HomeMy WebLinkAboutPLANNETTLES ISLAND
COMMON AREA BATTER PILE RESTORATION
LOCATION MAP
NOT TO SCALE
NOT TO SCALE
SCOPE OF WORK
SCOPE OF WORK LOCATION MAP
1/64" = 1'-O"
SHEET DESCRIPTION
S-1
COVER SHEET
S-2
GENERAL NOTES
5-2.1
CONCRETE RESTORATION NOTES
S-3
COMMON AREA 1
S-4
COMMON AREA 2
S-5
COMMON AREA 3
S-6
COMMON AREA 4
D-1
DETAILS
D-2
BATTER PILE SECTIONS
ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWED
FOR COMPLIA
REVIEWED BY
DATE W.R +
PLANS AND PEYMIT
MUST BE KEPT ON JOB OR
NO INSPECTION WILL BE MADE
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY COMCTlONS
RMUIRED by I= ImpECTORS THAT
"YOE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLIGAU CODES.
CON''" FASTENERSS ORA71ACHMENTS
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BATTER PILE RESTORATION
COMMON AREA
NEITES ISLAND
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JENSEN BEACH, FL 34957
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ENGINEERING
CIVIL • STRUCTURAL • MARINE
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NOTES & COMMENTS
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STRUCTURAL DESIGN CRITERIA:
HE DESIGN COMPLIES WITH THE REQUIRE EMS OF THE 2017 FLORIDA BUILDING CODE
WIND LOAD FBC 2017 CHAPTERS 1, 2, 26, & 28 OF ASCE 7-10
WIND VELOCITY 160 MPH ULTIMATE WIND SPEED
EXPOSURE "D"
LOAD COMBINATIONS ASCE 7-10 CHAPTER 2.4: DL+LL; DL+0.6WL-, .6DL+0.6WL
INTERNAL PRESSURE COEFFICIENT +/-0.00 PER TABLE 26.11-1
OPEN SOLID WALL DESIGN
RISK CATEGORY II
RIGID MAIN FRAME
MAXIMUM PRESSURE (HORIZONTAL) +120 PSF
UNIFORM SURCHARGE BEHIND WALL +200 PSF
DESIGN BASED ON LOOSE FINE SANDS
DEMOLITION:
1. ALL DEBRIS SHALL BE CONTAINED WITH A MOBILE TURBIDITY CURTAIN
2. DEBRIS FROM DEMOLITION AND ITEMS INDICATED TO BE REMOVED SHALL BE REMOVED FROM OWNER'S PROPERTY AND
PROPERLY DISPOSED OF BY THE CONTRACTOR IN A PERMITTED LANDFILL.
3. CONTRACTOR SHALL IMMEDIATELY REMOVE AND PROPERLY DISPOSE OF ANY DEBRIS THAT ENTERS THE WATER DURING THE
DEMOLITION OF THE INDICATED STRUCTURES.
TIE RODS:
1. TO BE #7 BAR INSIDE SCH 40 PVC SLEEVE
2. TO BE HOT DIPPED GALVANIZED
3. TO BE INSTALLED AT 8'-0" ON CENTER MAX.
4. TO BE INSTALLED WITHIN 2'-0" OF EACH SIDE OF EXPANSION JOINTS, IF PRESENT
5. TO HAVE NUT, WASHER, AND 6"x6"xY2" GALVANIZED STEEL PLATE AT EACH END
6. TO BE TENSIONED TO 6,800 LEIS
BACKFILL NOTES:
1. 13ACKFILL MATERIAL BEHIND WALL SHALL CONSIST OF CLEAN GRANULAR SAND WITH LESS THAN 5% FINES PASSING THE US
NO 200 SIEVE. PLACE BACKFILL MATERIAL IN LOOSE LIFTS OF 12' IN THICKNESS AND COMPACT EACH UFT TO NO LESS
THAN 98 PERCENT OF ITS MODIFIED DRY PROCTOR VALUE (ASTM D 1557)
CONSTRUCTION SAFETY:
1. LOADS GREATER THAN THE APPLICABLE DESIGN LOADS SHALL NOT BE PLACED ON THE STRUCTURE PROVISIONS SHALL BE
MADE FOR ADEQUATE BRACING AND SUPPORT OF ADJACENT CONSTRUCTION, UTILITIES AND EXCAVAnONS. JOB SITE SAFETY
AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
PILE DRIVING:
1. PI DRIVING PROCEDURES AND EQUIPMENT SHALL BE IN ACCORDANCE WITH FDOT STANDARD SPECIFICATIONS 455-5 AND
A455-5 EXCEPT AS AMENDED IN THESE CONTRACT DOCUMENTS.-
2, CONTRACTOR SHALL PROVIDE INFORMATION OF PILE DRIVING HAMMER AND ACCESSORIES SHALL BE USED ON THIS JOB TO
THE OWNER FOR APPROVAL "
3. IF THE PILES ARE JETTED INTO PLACE, THE PILES SHALL BE DRIVEN THE LAST FIVE FEET WITH A HAMMER MEETING FOOT
SPECIFICATION A455-3.3. JETTING MUST CONFORM TO PERMIT REQUIREMENTS.
4. CONTRACTOR SHALL PROVIDE PILE DRIVING LOGS FOR ALL PILES. PILE DRIVING LOGS SHALL BE SUPPLIED WITHIN ONE
WEEK OF DRIVING EACH PILE PILE LOG TO BE SIGNED AND SEALED BY GEOTECHNICAL ENGINEER. SUBMIT ONE COPY TO
THE FOLLOWING:
4.1. LOCAL JURISDICTION ISSUING PERMIT
4.2. ENGINEER OF RECORD
4.3. OWNER
CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER OF ANY PILE THAT DOES NOT REACH THE REQUIRED PILE TIP ELEVATION.
STRUCTURAL AND MISCELLANEOUS STEEL:
1. ALL HARDWARE SHALL BE STAINLESS OR HOT DIPPED GALVANIZED UNLESS OTHERWISE NOTED.
1.1. STAINLESS BOLTS ARE RECOMMENDED DUE TO THE SALTWATER ENVIRONMENT.
1.2. HOT DIPPED GALVANIZED TIEBACK RODS PVC SLEEVED ARE RECOMMENDED
2. ALL STEEL WORK SHALL BE EXECUTED IN ACCORDANCE TO AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1-2010.
3. MATERIAL SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:
A SHAPES, BARS, AND PLATES ASTM A 572
B. BOLTS, NUTS, AND WASHERS ASTM A 325
4. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE GALVANIZED BY THE HOT -DIPPED PROCESS IN ACCORDANCE WITH
ASTM A 123. A 153, GRADE 90 GUIDELINES AFTLR FABRICATION.
5. FIELD TREAT ALL DAMAGED GALVANIZED FINISH AND EXPOSED SURFACES WITH TWO COATS OF ZINC RICH PAINT OR COLD
GALVANIZING COMPOUND CONFORMING TO ASTM A 780.
CONCRETE AND REINFORCING STEEL:
1. CONCRETE CHAIRS ® 36 ON CENTER, MAXIMUM EACH WAY
- - --2: - NO -EXPANSION JOINTS SHALL BE INSTALLED WITHIN 20 FEET OF WALL CORNERS.
3. ALL REBAR 90' HOOKS ARE TO BE EXTENDED 24' MIN BEYOND THE TURN FIELD BENDS ARE TO BE DONE COLD AND THE
DIAMETER OF THE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT TO BE LESS THAN (36) BAR DIAMETERS.
4. CONCRETE CAP SHALL HAVE A DENSITY OF 144 PCF, AND SHALL CONFORM TO ACI 301-99.
5. CEMENT SHALL CONFORM TO ASTM C 94.
6. COURSE AGGREGATE SHALL CONFORM TO ASTM C 33, %" TO YR" NOMINAL AGGREGATE.
7. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GR 60.
8. DCI CORROSION INHIBITOR, ASTM C 494 ADMIXTURE, SHALL BE ADDED AT 3.0 GAL/CY AS MANUFACTURED BY W.R. GRACE
& CO. OR APPROVED EQUAL
9. CONTRACTOR SHALL REPAIR ALL SURFACE BLEMISHES (CHIPS, CRACKS, HONEYCOMBS, ETC) IN CONCRETE WITHIN 24 HOURS
AFTER FORM REMOVAL
10. ALL CONSTRUCTION JOINTS BETWEEN CAST -IN -PLACE CONCREFE TO BE BONDED WITH EPDXY BONDING AGENT & CLEANED
WITH A ROUGHED SURFACE OF Y4" AMPLITUDE
11. REINFORCING STEEL SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60 FOR OARS AND ASTM SPECIFICATION A185
FOR WELDED WIRE MESH (W.W.M.). FABRICATION, INCLUDING ACCESSORIES, ALLOWANCE FOR CONCRETE PROTECTION AND
MINIMUM AREA OF STEEL REQUIRED, SHALL BE IN ACCORDANCE WITH THE A.C.I. BUILDING CODE AND CRSI MANUAL OF
STANDARD PRACTICE.
