS THAN 60 SECONDS.

5. THE MAXIMUM TEST LOAD IN A PROOF TEST SHALL BE HELD FOR 10 MINUTES. THE ANCHOR MOVEMENT WITH RESPECT TO A FIXED REFERENCE SHALL BE MEASURED AND RECORDED AT 1 MINUTE, 2, 3, 4, 5, 6, AND 10 MINUTES. IF THE ANCHOR MOVEMENT BETWEEN THE 1 MINUTE AND 10 MINUTES EXCEEDS 0.04 INCHES, THE TEST LOAD SHALL BE MAINTAINED FOR AN ADDITIONAL 50 MINUTES. TOTAL MOVEMENTS SHALL THEN BE RECORDED AT 20, 30, 40, 50 AND 60 MINUTES.

6. LOCK-OFF THE LOAD AT 70% OF THE DESIGN LOAD (DL).

7. PROOF TEST ACCEPTANCE CRITERIA

a. TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80% OF THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED

LENGTH.

b. TIE-BACK CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04 INCHES OF MOVEMENT BETWEEN ONE (1) AND TEN (10)

MINUTES.

c. A PULLOUT FAILURE DOES NOT OCCUR AT THE MAXIMUM TEST LOAD.

d. IF MOVEMENT BETWEEN ONE (1) AND TEN (10) MINUTES EXCEEDS 0.04 INCHES, TIE-BACK MOVEMENTS SHALL BE RECORDED AT 20, 30, 40, 50 AND 60 MINUTES. MOVEMENT BETWEEN 10 MINUTES AND 60 MINUTES SHALL NOT EXCEED 0.08 INCHES.

8. PROOF TEST ALL REMAINING TIE-BACKS THAT ARE NOT PERFORMANCE TESTED.

PERFORMANCE TEST PROCEDURE:

1. THE PERFORMANCE TEST SHALL BE MADE BY INCREMENTALLY LOADING UNLOADING THE

TIE-BACKS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:

AL

0.25 DL

AL

0.25 DL

0.50 DL

AL

0.25 DL

0.50 DL

0.75 DL

AL

0.25 DL

0.50 DL

0.75 DL

1.00 DL

AL

0.25 DL

0.50 DL

0.75 DL

1.00 DL

1.20 DL

AL

0.25 DL

0.50 DL

0.75 DL

1.00 DL

1.20 DL

1.33 DL

AL

ADJUST TO LOCK-OFF LOAD

2. THE TIE-BACK MOVEMENTS SHALL BE MEASURED FROM THE INITIAL ALIGNMENT LOAD (AL) AND RECORDED TO THE NEAREST 0.001 INCHES WITH RESPECT TO AN INDEPENDENT FIXED REFERENCE POINT AT THE ALIGNMENT LOAD AND AT EACH INCREMENT OF LOAD. THE ALIGNMENT LOAD IS A NOMINAL LOAD MAINTAINED ON THE TIE-BACK TO KEEP THE TESTING EQUIPMENT IN POSITION.

3. THE TEST LOAD SHALL BE MONITORED WITH A PRESSURE GAUGE. A REFERENCE GAUGE SHALL BE PLACED IN A SERIES WITH THE PRESSURE GAUGE DURING EACH PERFORMANCE TEST. IF THE REFERENCE PRESSURE GAUGE AND THE PRESSURE GAUGE READINGS DIFFER BY MORE THAN 10 PERCENT; THE JACK, PRESSURE GAUGE, AND REFERENCE GAUGE SHALL BE RECALCULATED.

AT LOAD INCREMENTS OTHER THAN THE MAXIMUM LOAD, THE LOAD SHALL BE HELD JUST LONG ENOUGH TO OBTAIN THE

MOVEMENT READING, BUT NOT MORE THAN 1 MINUTE.

4. THE PUMP SHALL BE CAPABLE OF APPLYING EACH LOAD INCREMENT IN LESS THAN 60 SECONDS.

5. THE MAXIMUM TEST LOAD IN A PERFORMANCE TEST SHALL BE HELD FOR 10 MINUTES. THE ANCHOR MOVEMENT WITH RESPECT TO A FIXED REFERENCE SHALL BE MEASURED AND RECORDED AT 1 MINUTE, 2, 3, 4, 5, 6, AND 10 MINUTES. IF THE ANCHOR MOVEMENT BETWEEN THE 1 MINUTE AND 10 MINUTES EXCEEDS 0.04 INCHES, THE TEST LOAD SHALL BE MAINTAINED FOR AN ADDITIONAL 50 MINUTES. TOTAL MOVEMENTS SHALL THEN BE RECORDED AT 20, 30, 40, 50 AND 60 MINUTES.

6. LOCK-OFF THE LOAD AT 70% OF THE DESIGN LOAD (DL).

7. TIE-BACK ACCEPTANCE CRITERIA

a. TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80% OF THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED

LENGTH.

b. TIE-BACK CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04 INCHES OF MOVEMENT BETWEEN ONE (1) AND TEN (10)

MINUTES.

c. A PULLOUT FAILURE DOES NOT OCCUR AT THE MAXIMUM TEST LOAD.

d. IF MOVEMENT BETWEEN ONE (1) AND TEN (10) MINUTES EXCEEDS 0.04 INCHES, TIE-BACK MOVEMENTS SHALL BE RECORDED AT 20, 30, 40, 50 AND 60 MINUTES. MOVEMENT BETWEEN 10 MINUTES AND 60 MINUTES SHALL NOT EXCEED 0.08 INCHES.

8. 5% OR A MINIMUM OF 3 TIE-BACKS SHALL BE PERFORMANCE TESTED.

PROOF TEST PROCEDURE:

1. THE PROOF TEST SHALL BE MADE BY INCREMENTALLY LOADING THE TIE-BACKS IN

ACCORDANCE WITH THE FOLLOWING SCHEDULE:

PROOF TEST SCHEDULE:

AL

0.25 DL

0.50 DL

0.75 DL

1.00 DL

1.20 DL

1.33 DL

AL (OPTIONAL)

ADJUST TO LOCK-OFF LOAD

TIE-BACK DETAILB3

S-402S-402

CP-2

CP-5

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GENERAL NOTES:

1. EXISTING CONDITIONS ARE INTENDED TO PROVIDE GENERAL OVERVIEW OF

STRUCTURES BUT DO NOT INCLUDE ALL APPURTENANCES AND CONDITIONS.

2. METHODS OF DEMOLITION ARE THE CONTRACTOR'S RESPONSIBILITY UNLESS

OTHERWISE SPECIFIED AND SHALL BE TO THE SATISFACTION OF THE GOVERNMENT.

3. CONTRACTOR IS RESPONSIBLE FOR ALL DAMAGE DONE TO STRUCTURES AND

VESSELS OR INJURIES TO THE PUBLIC AS A RESULT OF PERFORMING THE WORK.

DEMOLITION NOTES:

1. PROVIDE CONTROL MEASURES AS REQUIRED BY ENVIRONMENTAL REGULATIONS

AND AS REQUIRED TO PREVENT DEBRIS FROM ENTERING THE WATER. UNDERWATER

INSPECTIONS MAY BE CONDUCTED BY THE GOVERNMENT TO ENSURE THE

CONTRACTOR HAS REMOVED ALL DEMOLITION AND CONSTRUCTION DEBRIS FROM

THE WATER.

