Attachment 2 - Contract Drawings (25 Pages).pdf

US Army Corps of Engineers ®

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SOLICITATION NO.:

CONTRACT NO.:

ISSUE DATE:

PITTSBURGH DISTRICT

US Army Corps of Engineers ®

OHIO RIVER BASIN

UPPER OHIO NAVIGATION PROJECT

MONTGOMERY LOCKS & DAM

SECANT WALL

W911WN21B8000

FEBRUARY 2021

CERTIFIED FINAL DOCUMENTS

MONTGOMERY

LOCKS AND DAM

THIS PROJECT WAS DESIGNED BY THE PITTSBURGH DISTRICT OF THE U.S. ARMY CORPS OF ENGINEERS. THE INITIALS OR SIGNATURES AND REGISTRATION DESIGNATIONS OF INDIVIDUALS APPEAR ON THESE PROJECT DOCUMENTS WITHIN THE

SCOPE OF THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.

SUBMITTED BY:

PROJECT ENGINEER

/S/ ALEXANDER A. ZYZNEWSKY, P.E.

APPROVED BY:

CHIEF, ENGINEERING & CONSTRUCTION DIVISION

/S/ MARK C JONES, P.E., PMP

APPROVED BY:

DIRECTOR, INLAND NAVIGATION DESIGN CENTER

/S/ FREDERICK R. JOERS, P.E.

SUBMITTED BY:

LEAD ENGINEER, UPPER OHIO NAVIGATION PROJECT

/S/ SAMUEL C. MORGAN, P.E.

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DISCIPLINE DESIGNATOR AS PER A/E/C/ CADD

STANDARDS

SHEET TYPE DESIGNATOR AS PER A/E/C CADD

STANDARDS

DRAWING NUMBER

SHEET IDENTIFICATION KEY:

DRAWING SERIES

CODE

US Army Corps of Engineers ®

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CONTRACT DRAWINGS

SHEET ID DRAWING TITLE

GENERAL

00-G-001 COVERSHEET

00-G-002 CONTRACT AND REFERENCE DRAWING INDEX

00-G-003 STANDARD ABBREVIATIONS

GENERAL PLANS

04-C-101 CONTRACTOR WORK LIMITS PLAN

CORE BORINGS

10-B-001 GEOLOGICAL STANDARDS - UNIFIED SOIL CLASSIFICATIONS WITH ABBREVIATONS

10-B-002 GEOLOGICAL STANDARDS - ROCK AND SOIL DESCRIPTIONS WITH ABBREVIATONS

10-B-101 BORING LOCATION PLAN

10-B-102 PROPOSED EXPLORATORY TEST - BORING PLAN

10-B-103 INSTRUMENTATION PLAN - ENCLOSURE DETAIL, AND VIBRATING WIRE PIEZOMETER INSTALLATION DETAIL

10-B-601 BORING LOGS 18-EDM-RW-4 - SHEET 1 OF 3

10-B-602 BORING LOGS 18-EDM-RW-4 - SHEET 2 OF 3

10-B-603 BORING LOGS 18-EDM-RW-4 - SHEET 3 OF 3

10-B-604 BORING LOGS 18-EDM-RW-5 - SHEET 1 OF 3

10-B-605 BORING LOGS 18-EDM-RW-5 - SHEET 2 OF 3

10-B-606 BORING LOGS 18-EDM-RW-5 - SHEET 3 OF 3

PROPERTY SURVEYS

11-V-101 PROJECT DATA - HORIZONTAL AND VERTICAL CONTROL

GAGE RECORDS, HYDROGRAPHS, & DISCHARGES

14-V-601 STAGE HYDROGRAPHS 2018 - 2020 INCLUSIVE

14-V-602 STAGE-EXCEEDANCE AND STAGE-DISCHARGE GRAPHS

DAM MASONRY

40-ST101 DEMONSTRATION LIMITS - PLAN AND SECTION

40-SD101 DEMOLITION - PLAN AND SECTION

40-SD501 DEMOLITION OPTION - SECTION AND DETAIL

40-S-101 SECANT PILE WALL ALIGNMENT - PLAN AND DETAIL

40-S-501 SECANT PILE WALL - TYPICAL DETAIL AND SECTION

40-S-502 SECANT PILE WALL - END DETAILS

40-S-503 REINFORCEMENT BEAM - ELEVATION AND DETAIL

REFERENCE DRAWINGS

SHEET ID DRAWING TITLE

GENERAL INDEXES - COVER SHEET, SIGNATURE SHEET, GENERAL INDEX SHEETS, & PICTORIAL VIEWS

G-0180 COVERSHEET

G-0186 CONSTRUCTION SEQUENCE NOTES

G-2185 NEW AND EXISTING - DAM AND MACHINERY HOUSING - ELEVATIONS

GENERAL - GENERAL PLANS

C-1150 CONTRACTOR WORK LIMITS

SD3122 DAM PIER - MASONRY DEMOLITION - SECTIONS AND DETAIL

SURVEY AND RECREATION - GAGE RECORDS, HYDROGRAPHS, & DISCHARGES

V-6111 UPPER POOL STAGE HYDROGRAPHS 1995 - 1999 INCLUSIVE

V-6112 UPPER POOL STAGE HYDROGRAPHS 2000 - 2004 INCLUSIVE

V-6113 UPPER POOL STAGE HYDROGRAPHS 2005 - 2009 INCLUSIVE

V-6114 UPPER POOL STAGE HYDROGRAPHS 2010 - 2014 INCLUSIVE

V-6115 LOWER POOL STAGE HYDROGRAPHS 1995 - 1999 INCLUSIVE

V-6116 LOWER POOL STAGE HYDROGRAPHS 2000 - 2004 INCLUSIVE

V-6117 LOWER POOL STAGE HYDROGRAPHS 2005 - 2009 INCLUSIVE

V-6118 LOWER POOL STAGE HYDROGRAPHS 2010 - 2014 INCLUSIVE

V-6119 DURATION AND DISCHARGE CURVE

V-6120 UPPER POOL STAGE HYDROGRAPHS 2015 - 2017 INCLUSIVE

V-6121 LOWER POOL STAGE HYDROGRAPHS 2015 - 2017 INCLUSIVE

DAM - DAM MASONRY

ORB 3-2 - SHEET 3 DAM - PLAN, ELEVATION & SECTIONS

ORB 3-2 - SHEET 4 DAM - TYPICAL PLANS OF APRON

ORB 3-2 - SHEET 5 DAM - PILING AND REINFORCING PLAN AND BAFFLE WALL DETAILS

S-2276 GENERAL ARRANGEMENTS - TYPICAL DAM PIER AND MACHINERY HOUSING - ELEVATIONS AND SECTIONS

S-3278 GATE 3/PIER 3 - TRACK BEAM REPAIR CONSTRUCTION SEQUENCE - CONSTRUCTION AND WELD REPAIR NOTES

S-5300 CONCRETE REPAIR DETAILS

DAM - ELECTRICAL SYSTEMS

E-1185 ELECTRICAL SITE PLAN

SUGGESTED CONSTRUCTION SEQUENCE:

1. CONTRACTOR TO PROVIDE AND INSTALL A BULKHEAD SYSTEM TO THE TOP OF THE FIXED CREST DAM, COMMONLY REFERRED TO AS "FLASHBOARDS". REFER TO REFERENCE DRAWINGS FOR LOCATION OF SUPPORT HOLES FOR THE FLASHBOARDS. AFTER COMPLETION OF THE PROJECT, THESE FLASHBOARDS WILL BE PROPERTY OF THE GOVERNMENT. IN ORDER TO MITIGATE CURRENT FLOW AT THE LOCATION OF CONSTRUCTION, AN ADJUSTED GATE SCHEDULE HAS BEEN CREATED AND IS LOCATED WITHIN THE SPECIFICATIONS. (SECTION 01 35 00.00 08 SPECIAL

PROCEDURES).

2. CONTRACTOR TO INSTALL INSTRUMENTATION AND MONITORING DEVICES AS SHOWN ON THE CONTRACT DRAWINGS. CONTRACTOR TO SUBMIT DATA FROM INSTRUMENTATION, SEE SPECIFICATIONS FOR FURTHER

DETAILS. (DRAWING 10-B-103, SECTION 13 51 00.10 01 INSTRUMENTATION).

3. CONTRACTOR TO DRILL EXPLORATORY TEST BORINGS AT THE CENTER OF THE SELECTED SECANT PILES, 4 TOTAL HOLES, AS SHOWN ON THE CONTRACT DRAWINGS. CONTRACTOR TO SUBMIT DRILLER'S LOG, SEE SPECIFICATIONS FOR FURTHER DETAILS. (DRAWING 10-B-102, SECTION 01 35 00.00 08 SPECIAL PROCEDURES).