8. CAP CONCRETE SHALL BE MINIMUM 5,000 PSI AT 28 DAY STRENGTH W/C RATIO = 0.4
9. DEADMAN CONCRETE SHALL BE MINIMUM 3,000 PSI AT 28 DAY STRENGTH W/C RATIO = 0.5
10. MD( DESIGNS
10.1. TYPE II NORMAL WEIGHT PORTLAND CEMENT
10.2. SILICA FUME (MICROSILICA)CEMENTMOUS ADDITIVE
10.3. ADMIXTURES FOR
10.3.1. SHRINKAGE REDUCTION
10.3.2. CORROSION INHIBITION
10.3.3. HIGH RANGE WATER REDUCTION
10.3.4. WATER CEMENT RAPID PER #8 & 9
10.3.5. POZZOLAN IS NOT TO BE USED IN THE MIX.
8. TO ENSURE COMPATIBILITY OF PRODUCTS, SILICA FUME AND HIGH RANGE WATER REDUCER SHALL BE FROM THE SAME
MANUFACTURER.
9. TO RETARD THE CURING RATE FOR THE REPLACED LANDSCAPE WALL CAP THE CONTRACTOR SHALL KEEP THE CONCRETE
SURFACE MOIST FOR A CURING PERIOD OF 7 DAYS.
10. WATER FOR MIXING AND CURING SHALL BE FRESH, CLEAN, POTABLE AND FREE OF INJURIOUS AMOUNTS OF OIL, ACID, SALT
OR ALKALI.
11. A BONDING AGENT SHALL BE USED OVER SURFACES WHERE FRESH CONCRETE MEETS HARDENED CONCRETE. THE
APPLICATION OF THE BONDING COMPOUND SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS.
12. THE SLUMP SHALL BE MEASURED FOR EACH TRUCK ON CONCRETE -AND THE SLUMP SHALL NOT EXCEED 5 INCHES FOR
THE CAP CONCRETE AND 6 INCHES FOR THE REMAINING CONCRETE NO ADDITIONAL WATER MAY BE ADDED TO THE
CONCRETE AFTER SLUMP MEASUREMENT UNLESS THE SLUMP IS LESS THAN THAT SPECIFIED ABOVE
13. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TEST: (ONE COPY OF ALL TEST
REPORTS SHALL BE SENT DIRECTLY TO STRUCTURAL ENGINEER AND OWNER)
13.1. CYLINDER STRENGTH TESTS - ASTM C39: ONE SET OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION
THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN RESERVE.TEXT
13.2. SLUMP TESTS - ASTM C143
14. IMMEDIATELY AFTER PLACEMENT, THE LANDSCAPE WALL CAP SHALL BE PROTECTED FROM PREMATURE DRYING.
15. THE REPLACEMENT LANDSCAPE WALL CAP SHALL BE MAINTAINED CONTINUOUSLY WET FOR A PERIOD OF 7 DAYS AFTER
POURING.
16. EITHER PERVIOUS (BURLAP OR COTTON) MATS OVER IMPERVIOUS (PLASTIC COATED BURLAP) SHEETING MAY BE USED BUT
POLYTHENE SHEETING SHALL NOT BE USED. THE SHEETING SHALL BE SECURED SO AS TO KEEP THE EXPOSED SURFACE
OF THE CAP IN A MOIST CONDITION.
17. THE MATS SHALL BE KEPT WET BY EITHER MANUAL OR DRIP IRRIGATION AND THE SHEETING SHALL BE INSPECTED AT LEAST
ONCE EVERY 8 HOURS TO ENSURE THAT THE SHEETING HAS NOT DRIED OUT.
SHOP DRAWINGS AND FORM W13RK PLANS:
1 CEMIHED FORM WORK PLANS SHALL CLEARLY SHOW SIZE AND STRENGTH OF FORM WORK, SEQUENCE OF CONSTRUCTION,
AND DETAILED PLANS OF FORM WORK REMOVAL AND RE -SHORING.
2. All FORM WORK FOR CONCRETE SHALL CONFORM TO THE REQUIREMENT OF ACI SPECIAL PUBLICATION NO. 4, "FORM WORK
FOR CONCRETE' AND 'STANDARD RECOMMENDED PRACTICE FOR CONCRETE FORM WORK', ACI 347, LATEST EDITION.
3. CONTRACTOR SHALL SUBMIT THE DESIGN AND DETAILS OF ALL FORM WORK, DESIGNED BY A REGISTERED PROFESSIONAL
ENGINEER FOR RENEW BY THE STRUCTURAL ENGINEER.
4. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS BEFORE SUBMISSION TO THE ENGINEER AND MAKE ALL
CORRECTIONS AS HE DEEMS NECESSARY.
5. DRAWINGS SHOWING ALL OPENINGS AND SLEEVES SHALL BE SUBMITTED BY THE CONTRACTOR FOR REVIEW BY THE
ENGINEER.
6. SLEEVES, BOXES AND OTHER OPENINGS WILL NOT BE PERMITTED UNLESS SHOWN ON THE DRAWINGS SUBMITTED FOR
REVIEW.
SATTER PILE RESTORATION
COMMON AREA
NETTLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
rm Ss m
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2081 5E OCEAN BOULEVARD- SUITE IA
STUART, FLORIDA 34996
772-220-4601
W Ww.CSM-E. NET
CERTIFICATE OF AUTHORIZATION: 29057
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NOTES & CONVENTS
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GENERAL NOTES
N n S-2
GENERAL NOTES
1. ALL1. ALL C� SHALL BE DONE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2017 AND
ASCE 7-10.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE BEFORE CONSTRUCTION HAS
BEGUN. ALL OBSERVED DISCREPANCIES SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER,
3. DESIGN LOADS:
3.1. LIVE LOAD 100 PSF
3.2. DEAD LOAD 10 PSF
4. CONCRETE ALL REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318,
'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', AND ACI 301, 'SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDINGS'. ALL CONCRETE REPAIR WORK SHALL BE IN ACCORDANCE
WITH ACI 'CONCRETE REPAIR MANUAL' LATEST EDITION. ACI 311, "RECOMMENDED PRACTICE FOR
CONCRETE INSPECTION'. ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORM WORK'. AG 304R,
'GUIDE FOR MEASURING, MIXING, AND PLACING CONCRETE'. ALL STRENGTHS NOTED BROW ARE
28-DAY STRENGTHS: POURED -IN -PLACE STRUCTURAL CONCRETE: 500E PSI EXTERIOR CONCRETE
SHALL HAVE 6% MINIMUM ENTRAINED AIR.
5. THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS:
5.1. COMPRESSIVE STRENGTH: 5000 PSI (MINIMUM)
5.2. SLUMP: 6 TO 7 INCHES
5.3. AIR CONTENT: 6% +/- 1%
5.4. WATER/CEMENT RATIO: 0.40
5.5. PUMPABIE PEA -ROCK MIX
5.6. COARSE AGGREGATE 3/4'
5.7. CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD
6. REINFORCING STEEL SHALL BE ASTM MIS, GRADE 60. TENSION SPUCES: 48 x DIAMETER OF BAR
FOR /3, J4, & 15 6.
7. ALL CONNECTIONS EXPOSED TO WEATHER, OF STEEL TO STEEL AND SIEE TO MASONRY/CONCRETE,
MUST BE STAINLESS STEEL BOLTS.
B. THESE DRAWINGS ARE NOT VAUD UNLESS SIGNED AND SEALED WITH AN EMBOSSED SEAL OF AN
ENGINEER EMPLOYED BY CSM ENGINEERING ANY CHANGES TO THE DOCUMENTS MUST HAVE THE
WRRTEN CONSENT OF CSM ENGINEERING. ALL ORIGINAL DRAWINGS, TRACINGS, AND SPECIFICATIONS
MUST BE RETAINED IN THE OFFICES OF CSM ENGINEERING, LLC AND ARE THE SOLE PROPERTY OF CSM
ENGINEERING, LLC.
