PLAN_SET_DWGS-SOLICITATION.pdf

Digitally signed by BARNES.ANDREW.G.1248281924 DN: c=US, o=U.S. Government, ou=DoD, ou=PKI, ou=USA, cn=BARNES.ANDREW.G.1248281924 Date: 2018.06.13 15:35:15 -05'00'

PERK.ROGER.A.1231360758

2018.06.13 15:27:54 -05'00'

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TITLE OF DRAWING

REF. NO.

SHEET

GENERAL

GEOTECHNICAL

CIVIL

SURVEY

D O

C K W

A L L R

E P

A

IR

BORING SYMBOL

BOTTOM OF BORING534.00

(50/0")

(10)

GROUND ELEV. 585.0

DATE: 3/17/2009

EASTING: 1053996

NORTHING: 1786545

BOR. LP-09-32

RQD=70%

29 15 17

FILL

CONTENT

MOISTURE-

PLASTIC LIMIT-

LIQUID LIMIT-

REC=98%

LL PL W

D10D30D60

< #200Nf

-ELEVATION AT THE BOTTOM OF BORING

-PERCENT CORE RECOVERY (REC)

-ROCK QUALITY DESIGNATION (RQD)

-WATER LEVEL

-PERCENT PASSING #200 SIEVE

WL

HAMMER AND 30-INCH DROP.

SPLIT SPOON ONE FOOT WITH 140 LB

-NUMBER OF BLOWS TO DRIVE STANDARD

SURFACE ELEVATION

-EXISTING GROUND

-DATE DRILLED

LOCATION

-COORDINATE

-BORING NUMBER

BEGIN NQ CORING

ROLLER BIT @ 10.0'

SPLIT SPOON REFUSAL

HOLLOW STEM AUGER

-DRILLING METHOD AND NOTES

SHALE

LIMESTONE

DOLOMITE

SC - CLAYEY SAND

RANDOM FILL

CONCRETE

CL - LEAN CLAY

SANDSTONE

U .S

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GENERAL NOTES

STATION

EXISTING GROUND

FENCEX

DIKE ALIGNMENT PC/PT

BORING LEGEND

LEGEND

TREE

ROCK QUALITY DESIGNATION

RQD (%) ROCK QUALITY

50 - 75

75 - 90

90 - 100

0 - 25

25 -50

VERY POOR

POOR

FAIR

GOOD

EXCELLENT

INTERSECTION (PI)

DIKE ALIGNMENT POINT OF

DEMO FOR REMOVAL

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SOLICITATION

SP - SAND, POORLY GRADED

SITE ACCESS

ALIGNMENT

CH - FAT CLAY

CONTRACTOR WORK LIMITS

SECTIONS GRAVITY WALL STA. 5+00 AND STA. 6+00C-312

SECTIONS GRAVITY WALL STA. 2+60 AND STA. 2+70C-311

SECTIONS EXISTING DOCK WALL DEMOLITIONC-301

PLAN GRAVITY WALL STA. 4+80 TO STA. 7+76.79C-113

PLAN GRAVITY WALL STA. 2+40 TO STA. 4+80C-112

PLAN GRAVITY WALL STA. 0+00 TO STA. 2+40C-111

PLAN EXISTING DOCK WALL DEMOLITIONC-101

BORING LOGSB-303

BORING LOGSB-302

BORING LOGSB-301

BORING PLANB-101

PLAN SURVEY CONTROLV-101

PLAN SITE KEYG-102

PLAN GENERAL SITEG-101

ABBREVIATIONSG-003

INDEX, LEGEND, BORING LEGEND AND GENERAL NOTESG-002

BASE - Cover SheetG-001

SPECIFICATIONS.

ELEVATION SHALL BE REMOVED IN ACCORDANCE WITH

CONCRETE EXTENDING ABOVE THE GRAVITY WALL

ELEVATION. ANY PORTIONS OF EXISTING WALL

ANCHORS AS NEEDED TO ACHIEVE THE GRAVITY WALL

SECURE STEEL SHIMS TO THE WALL WITH EPOXY

PLACEMENT, CONTRACTOR SHALL MECHANICALLY

VARY ALONG THE EXISTING WALL. PRIOR TO NEW WALL

THE TOP OF EXISTING WALL, AS THIS HEIGHT WILL LIKELY

PLACEMENT OR MECHANICAL REMOVAL OF MATERIAL AT

GRAVITY WALL TO THE ELEVATION SHOWN MAY REQUIRE

EXISTING GUIDEWALL NOTE - PLACEMENT OF THE 12.

AVAILABLE 18" FROM THE ALIGNMENT.

TO 7+88 MAY PERMANENTLY OCCUPY 16" OF THE

CANAL SIDE FACE FOR THE GRAVITY WALL FROM STA 4+25 11.

INTO WET CONCRETE.

CONSTRUCTION OF THE CONCRETE CAP MAY BE FLOATED

THREADED RODS AND BENT REBAR REQUIRED FOR 10.

DOCUMENTED IN THE DAILY REPORT.

OF MATERIAL PASSING THE NO. 4 SIEVE, AND SHALL BE

PLACEMENT. SURFACE SHALL HAVE NO MORE THAN 1/2"

AREA NO MORE THAN 8 HOURS PRIOR TO CONCRETE

INSPECTION ON A MINIMUM OF 50% OF THE SURFACE

CONCRETE PLACEMENT UNDERWAER SHALL BE BY DIVER

VERIFICATION OF CLEAN FOUNDATION PRIOR TO 9.

MEET MINIMUM REQUIREMENTS SHOWN IN THE PLANS.

AT MINIMUM, THE THICKNESS OF GRAVITY WALL SHALL

WOULD PREVENT EXCESSIVE SEEPAGE OF CONCRETE.

CRUSHED GRAVEL, OR ANY OTHER MATERIAL THAT

MAY BE FORMED WITH SLOPED BACKFILL, SHEETPILE,

THE GRAVITY WALL FACES AWAY FROM THE CHANNEL 8.

GRAVITY WALL.

CONCRETE MAY BE USED FOR PLACEMENT OF THE

TRENCH FOR CONCRETE PLACEMENT. TREMIE-PLACED

ANY PUMPING ACTIVITIES TO DEWATER THE EXCAVATED

UNDERWATER. THE CONTRACTOR SHALL NOT PERFORM

THE MAJORITY OF CONCRETE PLACEMENT WILL OCCUR 7.

BUILDING.

ALONG THE LENGTH OF THE EXISTING MAINTENANCE

SLOPED OPEN TRENCHING IS THEREFORE PROHIBITED

REQUIRED FOR AN OPEN TRENCH IN THIS AREA, AND

MAINTENANCE BUILDING WOULD INTERSECT THE SLOPE

CONCRETE GRAVITY WALL. A PORTION OF THE

END OF THE GUIDEWALL DURING EXCAVATION FOR THE

MAINTENANCE BUILDING LOCATED AT THE DOWNSTREAM

APPROVAL A METHOD OF PROTECTING THE

THE CONTRACTOR SHALL SUBMIT FOR GOVERNMENT 6.

LICENSED PROFESSIONAL ENGINEER.

COMPUTATIONS. CALCULATION SHALL BE STAMPED BY A

CONCRETE WALL THAT INCLUDES DESIGN

MAINTAINING AN OPEN TRENCH FOR PLACEMENT OF

GOVERNMENT APPROVAL ALTERNATIVE METHODS OF

TRENCHES, THE CONTRACTOR MAY SUBMIT FOR

EM 385-1-1 AND EM 1110-2-1902. IN LIEU OF OPEN

SLOPE STABILITY REQUIREMENTS IN ACCORDANCE WITH

WALL CONCRETE PLACEMENT SHALL MEET MINIMUM

METHOD OF EXCAVATION OF MATERIAL FOR GRAVITY 5.

GRAVITY WALL PLACEMENT NOTES CONT'D

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PLACEMENT.

BEHIND THE DRIVEN SHEETPILE PRIOR TO GRAVITY WALL

EXCESSIVE SILTATION THAT WILL REQUIRE REMOVAL

TO SOUND BEDROCK TO MAINTAIN NAVIGATION, THERE IS

IT IS ANTICIPATED THAT THE CHANNEL WAS EXCAVATED

SHEETPILE SHALL BE DRIVEN TO SOUND BEDROCK. WHILE 1.

SHEET PILE PLACEMENT NOTES

CONCRETE.

WORK PLAN FOR APPROVAL PRIOR TO PLACEMENT OF

CONTRACTOR SHALL SUBMIT THE TREMIE CONCRETE

THE COR. PRIOR TO PLACEMENT OF ANY CONCRETE, THE

BE IN THE FIELD VIA EXCAVATOR AS COORDINATED WITH

VERIFICATION OF BEDROCK DURING EXCAVATION SHALL

PRIOR TO PLACEMENT OF CONCRETE IN ANY AREA.

ALL MATERIAL OVER BEDROCK SHALL BE REMOVED

SUCH EXTENT THAT SOUND BEDROCK IS ENCOUNTERED.

BEHIND, AND IN FRONT OF THE EXISTING GUIDEWALL TO

EXCAVATION AND REMOVAL OF BACKFILL IMMEDIATELY

PLACEMENT OF THE GRAVITY WALL WILL REQUIRE 4.

FAR AWAY AS POSSIBLE.