2. PREVENT THE SPREAD OF DUST AND DEBRIS AND AVOID THE CREATION OF A

NUISANCE OR HAZARD IN THE SURROUNDING AREA. DO NOT USE WATER IF IT

RESULTS IN HAZARDOUS OR OBJECTIONABLE CONDITIONS SUCH AS, BUT NOT

LIMITED TO, FLOODING OR POLLUTION.

3. ALL MATERIAL REMOVED AND NOT REUSED SHALL BECOME THE PROPERTY OF THE

CONTRACTOR AND MUST BE REMOVED FROM THE GOVERNMENT'S PROPERTY.

REMOVED MATERIAL MUST BE DISPOSED OF IN ACCORDANCE WITH ALL LOCAL AND

FEDERAL LAWS.

4. THE PILES MUST BE PULLED. CUTTING OF THE PILES AT THE MUDLINE SHALL NOT BE

PERMITTED.

5. PROTECT EXISTING UTILITIES AND WORK WHICH ARE TO REMAIN IN PLACE, BE

REUSED, OR REMAIN THE PROPERTY OF THE GOVERNMENT.

6. THE EXISTING SITE IS KNOWN TO HAVE WIDESPREAD DEBRIS INCLUDING

MISCELLANEOUS SCRAP STEEL, TIRES, AND OTHER CONSTRUCTION DEBRIS. THE

CONTRACTOR IS RESPONSIBLE FOR THE REMOVAL AND DISPOSAL OF EXISTING

DEBRIS ON THE SEA FLOOR THAT INTERFERE WITH PILE INSTALLATION.

7. TIMBER ELEMENTS ARE CREOSOTE TREATED AND SHALL BE DISPOSED OF IN

ACCORDANCE WITH LOCAL,STATE, AND FEDERAL REGULATIONS.

8. THE REMOVALS PLANS AND DETAILS DEPICTED ARE BASED ON REFERENCE

DRAWINGS LISTED BELOW. SELECT DETAILS ARE SHOWN HERE FOR SCHEMATIC

PURPOSES ONLY. ACTUAL EXISTING CONDITIONS AND DETAILS MAY VARY.

9. PILE TIP ELEVATIONS MAY VARY FROM WHAT IS SHOWN.

REFERENCE DRAWINGS:

1. COVERED MOORINGS, SIUSLAW RIVER STATION, MAY 1970.

2. BOATHOUSE STABILIZATION, USCG STATION SIUSLAW RIVER, FLORENCE OREGON,

PROJECT NO. 426732, FEBRUARY 2006.

3. COVERED MOORINGS STABILIZATION, USCG STATION SIUSLAW RIVER, FLORENCE

OREGON, PROJECT NO. 5066654, MAY 2013.

SURVEY CONTROL NOTES:

1. MAINTAIN ADEQUATE SURVEY CONTROL AT ALL TIMES TO ESTABLISH AND MAINTAIN ALL

LINES AND ELEVATIONS. TRANSFER CONTROL FROM SHOWN POINTS TO THE PROJECT

SITE. INDEPENDENTLY CONFIRM CRITICAL LAYOUT POINTS, INCLUDING ELEVATION OF

BRIDGE AND BOATHOUSE, THROUGHOUT ALL PHASE OF CONSTRUCTION.

2. TOPOGRAPHIC AND HYDROGRAPHIC SURVEY PERFORMED BY AKS ENGINEERING &

FORESTRY, LLC FROM OCTOBER 2022 TO DECEMBER 2022 USING VARIOUS SURVEY

METHODS. FEATURES SHOWN CAN ONLY BE CONSIDERED INDICATIVE OF CONDITIONS

EXISTING AT THAT TIME.

3. ALL UTILITIES ARE SHOWN IN SCHEMATIC FASHION. THEIR LOCATIONS ARE NOT PRECISE

OR NECESSARILY ACCURATE. NO WORK WHATSOEVER SHALL BE UNDERTAKEN ON THIS

SITE USING THESE DRAWINGS TO LOCATE THE UTILITIES. CONSULT WITH THE PROPER

AUTHORITIES CONCERNED WITH THE SUBJECT SERVICE LOCATIONS FOR INFORMATION

REGARDING SUCH. CALL DIG-SAFE AT 1-888-DIG-SAFE. ANY DAMAGE TO EXISTING

UTILITIES SHALL BE REPAIRED AT NO ADDITIONAL COST TO THE GOVERNMENT.

ENVIRONMENTAL CONTROL NOTES:

1. THIS PROJECT REQUIRES THE IMPLEMENTATION OF ENVIRONMENTAL CONTROL

MEASURES DURING ALL CONSTRUCTION WORK, INCLUDING DEMOLITION AND

INSTALLATION.

2. ENVIRONMENTAL CONTROLS MUST CONFORM TO ALL FEDERAL, STATE, AND LOCAL

REGULATIONS AND PERMITS.

3. ENVIRONMENTAL CONTROLS MUST INCLUDE BUT NOT BE LIMITED TO: FLOATING

BOOMS, TURBIDITY CURTAINS, AND OTHER MEASURES TO CONTROL TURBIDITY, PH,

AND DUST.

4. USE NETS, TARPS, WORK PLATFORMS, OR OTHER APPROVED EQUIVALENT MEANS TO

PREVENT DEBRIS FROM FALLING INTO THE RIVER. REMOVE ANY DEBRIS THAT DOES

FALL INTO THE RIVER AT THE CONTRACTOR'S OWN EXPENSE.

5. THE CONTRACTOR IS NOTIFIED THAT UNDERWATER INSPECTIONS MAY BE

CONDUCTED TO ENSURE THAT ALL CONSTRUCTION DEBRIS HAS BEEN REMOVED.

6. STORAGE, FUELING, AND LUBRICATION OF EQUIPMENT MUST BE CONDUCTED IN A

MANNER THAT AFFORDS THE MAXIMUM PROTECTION AGAINST SPILL AND

EVAPORATION. FUEL, LUBRICANTS, AND OIL MUST BE MANAGED AND STORED IN

ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS AND PERMITS.

7. DEVELOP, IMPLEMENT, AND FOLLOW BEST MANAGEMENT PRACTICES FOR FUELING

AND MAINTENANCE OF ALL EQUIPMENT TO PREVENT SPILLS OR POLLUTION.

PREVENTION MEASURES SHALL INCLUDE BUT NOT BE LIMITED TO USE OF DRIP PANS

AND FUNNELS.

WATERFRONT DEMOLITION

0 4' 8' 16'

SURVEY POINTS

CONCRETE

STORM

WATER BASIN

CONCRETE

STEPS

CONCRETE

RETAINING WALL

ROADWAY

BRIDGE

EXISTING SURVEY CONTROL POINTS

ID NORTHING EASTING

CP-2 871838.1230 3968359.8430

CP-5 871784.9890 3968425.7390

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CIVIL ENGINEERINGOREGON

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STRUCTURES FACING SOUTH E2

OVERALL VIEW OF WATERFRONT

STRUCTURES FACING EAST E5 EXTERIOR FLOATING DOCK E7 EXTERIOR GANGWAY E9

BRIDGE BENT 2 A2 SPLICE CONNECTION PLATE A5 CONCRETE RETAINING WALL A7 TO RETAINING WALL A9

CONNECTION TO BRIDGE C2 OF BRIDGE ABOVE DECK C5 OF BRIDGE SUBSTRUCTURE C7 OF BRIDGE UNDERDECK C9

OVERALL VIEW OF WATERFRONT OVERALL VIEW OF OVERALL VIEW OF

EXTERIOR GANGWAY TOP OVERALL VIEW OVERALL VIEW OVERALL VIEW

BRIDGE STRINGER END OF BRIDGE AT STRINGER CONNECTION

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

W

AT

ER

FR

ON

T

DE

M

OL

IT

IO

N

PH

OT

OS

SHORELINE

EROSION

WD002

2W

D

2W

D

2.