9. CSM ENGINEERING. SHALL BE AFFORDED THE OPPORTUNITY TO PROVIDE CONSTRUCTION OBSERVATION
SERVICES DURING THE CONCRETE RESTORATIONS AND REPAIR WORK OF THE BALCONY STRUCTURAL
SLABS. IN THE EVENT THAT CSM ENGINEERING, LLC. IS NOT RETAINED IN THIS CAPACITY, CSM
ENGINEERING CAN ASSUME NO RESPONSIBILITY FOR THE CONSTRUCTION DEFECTS FOR THE
RECOMMENDATIONS PROVIDED IN THESE DOCUMENTS.
10. CONTRACTOR RESPONSIBLE FOR SHORING STRUCTURE DURING CONSTRUCTION.
11. CONCRETE SHALL BE REMOVED USING A 151 CHIPPING HAMMER.
12. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CAUTION SHALL BE EXERCISED TO
AVOID DAMAGING DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE
13. IF RUST IS PRESENT ON REINFORCEMENT, ADDITIONAL CONCRETE SHALL BE REMOVED UNTIL CLEAN,
SOUND REINFORCEMENT AND CONCRETE IS FOUND AND COVERED WITH 'SIKADUR 110, ARMATEK' OR
'THOROC ZINC -RICH PRIMER'.
14. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING REPAIR, A REVIEW BT THE
ENGINEER OF RECORD SHALL BE CONDUCTED.
15. All EXPOSED CONCRETE AND STEEL SHALL BE SAND BUSTED CLEW. A THIN COAT OF PENETRATING
EPDXY SEALER SHALL BE APPLIED OVER THE BARE METAL REINFORCEMENT IMMEDIATELY AFTER SAND
BLASTING
16. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND IN THE STATE OF -SSD- (SURFACE SATURATED
DRY) PRIOR TO COMMENCEMENT OF PATCHING
TYPICAL SPALLED CONCRETE REPAIR
1. THE CONTRACTOR SHALL LOCATE ALL SPALLS BY SOUNDING THE CONCRETE SURFACES, USING A
HAMMER. UPON LOCATION OF THE LOOSE CONCRETE A DISTINCT HOLLOW SOUND WILL BE HEARD;
THESE AREAS SHALL BE MARKED WITH CHALK OR PAINT.
2. DELAMIRATED, SPALLED, AND UNSOUND CONCRETE AREAS SHALL HAVE THEIR MARKED BOUNDARIES
SAW -CUT TO A MINIMUM OF DEPTH OF 1' INTO THE CONCRETE SURFACE ALL EDGES SHALL BE
STRAIGHT AND PATCHED AREAS ARE TO BE AS SQUARE AND RECTANGULAR AS POSSIBLE.
3. CONCRETE SHALL BE REMOVED USING A 151 CHIPPING HAMMER.
4. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CANTON SHALL BE EXERCISED TO
AVOID DAMAGING DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE.
5. IF RUST G PRESENT ON REINFORCEMENT, ADDITIONAL CONCRETE SHALL BE REMOVED UNTIL CLEAN,
SOUND REINFORCEMENT AND CONCRETE IS FOUND AND COVERED WITH 'SIKADUR 110, ARMATEK'.
B. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING REPAIR, A RENEW BY THE
ENGINEER OF RECORD SHALL BE CONDUCTED.
7. All EXPOSED CONCRETE AND STEEL SHALL BE SAND -BUSTED CLEAN.
B. A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPUED OVER BARE METAL REINFORCEMENT
-- IMMEDIATELY AFTER SAND -BLASTING.
9. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND DRY PRIOR TO COMMENCEMENT OF PATCHING.
10. REPAIR FOR SPILLS LESS THAN 1 1/2- IN DEPTH:
10.1. THE CONCRETE SURFACE AREA SHALL BE COATED WITH BONDING OR SIMILAR APPROVED AGENT
AND ALLOWED TO COMPLETELY DRY.
10.2. THE SPILLED AREA SHALL THEN BE FILLED WITH 'SIKATOP 123' AND FINISHED FLUSH WITH THE
EXISTING CONCRETE SURFACE
11. REPAIR FOR SPALLS GREATER THAN 1 1/2' IN DEPTH:
11.1. FINISH CONCRETE SURFACE SHALL BE SCRATCH COATED W/ 'SIKACRETE 211 WITH SEC PLUS'.
11.2. APPLY ANOTHER LAYER OF EPDXY GROUT DIRECTLY OVER THE NEW SURFACE AND FLUSH WITH
EXISTING SURFACE.
MIXING AND CONVEYANCE
1. READY -MIXED CONCRETE OLIBE MIXED IN ACCORDANCE WITH ACI 304 AND DELIVERED IN
ACCORDANCE WITH ASTM C94.
SELECT PROPORTIONS FOR NORMAL WEIGHT CONCRETE IN ACCORDANCE WITH ACI 301.
CONCRETE SHALL BE CONVEYED FROM MIXER TO PLACE OF FINAL DEPOSIT BY METHODS THAT WILL
PREVENT SEPARATION OR LOSS OF MATERIAL
CONVEYING EQUIPMENT SHALL BE CAPABLE OF PROVIDING A SUPPLY OF CONCRETE AT THE SITE OF
PLACEMENT WITHOUT SEPARATION OF INGREDIENTS AND WITHOUT INTERRUPTIONS SUFFICIENT TO PERMIT
LOSS OF PLASTICITY BETWEEN SUCCESSIVE INCREMENTS.
DURING H NGREDIENIS HOT WEATHER PROPER ATTENTION SHALL BE GIVEN TO I PRODUCTION METHODS
HANDUNG, PLACING, PROTECTION AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR
WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF THE MEMBER
STRUCTURE
CONCRETE AND REINFORCING STEEL REPLACEMENT
1. CONCRETEREPAIRS SHALL B PROVIDED FOR THOSE AR ID DN WITH SPAWNG, DETERIORATION,
AND .UNACCEPTABLE CONCRETE
2. REMOVE ALL UNSOUND CONCRETE IN THE AREA OF THE DETERIORATION. REMOVAL SHALL BE
PERFORMED WITH SMALL POINTED TOOLS RATHER THAN WIDE CHISEL EDGES TO PREVENT MICRO
CRACKING AND CONTINUED SPALUNG OF CONCRETE WHICH IS TO REMAIN.
3. THE AREA OF CONCRETE TO BE REMOVED SHALL EXTEND ALONG THE LENGTH OF THE REINFORCING,
BEYOND THE LIMITS OF THE REINFORCING DETERIORATION A MINIMUM OF 2' INTO SOUND CONCRETE.
4. PROVIDE A Xx' MINIMUM DEPTH SAW -CUT, PERPENDICULAR OR SUGHTI.Y UNDERCUT TO THE CONCRETE
SURFACE AT THE UMIIS OF THE REPAIR TO PREVENT FEATHERING OF THE PATCH MATERIAL DO NOT
CUT ANY REINFORCING, EXCEPT AS ACCEPTED BY THE ENGINEER.
5. ALL REINFORCING WITH DETERIORATION OF MORE THAN 157 OF THE ORIGINAL BAR DIAMETER, AS
DETERMINED BY THE ENGINEER, SHALL BE REPLACED, NO CUTTING OF REINFORCING ALLOWED WITHOUT
APPROVAL FROM ENGINEER
6. TO PERMIT LAPPING OF THE NEW REINFORCING STEEL, THE CONCRETE SHALL BE REMOVED ALONG THE
LENGTH OF THE REINFORCING, A MINIMUM OF 12- BEYOND THE DETERIORATION INTO SOUND CONCRETE
TO PERMIT SPUCING OF THE REINFORCEMENT.
7. AFTER THE REINFORCING HAS BEEN PREPARED, LAP THE NEW REINFORCING BESIDE THE ENTIRE LENGTH
OF THE EXPOSED REINFORCING, SECURE IN PLACE WITH WIRE TIES.
8. FOLLOW ALL OTHER PROCEDURES FOR THE CONCRETE REPAIR AS INDICATED.
9. WHERE THE REMOVAL OF CONCRETE TO ACHIEVE THE REQUIRED LAP LENGTH IS NOT PRACTICAL AS
DETERMINED BY THE ENGINEER, BAR DEVELOPMENT CAN BE ACHIEVED BY EMBEDDING THE REINFORCING
INTO SOUND CONCRETE A MINIMUM OF 9' WITH SIKADUR 35, HMLV, A HIGH STRENGTH EPDXY GROUT.
10. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 MINIMUM.
11. REMOVE ALL RUST AND SCALING OF THE REINFORCING STEEL THOROUGHLY BY SAND BLASTING.
12. THOROUGHLY CLEAN THE EXPOSED CONCRETE SURFACE OF ALL TRACES OF DIRT, GREASE, 011_, DUST,
AND OTHER CONTAMINANTS WHICH MAY PREVENT PROPER BONDING OF THE REPAIR MATERIALS.