A. BASED ON RESULTS FROM DRILLER'S LOG OF EXPLORATORY TEST BORINGS, PRE-GROUTING (PHASE 1) MAY BE

REQUIRED. CONTRACTOR TO EVALUATE DRILLER'S LOG, IF VOIDS ARE PRESENT AND GREATER THAN SPECIFIED IN SPECIFICATIONS, CONTRACTOR TO SUBMIT A PHASE 1 VOID FILLING PLAN FOR GOVERNMENT APPROVAL. ASSUME 25'X10'X1' AREA OF PRE-GROUTING (PHASE 1) REQUIRED FOR BIDDING PURPOSES. REFER TO "UNDER APRON VOID FILLING" GROUTING SPECIFICATIONS FOR FURTHER DETAILS. (DRAWING 10-B-102, SECTION 31 67 00 UNDER APRON VOID FILLING)

4. CONTRACTOR TO CONSTRUCT A DEMONSTRATION SECANT PILE WALL WITHIN THE ALLOWABLE LIMITS SHOWN ON THE DRAWINGS. REFER TO SPECIFICATIONS FOR SUBMITTAL REQUIREMENTS. (DRAWING 40-ST101, SECTION 31 63

41.00 14 SECANT PILE WALL SYSTEM).

5. CONTRACTOR TO DEMOLISH EXISTING BAFFLES, AS REQUIRED, THAT WILL INTERFERE WITH PLACEMENT OF THE SECANT PILE WALL. POTENTIAL DEMOLITION OF EXISTING BAFFLES SHALL BE LIMITED TO THOSE SHOWN ON DRAWING 40-SD101 OF THE DRAWING PACKAGE. FOR DEMOLITION GUIDANCE, REFER TO THE SPECIFICATIONS.

(DRAWING 40-SD101, 40-SD501, SECTION 02 41 00 DEMOLITION AND DECONSTRUCTION).

6. CONTRACTOR TO LAY OUT LOCATION OF SECANT PILE WALL WITHIN ALLOWABLE LIMITS, PROVIDING DOCUMENTATION OF FINAL LOCATION. IF A TEMPLATE IS USED, GOVERNMENT APPROVAL IS REQUIRED FOR ANY STRUCTURE TO BE ATTACHED TO GOVERNMENT PROPERTY. (DRAWING 40-S-101, SECTION 31 63 41.00 14 SECANT

PILE WALL SYSTEM).

7. CONTRACTOR TO REMOVE AND DISPOSE LIMITED PORTIONS OF THE APRON, AS REQUIRED, WHILE REMAINING WITHIN THE MAXIMUM ALLOWABLE LIMITS FOR INSTALLATION OF SECANT PILE WALL. POTENTIAL ALTERNATIVES

FOR REMOVAL ARE AS FOLLOWS, BUT NOT LIMITED TO:

A. CORING THROUGH THE CONCRETE APRON. REFER TO REFERENCE DRAWINGS PACKAGE FOR CONCRETE

APRON DETAILS, REBAR REINFORCEMENT, AND TIMBER PILES LOCATIONS, AS WELL AS THE SPECIFICATIONS.

(DRAWING 40-SD101, 40-SD501, SECTION 31 63 41.00 14 SECANT PILE WALL SYSTEM, SECTION 02 42 00.00 08

DISPOSAL OF MATERIALS)

B. ALTERNATIVE METHODS TO BE PRESENTED BY CONTRACTOR WITHIN DEMOLITION MEANS AND METHODS PLAN

AND APPROVED BY GOVERNMENT.

8. CONTRACTOR TO DRILL AND PLACE PRIMARY PILES. CONTRACTOR TO ASSUME PRIMARY PILES TO HIT OBSTRUCTIONS ON 25% OF PILES. (DRAWING 40-S-101, 40-S-501, 40-S-502, SECTION 31 63 41.00 14 SECANT PILE WALL

SYSTEM).

9. CONTRACTOR TO DRILL AND PLACE SECONDARY PILES. CONTRACTOR TO ASSUME SECONDARY PILES TO HIT OBSTRUCTIONS ON 25% OF PILES. (DRAWING 40-S-101, 40-S-501, 40-S-502, SECTION 31 63 41.00 14 SECANT PILE WALL

SYSTEM, SECTION 05 50 14 STRUCTURAL METAL FABRICATIONS).

10. CONTRACTOR TO USE PRESSURE GROUTING METHODS AT BOTH ENDS OF THE SECANT PILE WALL, AS SHOWN IN

THE DRAWINGS. (DRAWING 40-S-502, SECTION 03 37 06.00 08 JET GROUTING).

11. CONTRACTOR MAY BE REQUIRED TO FILL VOIDS UNDER THE APRON THAT MAY BE HAVE FORMED DUE TO CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING THE EXISTING APRON AND SUB-APRON MATERIALS. THE CONTRACTOR MUST COORDINATE WITH THE CONTRACTING OFFICER FOR PHASE 2 VOID FILLING AND APPROVAL IS REQUIRED BY THE CONTRACTING OFFICER PRIOR TO PHASE 2 VOID FILLING. AFTER APPROVAL, CONTRACTOR MUST SUBMIT A PHASE 2 VOID FILLING PLAN FOR GOVERNMENT APPROVAL. ASSUME 25'X10'X1' AREA OF POST-GROUTING (PHASE 2) REQUIRED FOR BIDDING PURPOSES. REFER TO "UNDER APRON VOID FILLING" GROUTING SPECIFICATIONS FOR FURTHER DETAILS. (SECTION 31 67 00 UNDER APRON VOID FILLING).

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STANDARD ABBREVIATIONS:

RA RETURN AIR

RECEP RECEPTACLE

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

RMG RELATIVE MOVEMENT GROUP

RR RAILROAD

RT RIGHT, RADIOGRAPH TESTING

RW, R/W RIVER WALL

S SOUTH

SA SUPPLY AIR

SAN SANITARY

SCADA SUPERVISORY CONTROL & DATA ACQUISITION

SCH SCHEDULE

SDR STANDARD DIMENSION RATIO

SECT SECTION

SEL SELECT

SF SQUARE FOOT

SH, SHLD SHIELDED

SHT SHEET

SIM SIMILAR

SL SLOPE

SLS SEWAGE LIFT STATION

SMACNA SHEET METAL & AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION

SOL SOLENOID

SP SUMP PUMP

SPA SPACE, SPACING

SPD SURGE PROTECTIVE DEVICE

SPDT SINGLE POLE DOUBLE THROW

SPEC SPECIFICATION

SQ SQUARE

SR STATE ROAD

SS STAINLESS STEEL, SAFETY SWITCH

SSP SHEET PILE

SSPC STRUCTURAL STEEL PAINTING COUNCIL

ST STL STAINLESS STEEL

STA STATION

STD STANDARD

STG CTRS STAGGERED CENTERS

STIFF STIFFENER

STIR STIRRUP

STL STEEL

STR STRAIGHT, STRUCTURAL

STR STL STRUCTURAL STEEL

SV, SOL SOLENOID VALVE

SW SWITCH

SWP SERVICE WATER PUMP

SY SQUARE YARD

SYM SYMMETRICAL

T, XFMR TRANSFORMER

T/ TOP OF

TB TERMINAL BLOCK

TEMP TEMPORARY

TF TOF FACE, TRENCH FLOOR

TH THERMOSTAT

THK THICK

TM TILTMETER

TOC TOP OF CONCRETE

TOG TOP OF GRATING

TOR TOP OF ROCK

TOS TOP OF STEEL

TP TILT PLATE

TRANS TRANSVERSE

TS TRAFFIC SIGNAL

TVSS TRANSIENT VOLTAGE SURGE SUPPRESSOR

TYP TYPICAL

U/S UPSTREAM

UFC UNIFIED FACILITIES CRITERIA

UH UNIT HEATER

UHMW-PE ULTRA-HIGH-MOLECULAR-WEIGHT POLYETHYLENE

UL UNDERWRITERS LABORATORIES

UNC UNIFIED NATIONAL COARSE

UNO UNLESS NOTED OTHERWISE

UP UPPER POOL

UPS UNINTERRUPTIBLE POWER SUPPLY

US UNITED STATES, UPSTREAM

USACE UNITED STATES ARMY CORPS OF ENGINEERS

USLW UPSTREAM LAND WALL

USMW UPSTREAM MIDDLE WALL

USRW UPSTREAM RIVER WALL

UT ULTRASONIC TESTING

V VOLTS

VAC VOLTS ALTERNATING CURRENT

VCP VITRIFIED CLAY PIPE

VDC VOLTS DIRECT CURRENT

VERT VERTICAL

VFD VARIABLE FREQUENCY DRIVE

VOIP VOICE OVER INTERNET PROTOCOL

W WATTS, WIDTH, WATER, WEST

W WITH

W/OUT WITHOUT

WF WIDE FLANGE

WH WATER HEATER

WOF WELDED ON FEMALE INTERLOCK

WOM WELDED ON MALE INTERLOCK

WP WATERPROOF, WEATHERPROOF, WORKING POINT

WT WEIGHT, TEE SECTION

WWR WELDED WIRE REINFORCEMENT

YD YARD

YEL YELLOW

KCMIL ONE THOUSAND CIRCULAR MILS

KSI KIPS PER SQUARE INCH

KVA KILOVOLT AMPS

KW KILOWATT

L ANGLE, LENGTH

L-8 LAND WALL MONOLITH NO. 8

L/C LAND CHAMBER

L/D LOCK AND DAM

LA LIGHTING ARRESTOR

LBS POUNDS

LC LIGHTING CONTRACTOR

LCD LIQUID CRYSTAL DIODE

LCY LATCHING CYLINDER

Ld DEVELOPMENT LENGTH

Ldh HOOK DEVELOPMENT LENGTH

LDT LINEAR DISPLACEMENT TRANSDUCER

LED LIGHT EMITTING DIODE CLUSTER LAMP

LF LINEAR FEET

LG LONG

LIN LINEAR

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LMC LATEX MODIFIED CONCRETE

LOC LOCATION

LP LOWER POOL, LOW POINT, LIGHTING PANELBOARD

LS LIMIT SWITCH

LSL LONG SLOTTED HOLE

LT LIGHT, LEFT

LTG LIGHTING

LW, L/W LAND WALL

M MOTOR, METER

M-8 MIDDLE WALL MONOLITH NO. 8

MATL MATERIAL

MAX MAXIMUM

MB/S MEGABYTE PER SECOND

MCC MOTOR CONTROL CENTER

MDS MAIN DISCONNECT SWITCH

MECH MECHANICAL

MFR MANUFACTURER

MH MANHOLE

MIL ONE THOUSANDTH OF AN INCH

MIN MINIMUM

MISC MISCELLANEOUS

MJ MONOLITH JOINT, MECHANICAL JOINT

MK MARK

MM MILLIMETER

MONO MONOLITH

MT MAGNETIC PARTICLE TESTING

MTD MOUNTED

MTL METAL

MTS MANUAL TRANSFER SWITCH

MW, M/W MIDDLE WALL

N NORTH, NITROGEN, NEUTRAL

N/A NOT APPLICABLE

NAVD NORTH AMERICAN VERTICAL DATUM

NC NORMALLY CLOSED

NEC NATIONAL ELECTRICAL CODE

NEMA NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION

NF NOT FUSED, NEAR FACE

NFPA NATIONAL FIRE PROTECTION ASSOCIATION

NGS NATIONAL GEODETIC SURVEY

NGVD NATIONAL GEODETIC VERTICAL DATUM

NIC NOT IN CONTRACT

NO NUMBER, NORMALLY OPEN

NOM NOMINAL

NPT NATIONAL PIPE THREAD

NRCA NATIONAL ROOFING CONTRACTORS ASSOCIATION

NS NEAR SIDE

NSRS NATIONAL SPATIAL REFERENCE SYSTEM

NTRL NEUTRAL

NTS NOT TO SCALE

O/O OUT TO OUT

OC ON CENTER

OD OUTSIDE DIAMETER

ODOP OHIO DEPARTMENT OF TRANSPORTATION

OF OUTSIDE FACE

OL OVERLOAD

OPG OPENING

OPP OPPOSITE

OPT OPTIONAL

ORG ORANGE

P POLE

PB PUSH BUTTON, PULL BOX

PBM PRIMARY BENCH MARK

PC PERSONAL COMPUTER, PIECE, PROTECTION CELL

PENNDOT PENNSYLVANIA DEPARTMENT OF TRANSPORTATION

PF POWER FACTOR

PH PHASE

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLC PROGRAMMABLE LOGIC CONTROLLER

PNL PANEL

POS POSITIVE

POT POTENTIOMETER

PP POWER PANELBOARD

PR PAIR

PS POWER SUPPLY

PSC PRESTRESSED CONCRETE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSM POWER SUPPLY MODULE

PT PRESSURE TRANSDUCER

PTZ PAN TILT ZOOM

PVC POLYVINYL CHLORIDE

PWR POWER

QTY QUANTITY

R, RAD RADIUS

R-8 RIVER WALL MONOLITH NO. 8

R/C RIVER CHAMBER

DN DOWN

DP DEEP, DISTRIBUTION PANEL

DPDT DOUBLE POLE DOUBLE THROW

DPST DOUBLE POLE SINGLE THROW

DS, D/S DOWNSTREAM

DSLW DOWNSTREAM LAND WALL

DSMW DOWNSTREAM MIDDLE WALL

DSRW DOWNSTREAM RIVER WALL

DVR DIGITAL VIDEO RECORDER

DWG, DGWS DRAWING, DRAWINGS

DWP DEWATERING PUMP

E EAST

E-STOP EMERGENCY STOP

EA EACH

EF EACH FACE, EXHAUST FAN

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELB ELBOW

ELEC, ELECT ELECTRICAL

EM EMERGENCY, ENGINEERING MANUAL

EMB EMBEDED

EMT ELECTRICAL METAL TUBING

ENET ETHERNET

EPDM ETHYLENE-PROPALENE-DIENE-MONOMER

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EST ESTIMATED

ESV EMPTYING SOLENOID VALVE

EV, E/V EMPTYING VALVE

EW EACH WAY

EXH EXHAUST

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F FUSE, DEGREES FAHRENHEIT

F'C 28 DAY COMPRESSION CONCRETE STRENGTH GIVEN IN PSI

F/F FACE TO FACE

FA FIRE ALARM

FB FUSE BOX

FCM FRACTURE CRITICAL MEMBER

FD FLOOR DRAIN

FF FAR FACE

FH FLAT HEAD

FIXT FIXTURE

FL FLOODLIGHT

FLG FLANGE

FLR FLOOR

FM FLOATING MOORING, FORCE MAIN

FMB FLOATING MOORING BITT

FO FIBER OPTIC

FRP FIBER REINFORCED POLYMER

FS FAR SIDE

FSV FILLING SOLENOID VALVE

FT FOOT, FEET

FU FUSE

FV, F/V FILLING VALVE

Fy YIELD STRENGTH

G, GRD GROUND

GA GOUGE

GAL GALLON

GALV GALVANIZED

GEN GENERATOR

GFE GOVERNMENT FURNISHED EQUIPMENT

GFI, GFCI GROUND FAULT CIRCUIT INTERRUPTER

GFM GOVERNMENT FURNISHED MATERIAL

GFRP GLASS FIBER REINFORCED POLYMER

GPM GALLONS PER MINUTE

GR GRADE OF STEEL

GRS GALVANIZED RIGID STEEL

GTG GRATING

GV GATE VALVE

GWB GYPSUM WALL BOARD

H, HT HEIGHT

HC HEATER CONTRACTOR

HD HEAD, HIGH DEFINITION, HEAVY DUTY

HDG HOT DIP GALVANIZED

HDLS HEADLESS

HDPE HIGH DENSITY POLYETHYLENE

HEX HEXAGONAL

HH HANDHOLE

HID HIGH INTENSITY DISCHARGE

HK HOOK

HMI HUMAN MACHINE INTERFACE

HML HIGH MAST LIGHTING

HOA, H-O-A HIGH-OFF-AUTOMATIC

HORIZ HORIZONTAL

HP HORSEPOWER, HIGH POINT

HPS HIGH PRESSURE SODIUM

HPU HYDRAULIC POWER UNIT

HS HIGH STRENGTH

HSA HEADED STUD ANCHOR

HT HEATER

HVAC HEATING, VENTILATING & AIR CONDITIONING

HW HOT WATER

HZ HERTZ

I/O INPUT/OUTPUT

IC INCLINOMETER

ICP INTERLOCK CONTROL PANEL

ID INSIDE DIAMETER

IE INVERT ELEVATION

IF INSIDE FACE

IN INCH

INT INTERIOR

INV INVERT

IP INTERNET PROTOCOL

JP, J.BOX JUNCTION BOX

JT JOINT

K KIP (1 KIP = 1,000 LBS)

KA KILOAMP

& AND

1P SINGLE POLE

2P DOUBLE POLE

3P THREE POLE

@ AT

A AMPERE

AASHTO AMERICAN ASSOC. OF STATE HIGHWAY & TRANSPORTATION

AB AIR BUBBLER

ABT ABOUT

AC AIR CONDITIONING, ALTERNATING CURRENT

ACCU AIR CONDENSING UNIT

ACE-IT ARMY CORPS OF ENGINEERS INFORMATION TECHNOLOGY

ACI AMERICAN CONCRETE INSTITUTE

AF AMP FRAME RATING

AFF ABOVE FINISHED FLOOR

AGA AMERICAN GAS ASSOCIATION

AHU AIR HANDLING UNIT

AIC AMPERE INTERRUPTING CAPACITY

AIEE AMERICAN INSTITUTE OF ELECTRICAL ENGINEERS

AISC AMERICAN SOCIETY OF STEEL & CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