D

W G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERINGOREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

NOTES:

1. THE DEMOLITION PLANS AND DETAILS DEPICTED ARE BASED ON REFERENCE

DRAWINGS LISTED ON SHEET WD001. SELECT DETAILS ARE SHOWN FOR

SCHEMATIC PURPOSE ONLY. ACTUAL EXISTING CONDITIONS AND DETAILS

MAY VARY. OTHER DETAILS ARE FURTHER DEPICTED IN THE REFERENCE

DRAWINGS.

LEGEND

10' CONTOURS

WATERFRONT DEMOLITION WORK PLAN

WATERFRONT DEMOLITION

WORK PLAN KEYNOTES:

A

B

A

MLLW

EL -0.28'

MHHW

EL +7.13'

FEMA 1% ANNUAL CHANCE

FLOOD (ZONE AE) EL +14.00'

2' CONTOURS

HMT

EL +10.40'

64'-10"±

GENERAL LIMITS OF DEMOLITION

B

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

W

AT

ER

FR

ON

T

DE

MO

LIT

IO

N W

OR

K

PL

AN

SHORELINE

EROSION

WD101

2W

D

2W

D

1.

D

W G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

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

EXTERIOR FLOATING DOCK SECTION E6

WD401 WD401

SEE NOTE 3

TIMBER WALE (TYP)CONCRETE FLOAT MODULE

EXTERIOR FLOATING DOCK

PILE LENGTHS (SEE NOTE 5)

PILE DESIGNATION PILE CUT OFF ELEVATION PILE TIP ELEVATION

1:A 20.5' -49.5' 1:B 26' -49' 2:A 20.5' -49.5' 2:B 26' -49'

BRIDGE DECK GRATE

BRIDGE

STRINGER

GANGWAY FRAME

STEEL PLATE (SEE NOTE 7)

TRANSITION PLATE

BID OPTION:

GANGWAY SHACKLE DETAIL

NTS - SHOWN FOR INFORMATIONAL PURPOSES

D1

WD401 WD401

BID OPTION:

GUIDE PILE ASSEMBLY DETAIL

NTS

D3

WD401 WD401

1. A NEW EXTERIOR FLOATING DOCK WILL BE INSTALLED AS PART OF A SEPARATE PROJECT.

2. FINAL SHOP DRAWINGS FOR THE NEW DOCK CAN BE REQUESTED FROM THE GOVERNMENT DURING

THE BID PHASE FOR THIS PROJECT.

3. THE EXTERIOR FLOATING DOCK DEPICTED ON THIS SHEET IS SCHEMATIC.

4. THE CONTRACTOR MUST VIF ALL MEASUREMENTS AND SIZES FOR THE EXTERIOR FLOATING DOCK.

5. PILE TIP ELEVATIONS MAY VARY FROM WHAT IS SHOWN.

6. FOR THE "EXTERIOR FLOATING DOCK GUIDE PILE REPLACEMENT" BID OPTION, THE CONTRACTOR

MUST REMOVE THE GUIDE PILES AND ASSEMBLY STANDOFF BRACKETS.

7. DEPENDING ON THE CONTRACTOR'S MEANS AND METHODS, THE CONTRACTOR MAY ELECT TO

REMOVE THE EXISTING ASSEMBLIES, GANGWAY, AND/OR FLOATING DOCK IN ORDER TO REPLACE THE GUIDE PILES. IF THESE ITEMS ARE REMOVED, THE CONTRACTOR WILL BE RESPONSIBLE THEIR

SAFE STORAGE ONSITE AND FOR THEIR RE-INSTALLATION.

NOTES:

AB

47'-11"±

(SEE NOTE 7)

BRIDGE

TIMBER

WALE (TYP)

CONCRETE FLOAT

MODULE (TYP)

SE

E

N O

TE

33' x 3' ALUMINUM GANGWAY

(SEE NOTE 7)

WEAR PLATE

CLEAT (TYP)

0' 2' 4' 6'SCALE: "=1'-0"3

BID OPTION

EXTERIOR FLOATING DOCK PLAN

E6

WD401WD401

GUIDE ANGLES

(TYP)

D1

WD401WD401

D3

WD401WD401

GUIDE PILE

ASSEMBLY (TYP)

LEGEND

BENT DESIGNATION

KEY PLAN

SCALE: NTS

GANGWAY

CONNECTION TAB

SHACKLE (SEE NOTE 7)

ROW DESIGNATIONA ROW DESIGNATION

RUBBER D-FENDER (TYP)

CLEAT (TYP)

RUBBER

D-FENDER (TYP)

REMOVABLE STEEL

GUIDE PILE ASSEMBLY

(SEE NOTE 7)

14' DIA STEEL

GUIDE PILE

(TYP, REMOVE)

LIMITS OF DEMOLITION FOR "EXTERIOR FLOATING

DOCK GUIDE PILE REPLACEMENT" BID OPTION

STANDOFF BRACKET

(TYP, REMOVE)

2" UHMW BEARING PAD (TYP)

2" HDPE SHIMS (TYP)

14" DIA STEEL GUIDE PILE

(REMOVE)

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

EX

TE

RIO

R D

OC

K D

EM

OL

ITI

ON

PL

AN

SE

CT

IO

N

SHORELINE

EROSION

WD401

2W

D

2W

D

1.

D

W G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERINGOREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

F1

WD403WD402

D

ES

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

SCALE: 316"=1'-0" 0 4' 8' 12'

BRIDGE ELEVATIONA4

WD402 WD402

A

B

C

2 3 4 5

126'-8"±

7' -7

BOATHOUSEW12x65 STRINGER (TYP) W12x65 PILE

CAP (TYP)

APPROX. RIVER

BOTTOM

ALUMINUM

HANDRAIL (TYP)

W12x65 STRINGER (TYP)W12x65 PILE

CAP (TYP)

0' 4' 8' 12'SCALE: "=1'-0"3

BRIDGE PLAN

12" DIA

TIMBER

PILE (TYP)

18" DIA STEEL

PILE (TYP)

A5

WD403WD402

BOATHOUSE

EL +8.78' ±

EL -26.78' ±

EL -43.78' ±

EL -49.78' ±

MHHW EL +7.13'

MLLW EL -0.28'

NAVD88 EL 0.00'

FIBERGLASS GRATED

DECK (TYP)

EL UNK

HMT EL +10.40'

BRIDGE DECK EL +15.52' ±

LEGEND

A

REMOVE, SALVAGE, AND RE-INSTALL

PILE ROW DESIGNATION

PILE BENT DESIGNATION1

A4

WD402WD402

CONCRETE

RETAINING WALL

PAVEMENT

18" DIA

STEEL PILE

CONCRETE

RETAINING WALL

18" DIA

STEEL PILE

18" DIA

STEEL

PILE

12" DIA

TIMBER PILE

18" DIA

STEEL

PILE

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

BR

ID

GE

D

EM

OL

ITI

ON

P

LA

N

EL

EV

AT

IO

N

SHORELINE

EROSION

WD402

2W

D

2W

D

2.