13. THE PREPARED CONCRETE SURFACE SHALL BE SATURATED SURFACE DRY (SSD), BUT FREE OF
STANDING WATER APPLY A BOND COAT OF SLURRY, PREPARE) WITH THE REPAIR CONCRETE, WITH A
STIFF BRISTLE BRUSH COVERING ALL EXPOSED SEER AND ALL CONCRETE SURFACE AREAS.
14. WHILE SCRUB COAT IS STILL WET, PLACE REPAIR CONCRETE MIX DESIGN IN ACCORDANCE WITH ACI 301
IN A CONTINUOUS POUR.
15. PERFORM REPAIRS IN ACCORDANCE WITH ICRI GUIDELINE 03730, GUIDE FOR SURFACE PREPARATION
FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION.
CURING OF CONCRETE
1. ALL REPAIR AREAS SHALL RECEIVE AN APPLICATION OF BURKE 'AQUA RESIN' MEMBRANE CURING
COMPOUND AFTER FINISHING IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDATIONS.
2. ALL CONCRETE SHALL CURE A MINIMUM OF 28 DAYS PRIOR TO APPUCATION OF ANY COATINGS OR
FINISHES.
3. AN OBSERVATION SHALL BE CONDUCTED BY THE ENGINEER PRIOR TO APPLICATION OF ANY COATINGS
ON THE CONCRETE ANY CRACKS IN THE REPAIR AREAS SHALL BE REPAIRED IN ACCORDANCE WITH THE
REQUIREMENTS FOR CRACK REPAIRS. REPAIR OF CRACKS SHALL BE AT NO ADDITIONAL COST TO THE
OWNER.
INSPECTION PLAN
1. GENERAL
1.1. ENGINEER SHALL REVIEW ANY WORK UNDERWAY, AS APPROPRIATE ALL STRUCTURAL REPAIRS,
INCLUDING REINFORCED CONCRETE REPAIRS AT EACH LOCATION REQUIRE SPECIFIC ENGINEERING
INSPECTIONS AND APPROVALS. NON-STRUCTURAL WORK SUCH AS STUCCO, OVERLAYS,
WATERPROOFING, AND ALL NON -REINFORCED CONCRETE PLACEMENTS DO NOT REQUIRE
INSPECTIONS AND APPROVALS AT EACH PHASE OF WORK, BUT WILL BE SUBJECT TO ONGOING
ENGINEERING OBSERVATIONS AND APPROVALS DURING THE WORK.
1.2. CONTRACTOR SHALL NOTIFY ENGINEER AT LEAST 2 BUSINESS DAYS PRIOR TO ANY REQUIRED
INSPECTION.
1.3. DURING THE ONSITE INSPECTIONS, ENGINEER SHALL REVIEW ANY WORK UNDERWAY, REGARDING
WORK LOCATIONS, METHODS, SHORING, FORMS, SAFETY, PROPERTY PROTECTION, CONCRETE
PLACEMENTS, PROPER CURING OF NEWLY PLACED CONCRETE, OWNER CONCERNS, OR ANY OTHER
ITEMS AS APPROPRIATE
IA CONTRACTOR'S SITE SUPERINTENDENT SHALL MAINTAIN A SET OF INSPECTION DRAWINGS AND
SPREADSHEETS MARKED UP TO INDICATE THE CURRENT WORK STATUS. THESES SHALL BE
AVAILABLE FOR REVIEW BY ENGINEER AND OWNER UPON REQUEST.
1.5. ENGINEER SHALL SUBMIT A WRITTEN REPORT TO THE BUILDING DEPARTMENT AT THE END OF
CONSTRUCTION.
2. CONCRETE RESTORATION
2.1. ENGINEER SHALL IDENTIFY AND MARK OUT ALL AREAS TO BE INVESTIGATED AND / OR EXCAVATED
BY CONTRACTOR PRIOR ANY EXCAVATION BEING PERFORMED.
2.2. EXCAVATION UMITS: ENGINEER SHALL INSPECT AND APPROVE, AS REQUIRED, ALL ENDS OF
CONCRETE REMOVAL AND ALL STEEL REINFORCEMENT REPAIRS. ENGINEER SHALL VERIFY
CONTRACTOR MEASUREMENTS AND APPROVE OR DISAPPROVE, AS REQUIRED, ALL CONTRACT
CHARGEABLE QUANTITIES FOR ALL REPAIRS.
2.3. APPROVAL TO PLACE CONCRETE: ENGINEER SHALL INSPECT ALL AREAS PRIOR TO CONCRETE
PLACEMENT AND GIVE APPROVAL, AS REQUIRED, FOR ALL CONCRETE PLACEMENTS. ENGINEER
SHALL INSPECT ALL PREP WORK, INCLUDING FORMS SHORING, SAFETY, STEEL BAR REPAIRS,
SHEATHING INSTALLATION AND ANY ADJUSTMENTS TO EXCAVATION LIMITS.
2.4. PLICOAEM OF CONCRETE: ALL DESIGN MIX TRUCK PLACEMENTS OF CONCRETE REQUIRE ON SITE
ENGINEERING AND SHALL BE INSPECTED BY ENGINEER DURING PLACEMENTS. APPROVAL OF
DESIGN MIX PLACEMENT BASED ON SLUMP RESULTS ENVIRONMENTAL CONDITIONS,
DS, ETC. SHALL BE
AT THE DISCRETION OF ENGINEER. ENGINEER MAY ALSO REQUIRE INSPECTIONS OF BAG GOODS
CONCRETE PLACEMENTS.
2.5. FINAL ENGINEER SHALL INSPECT AND APPROVE, AS REQUIRED, THE COMPLEION OF ALL
REPAIRS, INCLUDING ANY CORRECTION OR PUNCH UST ITEMS FOR EACH WORK AREA AS
APPROPRIATE.
3. ENGINEERING APPROVALS
3.1. ENGINEER SHALL APPROVE ALL WORK COMPLETED.
3.2. ENGINEER SHALL APPROVE OR DISAPPROVE, AS REQUIRED, SPECIFICATIONS FOR ALL
CONTRACTOR-SUPPUED MATERIALS AT LEAST 7 DAYS PRIOR TO PLANNED MATERIAL USE OR
PLACEMENT.
3.3. ENGINEER SHALL DETERMINE ANY DISPUTES REGARDING REASONABLENESS OF REPAIRS INVOLVING
STRUCTURAL INTEGRITY.
BATTER PILE RESTORATION
COMMON AREA
NERLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
CSM
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
20B1 BE OCEAN BOULEVARD' SUITE IA
STUART, FLORIDA 34996
772-220-4601
NV..CSM-E.NET
CERTIFICATE OFAUTHORIZATION: 29057
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Y TOP OF CAP
I LEGEND:
1: CONCRETE WALL
4. COMPOSITE PLANKING CAP
S. PARALLEL CRACK STRUCTURAL -
_9. REPLACE WALL
12. CONNECTIONS TO BE REMOVED
15. NON -PT TIMBER BEAM
2: STEEL WALL5.
PERPENDICULAR CRACK 4'-0' O.C.
(NON—STRUCTURAL)
7.CONCRETE SPALL
10.FXPANSION JOINT -
13.RUST STAIN
16.EWTTER PILE NEEDS REPLACED
3. CONCRETE CAP
8. REPLACE CAP
II.KtFPJK17.BATTER
PILE (NEEDS JACKET),
BATTER PILE RESTORATION
COMMON AREA
NERLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
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CERTIFICATE OFAUTHORDEATION: 29057
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OF ALL ®IUSONS.
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NOTES & MUMEMS
b�s•A'tDAIR,
No.' 7691
i�i .•. STATE-
i� F Rl P • �Jv�
10
CNARIES A DARDEN A T I DATE
DETAILS
D-1
T,.
EXCAVATE AREA FOR EXISTING CAP
EXISTING CAP TO BE
EXCAVATED AND REPAIRED PER
PLANS. REINFORCEMENTTO
REMAIN.
EXISTING SEAWALL TO
REMAIN
REMOVE AND REPLACE WITH
PRECAST BATTER PILE
EXISTING BATTER
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RECONSTRUCT
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2087 SE OCEAN BOULEVARD - SMITE IA
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9803 S. DCEAN DRIVE
EXISTING COMPOSITE
JENSEN BEACH. FL 34957
CAP TO DEMO
CIVIL STRUCTURAL MARINE
EXISTING LOT GRADE
_X_O'
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JACKET WITH S,OOD PSI
1� O ME DPRE N10 OLL MA PATT WON
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INSERT STEEL FRAME IN CAVITY (4) 95
VERTICAL AND 03 KEEPS 2' ON CENTER..
