Appx_C_Harbor_Drawings.pdf

JULY 2, 2010

D R A F T

NOTE

1. AZIMUTHS AND COORDINATES REFERRED TO HAWAII

STATE PLANE NAD 83, ZONE 2.

2. NAD 83 AZIMUTH TO "KALAWAO" AZIMUTH = (-) 0° 06'

34.9".

3. THIS MAP IS BASED ON A FIELD SURVEY CONDUCTED

FROM OCTOBER 26 THROUGH OCTOBER 30, 2009 AND

MAY 5 THROUGH MAY 6, 2010.

LOW LANDING DOCK

BOLLARDS

PIER APPROACH

PIER

FENDER SYSTEM

BREAKWATER ARMOR STONE

BOLLARDS BREAKWATER

BULKHEAD

CONCRETE SLAB

WAREHOUSE

EDGE

CONCRETE

LANDING DOCK

BARGE BASIN

LOW LANDING DOCK

BOLLARDS

FENDER SYSTEM

STONE MASONRY

SEAWALL

CONCRETE SLAB

WAREHOUSE

EDGE

CONCRETE

LANDING DOCK

BARGE BASIN

A

C3

CONCRETE

BULKHEAD

C

C3

B

C3

REPAIR KEY NOTES

REPAIR UNDERMINING DAMAGE AT LOW LANDING DOCK AND PROVIDE ARMOR

STONE AS SCOUR PROTECTION.

REPAIR VOID AT CONCRETE BULKHEAD AND PROVIDE ARMOR STONE AS SCOUR

PROTECTION.

DECK

PLATE

EXISTING CONCRETE

BULKHEAD

EXISTING

WAREHOUSE

BUILDING

FILL CAVITY

WITH CONCRETE

(fic=3000 PSI )

EXISTING

CONCRETE SLAB

RECONSTRUCT ARMOR STONE

REVETMENT UTILIZING EXISTING

BOULDERS. FILL VOIDS WITH

SMALLER ROCKS

EXCAVATE TO SOUND ROCK \

AND CLEAR DEBRIS PRIOR TO

PLACING CONCRETE FILL

LOW LOADING DOCK

MLLW=0.00'

EXISTING CONDITION

6' -0

3'

-0

2'-0"

4'-0"±

LOW LOADING DOCK

MLLW=0.00'6'

-0

3'

-0

2'-0"

4'-0"±

4"

6"

LOW LOADING DOCK

MLLW=0.00'

EXISTING CONDITION

6' -0

4'-0"±

LOW LOADING DOCK

MLLW=0.00'6'

-0

4'-0"±

4"

6"

PIER PIER

REPAIR CONDITION

REPAIR CONDITION

NEW

ARMOR STONE

REVETMENT

UNDERMINING

(NO REPAIR )

NEW

ARMOR STONE

REVETMENT

CONCRETE

FILL

EXCAVATE AND CLEAN

TO SOUND ROCK

BREAKWATER

A

C5

B

C5

C

C5

REMOVE

DISPLACED

ARMOR

STONE

BARGE BASIN

(N)

ARMOR

STONE

BREAKWATER REPAIR KEY NOTES

CONTRACTOR SHALL REMOVE ALL DISPLACED ARMOR STONE FROM BARGE BASIN IN

AREA INDICATED ON DRAWINGS.

RESTORE BREAKWATER REVETMENT SLOPES USING NEW AND DISPLACED ARMOR

STONE.

EL+11'

EL+4'

±9'-0"±9'-0"

VA

R

IE

S

' T

O

0'

7' -0

EL. +2.00'

EL. 0.0 (MLLW )

EL. +4.00'

EL. +11.22'

2' 9' 5'

OCEAN BOTTOM

EXISTING

CONCRETE CAP

2 LAYERS

8.5 - 12.0 TON

STONES

(AS-BUILT )

2 LAYERS

8.5 - 12.0 TON

STONES

(AS-BUILT )

EL 0.00' (MLLW )

(E ) BULL RAIL

(E )CONCRETE APPROACH SLAB

(E )ARMOR STONE

(E ) BULL RAIL

(E )CONCRETE APPROACH SLAB

(E )ARMOR STONE

(N )FILL VOID WITH

LEAN CONCRETE

(N )ARMOR STONE

EXISTING CONDITION

VOID REPAIR

EXISTING

CONCRETE CAP

UNDER LAYER OF 150 LB.