OF THE EXISTING WALL BY POSITIONING EQUIPMENT AS

USE OF EQUIPMENT FOR REMOVING SOIL FROM THE BACK

WALL CONCRETE. THE CONTRACTOR SHALL MINIMIZE THE

FORMING SURFACE FOR PLACEMENT OF THE GRAVITY

EXISTING GUIDEWALL SHALL ONLY BE RELIED UPON AS A

SURCHARGE, IMPACT OR DEWATERING FORCES. THE

NOT BE RELIED UPON TO RETAIN ANY ADDITIONAL SOIL,

THE EXISTING GUIDEWALL MONOLITHS TO REMAIN SHALL 3.

REINFORCING AND FINISHING.

FOR CONTRACTION JOINTS, EXPANSION JOINTS,

GRAVITY WALL IS EXEMPT FROM TYPICAL REQUIREMENTS

UNREINFORCED MASS CONCRETE STRUCTURE. THE

THE GRAVITY WALL IS DESIGNED AS A CONTINUOUS, 2.

28-DAY BREAK STRENGTH OF 2000 PSI.

THE GRAVITY WALL CONCRETE SHALL MEET A MINIMUM 1.

GRAVITY WALL PLACEMENT NOTES

DEMOLISHED AND DISPOSED OF APPRORIATELY.

DURING CONSTRUCTION OF THE GRAVITY WALL SHALL BE

ANY ELECTRICAL OR WATER FACILITIES ENCOUNTERED 5.

GRADE SHED FOR DEMOLITION/DISPOSAL.

SITE WORK ENCOMPASSES AN APPROX. 125 SF SLAB ON 4.

CONCRETE WALL FOR DEMOLITION/DISPOSAL.

SITE WORK ENCOMPASSES APPROX. 20 CY OF REINFORCED 3.

REINFORCED CONCRETE BLOCK FOR DISPOSAL.

SITE WORK ENCOMPASSES APPROX. 243 CY OF 1 CY 2.

GUIDEWALL.

OF THE EXISTING STAIRWAY AT THE DOWNSTREAM END OF

A 6”MINIMUM SAWCUT WILL BE REQUIRED FOR REMOVAL 1.

DEMOLITION NOTES

W E

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WITH THE COR PRIOR TO PLACEMENT.

COORDINATE ANY STOCKPILE PLACEMENT LOCATIONS 14.

HERE-IN, THE CANAL IS SLACKWATER.

THOUGH A FLOW DIRECTION IN THE CANAL IS DEPICTED 13.

BY THE CONTRACTOR.

REQUIRED FOR CONSTRUCTION SHALL BE FIELD VERIFIED

UPON FOR SPECIFIC VALUES. ANY EXISTING DIMENSIONS

ON THE REFERENCE DRAWINGS SHOULD NOT BE RELIED

LOCATION AND LAYOUT CLARITY. THE DIMENSIONS SHOWN

REFERENCE DRAWINGS PROVIDED FOR GENERAL 12.

CONSTRUCTED TO EL 573.27.

GRAVITY WALL AND CORNER CELL SHALL BE 11.

13 FOR ADDITIONAL INFORMATION.

EXISTING WALL. REFER TO SPECIFICATION SECTION 02 61

IS PRESENT IN ALL AREAS ON THE LANDSIDE OF THE

SUBSURFACE SOIL AND GROUNDWATER CONTAMINATION 10.

BY THE FLEET TO FACILITATE CONSTRUCTION.

MOORING/FLEETING AREA. THIS AREA WILL BE VACATED

ENGINEERS MAINTENANCE FLEET'S TYPICAL

BE UTILIZED FOR CONSTRUCTION IS THE CORPS OF

FOR REFERENCE, THE AREA WITHIN THE CANAL THAT WILL 9.

SPECIFICALY NOTED.

ALL EXCAVATED MATERIAL SHALL REMAIN ONSITE UNLESS 8.

ANTICIPATED TO COMPLETE SOME PORTIONS OF WORK.

THE IMPLEMENTATION OF FLOATING PLANT ARE 7.

BE DISPOSED OF OFF-SITE.

DEMOLISHED EXISTING WALL MONOLITH MATERIALS SHALL 6.

THRU 0600 MONDAY FOR THE WEEKENDS.

THE AUXILIARY LOCK THRU THE CANAL FROM 1500 FRIDAY

THE CONTRACTOR SHALL PROVIDE A CLEAR PATH FROM

EXCEPTION. UNLESS AUTHORIZED BY THE COR IN WRITING,

CANAL FOR CONSTRUCTION WITH THE FOLLOWING

ON LAND, THE CONTRACTOR WILL HAVE FULL USE OF THE

CONSTRUCTION WORK LIMITS ARE DEPICTED FOR WORK 5.

IS SPECIFICALLY INDICATED OR REFERENCED.

CONDITIONS TO ANOTHER OCNDITION WEHRE THE DETAIL

TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION

APPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE

THE CONSTRUCTION REQUIRES THEIR USE, DETERMINE

BUT ALSO IN ALL OTHER CASES WHERE THE NATURE OF

ONLY WHERE SPECIFICALLY INDICATED OR REFERENCED,

DETAILS ENTITLED OR NOTED AS “TYPICAL” APPLY NOT 4.

NARROWEST PORTION OF THE VERTICAL WALL SECTION.

GRAVITY WALL WIDTHS PROVIDED ARE MINIMUMS AT THE 3.

EXPENSE.

SO IT SHALL BE REPAIRED AT THE CONTRACTORS

REMOVAL SHALL NOT BE DAMAGED OR DISPLACED AND IF

ANY PORTION OF EXISTING WALL NOT IDENTIFIED FOR 2.

AFFECTED.

PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE

DIFFERENT DRAWINGS TO THE CONTRACTING OFFICER

REPORT DISCREPENCIES IN DIMENSIONS BETWEEN 1.

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TEMPERATURETEMP

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BP BASE PLATE

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AMERICAN WELD SOCIETYAWS

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AMERICAN SOCIETY OF TESTING ASTM

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AMERICAN INSTITUTE OF AISC

ADJUSTABLE OR ADJACENTADJ

ADDITIONALADDL

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EXPANSION OR EXPOSEDEXP

EXISTINGEXIST

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EDGE OF DECKEOD

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FACE OF BUILDINGFOB

FOUNDATIONFND

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FLOOR DRAINFD

FRACTURE CRITICAL MEMBERFCM

CONCRETE COMPRESSIVE STRENGTHf'c

GYPSUM BOARDGYP

GENERAL OR GENERATORGEN

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GRADE BEAMGB

GALVANIZEDGALV

GAUGEGA

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JOISTJST

JUNCTION BOXJBOX

KIPS PER SQUARE INCHKSI

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NOMINALNOM

NUMBERNO OR #

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NOT APPLICABLEN/A

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OPPOSITEOPP

OPENINGOPNG

OUTSIDE FACEO.F.

OUTSIDE DIAMETEROD

ON CENTEROC

POLYVINYL CHLORIDEPVC

POUNDS PER SQUARE INCHPSI

POUNDS PER SQUARE FOOTPSF

PROJECTPROJ

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PLATEPL

POUNDS PER CUBIC FOOTPCF

PRECAST CONCRETEPCC

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WIDTHW

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INSIDE FACEI.F.

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INSULATED CONCRETE FORMSICF

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IN ACCORDANCE WITHIAW

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COUNTERSINKCTSK

COUNTERBORECTB

CORROSION RESISTANT STEELCRES

CONTRACTING OFFICERCOR

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CONSTRUCTIONCONST

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0 160'SCALE : 1"=80'-0" 80'A1

PLAN

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LOCK 14 AUXILARY LOCK

SMITH ISLAND

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O

B A

S E

G -1

.d g n

:5

:4

P

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C O

E -M

V R

P W

P

R O

C

/1

/2

.S

G-102

M R

P O

R O

C K I S

L A

N D

IL

L

IN

O

IS

R O

C K I S

L A

N D D

IS

T R

IC

T

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

M

IS

S

IS

S

IP

P I

R

IV

E R P

R O J E

C T O

F F

IC

E

M

IS

S

IS

S

IP

P I

R

IV

E R B

A S

IN

0 80'SCALE : 1"=40'-0" 40'A1

PLAN

N

LECLAIRE CANAL

C-111

A1 C-113

A1

P L

A N

D O

C K W

A L L R

E P

A

IR

C-112

A1

7+00

7+99

K E

Y

S

IT

E U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

R

N

IC

K E

L

C

G O

C H

E

A

R O

D R

IG

U E

Z

T

M A

C K

FLOW

P L E

A S

A N

T V

A L L E

Y

IA

ALIGNMENT DESCRIPTION

B

E

1788391.24 N, 2231727.18 ESTA. 7+99.32:POE E.

1788351.70 N, 2231813.15 ESTA. 7+04.69:PT D.

94.63LENGTH:

TANGENT

N 65^18'12" WDIRECTION:

TANGENT

1788351.70 N, 2231813.15 ESTA. 7+04.69:PT

N 65^18'12" WDIRECTION:

TANGENT

N 24^41'48" EDIRECTION:

RADIAL

N 16^43'42" WDIRECTION:

CHORD

S 58^09'11" EDIRECTION:

RADIAL

N 31^50'49" EDIRECTION:

TANGENT

9.21EXTERNAL:

6.09ORDINATE:

MIDDLE

26.99CHORD:

20.40TANGENT:

30.52LENGTH:

318^18'36"(ARC):

CURVATURE

DEGREE OF

97^09'01" LEFTDELTA:

18.00RADIUS:

1788343.18 N, 2231831.69 ESTA. 6+94.57:PI C.

1788325.85 N, 2231820.92 ESTA. 6+74.17: PC B.

674.17LENGTH:

TANGENT

N 31^50'49" EDIRECTION:

TANGENT

1788325.85 N, 2231820.92 ESTA. 6+74.17:PC

1787753.17 N, 2231465.20 ESTA. 0+00.00:POB A.

C

D

WORK LIMITS

CONTRACTOR

SHEET KEYNOTES

1787627.83 N, 2231389.69 E15.

1788127.26 N, 2231699.91 E14.

1788251.82 N, 2231747.87 E13.

1788345.22 N, 2231770.27 E12.

1788358.80 N, 2231740.89 E11.

1788382.20 N, 2231746.50 E10.

1788396.86 N, 2231714.76 E9.

1788308.02 N, 2231668.45 E8.

1788218.65 N, 2231602.89 E7.

1788227.53 N, 2231583.66 E6.

1788067.82 N, 2231485.15 E5.

1788026.92 N, 2231531.00 E4.

1787880.81 N, 2231400.77 E3.

1787849.73 N, 2231448.67 E2.

1787663.18 N, 2231332.79 E1.

BASE

B

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SOLICITATION

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®of Engineers

US Army Corps of Engineers

US Army Corps

P R

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C T C

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S I

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E ic s p d f2 \1

\5

\B

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L A

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T R

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U .S

A R

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P S O

F E

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E E

V-101

S

IS

S

IP

P I

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IV

E R P

R O J E

C T O

F F

IC

E

M

IS

S

IS

S

IP

P I

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IV

E R B

A

C K W

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E P

A

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S U

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E Y C

O N

T R

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P L

A N

GENERAL NOTES

SURVEY CONTROL

1" BRASS PLUG

L5

BRASS DISC SET IN CONC

BM "D14 RB"

CUT "X" ON MANHOLE RIM

TBM-1

POINT NORTHING EASTING NAVD88 DESCRIPTION

HWY 61

HWY 61

N

0 300'SCALE : 1"=150'-0" 150'A1

PLAN

M S

C U

D D

E R

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

R

M O

T T

D J

O H

N S

O N

C

G O

C H

E

FLOW

FLOW

P L E

A S

A N

T V

A L L E

Y

IA

1" BRASS PLUG

L6

(EISENBRAUN MONUMENT)

09-77-14 RELOCATED

TBM-1 1788104.38 2231621.52 577.52 X CHISLED ON MANHOLE RIM

BOUNDRY 1787575.08 2230977.77 582.51 BRASS DISC BOUNDRY MARKER

BM "D14 RB" 1788070.88 2231440.23 578.13 BRASS DISC SET IN CONCRETE

L6 1787346.06 2232166.15 576.86 BRASS PLUG IN LOCK WALL

L5 1787629.90 2232639.66 576.83 BRASS PLUG IN LOCK WALL

RE09-77-14 1787763.80 2232731.87 575.46 RELOCATED EISENBRAUN MONUMENT

USACE PROPERTY MARKER

"BOUNDARY"

PROVIDED CONTROL.

5. THE CONTRACTOR SHALL VERIFY AND PROTECT ALL

LOCK 1912 ELEVATIONS.

ORIGINAL EISENBRAUN MONUMENT COMPARED TO HISTORIC

4. CONVERSION FACTOR BASED ON OPUS SOLUTION TO

TO HISTORIC MSL 1912 ADD 0.73 FEET.

3. TO CONVERT PROJECT VERTICAL DATUM NAVD88

USING GEIOD 12A (CONUS), UNITS: U.S. SURVEY FEET

ILLINOIS WEST - 1202, VERTICAL DATUM: NAVD88

2. PROJECT DATUMS: HORIZONTAL: NAD 83 STATE PLANE

1. CONTROL SURVEYS COMPLETED IN DECEMBER 2016.

B

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SOLICITATION

BASE

W E

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F

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C K

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Y

D E

S

IG

N E

D B

Y

D E

S C

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2 3

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4 5

A

B

M A

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D A

T E

S

IZ

E

S U

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T E

D B

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P L

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C A

L E

P L

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A T

E

C O

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C T N

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®of Engineers

US Army Corps of Engineers

US Army Corps

P R

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C T C

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E

L

-1

-0

L B -1

-0

LB

-9 5-

LB

-9 5-

LB

-9 5-

LB

-9 5-

L B -9

-0

L B -9

-0

L B -9

-0

L B -1

-0

LB

-9 5-

01LB

-9 5-

LB

-9 5-

LB

-9 5-

LB

-9 5-

LB

-9 5-

08 LB

-9 5-

LB

-9 5-

LB

-9 5-

L B -1

-0

L B -1

-0

S O

L

IC

IT

A T

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N N

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F

IL

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Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

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2 3

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4 5

A

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M A

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T E

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P L

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C A

L E

P L

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A T

E

C O

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US Army Corps

P R

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Sheet ID

A N

S I

D

E ic s p d f2 \1

\5

\B

M

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B A

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B -1

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:5

:3

P

M

C O

E -M

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B-101

M R

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C K I S

L A

N D

IL

L

IN

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R O

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L A

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T R

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U .S

A R

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P S O

F E

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IS

S

IS

S

IP

P I

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IV

E R P

R O J E

C T O

F F

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IP

P I

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E R B

A S

IN

N

LECLAIRE CANAL

LOCK 14 AUXILIARY LOCK

SMITH ISLAND

B O

R

IN

G P

L A

N

D O

C K W

A L L R

E P

A

IR

1" = 60'0"

BORING PLAN

A1 0 120'60'

U .S

A R

M Y C

O R

P S O

F E

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E E

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C

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IS

H O

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C A

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BASE

B

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SOLICITATION

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T R

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S I

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E ic s p d f2 \1

\5

\B

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B -3

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:5

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P

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/1

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B-301

C K W

A L L R

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L A

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IL

L

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R O

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L A

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U .S

A R

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O R

P S O

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M

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IP

P I

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E R P

R O J E

C T O

F F

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IS

S

IS

S

IP

P I

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IV

E R B

A S

IN

B O

R

IN

G L

O G

S

1" = 0.5'

BORING LOGS

A1

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

C

B

IS

H O

P

F

C A

S T

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B T

A G

U E

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M A

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P L E

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A N

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IA

BASE

B

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B A

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B -3

.d g n

SOLICITATION

W E

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C K I S

L A

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T R

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T

S O

L

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A T

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F

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E N

A M

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D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

D A

T E

S

IZ

E

S U

B M

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T E

D B

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P L

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C A

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P L

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Sheet ID

CORE NO. LB-17-06

CORE NO. LB-17-07

E = 2231724 N = 1788220

(US SURVEY FEET)

COORDINATES: STATE PLANE NAD '83 IL WEST 1202

E = 2231594 N = 1787980

(US SURVEY FEET)

COORDINATES: STATE PLANE NAD '83 IL WEST 1202

E = 2231550 N = 1787908

(US SURVEY FEET)

COORDINATES: STATE PLANE NAD '83 IL WEST 1202

COMP. STR. = 4,650 psi

UNIT WT = 147.9 pcf

LOAD = 49,770 lbs

DIAMETER = 3.69"

LENGTH = 7.00"

COMP. STR. = 7,870 psi

UNIT WT = 150.0 pcf

LOAD = 84,200 lbs

DIAMETER = 3.69"

LENGTH = 7.00"

FOR TESTING

ACCEPTABLE

RECOVERY

NO SAMPLE

CORE RECOVERED 21.75"

END OF CORE

END OF CORE 26"

CORE NO. LB-17-08

END OF CORE

ARMOR ANCHOR ENCOUNTERED

MECHANICAL BREAK

ARMOR ANCHOR ENCOUNTERED

MECHANICAL BREAK

MECHANICAL BREAK

VERTICAL BREAK

MECHANICAL BREAK

VERTICAL BREAK

MECHANICAL BREAK

1.5" TOP SIZE AGGREGATE

PORTLAND CEMENT CONCRETE

PCC WITH ARMOR

WITH VERY FINE VERTICAL CRACK

1.5" TOP SIZE AGGREGATE

PORTLAND CEMENT CONCRETE

PCC WITH ARMOR

1.5" TOP SIZE AGGREGATE

PORTLAND CEMENT CONCRETE

PCC WITH ARMOR

REBAR ENCOUNTERED

MECHANICAL BREAK

CORE NO. LB-17-06

DIRECTION OF CORE: VERTICAL

SIZE AND TYPE OF BIT: 4" DIAMETER, THIN WALL.NAME OF DRILLER: JLM

DATE OF DRILLING: 11 SEPTEMBER 2017

TOTAL DEPTH OF HOLE: 26"

DRILL DESIGNATION: MILWAUKEE

OF END OF DOCK WALL

LOCATION: APPROX. 130 FEET DOWNSTREAM

CONC. DATADESCRIPTIONLEGEND(ft)

DEPTH

0.50

1.00

1.50

2.00

2.50

3.00

3.50

CORING LOG CEMVR-EC-G

INSTALLATION:

PROJECT: LOCK 14 AUXILIARY DOCK WALL

CORE NO. LB-17-07

DIRECTION OF CORE: VERTICAL

SIZE AND TYPE OF BIT: 4" DIAMETER, THIN WALL.NAME OF DRILLER: JLM

DATE OF DRILLING: 11 SEPTEMBER 2017

TOTAL DEPTH OF HOLE: 37"