D

W G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

C1

WD403WD402

PILE CAP TO PILE

CONNECTION

A1

WD403WD402

STRINGER SPLICE

PLATE CONNECTION

STRINGER TO RETAINING

WALL CONNECTION

OREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

0 1" 2"SCALE: 1"=1"

BRIDGE SECTION A5

WD402 WD403

MHHW EL +7.13'

NAVD88 EL +10.40'

BRIDGE DECK EL +15.52' ±

LEGEND

PILE ROW DESIGNATIONA

STEEL

KICKPLATE (TYP)

W12x65

STRINGER (TYP)

W12x65 PILE CAP

12" DIA TIMBER

PILE (TYP)

STEEL PILE

TOP JACKET (TYP)

FIBERGLASS

DECKING

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

STRINGER TO RETAINING

WALL CONNECTIONF1

WD402 WD403

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

STRINGER SPLICE

PLATE CONNECTIONA1

WD402 WD403

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

PILE CAP TO PILE

CONNECTIONC1

WD402 WD403

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

BR

ID

GE

D

EM

OL

ITI

ON

S

EC

TIO

N

DE

TA

ILS

SHORELINE

EROSION

WD403

2W

D

2W

D

3.

D

W G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

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N

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D

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IG

N

/1

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U.S. COAST GUARD

CIVIL ENGINEERING

STEEL ANCHOR

CONCRETE

RETAINING WALL

STEEL

PILE CAP

STEEL

SPLICE PLATE

STEEL

STRINGER (TYP)

STEEL BOLT

(CUT AND

REMOVE, TYP)

STEEL

PIPE PILE

STEEL KICK PLATE AND

FIBERGLASS DECKING

PAVEMENT

STEEL TOP PLATE

STEEL PIPE PILE

STEEL STRINGER

STEEL KICK PLATE AND

FIBERGLASS DECKING

STEEL EMBED

PLATE

REMOVE, SALVAGE, AND RE-INSTALL

PILE TIP EL UNK

APPROX

EXISTING

GRADE

AC

4'-0"

STEEL

HANDRAIL (TYP)

STEEL SPLICE

PLATE (TYP)

5'-0"

WELD MATERIAL

ALL AROUND

(GRIND DOWN

AND REMOVE)

STEEL PILE CAP

STEEL

STRINGER (TYP)

WELD MATERIAL

ALL AROUND

(GRIND DOWN

AND REMOVE)

STEEL KICK PLATE AND

FIBERGLASS DECKING

OREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

EXPIRES: 12/31/2025

E N G I N E E R

UTILITIES BEYOND,

SHOWN SCHEMATICALLY

(SEE SHEET CS100, TYP)

DESIGN FLOOD EL +15.30'

MLLW EL -0.28'

MHHW EL +7.13'

HAT EL +9.14'

LAT EL -2.75'

FEMA 1% ANNUAL CHANCE FLOOD

(ZONE AE) EL +14.00'

NAVD88 EL 0.00'

MSL EL +3.72'

HMT EL +10.40'

D

ES

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

GENERAL NOTES:

1. METHODS OF CONSTRUCTION AND ERECTION ARE THE

CONTRACTOR'S RESPONSIBILITY UNLESS OTHERWISE

SPECIFIED AND SHALL BE TO THE SATISFACTION OF

THE GOVERNMENT.

2. SEE SURVEY CONTROL NOTES ON SHEET WD001.

3. SEE ENVIRONMENTAL CONTROL NOTES ON SHEET

WD001.

PROJECT DATUM

REFERENCES AND STANDARDS:

1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, MANUAL OF STEEL

CONSTRUCTION, 15TH EDITION, 2016 (AISC 360-16)

2. AMERICAN SOCIETY OF CIVIL ENGINEERS, SEISMIC DESIGN OF PIERS &

WHARVES, 2014 (ASCE 61-14)

3. DEPARTMENT OF DEFENSE, UNIFIED FACILITIES CRITERIA, DESIGN: PIERS AND

WHARVES, 2017 (UFC 4-152-01)

NOTES:

1. PROJECT VERTICAL DATUM IS NAVD88.

2. MLLW-TO-NAVD88 CONVERSION IS PER NOAA VDATUM

VERSION 4.6, ACCESSED JULY 2023.

3. OTHER TIDAL DATUM ARE PER NOAA STATION 9434098, UON.

4. LOCAL DATUM FOR NOAA STATION IS EL -20.48'.

5. HMT IS PER 2010 OREGON DEPARTMENT OF STATE LANDS

MEMORANDUM: "USING TIDAL DATA TO DETERMINE HIGHEST

MEASURED TIDE" (STATION SIUSLAW RIVER - FLORENCE:

HMT_NAVD).

DESIGN ALLOWANCES:

IT IS ASSUMED THAT SOME OF THE EXISTING SITE PARAMETERS WILL CHANGE

OVER THE SERVICE LIFE OF THE FACILITY. THE WATERFRONT STRUCTURES HAVE

BEEN ANALYZED AND DESIGNED FOR THE FOLLOWING CHANGES:

1. SEA LEVEL

a. THE DESIGN ALLOWS FOR A 1.30' INCREASE TO THE EXISTING BASE

FLOOD ELEVATION.

2. SCOUR

a. THE DESIGN ALLOWS FOR CONTINUED SCOUR OF THE EXISTING RIVER

BOTTOM.

b. FOR NON-SEISMIC LOAD CASES, INCLUDING ALL LOAD CASES THAT

CONSIDER FORCES FROM WIND, WAVE, OR CURRENT, THE DESIGN

ALLOWS FOR AN EXTREME SCOUR CONDITION. THIS CONDITION IS

DEPICTED AS THE "TOTAL SCOUR ALLOWANCE" IN THIS DRAWING SET.

c. FOR SEISMIC LOAD CASES, THE DESIGN ALLOWS FOR A LESS EXTREME

SCOUR CONDITION. THIS CONDITION IS DEPICTED AS THE "CHANNEL

MIGRATION ALLOWANCE" IN THIS DRAWING SET.

d. THE SCOUR ALLOWANCES VARY BASED ON LOCATION. THE DESIGN RIVER

BOTTOM ELEVATIONS FOR EACH STRUCTURE ARE DEPICTED IN THIS

DRAWING SET. THE MAXIMUM TOTAL SCOUR ALLOWANCE AT ANY

LOCATION IS 17.80'.

e. THE SCOUR ALLOWANCES ARE INFORMED BY "BOATHOUSE SCOUR AND

BANK EROSION REPORT", TRANSYSTEMS, 09/15/2023.

3. CORROSION

a. THE DESIGN ALLOWS FOR A UNIFORM 18" LOSS OF THICKNESS ON ALL

STEEL PIPE PILES BELOW EL +12.00' NAVD88.

b. THE DESIGN ALLOWS FOR A UNIFORM 14" LOSS OF THICKNESS ON ALL

ROLLED STRUCTURAL STEEL SHAPES BELOW EL +12.00' NAVD88.

c. THE DESIGN DOES NOT MAKE A SPECIFIC ALLOWANCE FOR CORROSION

OF STEEL FITTINGS, PLATES, NUTS, BOLTS, OR OTHER FASTENERS.

d. THE DESIGN DOES NOT MAKE A SPECIFIC ALLOWANCE FOR CORROSION

OF ANY MEMBERS ABOVE +12.00' NAVD88.

WATERFRONT STRUCTURAL

COATING SYSTEM NOTES:

1. COAT STEEL PIPE PILES WITH A 12 MIL MINIMUM THICKNESS FUSION BONDED

EPOXY COATING SYSTEM FROM THE TOP OF THE PILE TO 15 FT BELOW THE

DESIGN RIVER BOTTOM ELEVATION, INCLUDING TOTAL SCOUR ALLOWANCE.