MINIMUM STONES

(AS - BUILT )

EXISTING ROCK FILL

HARB0R BASIN SIDE SEAWARD

EXISTING CONCRETE CAP

REPLACE MISSING

ARMOR STONE TO

RESTORE SLOPE

REPLACE MISSING

ARMOR STONE TO

RESTORE SLOPE

HARB0R BASIN SIDE SEAWARD

REPLACE MISSING

ARMOR STONE TO

RESTORE SLOPE

REPLACE MISSING

ARMOR STONE TO

RESTORE SLOPE

E. MINIMUM CLEAR COVER UNO:

- OVER PRIMARY LONGITUDINAL REINFORCEMENT: 3.0 INCHES

- OVER OTHER REINFORCEMENT: 2.5 INCHES

F. ALL REINFORCING BARS AND OTHER CONCRETE INSERTS SHALL BE SECURED IN POSITION PRIOR TO PLACING CONCRETE.

G. CONCRETE SHALL BE CURED WITHIN 12 HOURS FOLLOWING COMPLETION OF PLACEMENT BY APPLICATION OF A LIQUID

MEMBRANE-FORMING CURING COMPOUND.

H. CONCRETE SHALL BE PLACED IN A CONTINUOUS OPERATION UNTIL THE SECTION IS COMPLETE.

I. DRYING SHRINKAGE OF THE DRYING SHRINKAGE TEST SPECIMEN, AFTER 7 DAYS OF MOIST CURING AND THEN 21 DAYS

DRYING, SHALL BE 0.045 TO 0.050%. SEE SPECIFICATIONS.

J. ALL NEW CONCRETE SHALL BE REINFORCED.

5. REINFORCING STEEL

A. ALL NEW REINFORCING BARS SHALL BE EPOXY COATED PER ASTM A 775. IF SPLICING ONTO REINFORCING BAR WITHOUT EPOXY COATING, DO NOT USE

ANY PROTECTIVE COATING ON NEW REINFORCING BAR UNLESS INDICATED.

B. REINFORCING SHALL CONFORM TO THE FOLLOWING:

LOCATION TYPE EPOXY COATED

SUBSTRUCTURE REPAIR OR REPLACEMENT A 706 X

WELDED WIRE FABRIC A 185 X

C. EXISTING REINFORCEMENT SHALL BE SPLICED TO NEW REINFORCEMENT WITH MECHANICAL COUPLERS OR BY WELDING AS SHOWN ON SHEET S-02.

SEE SPECIFICATIONS. ALL SPLICES SHALL BE CAPABLE OF DEVELOPING AT LEAST 125% OF THE REINFORCING YIELD STRENGTH IN TENSION AND

COMPRESSION.

D. DETAIL, FABRICATE, LABEL, SUPPORT, AND SPACE ALL CONCRETE REINFORCEMENT IN ACCORDANCE WITH ACI 315.

E. ALL REINFORCING BAR HOOKS AND BENDS SHALL BE STANDARD HOOKS CONFORMING TO THE PROVISIONS OF THE AMERICAN CONCRETE INSTITUTE

(ACI 318-05). ALL BENDS SHALL BE MADE COLD. FIELD BENDING OF REINFORCEMENT IS PROHIBITED.

F. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FULL MESH PLUS 2 INCHES, WHICHEVER IS GREATER.

G. CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS FOR APPROVAL PRIOR TO FABRICATION. FABRICATION SHALL BE FROM

APPROVED DRAWINGS ONLY.

H. REINFORCING BARS SHALL ONLY BE SPLICED WHERE SHOWN ON THE DRAWINGS.

I. REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS, MINIMUM, AT SPLICES. STAGGER SPLICES WHEREVER POSSIBLE, UNLESS NOTED

OTHERWISE, OR REFER TO WELD SPLICE DETAIL 6, SHEET S-02.

J. WELDED REINFORCING BAR SPLICES SHALL CONFORM TO THE REQUIREMENTS OF "STRUCTURAL WELDING CODE - REINFORCING STEEL (AWS D1.4)" OF

THE AMERICAN WELDING SOCIETY.

