2022-05-17 WLN1.102 ADVERTISE SET-COMPLETE.pdf

PDF 31 MB Posted Aug 12, 2022

Attached to: Willamette Falls Locks (WFL) Seismic and Safety Upgrades
Solicitation number: W9127N22R0005
Issued by: Department of the Army Corps of Engineers Engineering District Portland

About this file

Written by GovTribe AI · Dec 27, 2023

This document summarizes a federal solicitation for construction services. The U.S. Army Corps of Engineers Engineering District Portland is seeking proposals for seismic and safety upgrades to the Willamette Falls Locks in Clackamas County, Oregon. Project work will include retrofitting the gate monoliths and concrete walls with vertical rock anchors to increase stability during a seismic event while maintaining existing water flow. The period of performance for the fixed-price contract is expected to be from October 2022 to January 2025, with an estimated total cost between $5 million and $10 million. Offerors must register in the System for Award Management prior to submitting proposals, which will be evaluated using best value tradeoff procedures. The solicitation number is W9127N22R0005.

View the file

Other files

File	Type	Posted
Specifications 31 68 13.00 25 dated 2022-08-31.pdf	PDF	Sep 1, 2022
W9127N722R0005 Amend 0002 - WFL Seismic Upgrade.pdf	PDF	Sep 1, 2022
Attch B - Past Performance Questionaire (PPQ).pdf	PDF	Aug 31, 2022
Attch A - Offeror Experience Form.pdf	PDF	Aug 31, 2022
W9127N722R0005 Amend 0001 - WFL Seismic Upgrade.pdf	PDF	Aug 29, 2022
Specification 02 32 00.00 25 dated 2022-08-24.pdf	PDF	Aug 29, 2022
Forebay Photos - WFL.pdf	PDF	Aug 29, 2022
WFSSU22_ADV.pdf	PDF	Aug 12, 2022

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NOTES:

2. FIO DENOTES "FOR INFORMATION ONLY"

DRAWING IS FOR INFORMATION ONLYDENOTES5

DRAWINGS

DRAWING WAS REFERENCED BY THE FOLLOWING CONTRACTDENOTES4

AT THE COMPLETION OF THIS CONTRACT

DRAWING WILL BE SUPERSEDED BY THE FOLLOWING DRAWINGSDENOTES3

CONTRACT BY THE CONTRACTOR

DRAWING SHALL BE UPDATED AT THE COMPLETION OF THISDENOTES2

CONTRACT

DRAWING IS OBSOLETE AT THE COMPLETION OF THISDENOTES1

1. SHEET ACTION NUMBER IDENTIFICATION KEY SHALL BE AS SHOWN BELOW:

S O

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IDENTIFICATION

SHEET

D A

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A P

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G N

U M

B E

R of Engineers

US Army Corps

P L

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A T

54321

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A R

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G I

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W D

H A

N S

O N P .E

W L

N .1

G -0

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L A

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N A

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K R

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PORTLAND DISTRICT

SAWKA.MARK

.J.1229184926

Digitally signed by

SAWKA.MARK.J.1229184926

Date: 2022.06.30 09:22:52 -07'00'

DUYCK.PATRIC

K.L.1242841189

Digitally signed by

DUYCK.PATRICK.L.1242841189

Date: 2022.07.25 16:38:35 -07'00'

HELTON.MICHAEL

.DON.1131216021

Digitally signed by

HELTON.MICHAEL.DON.11312160

Date: 2022.07.31 17:43:08 -07'00'

A T

N N

E N

A M

D E

N E

D B

D E

S C

N M

A R

D A

T E

S U

B M

T E

D B

P L

O T S

C A

L E

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R

D R

A W

G N

U M

B E

R of Engineers

US Army Corps

P L

O T D

A T

54321

D R

A W

N B

C H

E C

K E

D B

A N

S I

A R

M Y C

O R

P S O

F E

N G

E E

R S

P O

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N D

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O N

P O

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L A

N D D

T R

N D S

A F

E T

Y U

P G

R A

N .1

G -0

X X

X .d g n

EACH, EXHAUST AIR

ENTERING AIR TEMPERATURE

EACH FACE

EXPANSION JOINT

EACH LAYER

ELEVATION - GRADE OR BUILDING

ELECTRIC or ELECTRICAL

ELEVATOR

EMERGENCY EYEWASH & SHOWER

ENCLOSURE

ENTRANCE

EMERGENCY POWER DOWN SWITCH

EXPLOSION PROOF

EQUAL

EQUALLY SPACED

EQUIPMENT

EACH SIDE

ESTIMATE

ESTIMATED MAXIMUM DEMAND

ELAPSED TIME METER

EACH WAY

ELECTRIC WATER COOLER

ENTERING WATER TEMPERATURE

EXAMINATION

EXCAVATE

EXIT DEVICE

EXHAUST

EXISTING

EXPANSION, EXPOSED

EXTERIOR

EAT

ELEC

ELEV

EMER EW

& SHR

ENCL

ENTR

EMER PWR

DN SW

EPRF

EQL SP

EQUIP

EST

EST MAX DMD

ETM

EWC

EWT

EXAM

EXC

EXD

EXH

EXIST

EXP

EXT

NATURAL GAS

GAGE or GAUGE

GRANULAR ACTIVATED CARBON

GALLON

GALVANIZED

GATE ACTUATOR MOTOR

GRADE CLEANOUT

GENERAL, GENERATOR

GROUND FAULT CIRCUIT INTERRUPTOR

GROUND FAULT INTERRUPTOR

GALVANIZED IRON, GROUND INSERT

GLASS, GUTTER LINE

GOVERNMENT

GOVERNMENT FURNISHED EQUIPMENT

GOVERNMENT INSTALLED

GROUND

GALLONS PER MINUTE

GOVERNMENT QUALITY ASSURENCE

REPRESENTATIVE

GRADE, GROSS

GALVANIZED RIGID STEEL CONDUIT

GLAZED STRUCTURAL UNIT

GUTTER

GLAZED WALL TILE

GYPSUM

GYPSUM BOARD

JAN CLO

J-BOX

JCT

JFR

JST

IRON

INSIDE DIAMETER

INVERT ELEVATION

ILLUMINATION ENGINEERING SOCIETY

of NORTH AMERICA

INSIDE FACE

ISOLATED GROUND

INSIDE LAYER

INCHES

INCANDESCENT

INFORMATION

INSULATION

INTERIOR

INVERT or INVERTER

INPUT/OUTPUT

IRON PIPE

CURRENT TO PRESSURE TRANSDUCER

INTAKE AND PUMP STRUCTURE

INDUCTION RELAY

INDEPENDENT WIRE ROPE CORE

CURRENT CONVERTER

KIP

KIT

KPL

KSI

kV kVA kVAR kW kWh

KEY, THOUSAND

THOUSAND POUND

KITCHEN

KICK PLATE

KIPS PER SQUARE INCH

KILOVOLT

KILOVOLT AMPERE

KILOVOLT AMPERE REACTIVE

KILOWATT

KILOWATT HOUR

HCD

HDBD

HDPE

HDR

HNDRL

HDW

HDWL

HID

HMI

HOA

HORIZ

H.PT.

HSS

HS GYP PLAS

HYDR

FCG

FCM

FCONT

FCSP

FDMPR

FDR CKT

BRKR

FDR

FDTN

FEBRKT

FEC

FHC

FIG

FIN

FIN GR

FIXT

FLASH

FLEX

FLG

FLR

FLRD END

SECT

FLUOR

FMETER

F/O

FPM

FTG

FTLDP

FVNR

FVR

FWS

I or FE

I.E., INV EL

IESNA

INCAND

INFO

INSUL

INT

INV

I/O

I/P

IPS

IWRC

GAC

GAL

GALV

GAM

GCO

GEN

GFCI

GFI

GOVT

GFE

GOVT INSTL

GPM

GQAP

GRS

GSU

GUT

GWT

GYP

GYP BD

HOSE BIBB

HANDICAP

HALON CONTAINMENT DAMPER

HEAD, HEAVY DUTY

HARDBOARD

HIGH DENSITY POLYETHYLENE

HEADER

HANDRAIL

HARDWARE

HEADWALL

HAND HOLE

HIGH INTENSITY DISCHARGE

HOLLOW METAL

HUMAN MACHINE INTERFACE

HAND-OFF-AUTO

HORIZONTAL

HIGH PRESSURE, HORSEPOWER

HIGH POINT

HOUR

HIGH STRENGTH

HOLLOW STRUCTURAL SECTIONS,

HYDRAULIC STEEL STRUCTURE

HIGH - STRENGTH GYPSUM PLASTER

HEIGHT

HOT WATER

HYDRAULIC

HERTZ

DAT

DBL

DBL ACT

DEG

DEPT

DET

D&G

DGAM

DHW

DIA or Ø

DIAG

DIM

DIP

DIR

DIR EXP

DISC

DISTR

DIV

DMPF

DNET

DGTL PWR M

DR CL

D/S

DSA

DT, DTAP

DWG

DWLS

FAHRENHEIT, FUSE

FRESH AIR

FLAT BAR

FOOTCANDLE

FACING

FRACTURE CONTROL MEMBER

FLOW CONTROLLER,

FUEL CLEANING SYSTEM PANEL

FLOOR DRAIN

FIRE DAMPER

FEEDER CIRCUIT BREAKER

FEEDER

FOUNDATION

FIRE EXTINGUISHER, IRON

FIRE EXTINGUISHER BRACKET

FIRE EXTINGUISHER CABINET

FAR FACE

FIRE HYDRANT, FLAT HEAD

FIRE HOSE CABINET

FIGURE

FINISH

FINISH GRADE

FIXTURE

FLASHING

FLEXIBLE

FLANGE, FLOORING

FLOOR

FLARED END SECTION

FLUORESCENT

FLOW METER

FIBER OPTIC

FIREPROOF, FIRE PROTECTION

FEET PER MINUTE

FRAME

FULL SIZE

FEET

FOOTING

FUEL TANK LEAK DETECTION PANEL

FUSE

FULL VOLTAGE NON-REVERSING

FULL VOLTAGE REVERSING

FIRE WATER, FLAT WASHER

FACILITY WATER SUPPLY

VALVE POSITION (FLOW)