FILL CAVITY WITH 4000 PSI CONCRETE 3'
BELOW MUDL RE
M AREA BETWEEN STEEL AND
CONCRETE SHEET WITH AFILTER
CLOTH FILL CAVITY WITH CLEAN
SAND. THIS STEEL SHEET CAN BE
REMOVED TO EXTEND THE WALL
CZ 114 RD
STEEL SHEET
PILE
EXI STI
2 x 10 PT WDED
STRINGER BOLTED TG _
TDP IS STEEL SHEET
PILE FOR DECKDIG- SEE
UNDER EDGE OF CAP AND
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x le, HIGH
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TOP OF CONCRETE
SHEET PILE
EXISTING B' THICK
SHEET PILE
CROSS HATCHED
NOTCH CAP BACK TO FACE OF
COESB_TE SHEET PILE ROTATE
LAST STEEL SHEET AGAINST
CONCRETE SHEET. PLUG ANY
GAP WITH BETWEEN STEEL AND
CONOB=TE SHEET WITH A
GEOfEXTILE CLOTH.
LL REPAIR D
14" = 1'-0"
EXISTING BATTER
PILE TO REMAIN
EXISTING BATTER PILE JACKET REPAIR DETAIL
SCALE 1/4' = 1'-0'
NOTES & COMMEMS-
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S-2 GENERAL NOTES NE. OCEAN DRIVE
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S-2.1 CONCRETE RESTORATION NOTES
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ENGINEERING
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PLANS AND PER IT
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THESE PLANS AND ALL PROPOSED t'ORn
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LISTED IN THE SHEET DIDM JENSEN BEACH, FL 34957
3. CDWRPCMR RESPONSIBLE FOR VERIFY E70SM
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4. HAUL AWAY AW DEERS.
5. DEL40BUE
SHEETINDEX
S-1 COVER. NOTE$ & PROJECT LOCATION DAPS
S-2 M20K NOTES
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S-5 LOT 55 CIVIL STRUCTURAL • MARINE
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NOTES & COMMENTS
Al OMFNM' 94LLW L BE VRm N THE FIND BY 1HE
CWIRACFUt THE CCMNCICA IS REEDCN9mE FOR THE
COORONATIDN OF eu GGIOSOS.
MOONED BY:CWIdES WREN EPANN tn: iDNY WNs
CHED® EY CWAES DARER
SIRE AS SHORB I R a R:
`��TTnuaui7A7
v
C? No.,769401 ^I
STATE OF : •.C(/�r
r. 'I
CHARLES A DARDEN JT- / DATE
COVEN
S-1
WIND LOAD
WIND VELOCITY
EXPOSURE
LOAD COMBINATIONS
INTERNAL PRESSURE COEFFICIENT
OPEN SOLID WALL DESIGN
RISK CATEGORY II
RIGID MAIN FRAME
MAXIMUM PRESSURE (HORIZONTAL)
UNIFORM SURCHARGE BEHIND WALL
RIA:
:MEETS OF THE 2017, 6th EDITION FLORIDA BUILDING CODE
FBC 2017 CHAPTERS 1, 2, 26, & 28 OF ASCE 7-10
170 MPH ULTIMATE WIND SPEED
D'
ASCE 7-10 CHAPTER 2A DL+LL, DL+O.6WL:.6DL+0.6WL
+/-0.00 PER TABLE 26.11-1
+120 PSF
+200 PSF
COMPOSITE NOTES:
SEE DETAILS FOR COMPOSITE SEAWALL SPECIFICATIONS.
TIMBER NOTES'
1. ALL TIMBER MEMBERS TO BE PRESSURE TREATED SOUTHERN YELLOW PINE.
Fb=1250 PSI (MIN.)
2. ALL TIMBER MEMBERS TO BE P.T. S.Y.P. GRADE 2 U.O.N.
STRUCTURAL AND MISCELLANEOUS STEEL:
1. ALL HARDWARE SHALL BE STAINLESS OR HOT DIPPED GALVANIZED UNLESS OTHERWISE NOTED.
2. STAINLESS BOLTS ARE RECOMMENDED DUE TO THE SALTWATER ENVIRONMENT.
CONSTRUCTION SAFETY:
1. LOADS GREATER THAN THL APPUCABLE DESIGN LOADS SHALL NOT BE PLACED ON THE STRUCTURE. PROVISIONS SHALL BE
MADE FOR ADEQUATE BRACING AND SUPPORT OF ADJACENT CONSTRUCTION, UDLITIES AND EXCAVATIONS. JOB SITE SAFETY
AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
CONCRETE AND REINFORCING STEEL:
1. CONCRETE CHAIRS 0 36 ON CENTER, MAXIMUM EACH WAY
2. NO EXPANSION JOINTS SHALL BE INSTALLED WITHIN 20 FEET OF WALL CORNERS.
3. ALL REPAR 90' HOOKS ARE TO BE EXTENDED 24' MIN BEYOND THE TURN FIELD BENDS ARE TO BE DONE COLD AND THE
DIAMETER OF THE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT TO BE LESS THAN (36) BAR DIAMETERS.
4. CONCRETE CAP SHALL HAVE A DENSITY OF 144 PCF, AND SHALL CONFORM TO ACI 301-99.
5. CEMENT SHALL CONFORM TO ASTM C 94. '
6. COURSE AGGREGATE SHALL CONFORM TO ASTM C 33, %' TO JIC NOMINAL AGGREGATE. -
7. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GR 60.
B. DO CORROSION INHIBITOR, ASTM C 494 ADMIXTURE, SHALL BE ADDED AT 3.0 GAL/CY AS MANUFACTURED BY W.R. GRACE
& CO. OR APPROVED EQUAL
9. CONTRACTOR SHALL REPAIR ALL SURFACE BLEMISHES (CHIPS, CRACKS, HONEYCOMBS, ETC) IN CONCRETE WITHIN 24 HOURS
AFTER FORM REMOVAL
10. ALL CONSTRUCTION JOINTS BETWEEN CAST -IN -PLACE CONCRETE TO BE BONDED WITH EPDXY BONDING AGENT & CLEANED
WITH A ROUGHED SURFACE OF Y' AMPLTIUDE
11. REINFORCING STEEL SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60 FOR OARS AND ASTM SPECIFICATION A185
FOR WELDED WIRE MESH (W.W.M.). FABRICATION, INCLUDING ACCESSORIES, ALLOWANCE FOR CONCRETE PROTECTION AND
MINIMUM AREA OF STEEL REQUIRED, SHALL BE IN ACCORDANCE WITH THE A.C.I. BUILDING CODE AND CRSI MANUAL OF
STANDARD PRACTICE.
8. CAP CONCRETE SHALL BE MINIMUM 5,000 PSI AT 28 DAY STRENGTH W/C RATIO = 0.4
9. DEADMAN CONCRETE SHALL BE MINIMUM 3,000 PSI AT 28 DAY STRENGTH W/C RATIO = 0.5
10. MIX DESIGNS
10.1. TYPE II NORMAL WEIGHT PORTAND CEMENT
10.2. SILICA FUME (MICROSIUCA)CEMENTMOUS ADDITIVE
10.3. ADMIXTURES FOR
10.3.1. SHRINKAGE REDUCTION
10.3.2. CORROSION INHIBITION
10.3.3. HIGH RANGE WATER REDUCTION
10.3.4. WATER CEMENT RATIO PER 18 & 9
10.3.5. POZZOLAN IS NOT TO BE USED IN THE MIX.
8. TO ENSURE COMPATIBILITY OF PRODUCTS, SIUCA FUME AND HIGH RANGE WATER REDUCER SHALL BE FROM THE SAME
MANUFACTURER.
9. TO RETARD THE CURING RATE FOR THE REPLACED LANDSCAPE WALL CAP THE CONTRACTOR SHALL KEEP THE CONCRETE
-SURFACE MOIST FOR A CURING PERIOD OF 7 DAYS.
10. WATER FOR MIXING AND CURING SHALL BE FRESH, CLEAN, POTABLE AND FREE OF INJURIOUS AMOUNTS OF 011, ACID, SALT
OR ALKALI.
11. A BONDING AGENT SHALL BE USED OVER SURFACES WHERE FRESH CONCRETE MEETS HARDENED CONCRETE THE
APPLICATION OF THE BONDING COMPOUND SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS.