DRILL DESIGNATION: MILWAUKEE

CORE LB-17-08

LOCATION: APPROX. 100 FEET UPSTREAM OF

CONC. DATADESCRIPTIONLEGEND(ft)

DEPTH

0.50

1.00

1.50

2.00

2.50

3.00

3.50

CORING LOG CEMVR-EC-G

INSTALLATION:

PROJECT: LOCK 14 AUXILIARY DOCK WALL

CORE NO. LB-17-08

DIRECTION OF CORE: VERTICAL

SIZE AND TYPE OF BIT: 4" DIAMETER, THIN WALL.NAME OF DRILLER: JLM

DATE OF DRILLING: 11 SEPTEMBER 2017

TOTAL DEPTH OF HOLE: 30"

DRILL DESIGNATION: MILWAUKEE

AUXILIARY LOCK MITER GATE

LOCATION: APPROX. 250 FEET UPSTREAM OF

CONC. DATADESCRIPTIONLEGEND(ft)

DEPTH

0.50

1.00

1.50

2.00

2.50

3.00

3.50

CORING LOG CEMVR-EC-G

INSTALLATION:

PROJECT: LOCK 14 AUXILIARY DOCK WALL

L

IC

IT

A T

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F

IL

E N

A M

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Y

C K

D B

Y

D E

S

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N E

D B

Y

D E

S C

R

IP

T

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N

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2 3

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4 5

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D A

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S

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US Army Corps

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Sheet ID

D10D30D60

WPLLL Nf <200

E L E

V A

T

IO

N S I

N F

E E

T N

A V

D

STATE PLANE: NAD 83 ILLINOIS WEST 1202, US SURVEY FEET

REFUSAL

(50/ 2")

WATER

SEDIMENT NO RECOVERY

547.1

SPLIT SPOON REFUSAL AT 24.1'

WASH BORE WITH ROLLER BIT

D10D30D60

WPLLL Nf <200

REFUSAL

LIMESTONE

(50/ 0")

WATER

SEDIMENT NO RECOVERY

552.2

SPLIT SPOON REFUSAL AT 19'

WASH BORE WITH ROLLER BIT

LIMESTONE

WATER ELEV. 571.2

DATE: 04/13/2018

EASTING: 2231818

NORTHING: 1788345

BOR. LB-18-01

WATER ELEV. 571.2

DATE: 04/13/2018

EASTING: 2231781

NORTHING: 1788257

BOR. LB-18-02

A N

S I

D

E ic s p d f2 \1

\5

\B

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B -3

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:5

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B-302

C K W

A L L R

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C K I S

L A

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IL

L

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IS

R O

C K I S

L A

N D D

IS

T R

IC

T

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

M

IS

S

IS

S

IP

P I

R

IV

E R P

R O J E

C T O

F F

IC

E

M

IS

S

IS

S

IP

P I

R

IV

E R B

A S

IN

B O

R

IN

G L

O G

S

1" = 0.5'

BORING LOGS

A1

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

C

B

IS

H O

P

F

C A

S T

R O

B T

A G

U E

T

M A

C K

P L E

A S

A N

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A L L E

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IA

BASE

B

M R

P O

B A

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B -3

.d g n

SOLICITATION

W E

K

R

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C K I S

L A

N D D

IS

T R

E

E

V A

T

IO

N S I

N F

E E

T N

A V

D

D10D30D60

WPLLL Nf <200

(7)5

WL

D10D30D60

WPLLL Nf <200

(4)21

D10D30D60

WPLLL Nf <200

(18)18

D10D30D60

WPLLL Nf <200

(18)

WL

BOTTOM OF BORING

D10D30D60

WPLLL Nf <200

(19)15

D10D30D60

WPLLL Nf <200

REC= 97%

RQD= 29%

(10)12

BOTTOM OF BORING

D10D30D60

WPLLL Nf <200

(9)25

D10D30D60

WPLLL Nf <200

BOTTOM OF BORING

D10D30D60

WPLLL Nf <200

(36)15

21 (14)

26 (30)

20 (50)

11 (50/ 0.3')

CRUSHED STONE, BROKEN ROCK

SC BR CLAYEY SAND

CL-CH BR LEAN TO FAT CLAY

CALCAREOUS CLAY IN PART

SANDSTONE GR HIGHLY WEATHERED,

572.9 SANDSTONE GR WEATHERED, HARD

GROUND ELEV. 586.1

DATE: 09/19/1995

EASTING: 2231484

NORTHING: 1788108

BOR. LB-95-01

GROUND ELEV. 587.3

DATE: 09/19/1995

EASTING: 2231411

NORTHING: 1788019

BOR. LB-95-02

GROUND ELEV. 584.5

DATE: 09/19/1995

EASTING: 2231356

NORTHING: 1787934

BOR. LB-95-03

GROUND ELEV. 578.6

DATE: 09/19/1995

EASTING: 2231581

NORTHING: 1788061

BOR. LB-95-06

GROUND ELEV. 582.7

DATE: 09/20/1995

EASTING: 2231612

NORTHING: 1788177

BOR. LB-95-07

GROUND ELEV. 585.5

DATE: 09/20/1995

EASTING: 2231553

NORTHING: 1788204

BOR. LB-95-08

GROUND ELEV. 588.1

DATE: 09/20/1995

EASTING: 2231584

NORTHING: 1788291

BOR. LB-95-09

GROUND ELEV. 586.1

DATE: 09/20/1995

EASTING: 2231640

NORTHING: 1788390

BOR. LB-95-10

GROUND ELEV. 584.6

DATE: 09/20/1995

EASTING: 2231676

NORTHING: 1788341

BOR. LB-95-11

19 (7)

21 (12)

26 (14)

17 (32)

18 (50/ 0.3')

SPLIT SPOON REFUSAL AT 13.2'

HOLLOW STEM AUGER

CRUSHED STONE, BROKEN ROCK

SC BR CLAYEY SAND, TRACE GRAVEL

CL BR SANDY LEAN CLAY

CL-CH RD BR LEAN TO FAT CLAY

SANDSTONE BR HIGHLY WEATHERED

SHALE LT GR OCCASIONAL COBBLES

570.2

SPLIT SPOON REFUSAL AT 17.1'

HOLLOW STEM AUGER

(11)22

(5)30

(31)18

(80)6

570.5

SPLIT SPOON REFUSAL AT 14'

HOLLOW STEM AUGER

CONCRETE

BROKEN ROCK, CLAYEY SAND

CL BR LEAN CLAY

CL-CH RD BR LEAN TO FAT CLAY

SANDSTONE BR HIGHLY WEATHERED

(9)

(6)22

(14)28

(27)12

564.2

HOLLOW STEM AUGER

FILL SAND, GRAVEL, BROKEN ROCK

SP BR MEDIUM TO FINE SAND

CL BR SANDY LEAN CLAY

CH RD BR FAT CLAY

570.1

SPLIT SPOON REFUSAL AT 12.6'

HOLLOW STEM AUGER

(9)23

(20)19

(80)17

FILL SAND, GRAVEL, BROKEN ROCK

DOLOMITE WITH DEPTH

SHALE GR WEATHERED

OCCASIONAL LIMESTONE

CH RD BR FAT CLAY

BEGIN NQ CORE

SPLIT SPOON REFUSAL AT 8.9'

HOLLOW STEM AUGER

NQ

(15)20

23 (50/ 0.35')

REC= 100%

RQD= 23%

REC= 100%

RQD= 54%

569.8

FILL SAND, GRAVEL, BROKEN ROCK

SANDSTONE WEATHERED

SHALE GR WEATHERED

SANDSTONE IRON STAINED OCCASIONAL LENSES

CLAY CAVITY FILLINGS

DOLOMITE GR VUGGY WITH OCCASIONAL

SPLIT SPOON REFUSAL AT 6.2'

HOLLOW STEM AUGER

(52)28

CRUSHED STONE, BROKEN ROCK

CL BR SANDY LEAN CLAY

CL-CH RD BR LEAN TO FAT CLAY

DOLOMITE WEATHERED

BEGIN NQ CORE

SPLIT SPOON REFUSAL AT 8.9'

HOLLOW STEM AUGER

568.1

(10)22

(12)18

NQ

(50/ 0.5')

REC= 100%

RQD= 84%

REC= 100%

RQD= 28%

REC= 100%

RQD= 88%

CRUSHED STONE BR

CL BR SANDY LEAN CLAY

CL-CH RD BR LEAN TO FAT CLAY

DOLOMITE BR HIGHLY WEATHERED

CLAY FILLINGS PYRITIC IN PART

DOLOMITE IRON STAINED VUGGY WITH OCCASIONAL

SPLIT SPOON REFUSAL AT 7.4'