JANITOR CLOSET

JUNCTION BOX

JUNCTION

JUVENILE FISH RETURN

JOIST

JOINT

CAP

C/C

CEM

CEM PLAS

CFM

CFS

CIRC

CJP

CHK

CKT

CKT BRKR

CLG

CLO

CLOS

CLR

CLWG

CL2

CMP

CMU

CND

CNTR

CO2

COL

COM

COMB

COMM

CONC

CONF

CONN

CONSTR

CONT

COR

CORR

COV

CPRS

C.P.S. ~

CPT

CPU

CRES

CRSE

CRT

CSK

CSP

CST

CSMT

CTF

CTRL

CU FT

CU YD

CYL

CHANNEL (STRUCTURAL SHAPE),

CAPACITY

CENTER TO CENTER

CATCH BASIN

CEMENT

CEMENT PLASTER

CUBIC FEET PER MINUTE

CUBIC FEET PER SECOND

CAST IRON, CURB INLET

CIRCULAR

CONTRACTION JOINT

COMPLETE JOINT PENETRATION

CHECK

CIRCUIT

CIRCUIT BREAKER

CENTER LINE

CEILING

CLOSET

CLOSURE

CLEAR

CLEAR WIRED GLASS

CHLORINE

CORRUGATED METAL PIPE

CONCRETE MASONRY UNIT

CONDUIT (FOR RACEWAY-ELEC. SHTS)

COUNTER

CLEANOUT, CARBON MONOXIDE

CARBON DIOXIDE

COLUMN

COMMON

COMBINATION, COMBINED

COMMUNICATION

CONCRETE, CONCENTRIC

CONFERENCE

CONNECT, CONNECTION

CONSTRUCTION

CONTINUE, CONTINUOUS,CONTRACTOR

CHANGE ORDER REQUEST,

CONTRACTING OFFICER REPRESENTATIVE

CORRECT, CORRIDOR

COVER, COVERED

CONTROL PANEL

COMPRESSIBLE

CYCLES PER SECOND (HERTZ)

CARPET, CONTROL POWER XFMR

CENTRAL PROCESSING UNIT

CONTROL RELAY

CORROSION RESISTANT STEEL

COURSE

CATHODE RAY TUBE

CONTROL SWITCH, CAST STONE

COUNTER SUNK

CONCRETE SEWER PIPE

CAST STONE TILE

CASEMENT

CERAMIC TILE, CABLE TRAY,

CURRENT TRANSFORMER

CERAMIC TILE FLOOR

COPPER

CUBIC FEET

CUBIC YARDS

CONTROL VALVE, CABLE VAULT

COLD WATER

CYLINDER

BCG

BDRY

BITUM

BLDG

BLKT INSUL

BOT

BOT F

BPRF

BRCG

BRDG

BRG

BRKT

B/B

BTU

BTUH

BOLT CIRCLE, BOOKCASE

BARE COPPER GROUND

BOARD

BOUNDARY

BOTH FACES

BACK GOUGE

BITUMINOUS

BRAKE

BASE LINE, BUILDING LINE

BUILDING

BLANKET INSULATION

BEAM, BENCH MARK

BOTTOM

BOTTOM FACE

BULLETPROOF (BULLET-RESISTANT)

BRACING

BRIDGING

BEARING

BRACKET

BACK TO BACK

BRITISH THERMAL UNIT

BRITISH THERMAL UNIT PER HOUR

AMMETER

ANCHOR BOLT

ALTERNATING CURRENT

ASPHALT CONCRETE

AMERICAN CONCRETE INSTITUTE

ACCESS DOOR

ACCESS PANEL

ALUMINUM CABLE - STEEL REINFORCED

ACOUSTIC

AREA DRAIN

ADMINISTRATION/ADMINISTRATIVE

ARC FAULT CIRCUIT INTERRUPTOR

ABOVE FINISH FLOOR

ABOVE FINISHED GRADE

AGGREGATE

AMPERE HOUR, ANNUCIATOR HORN

ANCHOR

AIR HANDLING UNIT

ANALOG INPUT, ASPHALT INSTITUTE

AMPERE INTERRUPTING CAPACITY

AMERICAN INSTITUTE of STEEL

CONSTRUCTION

AMPERE INTERRUPTING RATING

ALARM

ALTERNATE

ALUMINUM

AMPERE

AMERICAN NATIONAL STANDARDS

INSTITUTE

ANALOG OUTPUT

APPROVED

APPROXIMATE

ARCHITECTURAL OR ARCHITECT

AIR RELEASE VALVE

AMERICAN SOCIETY OF MECHANICAL

ENGINEERS

ASPHALT

AMERICAN SOCIETY FOR TESTING

AND MATERIALS

AMPERE TRIP

ACOUSTICAL TILE CEILING

AUTOMATIC TRANSFER SWITCH

AUTOMATIC

AUXILIARY

AVERAGE

AMERICAN WIRE GAUGE

AMERICAN WELDING SOCIETY,

ATTRACTION WATER SUPPLY

ACOUSTICAL WALL TREATMENT

ANGLE (STRUCTURAL SHAPE)

ACI

ACS DR

ACS PNL

ACSR

ACST

ADMIN

AFCI

AFF

AFG

AGGR

AHR

AHU

AIC

AISC

AIR

ALM

ALT

ALUM

AMP

ANSI

APPD

APPROX

ARCH

ARV

ASME

ASPH

ASTM

ATC

ATS

AUTO

AUX

AVG

AWG

AWS

AWT

PENNY (as in nail - 10d)

DATUM

DRY BULB

DOUBLE

DOUBLE ACTING

DIRECT CURRENT

DEGREE

DEPARTMENT

DETAIL

DRINKING FOUNTAIN

DRILL & GROUT

DIFFUSION GATE ACTUATOR MOTOR

DOUBLE HUNG, DUCT HEATER

DOMESTIC HOT WATER

DISCREET INPUT, DUCTILE IRON

DIAMETER

DIAGONAL

DIMENSION

DUCTILE IRON PIPE

DIRECTION, DIRECTOR

DIRECT EXPANSION

DISCONNECT

DISTRIBUTION

DIVISION

DAMPPROOFING

DOWN

DEVICENET

DISCREET OUTPUT

DIGITAL POWER METER

DOOR, DRAIN

DOOR CLOSER

DISCONNECT SWITCH, DOWNSPOUT

DOWNSTREAM

DEVICENET STARTER ASSEMBLY

DEVICENET TAP

DOMESTIC WATER

DRAWING

DOWELS

DUPLEX

ABBREVIATIONS

THE FOLLOWING ABBREVIATIONS MAY BE USED ON THE DRAWINGS IN THIS VOLUME

- A - - C - - D - - F - - H -

- B -

- E -

- G -

- I -

- J -

- K -

A B

B R

E V

N S A T

H R

O U

G H K

L A

M E

T T

E F

A L L S L

O C

G-002

N A

A T

N L

O C

K J

C H

A S

CTR CENTER

CONTROL POINT

EAST or EASTING

EX EXISTING

M A

T T

H E

W D

H A

N S

O N P .E

A L

A N C

H E

G E

R P .E

R H P

A T

E L P

A D

V E

R T

A T

N N

E N

A M

D E

N E

D B

D E

S C

N M

A R

D A

T E

S U

B M

T E

D B

P L

O T S

C A

L E

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R

D R

A W

G N

U M

B E

R of Engineers

US Army Corps

P L

O T D

A T

54321

D R

A W

N B

C H

E C

K E

D B

A N

A R

M Y C

O R

P S O

F E

N G

E E

R S

P O

R T

L A

N D

O R

E G

O N

P O

R T

L A

N D D

T R

N D S

A F

E T

Y U

P G

R A

N .1

G -0

X X

X .d g n

C H

A S

A B

B R

E V

N S L T

H R

O U

G H Z

L A

M E

T T

E F

A L L S L

O C

RADIUS, RANGE, RISER

RELIEF AIR, RETURN AIR

RETURN AIR DUCT

RETURN AIR GRILLE

RESILIENT BASE

RUBBER

REMOTE CONTROL

REINFORCED CONCRETE PIPE

RECEIVER

ROAD, ROOF DRAIN

RIDGE

RECEPTACLE

RECREATION

RECTANGLE, RECTIFIER

REFERENCE

REINFORCE OR REINFORCEMENT

REMOVABLE

REPRODUCE

REQUIRED

RESILIENT

REVISION

ROOFING

ROUGH

RIGID GALVANIZED STEEL CONDUIT

RELATIVE HUMIDITY, RIGHT HAND,

ROUND HEAD

REMOTE INPUT/OUTPUT

ROTARY LIMIT SWITCH

ROOM

ROUND

REGULATED OUTLET, ROUGH OPENING

REVOLUTIONS PER MINUTE

RIGHT

RAD

RAGR

RBR

RCP

RCVR

RDGE

RECPT

RECR

RECT

REF

REG

REINF

REM

REPRO

REQD

RESIL

REV

RFG

RGH

RGSC

RIO

RLS

RND

RPM

UNDERGROUND

UNIT HEATER

UNDERWRITERS LABORATORIES

UNEXCAVATED

UNFINISH

UNLESS NOTED OTHERWISE

UNINTERRUPTIBLE POWER SYSTEM

URINAL

UPSTREAM

UTILITY

UNTWISTED PAIR

TRANSFORMER

TRANSMITTER

LIMIT SWITCH

POSITION TRANSMITTER

PNEUMATIC PISTON ACTUATOR

POSITIONING LINEAR ACTUATOR (ELECT)

W/O

WBL

WDW

WGL

WHM

WSCT

WWF

WWM

TAN

T & B

TBD

TDR

TECH

TEL

TEMP

TERM

TERM CAB

TGL

THK

THRES

TK BD

TOC

TOF

TOPO

TOS

TOW

TSTAT

TVSS

TYP

XFMR

XMTR

UGND

UNEX

UNFIN

UNO

UPS

U/S

UTIL

UTP

WITH

WITHOUT

WET BULB

WOOD BLOCKING

WATER CLOSET

WOOD, WOOD DOOR

WINDOW

WIDE FLANGE

WIRED GLASS

WALL HYDRANT

WATTHOUR METER

WROUGHT IRON

WATERLINE

WATER PROOFING, WEATHER PROOF

WORK POINT

WEIGHT/TENSION SWITCH

WAINSCOT

WATERTIGHT, WEIGHT

WELDED WIRE FABRIC

WOVEN WIRE MESH

TREAD

TANGENT

TERMINAL BLOCK

TOP AND BOTTOM

TO BE DETERMINED

TIME DELAY RELAY

TEMPERATURE ELEMENT, TOP ELEVATION

TECHNICAL

TELEPHONE

TEMPERATURE

TERMINAL

TERMINAL CABINET

TOP FACE

TOGGLE

THICK, THICKNESS

THRESHOLD

TEMPERATURE INDICATOR

TACKBOARD

TOP OF

TOP OF CONCRETE

TOP OF FOOTING

TOPOGRAPHY

TOP OF SLAB

TOP OF WALL

TUBULAR STEEL (OBSELETE;SEE HSS)

