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<br />CODES, STANDARDS, AND SPECIFICATIONS
<br />1. THIS SPECIFICATION IS FORMED IN PART BY THE FOLLOWING REFERENCES TO THE CURRENT EDITIONS OF CODES,
<br />STANDARDS AND PUBLICATIONS.
<br />ACI AMERICAN CONCRETE INSTITUTE
<br />ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY
<br />ACI SP-66 ACI DETAILING MANUAL 2004 W/ REF TO ACI 315-99 & 315R-04
<br />ACI 117-10 (2015) SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS
<br />ACI 301-10 SPECIFICATIONS FOR STRUCTURAL CONCRETE
<br />ACI 211.1-91(2009) STANDARD PRACTICE FOR SELECTING PROPORTIONS FOR NORMAL, HEAVYWEIGHT AND MASS
<br />CONCRETE
<br />ACI 309R-05 GUIDE FOR CONSOLIDATION OF CONCRETE
<br />ASTM A615-16 STANDARD SPECIFICATION FOR DEFORMED AND PLAIN CARBON -STEEL BARS FOR CONCRETE
<br />REINFORCEMENT
<br />CRSI CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION, 2009 (CONCRETE REINFORCING STEEL INSTITUTE)
<br />OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION TITLE 29, PART 1910 AND PART 1926
<br />NEC NATIONAL ELECTRICAL CODE, ARTICLE 250 GROUNDING
<br />CONCRETE MATERIALS AND REINFORCING SHALL BE DESIGNED, DETAILED AND PLACED IN ACCORDANCE WITH THESE
<br />SPECIFICATIONS AND THE NOTED REFERENCES.
<br />2. SHOULD A CONFLICT BE FOUND TO EXIST BETWEEN ANY APPLICABLE PORTION OF THE ABOVE REFERENCED CODES,
<br />STANDARDS AND REGULATIONS AND THIS SPECIFICATION, THE CONFLICT SHALL BE SUBMITTED TO THE ENGINEER
<br />FOR RESOLUTION BEFORE PROCEEDING WITH THE AFFECTED WORK
<br />DESIGN CRITERIA
<br />1. RISK CATEGORY, PER ASCE 7-16, TABLE 1.5-1:RC-II
<br />2. MINIMUM DESIGN LOADS IN ACCORDANCE WITH ASCE-7
<br />a. LIVE LOAD (LL)
<br />1.) FLOOR LIVE LOAD: 100 psf
<br />b. EQUIPMENT LOAD (ABSENCE OF VENDOR EQUIPMENT LOAD):
<br />1.) 7" THICK SLAB: 250 psf
<br />2.) 12" THICK SLAB: 400 psf
<br />c. FORKLIFT LOAD: 23.5 kip VEHICLE PLUS LIFT WEIGHT, (8.125 kip FRONT AXLE LOAD)
<br />d. EARTHQUAKE LOAD PARAMETERS
<br />1.) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />2.) IMPORTANCE FACTOR: 1.0 (RC -II)
<br />3.) SEISMIC SITE CLASS: D (DEFAULT)
<br />4.) MINIMUM DESIGN SPECTRAL RESPONSE COEFFICIENTS
<br />I. SpS = 0.062g
<br />ii. Sp, = 0.051 g
<br />iii. TL = 8s
<br />5.) SEISMIC DESIGN CATEGORY: A
<br />e. WIND LOAD PARAMETERS
<br />1.) ANALYSIS PROCEDURE: MWFRS: DIRE ZONAL PROCEDURE
<br />2.) WIND LOAD PARAMETERS
<br />i. BASIC WIND SPEED - 137 MPH
<br />ii. EXPOSURE CATEGORY = C
<br />iii. TOPOGRAPHIC FACTOR -1.0
<br />iv. ENCLOSURE = PARTIALLY ENCLOSED
<br />f. SNOW LOAD PARAMETERS
<br />1.) GROUND SNOW LOAD = 0 psf
<br />g. ICE LOADS: NA
<br />h. FLOOD LOADS: NA
<br />i. SPECIAL LOADS: NA
<br />j. FUTURE LOADS: UNLESS SPECIFICALLY NOTED, THERE ARE NO PROVISIONS MADE FOR FUTURE FLOOR, ROOF OR
<br />OTHER LOADS
<br />15. THE SUBCONTRACTOR SHALL BECOME FAMILIAR WITH THE SURVEY AND SUB -SURFACE SOILS INVESTIGATION
<br />REPORT BEFORE BEGINNING CONSTRUCTION.
<br />16. NOTIFY THE ENGINEER AS SOON AS POSSIBLE OF ANY UNUSUAL SOIL CONDITIONS IN VARIANCE WITH TEST BORINGS,
<br />SUCH AS UNEXPECTED SPRING OR SEEPAGE WATER, MATERIAL PUMPING UNDER EXCAVATION EQUIPMENT,
<br />MATERIAL BECOMING FLUID DUE TO VIBRATION CAUSED BY EXCAVATION EQUIPMENT, MATERIAL DIFFERING FROM
<br />TEST BORINGS, OR SOIL OF QUESTIONABLE BEARING CAPACITY.