APPROX APPROXIMATE

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASME AMERICAN SOCIETY OF MECHANICAL ENGINEERS

ASSY ASSEMBLY

ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS

AT AMP TRIP RATING

ATS AUTOMATIC TRANSFER SWITCH

AUX AUXILIARY

AVG AVERAGE

AW AIR WHISTLE

AWG AMERICAN WIRE GAGE

AWS AMERICAN WELDING SOCIETY

AWWA AMERICAN WATER WORKS ASSOCIATION

B TO B BACK TO BACK

B/ BOTTOM OF

BKR BREAKER

BL BASELINE

BLDG BUILDING

BLK BLACK

BLU BLUE

BM BEAM

BOT BOTTOM

BRG BEARING

BRN BROWN

BS BLACK STEEL

BSV BLOCKING SOLENOID VALVE

BT BENT

BTU BRITISH THERMAL UNITS

BYP BYPASS

C CONDUIT, DEGREES CELSIUS, CONDUCTOR

C'BORE COUNTERBORE

C/C CENTER TO CENTER

CA COMPRESSED AIR

CAB CABINET

CAD COMPUTER-AIDED DRAFTING

CAHU CONDENSING UNIT

CAM CAMERA

CAP CAPACITY

CAT CATALOG

CAT6 CATEGORY 6 CABLE

CB CIRCUIT BREAKER

CCTV CLOSED CIRCUIT TELEVISION

CD COFFERDAM

CFM CUBIC FEET PER MINUTE

CFRP CARBON REINFORCED POLYMER

CG CENTER OF GRAVITY

CI CAST IRON

CIP CAST-IN-PLACE, CAST IRON PIPE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CJT CONTROL JOINT

CKT CIRCUIT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

CO CLEANOUT

COAX COAXIAL

COMM COMMUNICATION

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

COR CONTRACTING OFFICER'S REPRESENTATIVE

COV COVERAGE

CPA CORNER PROTECTION TYPE A (HORIZONTAL)

CPB CORNER PROTECTION TYPE B (VERTICAL)

CPU CENTRAL PROCESSING UNIT

CR CONTROL RELAY

CS1, CS-1 CONTROL STATION NO. 1

CSK COUNTERSUNK

CTR, CTRS CENTER, CENTERS

CTRL CONTROL

CU FT, CU CUBIC FOOT

CU YD, CY CUBIC YARD

CW COLD WATER

CWL CONTRACTOR WORK LIMITS

CYL CYLINDER

DC DIRECT CURRENT

DEG DEGREE

DEMO DEMOLITION

DI DUCTILE IRON

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIP DUCTILE IRON PIPE

DISC SW, DS DISCONNECT SWITCH

DL DEAD LOAD

M A

R K

D E

S C

R

IP

T

IO

N D

A

'-0

500'- 0"

375' -0"

'-0

REQUIRMENTS AND CONDITIONS OF USE

PROCEDURES" FOR GENERAL

SEE SPECIFICATION "SPECIAL

SEE NOTE 7 CONTRACTOR MOORING AREA,

GENERAL REQUIREMENTS AND CONDITIONS OF USE

SPECIFICATIONS "SPECIAL PROCEDURES" FOR

SEE NOTE 1, CONTRACTOR MOORING AREA, SEE

SECANT WALL

(STATE ROUTE 3008)

MONTGOMERY DAM ROAD

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

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H

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K

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D B

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C H

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D B

Y

D R

A W

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Y

D E

S

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N E

D B

Y

C O

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R A

C T N

O

S O

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A T

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N N

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SHEET ID

®of Engineers

US Army Corps

U .S

A R

M Y C

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P S O

F E

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IN

E E

R S

'-0

'-0

'-3

'-0

'-0

'-0

'-0

'-0

G A

T E

G A

T E

G A

T E

G A

T E

LAND WALL

MIDDLE W

ALL

LOWER GUIDE WALL

LOWER GUARD WALL

G A

T E

G A

T E

G A

T E

PIER 8

PIER 7

PIER 6

UPPER GUARD WALL

PIER 1

RIVER WALL

UPPER GUIDE WALL

PIER 4

PIER 5

PIER 2

PIER 3

NORTH

PLAN

NOTES

LEGEND

CONTRACTOR WORK LIMITS

FLOW

FLOW

(STAGE = 12'-0")

EL 682.0

MONTGOMERY POOL

OHIO RIVER

(STAGE = 12'-0")

EL 664.5

NEW CUMBERLAND POOL

OHIO RIVER

100' 200'0

P L

A N

C O

N T

R A

C T

O R W

O R

K L

IM

IT

J

U S

N A

K

R T

Y S

Z K

IE

W

IC

Z

B S

A K

M A

R

04-C-101

ESPLANADE

MITER GATE

DOWNSTREAM

MITER GATE

UPSTREAM

OPENING REACHES 40 FT.

FROM ANY POSITION DOWNSTREAM OF THE DAM BY THE TIME THE TOTAL DAM GATE

8. WITHOUT EXCEPTION, THE FLOATING PLANT AND EQUIPMENT SHALL BE REMOVED

OFFICER.

BELOW THE SPILLWAY AT THE DISCRETION OF THE LOCKMASTER AND CONTRACTING

CONTRACTOR'S FLOATING PLANT MAY BE MOORED TO THE LOWER GUARD WALL

7. IF THE PROJECTED TOTAL GATE OPENING IS NOT FORECASTED TO REACH 40 FT, THE

WITHOUT PERMISSION FROM THE CONTRACTING OFFICER.

THE CONTRACTOR SHALL NOT DISTURB ANY OF THE MATERIALS IN THESE AREAS

BEING USED AS HOLDING AREAS FOR MATERIALS BELONGING TO THE GOVERNMENT.

6. AREAS DESIGNATED AS "OCCUPIED" ON THE PLAN (SEE LEGEND) ARE CURRENTLY

SPECIFICATIONS SECTION.

SHALL BE COORDINATED WITH THE LOCKMASTER AND SHALL COMPLY WITH THE

REPAIR FLEET THAT MAY CAUSE DELAYS IN LOCKAGES. ALL REQUESTS FOR LOCKAGE

LOCKAGES. REPAIR WORK IS PLANNED FOR IN THE MAIN CHAMBER BY THE USACE

5. COMMERCIAL NAVIGATION AND THE USACE REPAIR FLEET HAS PRIORITY FOR ALL

STORAGE AREA FOR EQUIPMENT OR SUPPLIES.

ABUTMENT ACCESS ROAD TO STAGE FOR CONSTRUCTION, OR USE EITHER ROAD AS A

4. CONTRACTOR SHALL NOT BE PERMITTED TO USE THE LOCK ACCESS ROAD OR THE

CONTRACTING OFFICER.

AREAS ON THE ESPLANADE MAY BE PROVIDED UPON APPROVAL OF THE

DETERMINED BY THE CONTRACTING OFFICER. ADDITIONAL LAYDOWN/STORAGE

ESPLANADE (SEE LEGEND), AS WELL AS A DESIGNATED PARKING AREA TO BE

3. THE CONTRACTOR WILL BE PROVIDED LAYDOWN/STORAGE AREAS ON THE LOCKS

MITER GATES.

CROSS THE ESPLANADE TO ACCESS THE FLOATING PLANT VIA THE DOWNSTREAM

PLANT. IN THE EVENT THE UPSTREAM MITER GATES ARE OPEN, CONTRACTOR MAY

2. CONTRACTOR MAY USE THE UPSTREAM MITER GATES TO ACCESS THE FLOATING

REQUIREMENTS.

UPSTREAM GAGE REACHES 20.0. REFER TO SPECIFICATIONS FOR ADDITIONAL

LOCATION THAT IS NO CLOSER THAN 1 MILE FROM THE SITE BY THE TIME THE

FLOATING PLANT MUST BE COMPLETELY REMOVED AND SECURED AT AN OFFSITE

THE UPSTREAM RIVER WALL WHEN THE UPPER GAGE IS BELOW 16.0 FEET. THE

1. THE CONTRACTOR'S FLOATING PLANT MAY BE MOORED TO THE RIVERWARD FACE OF

A2

CONTRACTOR WORK LIMIT PLAN

SCALE: 1"=100'

AREA (SEE NOTE 3).