THERMOSTAT

TEMPERATURE TRANSMITTER

TRANSIENT VOLTAGE SURGE

SUPPRESSOR

TYPICAL

YARD

YARD DRAIN

AUXILIARY ATS SWITCH

OAL

OCEW

OFD

OFF

OGL

OPNG

OPP

OPS

OSAY

O/O, O TO O

OWGL

OUTSIDE AIR

OVER ALL LENGTH

ON CENTER

ON CENTER EACH WAY

OUTSIDE DIAMETER

OVERFLOW DRAIN

OUTSIDE FACE

OFFICE

OBSCURE GLASS

OVERHANG, OVERHEAD

OVERLOAD

OPENING

OPPOSITE

OPERATIONS

OUTSIDE SCREW AND YOKE

OUT TO OUT

OBSCURE WIRED GLASS

MACH

MAINT

MAS

MATL

MAX

MCB

MCC

MCP

MCR

MECH

ME RM

MFG

MFR

MGT

MIN

MLDG

MLO

MOT

MPC

MSB

MSE

MSL

MTD

MTL

MIXED AIR

MACHINE

MAINTENANCE

MASONRY

MATERIAL

MAXIMUM

MACHINE BOLT

MECHANICAL CONTRACTOR

MAIN CIRCUIT BREAKER

MOTOR CONTROL CENTER

MOTOR CIRCUIT PROTECTOR

MASTER CONTROL RELAY

MOTION DETECTOR

MOISTURE ELEMENT

MECHANICAL

MECHANICAL EQUIPMENT ROOM

MANUFACTURING

MANUFACTURER

MOTOR GENERATOR

MANAGEMENT

MANHOLE

MINIMUM

MARK

METAL LATH, MONOLITHIC

MOLDING (MOULDING)

MAIN LUGS ONLY

MASONRY OPENING

MOTOR

MINI-POWER CENTER (XFMR AND PNL)

MOTOR STARTER

MAIN SWITCH BOARD

MECHANICALLY STABLILIZED EARTH

MEAN SEA LEVEL

METAL THRESHOLD

MOUNTED

METAL

ANGLE (STRUCTRURAL SHAPE)

LABORATORY

LATITUDE

LAVATORY

LUMBER

POUNDS

LEVEL CONTROLLER

LEVEL ELEMENT

LINEAR FEET

LENGTH OR LONG

LINEAR

LUMEN

LINTEL

LUBRICATING OIL

LONGITUDINAL

LOW POINT

LATCHING RELAY, LIVING ROOM,

LONG RADIUS

LOCAL/REMOTE

LEVEL SWITCH

LEFT, LEVEL TRANSMITTER, LIGHT

LIQUID TIGHT FLEX CONDUIT

LIGHTING

LIGHT WEIGHT

LUBRICANT

LOW VOLTAGE POWER

LEAVING WATER TEMPERATURE

LAB

LAT

LAV

LBR

LBS

LIN

LNTL

LONG

LPT

L/R

LT-FLEX CND

LTG

LT WT

LUB

LVPWR

LWT

ABBREVIATIONS

THE FOLLOWING ABBREVIATIONS MAY BE USED ON THE DRAWINGS IN THIS VOLUME

- L - - O - - T - - W -

- M -

- R -

- U -

- X -

- Y -

- Z -

NOT APPLICABLE

NATURAL

NORMALLY CLOSED

NATIONAL ELECTRICAL CODE

NATIONAL ELECTRICAL MANUFACTURERS

ASSOCIATION

NEUTRAL

NEAR FACE

NATIONAL FIRE PROTECTION ASSOCIATION

NOT IN CONTRACT

NUMBER, NORMALLY OPEN

NOMINAL

NAMEPLATE

NOMINAL PIPE SIZE

NATIONAL PIPE THREAD

NOT TO SCALE

NAT

NEC

NEMA

NEUT

NFPA

NIC

NOM

NPL

NPS

NPT

NTS

- N -

POLE

PLANT AIR, PUBLIC ADDRESS

PARTIAL

PULL BOX, PUSH BUTTON

PUSH BUTTON, LIGHTED

PUSH BUTTON STATION

PERSONAL COMPUTER, PHOTOCELL,

PIECE, POINT OF CURVE,

PORTLAND CEMENT

POUNDS PER CUBIC FOOT

PRODUCT DELIVERY TEAM

PERFORATED

POLYETHYLENE

PETROLEUM

PHASE

POINT OF INTERSECTION, PRESSURE

INDICATOR

POST INDICATOR VALVE

PILOT LIGHT, PLATE, PROPERTY LINE

PLASTIC LAMINATE

PLASTER

PLATFORM

PLUMBING

PROGRAMMABLE LOGICAL CONTROLLER

POUNDS PER LINEAR FOOT

PILING

PLYWOOD

PANEL

POLISHED

PORCELAIN

PARTS PER MILLION

PAIR

PREFABRICATE

PREFINISH

PROCESSING

PROJECT

PRESSURE REGULATOR VALVE,

PRESSURE REDUCING VALVE

PROXIMITY SWITCH

PRESSURE SWITCH

POUNDS per SQUARE FOOT, PRE-SORT FLUME

POUNDS per SQUARE INCH

POST SORT POOL DRAIN

PRE-SORT SUPPLY

POINT, POINT OF TANGENCY,

POTENTIAL (VOLTAGE) TRANSFORMER,

PRESSURE TRANSMITTER

POLYTETRAFLOURIDETHYLENE (TEFLON)

PARTITION

PUSH TO TEST

POLYVINYL CHLORIDE (PLASTIC)

POINT OF VERTICAL INTERSECTION

POWER

POTABLE WATER WELL CONTROLLER

PRESSURE CONVERTER

PART

PBL

PBSTA

PCF

PDT

PERF

PETRO

PIV

PLAM

PLAS

PLAT

PLBG

PLC

PLF

PLG

PLYWD

PNL

POL

PORC

PPM

PREFAB

PREFIN

PROC

PROJ

PRV

PRX

PRESS SW

PSF

PSI

PSPD

PSS

PTFE

PTN

PTT

PVC

PVI

PWR

PWWC

- P -

SOUTH

SUPPLY AIR

SPLASH BLOCK

SUPERVISORY CONTROL AND

DATA ACQUISITION

SCHEDULE

SAFETY CONTROL RELAY

STRUCTURAL CLAY TILE

SMOKE DETECTOR

STEEL DECK INSTITUTE

SMOKE DAMPER

SECTION

SEQUENCE

SEALANT

SQUARE FOOT (FEET), SUPPLY FAN

SWITCHGATE

SHOULDER

SHEET

SHEATHING

SIMILAR

STEEL JOIST INSTITUTE

SINGLE MODE (FIBER)

SERIAL NUMBER, SOLID NEUTRAL

SOLENOID

SHUT OFF VALVE

SPECIAL

SURGE PROTECTION DEVICE

SINGLE-POLE DOUBLE-THROW

SPECIFICATION

SPACE HEATER

SPEAKER

SINGLE-POLE SINGLE-THROW

SQUARE

SELECTOR SWITCH, SOFT STARTER,

SANITARY SEWER CONTROL PANEL

STAINLESS STEEL

STATION

STAGGER SPLICE

SHORTING TERMINAL BLOCK

STANDARD

STIRRUP

STEEL

STORAGE

SHIELDED TWISTED PAIR

STATIC PRESSURE

STRINGER

STRUCTURAL

STAIRWAY

SUBFLOOR

SUSPEND

SOLENOID VALVE

SWITCH

SWITCHBOARD

SYMBOL

SYMMETRICAL

SCADA

SCHED

SCR

SCT

SDI

SDMFR

SECT

SEQ

SLNT

SHLDR

SHT

SHTHG

SIM

SJI

S/N

SOL

SOV

SPCL

SPD

SPDT

SPEC

SPH

SPKR

SPST

SSCP

SST

STA

STAG SPL

STB

STD

STIR

STL

STOR

STP

ST PR

STR

STRUCT

STWY

SUB FL

SUSP

SOLV

SWBD

SYM

SYMM

- S -

QUARTZ LIGHTING

QUARRY TILE, QUART

QUARTER

QUARTER ROUND

QTR

QTR RND

- Q -

VERTICAL, VOLT

VALVE ACTUATOR MOTOR

VERTICAL BARRIER SCREEN

VERTICAL CURVE

VINYL COMPOSTION TILE

VAULT DOOR, VOLUME DAMPER

VENTILATION, VENTILATOR

VERTICAL

VESTIBULE

VARIABLE FREQUENCY DRIVE

VOLTMETER

VOLUME

VERTICAL POINT OF CURVATURE

VERTICAL POINT OF INTERSECTION

VERTICAL POINT OF TANGENCY

VOLTAGE REGULATOR

VENT STACK, VIBRATION SWITCH,

VOLTMETER SWITCH

VIBRATION TRANSMITTER

VOLTAGE TRANSFORMER

VENT THRU ROOF

VINYL-WALL COVERING

VAM

VBS

VCT

VENT

VERT

VEST

VFD

VOL

VPC

VPI

VPT

VTR

VWC

- V -

G-003

N A

A T

N L

O C

NORTH or NORTHING

NAD83 NORTH AMERICAN DATUM OF 1983

NAVD88 NORTH AMERICAN VERTICAL DATUM OF 1988

PSST PERFORATED STEEL SQUARE TUBE

USACE US ARMY CORPS OF ENGINEERS

WATT, WEST, WIRE, WIDTH

M A

T T

H E

W D

H A

N S

O N P .E

A L

A N C

H E

G E

R P .E

R H P

A T

E L P

A D

V E

R T

A T

N N

E N

A M

D E

N E

D B

D E

S C

N M

A R

D A

T E

S U

B M

T E

D B

P L

O T S

C A

L E

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R

D R

A W

G N

U M

B E

R of Engineers

US Army Corps

P L

O T D

A T

54321

D R

A W

N B

C H

E C

K E

D B

A N

A R

M Y C

O R

P S O

F E

N G

E E

R S

P O

R T

L A

N D

O R

E G

O N

P O

R T

L A

N D D

T R

N D S

A F

E T

Y U

P G

R A

N .1

G -0

X X

X .d g n

G E

N E

R A

L N

O T

E S A

N D S

Y M

B O

L S

L A

M E

T T

E F

A L L S L

O C

G-004

SYMBOL

IDENTIFICATION

DETAIL

APPEARS *

WHICH DETAIL

SHEET NUMBER ON

IT WAS TAKEN

THE SAME SHEET AS

DETAIL APPEARS ON

CHARACTER IS USED,

* WHEN A DASH, "-",

1. DETAILING CONVENTION SHALL BE INTERPRETED AS SHOWN BELOW:

WAS TAKEN *

WHERE DETAIL

SHEET NUMBER

WAS TAKEN *

NUMBER WHERE SECTION

SHEET IDENTIFICATION

APPEARS *

ON WHICH SECTION

SHEET IDENTIFICATION

SYMBOL

IDENTIFICATION

SECTION

2. SECTIONING CONVENTION SHALL BE INTERPRETED AS SHOWN BELOW:

FOR DETAILS

NUMERIC VALUE

FOR SECTIONS

ALPHA VALUE

LEGEND:

5. MODEL FILE NAME CONVENTION SHALL BE INTERPRETED AS SHOWN BELOW:

UNDERSCORE SYMBOL, "_"

DISCIPLINE (SEE LEGEND NOTE 6)

DASH SEPARATOR, "-" (REQUIRED)

MODEL FILE TYPE (3D OR 2D)

USE "X" FOR UNUSED SPACES)

USER DEFINED (4 CHARACTERS ONLY;

FILE EXTENSION

G-302

3. SHEET IDENTIFICATION CONVENTION SHALL BE INTERPRETED AS SHOWN BELOW:

UNDERSCORE SYMBOL, "_"

(ASSIGNED BY CADD MANAGEMENT)

SERIES CODE

(N = NAVIGATION LOCK)

MAJOR PROJECT FEATURE

(WL = WILLAMETTE FALLS LOCK)

PROJECT CODE

4. SHEET FILE NAME CONVENTION SHALL BE INTERPRETED AS SHOWN BELOW:

WLN1.101_G-102XXX.DGN

WLN1.101zzzzzzzzzzz_G-3DXXXX.DGN

(11) CHARACTERS MAX. OMIT IF NOT USED

MODEL DESCRIPTION (USER DEFINED)

(ASSIGNED BY CADD MANAGEMENT)

SERIES CODE

(N = NAVIGATION LOCK)

MAJOR PROJECT FEATURE

(WL = WILLAMETTE FALLS LOCK)

PROJECT CODE

SITE PLANSDENOTESS

GENERAL FEATURES (OR "ALL SHEETS ARE CIVIL")DENOTES-

SHALL BE AS SHOWN BELOW:

9. CIVIL AREA FEATURE DESIGNATOR FOR "C" SHEETS IDENTIFICATION

DEMOLITIONDENOTESD

GENERAL FEATURESDENOTES-

SHALL BE AS SHOWN BELOW:

8. STRUCTURAL AREA FEATURE DESIGNATOR FOR "S" SHEETS IDENTIFICATION

(isometrics, perspectives, photographs)3D REPRESENTATIONS 9

(for types that do not fall in other categories)USER DEFINED 8

(for types that do not fall in other categories, including typical detail sheets)USER DEFINED 7

SCHEDULES AND DIAGRAMS6

DETAILS5

(plans, elevations, stair sections, or sections that are not details)LARGE-SCALE VIEWS 4

(sectional views, wall sections)SECTIONS 3

(vertical views)ELEVATIONS 2

(horizontal views)PLANS 1

(symbols legend, notes, ect.)GENERAL 0

7. SHEET TYPE DESIGNATOR FOR SHEET IDENTIFICATION SHALL BE AS SHOWN BELOW:

STRUCTURALS

CIVILC

GEOTECHNICALB

GENERALG

6. ENGINEERING DISCIPLINE DESIGNATOR FOR SHEET IDENTIFICATION SHALL BE AS SHOWN BELOW:

(SEE LEGEND NOTES 8 AND 9)

AREA FEATURE

DISCIPLINE (SEE NOTE 6)

SHEET TYPE DESIGNATOR (0 THRU 9)

SHEET SEQUENCE NUMBER (00 THRU 99)

DISCIPLINE (SEE LEGEND NOTE 6)

AREA FEATURE (SEE LEGEND NOTES 8 AND 9)

SHEET TYPE (SEE NOTE 7)

SEQUENCE NUMBER (00 THRU 99)

USE "X" FOR UNUSED SPACES)

USER DEFINED (3 CHARACTERS ONLY;

FILE EXTENSION

N A

A T

N L

O C

K N

B E

E M

STRUCTURAL)

(GEOTECHNICAL AND

EXPLORATORY DRILLING

CONSTRUCTION TASK

DEMOLITION

CONCRETE DECK

CONCRETE PLACEMENT

GUARD LOCK PILASTER

DRILLING

ROCK ANCHOR

GROUTUING THE ANULUS

CORRUGATED PIPE, AND

AND GROUTING, PLACING

DRILL HOLE WATER TESTING

ANCHORS, FINAL GROUTING

BOND ZONE, TENSIONING

PLACING ANCHORS, GROUTING

WATER SURFACE LIMITS OR REQUIREMENTS

FOREBAY

CANAL

GUARD LOCK/SHIP

(NOT DEWATERED)

NORMAL OPERATING WSE

WSE

SIMILAR TO FOREBAY

WSE

SIMILAR TO FOREBAY

(NOT DEWATERED)

NORMAL OPERATING WSE

WSE

SIMILAR TO FOREBAY

(NOT DEWATERED)

NORMAL OPERATING WSE

(NO SPECIFIC LIMITS)

NORMAL OPERATING WSE

DEWATERED

(NO SPECIFIC LIMITS)

NORMAL OPERATING WSE

NO SPECIFIC LIMITS

MAX WSE 46 FT

NO SPECIFIC LIMITS

LIMITATIONS

WORK WINDOW

NOTES

NO SPECIFIC LIMITS

FOR ROCK ANCHORS

PRIOR TO DRILLING

COMPLETE EXPLORATION

(SEE SPECIFICATIONS)

IN WATER WORK WINDOW

NO SPECIFIC LIMITS

COMPLETING THIS TASK

REQUIRED PRIOR TO

CONCRETE DECK MAY BE

PARTIAL DEMOLITION OF

DOES NOT ENTER WATERWAY

ENSURE DEMOLITION WASTE

INTO WATERWAY

LIMIT LOSS OF CUTTINGS

GROUT LOSS

EQUALIZE WSE TO LIMIT

M A

T T

H E

W D

H A

N S

O N P .E

A L

A N C

H E

G E

R P .E

R H P

A T

E L P

4. BARGES ARE NOT PERMITTED - SEE SPECIFICATIONS.

3. DIVING IS NOT EXPECTED TO BE REQUIRED FOR THIS CONTRACT.

SPECIFICATIONS FOR REQUIREMENTS.

2. PROVIDE ACCESS THROUGH THE CONSTRUCTION SITE FOR VEHICLES BY SITE USERS. SEE

SPECIFICATIONS FOR MORE INFORMATION.

PUMPING OF WATER IS NOT EXPECTED TO BE REQUIRED FOR CONSTRUCTION ACCESS. SEE

THE PGE HEADGATES AS WELL AS THROUGH BOTH THE GUARD LOCK AND SHIP CANAL WALLS.

1. MANAGE WATER THROUGH THE CONSTRUCTION SITE. WATER LEAKAGE IS EXPECTED THROUGH

GENERAL CONSTRUCTION NOTES:

3. SEE SHEETS S-001 AND S-002 FOR STRUCTURAL NOTES

AND VERTICAL DATUM

2. SEE SHEET C-001 FOR CIVIL NOTES AND LEGEND, INCLUDING PROJECT HORIZONTAL

1. SEE SHEET G-001 FOR DRAWING INDEX

GENERAL NOTES:

A D

V E

R T

X-1##

" = 1'-0"8

3SCALE:

SECTION

X-3##

X-5##

SCALE: NONE

DETAIL

X-5##

WSE 49.5FT TO 50FT

R i v e r

N. 624,000E 1, ,0

E 1, ,0

N. 622,000N. 622,000

E 1, ,0

Oregon

City

West Linn

W illamet te

F a l l s

Guides

C o r p o r a t e

B o u n d a r y

Lo ck

Ch am be rs

S m u rf it N e w sp ri n t C o rp o ra ti o n

Fish Counter

PGE Sullivan

Cells Moorage

W i l la m e tt e

S o ut he rn

P ac ifi c

R ai lro ad

S T.

City Hall West Linn

C an al

B as in

G ua rd

Lo ck

Im pe ria l D r.

Sunset Ave.

C h e s tn u t S t.

Maple St.

W a ln u t S t.

A ld e r S t.

P in e

S t.

Fa lls V ie w ve

R iv er vi ew ve

Tum w ater St.

C anem ah S t.

O ak St.

W alden St.

Long St.

Charman St.

Oregon

City Loop

C la rk K o b u k

C t.

T e rr it o ri a l

D riv e th

6th St.

M ai n

4th

3rd St.

2nd St.

1st St.

S. 1st.

S. 2nd

W as h in g to n

M cL ou gh lin

H ig h

D riv e

W ill am et te

S u n se t

H em lo ck

S t.

C t.

A ve

B lv d

Pa rk in g

Si m ps on

Tum w a t e r

D r.

25 30

W ill am et te P ap er C om pa ny

DISTRICT BOUNDARY MAP

LOCAL VICINITY MAP

PROJECT PHOTO

FALLS LOCKS

WILLAMETTE

OREGON CITY

WEST LINN

A T

N N

E N

A M

D E

N E

D B

D E

S C

N M

A R

D A

T E

S U

B M

T E

D B

P L

O T S

C A

L E

C O

N T

R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R

D R

A W

G N

U M

B E

R of Engineers

US Army Corps

P L

O T D

A T

54321

D R

A W

N B

C H

E C

K E

D B

A N

A R

M Y C

O R

P S O

F E

N G

E E

R S

P O

R T

L A

N D

O R

E G

O N

P O

R T

L A

N D D

T R

S E

N D S

A F

E T

Y U

P G

R A

T T

H E

W D

H A

N S

O N P .E

G-005

L A

M E

T T

E F

A L L S L

LOCATION

PROJECT

T O P

O R

T L

A N

N A

A T

N L

O C

W L

N .1

G -0

X X

X .d g n

P R

O J E

C T S

E M

A P

WASTE WATER TREATMENT PLANT

WASTE WATER PIPELINE

GROTTO SITE

HISTORIC INFORMATION CENTER

WAREHOUSE

DRAWBRIDGE

PICNIC AREA

COE SERVICE BLDG

MILL OFFICE

CHEMICAL PIPELINE

(STORAGE)

DOCK AREA

UPGRADES

SEISMIC

C H

A S

A L

A N C

H E

G E

R P .E

R H P

A T

E L P

A D

V E

R T

SCALE: NTS

WILLAMETTE FALLS LOCKS PROJECT SITE MAP

B-201

O C

K N

N L

O C

N D

C O

N C

E C

L R

O C

C H

O R

P R

D . S

C O

D W

T, P .E

D W

-1

_B -2

.d w g

PORTLAND DISTRICT

U .S

. A R

M Y

C O

O F

R S

D D

D , O

O N

N N

D R

B Y:

C H

D B

C R

O N

D B

C O

N O

SHEET

IDENTIFICATION

D R

G N

U M

US Army Corps of Engineers ®

T D

54321

ANCHOR NOTES

1. FOR EXISTING SUBSURFACE CONDITIONS AND BORING LOGS, REFER TO

"GEOTECHNICAL - FOR INFORMATION ONLY" SHEETS AT THE END OF THIS

VOLUME.