HOLLOW STEM AUGER

(8)30

CRUSHED STONE, OCCASIONAL COBBLE

CL BR SANDY LEAN CLAY

DOLOMITE BR HIGHLY WEATHERED

WEATHERED BROKEN ROCK

581.9

577.2

STATE PLANE: NAD 83 ILLINOIS WEST 1202, US SURVEY FEET

REFUSAL

REFUSAL REFUSAL

REFUSAL

REFUSAL

REFUSAL

S O

L

IC

IT

A T

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N N

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F

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A M

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D W

N B

Y

C K

D B

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D E

S

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N E

D B

Y

D E

S C

R

IP

T

IO

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2 3

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4 5

A

B

M A

R K

D A

T E

S

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S U

B M

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T E

D B

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P L

O T S

C A

L E

P L

O T D

A T

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C O

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R A

C T N

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A P

P R

®of Engineers

US Army Corps of Engineers

US Army Corps

P R

O J E

C T C

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A N

S I

D

E ic s p d f2 \1

\5

\B

M

R P

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S E

B -3

.d g n

:5

:4

P

M

C O

E -M

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R O

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/1

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B-303

C K W

A L L R

E P

M R

P O

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C K I S

L A

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IL

L

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IS

R O

C K I S

L A

N D D

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T R

IC

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U .S

A R

M Y C

O R

P S O

F E

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E E

R S

M

IS

S

IS

S

IP

P I

R

IV

E R P

R O J E

C T O

F F

IC

E

M

IS

S

IS

S

IP

P I

R

IV

E R B

A S

IN

B O

R

IN

G L

O G

S

1" = 5'0"

BORING LOGS

A1 10'5'0

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

C

B

IS

H O

P

F

C A

S T

R O

B T

A G

U E

T

M A

C K

P L E

A S

A N

T V

A L L E

Y

IA

W E

K

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BASE

R O

C K I S

L A

N D D

IS

T R

IC

T

B

M R

P O

B A

S E

B -3

.d g

SOLICITATION

E

V A

T

IO

N S I

N F

E E

T N

A V

D

STATE PLANE: NAD 83 ILLINOIS WEST 1202, US SURVEY FEET

BEGIN NQ CORE @ 20'

HOLLOW STEM AUGER

D10D30D60

WPLLL

Nf <200

GROUND ELEV. 573.4

DATE: 09/21/1995

EASTING: 2231687

NORTHING: 1788146

BOR. LB-95-14

WL

RB

NQ

REC= 100%

RQD= 100%

REC= 92%

RQD= 97%

REC= 93%

RQD= 54%

BOTTOM OF BORING

547.6

CRUSHED STONE, BROKEN ROCK

CL GR BR SANDY LEAN CLAY

(27)

(4)

(12)

(14)

(52)

(6)

CLAY MIX

SANDSTONE HIGHLY WEATHERED

WEATHERED SHALE LT GR HARDER WITH DEPTH

DOLOMITE GR VUGGY

SHALE GR SOFT WITH LIMESTONE NODULES

LIMESTONE GR VUGGY

D10D30D60

WPLLL

Nf

GROUND ELEV. 573.3

DATE: 09/22/1995

EASTING: 2231616

NORTHING: 1788018

BOR. LB-95-15

NQ

WL

(11)

(7)

(21)

(3)

(52)

(13)

COAL LAYER

530.7

BEGIN NQ CORE @ 20'

HOLLOW STEM AUGER

BOTTOM OF BORING

REC= 100%

BROKEN, WITH SHALE SEAMS

DOLOMITE GR ARGILLACEOUS, VUGGY,

REC= 100%

RQD= 83%

REC= 100%

RQD= 100%

DOLOMITE GR MORE MASSIVE, LESS VUGGY

REC= 100%

RQD= 70%

NO RECOVERY DATA

REC= 100%

SHALE DK GR SLICKENSLIDES

OCCASIONAL LARGE PYRITIC FILLED VUGS

DOLOMITE GR MODERATELY MASSIVE,

GRAVEL BROKEN ROCK LAYER

IN PART OCCASIONAL ROCK

SP GR MEDIUM TO FINE SAND, CLAYEY

SP BR MEDIUM TO FINE SAND

CRUSHED STONE, BROKEN ROCK

<200

D10D30D60

WPLLL

Nf <200

GROUND ELEV. 573.4

DATE: 09/22/1995

EASTING: 2231563

NORTHING: 1787931

BOR. LB-95-16

(13)

535.1 BOTTOM OF BORING

NQ

WL

(7)

(14)

(3)

(3)

(4)

(6)

SHALE GR BLK HARD FISSILE

REC= 100%

REC= 100%

REC= 90%

REC= 90%

RAILROAD TIE DEBRIS

CRUSHED STONE

FILL CLAY SAND GRAVEL MIX TRACE COAL

OCCASIONAL BROKEN ROCK, FUEL ODOR

SP GR MEDIUM TO FINE SAND CLAYEY IN PART

COAL SEAMS

ZONES OF CARBONATE NODULES AND

SHALE GR BLK LESS FISSILE OCCASIONAL

WITH OCCASIONAL WEAK ZONES

SHALE GR BLK LESS FISSILE MORE MASSIVE

D10D30D60

WPLLL

Nf <200

GROUND ELEV. 574.3

DATE: 09/21/1995

EASTING: 2231727

NORTHING: 1788271

BOR. LB-95-12

REC= 70%

RQD= 20%

REC= 57%

RQD= 0%

REC= 40%

RQD= 0%

REC= 45%

RQD= 20%

REC= 100%

RQD= 40%

CRUSHED STONE, BROKEN ROCK

RAILROAD BED, WITH CLAY

CLAY FILLINGS VUGGY FRACTURED

DOLOMITE GR IRON STAINED TO OCCASIONAL

SHALE

CAVITY FILLING WITH POORLY CONSOLIDATED

DOLOMITE GR VUGGY

WL

NQ

BOTTOM OF BORING547.0

(50/ 0.4')

(43)

BEGIN NQ CORE

WITH SPLIT SPOON REFUSAL AT 5.4'

HOLLOW STEM AUGER

D10D30D60

WPLLL Nf <200

BOTTOM OF BORING

GROUND ELEV. 573.3

DATE: 09/03/1998

EASTING: 2231513

NORTHING: 1787856

BOR. LB-98-04

1938 REHAB

CONCRETE WITH OCCASIONAL #6 REBAR

539.0

INCLINOMETER INSTALLED

MONOLITH 2G EAST END

HOLE INCLINED 7.5°

NQ CORE

REC= 92%

REC= 92%

REC= 84%

REC= 78%

REC= 100%

REC= 100%

REC= 100%

WITH #8 REBAR AT 7.2', 12.3', 15.3'

CONCRETE LT GR MASSIVE HARD CHANGING TO WHITE

SOFTER WITH DEPTH

OCCASIONAL ZONES

WITH LTR STRINGERS INTER BEDDED,

SHALE GR TO DK GR SOME MEDIUM HARD ZONES

D10D30D60

WPLLL Nf <200

BOTTOM OF BORING

1938 REHAB

CONCRETE WITH OCCASIONAL #6 REBAR

BROKEN WITH HIGH ANGLE JOINTS

LIMESTONE LT GR SHALEY

VUGGY, PINPOINT POROSITY

LIMESTONE LT GR MEDIUM BEDDED

LIMESTONE GR WITH GRN SHALE PARTINGS

SHALE

VOID AT 17.6'-18.4 POCKETS OF COAL

LIMESTONE AND SHALE POOR RECOVERY

POSSIBLE VOID @ 8-9' BROKEN BELOW 9'

CONCRETE ORIGINAL SOLID UNITS 2-8" LONG

GROUND ELEV. 573.3

DATE: 08/24-25/1998

EASTING: 2231665

NORTHING: 1788098

BOR. LB-98-03

538.0

INCLINOMETER INSTALLED

MONOLITH 6G EAST END

NQ CORE

REC= 40%

REC= 80%

REC= 66%

REC= 30%

REC= 30%

REC= 100%

REC= 100%

D10D30D60

WPLLL Nf <200

BOTTOM OF BORING

GROUND ELEV. 573.3

DATE: 09/04/1998

EASTING: 2231737

NORTHING: 1788253

BOR. LB-98-01

HOLE INCLINED 7.5°

NQ CORE

1938 REHAB

CONCRETE WITH OCCASIONAL #6 REBAR

CONCRETE ORIGINAL

CONCRETE INTER -MIXED WITH LIMESTONE

AREAS OF SHALE AND SANDSTONE PARTINGS

LIMESTONE BROKEN WITH VERTICAL FRACTURES

544.2

REC= 86%

REC= 100%

REC= 100%

REC= 100%

REC= 100%

REC= 100%

BEGIN NQ @ 16.5'

BEGIN ROLLER BIT @ 9'

HOLLOW STEM AUGER

S O

L

IC

IT

A T

IO

N N

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F

IL

E N

A M

E

D W

N B

Y

C K

D B

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D E

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D B

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P L

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C T N

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US Army Corps of Engineers

US Army Corps

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A N

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E ic s p d f2 \1

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\B

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B-304

C K W

A L L R

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P I

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G L

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S

1" = 5'0"

BORING LOGS

A1 10'5'0

U .S

A R

M Y C

O R

P S O

F E

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E E

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C

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W E

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L A

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T R

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B -3

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SOLICITATION

7+00

7+99

A N

S I

D

E ic s p d f2 \1

\5

\B

M

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B A

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C -1

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:5

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C-101

M R

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L A

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A L L

C1

PLAN

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

C-301 A1

C-301

A3

C-301

C3

C-301

A4

STAIRWAY

CONCRETE

EXISTING

GENERAL SHEET NOTES

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

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R

N

IC

K E

L A

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D R

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M A

C K

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G O

C H

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FLOW

P L E

A S

A N

T V

A L L E

Y

IA

CONTRACTOR WORK LIMITS

BASE

B

M R

P O

B A

S E

C -1

.d g n

SOLICITATION

EXISTING GUIDEWALL TOE

APPROX. 85F

T

APPROX. 62

FT

APP

ROX. 8

FT

APP

ROX. 7

FT

A P

P R

O X . 9

F T

ATTENTION.