2. STEEL PIPE PILE COATING SYSTEM MUST BE INSPECTED AND REPAIRED, ALONG

WITH DOCUMENTATION, PRIOR TO INSTALLING.

3. ALL STEEL EXCEPT FOR PILES TO BE HOT DIPPED GALVANIZED IN ACCORDANCE

WITH ASTM A123 AND ASTM A385. ALL FASTENERS MUST BE HDG IN

ACCORDANCE WITH ASTM A153.

4. COATING SYSTEM SHALL BE APPLIED, CURED, AND PROTECTED IN

ACCORDANCE WITH SPECIFICATIONS AND MANUFACTURER'S WRITTEN

INSTRUCTIONS.

STRUCTURAL STEEL NOTES:

1. ALL STRUCTURAL STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE

LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL.

2. ALL STRUCTURAL STEEL WELDING SHALL BE IN ACCORDANCE WITH THE AWS

D1.1 AND D3.6M. ELECTRODES SHALL BE E70XX LOW HYDROGEN IN

ACCORDANCE WITH AWS SPECIFICATIONS.

3. ALL STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A572, GRADE 50,

OR ASTM A992, UNLESS OTHERWISE INDICATED.

4. ALL STRUCTURAL STEEL SHALL BE COATED IN ACCORDANCE WITH THE

SPECIFICATIONS.

5. USE ISOLATION BUSHING IN ALL LOCATIONS WHERE DISSIMILAR METALS ARE IN

CONTACT WITH EACH OTHER.

PILE DRIVING NOTES:

1. DRIVE PILES TO THE TIP ELEVATIONS DEPICTED ON THE DRAWINGS.

2. CONTRACTOR IS RESPONSIBLE FOR FOLLOWING ALL REQUIRED PERMIT

CONDITIONS RELATED TO IN-WATER AND PILE DRIVING WORK.

3. KEEP A LOG OF PILE DRIVING ACTIVITY.

4. DURING IMPACT DRIVING, PLACE BUBBLE CURTAINS AROUND THE FULL PILE

PERIMETER. BUBBLE CURTAINS MUST BE PROPERLY CONFIGURED FOR THE RIVER

CURRENT AT ALL TIMES.

5. IMPLEMENT A SOFT START TO PILE DRIVING AT THE BEGINNING OF EACH

WORKDAY. A SOFT START MUST ALSO BE USED WHEN RESUMING PILE DRIVING

AFTER A CESSATION OF 30 MINUTES OR LONGER.

a. IMPACT PILE DRIVING SHALL COMMENCE WITH 3 SETS OF 3 STRIKES EACH BY

THE HAMMER AT 40% ENERGY. EACH 3-STRIKE SET SHALL BE FOLLOWED BY A

ONE MINUTE WAIT PERIOD.

b. VIBRATORY PILE DRIVING SHALL BE INITIATED WITH 3 SETS OF 15 SECONDS

EACH OF REDUCED- ENERGY DRIVING. EACH 15-SECOND SET SHALL BE

FOLLOWED BY A ONE MINUTE WAIT PERIOD.

STEEL PIPE PILE NOTES:

1. STEEL PIPE PILES SHALL BE ASTM A252 OR API 5L, WITH MINIMUM YIELD

STRENGTH OF 45,000 PSI AND MINIMUM TENSILE STRENGTH OF 66,000 PSI.

2. STEEL PIPES PILES MUST BE SEAMLESS OR STRAIGHT SEAM.

3. STEEL PIPE PILES MUST BE DRIVEN WITH AN OPEN END, CAST STEEL CUTTING

SHOE.

4. A MAXIMUM OF ONE SPLICE IS ALLOWED PER STEEL PIPE PILE. ALL PILE SPLICES

MUST BE LOCATED BELOW THE DESIGN RIVER BOTTOM ELEVATION (INCLUDING

TOTAL SCOUR ALLOWANCE) UNLESS APPROVED OTHERWISE.

5. ANY PORTION OF PILE CRACKED, DEFORMED, OTHERWISE DAMAGED BY PILE

DRIVING SHALL BE REPLACED AT NO ADDITIONAL COST TO THE GOVERNMENT.

6. STEEL PIPE PILES MUST BE INSTALLED WITH AN INITIAL VIBRATORY SET AND

VIBRATORY DRIVING THROUGH SOFTER SOILS, FOLLOWED BY IMPACT DRIVING

TO ACHIEVE THE REQUIRED TIP ELEVATION.

7. IT IS ASSUMED THAT A SOIL PLUG WILL DEVELOP DURING DRIVING, AND THE

INTERNAL MUDLINE ELEVATION WITHIN THE STEEL PIPE PILES WILL BE LOWER

THAN THE EXTERNAL MUDLINE ELEVATION. AFTER DRIVING, REMOVE WATER

FROM INSIDE PILES, AND FILL THE PILES WITH CONCRETE BY PUMPING, FROM

INTERNAL MUDLINE TO THE TOP OF PILE.

8. SUBMIT INSTALLATION PROCEDURES IN ACCORDANCE WITH THE

SPECIFICATIONS. INCLUDE MEANS AND METHODS TO PREVENT ANY SPILLAGE

OF CONCRETE INTO THE WATER.

CONCRETE NOTES:

1. THE NOTES BELOW APPLY ONLY TO THE CONCRETE WORK SHOWN IN WATERFRONT

STRUCTURAL PROJECT DRAWINGS.

2. CONCRETE MUST BE IN ACCORDANCE WITH OREGON DOT STANDARD SPECIFICATIONS

FOR DRILLED SHAFT CONCRETE.

C O

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SHORELINE

EROSION

WS001

2W

S0

2W

S0

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/1

6/

U.S. COAST GUARD

CIVIL ENGINEERINGOREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

EXPIRES: 12/31/2025

E N G I N E E RABBREVIATIONS

± / APPROX APPROXIMATE(LY)

ASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALS

CIP CAST IN PLACE

℄ CENTERLINE

CLR CLEAR

CONC CONCRETE

CONT CONTINUOUS

Ø / DIA DIAMETER

EA EACH

EL / ELEV ELEVATION IN FEET

GALV GALVANIZED

FT FOOT / FEET

HAT HIGHEST ASTRONOMICAL TIDE

HMT HIGHEST MEASURED TIDE

HORIZ / H HORIZONTAL

ID INNER DIAMETER

IN. INCH(ES)

LAT LOWEST ASTRONOMICAL TIDE

LOWL LOWEST OBSERVED WATER LEVEL

MAX MAXIMUM

MHHW MEAN HIGHER HIGH WATER

MIN MINIMUM

MLLW MEAN LOWER LOW WATER

MSL MEAN SEA LEVEL

MSL MEAN SEA LEVEL

NAVD88 NATIONAL VERTICAL DATUM 1988

NTS NOT TO SCALE

OC ON CENTER

OD OUTER DIAMETER

TYP TYPICAL

UHMW ULTRA HIGH MOLECULAR WEIGHT

POLYETHYLENE

UON UNLESS OTHERWISE NOTED

VERT / V VERTICAL

VIF VERIFY IN FIELD

W/ WITH

WP WORKING POINT

IG

N

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B

Y:

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C

R

IP

TI

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AR

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ED

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B Y:

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D

B Y:

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B Y:

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2 3 4 5 6 7 8 9 10

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SHEET ID

WATERFRONT STRUCTURAL WORK PLAN

LEGEND

GENERAL LIMITS OF WORK

10' CONTOURS

2' CONTOURS

DESIGN FLOOD

EL +15.30'

MALLOW

EL -0.28'