2. FIELD VERIFY CONCRETE WALL, EXISTING CONCRETE ANCHORS, DECK BEAMS,

AND OTHER EXISTING FEATURES. REFER TO FIO SHEETS.

3. FIELD VERIFY ROCK ANCHOR LOCATIONS PER SHEET S-103.

4. ANCHOR LENGTHS SHOWN ARE PRELIMINARY. FIELD VERIFY CONCRETE

WALL/BEDROCK CONTACT (TOP OF ROCK) AT EACH ANCHOR LOCATION. THIS

PROFILE DOES NOT SHOW ALL FEATURES OF ANCHORS. TOP OF ROCK LINE WAS

ESTIMATED FROM 1987 BORINGS, SEE SHEET WLN-2-1/2.

5. ANCHOR DEPTHS AND PATTERN SHOWN ARE FOR INFORMATION ONLY.

CONTRACTOR TO DESIGN ROCK ANCHOR DETAILS.

6. ESTABLISH STATIONING IN FIELD. PINTLE 6 CL IS AT STA. 31+11.79. MILL BUILDING

UPSTREAM WALL IS AT STA. 28+49.

UPSTREAM WALL,

PAPER MILL BUILDING

SEE NOTE 6

EL. 59 - TOP OF EXISTING CONCRETE WALL

EL. 62 - TOP OF EXISTING CONCRETE CAPGATE 6 PINTLE

SEE NOTE 6

EXISTING CONCRETE WALL

UPSTREAM

BOND LENGTH

10 FT MIN.

ROCK ANCHOR SPACING

SCALE: NTS-

FREE-STRESSING

LENGTH VARIES

EXISTING CONSTRUCTION JOINT

BEDROCK (BASALT)

EXISTING CONCRETE WALL

TOP OF ROCK

ELEVATION IN FEET

MSL

-20

EXISTING MASONRY WALL

0 10 20 FTROCK ANCHOR ADJACENT ROCK

ANCHOR

SEE NOTE 5.

30+0031+00 29+00 28+00

TOP OF ROCK

5/ 9/

SCALE:

(LOOKING FROM FOREBAY TO SHIP CANAL)

CONCRETE CANAL WALL ROCK ANCHOR PROFILE

SEE NOTE 3.

B S-103

30+72 (APPROX.)

B-202

O C

K N

N L

O C

N D

O N

R Y

G U

L O

C K

L R

O C

C H

O R

P R

D . S

C O

D W

T, P .E

D W

-1

_B -2

.d w g

PORTLAND DISTRICT

U .S

. A R

M Y

C O

O F

R S

D D

D , O

O N

N N

D R

B Y:

C H

D B

C R

O N

D B

C O

N O

SHEET

IDENTIFICATION

D R

G N

U M

US Army Corps of Engineers ®

T D

54321

ANCHOR NOTES

1. FIELD VERIFY MASONRY WALL, CONCRETE WALL, DECK BEAMS, AND

OTHER EXISTING FEATURES. REFER TO FIO SHEETS.

2. FIELD VERIFY ROCK ANCHOR LOCATIONS PER SHEET S-102.

3. ANCHOR LENGTHS SHOWN ARE PRELIMINARY. FIELD VERIFY MASONRY

WALL/BEDROCK CONTACT (TOP OF ROCK) AND FLOOR OF FOREBAY AT

EACH ANCHOR LOCATION. THIS PROFILE DOES NOT SHOW ALL

FEATURES OF ANCHORS.

4. ANCHOR DEPTHS AND PATTERN SHOWN ARE FOR INFORMATION ONLY.

CONTRACTOR TO DESIGN ROCK ANCHOR DETAILS.

5. PINTLE 6 CL IS AT STA. 31+11.79.

6. PINTLE 7 CL IS AT STA. 33+22.76.

7. ESTABLISH STATIONING IN FIELD USING PINTLES 6 AND 7 STATIONS.ROCK ANCHOR SPACING

SCALE: NTS-

EL. 62 (APPROX)

TOP OF EXISTING WALL

TOP OF (E)

CONCRETE

HEADWALL

EXISTING COLUMN FOOTING

SEE SHT S-102

APPROX END OF

EXISTING MASONRY

WALL

EXISTING

MASONRY WALL

EXISTING CONCRETE WALL

TOP OF ROCK

FLOOR OF FOREBAY

EXISTING TRENCH

10' ±

TOP OF ROCK

FREE-STRESSING

LENGTH VARIES

FLOOR OF FOREBAY

EL. 42 (APPROX)

BOT OF EXISTING WALL

5' ±

ROCK ANCHOR ADJACENT ROCK

ANCHOR

SEE NOTES 2 AND 4.

SEE NOTE 4.

33+00 32+00 31+00

GATE 6 PINTLE

CENTERLINE

SEE NOTE 5

GATE 7 PINTLE

CENTERLINE

SEE NOTE 6

ELEVATION IN FEET

5/ 9/

MSL

-20

BOND LENGTH

10 FT MIN.

UPSTREAM

(LOOKING FROM FOREBAY TO GUARD LOCK)

MASONRY GUARD LOCK WALL ROCK ANCHOR PROFILE

30+72

S-102

B-501

O C

K N

N L

O C

N D

R O

C K

H O

R D

D . S

C O

D W

T, P .E

D W

-1

_B -5

.d w g

PORTLAND DISTRICT

U .S

. A R

M Y

C O

O F

R S

D D

D , O

O N

N N

D R

B Y:

C H

D B

C R

O N

D B

C O

N O

SHEET

IDENTIFICATION

D R

G N

U M

US Army Corps of Engineers ®

T D

54321

SCALE: NTS

TYPICAL ROCK ANCHOR DETAIL

SUGGESTED ANCHOR INSTALLATION

1. FLUSH ALL CUTTINGS FROM HOLE.

2. PERFORM WATER TEST IN ACCORDANCE WITH THE SPECIFICATIONS. PRE-GROUT, RE-DRILL, AND RETEST WHERE REQUIRED.

3. INSTALL AND GROUT CORRUGATED TUBING IN ACCORDANCE WITH THE SPECIFICATIONS.

4. PREPARE BOND LENGTH OF ANCHOR BAR IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

5. INSTALL ANCHOR AND GROUT THE BOND LENGTH (FIRST STAGE OF GROUTING). SUBMIT A PLAN FOR APPROVAL TO THE CONTRACTING OFFICER'S REPRESENTATIVE DESCRIBING HOW THE TOP OF THE FIRST STAGE GROUTING WILL BE DETERMINED.

6. AFTER GROUT HAS CURED FOR A MINIMUM OF FOUR DAYS AND HAS REACHED THE TARGET STRENGTH IDENTIFIED IN THE SPECIFICATIONS, AND UPON THE APPROVAL OF THE CONTRACTING OFFICER'S REPRESENTATIVE, PERFORM PERFORMANCE AND PROOF TEST IN ACCORDANCE WITH THE SPECIFICATIONS AND LOCK OFF ANCHOR AT 70% OF MINIMUM ULTIMATE STRENGTH.

7. GROUT THE FREE STRESSING LENGTH AS SHOWN ON THE DRAWINGS (SECOND STAGE GROUTING) AND CUT THE BAR TO THE

REQUIRED LENGTH.

8. INSTALL ANCHOR HEAD CAP AND PAINT ALL EXPOSED STEEL SURFACES. ANCHOR HEAD CAP IS NOT NEEDED WHERE ANCHOR HEAD IS RECESSED IN EXISTING CONCRETE (SOME MONOLITH ANCHORS AND CONCRETE CANAL WALL ANCHORS, SEE STRUCTURAL

SHEETS).

GENERAL ANCHOR NOTES

1. FOR DRILLING TOLERANCES, SEE SPECIFICATIONS. PRIOR TO DRILLING, SUBMIT TO THE CONTRACTING OFFICER'S REPRESENTATIVE FOR APPROVAL, AN ANCHOR INSTALLATION PLAN WHICH ADDRESSES MAINTAINING AND MONITORING HOLE ALIGNMENT WITHIN THE REQUIRED DRILLING TOLERANCES. MAXIMUM DEVIATION FROM PLUMB IS 0.02 RADIANS (1 DEGREE).

2. NEW AND EXISTING PROJECT FEATURES SHALL BE PROTECTED TO PREVENT DAMAGE FROM CONSTRUCTION EQUIPMENT. DAMAGE TO NEW OR EXISTING PROJECT FEATURES CAUSED DURING CONSTRUCTION SHALL BE REPAIRED OR REPLACED BY THE

CONTRACTOR AT NO COST TO THE GOVERNMENT.

3. PRIOR TO INSTALLING AN ANCHOR, DESIGN AND SUBMIT TO THE CONTRACTING OFFICER'S REPRESENTATIVE FOR APPROVAL, THE DESIGN OF THE ANCHORAGE INCLUDING THE ANCHOR'S BEARING PLATE, TRUMPET, AND ANCHOR HEAD, NUT AND WASHER. INCLUDE ON THE DESIGN SUBMITTAL ALL CALCULATIONS, SHOP DRAWINGS, AND MATERIALS AS REQUIRED BY THE SPECIFICATIONS.

4. TEMPORARY ANCHOR BOLTS ATTACHED TO THE EXISTING OR NEW CONCRETE FOR CONSTRUCTION SHALL BE REMOVED AND THE

RESULTING HOLE SHALL BE FILLED WITH NON-SHRINK GROUT.

5. FOR DISPOSAL OF THE DRILL CUTTINGS, SEE SPECIFICATIONS.

6. DESIGN THE BEARING PLATES WITH NO SLOTS OR KEYHOLES.

7. ONLY THE WELD CONNECTING THE BEARING PLATE TO THE TRUMPET SHALL BE PERMITTED. NO OTHER WELDING OR TACKING ON

THE ANCHORAGES SHALL BE ALLOWED.

8. ANCHOR CENTRALIZERS ARE NOT SHOWN ON THE DETAILS. ANCHOR CENTRALIZERS SHALL PROVIDE A 12" MINIMUM ANNULUS BETWEEN THE O.D. OF THE ANCHOR OR COUPLER AND THE I.D. OF THE CORRUGATED TUBING. PROVIDE ANCHOR CENTRALIZERS IN

ACCORDANCE WITH THE SPECIFICATIONS.

9. ANY TEMPORARY PLATFORMS NECESSARY TO INSTALL THE ANCHORS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE

WITH THE SPECIFICATIONS.