SHALL BE BROUGHT TO THE ATTENTION OF THE COR'S

DEMOLITION. ANY UNIDENTIFIED UTILITIES ENCOUNTERED

FROM EXISTING GUIDEWALL, TO BE REMOVED DURING

BACKFILL SHALL BE REMOVED TO A SAFE DISTANCE AWAY 5.

UNTIL BEDROCK IS ENCOUNTERED.

UNDERWATER. CONCRETE REMOVAL SHALL PROCEED

REMOVED. THE MAJORITY OF REMOVAL WORK WILL BE

ENTIRE HEIGHT OF EXISTING GUIDEWALL SHALL BE 4.

TENSION DURING ANCHOR REMOVAL.

PROVIDE MEANS FOR MITIGATING SUDDEN RELEASE OF

TENSIONED WITH ANCHORS. DEMOLITION PLAN SHALL

PORTIONS OF EXISTING GUIDEWALL ARE POST 3.

SUDDEN PARTIAL FAILURE OF WALL.

PLAN IN ACCORDANCE WITH SPECIFICATIONS UPON

ON EXISTING WALLS ARE AVOIDED. SUBMIT EVACUATION

SUCH THAT EXCESSIVE EQUIPMENT SURCHARGE LOADS

UNSTABLE. DEMOLITION WORK SHALL BE SEQUENCED

EXISTING GUIDEWALL MONOLITHS ARE CURRENTLY 2.

CONCRETE DEMO.

BETWEEN WALLS SHALL BE REMOVED PRIOR TO

REINFORCING OF OTHER STRUCTURAL CONNECTIONS

ADJACENT TO GUIDEWALL MONOLITHS. ANY KEY

CARE SHOULD BE TAKEN TO AVOID DAMAGING CONCRETE 1.

R O

C K I S

L A

N D D

IS

T R

IC

T

30'0 60'SCALE : 1"=30'-0"

C3

PLAN

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

C1

C3

SHEET KEYNOTES

SLAB ON GRADE SHED FOR DEMOLITION/DISPOSAL. 4.

DEMOLITION/DISPOSAL.

REINFORCED CONCRETE WALL WITH POSTS FOR 3.

DOUBLE STACK 1 CY CONCRETE BLOCKS FOR DISPOSAL. 2.

SINGLE STACK 1 CY CONCRETE BLOCKS FOR DISPOSAL. 1.

W E

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US Army Corps of Engineers

US Army Corps

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M R

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A L L

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A T

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T A

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0 20'10'SCALE : 1"=10'-0"

SHEETS

COMPONENTS ABOVE EL. 573.27 SHOWN ON STRUCTURAL

NEW GRAVITY WALL SHOWN BELOW EL. 573.27. ALL WALL 1.

GENERAL SHEET NOTES

EXISTING GUIDEWALL

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

R

N

IC

K E

L

C

G O

C H

E

A

R O

D R

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U E

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T

M A

C K

FLOW

P L E

A S

A N

T V

A L L E

Y

IA

M

IN

GRAVITY WALL

MASS CONCRETE

CONTRACTOR WORK LIMITS

BASE

B

M R

P O

B A

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C -1

.d g n

SOLICITATION

FOUNDATION

EDGE OF BUILDING

FOR CARPORT

CONCRETE SLAB

SHEET KEYNOTES

SUBMITTAL REQUIREMENTS.

METHOD. SEE SPECIFICATION 02 90 00 FOR ADDITIONAL

SHALL INCLUDE CALCULATIONS FOR CONSTRUCTION

TRENCHING, OR TEMPORARY BULDING BRACING. PROPOSAL

INCLUDE DRIVEN SHEET PILE SHORING, BENTONITE-SLURRY

WALL. POSSIBLE MEANS FOR PROTECTING BUILDING MAY

BUILDINGS DURING EXCAVATION AND PLACEMENT OF NEW

GOVERNMENT APPROVAL PLAN FOR PROTECTING

THE EXISTING BUILDING. CONTRACTOR SHALL SUBMIT FOR

AREA IDENTIFIED INTERSECTS THE FOOTING LOAD PATH OF 1.

W E

K

R

R O

C K I S

L A

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T R

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A T

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US Army Corps

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N D D

IS

T R

IC

T

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

M

IS

S

IS

S

IP

P I

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IV

E R P

R O J E

C T O

F F

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E

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IS

S

IS

S

IP

P I

R

IV

E R B

A S

IN

M A

T C

H L

IN

E S

T A

A1

PLAN

D O

C K W

A L L R

E P

A

IR

P L

A N

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A V

IT

Y W

A L L

S T

A T

O S

T A

M A

T C

H L

IN

E S

T A

N

0 20'10'SCALE : 1"=10'-0"

SHEETS

COMPONENTS ABOVE EL. 573.27 SHOWN ON STRUCTURAL

NEW GRAVITY WALL SHOWN BELOW EL. 573.27. ALL WALL 1.

EXISTING GUIDEWALL

GRAVITY WALL

MASS CONCRETE

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

R

N

IC

K E

L

C

G O

C H

E

A

R O

D R

IG

U E

Z

T

M A

C K

FLOW

P L E

A S

A N

T V

A L L E

Y

IA

M

IN

M

IN

CONTRACTOR WORK LIMITS

BASE

B

M R

P O

B A

S E

C -1

.d g n

SOLICITATION

SHEET KEYNOTES

ANCHORS TYP

POST-TENSIONED

PORTION OF

REMAINING

C-311

A1

POST-TENSIONED ANCHORS.

CARE SHALL BE TAKEN TO AVOID DISTURBANCE OF 1.

W E

K

R

R O

C K I S

L A

N D D

IS

T R

S I

D

E ic s p d f2 \1

\5

\B

M

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C -1

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:5

:3

P

M

C O

E -M

V R

P W

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/1

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C-113

M R

P O

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L A

N D

IL

L

IN

O

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R O

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L A

N D D

IS

T R

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T

U .S

A R

M Y C

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F E

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IN

E E

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M

IS

S

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S

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P I

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C T O

F F

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P I

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IN

A1

PLAN

D O

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A L L R

E P

A

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P L

A N

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A L L

M A

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H L

IN

E S

T A

N

0 20'10'SCALE : 1"=10'-0"

S T

A T

O S

T A .7

GENERAL SHEET NOTES

GRAVITY WALL

MASS CONCRETE

GRAVITY WALL

MASS CONCRETE

PILE CELL

PS 31 SHEET

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

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R

N

IC

K E

L

C

G O

C H

E

A

R O

D R

IG

U E

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T

M A

C K

CONCRETE

FILL WITH

WALL STA 7+88

END OF GRAVITY

34'-0" MIN

FLOW

P L E

A S

A N

T V

A L L E

Y

IA

20'-0" M

IN

M

IN

24'-0" M

IN

CONTRACTOR WORK LIMITS

BASE

B

M R

P O

B A

S E

C -1

.d g n

SOLICITATION

C-312

A1 C-312

A3

ANCHORS TYP

POST-TENSIONED

PORTION OF

REMAINING

GUIDEWALL

EXISTING

STARTS AT STA 7+51

WIDTH TRANSITION

ELEVATION.

7+50 TO ZERO AT STA 7+88 BASED ON CHANGING BEDROCK

GRAVITY WALL HEIGHT TRANSITIONS FROM APPROX STA 2.

SHEETS.

COMPONENTS ABOVE EL. 573.27 SHOWN ON STRUCTURAL

NEW GRAVITY WALL SHOWN BELOW EL. 573.27. ALL WALL 1.

W E

K

R

R O

C K I S

L A

N D D

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®of Engineers

US Army Corps of Engineers

US Army Corps

P R

O J E

C T C

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Sheet ID

7+00

7+99

S I

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.S

C-301

M R

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R O

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L A

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IL

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IN

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C K I S

L A

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IS

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A R

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P S O

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N S

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

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

4'-0"

5'-0"

2'-0"

EL. 573.27

A1

SECTION

C3

SECTION

A3

SECTION

A4

SECTION

3.5

1'-0" TYP

T Y

P

EXISTING BEDROCK ELEVATION VARIES

EL. 549.27

EXISTING BEDROCK ELEVATION VARIES

(POST TENSIONED)

1" Ø STEEL THREADED ROD

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

2'-6" 3'-6"

BEDROCK)

(TO BE REMOVED DOWN TO

EXISTING CONCRETE WALL

R

N

IC

K E

L A

R O

D R

IG

U E

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T

M A

C K

P L E

A S

A N

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A L L E

Y

IA

C

G O

C H

E

BASE

B

M R

P O

B A

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C -3

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SOLICITATION

APPROX. FLAT POOL EL.