6. CONCRETE REPAIR NOTES

A. THE CONTRACTOR SHALL PROVIDE A CATCHMENT/CONTAINMENT DEVICE TO CATCH AND PREVENT ALL LOOSE CONCRETE, OIL, DIRT, COATINGS, TOOLS, ETC., AS A RESULT OF THIS PROJECT, FROM FALLING INTO THE WATER.

B. REMOVE ALL DETERIORATED CONCRETE UNTIL SOUND CONCRETE IS ENCOUNTERED. CHIPPED OUT AREA SHALL EXTEND AN ADDITIONAL TWO (2)

INCHES ALL AROUND.

C. CHIPPED OUT AREA SHALL NOT BE LESS THAT ¾ INCH CLEAR ALL AROUND EXPOSED REINFORCING BAR.

D. ALL EXPOSED REINFORCING BARS SHALL BE CLEANED OF ALL SCALE, RUST, DIRT, OIL OR OTHER DELETERIOUS MATERIAL. REPLACE EXISTING

REINFORCING BARS AS REQUIRED PER TABLE 1, SHEET S-02.

E. IMMEDIATELY PRIOR TO PLACING CONCRETE REPAIR MATERIAL, APPLY SIKA ARMATEC 110 OR APPROVED EQUAL (BONDING AGENT) TO THE PREPARED

CONCRETE AND ALL STEEL REINFORCING SURFACES.

F. ALL REINFORCING BARS USED IN CONCRETE REPAIRS SHALL CONFORM TO ASTM A 706, GRADE 60 AND SHALL BE EPOXY COATED.

7. EPOXY GROUTING

A. WHERE EPOXY EMBEDMENT FOR REINFORCING BARS IS INDICATED ON DRAWINGS, CONTRACTOR SHALL USE SIMPSON EPOXY TIE ADHESIVE FOR USE

IN CONCRETE. CONTRACTOR MAY SUBMIT OTHER EPOXY SYSTEMS FOR APPROVAL ALONG WITH AN ICBO EVALUATION REPORT FOR THE SPECIFC

PRODUCT.

1. GENERAL

A. THE CONTRACTOR SHALL CAREFULLY EXAMINE ALL CONTRACT DOCUMENTS AND SITE CONDITIONS AND UNDERSTAND THE CHARACTER, QUALITY AND

QUANTITY OF WORK CALLED FOR INCLUDING ALL CONDITIONS OF THE CONTRACT. THE CONTRACTOR SHALL CAREFULLY COMPARE AND CHECK ALL

CONTRACT DOCUMENTS FOR OMISSIONS AND DISCREPANCIES AND SHALL REPORT THESE TO THE OWNER AND ENGINEER PRIOR TO CONSTRUCTION.

B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION. THE OWNER AND ENGINEER SHALL BE NOTIFIED OF ANY

DISCREPANCIES OR INCONSISTENCIES.

C. VERTICAL DATUM: ELEV. = 0.0' AT MLLW

D. THE EXISTING CONDITIONS AND DIMENSIONS SHOWN HEREIN ARE SUBSTANTIALLY DERIVED FROM RECORD DRAWINGS OF THE ORIGINAL PIER

CONSTRUCTION. THE ACCURACY AND COMPLETENESS OF THE DRAWINGS, INCLUDING AS-BUILT DIMENSIONS, ARE NOT GUARANTEED. DIMENSIONS FOR THE

PIER SHOWN ON THE DRAWINGS MAY NOT BE EXACT. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND PIER DIMENSIONS BEFORE

COMMENCING WITH THE WORK.

E. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS.

F. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

G. DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR

SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ADJACENT PROPERTY DURING CONSTRUCTION. SUCH MEASURES SHALL

INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DURING CONSTRUCTION OR CAUSED BY REMOVAL OF CAPACITY TO SUPPORT DEAD

AND/OR LIVE LOADS BY DEMOLITION, SEQUENCING OR OTHER CONSTRUCTION OPERATIONS, ETC.

H. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON THE DECK. DECK AREA LOAD SHALL NOT EXCEED 35 PSF AND CONCENTRATED LOAD

SHALL NOT EXCEED 300 LBS OVER ANY 1 SQUARE FOOT AREA.

I. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE THE LATEST REVISION.

J. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PORTION OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK

SHOWN ON THE DRAWINGS.