10. TEST LOAD, LOCK OFF LOAD, DESIGN LOAD, AND ALIGNMENT LOAD SHALL BE AS SHOWN.

TEST LOAD (125% DESIGN LOAD) - 285 KIP MAX

LOCK OFF LOAD (70% MINIMUM ULTIMATE STRENGTH) - 270 KIPS

DESIGN LOAD (60% MINIMUM ULTIMATE STRENGTH) - 230 KIPS

ALIGNMENT LOAD (10% DESIGN LOAD) - 23 KIPS

11. ROCK ANCHOR SHOWN IN DETAIL AS A BAR ANCHOR FOR REPRESENTATIVE PURPOSES. CONTRACTOR MAY DESIGN EITHER A BAR ANCHOR OR A STRAND ANCHOR. SEE SPECIFICATIONS FOR REQUIREMENTS. ROCK ANCHOR SHALL BE DESIGNED AS PERMANENT

ANCHOR MEETING CLASS I CORROSION PROTECTION PER PTI DC35.1-14.

12. GROUT TUBES NOT SHOWN FOR CLARITY.

CORRUGATED PIPE CAP

ELEVATION VARIES - SEE PROFILES

PROTECTIVE CAP GUIDE

CONTRACTOR-DESIGNED ROCK

ANCHOR - ASTM A722, TYPE II (150 KSI)

BAR ANCHOR OR ASTM A416 (270 KSI)

STRAND ANCHOR

8" MAXIMUM DIAMETER

DRILLED HOLE IN ROCK

CORRUGATED CENTRALIZER

10' - 0" OC MAX AS REQUIRED

CORRUGATED CENTRALIZER

10' - 0" OC MAX AS REQUIRED

STEEL COUPLER - IF REQUIRED, SEE SPECIFICATIONS

DO NOT USE COUPLER IN BOND LENGTH

2" MINIMUM ANNULUS BETWEEN TRUMPET

O.D. AND HOLE FOR ANCHOR

8" MAXIMUM DIAMETER DRILLED

HOLE IN CONCRETE OR MASONRY

CONTRACTOR DESIGNED STEEL TRUMPET, WELDED

TO THE BEARING PLATE & GROUTED IN PLACE

GROUT LEVELING PAD AS REQUIRED (1" MIN.)

5000 PSI GROUT WITH NON-SHRINK ADDITIVE

CONTRACTOR DESIGNED

SEE GENERAL ANCHOR NOTE 7

BEARING ELEVATION VARIES,

SEE STRUCTURAL DETAILS

CONTRACTOR DESIGNED BEARING

PLATE (ASTM A572-50 REQUIRED),

SEE GENERAL ANCHOR NOTE 6

ANCHOR HEAD NUT AND LOCK WASHER

AS REQUIRED BY MANUFACTURER

FILL WITH GROUT

TOP OF SECOND STAGE GROUT AT

BOTTOM OF ANCHOR HEADNUT

BASE OF CONCRETE CANAL WALL OR FLOOR

OF FOREBAY, SEE PROFILES, EL. VARIES

CORRUGATED TUBING,

SEE SPECIFICATIONS

CUT ANCHOR PRIOR TO INSTALLING ANCHOR HEAD CAP

STEEL ANCHOR HEAD CAP

SEE SUGGESTED ANCHOR INSTALLATION NOTE 8

GROUT SEAL

BOND BREAKER

(GREASE-FILLED PVC SHEATH)

BOND BREAKER

(GREASE-FILLED PVC SHEATH)

" T

O N

D L

N G

TOP OF FIRST

STAGE GROUT

R O

C K

C O

Y C

O N

0" M

U M

0" M

U M

VARIES

LOWERMOST CORRUGATED CENTRALIZER

1' - 0" FROM BOTTOM

5/ 9/

CONCRETE SECTION

UNFORMED SURFACES IN CONTACT WITH FOUNDATION 4

LESS THAN 12 INCHES IN THICKNESS:

FORMED AND SCREEDED SURFACES EQUAL TO OR

TABLE 1 - CONCRETE COVER

LENGTH

EMBEDMENT

HOOK

MINIMUM

NUMBER

BAR SIZE

LENGTH

SPLICE

TOP BAR

LENGTH

SPLICE

OTHER BARS

#4 TO #11 BARS

#4 TO #6 BARS

#7 TO #9 BARS 3

INCHES

COVER UNO,

MINIMUM CLEAR

LENGTH

DEVELOPMENT

TOP BARS

LENGTH

DEVELOPMENT

OTHER BARS

(f'c = 4500 PSI)

MINIMUM SPLICE AND DEVELOPMENT LENGTHS (INCHES)

ACI 318-19 EQUATION 25.4.2.3a

TABLE 2

GREATER THAN 24 INCHES IN THICKNESS:

FORMED AND SCREEDED SURFACES EQUAL TO OR

12" AND LESS THAN 24" IN THICKNESS:

FORMED AND SCREEDED SURFACES GREATER THAN

- TRUCK, PNEUMATIC TIRE

- FORKLIFT, HARD RUBBER TIRE

- SINGLE WHEEL

FORKLIFT / WORK TRUCK

WHEEL W/ RUBBER COATING (CART)

TIRE (TRUCK) AND HARD METAL

- SINGLE WHEEL, HARD RUBBER

CART AND TRUCK

- FORKLIFT, HARD RUBBER TIRE

W/ RUBBER COATING

- ROTOR CART, HARD METAL WHEELS

ROTOR REMOVAL

8K 32K

20K 20K 5K5K

TRUCKCART

30K 15K 5K

ROTOR FORKLIFT

14'-0" MAX

5'-0" MIN

6'-0" MAX

3'-0" MIN

2'-0" MIN

6'-0" MAX

6'-0"8'-0"11'-0"

3'-0" MIN

6'-0" MAX

(SEE NOTE)

12'-0" MAX

5'-5"8'-0" MIN

AXLE LOAD

CART WHEEL SPACING VARIES FROM 4'-4" TO 6'-0".

DIMENSIONS FOR FORKLIFT ONLY.

NOTE:

FLEET TYPE

AXLE LOAD

CASE*

- 62.0 FT EXTREME PGE FOREBAY WSE

- 58.5 FT NORMAL PGE FOREBAY WSE

- 51.4 FT NORMAL LOCK AND SHIP CANAL WSE

HYDROSTATIC LOADS:

- 0.15G S1

- 0.44G SS

- 0.21G PGA

MDE (950-YEAR RETURN PERIOD)

- 0.03G S1

- 0.11G SS

- 0.05G PGA

OBE (144-YEAR RETURN PERIOD)

SEISMIC LOADS

- 20 PSF DESIGN WIND FORCE

EXPOSURE B

- 109 MPH BASIC WIND SPEED

WIND LOADS

- 6 PSF DESIGN ICE LOAD

ICE LOAD

- 20 PSF MINIMUM ROOF SNOW LOAD

- 9 PSF GROUND SNOW LOAD PG

SNOW LOADS

VEHICLE AXLE LOADS:

- 150 PSFADDITIONAL LIVE LOAD IN CONJUNCTION WITH VEHICLE WHEEL LOADS

- 400 PSF LIVE LOAD INDEPENDENT OF VEHICLE WHEEL LOADS

DISTRIBUTED LOADS:

LIVE LOADS

- 145 PCF UNREINFORCED CONCRETE

- 150 PCF REINFORCED CONCRETE

- 175 PCF BASALT MASONRY BLOCKS

SELF WEIGHT OF ALL STRUCTURES

DEAD LOADS

DESIGN LOADS

PTI DC35.1-14, RECOMMENDATIONS FOR PRE-STRESSED ROCK AND SOIL ANCHORS, 2014

OREGON STRUCTURAL SPECIALITY CODE, 2019

ACI 318-19, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2019

ER 1110-2-1806, EARTHQUAKE DESIGN AND EVALUATION FOR CIVIL WORKS PROJECTS, 2016

EM 1110-1-2907, ROCK REINFORCEMENT, 1980

EM 1110-2-2502, RETAINING AND FLOOD WALLS, 1989

EM 1110-2-2104, STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES, 2016

EM 1110-2-2100, STABILITY ANALYSIS OF CONCRETE STRUCTURES, 2005

DESIGN CODES

1.3 THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS.

1.2 SEE SHEET G-002 FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS.

1.1 SEE SHEET G-001 FOR DRAWING INDEX.

1. SCOPE

STRUCTURAL NOTES

75FT OF THE DECK ABOVE THE CONCRETE CANAL WALL.

AXLE LOAD CASE 3 ONLY APPLIES TO THE EASTERN-MOST

*AXLE LOAD CASES 1 AND 2 APPLY TO THE ENTIRE DECK.

CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE.

6.3 TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12 INCHES OF FRESH

VARIANCES FROM ACI MUST NOT BE CONSTRUED AS CHANGES IN THE A.C.I. REQUIREMENTS.

6.2 THE TABLES PROVIDED ARE ONLY FOR FIELD INSPECTION REFERENCE. ANY OMISSIONS OR

BE AS DESCRIBED IN ACI 318-19 U.N.O., AND ARE SHOWN IN THE TABLES.

6.1 DEVELOPMENT AND SPLICE LENGTHS FOR REINFORCING BARS USED IN THIS CONTRACT MUST

6. REINFORCEMENT TABLE (60 KSI), REFER TO TABLE 2.

THE BREAKING OF BOND BETWEEN THE REINFORCING BARS AND FRESHLY PLACED CONCRETE.

5.9 VERTICAL REINFORCEMENT PROJECTING ABOVE THE FORMS MUST BE SUPPORTED TO PREVENT

AS DETAILED IN THE DRAWINGS.

UNLESS SHOWN IN THE DRAWINGS. REBAR MUST CONTINUE ACROSS CONSTRUCTION JOINTS

5.8 REINFORCING BARS MUST NOT CONTINUE ACROSS AN EXPANSION OR CONTRACTION JOINT

5.7 ALL BARS MUST BE SPACED AS SHOWN ON DRAWINGS.

WHEN NO LETTER OR DIMENSION IS GIVEN, PROVIDE A STANDARD 90° HOOK

DIMENSION: OUTSIDE-TO-OUTSIDE LENGTH OF SHORT LEG

E: EXTEND BAR EMBEDMENT LENGTH BEYOND CROSSING BAR

L: EXTEND BAR LAP SPLICE LENGTH BEYOND BEND

THE SHORT LEG INDICATES THE FOLLOWING:

WITH AN OUTSIDE-TO-OUTSIDE DIMENSION (NOT BAR LENGTH) OF 7'-6". A LETTER OR DIMENSION ON

5.6 A NOTATION SUCH AS FOLLOWING THE BAR SIZE AND SPACING INDICATES A BENT BAR

(CLASS B) BY ALTERNATING LAP LOCATIONS AS SHOWN, AND PROVIDING THE INDICATED LAP LENGTH.