12. THE SLUMP SHALL BE MEASURED FOR EACH TRUCK ON CONCRETE AND THE SLUMP SHALL NOT EXCEED 5 INCHES FOR
THE CAP CONCRETE AND 6 INCHES FOR THE REMAINING CONCRETE NO ADDITIONAL WATER MAY BE ADDED TO THE
CONCRETE AFTER SLUMP MEASUREMENT UNLESS THE SLUMP IS LESS THAN THAT SPECIFIED ABOVE
13. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TEST: (ONE COPY OF ALL TEST
REPORTS SHALL BE SENT DIRECTLY TO STRUCTURAL ENGINEER AND OWNER)
13.1. CYLINDER STRENGTH TESTS - ASTM C39: ONE SET OF FOUR CYUNDERS FOR EACH 50 CUBIC YARDS OR FRACTION
THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN RESERVE.TEXF
13.2. SLUMP TESTS - ASTM CM
14. IMMEDIATELY AFTER PLACEMENT, THE LANDSCAPE WALL CAP SHALL BE PROTECTED FROM PREMATURE DRYING.
15. THE REPLACEMENT LANDSCAPE WALL CAP SHALL BE MAINTAINED CONTINUOUSLY WET FOR A PERIOD OF 7 DAYS AFTER
POURING.
16. ETHER PERVIOUS (BURLAP OR COTTON) MATS OVER IMPERVIOUS (PLASTIC COATED BURLAP) SHEETING MAY BE USED BUT
POLYTHENE SHEETING SHALL NOT BE USED. THE SHEETING SHALL BE SECURED SO AS TO KEEP THE EXPOSED SURFACE
OF THE CAP IN A MOIST CONDMON.,
17. THE MATS SHALL BE KEPT WET BY EITHER MANUAL OR DRIP IRRIGATION AND THE SHEETING SHALL BE INSPECTED AT LEAST
ONCE EVERY B HOURS TO ENSURE THAT THE SHEETING HAS NOT DRIED OUT. -
SHOP DRAWINGS AND FORM WORK PLANS;
1 CERTIFIED FORM WORK PLANS SHALL CLEARLY SHOW SIZE AND STRENGTH OF FORM WORK, SEQUENCE OF CONSTRUCTION,
AND DETAILED PLANS OF FORM WORK REMOVAL AND RE -SHORING.
2. ALL FORM WORK FOR CONCRETE SHALL CONFORM TO THE REQUIREMENT OF ACI SPECIAL PUBLICATION NO. 4, 'FORM WORK
FOR CONCRETE' AND 'STANDARD RECOMMENDED PRACTICE FOR CONCRETE FORM WORK', ACI 347, LATEST EDITION.
3. CONTRACTOR SHALL SUBMIT THE DESIGN AND DETAILS OF ALL FORM WORK, DESIGNED BY A REGISTERED PROFESSIONAL
ENGINEER FOR REVIEW BY THE STRUCTURAL ENGINEER.
4. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS BEFORE SUBMISSION TO THE ENGINEER AND MAKE ALL
CORRECTIONS AS HE DEEMS NECESSARY.
5. DRAWINGS SHOWING ALL OPENINGS AND SLEEVES SHALL BE SUBMITTED BY THE CONTRACTOR FOR REVIEW BY THE
ENGINEER.
6. SLEEVES, BOXES AND OTHER OPENINGS WILL NOT BE PERMITTED UNLESS SHOWN ON THE DRAWINGS SUBMITTED FOR
REVIEW.
EMERGENCY SEAWALL
REPAIRS
NETTLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
rm s m
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2081 BE OCEAN BOULEVARD -SUITE IA
STUART, FLORIDA 34996
772-220-4501
w .CSM-E.NET
CERTIFICATEOFAUTHORLZ TION: 29057
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CRARLES A DMDEN JR DATE
r� Rrsc® rar®uw mRcta xn rzslo
SFFI,wF. GEN NOTES
1. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE FLORIDA
BUILDING CODE 2017; 6"TH EDITION AND ASCE 7-10.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE BEFORE
CONSTRUCTION HAS BEGUN. ALL OBSERVED DISCREPANCIES SHALL BE REPORTED
IMMEDIATELY TO THE ENGINEER.
3. CONCRETE: ALL REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE
WITH ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE",
AND ACI 301. 'SPECIFICATIONS FOR STRUCTURAL CONCRETE
FOR BUILDINGS'. ALL CONCRETE REPAIR WORK SHALL BE IN ACCORDANCE WITH
ACI "CONCRETE REPAIR MANUAL' LATEST EDITION.
ACI 311, -RECOMMENDED PRACTICE FOR CONCRETE INSPECTIOW.
ACI 347. 'RECOMMENDED PRACTICE FOR CONCRETE FORM WORK".
ACI 304R, 'GUIDE FOR MEASURING, MIXING, AND PLACING CONCRETE'.
ALL STRENGTHS NOTED BELOW ARE 28-DAY STRENGTHS:
POURED -IN -PLACE STRUCTURAL CONCRETE 5000 PSI
EXTERIOR CONCRETE SHALL HAVE 4% MINIMUM ENTRAINED AIR.
3a. THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS:
COMPRESSIVE STRENGTH : 5000 PSI MIN.
SLUMP: 5 TO 7 INCHES
AIR CONTENT: 4% TO 6% OPTIONAL
WATER/CEMENT RATIO: 0.40
PUMPA13LE PEA -ROCK MIX
MAX. COARSE AGGREGATE : 3/8" TO 3/4'
CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD
4. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.
TENSION SPLICES: 48 R BAR 0 FOR #3, #4, & $5
5. ALL CONNECTIONS EXPOSED TO WEATHER, OF STEEL TO STEEL AND STEEL
TO MASONRY/CONCRETE, MUST BE STAINLESS STEEL BOLTS.
6. THESE DRAWINGS ARE NOT VAUD UNLESS SIGNED AND SEALED WITH AN
EMBOSSED SEAL OF AN ENGINEER EMPLOYED BY CSM ENGINEERING, LLC
ANY CHANGES TO THE DOCUMENTS MUST HAVE THE WRITTEN CONSENT OF
CSM ENGINEERING, LLC. ALL ORIGINAL DRAWINGS, TRACINGS, AND
SPECIFICATIONS MUST BE RETAINED IN THE OFFICES OF CSM
ENGINEERING, LLC AND ARE THE SOLE PROPERTY OF CSM ENGINEERING,
LLC.
7. CSM ENGINEERING, LLC. SHALL BE AFFORDED THE OPPORTUNITY TO
PROVIDE CONSTRUCTION OBSERVATION SERVICES DURING THE CONCRETE
RESTORATIONS AND REPAIR WORK OF THE BRIDGE STRUCTURAL SLABS.
IN THE EVENT THAT CSM ENGINEERING, LLC. IS NOT RETAINED IN THIS
CAPACITY, CSM ENGINEERING, LLC. CAN ASSUME NO RESPONSIBILITY -FOR
THE CONSTRUCTION DEFECTS FOR THE RECOMMENDATIONS PROVIDED IN THESE
DOCUMENTS.
8. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 24 HOURS PRIOR TO ALL
OBSERVATIONS.
TYPICAL CONCRETE REPAIR
1. CONCRETE SHALL BE REMOVED USING A 15# CHIPPING HAMMER.
2. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL EXTRA CAUTION SHALL BE
EXERCISED TO AVOID DAMAGING DURING REMOVAL OF ADDMONAL UNSOUND CONCRETE
3. IF RUST IS PRESENT ON REINFORCEMENT, ADDITIONAL CONCRETE SHALL BE REMOVED
UNTIL CLEAN, SOUND REINFORCEMENT AND CONCRETE IS FOUND AND COVERED WITH
'SIKADUR 110. ARMATEK" OR 'TEIOROC ZINC -RICH PRIMER". THIS WILL ONLY BE DONE AT
THE ENGINEERS DIRECTION.
4. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING REPAIR, A REVIEW
BY THE ENGINEER OF RECORD SHALL BE CONDUCTED.
5. ALL EXPOSED CONCRETE AND STEEL SHALL BE SAND BLASTED CLEAN OR WERE WHEELED.
A ZINC ANODE SHOULD BE INSTALLED TO BARE STEEL THEN A THIN COAT OF
PENETRATING EPDXY SEALER SHALL BE APPLIED OVER THE BARE METAL REINFORCEMENT
IMMEDIATELY AFTER SAND BLASTING.
6. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND IN THE STATE OF 'SSD"
(SURFACE SATURATED DRY) PRIOR TO COMMENCEMENT OF PATCHING
MIXING AND CONVEYANCE
1. READY -MIXED CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ACI 304
AND DELIVERED IN ACCORDANCE WITH ASTM C94.
2. SELECT PROPORTIONS FOR NORMAL WEIGHT CONCRETE IN ACCORDANCE
WITH ACI 301.