K. NO DEBRIS SHALL BE ALLOWED TO ENTER THE WATER DURING THE SUBSTRUCTURE REPAIR OPERATIONS. THE CONTRACTOR SHALL PROVIDE A

TEMPORARY PLATFORM OR OTHER SUITABLE MEANS OF CAPTURING DEBRIS FROM CONSTRUCTION AND DEMOLITION OPERATIONS. THESE FACILITIES SHALL

BE IN PLACE PRIOR TO STARTING DEMOLITION WORK. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS REGARDING THE PROTECTION AND

FILTERING OF FOREIGN DEBRIS FROM THE WATER. ALL CONSTRUCTION DEBRIS SHALL BE CONTAINED AND REMOVED FROM THE SITE.

2. DESIGN BASIS

A. ALL WORK SHOWN ON DRAWINGS AND DESCRIBED IN SPECIFICATIONS SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2006 INTERNATIONAL

BUILDING CODE.

B. DESIGN OF SUBSTRUCTURE STRUCTURAL REPAIRS SHALL BE BASED ON THE APPLICABLE PROVISIONS AND REQUIREMENTS OF THE 2006 INTERNATIONAL

BUILDING CODE AND ALL CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS.

C. LIVE LOADS:

VEHICLE LOADS: HS-20

3. CONCRETE

A. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND ARE SUBJECT TO REVIEW AND APPROVAL OF THE ENGINEER.

B. MATERIALS:

1. PORTLAND CEMENT: ASTM C 150, TYPE II

2. AGGREGATE: ASTM C 33, GRANITE OR LIMESTONE

3. ADMIXTURES: SEE SPECIFICATIONS

C. SCHEDULE OF STRUCTURAL CONCRETE:

f'c @28 CEMENT FLY ASH WATER SLUMP

DAYS psi lb/yd lb/yd lb/yd in.

CAST-IN-PLACE 5000 329 329 220 3 TO 4

CONCRETE

D. WHERE NEW CONCRETE IS CAST AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE ROUGHENED TO A MINIMUM ¼" AMPLITUDE BY

SANDBLASTING OR OTHER METHOD SUBJECT TO THE APPROVAL OF THE ENGINEER. THE ROUGHENED SURFACE SHALL BE CLEANED OF ALL LOOSE MATERIAL

THAT INTERFERES WITH BONDING OF NEW CONCRETE.

STRUCTURAL GENERAL NOTES

C

A B

1A

C

A

B

D

C

A B

1A

C

A

B

D

EXST B

REAKW

ATER EXST B

REAKW

ATER

A

S3

B

S3

A

S3

S3 A

TABLE 1

LOCATION

CONCRETE SPALL REPAIR

REPAIR

(SF)

REPAIR LEGEND

ITEM REF DETAIL

SPALLED

CONCRETE

REPAIR

DECK

S5

REPAIR SCHEDULE

12 1

13 4

14 12

15 6

16 18

17 26

TABLE 2

LOCATION

CONCRETE CRACK REPAIR

REPAIR

(LF)

REPAIR SCHEDULE

S5

9 4

10 4

CONCRETE

CRACK

REPAIR

S5

SPALLED

CONCRETE

REPAIR

BEAM

11 4

0.0' (MLLW )

1 2 3 4 5

C B A

EXISTING

CONCRETE

PILE CAP

EXISTING

CONCRETE

BEAM

EXISTING

CONCRETE

LEDGE

EXISTING

CONCRETE

CURB

EXISTING

CONCRETE

PILE (TYP )

EXISTING

CONCRETE

PILE CAP (TYP )

EXISTING

CONCRETE

BEAM (TYP )

EXISTING

BULKHEAD

EXISTING

CONCRETE

DECK SLAB

C

A B

1A

C

A

B

D

C

A B

1A

C

A

B

D

EXST

BREA

KWAT

ER EXST

BREA

KWAT

ER

TABLE 1

REPAIR LEGEND

ITEM REF DETAIL

S6

REPAIR SCHEDULE

TABLE 2

REPAIR SCHEDULE

S6

TYPICAL 90°

= NOMINAL BAR DIAMETER

= HOOK EMBED LENGTH

TYPICAL BAR

6 d FOR #3 TO #8

8 d FOR #9, #10, #11

10 d FOR #14, #18

D= b b b d b dh dh bd

4d OR

TYPICAL 180°

2½" MIN.

b d b dh

2" MIN.

d b

6 d FOR #6, #7, #8 4 d FOR #3, #4, #5 b dh6 d FOR #3, #4, #5 12 d FOR #6, #7, #8 b b