CONTRACTOR LAYDOWN/STORAGE

N D

C

IN

L

A N

D N

A V

A G

A T

IO

N D

E S

IG

N C

E N

T E

R M

V D

L R

D

CSX RAILR

OAD TRACKS

OCCUPIED AREA (SEE NOTE 6)

S M

O R

G A

N

C E

R T

IF

IE

D F

IN

A L D

O C

U M

E N

T S

S E

C A

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A L L

M O

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G O

M E

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K S A

N D D

A M

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P E

R O

H

IO

N

A V

IG

A T

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N P

R O J E

C T

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IV

E R B

A

IN

P

IT

T S

B U

R G

H D

IS

T R

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T

L

IB

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T Y A

V E

N U

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P

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B U

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W N

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A

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

B

C

D

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F

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H

J

K

L

M

N

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S U

B M

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B Y

C H

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D B

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D R

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D B

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C O

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SHEET ID

®of Engineers

US Army Corps

U .S

A

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P S

O F

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IN

E E

TYPICAL NAMES

6 7

(Excluding particles larger than 3 inches and basing fractions on estimated weights)

INFORMATION REQUIRED FOR

DESCRIBING SOILS

LABORATORY CLASSIFICATION

CRITERIA

GW

GP

GC

G ra v e ls

M o re t h a n h a lf o f c o a rs e f ra c ti o n is l a rg e r th a n

N o s ie v e s iz e

S a n d s

M o re t h a n h a lf o f c o a rs e f ra c ti o n is s m a ll e r th a n N o s ie v e s iz e

C o a rs e -g ra in e d S o il s F in e -g ra in e d S o il s

C le a n G ra v e ls

(L it tl e o r n o f in e s

G ra v e ls w it h

F in e s

(A p p re c ia b le a m o u n t o f fi n e s

C le a n

S a n d s

(L it tl e o r n o f in e s

S a n d s w it h

F in e s

(A p p re c ia b le a m o u n t o f fi n e s

SC

SM

SP

SW

S il ts a n d

C la y s

L iq u id l im it le s s t h a n

S il ts a n d

C la y s

L iq u id l im it g re a te r th a n

O R

A N

G E

B L

U E

G R

E E

N Y

E L

L O

W R

E D

Y E

L L

O W

R E

D

Highly Organic Soils PT

OH

CH

MH

OL

CL

ML

Peat and other highly organic soils

Identification procedures on fractions smaller than No. 40 sieve size

Dry Strength

(crushing characteristics)

Dilatancy

(reaction to shaking)

Toughness

(consistency near PL)

NoneQuick to slowNone to slight

Medium to high Medium

Slow Slight

Slow to none

None High and frequently by fibrous texture

For undisturbed soils add information on stratification, degree of compactness, cementation, moisture conditions and drainage characteristics

Give typical name; indicate approximate percentages of sand and gravel, max size, angularity, surface condition and hardness of the coarse grains; local or geologic name and other pertinent descriptive information and symbol in parentheses

Example:

size; rounded and subangular sand grains coarse to fine; about 15% nonplastic fines with low dry strength, well compacted and moist in place; alluvial sand. (SM) character of plasticity, amount and maximum size of coarse grains, color in wet name and other pertinent descriptive

For undisturbed soils add information on structure, stratification, consistency in undisturbed and remolded states, moisture and drainage conditions

Example:

loess, (ML)

M o re t h a n

G M

G

C

S M

S

C a t o

B o rd e rl in e c a s e s r e q u ir in g u s e o f d u a l s y m b o ls

C u

= Greater than 4

D

D

C c

(D )

D x D 10 60

Between one and 3

Not meeting all gradation requirements for GW

Atterberg limits below than 4

Atterberg limits below

"A" line with Pl greater than 7

Above "A" line with Pl between 4 and 7 are borderline cases requiring use of dual symbols

D

D

Greater than 6=C u

(D )

D x D 10 60

Cc Between one and 3

Not meeting all gradation requirements for SW

Atterberg limits below than 4

Atterberg limits above

"A" line with Pl greater than 7

Limits plotting in hatched zone with Pl borderline cases requiring use of dual symbols between 4 an 7 are

0 100

200 300

400 500

U A

LIQUID LIMIT, LL

P L

A S

T

IC

IT

Y

I N

D E

X P

I

0 10

20 30

40 50 60 70

60 60

70 80

80 80

90 100 110 120

LIQUID LIMIT, LL

U-LINE: PI= 0.9 (LL -8)

A-LINE: PI= 0.73 (LL -20)

CL-ML

PLASTICITY CHART

FIELD IDENTIFICATION PROCEDURES

"A" line or Pl less

"A" line or Pl Less

D e te rm in e p e rc e n ta g e s o f g ra v e l a n d s a n d f ro m g ra in -s iz e c u rv e

D e p e n d in g o n p e rc e n ta g e o f fi n e s fr a c ti o n s m a ll e r th a n

N o s ie v e s iz e c o a rs e -g ra in e d s o il s a re c la s s if ie d a s f o ll o w s

M o re t h a n h a lf o f m a te ri a l i s l a rg e r th a n N o s ie v e s iz e

M o re t h a n h a lf o f m a te ri a l i s s m a ll e r th a n

N o s ie v e s iz e

Silty sands, sand-silt mixtures

Clayey sands, sand-clay mixtures

Readily identified by color, odor, spongy feel gravelly; about 20% hardSilty sand,

in. maximum2 angular gravel particles, Give typical name, indicate degree and condition, odor if any, local or geologic information and symbol in parenthesis

, brown, slightly plastic,Clayey silt small percentage of fine sand, numerous vertical root holes, firm and dry in place at the plastic limit and quick loss of coherence of the lump below the plastic limit indicates the more potent is the colloidal clay fraction in the soil. Weakness of the thread

The tougher the thread near the plastic limit and the stiffer the lump when it finally crumbles, organic clays which occur below the A-line.

either inorganic clay of low plasticity, or materials such as kaolin-type clays and

Highly organic clays have a very weak and spongy feel at the plastic limit.

T h e N o s ie v e s iz e i s a b o u t th e s m a ll e s t p a rt ic le v is ib le t o t h e n a k e d e y e

(1) Boundary classifications: Soils possessing characteristics of two groups are designated by combinations of group symbols. For example GW-GC: well graded gravel-sand mixture with clay binder.

FIELD IDENTIFICATION PROCEDURES FOR FINE-GRAINED SOILS OR FRACTIONS

These procedures are to be performed on the minus No.40 sieve size particles, approximately �in. For field classification purposes, U s e g ra in

-s iz e c u rv e i n i d e n ti fy in g t h e f ra c ti o n s a s g iv e n u n d e r fi e ld i d e n ti fi c a ti o n

a. Gravels with 5 to 12% fines require dual symbols

GP-GM poorly graded gravel with clay GP-GM poorly graded gravel with silt GW-GC well graded gravel with clay GW-GM well graded gravel with silt

SP-SC poorly graded sand with clay SP-SM poorly graded sand with silt SW-SC well graded sand with clay SW-SM well graded sand with silt

CL or OL

(2) All sieve sizes on this chart are U.S. standard.

of coarse-grained soils.

soils and fine-grained fraction

For classification of fine-grained

CH or OH

A-LINE

U-LINE

screening is not intended. Simply remove by hand the coarse particles that interfere with the tests.

"U" line is an empirical boundary for natural soils. (Ref: Das, 1990)

(Ref: 2nd Edition Earth Manual, Bureau of Reclamation, 1990)

Slight to medium increasing plasticity.

character and quantity of the colloidal fraction contained in the soil. The dry strength increases with its strength by breaking and crumbling between the fingers. This strength is a measure of the adding water if necessary. Allow the pat to dry completely by oven, sun, or air drying, and then test After removing particles larger than No. 40 sieve size, mold a pat of soil to the consistency of putty, Dry strength (Crushing characteristics) typical silt has the smooth feel of flour.

distinguished by the feel when powdering the dried specimen. Fine sand feels gritty, whereas a very slight dry strength. Silty fine sands and silts have about the same slight dry strength, but can be High dry strength is characteristic for clays of the CH group. A typical inorganic silt possesses only crumbles when the plastic limit is reached.

dry, water must be added and reduced and the speciamen stiffens, finally loses its plasticity, and then folded and rerolled repeateldly. During this manipulation the moisture content is gradually too smooth surface or between the palms into a thread about one-eighth inch in diameter. The thread is and allowed to lose some moisture by evaporation. Then the specimen is rolled out by hand on a is molded to the consistency of putty. If sticky, the specimen should be spread out in a thin layer and After removing particles larger than No. 40 sieve size a specimen of soil about one-half cubic inch Toughness (Consistency near plastic limit) continued until the lump crumbles.

After the thread crumbles, the pieces should be lumped together and a slight kneading action very high High to high Medium to slow None to very medium Slight to medium Slight to medium Slight to slow None to very

Plastic fines (for identification procedures see CL below) of all intermediate particle sizes Wide range in grain sizes and substantial amounts with some intermediate sizes missing Predominantly one size or a range of sizes

(for identification procedures see ML below) Nonplastic fines or fines with low plasticity

Plastic fines (for indentification procedures see CL below) of all intermediate particle sizes Wide range in grain size and substantial amounts with some intermediate sizes missing Predominantly one size or a range of sizes

(for identification procedures see ML below) Nonplastic fines or fines with low plasticity

GM

dual symbols

b. Sands with 5 to 12 % fines require e q u iv a tl e n t to t h e

N o s iz e s ie v e s iz e i n s iz e m a y b e u s e d a s

(F o r v is u a l c la s s if ic a ti o n t h e about one-half cubic inch. Add enough water, if necessary, to make the soil soft but not sticky.

After removing particles larger than No. 40 sieve size, prepare a pat of moist soil with a volume of Dilatancy (Reaction to shaking) squeezing assist in identifying the character of the fines in a soil.

cracks or crumbles. The rapidity of appearance of water during shaking and ts disappearance during between the fingers, the water and gloss disappear from the surface, the pot stiffens, and finally it the pat which changes to a livery consistency and becomes glossy. When the sample is squeezed other hand several times. A positive reaction consists of the appearance of water on the surface of Place the pat in the open palm of one hand and shake horizontally, striking vigorously against the reaction. Inorganic silts, such as a typical rock flour, show a moderately quick reaction.