5.5 A SYMBOL SUCH AS INDICATES REINFORCING BARS TO BE STAGGER LAP SPLICED

5.4 BAR SPACING DIMENSIONS ARE MEASURED TO THE CENTERS OF BARS.

BAR SPLICE LOCATIONS MUST BE DESIGNED BY THE CONTRACTOR AND SHOWN ON SUBMITTALS.

5.3 UNLESS NOTED OTHERWISE, ALL HOOKS MUST BE STANDARD HOOKS AS DEFINED BY ACI 318-19.

5.2 ALL REINFORCEMENT STEEL MUST CONFORM TO ASTM A615, GRADE 60 REQUIREMENTS.

SCHEDULES NEED TO BE SUBMITTED TO THE GOVERNMENT FOR APPROVAL.

PLACEMENT DRAWING SHOWING LENGTH AND LOCATIONS OF ALL SPLICES AND BAR BENDING

ANCE WITH THE MOST RECENT EDITION OF ACI SP-66 "ACI DETAILING MANUAL." REINFORCEMENT

5.1 PREPARATION FOR PLACING DRAWINGS AND BAR BENDING SCHEDULES MUST BE IN ACCORD-

5. REINFORCEMENT

AGGREGATE OR 2.5 TIMES THE MAXIMUM DIAMETER OF REINFORCEMENT.

4.2 IN NO CASE MUST THE COVER BE LESS THAN 1.5 TIMES THE NOMINAL MAXIMUM SIZE OF

MENT TO THE EDGE OF THE CONCRETE.

THE MINIMUM COVER MUST BE THE CLEAR DISTANCE FROM THE EDGE OF THE REINFORCE-

4.1 UNLESS NOTED OTHERWISE, THE MINIMUM COVER MUST BE IN ACCORDANCE WITH TABLE 1.

4. CONCRETE COVER

DESCRIBED IN THE SPECIFICATIONS.

3.3 ANY DAMAGE TO THE CONCRETE FINISH DURING CONSTRUCTION MUST BE REPAIRED AS

3.2 ALL SURFACES MUST RECEIVE A CLASS 'C' FINISH.

3.1 REQUIRED CONCRETE FINISHES ARE DESCRIBED IN THE SPECIFICATIONS.

3. CONCRETE FINISHING

OR AS NOTED OTHERWISE.

FLOOR SURFACES WHERE FILLET IS NOT CAST SIMULTANEOUSLY WITH ADJOINING MEMBER

2.3 ALL RE-ENTRANT CORNERS MUST HAVE 1" FILLETS EXCEPT AT THE JUNCTION OF WALL AND

GATE GUIDES, HANDRAIL SOCKETS AND STAIR TREADS OR AS NOTED OTHERWISE.

CONSTRUCTION, AND EXPANSION JOINTS BUT MUST NOT INCLUDE BLOCKOUTS FOR RAILS,

OTHERWISE NOTED. THIS MUST INCLUDE CORNERS OF ABUTTING CONTRACTION,

" CHAMFERS UNLESS4

3 2.2 ALL EXPOSED EDGES AND CORNERS OF CONCRETE MUST HAVE

REQUIREMENTS.

CAST-IN-PLACE CONCRETE (f'c) MUST BE 4500 PSI. SEE SPECIFICATIONS FOR ADDITIONAL

MIX 1 - CAST-IN-PLACE CONCRETE. THE 28 DAY COMPRESSIVE STRENGTH FOR THIS

THE MIX DESIGN IS:

DEVELOP AND SUBMIT THE MIX ACCORDING TO SECTION 03 IN THE SPECIFICATIONS.

2.1 THERE IS ONE CONCRETE MIX REQUIRED FOR THIS CONTRACT. THE CONTRACTOR MUST

2. CONCRETE

AND HOT-WEATHER PROTECTION DURING CURING.

HOT TEMPERATURES. COMPLY WITH MANUFACTURER'S REQUIREMENTS FOR COLD-WEATHER

8.4 PROTECT FRESHLY PLACED GROUT FROM PREMATURE DRYING AND EXCESSIVE COLD OR

BY PRESSURE INJECTION UNDER CONTROLLED VENTING.

SET OR IF MORE THAN ONE HOUR HAS ELAPSED AFTER INITIAL MIXING. FILL BLIND CAVITIES

INSTRUCTIONS AND RECOMMENDATIONS. DO NOT USE GROUT WHICH HAS BEGUN TO

8.3 PLACE GROUT IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION

8.2 ALL GROUT USED FOR BASE PLATES MUST HAVE 100% BEARING AFTER PLACEMENT.

5000 PSI.

8.1 GROUT MUST BE NON SHRINK, NON METALLIC TYPE WITH A COMPRESSIVE STRENGTH OF

NON-SHRINK GROUT8.

AUTHORIZED BY THE CONTRACTING OFFICER.

7.3 FIELD WELDING MUST NOT BE PERMITTED UNLESS SHOWN ON THE DRAWINGS OR

7.2 GALVANIZING OF STEEL MUST CONFORM TO ASTM A123, UNLESS OTHERWISE NOTED.

UNLESS OTHERWISE NOTED IN THE DRAWINGS.

7.1 ALL STRUCTURAL STEEL PLATES AND SHAPES MUST CONFORM TO ASTM A572, GRADE 50

STRUCTURAL STEEL7.

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US Army Corps

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X .d

60,000 PSI.

COMPRESSIVE STRENGTH OF 4500 PSI, AND YIELD STRESS OF

FOR CLASS B TENSION LAP SPLICES, NORMAL WEIGHT CONCRETE,

LENGTHS IN TABLE 2 ARE BASED ON 4" CENTER TO CENTER SPACING AND FOR 2" COVER.

TABLE 2 IS GENERATED BASED ON EQUATION 25.4.2.3a, SECTION 25.4.2.3 IN ACI 318-19.

S T

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SPL.STAG.

7'-6" 1'-6"

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STRUCTURAL LEGEND

1. MATERIAL PATTERNS SHALL BE AS SHOWN BELOW:

STRUCTURAL NOTES (CONT'N)

VERIFY ALL EXISTING ANCHOR LOCATIONS.

11.4 EXISTING ROCK ANCHOR LOCATIONS AND SPACING ARE VARIABLE AND APPROXIMATE. FIELD

ELEVATIONS.

11.3 FIELD VERIFY ALL DIMENSIONS, CONDITIONS, AND EXISTING MEMBERS, DIMENSIONS, AND

ON SHOP DRAWINGS, MARKED FOR GOVERNMENT APPROVAL.

TO DIMENSIONS SHOWN IN CONTRACT DOCUMENTS. SUBMIT ALL VARIATIONS CLEARLY MARKED

11.2 DURING CONSTRUCTION, EXISTING DIMENSIONS WILL LIKELY REQUIRE SLIGHT MODIFICATIONS

APPROXIMATE AND MUST BE FIELD VERIFIED.

LIMITED FIELD OBSERVATIONS AND ROUGH MEASUREMENTS. ALL EXISTING DIMENSIONS ARE

DIMENSIONS SHOWN ARE BASED ON DRAWINGS AND INFORMATION AVAILABLE, AS WELL AS

LIMITED DESIGN AND AS-BUILT DRAWINGS HAVE BEEN LOCATED. ALL STATIONS, ELEVATIONS, AND

ACQUIRING THE SITE, AND THE CONCRETE WALL WAS BUILT BY THE GOVERNMENT IN 1917. VERY

11.1 THE MASONRY GUARD LOCK WALL WAS BUILT IN THE LATE 1800s PRIOR TO THE GOVERNMENT

11. GENERAL

FROM A SINGLE MANUFACTURER.

10.6 PURCHASE ROCK ANCHORS, COUPLERS, NUTS, WEDGES, ANCHORS AND OTHER ACCESSORIES

NOTED OTHERWISE.

10.5 LOCK OFF ALL ROCK ANCHORS AT 70% OF THE ULTIMATE STRENGTH OF THE ANCHOR, UNLESS

80% OF THE ULTIMATE STRENGTH OF THE ANCHOR.

(fpu*A), UNLESS NOTED OTHERWISE. DO NOT TEST THE ROCK ANCHOR TO ANY STRESS ABOVE

10.4 TEST ALL ROCK ANCHORS TO A MINIMUM OF 75% OF THE ULTIMATE STRENGTH OF THE ANCHOR

SUPPLEMENTARY REQUIREMENT S1, AND SHALL BE WELDLESS, LOW-RELAXATION GRADE.

10.3 STRAND ROCK ANCHORS MUST CONFORM TO ASTM A416 REQUIREMENTS, INCLUDING

BARS MUST MEET BOTH MECHANICAL AND MANUFACTURING REQUIREMENTS OF ASTM A722.

10.2 STEEL BAR ROCK ANCHORS MUST CONFORM TO ASTM A722, TYPE II REQUIREMENTS. ANCHOR

LATEST EDITION.

10.1 ROCK ANCHOR MATERIAL AND DESIGN MUST FOLLOW THE REQUIREMENTS OF PTI DC35.1,

10. ROCK ANCHORS

ASTM A780. APPLY IN MULTIPLE COATS UNTIL A 4 MIL THICKNESS HAS BEEN ACHIEVED.

DECKING WITH AN ORGANIC COLD GALVANIZING COMPOUND MEETING THE REQUIREMENTS OF

9.10 TOUCHED UP WELDS, BURNED AREAS, AND DAMAGED SURFACE COATINGS ON ROOF AND FLOOR

9.9 DECKING SHALL BEAR A MINIMUM OF 2" ON SUPPORTS.

THE REQUIREMENTS OF AWS D1.3.

9.8 WELDERS ARE TO BE AWS CERTIFIED FOR LIGHT GAUGE METAL WELDING AND SHALL FOLLOW

MINIMUM, END CLOSURES, AND 12-GAUGE, MINIMUM, EDGE FORMS AT FLOOR SLAB EDGES.

COMPLETE DIAPHRAGM. UNLESS SHOWN OTHERWISE ON THE DRAWINGS, PROVIDE 20-GAUGE,

9.7 PROVIDE ACCESSORIES (OPENING REINFORCING ANGLES, CLOSURES, ETC.) TO ACHIEVE A

9.6 DECKING MAY BE LAID IN A SIMPLE SPAN CONDITION, UNSHORED, U.N.O.

AT 1'-0" O.C.

" FUSION WELDS4

3 9.5 CONNECT DECKING LAID PARALLEL TO SUPPORTING WALLS OR FRAMES WITH

" TOP SEAM WELDS AT 1'-6" MAXIMUM O.C.2

1 9.4 DECK SIDE LAPS: 1

WELDS PER SHEET., " FUSION WELDS AT 44

3WITH 9.3 CONNECT DECKING TO SUPPORTING MEMBERS

= 1.203 IN.4 I

= 0.767 IN.3S-

= 0.767 IN.3S+

DECK OR APPROVED EQUAL (SECTION PROPERTIES ARE PER FT OF WIDTH).