D= b b bd

D d

6 d O R

= NOMINAL BAR DIAMETER

= HOOK EMBED LENGTH

b3" M

IN

db

D

BEND DIAMETER END HOOK END HOOK

CLASS B LAP SPLICE LENGTHS (INCHES) FOR NORMAL WEIGHT CONCRETE ( )

BAR

3,000 PSI CONC (f'c)

SIZE TOP

BARS

#3 28 22

#4 37 29

#5 47 36

#6 56 43

#7 81 63

#8 93 72

#9 105 81

#10 118 91

#11 131 101

OTHER

BARS

4,000 PSI CONC (f'c)

TOP

BARS

24 19

32 25

40 31

48 37

70 54

80 62

91 70

102 79

113 87

OTHER

BARS

5,000 PSI CONC (f'c)

TOP

BARS

22 17

29 22

36 28

43 33

63 49

72 55

81 63

91 70

101 78

OTHER

BARS

6,000 PSI CONC (f'c)

TOP

BARS

20 16

26 20

33 25

40 31

58 44

66 51

74 57

83 64

93 71

OTHER

BARS

DEVELOPMENT LENGTH w/o HOOKS ( ) = LAP SPLICE LENGTH ( ) / 1.3

DEVELOPMENT LENGTH ( ) (INCHES)

FOR BARS WITH STANDARD HOOKS FOR NORMAL WEIGHT CONCRETE

BAR

3,000 PSI CONC (f'c)

SIZE

#3 9

#4 11

#5 14

#6 17

#7 19

#8 22

#9 25

#10 28

#11 31

4,000 PSI CONC (f'c)

5,000 PSI CONC (f'c)

6,000 PSI CONC (f'c)

MULTIPLY TABLE VALUES BY 1.2 FOR EPOXY COATED HOOKS

MULTIPLY TABLE VALUES BY 1.2 FOR EPOXY COATED BARS

= BEND DIAMETERD

= BEND DIAMETERD

0.300"

0.400"

0.500"

0.600"

0.700"

0.800"

0.900"

1.000"

TABLE 1: MINIMUM REBAR

DIAMETER AT SECTION LOSS

REBAR SIZE

MINIMUM ACCEPTABLE

DIAMETER AT SECTION

LOSS

STRUCTURAL STANDARD DETAILS

#3

#4

#5

#6

#7

#8

#9

#10

CONCRETE CRACK REPAIR NOTES:

1. SEE STRUCTURAL REPAIR PLANS FOR ESTIMATED LENGTHS OF

CRACKS TO BE REPAIRED. CRACKS EXCEEDING 1/16 INCH IN WIDTH

SHALL BE REPAIRED.

2. LIGHTLY TAP THE EXISTING CONCRETE ADJACENT TO THE CRACK.

IF THE CONCRETE SOUNDS "HOLLOW" OR IF CRACK WIDTH

EXCEEDS ¼ INCH AT ANY LOCATION, CHIP OFF THE SURFACE AND

ANY DELAMINATED CONCRETE AND REPAIR AS A SPALL;

OTHERWISE, PROCEED TO STEP 3 BELOW.

3. CLEAN THE EXISTING CONCRETE SURFACE ALONG THE CRACK OF

ALL LOOSE BOND INHIBITING AND OTHER DELETERIOUS MATERIALS,

INCLUDING ANY EXISTING CRACK SEALANT, BY MECHANICAL

MEANS. SEAL THE CRACK WITH THE SURFACE CAP SEALANT (SEE

SPECIFICATIONS) AND INSTALL THE PRESSURE INJECTION PORTS

OVER THE CRACK AT A MAXIMUM INTERVAL OF 12 INCHES ON

CENTERS. ENSURE CAP SEALANT COMPLETELY BRIDGES THE

CRACK.

4. WITH STEADY PRESSURE, PRESSURE INJECT THE EPOXY (SEE

SPECIFICATIONS) BEGINNING WITH THE INJECTION PORT AT ONE

END OF THE CRACK (BOTTOM OF THE CRACK FOR VERTICAL

CRACKS). WHEN EPOXY EMERGES FROM THE NEXT ADJACENT

PORT, MOVE TO THE NEXT ADJACENT PORT AND CONTINUE WITH

THE EPOXY INJECTION.