Very fine clean sands give the quickest and most distinct reaction whereas a plastic clay has no soils, elastic soils diatomaceous fine sandy or silty

Inorganic silts, micaceous or fat clays Inorganic clays of high plasticity plasticity organic silts Organic clays of medium to high or clayey silts with slight plasticity rock flour, silty or clayey fine sands Inorganic silts and very fine sands, silt clays, lean clays plasiticity, gravelly clays, sandy clays, Inorganic clays of low to medium of low plasticity Organic silts and organic silt-clays mixtures, little or no fines Well-graded gravels, gravel-sand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay little or no fines Well graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, UNIFIED SOIL CLASSIFICATION

(Including Identification and Description)

MAJOR DIVISIONS GROUP

SYMBOLS

SYMBOL

HATCHING COLOR

1 2 3 4 5

L e s s t h a n

W G

P S

W S

P

ML or OL

MH or OH

M O

R G

A N

W

IT

H A

B B

R E

V A

T

IO

N S

R O

C K

A N

D S

O

IL

D E

S C

R

IP

T

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N S

G E

O L

O G

IC

A

L S

T A

N D

A R

D S

10-B-002

B

B A

K E

R

R

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:1

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/8 /2

-B -0

.d g n

P

IT

A

S I

D

C E

R T

IF

IE

D F

IN

A

L D

O C

U M

E N

TS

E

C A

N T

W A

L L

M O

N T

G O

M E

R Y

L O

C K

S A

N D

D A

M

U P

P E

R O

H

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N A

V

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A T

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N

P R

O J E

C T

O H

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R

IV

E

R B

A S

IN

W

W N

B

F E

B

L

IB

E R

T Y

A V

E

P

IT

T S

B U

R G

H D

IS

T

R

E

N A

M E

P L

O T

D A

T E

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

E

F

G

H

J

K

L

M

N

P

S U

B M

IT

T

E D

B Y

C H

E C

K E

D B

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D B

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US Army Corps

U .S

A

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SANDSTONE

INDURATED CLAY

COAL

GROUP SYMBOL

ROCK

CLASSIFICATION

S E

D

IM

E N

T A

R Y

R O

C K

S

CLASSIFICATION OF ROCK

DESCRIPTION OF SOILS

Cementation

Plasticity

(Ref: ASTM D 2488) drier than the plastic limit.

plastic limit. The thread cannot be rerolled after reaching the plastic limit.

The lump crumbles when drier than the plastic limit.

The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier then the plastic limit.

Toughness thread and the lump are weak and soft.

limit. The thread and the lump have medium stiffness.

limit. The thread and the lump have very high stiffness.

Weak:

Moderate:

Strong:

Crumbles or breaks with handling or little finger pressure

Crumbles or breaks with considerable finger pressure

Will not crumble or break with finger pressure

Nonplastic:

Low:

Medium:

High:

A 1/8-in. (3-mm) thread cannot be rolled at any water content.

The thread can barely be rolled and the lump cannot be formed when

The thread is easy to roll and not much time is required to reach the

VERY SOFT:

MODERATELY HARD:

HARD:

VERY HARD:

SOFT:

Can be scratched with knife or sharp pick core breaks with moderate hammer blow.

Can be scratched with knife or sharp pick with difficulty (heavy pressure).

Heavy hammer blow required to break core.

Cannot be scratched with knife or sharp pick.

Core breaks with repeated heavy hammer blows.

ROCK HARDNESS

with fingernail or carved with knife.

Breaks with light manual pressure.

Can be gouged by knife or sharp pick with light pressure. Can be scratched with fingernail. Breaks with light to moderate manual pressure.

Can be readily indented or gouged with light to moderate pressure.

Cannot be scratched with fingernail.

UNWEATHERED:

DEGREE OF ROCK WEATHERING

No evidence of any chemical or mechanical alterations

SLIGHTLY WEATHERED:

MODERATELY WEATHERED:

HIGHLY WEATHERED:

DECOMPOSED:

rock volume altered.

along discontinuities, less than 10 percent of the

Slight discoloration on surface, slight alteration percent of the rock altered.

surfaces, weathering " halos" evident, 10 to 50 with alteration penetrating well below rock

Discoloring evident, surface pitted and altered

RQD

0-25%

25-50%

50-75%

75-90%

90-100%

VERY POOR

POOR

FAIR

GOOD

EXCELLENT

DESCRIPTION

ROCK QUALITY DESIGNATION

breaks) breaks in the core samples should be considered.

that only naturally occurring (as opposed to mechanical the centerline divided by the length of the core run. Note sum of all the core pieces 4 in. or longer (measured along

RQD is the rock quality designation, estimated as the

SPACING/THICKNESSJOINTS BEDDING

Laminated

Very thin

Thin

Medium

Thick

Very thick on the discontinuity surface

Near vertical steps and ridges occur asperities clearly visible; discontinuity

Some ridge and side-angle steps are evident;

surface feels very abrasive

Asperities are distinguishable and can be felt

Surface appears smooth, feels smooth

Visual evidence of polishing

ROUGH:

ROCK BEDDING & FRACTURE FREQUENCY

Broken

Highly fractured

Moderately fractured

Slightly fractured

Unfractured

< 1 in.

1 in. - 4 in.

4 in. - 1 ft.

1 ft. - 3 ft.

3 ft. - 10 ft.

> 10 ft.

Very slightly fractured

JOINT ROUGHNESS

VERY ROUGH:

SLIGHTLY ROUGH:

SMOOTH:

SLICKENSIDED:

leached away.

slightly weathered rock noticeable, some minerals nearly all of the rock with some pockets of

Entire mass discolored, alteration pervading generally molded and crumbled by hand.

Rock reduced to a soil with relict rock texture, It takes considerable time rolling and kneading to reach the plastic limit.

Low:

Medium:

High:

Only slight pressure is required to roll the thread near the plastic limit. The

Medium pressure is required to roll the thread to near the plastic

Considerable pressure is required to roll the thread to near the plastic

VISUAL IDENTIFICATION OF SAMPLES

Definition of Soil Components and Fractions

1. Grain Size

Material Fraction Sieve Size

Boulders

Cobbles

Gravel

Sand

12 in. +

3 in. - 12 in.

in. - 3 in.64 in.64

No. 4 to

No. 10 to No. 4

No. 40 to No. 10

No. 200 to No. 40

Passing No. 200Fines

(Silt and Clay) coarse fine coarse medium fine

2. Coarse and Fine Grained Soils

Descriptive Adjective Percentage Requirement trace 1 - 10% little 10 - 20% some 20 - 35% and 35 - 50%

(REF: NAVFAC 7.2, 1982)

DESCRIPTION OF CONSISTENCY OF FINE-GRAINED SOILS

Consistency

31 March 1972)

Range of Standard Range of Unconfined

Compressive Strength, tsf (2)Penetration Resistance (1)

Very Soft Less than 2 Less than 0.25

Soft 2 to 4 0.25 to 0.5

4 to 8 0.5 to 1.0

Stiff 8 to 15 1.0 to 2.0

Very Stiff 15 to 30 2.0 to 4.0

Hard Greater than 30 Greater than 4

(1) Number of blows from 140 lb. weight falling 30 in. to drive 2 in. OD, 1-3/8 in. ID, sampler 1 foot.

(Ref EM 1110-2-1907, Medium

(2) Unconfined compressive strength may also be approximated using a pocket penetrometer or Torvane shear apparatus

Descriptive Term Range of Standard Penetration Resistance (1)

0 to 4

4 to 10

10 to 30

30 to 50

50 and over

(1) Number of blows, from 140 lb. weight falling 30 in. to drive 2 in. OD, 1-3/8 in. ID, sampler 1 foot.

Very loose

Loose

Medium

Dense

Very dense

(Ref: EM 1110-2-1907, 31 March 1972)

LIMESTONE

SILTSHALE

SHALE

SILTSTONE

CLAYSTONE

CLAY SHALE

CAVITY

RELATIVE DENSITY OF GRANULAR SOILS

ABBREVIATIONS USED

= MECHANICALMECH

= MAXIMUMMAX

= LAND WALLLW

= LIGHTLT

=LIMESTONELS

= LOW PLASTICITYLP

= POUNDS (WEIGHT)LB

= LOW ANGLE FRACTURELAF

= JOINTJT

= IRREGULARIR

= INTERBEDDEDINTRBD

= INDURATEDIND

= HIGH PLASTICITYHP

= HIGHLYHIGH

= HORIZONTAL FRACTUREHF

= HARDHD

= HIGH ANGLE FRACTUREHAF

= GRAYGY

= GROUND WATERGW

= GRAVELGRAV

= GRAIN, GRAINEDGR

= GREENGN

= GENERALLYGEN

= FREQUENTFREQ

= FRAGMENT(S)FRAG(S)

= FRACTUREFRAC

= FINEFN

= DARKDK

= DIAGONAL FRACTUREDF

= CRUMBLYCRUMB

= COARSECRS

= CONCRETION(S)CONCN(S)

= CONCRETECONC

= CLEAN OUTCO

= CLAYSTONECLST

= CLAYSHALECLSH

= CIRCULARCIR

= CARBONACEOUSCARB

= CALCAREOUSCALC

= BASE OF WEATHERINGBW

= BROKENBRKN

= BRECCIABRECC

= BROWNBR

= BOTTOM OF HOLEBOH

= BLACKBLK

= ARGILLACEOUSARG

= ANGULARANG

=ACTUAL SIEVE %

DATE OF READING NEXT TO SYMBOL.