9.2 METAL FLOOR DECKING: 3" DECK, 18 GA, 36" WIDE SHEETS, GALVANIZED TO ASTM A653 G90

"SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS."

9.1 METAL DECKING: CONFORM TO THE PROVISIONS TO THE AMERICAN IRON AND STEEL INSTITUTE'S

9. METAL FLOOR DECKING

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DEMOLITION EXISTING CONCRETE NEW CONCRETE

A L

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SCALE: 1"= 10'

10' 0 10'

MASONRY WALL

TOP COURSE OF EXISTING

APPROXIMATE FACE OF

4'-1"

3'-3"

4'-1"

3'-3"

12"

SCALE: 1"= 1'-0"

6" 0 1'

4'-1"

3'-3"

NOTES:

SEE NOTES 1 AND 2

SEE NOTES 1 AND 2 APPROX. LOCATION

A P

P R

O X L

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A T

WALL LOCATION

APPROX. FACE OF

APPROX. LOCATION

P R

O X L

O C

A T

N 3'-0"

2'-11" (APPROX.)

GOVERNMENT APPROVAL.

APPROVAL. DO NOT BEGIN DECK DEMOLITION WITHOUT

5. SUBMIT REVISED DECK PENETRATION LOCATIONS FOR

VERIFY LOCATIONS.

4. CENTER DECK PENETRATIONS BETWEEN BEAMS. FIELD

AT THIS SPECIFIC LOCATION BEFORE CUTTING DECK.

FOR NEW PILASTER BETWEEN THE WALL AND BEAM

3. FIELD VERIFY TO ENSURE THERE IS ENOUGH ROOM

2. SAWCUT OR WIRE SAW OPENING.

1. CORE DRILL CORNERS TO AVOID OVER CUTTING.

3'-10"

EXISTING FRAMING

LOCATION TO AVOID

ADJUST HOLE SIZE AND

6 CUTS SPACING VARIES (SEE SHEET S-102)

23 CUTS AT APPROXIMATELY 7'-0" O.C. (FIELD VERIFY)

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LEGEND:

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- DEMOLITION

THIS AREA ONLY

SEE NOTE 3 FOR

M A

S O

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Y G

U A

R D L

O C

K W

A L L

OF NEW PILASTER

O F N

E W P

A S

T E

OF NEW PILASTER

O F N

E W P

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A L L S L

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(VACANT)

MILL 'A' BUILDING

M S

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SCALE: 1" = 1'-0"

DETAIL

SCALE: 1" = 1'-0"

DETAIL

SCALE: 1" = 1'-0"

SECTION

SCALE: 1" = 1'-0"

SECTION

SCALE: 1" = 10'

MASONRY GUARD LOCK WALL - DEMOLITION PLAN 'A'

POWERHOUSE

SCALE: 1"= 10'

10' 0 10'

REMOVE ANCHOR

REMOVE EXISTING BASEPLATE AND GROUT,

DESTRESS EXISTING ANCHOR,

REMOVE EXISTING CAP,

12"0 5'

"= 1'-0"4

1SCALE:

DO NOT REMOVE EXISTING WT BEAMS

REMOVE EXISTING HANDRAIL,

REMOVE EXISTING CONCRETE ON METAL DECK.

DECK AND HANDRAIL TO BE REMOVED

EXTENTS OF CONCRETE ON METAL

TO ACCESS EXISTING ANCHOR,

REMOVE 3' WIDE DECK AND HANDRAIL

3'-0"

EXPANSION JOINT

REMOVE DECK TO EXISTING

BE ATTACHED

ALLOW NEW METAL DECK TO

METAL DECK EXPOSED TO

LEAVE SUFFICIENT EXISTING NOTES:

P P

R O

PROPOSED DEMOLITION OF ANCHORS:

COVER WITH NON-SHRINK GROUT.

STEP #4, REMOVE ANCHOR TO 3" BELOW TOP OF CONCRETE AND

NEW ANCHOR ADJACENT TO EXISTING ANCHOR WITHOUT PERFORMING

5. IF CONTRACTOR CAN DEMONSTRATE SUFFICIENT SPACE TO PLACE

3. REMOVE EXISTING BASEPLATE AND GROUT.

2. DESTRESS EXISTING ANCHOR.

1. REMOVE EXISTING CAP.

CONCRETE CANAL WALL (DEMOLITION LENGTH = 229'-0" APPROX.)

EXISTING FRAMING (TYP.)

EXISTING BRIDGE

STRENGTH IS EXPECTED TO BE SIGNIFICANTLY HIGHER - BETWEEN 5,000 PSI AND 25,000 PSI.

COMPRESSIVE STRENGTH WILL BE HIGHER IN SOME LOCATIONS. AGGREGATE COMPRESSIVE

STRENGTH OF THE REST OF THE CANAL WALL IS 880 PSI. ACTUAL EXISTING CONCRETE

4. DESIGN COMPRESSIVE STRENGTH OF TOP 3 FT. OF STEM IS 3,200 PSI. DESIGN COMPRESSIVE

STORE FOR REUSE.

3. REMOVE EXISTING CONDUIT, LIGHT FIXTURES, AND APPURTENANCES ATTACHED TO CURB.

CAPACITY IN THE WALL AND DECK.

ANALYSIS PERFORMED BY A LICENSED ENGINEER THAT DEMONSTRATES SUFFICIENT

2. THIS REQUIREMENT MAY BE WAIVED IF THE CONTRACTOR SUBMITS AN ENGINEERING

ANCHOR IS REPLACED WITH A NEW ANCHOR, ANOTHER ANCHOR MAY BE REMOVED.

1. ONLY REMOVE ONE ANCHOR AT A TIME IN ANY 20 FEET LENGTH. ONCE AN EXISTING

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IDENTIFICATION

SHEET

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R of Engineers

US Army Corps

P L

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LEGEND:

- DEMOLITION

BUILDING

PAPER MILL

PGE SULLIVAN POWERHOUSE

MAX.

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

SECTION

SCALE: 1" = 10'

CONCRETE CANAL WALL - DEMOLITION PLAN 'B'

TAIL RACE

POWER HOUSE

C H

U T E

B Y P

BUILDING

MILL

PAPER

POWERHOUSE

PGE SULLIVAN

MILL A

BUILDING

(VACANT)

POWERHOUSE

FOREBAY

SCALE: 1"= 20'

20' 0 20'

SEE SHEET S-102, PLAN 'A' SEE SHEET S-103, PLAN 'B'

4'-0" (APPROX)

CONCRETE CANAL WALL - 233'-0" (APPROX)MASONRY GUARD LOCK WALL AND MONOLITHS - 251'-0" (APPROX.)

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US Army Corps

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SCALE: 1" = 20'

STRUCTURAL OVERALL PLAN

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EXISTING GRADE

CHANGE IN SLOPE OF

APPROX. LOCATION OF

COLUMN (TYP)

EXISTING CONCRETE

MONOLITH

EXISTING GATE 7

12"

SCALE: 1"= 1'-0"

6" 0 1'

FRAMING (TYP)

EXISTING DECK

FACE OF MONOLITH

APPROX. LOCK-SIDE

TRAINING WALL

EXISTING CONCRETE

AND GUIDE WALLS

OF PGE POWERHOUSE

APPROX. LOCATION

NOTES:

EXISTING BEAM AND WALL

TO CLEAR CONFLICT WITH

ADJUST PILASTER LOCATION

4 SPACES @ APPROX. 21'-6" O.C. = 86'-0"4 SPACES @ APPROX. 16'-0" O.C. = 64'-0"

23 PILASTERS SPACED AT APPROX. 7'-0" O.C.

VARIES

SPACING

7 PILASTERS,

MONOLITH

EXISTING GATE 6

EQUIPMENT INSTALLED ON SITE

IN RAMP. PLACE TO AVOID EXISTING

DO NOT PLACE ROCK ANCHORS

(TYP-CENTERED IN HEADWALL)

ROCK ANCHORS

7'-0"

LOCK WALL

EXISTING GUARD

SEE NOTE 5

CORE HOLE GL-1,

EXACT LOCATION SUBJECT TO CHANGE.

BEFORE INSTALLING ANCHOR. PLACE CORE HOLE IN FUTURE ROCK ANCHOR LOCATION.

5. CORE HOLE FOR GEOTECHNICAL INVESTIGATION - SEE SPECIFICATIONS. DRILL

DECK.

4. CENTER PILASTERS BETWEEN EXISTING BEAMS SUPPORTING CONCRETE ON METAL

CALLED OUT LOCATIONS.

AND LOCATIONS FOR APPROVAL. PLACE PILASTERS AS CLOSE AS POSSIBLE TO

3. IN LOCATIONS WHERE PILASTERS WILL NOT FIT AS SHOWN, SUBMIT REVISED SIZES

LIMITED SITE ACCESS. VERIFY ALL DIMENSIONS AND LOCATIONS IN THE FIELD.

BASED ON LIMITED AS-BUILT INFORMATION AND ROUGH MEASUREMENTS DURING

2. ALL LOCATIONS AND GENERAL MEASUREMENTS SHOWN ARE APPROXIMATE AND

1. SEE S-101 FOR STRUCTURAL OVERALL PLAN.

AND S-302 (TYP.)

SEE SHEETS S-301

IN NEW PILASTER,

ROCK ANCHOR

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IDENTIFICATION

SHEET

D A

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R of Engineers

US Army Corps

P L

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EXISTING CONCRETE WALL

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GUARD LOCK

FOREBAY

A D

V E

R T

S-301

C S-301

D S-302

SCALE: 1" = 10'

GUARD LOCK STRUCTURAL STABILIZATION - PLAN 'A'

B-202

POWERHOUSE

SCALE: 1"= 10'

10' 0 10'

CONCRETE CANAL WALL

REMOVED ANCHORS (TYP.)

LOCATE IN SAME LOCATION AS

ROCK ANCHORS @ 6'-0" OC MAX.

NOTES:

SEE NOTE 4

CORE HOLE CW-2,

SEE NOTE 4

CORE HOLE CW-1,

ROCK ANCHOR. EXACT LOCATION SUBJECT TO CHANGE.

DRILL AFTER REMOVING EXISTING ANCHOR BUT BEFORE INSTALLING NEW

4. CORE HOLE FOR GEOTECHNICAL INVESTIGATION - SEE SPECIFICATIONS.

DRILLING COMMENCES.

ITEMS IN THE WALL.

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File details come from the government source that posted it. Updated Aug 12, 2022.