W E

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L A

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T R

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IC

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A T

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N N

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F

IL

E N

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Y

D E

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®of Engineers

US Army Corps of Engineers

US Army Corps

P R

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M R

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

EL. 549.27

A1

SECTION

S T

A A

N D S

T A

EL. 573.27

ELEVATION

APPROX SILT

ALIGNMENT

FACE OF WALL

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

GUIDEWALL

EXISTING

23'-0" MIN

B J

O N

E S

A

R O

D R

IG

U E

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T

M A

C K

J T

R

IP

P

SOLICITATION

P L E

A S

A N

T V

A L L E

Y

IA

ELEVATION

BEDROCK

APPROX

STA 2+60

W E

K

R

BASE

R O

C K I S

L A

N D D

IS

T R

IC

T G

R A

V

IT

Y W

A L L

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IC

IT

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F

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E N

A M

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N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

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IO

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2 3

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4 5

A

B

M A

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D A

T E

S

IZ

E

S U

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T E

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P L

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®of Engineers

US Army Corps of Engineers

US Army Corps

P R

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M R

P O

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L A

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L A

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T R

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A R

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F E

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E E

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M

IS

S

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P I

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D O

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A1

SECTION

A3

SECTION

S T

A A

N D S

T A

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

EL. 549.27

EL. 573.27

EL. 549.27

EL. 573.27

ELEVATION

APPROX SILT

ELEVATION

APPROX SILT

ALIGNMENT

FACE OF WALL

ALIGNMENT

FACE OF WALL

"16 58'-"16

137'-9"8 78'-1

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

24'-0" MIN

24'-0" MIN

B J

O N

E S

A

R O

D R

IG

U E

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T

M A

C K

J T

R

IP

P

P L E

A S

A N

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A L L E

Y

IA

ELEVATION

BEDROCK

APPROX

B

M R

P O

B A

S E

C -3

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SOLICITATION

ELEVATION

BEDROCK

APPROX

STA 5+00 STA 6+00

G R

A V

IT

Y W

A L L

BASE

W E

K

R

R O

C K I S

L A

N D D

IS

T R

IC

T

S O

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IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

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N E

D B

Y

D E

S C

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IP

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2 3

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4 5

A

B

M A

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D A

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T E

D B

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P L

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C A

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US Army Corps of Engineers

US Army Corps

P R

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B

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G -0

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OPTION A

DOCK WALL REPAIR

PLEASANT VALLEY, IA

MISSISSIPPI RIVER PROJECT OFFICE

MISSISSIPPI RIVER BASIN

SOLICITATION

OPTION A - CONCRETE CAP

W E

K

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C K I S

L A

N D D

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T R

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US Army Corps of Engineers

US Army Corps

P R

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®of Engineers

US Army Corps of Engineers

US Army Corps

P R

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C T C

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Sheet ID

A N

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E R B

A

TITLE OF DRAWING

REF. NO.

GENERAL

STRUCTURAL

CIVIL

D O

C K W

A L L R

E P

A

IR

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

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A N

D G

E N

E R

A L N

O T

E S

B O

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IN

G L

E G

E N

D

IN

D

E X L E

G E

N D

R

N

IC

K E

L

C

G O

C H

E

A

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D R

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U E

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T

M A

C K

P L E

A S

A N

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A L L E

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IA

B

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G -0

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OPTION A

SOLICITATION

-BORING SYMBOL

CONCRETE

EXISTING GROUND

FENCEX

DIKE ALIGNMENT PC/PT

LEGEND

INTERSECTION (PI)

DIKE ALIGNMENT POINT OF

GENERAL NOTES

ALL EDGES OF THE CONTACT.

RUNNING A CONTINUOUS MIN. SIZE FILLET WELD ALONG

TO BE SUBMERGED SHALL BE SEALED WATERTIGHT BY

STEEL SURFACES IN CONTACT WITH MEMBERS INTENDED 5.

CONTRACTOR FOR APPROVAL.

THE SHOP DRAWINGS AND SUBMITTED BY THE

REQUIRED. DETAILED INFORMATION SHALL BE SHOWN ON

AWS AND INDICATE ONLY SIZE AND TYPE OF WELDS

WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE 4.

NOTED.

CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE

SPECIFICALLY DETAILED OTHERWISE. FIELD

SHOP CONNECTIONS MAY BE WELDED OR BOLTED UNLESS 3.

F. HIGH STRENGTH BOLTS: ASTM F3125 GRADE A325

E. ANCHOR RODS: ASTM F1554 GRADES 90

D. OTHER SHAPES: ASTM A36

C. ARMOR: ASTM A572 GRADE 50

B: CHANNELS: ASTM A992 GRADE 50

A: W-SHAPES ASTM A992 GRADE 50

MATERIAL SHALL MEET THE FOLLOWING REQUIREMENTS: 2.

MANUAL, 14TH EDITION.

IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION

STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED 1.

STRUCTURAL STEEL NOTES

APPROVED BY THE CONTRACTING OFFICER.

ADDITIONAL CONSTRUCTION JOINT LOCATIONS SHALL BE

THE INTEGRIFY OF THE CONCRETE STRUCTURE. THESE

SHALL BE PLACED AT LOCATIONS LEAST LIKELY TO IMPAIR

DRAWINGS. WHERE NOT SHOWN, CONSTRUCTION JOINTS

PROVIDE CONSTRUCTION JOINTS WHERE SHOWN ON THE 4.

CHAMFERED ¾”UNLESS NOTED OTHERWISE.

ALL EXPOSED CONCRETE CORNERS SHALL BE 3.

PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

ACCURATELY POSITIONED AND MAINTAINED SECURELY IN

ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED 2.

ON GRADE ABUT CONCRETE VERTICAL SURFACES.

PROVIDE ½”THICK JOINT FILLER MATERIAL WHERE SLABS 1.

CONCRETE NOTES

THE ARMOR DIAPHRAMS.

CLEARANCE TO ACCOMODATE PLACEMENT ADJACENT TO

#4 REINFORCEMENT SHALL BE CUT WITH A 4" MINIMUM 14.

CONCRETE REINFORCEMENT NOTES CONT'D

CONTRACTOR WORK LIMITS

ALIGNMENT

DETAIL CONCRETE CAP MISCELLANEOUSS-533

DETAIL CONCRETE CAP NEW STAIRSS-532

DETAIL CHECKPOSTS-531

DETAIL10' CONCRETE MONOLITH REBAR LOCATIONS-525

DETAIL10' CONCRETE CAP REBAR LOCATIONS-524

DETAIL CONCRETE CORNER REBAR LOCATIONS-523

DETAIL CONCRETE CAP REBAR LOCATIONS-522

DETAIL CONCRETE CAP REBAR LOCATIONS-521

DETAIL CONCRETE CAP CANTILEVER BEAM AND DIAPHRAGMS-514

DETAIL CONCRETE CAP WALL ARMORS-513

DETAIL CONCRETE CAP WALL ARMORS-512

DETAIL CONCRETE CAP WALL ARMORS-511

DETAIL10' CONCRETE MONOLITHS-508

DETAIL CONCRETE CAPS-507

DETAIL CONCRETE CAP CORNERS-506

DETAIL CONCRETE CAPS-505

DETAIL CONCRETE CAPS-504

DETAIL CONCRETE CAPS-503

DETAIL CONCRETE CAPS-502

DETAIL CONCRETE CAPS-501

SECTIONS GRAVITY WALL AND CAP STA. 5+00 AND STA. 6+00S-312

SECTIONS GRAVITY WALL AND CAP STA. 2+60 AND STA. 2+70S-311

PLAN CONCRETE CAP STA. 4+80 TO STA. 4+80S-113

PLAN CONCRETE CAP STA. 2+40 TO STA. 4+80S-112

PLAN CONCRETE CAP STA. 0+00 TO STA. 2+40S-111

SECTION CONCRETE CAP STA. 6+00 AND STA. 6+50C-327

SECTION CONCRETE CAP STA. 5+00 AND STA. 5+50C-326

SECTION CONCRETE CAP STA. 4+00 AND STA. 4+50C-325

SECTION CONCRETE CAP STA. 3+00 AND STA. 3+50C-324

SECTION CONCRETE CAP STA. 2+00 AND STA. 2+50C-323

SECTION CONCRETE CAP STA. 1+00 AND STA. 1+50C-322

SECTION CONCRETE CAP STA. 0+00 AND STA. 0+50C-321

PLAN GRADING STA. 4+80 TO STA. 4+80C-123

PLAN GRADING STA. 2+40 TO STA. 4+80C-122

PLAN GRADING STA. 0+00 TO STA. 2+40C-121

PLAN SITE KEYG-102

INDEX, LEGEND, BORING LEGEND AND GENERAL NOTESG-002

OPTION A- Cover SheetG-001

CONCRETING, RESPECTIVELY

B. ACI 306 AND ACI 305 FOR COLD AND HOT WEATHER

A. ACI 301, ACI 315, AND ACI 318

GOVERNED BY THE LATEST VERSIONS OF:

REINFORCEMENT BARS AND CONCRETE SHALL BE

DETAILING, FABRICATION, AND PLACING OF

UNLESS NOTED OTHERWISE, ALL CONCRETE WORK, 13.

18.6.3.4.

WELDING SHALL COMPLY WITH ACI 318 PARAGRAPH

UNLESS OTHERWISE SHOWN ON THE DRAWINGS.

NO WELDING SHALL BE PERMITTED ON REINFORCEMENT 12.

TRACTING OFFICER.

CONSTRUCTABILITY AND APPROVED BY THE CON

MAY BE MADE WHERE ESSENTIAL FOR

BE BASED ON THE SMALLER BAR BEING LAPPED. SPLICES

ACCORDANCE WITH ACI 318-14. SPLICE LENGTHS SHALL

REINFORCEMENT SPLICE LENGTHS SHALL BE IN 11.

LENGTH CANNOT BE OBTAINED.

PROVIDE HOOKS IF THE REQUIRED STRAIGHT EMBEDDED

LENGTHS SHALL BE IN ACCORDANCE WITH ACI 318-14.

REINFORCEMENT EMBEDDED LENGTHS AND HOOK 10.