= GROUNDWATER LEVEL. GIVE TIME AND

= WEIGHT OF TOOLSWOT

= WEIGHT OF HAMMERWHO

= WHITEWH

= WEATHEREDWEATH

= WAVYWVY

= WITHW/

= VERTICAL FRACTUREVF

= VERTICALVERT

= VERYV

= TOP OF SOUND ROCKTSR

= TRACETR

= TOP OF ROCKTOR

= TOP OF HOLETOH

= TIGHTTI

= SUB-ROUNDEDSUB-RND

= SUB-ANGULARSUB-ANG

= STRINGERSTRING

= STAINEDST

= SANDSTONESS

= SOUND ROCKSR

= SMOOTHSM

= SILTSTONESLTST

= SILTSHALESLTSH

= SLICKENSIDE(S)SLICK(S)

= SLIGHTLYSL

= SOFTSF

= RIVERWALLRW

= ROUNDEDRND

= ROUGHRGH

= RIVER FACERF

= PLANARPL

= PIECESPCS

= ORGANICORG

= OPENOP

= OUTSIDE DIAMETEROD

= OCCASIONALLYOCC

= OVERBURDENOB

= NUMEROUSNUM

= NON-PLASTICNP

= NODULE(S)NOD(S)

= MEDIUM PLASTICITYMP

= MOTTLEDMOT

= MODERATELYMOD

= MIXEDMIX

= MICACEOUSMICA

= MEDIUMMED

AC

A

T E

G A

T E

PIER 1

PIER 2

PIER 3

EXISTING AUXILIARY CHAMBER

EXISTING LAND CHAMBER

ESPLANADE

ACCESS ROAD

RIVER WALL

MIDDLE WALL

LAND WALL

S

I D

C E

R T

IF

IE

D F

IN

A

L D

O C

U M

E N

TS

E

C A

N T

W A

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M O

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L O

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S A

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D A

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W

W N

B

F E

B

L

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B U

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S

M O

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G L

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18-EDM-RW-518-EDM-RW-4

OHIO RIVER

FLOW

NORTH

PLAN

T R

U E N

50' 100'0

EXISTING EXPLORATORY TEST BORING (2018)

LEGEND

INFORMATION.

WORK THIS DRAWING WITH DRAWINGS 10-B-601 TO 10-B-606 FOR BORING 2.

PART OF A PREVIOUS CONTRACT.

BORING LOCATIONS SHOWN ON THIS DRAWING HAVE BEEN COMPLETED AS 1.

GENERAL NOTES

A1

BORING LOCATION PLAN

1"=50'SCALE:

EXISTING RIVER WALL

PIER 1

G A

T E

W

E

IR

C O

N C

A P

R O

N

EXISTING CONCRETE BAFFLES

EXISTING CONSTRUCTION JOINTS

CONC APRON

APRON, SEE NOTE 3

PILES BENEATH

EXISTING TIMBER

M O

R G

R

IN

G P

L A

N

P R

O P

O S

E D

E X

P L

O R

A T

O R

Y T

E S

T

10-B-102

B

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P

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IN

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S I

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IF

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IN

A

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C A

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W

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A V

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P

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T S

B U

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H D

IS

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N A

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P L

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D A

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

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F

G

H

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K

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P

S U

B M

IT

T

E D

B Y

C H

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K E

D B

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D R

A W

N B

Y

D E

S

IG

N E

D B

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C O

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R A

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S O

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A

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N N

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IS

S

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US Army Corps

U .S

A

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FLOW

OHIO RIVER

E: 1237203.48

N: 490166.01

E: 1237220.67

N: 490169.31

HOLE LOCATIONS, SEE NOTE 4

EXPLORATORY TEST BORING

E: 1237249.42

N: 490173.63

E: 1237237.85

N: 490172.61

IN THIS CONTRACT.

BORING LOCATIONS SHOWN ON THIS DRAWING ARE FOR WORK PROPOSED 5.

AND REQUIREMENTS, SEE SPECIFICATIONS.

EXPLORATORY TEST BORING HOLE LOCATIONS, 4 TOTAL. FOR INFORMATION 4.

APRON HAVE NOT BEEN VERIFIED.

DRAWINGS. AS BUILT LOCATIONS AND CONDITION BENEATH THE CONCRETE

APPROXIMATE LOCATIONS OF TIMBER PILES ARE AS SHOWN ON REFERENCE 3.

TO NAVD88, SUBTRACT 0.29 FEET.

BE CONSIDERED LEGACY DATUM. TO CONVERT THOSE LEGACY ELEVATIONS

CONTRACT DRAWINGS AND REFERENCE SHEETS, EXCEPT 11-V-101, SHOULD

ELEVATIONS FOUND IN THE TEST BORING ELEVATIONS ARE IN NAVD88. 2.

SUBSURFACE INFORMATION.

SEE TEST BORING RECORDS AND REFERENCE DRAWINGS FOR ADDITIONAL 1.

GENERAL NOTES

EXPLORATORY TEST BORING (PROPOSED)

LEGEND

NORTH

PLAN

20' 40'0

T R

U E N

C1

EXPLORATORY BORING PLAN

1"=20'SCALE:

A11

EXPLORATORY BORING DETAIL

1"=5'SCALE:

NORTH

PLAN

0 5' 10'B-102

K1

TRUE N

B-102

A11

A

T E

W

E

IR

PIER 2

TOP OF EXISTING CONCRETE APRON

CONCRETECONCRETE

C O

N C

A P

R O

N

M A

T E

R

IA

L V

A R

IE

(T Y

P

S E

N S

O R

T

IP

O F

P

IE

Z O

M E

T E

R

F E

E T

B E

L O

W A

P R

O N

0" TO 6" FROM TOP OF APRON

TOP SHELL ONLY

NO BOTTOM PLATE,

OPEN SIDE

(TYP)

FROM EDGE TO EDGE

5/8" HOLES, MIN 0.5"

ASSUME 3,000 PSI BASE CONCRETE

PULLOUT RESISTANCE EACH, MINIMUM.

THREADED OR EPOXY ANCHORS 7,000 LBS

OPEN SIDE

PREVENTATIVE EPOXY

3/8" STEEL, COATED IN RUST

A N

S I

D

C E

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IF

IE

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IN

A

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E

C A

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G O

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IN

W

W N

B

F E

B

L

IB

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T Y

A V

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P

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B U

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IS

T

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D A

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S

M O

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IN

G W

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U .S

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OHIO RIVER

T E

EXISTING CONCRETE BAFFLES

EXISTING CONSTRUCTION JOINTS

MNT-TM-3-20

MNT-CG-2-20

MNT-PZ-1-20

MNT-TM-2-20

MNT-TM-1-20

MNT-CG-1-20

REMOVAL LIMITS

EXISTING STRUCTURE

SECANT WALL

TO BE DEMOLISHED

MNT-RVM-1-20

TO BE DEMOLISHED

OPEN SIDE

TOP

SIDE

FLOW

TOP OF ROCK

ELEV ±621.33

BOREHOLE

VIBRATING WIRE PIEZOMETER

B / APRON

ELEV ± 642.50

T / APRON

ELEV ± 647.50

VIBRATING WIRE CABLE

GROUT BACKFILL

CEMENT-BENTONITE

ONE.

MNT-TM-1-20 AND MNT-RVM-1-20, WHICH WILL BE INSTALLED ON TOP OF PIER

ALL INSTALLED INSTRUMENT LOCATIONS ARE UNDERWATER EXCEPT FOR 10.

AND/OR PIER TWO.

DATALOGGERS MAY BE HOUSED IN SERVICE ROOM ON TOP OF PIER ONE 9.

BELOW-APRON PILES AND GROUTING ARE COMPLETE.

SURVEYED AND/OR LOGGED UNTIL A MINIMUM OF 14 CALENDAR DAYS AFTER

WORK IS DONE AT THE APRON, WHICHEVER COMES FIRST. DATA SHALL BE

BEFORE ANY DEMONSTRATION OR PRODUCTION GROUTING OR SECANT PILE

SURVEYED AND/OR LOGGED BEGINNING A MINIMUM OF 30 CALENDAR DAYS

ALL INSTRUMENTATION SHALL BE FULLY OPERATIONAL AND DATA SHALL BE 8.

TIMBER PILE WAS ENCOUNTERED.