HRH

EL +7.13'

FEM 1% ANNUAL CHANCE

FLOOD (ZONE ABE) EL

+14.00'

MT

EL +10.40'

BULKHEAD (SHOWN

SCHEMATICALLY,

SEE SHEET S-100)

WATERFRONT STRUCTURAL

WORK PLAN KEYNOTES:

A

C

A

64'-10"±

C

C O

VE

R

S H

O R

EL

IN

E

ER

O

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O N

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EN

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U C

TU

R

AL

W

AT

ER

FR

ON

T S

TR

UC

TU

RA

L W

OR

K

PL

AN

COVERED

MOORINGS

WS101

2W

S1

2W

S1

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

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AT

TL

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N D

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0-

5-

P5

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G , L

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1:

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/2 5/

0% S

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BM

IT

TA

L

/0 9/

FI

N

AL

S U

BM

IT

TA

L

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

B

IG

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B

Y:

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C

R

IP

TI

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B Y:

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B Y:

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2 3 4 5 6 7 8 9 10

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SHEET ID

0 1' 2' 4'SCALE: "=1'-0"1

BID OPTION: EXTERIOR FLOATING DOCK PLAN

KEY PLAN

SCALE: NTS

LEGEND:

CP-3

CONTROL POINT (TAKEN AT PILE CENTER)

CCP-8

CCP-9

PILE DESIGNATION

1. ALL WORK ON THIS SHEET IS PART OF THE

"EXTERIOR FLOATING DOCK GUIDE PILE

REPLACEMENT" BID OPTION, UON.

2. A NEW EXTERIOR FLOATING DOCK WILL BE

INSTALLED AS PART OF A SEPARATE PROJECT

PRIOR TO THIS PRESENT PROJECT. DRAWINGS

SHOW NEW EXTERIOR FLOAT, WHICH WILL BE

PROVIDED BY OTHERS.

3. FINAL SHOP DRAWINGS FOR THE NEW DOCK CAN

BE REQUESTED FROM THE GOVERNMENT DURING

THE BID PHASE FOR THIS PROJECT.

4. THE EXTERIOR FLOATING DOCK DEPICTED ON

THIS SHEET IS SCHEMATIC.

5. THE CONTRACTOR MUST VIF ALL MEASUREMENTS

AND SIZES FOR THE EXTERIOR FLOATING DOCK.

6. DEPENDING ON THE CONTRACTOR'S MEANS AND

METHODS, THE CONTRACTOR MAY ELECT TO

REMOVE THE EXISTING ASSEMBLIES, GANGWAY,

AND/OR FLOATING DOCK IN ORDER TO REPLACE

THE GUIDE PILES. IF THESE ITEMS ARE REMOVED,

THE CONTRACTOR WILL BE RESPONSIBLE THEIR

SAFE STORAGE ONSITE AND FOR THEIR

RE-INSTALLATION.

NOTES:

EXISTING TIMBER

WALE (TYP)

EXISTING CONCRETE

FLOAT MODULE (TYP)

EXISTING 33' x 3' ALUMINUM GANGWAY

(SEE NOTE 6)

EXISTING WEAR

PLATE

EXISTING CLEAT

(TYP)

EXISTING GUIDE ANGLE

(TYP)

GANGWAY TOP

CONNECTION

(SEE NOTE 6)

47'-11"±

(SEE NOTE 6)

EXISTING RUBBER

D-FENDER (TYP)

5' -8

BID OPTION: PLUMB CONCRETE-FILLED STEEL PP20x0.625

A4

WS401WS102

A1

WS402WS102

REMOVABLE STEEL GUIDE PILE

ASSEMBLY (TYP, SEE NOTE 6)

5' -8

EXISTING BRIDGE

EXISTING

BOATHOUSE

9' -8

4' -0

M

IN

C O

R R

EC

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EN

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ST

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C

TU

R

AL

EX

TE

RI

OR

F

LO

AT

IN

G

DO

CK

P

LA

N

SHORELINE

EROSION

WS102

2W

S1

2W

S1

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

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N D

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D

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M D

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D /K

FR

TR

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BE

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0-

5-

P5

AP

PL

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AR

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EN

G

IN

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R

IN

G , L

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PO

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6/

U.S. COAST GUARD

CIVIL ENGINEERINGOREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

IG

N

ED

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Y:

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ES

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TI

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IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

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D

C

B

A

PL

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SHEET ID

0' 4' 8' 12'SCALE: "=1'-0"3

BRIDGE FRAMING PLAN

KEY PLAN

SCALE: NTS

LEGEND:

PILE ROW DESIGNATION

PILE BENT DESIGNATION1

A

PILE CAP℄

SEE SHEET

WS301 FOR MIN

CLR. DISTANCES

C O

R R

EC

T

SH

O

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IN

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ER

O

SI

O

N

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AT

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N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

BR

ID

GE

F

RA

M

IN

G

PL

AN

SHORELINE

EROSION

WS103

2W

S1

2W

S1

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

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S H

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D

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/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

30°MAX (TYP)

BID OPTION: SUPPLEMENTAL PILE NO. 4

(VIF PROXIMITY OF EXISTING FEATURES

AND ADJUST POSITION WITHIN

TOLERANCES SHOWN TO AVOID CONFLICTS)

PILE CAP℄ 30°MAX(TYP)

BID OPTION:

SUPPLEMENTAL PILE NO. 2

BID OPTION:

SUPPLEMENTAL

PILE BRACE (TYP)

EXISTING STEEL

PILE CAP (TYP)

EXISTING STEEL

STRINGER (TYP)

EXISTING STEEL

PILE (TYP)

EXISTING

CONCRETE

RETAINING WALL

BASE BID: STEEL

STRINGER

(RE-INSTALL, TYP)

BASE BID: FIBERGLASS

DECKING (RE-INSTALL)

BASE BID: TIED

BACK BULKHEAD

WALL, SEE SHEET S-100

EXISTING GANGWAY

EXISTING FLOATING

DOCK GUIDE PILES

EXISTING BOATHOUSE

PLUMB PILE (TYP)

EXISTING BOATHOUSE

BATTER PILE (TYP)

EXISTING

STABILIZATION

FRAME

EXISTING BOATHOUSE

PILE CAP

EXISTING

FIBERGLASS

DECKING (TYP)

EXISTING

TIMBER PILE

1 2 3 4 5

123'-0"±

A

C

B

A2

WS301WS103

BID OPTION:

SUPPLEMENTAL PILE NO. 1

BASE BID:

STEEL PILE

CAP (RE-INSTALL)

EXISTING

TIMBER PILE

A5

WS201WS103

OREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

EXPIRES: 12/31/2025

E N G I N E E R

BID OPTION: SUPPLEMENTAL PILE NO. 3

(VIF PROXIMITY OF EXISTING FEATURES

AND ADJUST POSITION WITHIN

TOLERANCES SHOWN TO AVOID CONFLICTS)

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

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SU

LT

IN

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/E

PR

O

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C

T

EN

G

IN

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R

A/

E

PR

O

JE

C T

N O

SHEET ID

SCALE: 316"=1'-0" 0 4' 8' 12'

BRIDGE ELEVATIONA5

WS103 WS201LEGEND:

PILE BENT DESIGNATION1

NAVD88 EL 0.00'

MHHW EL +7.13'

MLLW EL -0.28'

HMT EL +10.40'

EXISTING RIVER BOTTOM,

EL VARIES, SEE CONTOURS

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

BR

ID

GE

E

LE

VA

TI

ON

SHORELINE

EROSION

WS201

2W

S2

2W

S2

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

1 2 3 4 5

DECK EL +15.52'