3. CONCRETE SHALL BE CONVEYED FROM MIXER TO PLACE OF FINAL
DEPOSIT BY METHODS THAT WILL PREVENT SEPARATION OR LOSS OF
MATERIAL
4. CONVEYING EQUIPMENT SHALL BE CAPABLE OF PROVIDING A SUPPLY OF
CONCRETE AT THE SITE OF PLACEMENT WITHOUT SEPARATION OF
INGREDIENTS AND WITHOUT INTERRUPTIONS SUFFICIENT TO PERMIT LOSS
OF PLASTICITY BETWEEN SUCCESSIVE INCREMENTS.
5. DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO
INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION
AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR
WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR
SERVICEABILITY OF THE MEMBER STRUCTURE.
CONCRETE REBAR AND REPLACEMENT:
1. CONCRETE REPAIRS SHALL BE PROVIDED FOR THOSE AREAS IDENTIFIED
WITH SPAWNG, DETERIORATION, AND UNACCEPTABLE CONCRETE.
2. REMOVE ALL UNSOUND CONCRETE IN THE AREA OF THE DETERIORATION.
REMOVAL SHALL BE PERFORMED WITH SMALL POINTED TOOLS RATHER
THAN WIDE CHISEL EDGES TO PREVENT MICRO CRACKING AND CONTINUED
SPAWNG OF CONCRETE WHICH IS TO REMAIN.
3. THE AREA OF CONCRETE TO BE REMOVED SHALL EXTEND ALONG THE
LENGTH OF THE REINFORCING, BEYOND THE LIMITS OF THE REINFORCING
DETERIORATION A MINIMUM OF 2" INTO SOUND CONCRETE.
4. PROVIDE A X" MINIMUM DEPTH SAW -CUT, PERPENDICULAR OR SLIGHTLY
UNDERCUT TO THE CONCRETE SURFACE AT THE LIMITS OF THE REPAIR TO
PREVENT FEATHERING OF THE PATCH MATERIAL DO NOT CUT ANY
REINFORCING, EXCEPT AS ACCEPTED BY THE ENGINEER.
S. REMOVE ALL RUST AND SCALING OF THE REINFORCING THOROUGHLY BY
SAND BLASTING OR WIRE WHEELING.
6. THOROUGHLY CLEAN THE EXPOSED CONCRETE SURFACE OF ALL TRACES
OF DIRT, GREASE, OIL, DUST, AND OTHER CONTAMINANTS WHICH MAY
PREVENT PROPER BONDING OF THE REPAIR MATERIALS.
7. THE PREPARED CONCRETE SURFACE SHALL BE SATURATED SURFACE DRY
(SSD), BUT FREE OF STANDING WATER. APPLY A BOND COAT OF SLURRY,
PREPARED WITH THE REPAIR CONCRETE, WITH A STIFF BRISTLE BRUSH
COVERING ALL EXPOSED STEEL AND ALL CONCRETE SURFACE AREAS.
8. WHILE SCRUB COAT IS STILL WET, PLACE REPAIR CONCRETE MIX DESIGN
IN ACCORDANCE WITH ACI 301 IN A CONTINUOUS POUR.
9. PERFORM REPAIRS IN ACCORDANCE WITH ICRI GUIDELINE 03730. GUIDE
FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED
CONCRETE RESULTING FROM REINFORCING STEEL CORROSION.
CURING OF CONCRETE:
1. ALL REPAIR AREAS SMALL RECEIVE AN APPUCATION OF BURKE "AQUA
RESIN" MEMBRANE CURING COMPOUND AFTER FINISHING IN
ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS AND
RECOMMENDATIONS OR APPROVED EQUAL
2. ALL CONCRETE SHALL CURE A MINIMUM OF 28 DAYS PRIOR TO
APPLICATION OF ANY COATINGS OR FINISHES.
3. AN OBSERVATION SHALL BE CONDUCTED BY THE ENGINEER PRIOR TO
APPUCARON OF ANY COATINGS ON THE CONCRETE ANY CRACKS IN
THE REPAIR AREAS SHALL BE REPAIRED IN ACCORDANCE WITH THE
REQUIREMENTS FOR CRACK REPAIRS. REPAIR OF CRACKS SHALL BE AT
NO ADDITIONAL COST TO THE OWNER.
REINFORCING REPLACEMENT:
1. ALL REINFORCING WITH DETERIORATION OF MORE THAN 15% OF THE
ORIGINAL BAR DIAMETER, AS DETERMINED BY THE ENGINEER, SHALL BE
REPLACED.
2. TO PERMIT LAPPING OF THE NEW REINFORCING STEEL THE CONCRETE
SHALL BE REMOVED ALONG THE LENGTH OF THE REINFORCING, A
MINIMUM OF 12' BEYOND THE DETERIORATION INTO SOUND CONCRETE
TO PERMIT SPLICING OF THE REINFORCEMENT.
3. AFTER THE REINFORCING HAS BEEN PREPARED, LAP THE NEW
REINFORCING BESIDE THE ENTIRE LENGTH OF THE EXPOSED
REINFORCING, SECURE IN PLACE WITH WIRE TIES.
4. FOLLOW ALL OTHER PROCEDURES FOR THE CONCRETE REPAIR AS
INDICATED.
5. WHERE THE REMOVAL OF CONCRETE TO ACHIEVE THE REQUIRED LAP
LENGTH IS NOT PRACTICAL AS DETERMINED BY THE ENGINEER, BAR
DEVELOPMENT CAN BE ACHIEVED BY EMBEDDING THE REINFORCING
INTO SOUND CONCRETE A MINIMUM OF 9" WITH SIKADUR 35, HMLV, A
HIGH STRENGTH EPDXY GROUT.
6. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 MINIMUM AND
BE GALVANIZED OR EPDXY COATED.
TYPICAL SPALLED CONCRETE REPAIR
1. THE CONTRACTOR SHALL LOCATE ALL SPALLS BY SOUNDING THE
CONCRETE SURFACES, USING A HAMMER. UPON LOCATION OF THE LOOSE
CONCRETE A DISTINCT HOLLOW SOUND WILL BE HEARD) THESE AREAS
SHALL BE MARKED WITH CHALK OR PAINT BY THE ENGINEER.
2. DELAMINATE➢, SPALLED, AND UNSOUND CONCRETE AREAS SHALL HAVE
THEIR MARKED BOUNDARIES SAW -CUT TO A MINIMUM OF DEPTH OF 1'
INTO THE CONCRETE SURFACE. ALL EDGES SHALL BE STRAIGHT AND
PATCHED AREAS ARE TO BE AS SQUARE AND RECTANGULAR AS
POSSIBLE.
3. CONCRETE SHALL BE REMOVED USING A 15# CHIPPING HAMMER.
4. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA
CAUTION SHALL BE EXERCISED TO AVOID DAMAGING DURING REMOVAL
OF ADDITIONAL UNSOUND CONCRETE.
5. IF RUST IS PRESENT ON REINFORCEMENT, AD➢ITIONAL CONCRETE
SHALL BE REMOVED UNTIL CLEAN, SOUND REINFORCEMENT AND
CONCRETE IS FOUND AND COVERED WITH 'SIKADUR 110, ARMATEK',
6. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING
REPAIR, A REVIEW BY THE ENGINEER OF RECORD SHALL BE
CONDUCTED.
7. ALL EXPOSED CONCRETE AND STEEL SHALL BE SAND -BLASTED OR
WIRE WHEELED
CLEAN. A ZINC ANODE SHOULD BE INSTALLED TO BARE STEEL. THEN
A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPLIED
OVER THE BARE METAL REINFORCEMENT IMMEDIATELY AFTER
SAND -BLASTING OR WIRE WHEELING.
8. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND DRY PRIOR
TO COMMENCEMENT OF PATCHING.
9. REPAIR FOR SPALLS LESS THAN 1 1/2' IN DEPTH,
A) THE CONCRETE SURFACE AREA SHALL BE COATED WITH BONDING
OR SIMILAR APPROVED AGENT AND ALLOWED TO COMPLETELY DRY.
B) THE SPALLED AREA SHALL THEN BE FILLED WITH 'SIKATOP 123'
AND FINISHED FLUSH WITH THE EXISTING CONCRETE SURFACE.
10. REPAIR FOR SPALLS GREATER THAN 1 1/2' IN DEPTH -
A) THE FINISH CONCRETE SURFACE AREA SHALL BE SCRATCH COATED
V/ 'SIKATOP 123'.
B) APPLY ANOTHER LAYER OF EPDXY GROUT DIRECTLY OVER THE
NEW SURFACE AND FLUSH V/ EXIST. SURFACE.