DRILL. PIEZOMETER SHALL NOT BE INSTALLED IN A BOREHOLE WHERE A

ABANDON BOREHOLE WITH CEMENT-BENTONITE GROUT, OFFSET, AND RE-

APPROVAL. IF TIMBER PILE ENCOUNTERED WHILE INSTALLING PIEZOMETER,

DETAILED LOCATIONS OF INSTRUMENTATION AND CABLE ROUTES FOR

INSTRUMENTATION LOCATIONS ARE APPROXIMATE. CONTRACTOR TO SUBMIT 7.

SPANNING CONSTRUCTION JOINTS.

ENCLOSURE TO BE ANCHORED ONLY ON A SINGLE SIDE OF JOINT WHEN 6.

ENCLOSURE REQUIRED FOR ALL INSTRUMENTS INSTALLED UNDERWATER.5.

SELECTED.

ENCLOSURE DIMENSIONS TO BE COORDINATED WITH SIZE OF INSTRUMENTS 4.

APRON HAVE NOT BEEN VERIFIED.

DRAWINGS. AS BUILT LOCATIONS AND CONDITION BENEATH THE CONCRETE

APPROXIMATE LOCATIONS OF TIMBER PILES ARE AS SHOWN ON REFERENCE 3.

TO NAVD88, SUBTRACT 0.29 FEET.

BE CONSIDERED LEGACY DATUM. TO CONVERT THOSE LEGACY ELEVATIONS

CONTRACT DRAWINGS AND REFERENCE SHEETS, EXCEPT 11-V-101, SHOULD

ELEVATIONS FOUND IN THE TEST BORING ELEVATIONS ARE IN NAVD88. 2.

SUBSURFACE INFORMATION.

SEE TEST BORING RECORDS AND REFERENCE DRAWINGS FOR ADDITIONAL 1.

GENERAL NOTES

G2

INSTRUMENTATION PLAN

1"=20'SCALE:

REMOTE VIBRATION MONITOR, INSTALLED ON TOP OF PIER

VIBRATING WIRE OR MEMS TILTMETERS, BIAXIAL

APRON

VIBRATING WIRE PIEZOMETER, INSTALLED 5 FOOT BELOW BOTTOM OF

CONSTRUCTION JOINTS.

ORIENTATIONS ON APRON. CRACK METERS SHALL SPAN EXISTING

VIBRATING WIRE CRACK METER UPSTREAM/DOWNSTREAM

LEGEND

A2

ENCLOSURE DETAIL

SCALE: NTS

NORTH

PLAN

20' 40'0

T R

U

A10

VIBRATING WIRE PIEZOMETER INSTALLATION DETAIL

SCALE: NTS

M O

R G

H

E E

T

O F

B O

R

IN

G L

O G

S

-E

D M

-R W

-4

10-B-601

B

B A

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R

R

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:3

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-B -6

.d g n

P

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A

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IF

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A

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W

W N

B

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

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F

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E D

B Y

C H

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D B

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D R

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N B

Y

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S

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US Army Corps

U .S

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Box 1

0 - 18.2

A-1

Rec: %

S-1

0.9'

Rec: 60%

A-2

Rec: %

S-2

1.0'

Rec: 67%

3.1'

Rec: 89%

A-1: 0.0'-5.0'AWJ SPT sampling rods; PQ rock coring rods

River depth: 32.8 ft at 6:45

Drillers could not get tools set likely due to the presence of rip rap. Boring was offset 1.7 ft.

south and 6.8 ft. west. to avoid drilling through rip rap. 0-5 ft. was not sampled to ensure tools were properly set prior to sampling.

S-1: 5.0'-6.5'

Blows: 10-6-6

N: 12 bpf

A-2: 6.5'-10.0'

S-2: 10.0'-11.5'

Blows: 16-12-36

N: 48 bpf

R-1: 11.5'-15.0'

Core Time: 4:05

Down Pressure: 500 psf

Rock core initiated at 7:45

Tape Check (TC): 15.0 ft

30 degree fracture at 12.4 ft, slightly rough

Sample ID: S-1

Sample Interval: 620.5 ft to 619.8 ft

Unconfined Compressive Strength: 4,330 psi

Unit Weight: 160.9 pcf

628.3

626.8

623.3

622.3

621.8

621.4

5.0

6.5

10.0

11.0

11.5

11.9

Sandy Gravel with silt (GP), brown, wet, medium dense, heterogenous, 40% rounded, 60% sub rounded, gap graded, (alluvium)

Decomposed Rock, dark gray, moist

Top of Rock @ 11.9 ft

Shale, gray, moderately hard, slightly weathered, Pittsburgh District

STARTED

1. PROJECT

PA State Plane South NAD 83, NAVD 88

LRD

INSTALLATION

16. DATE HOLE

74.3

7/31/18

VERTICAL INCLINED

Hole No. 18-EDM-RW-4

N 490124.293 E 1237137.288

Floyd Himes

UNDISTURBED

DIVISION

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

9. TOTAL DEPTH OF HOLE

633.3 ft

15. ELEVATION GROUND WATER

6. DIRECTION OF HOLE

DRILLING LOG

COMPLETED

13. TOTAL NO. OF OVERBURDEN

SAMPLES TAKEN

10. SIZE AND TYPE OF BIT

4. HOLE NO. (As shown on drawing title and file number)

SHEETS

SHEET

14. TOTAL NUMBER CORE BOXES

Hoffman PQ3, 3.27" ID, 4.75" OD

GtechDrill GT8 Track Mount with CME Auto Hammer

11.9

73.1

85.0

666.1 ft 07/31/18 06:45

Montgomery Locks and Dam GSIT

18. TOTAL CORE RECOVERY FOR BORING

12. MANUFACTURER'S DESIGNATION OF DRILL

OF

18-EDM-RW-4

DEG. FROM VERT.

19. SIGNATURE OF INSPECTOR

7/31/18

17. ELEVATION TOP OF HOLE

0.0

11. DATUM FOR ELEVATION SHOWN (TBM or MSL)

DISTURBED

3. DRILLING AGENCY

5. NAME OF DRILLER

2. LOCATION (Coordinates or Station)

GeoBuild, LLC

Chase Carulli

72.4

633.3

Montgomery Locks and Dam GSIT 18-EDM-RW-4

HOLE NO.

PREVIOUS EDITIONS ARE OBSOLETE.

Hole No. 18-EDM-RW-4

PROJECT

BOX OR

SAMPLE

NO.

f

% CORE

RECOV-

ERY

e

LEGEND

c

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant) g

MAR 71

ENG FORM

ELEVATION

( ft) a

DEPTH

( ft) b

CLASSIFICATION OF MATERIALS

(Description) d

Box 1

0 - 18.2

Cont.

Box 2

18.2 -

25.6

Box 3

25.6 -

32.8

SHEET

RQD: 60%

3.5'

4.9'

Rec: 98%

RQD: 92%

5.0'

4.9'

Rec: 98%

RQD: 84%

5.0'

5.0'

Rec: 100%

RQD: 100%

5.0'

4.8'

Rec: 96%

Pittsburgh District

633.3 ft

PROJECT 2INSTALLATION

Montgomery Locks and Dam GSIT 5

Hole No. 18-EDM-RW-4

OF SHEETS

DRILLING LOG (Cont Sheet)

ELEVATION TOP OF HOLE

R-2: 15.0'-20.0'

Core Time: 7:58

Down Pressure: 500 psf

TC: 19.7 ft

0.2 ft. of recovery from R-3

R-3: 20.0'-25.0'

Core Time: 6:00

Down Pressure: 500 psf

TC: 24.9 ft

Final survey taken at 9:15 highly fractured between 20.4 ft and 20.6 ft

10 degree fracture at 21.4 ft, slightly rough

Sample ID: S-5

Sample Interval: 610.3 ft to 609.3 ft

Unconfined Compressive Strength: 4,301 psi

Unit Weight: 164.3 pcf

Sample ID: S-6

Sample Interval: 609.3 ft to 608.3 ft

Unconfined Compressive Strength: 3,990 psi

Unit Weight: 161.7 pcf

R-4: 25.0'-30.0'

Core Time: 5:28

Down Pressure: 500 psf

TC: 30.0 ft

Sample ID: S-7

Sample Interval: 607.7 ft to 606.9 ft

Unconfined Compressive Strength: 3,686 psi

Unit Weight: 164.9 pcf

Sample ID: S-8

Sample Interval: 604.9 ft to 604.2 ft

Unconfined Compressive Strength: 2,270 psi

Unit Weight: 160.6 pcf

R-5: 30.0'-35.0'

Core Time: 4:15

Down Pressure: 500 psf

TC: 35.0 ft

Sample ID: S-10

Sample Interval: 602.7 ft to 601.8 ft

Unconfined Compressive Strength: 2,890 psi

Unit Weight: 159.6 pcf

Montgomery Locks and Dam GSIT 18-EDM-RW-4

HOLE NO.

618.8

618.3

615.1

613.3

608.3

607.7

603.3

603.1

Hole No. 18-EDM-RW-4

PROJECT

BOX OR

SAMPLE

NO.

f

% CORE

RECOV-

ERY

e

LEGEND

c

14.5

15.0

18.2

20.0

25.0

25.6

30.0

30.2

REMARKS

(Drilling time, water loss,…