SUPPLEMENTAL PILE EL+20.00'

TOP OF

EL UNK

EL UNK

EL +8.78'

EL -26.78'

EL -43.78'

EL -49.78'

SEE SHEET S-100

PILE TIP EL-74.00'

SUPPLEMENTAL

123'-0"±

EXISTING

STEEL PILE

BID OPTION:

SUPPLEMENTAL PILE

EXISTING STEEL

PILE CAP (TYP)

EXISTING STEEL

STRINGER

EXISTING

TIMBER PILE

EXISTING STEEL PILE

(BEYOND)

EXISTING

STEEL PILE

EXISTING

CONCRETE

RETAINING WALL

EXISTING GRADE

EXISTING

BOATHOUSE

EXISTING STEEL

HANDRAIL (TYP)

EXISTING RIP

RAP LAYER,

DEPTH UNK

BASE BID: STEEL

STRINGER (RE-INSTALL)

BASE BID: STEEL KICK PLATE AND

FIBERGLASS DECKING (RE-INSTALL)

BASE BID: STEEL HANDRAIL

(RE-INSTALL, TYP)

BASE BID: TIED BACK

BULKHEAD WALL, SEE

SHEET S-100

A4

WS501WS201

BID OPTION: ALUMINUM

ANODE (TYP)

F7

WS501WS201

C7

WS501WS201

BASE BID: PILE CAP TO

PILE CONNECTION

A7

WS501WS201

BASE BID: STRINGER

SPLICE PLATE

CONNECTION

BASE BID: STRINGER

TO RETAINING

WALL CONNECTION

BID OPTION:

SUPPLEMENTAL PILE

EXISTING STEEL PILE

(BEYOND)

OREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

0 2' 4' 6'SCALE: 3 8"=1'-0"

BID OPTION: BRIDGE

SECTION AT SUPPLEMENTAL PILESA2

WS103 WS301

1'-1 1/2"

1'-0 1/2"

MIDDLE BRACE

EL +5.50' MIN, EL +8.00' MAX

TOP BRACE

EL +10.00' MIN, EL +12.50' MAX

BOTTOM BRACE

EL +1.00' MIN, EL +3.50' MAX

EXISTING BRIDGE PILE℄

CONCRETE-FILLED PIPE PILE℄

CONCRETE-FILLED

STEEL PIPE PILE (TYP)

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

BID OPTION:

SUPPLEMENTAL PILE FRAMEA6

WS301 WS301

FRAME NOTES:

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE PROPER FIT-UP

OF THE SUPPLEMENTAL PILES AND FRAMES, WITHIN THE DIMENSION

TOLERANCES SPECIFIED HEREIN.

2. PRIOR TO MANUFACTURING FRAMES, VIF THE POSITION AND

ELEVATIONS OF NEARBY EXISTING MEMBERS, INCLUDING PLUMB PILES,

BATTER PILES FROM BOATHOUSE STABILIZATION FRAME, BRACES,

CLAMPS, DECK, AND GANGWAY.

3. SELECT FINAL BRACE GEOMETRY TO AVOID CONFLICT WITH ANY

EXISTING MEMBERS.

(EL +11.25' SHOWN; SEE NOTES)

(EL +6.75' SHOWN; SEE NOTES)

(EL +2.25' SHOWN; SEE NOTES)

STEEL HSS 6x6x3

LATERAL BRACE (TYP)

STEEL HSS 6x6x3

ANGLED BRACE (TYP)

EXISTING STEEL

PIPE PILE (TYP)

EXISTING STEEL

CROSS BRACE (TYP)

EXISTING STEEL CLAMP

ASSEMBLY (TYP)

A2

WS501WS301

EXISTING STEEL

PIPE PILE

CONCRETE-FILLED

STEEL PIPE PILE

EXISTING STEEL

CROSS BRACE (TYP)

EXISTING

STEEL PILE

CAP (TYP)

EXISTING

STRINGER

(TYP)

EXISTING

UTILITIES, SHOWN

SCHEMATICALLY (SEE

SHEET CS100, TYP)

EXISTING STEEL

HANDRAIL (TYP)

EXISTING

FIBERGLASS

DECKING

NAVD88 EL 0.00'

MHHW EL +7.13'

PILE TIP EL -74.00'

MLLW EL -0.28'

HMT EL +10.40'

TOP OF PILE EL +20.00'

EL VARIES, SEE SHEET WS201

EXISTING PILE TIP

SUPPLEMENTAL

PILE FRAME

A6

WS301WS301

DECK EL +15.52'

MIN 0'-6" CLR

(5'-10" SHOWN)

MIN 0'-6" CLR

(2'-7" SHOWN)

ALUMINUM

ANODE (TYP) A4

WS501WS301

E4

WS501WS301

C4

WS501WS301

STEEL

CHANNEL RAIL

STEEL PLATE

BRACKET (TYP)

EL VARIES, SEE WS101

EXISTING RIVER BOTTOM

VARIES

5'-0" TO 12'-8"

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

BR

ID

GE

S

EC

TI

ON

S

SHORELINE

EROSION

WS301

2W

S3

2W

S3

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

NOTE:

1. THE "SUPPLEMENTAL BRIDGE PILES" BID

OPTION INCLUDES INSTALLATION OF NEW

PIPE PILES AND BRACES AT BRIDGE

BENTS 4 AND 5. BENT 4 IS SHOWN.

OREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

EXPIRES: 12/31/2025

5/16 (TYP)

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

0 2' 4' 8'SCALE: 14"=1'-0"

BID OPTION: EXTERIOR FLOATING DOCK ELEVATIONA4

WS102 WS401

TOP OF PILE EL +20.50'

NAVD88 EL 0.00'

MLLW EL -0.28'

MHHW EL +7.13'

PILE TIP EL -74.00'

HMT EL +10.40'

TOP OF BRIDGE DECK EL +15.52'

EXISTING RIVER BOTTOM,

EL VARIES, SEE CONTOURS

RIVER BOTTOM ASSUMED FOR DESIGN

(SEISMIC LOAD CASES)

RIVER BOTTOM ASSUMED FOR DESIGN

(NON-SEISMIC LOAD CASES)

TO

TA

L

SC

O U

R

AL

LO

W

AN

C

E:

7' -1

0"

CHANNEL MIGRATION

ALLOWANCE: 2'-0"

ALUMINUM

ANODE (TYP)

A4

WS401 WS501

EXISTING CONCRETE

FLOATING DOCK

EXISTING GANGWAY

20" DIA CONCRETE-FILLED

STEEL GUIDE PILE (TYP)

EXISTING

BRIDGE PILE

(BEYOND, TYP)

REMOVABLE GUIDE PILE

ASSEMBLY (SEE SHEET

WS102 NOTES)

EXISTING

STEEL PILE

CAP (BEYOND)

EXISTING STEEL

STRINGER (TYP)

C1

WS401 WS402 F1

WS401 WS402PLASTIC

CAP (TYP)

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

EX

TE

RI

OR

F

LO

AT

IN

G

DO

CK

E

LE

VA

TI

ON

SHORELINE

EROSION

WS401

2W

S4

2W

S4

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERINGOREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

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SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

BID OPTION:

PLASTIC CAP CONNECTION

NTS

F1

WS401 WS402

WHITE PVC PILE CAP

8" STEEL ⅊

5/16 SEAL

STEEL PIPE PILE

BID OPTION: EXTERIOR

GANGWAY CONNECTION DETAIL

NTS - SHOWN FOR INFORMATIONAL PURPOSES

C1

WS401 WS402

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

BID OPTION: EXTERIOR

GUIDE PILE ASSEMBLY DETAILA1

WS102 WS402

20" DIA STEEL

GUIDE PILE

REMOVABLE STEEL GUIDE PILE

ASSEMBLY (SEE SHEET WS102 NOTES)

0'-1/2" MIN

(TYP)

WS501

ADJUST SHIMS TO

ACCOMMODATE 20"

DIA GUIDE PILES (TYP)

EXISTING EXTERIOR

FLOATING DOCK

1/2 1/2

EXISTING STEEL

STRINGER

EXISTING

GANGWAY

1" STEEL PLATE

(SEE SHEET WS102 NOTES)

1" SHACKLE

(SEE SHEET WS102 NOTES)

EXISTING

BRIDGE DECK

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

EX

TE

RI

OR

F

LO

AT

IN

G

DO

CK

D

ET

AI

LS

SHORELINE

EROSION

WS402

2W

S4

2W

S4

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERINGOREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

EXPIRES: 12/31/2025

E N G I N E E R

EXISTING

HANDRAIL

IG

N

ED

B

Y:

D

ES

C

R

IP

TI

O

N

M

AR

K

ED

IT

ED

B Y:

D

AT

E C

H

EC

KE

D

B Y:

D R

AW

N

B Y:

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

PL

O

TT

IN

G S

C

AL

E:

SC

AL

E:

U

SC

G D

R

AW

IN

G

N 0.

SH

EE

T O

F

U

SC

G P

R O

JE

C

T N

O

U

SC

G F

IL

E

N

AM

E

A/ E

C O

M

PA

N Y:

C O

N

SU

LT

IN

G A

/E

PR

O

JE

C

T

EN

G

IN

EE

R

A/

E

PR

O

JE

C T

N O

SHEET ID

0 2' 4' 6'SCALE: 3 8"=1'-0"

BID OPTION: ALUMINUM ANODEA4

WS201 WS501

3' -0

CONCRETE-FILLED

STEEL PIPE PILE

A36 FLAT BAR 14"x2"

8"x8"x36" TYPE III ALUM

ANODE 230 LB MIN,

EXCLUDING FLAT BAR

(TYP) 1/4

EXISTING RIVER

BOTTOM

CONCRETE-FILLED

STEEL PIPE PILE (TYP)

TOP OF PILE EL +20.00'

PILE TIP EL -74.00'

0 1' 2' 4'SCALE: 12"=1'-0"

BID OPTION: SUPPLEMENTAL PILEA2

WS301 WS501

NAVD88 EL 0.00'

MHHW EL +7.13'

MLLW EL -0.28'

HMT EL +10.40'

TOP OF CHANNEL EL +13.00'

BOTTOM OF CHANNEL EL +1.00'

A4

WS501WS501

ALUMINUM

ANODE (TYP)

F1

WS402WS501

PLASTIC CAP

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

BID OPTION: BRACE

CONNECTION TO NEW PILEE4

WS301 WS501

CONCRETE-FILLED

STEEL PP16x0.500

STEEL LATERAL

BRACE

(BOTH SIDES)5/1612-66

EXISTING RIVER BOTTOM,

EL VARIES, SEE CONTOURS

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

BID OPTION: BRACE

CONNECTION TO EXISTING PILEC4

WS301 WS501

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

BASE BID: STRINGER TO

RETAINING WALL CONNECTIONF7

WS201 WS501

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

BASE BID: STRINGER

SPLICE PLATE CONNECTIONA7

WS201 WS501

0 1 1/2'1/2' 1'SCALE: 11

2"=1'-0"

BASE BID: PILE CAP

TO PILE CONNECTIONC7

WS201 WS501

C O

R R

EC

T

SH

O

R

EL

IN

E

ER

O

SI

O

N

ST

AT

IO

N S

IU

SL

AW

R

IV

ER

FL

O

R

EN

C E

O R

W

AT

ER

FR

O N

T

ST

R U

C

TU

R

AL

PI

PE

P

IL

E

AN

D

BR

ID

GE

D

ET

AI

LS

SHORELINE

EROSION

WS501

2W

S5

2W

S5

.D W

G

U

SC

G F

D &C

C D

ET

S

EA

TT

LE

SE

C O

N D

A

VE

, R M

SE

AT

TL

E, W

AS

H

IN

G

TO

N

-1

LO

U

IE

L

IU

M D

M /S

N D

AM

D

/M D

M

M D

M

SN

D /K

FR

TR

AN

SY

ST

EM

S

C

EN

TE

R

S T.

BE

R

KE

LE

Y, C A

0-

5-

P5

AP

PL

ED

O

R E

M

AR

IN

E

EN

G

IN

EE

R

IN

G , L

LC

PO

R

TS

M O

U

TH

, N

EW

H

AM

PS

H

IR

E

1:

AS

S H

O W

N

FI

N

AL

D

ES

IG

N

/1

6/

U.S. COAST GUARD

CIVIL ENGINEERING

STEEL C12x30 RAIL

EXISTING 18" DIA

STEEL PIPE PILE

STEEL LATERAL BRACE

STEEL PLATE BRACKET,

1'-0" SQ, 12" THICK,

BEND TO MATCH PILE

5/16

1/4

5/16

RE-INSTALL

STEEL PILE CAP

RE-INSTALL STEEL

STRINGER

RE-INSTALL STEEL KICK PLATE

AND FIBERGLASS DECKING

EXISTING

STEEL ANCHOR

EXISTING

CONCRETE

RETAINING WALL

EXISTING STEEL

PILE CAP

CLEAN, RE-COAT, AND

RE-INSTALL STEEL SPLICE

PLATES, (2 PER STRINGER, 4 TOTAL)

RE-INSTALL

STEEL STRINGER

RE-INSTALL STEEL

KICK PLATE AND

FIBERGLASS DECKING

STEEL BOLT,

(8 PER STRINGER,

16 TOTAL; SEE NOTE)

EXISTING STEEL

PIPE PILE

EXISTING STEEL

STRINGER

EXISTING STEEL KICK PLATE

AND FIBERGLASS DECKING

EXISTING GRADE

1/4

BOLT NOTES:

1. PROVIDE ALL NEW FASTENERS SIZED TO FIT THE

EXISTING SPLICE PLATE BOLT HOLES.

2. FASTENERS MUST BE ASTM A325 TYPE 1, FULLY

THREADED HEX HEAD BOLTS.

3. EACH FASTENER MUST HAVE AN APPROPRIATELY

SIZED ASTM A563 NUT AND TWO APPROPRIATELY

SIZED ASTM F436/A436M WASHERS.

4. ALL FASTENERS MUST BE HOT DIPPED GALVANIZED IN

ACCORDANCE WITH ASTM A153.

5. TORQUE BOLTS IN ACCORDANCE WITH THE

MANUFACTURE'S RECOMMENDATIONS.

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EXISTING

STEEL TOP PLATE

EXISTING

STEEL PIPE PILE

RE-INSTALL STEEL

STRINGER

RE-INSTALL STEEL KICK

PLATE AND FIBERGLASS

DECKING

EXISTING STEEL

EMBED PLATE

OREGON

83401PE

S E P . 8 , 2 0 0 9

RE

G I S

TERED PROFESS IONAL

N O

A H J . E L W O O D

EXPIRES: 12/31/2025

E N G I N E E R

STEEL CHANNEL RAIL

STEEL LATERAL

BRACE (TYP)