EMERGENCY SEAWALL
REPAIRS
NLlTLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
CSM
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
ZOB1 SE OCEAN SOULEVARD-SUITE 1A
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772-220-4601
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NETRES ISLAND
9003 S. OCEAN DRIVE
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NERLES ISLAND
98D3 S. OCEAN DRIVE
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9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
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NOTES & COMMENTS I
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STATE OF
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ESTIMATED DAMAGE
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EMERGENCY SEAWALL
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NETTLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
rm ms m
ENGINEERING
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20BI SE OCEAN BOULEVARD -SUITE IA
STUART, FLORIOA 34996
772-220-4601
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CERTIFICATE OF ALBTHORIZATION: 29057
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NETTLES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH. FL 34957
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ENGINEERING
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2OB 1 BE OCEAN BOULEVARD -SUITE I A
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2081 SE OCEAN BOULEVARD - SUITE IA
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NETILES ISLAND
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9803 S. OCEAN DRNE
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rm ro m
ENGINEERING
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2081 BE OCEAN BOULEVARD - SMITE 1A
STUART, FLORIDA 34996
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RNEF
5-33
4 -2'
TOP OF CAP EL = +6.00
NEW ULTRA -COMPOSITE
UC-75 SEAWALL
MEAN LOW WATER EL = +0.00
NEW CAP WITH 1X6 COMPOSITE PLANKS
ATTACHED TO LEDGER WITH (2) #8
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NETILES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
Cm s m
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CSM ENGINEERING, LLC
2081 5E OCEAN BOULEVARD -SUITE IA
STUART, FLORIDA 34996
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•. STATE
0 OF
CHITTIES A OEN JR
R➢Ra A(IE,T)SO AmFSIDWL ORS OR
DATE
M..1.
WEFT SEAWALL SECDONS
R� A S-34
J
DISCUSSION OFSTEEL SEAWALL STRUCTURAL SYSTEMS
The hollow. were Performed] on all ,Wblc smnFormarm no hu msmas Pedomucd I, CSM has
don mmed that to steel sheet Panels art eunedins us'<rt1Y. The objective is to repair the steel panels
per Plate. When in-siw noel Pavels are treated with Indoor desenbd For Plans, the nomnuon ea
achieve an addiumml 10 years dependm6 an ea virmm eotal cond rions.
The following is a discussion ofthe Count condition ofthe Heel uawall strum eomPonems
A. Bulkhud Steel Shat Panels: The mol sawall Panels acre impededM CSM to denermirm their
current condition. The most onmeming and consistent damage C5M found was exauive met
corrosion. The common ist,rowin, thraughan the ooPosed st«I shm pile susfaa unevenly. The
panel synan ages^dexposuse to salmau th man msse of the mr6ceddenomtio. Canditiom
W. fl eLmcdinJmudlme an, unlm cost. CSM has drtem fined that the steelb Ichood them Us,
ans cxporimcirg an a,mashs form of onmio that is wmmaal, toss. as Accel«md Les
Water Cnrmtio corrosion
Llshostilert nsmtd mtohadrogense hcide,nhidrnme]
ditmavavabico,wsion ofthenttl she pile auGa.Thoxidatimofthe hlrinanathe me]
surf m Is.te.1sh.File Rmon...m is
Load
toixec p,om..Thisnsdition
Lill admaine Nels to she PilermipJeb Ist impetad clean base
We vetshe Piles are rtpmrtL
ming abets se tools to mmove foosign debris to exposo clan base Heel. Then use the shoe
mentiarceptanM«co�p: ,crevive th,coati cap
p is mar condos.
B. Reinforced! Concrete eCvte Oroul as ecw<o br, wj mII' itb itioo. W olimicmly sips of
w.,.. .+ones"&. Theo Cocks need ou h< wj<dd And epoxy c dimio[e rim, If
mwwation. Chlorides svhH the h1 a [Much the stocks and rest on the reel at to rcA. B
rucks are Icft mrtpf four
Nest the OMonal pen Tbre g will eau eIIiI rtiamc the cn[ r A. no
run cone from
oae nermohncs inOriginalsuss..The Snismtosswill came the contrawegad
ro secant (wet the moans wncrct dip nstm. This Lill auu fusurt costly repairs and ,
rtdudo w Nc dig m life span. insist, cposY (Ex .. Crack -Ea[; Cmskbmd LR-31 a faller
manufmiurer s Rim gwdelill aid
w eman all azsks, applying a conasiw i,, s%ve , and torn
�plyin6 a emaeu sWerwill aid in ntodine the life stele o(me concoct dip ssstm�.
C T Rods: Thc c. , me] tie rods see« no, e.rnatd during CSM'. mr edam. Therefore
mbwwn
D. Deadman: The ceistan, steel Panel dndman nets rat e, awd during CSbPs inspection.
Therefore mmlmossa.
RECOMMENDATIONS AND MIETHODS OF REPAIR
Dacnprio oftuks:
A. Msall the mmaimment turbidity curtain minimum l fmnctuol fimn the bonom of mudlin<and
25 feet ho mmed! from the wok area in oil dincomms. Use Ben M:magement pmdi«s all
mrbidis, moans seal be maintained and shall roman in place for the cum at of the project
comhuctim to mmm Nm rurbidiw Ioels outside the co sswao area de, not exceed swor seater
quality standards presided bs'the jurisdiction. Comtmetosmun im son turbidin, de,iees dal,
and malntm in good Lerking order. Comtroaor w provide turbidity monitoring. Duero We
team of the soh a mall otEcrdam may need robe commuc¢d on kaP the woA,^, dry and
dcbm fiee
A. Surface preparmian and 9"is, control in Russ acombace with the coatingmavuf., a
Buidelma. First sitarist, shall rtmee all li ign debris from dt me] shoo, pile surface
SSPC-SP3 anndards. Thus should be noompliand using hand tools and/or po.xr tots. Is is
sasisfazwry to Lose some rot Present.
B. Professional agtaer to wpen Clean wall for residual sal thiolmess. holes in the panels, and
w treat all dcbna is rtmosnd Rmm the steel panel surfs« w cxpau elan ham Heel. There
malt. a to...W ten re watiobrodtrsto d«umenl Thal the manutxwrtr s speciLcatiarsltve
ban ten for surface urus, that th
n.
C. Ifthe engirscerdctemines that then are holm m the carets eldtheexasua stcl panel bm],
ad,ow annest seemm hihe,cpairtd ,coodm«I ass Wd by tonfonnt, Plato holes
above and beles mean high svaterlive ovditiom as smeared by to uld Engineer. All seer bolo
me,
ualcdiclon. tpriorwn,70% 7themi inns. tec!Plathshwld emadaeored ,mime
mmnal sTo thislvlclesinter.1 ]0 1r,9e ongirulnNg haasarurmedtrby the
Eedurs Around
To m. o,em. wthe dial adid the the , Plit6plm«ouh armed maminimum6
i l�aamurd 0<opcdngom bi,medM Me fa 114 inhlvethimmum, bouldrluschW
aripval sod caret dnrYmm orbs amiamanl slat Ifs ircL tbisR m«tins A$'R.1 A]JLA]J]M
standards.
D. After impectcaningand
ovedbydLoll.siter. n no
race ostbe=f.1 Panel
alt)she lIII A.boldh
p d by and approved by the Engineer. The surface afthe nrel panel Loll should also be
toredbyothua forerommord levels. Th<mmmmn all8502. tlnommuraumv r.fthe
soluble salmuots, A smisW using ISO fdust and 150 ry dogr arpermanuPer ISO afthe
testing theduR. Admissible amours afdun was quality dugrce 3, <kus Y per ISO 8502-3.
Sur! shall by tend by other fordpaczz.
E. Once the Engineer and atha teens, agencies have approved the surface Preparation, the Lon
ryplinuon ofthe primer waling din commerce. APP15 Qunx dlvninl scot converser Coming
plan and in 960 xcordana aim the manuEutwer'a instructions.
F. Engineer shall ddermineiflb, uu ofnve moda .sill azvn in atndind the fife of the u«I
peel wall I'm. curios no desni., imP«tiom The. shall be instal Ind pnorto mating if
ulcdad.
EMERGENCY SEAWALL
REPAIRS
NEIFIES ISLAND
9803 S. OCEAN DRIVE
JENSEN BEACH, FL 34957
rm 5 M
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2081 9E OCEAN BOULEVARD - SUITE IA
STUARTs FLORIDA 34996
772-220-4601
Www.CSM-E.NET
CERTIFICATE OFAUTMORIZATON: 29057
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