5. AFTER THE EPOXY HAS CURED, REMOVE THE INJECTION PORTS

AND CAP SEALANT.

6. FINISH CONCRETE SURFACE TO MATCH EXISTING AND APPLY

CONCRETE SEALER (SEE SPECIFICATIONS).

REBAR REPAIR WELD SPLICE DETAIL

SCALE: NONE

REBAR CLEANING AND LOSS SECTION

SCALE: NONE

HOOK DEVELOPMENT LENGTHS,

SCALE: NONE

CLASS B TENSION LAP SPLICE LENGTHS,

SCALE: NONE

TYPICAL BAR ENDS

SCALE: NONE

TYPICALSTIRRUP & HOOK

SCALE: NONE

S4

TYPICAL CONCRETE CRACK REPAIR DETAIL

SCALE: NONE

3" 3"

3" 3"

3"

3"

CLR

3" C

LR

C O

N C

R

EP

AI

R

3"

3"3"

EXISTING CONCRETE

CURB

EXISTING SPALL

ORIGINAL SPALL

SAW CUT

TOP OF

PIER DECK

IF EDGE OF CURB IS

LESS THAN 5", PROVIDE

FULL CURB REPAIR

REPAIR MATERIAL

EXISTING DECK SLAB B

A

EXISTING DECK SLAB

8"

SL

AB

BE

AM

D

EP

TH

CLEAN ROUGH

SURFACE

CLEAN AND COAT

EXPOSED REPAIR

PER NOTES

2 12 " CLR M

IN

EXST REINF

SQ CUT, TYP

CONC REPAIR

MATERIAL

ORIGINAL SPALL

C

EXISTING PILE

CHAMFER

ENTIRE TOP

EDGE

4" CHAMFER,TYP

(BOT AND SIDES )

CHAMFER ENTIRE

TOP EDGE

4" CHAMFER,

TYP ALL EDGES

REMOVE ALL UNSOUND

CONCRETE AND REPAIR

WITH HAND APPLIED

POLYMER-MODIFIED

MORTAR

SAWCUT AT 90° TO

SURFACE ALL AROUND

REPLACE CORRODED

REINFORCEMENT PER

S5 HAND APPLIED

POLYMER MODIFIED

MORTAR

CONCRETE REPAIR PROCEDURE (DELAMINATION AND SPALL REPAIR)

1. REMOVE ALL UNSOUND OR DELAMINATED CONCRETE, PROVIDING A MINIMUM

OF ¼” SUBSTRATE PROFILE AND ¾” CLEARANCE BEHIND CORRODED

REINFORCING STEEL.

2. REMOVE RUST AND SCALE FROM REINFORCING STEEL.

3. SAW CUT THE PERIMETER OF THE AREA IDENTIFIED FOR REPAIR TO A MINIMUM

DEPTH OF ¼” TO PREVENT FEATHER EDGES. DO NOT CUT EXISTING STEEL

REINFORCEMENT.

4. CHIP AND REMOVE ALL LOOSE AND DETERIORATED CONCRETE TO ¾” MINIMUM

BEHIND EXPOSED REINFORCING STEEL.

5. WATER/SAND BLAST EXPOSED CONCRETE SURFACE AND EXPOSED REINFORCING

STEEL TO REMOVE ALL CONTAMINANTS AND RUST.

6. APPLY ONE COAT OF SIKA ARMATEC 110 BONDING AGENT (OR APPROVED

EQUAL) TO STEEL AND SURROUNDING CONCRETE TO INHIBIT CORROSION.

7. PRE-WET CONCRETE SURFACE TO A SATURATED SURFACE-DRY CONDITION (SSD).

8. PLACE POLYMER-MODIFIED, CEMENTITOUS NON-SAG MORTAR WITH CORROSION

INHIBITOR TO REPAIR AREAS.

SAW CUT

REMOVE SPALLED

CONCRETE

BREAKWATER

A

C5

B

C5

C

C5

TABLE 1

LOCATION

EPOXY INJECTION CRACK REPAIR

REPAIR

(LF)

1 75

TABLE 2

LOCATION

CONCRETE SPALL REPAIR

REPAIR

(SF)

1 110

REPAIR LEGEND

ITEM

REF

DETAIL

EPOXY

CRACK

REPAIR

S4

SPALLED

CONCRETE

REPAIR

S4

2 40