APPROVED BY THE CONTRACTING OFFICER.

EMBEDDED IN CONCRETE IS NOT ALLOWED UNLESS

FIELD BENDING OF REINFORCEMENT PARTIALLY 9.

CONTRACTING OFFICER.

DRAWINGS OR AS OTHERWISE APPROVED BY THE

BAR SPLICES SHALL BE AT LOCATIONS SHOWN ON THE 8.

DIRECTED BY THE CONTRACTING OFFICER.

REINFORCEMENT SHALL BE BENT OR SHIFTED AS

EMBEDDED ITEMS AND OTHER OBSTRUCTIONS,

WHERE NECESSARY TO AVOID OPENING, PIPES, 7.

CONTINUOUS ACROSS EXPANSION JOINTS.

CONSTRUCTION JOINTS. REINFORCEMENT SHALL NOT BE

REINFORCEMENT SHALL BE CONTINUOUS ACROSS 6.

REINFORMENT SHALL BE CONTINUOUS AT CORNERS. 5.

REINFORCEMENT

2.5 TIMES THE MAXIMUM DIAMETER OF THE 2.

AGGREGATE

1.5 TIMES THE NOMINAL MAXIMUM SIZE OF THE 1.

B. IN NO CASE SHALL THE COVER BE LESS THAN:

SURFACES EXPOSED TO ABRASION…..6”5.

FOUNDATION….4”

UNFORMED SURFACES IN CONTACT WITH 4.

EQUAL OR GREATER THAN 24”THICK…4”3.

GREATER THAN 12”AND LESS THAN 24”THICK…..3”2.

12”OR LESS IN THICKNESS…2”1.

A. FORMED AND SCREEDED SURFACES:

SHALL BE”

REINFORCEMENT EXCEPT AS OTHERWISE INDICATED

MINIMUM CLEAR COVER TO THE NEAREST SURFACE FOR 4.

CONFORM TO ACI 318

REINFORCEMENT PLACEMENT AND DETAILING SHALL 3.

REINFORCING STEEL INSTITUTE

THE NUMBERING SYSTEM OF THE CONCRETE

REINFORCING BAR DESIGNATION NUMBERS CONFORM TO 2.

REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 1.

CONCRETE REINFORCEMENT NOTES

SHALL SECURE THESE ITEMS FOR CONCRETE PLACEMENT.

ETC. PRIOR TO ERECTION OF CONCRETE FORMWORK AND

ARMOR, ANCHORS, REINFORCING, EMBEDDED METALS,

CONTRACTOR SHALL PLACE AND SECURE IN POSITION ALL 7.

VARY BY MORE THAN 2" FROM THE 5'-8" ALIGNMENT.

RECORD THROUGH AN RFI IF THE OVERHANG EXTENT WILL

WALL ARMOR, AND SHALL NOTIFY THE DESIGNER OF

THE EXISTING ALIGNMENT PRIOR TO PROCUREMENT OF

APPROXIMATELY 5'-8". THE CONTRACTOR SHALL SURVEY

4+25 WERE DESIGNED FOR A MAXIMUM OVERHANG OF

THE CONCRETE CAP AND WALL ARMOR FROM STA 0+00 TO 6.

WITH THE SPECIFICATIONS.

SURFACES OF ARMOR SHALL BE PAINTED IN ACCORDANCE

REQUIRE ANY PAINTING. HOWEVER, THE EXPOSED

EMBEDDED ELEMENTS OF THE STEEL ARMOR DO NOT 5.

CONCRETE CAPS.

CALCULATIONS FOR FORMING THE BACK FACE OF

THE CONTRACTOR SHALL SUBMIT FORMWORK 4.

CONCRETE SEEPAGE.

EXPANSION JOINTS AT EACH MONOLITH END FROM

MONOLITHS. CARE SHALL BE TAKEN TO PROTECT THE

THE CONCRETE CAPS ARE DESIGNED AS INDIVIDUAL 3.

ELASOMERIC MATERIAL PRIOR TO CONCRETE PLACEMENT.

EXISTING WALL CONCRETE SHALL BE SEALED WITH

BOTTOM OF STEEL ARMOR AND GRAVITY WALL OR

TO CONCRETE PLACEMENT. ANY GAPS BETWEEN THE

THREADED RODS AND GRAVITY WALL CONCRETE PRIOR

TIGHTENED TO A SNUG-TIGHT CONDITION AGAINST THE

BRACING ELEMENTS OF THE STEEL ARMOR SHALL BE

THE STEEL ARMOR IS DESIGNED AS A CONCRETE FORM. 2.

BREAK STRENGTH OF 4000 PSI.

THE CONCRETE CAP SHALL MEET A MINIMUM 28 DAY 1.

CONCRETE CAP PLACEMENT NOTES

W E

K

R

R O

C K I S

L A

N D D

IS

T R

IC

T

TREE

STATION

FILL

EXISTING GROUND.

SHALL EXTEND LANDWARD UNTIL INTERSECTION WITH

GRADE LINES DEPICTED ON CIVIL SHEET CROSS SECTIONS 5.

SECTIONS IS PRIOR TO ANY DEMOLITION WORK.

EXISTING GROUND DEPICTED ON CIVIL SHEET CROSS 4.

ACCORDANCE WITH SPECIFICATIONS.

SURFACES OF PLATE ARMOR SHALL BE PAINTED IN

ANCHORS AND EMBEDDED ARMOR BRACING. ALL

OF THE FOLLOWING COMPONENTS: SHEETPILE, EMBEDDED

ACCORDANCE WITH SPECIFICATIONS WITH THE EXCEPTION

3. ALL FERROUS SURFACES SHALL BE PAINTED IN

TOLERANCES.

GRIND SMOOTH IF REQUIRED TO MEET THESE

OTHER TOLERANCES GIVEN IN THE SPECIFICATIONS.

ALIGNMENT. THESE GIVEN LIMITS ARE INDEPENDENT OF

THAN 1/16 AND NOT MORE THAN ¼”IN VERTICAL

ARMOR AT JOINTS SHALL NOT DEVIATE IN PLANE BY MORE 2.

OBSTRUCTIONS.

REINFORCING, ANCHOR BARS OR ANY OTHER

FIELD ADJUSTED TO CLEAR ARMOR, CHECKPOST

CONCRETE ANCHORS AND REINFORCING STEEL SHALL BE 1.

ROTARY IMPACT HAMMER DRILL OR ROCK DRILL.

ANCHORS SHALL BE INSTALLED IN HOLES DRILLED WITH A 6.

SHOP VACUUMS, WRENCHES, ETC.

BRUSHES, BROW OUT BULBS, OIL-FREE COMPRESSED AIR,

BUT NOT LIMITED TO, DRILLS, SETTING TOOLS, CLEAN-OUT

REQUIRED TO INSTALL THE ADHESIVE ANCHOR INCLUDING,

THE CONTRACTOR SHALL PROVIDE ALL EQUIPMENT 5.

ACCORDANCE WITH THE SPECIFICATIONS.

PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS IN

ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED 4.

MANUFACTURER.

SERVICE TEMPERATURE RANGE RECOMMENDED BY THE

ADHESIVES SHALL BE STORED AND INSTALLED AT THE 3.

NOTED FOR THREADED RODS.

FOR REBAR ANCHORS, AND ASTM F1554, GRADES AS

ASSEMBLIES SHALL CONFORM TO ASTM A615, GRADE 60

REINFORCING BARS TO BE USED IN ADHESIVE ANCHOR 2.

PROPERLY CLEANING THE DRILLED HOLE.

MANUFACTURERS RECOMMENDED SUPPLIES FOR

NOZZLE, EXTENSION TUBE, A DISPENSING GUN, AND ALL

IS NOT LIMITED TO, THE NEW ADHESIVE, A CLEAN MIXING

AS AN ENTIRE SYSTEM. THE SYSTEM SHALL INCLUDE, BUT

THE ADHESIVE ANCHORS SELECTED SHALL BE SUPPLIED 1.

ADHESIVE ANCHOR NOTES

OFFICER.

FIELD BENT, UNLESS PERMITTED BY THE CONTRACTING

REINFORCING BARS OR THREADED RODS SHALL NOT BE 12.

REPLACED AT THE CONTRACTOR’S EXPENSE.

ADHESIVE CURE SHALL BE CONSIDERED DAMAGED AND

CONRETE SURFACE. ANCHORS DISPLACED BEFORE FULL

ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE

UNLESS OTHERWISE SHOWN ON THE DRAWINGS, 11.

OTHER COATINGS.

CLEAN, OIL-FREE, AND FREE OF LOOSE RUST, PAINT OR

ANCHORS TO BE INSTALLED IN THE ADHESIVE SHALL BE 10.

ROTATING THE ANCHOR TO THE SPECIFIED DEPTH.

ADHESIVE IS INJECTED, FOLLOWING BY INSERTION AND

MAXIMUM DEPTH OF THE HOLE AND WITHDRAWN AS

A TUBE OR CARTRIDGE EXTENSION, BEGINNING AT THE

INFORMATION, ADHESIVE SHALL BE DISPENSED THROUGH

UNLESS OTHERWISE INDICATED IN THE PRODUCT 9.

HAS BECOME CONTAMINATED AFTER INITIAL CLEANING.

THE OPINION OF THE ENGINEER OR INSPECTOR THE HOLE

A DRILLED ANCHOR HOLE SHALL BE RE-CLEANED, IF IN…