<br />17. THE SUBCONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, BRACING, NEEDLING, UNDERPINNING, AND OTHER
<br />MEANS REQUIRED TO PROTECT THE SAFETY, INTEGRITY, AND STABILITY OF ALL CONSTRUCTION, INCLUDING
<br />EXCAVATIONS ADJACENT TO EXISTING STRUCTURES, SLABS, OR FOUNDATIONS. THE SUBCONTRACTOR SHALL BE
<br />RESPONSIBLE FOR THE DESIGN, MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES OF CONSTRUCTION,
<br />AND FOR CONSTRUCTION SAFETY. EXISTING STRUCTURES, SLABS, OR FOUNDATIONS SHALL NOT MOVE OR BE
<br />UNDERMINED DUE TO SUBCONTRACTOR'S EXCAVATION.
<br />18. EXCAVATION:
<br />a. CARE SHALL BE TAKEN TO NOT DISTURB THE BOTTOM OF THE FINAL EXCAVATION. FINAL FOUNDATION GRADE
<br />EXCAVATION SHALL NOT BE MADE UNTIL JUST PRIOR TO PLACING REINFORCING AND CONCRETE.
<br />b. ALL EXCESS EXCAVATED MATERIAL SHALL BE REMOVED FROM THE SITE OR AS DIRECTED BY MERRICK.
<br />19, DEWATERING OF EXCAVATIONS AS REQUIRED. METHODS FOR DEWATERING AND THE NEED TO DO SO IS AT THE
<br />SUBCONTRACTOR'S DISCRETION AND THE GEOTECHNICAL REPORTS LISTED IN SECTION VIII.
<br />20. SET FOUNDATIONS AT ELEVATIONS SHOWN, OR ON FIRM UNDISTURBED MATERIAL OF DESIGN BEARING CAPACITY,
<br />WHICHEVER IS LOWER. THE SUBCONTRACTOR SHALL VERIFY THAT EACH FOOTING PLACED IS BEARING ON SUITABLE
<br />DESIGN MATERIAL. PER GEOTECHNICAL REPORT.
<br />a. ALL SOIL SURROUNDING AND UNDER ALL FOOTINGS SHALL BE PROTECTED FROM FREEZING AND FROST ACTION
<br />DURING CONSTRUCTION.
<br />b. WHERE FOOTINGS ARE IN CLOSE PROXIMITY OF SEWERS, DRAINS, CONDUITS, UNDERGROUND PIPES, ETC.,
<br />BOTTOM OF FOOTINGS SHALL BE BELOW INVERT ELEVATION OR BOTTOM OF NOTED ELEMENTS.
<br />c. KEEP FOUNDATION EXCAVATIONS FREE OF WATER AT ALL TIMES. REPLACE WEAKENED SOIL WITH LEAN
<br />CONCRETE (1500 PSI).
<br />21. BACKFILL AND FILL MATERIALS: PROVIDE SATISFACTORY SOIL MATERIALS FOR BACKFILL AND FILL FREE OF CLAY,
<br />DEBRIS, WASTE, FROZEN MATERIALS, VEGETABLE AND OTHER DELETERIOUS MATTER, ROCK OR GRAVEL MATERIAL
<br />SHALL NOT BE LARGER THAN 3 INCH IN ANY DIMENSION. BACKFILL AND FILL SHALL BE PER GEOTECHNICAL SOILS
<br />REPORT RECOMMENDATIONS.
<br />22. POROUS FILL SHALL BE A NATURALLY OR ARTIFICIALLY GRADED MIXTURE OF CRUSHED LIMESTONE OR GRAVEL,
<br />COMPACTED, (MINIMUM 6 IN. THICK UNDER FLOOR SLABS, UNLESS NOTED OTHERWISE ON DRAWINGS). THE
<br />GRADATION SHALL CONFORM TO ASTM C33 SIZE 57.
<br />23. COMPACTION:
<br />a. BACKFILL SHALL BE BROUGHT UP TO FINISHED GRADE IN COMPACTED LIFTS PER THE RECOMMENDATIONS OF
<br />THE GEOTECHNICAL REPORT.
<br />b. THE BACKFILL OR FILL MATERIALS SHALL HAVE AN OPTIMUM MOISTURE CONTENT PER PROJECT GEOTECHNICAL
<br />REPORT WHEN TESTED. TEST ACCORDING TO MODIFIED PROCTOR ASTM D1557. THE MINIMUM COMPACTION
<br />DENSITIES UNDER FOUNDATIONS, SLABS ON GRADE, SEWERS, MANHOLES, PAVEMENTS, NOT LESS THAN 95%.
<br />c. SETTLEMENT OR WASHING THAT OCCURS IN GRADED OR BACKFILLED AREAS PRIOR TO ACCEPTANCE OF THE
<br />WORK SHALL BE REPAIRED AND GRADES REESTABLISHED TO THE REQUIRED ELEVATIONS AND SLOPES.
<br />d. COMPACTION TESTS SHALL BE CONDUCTED ON THE SUBGRADE AND FOR EACH LAYER OF BACKFILL AT THE RATE
<br />OF ONE TEST FOR EVERY 5000 SQUARE FEET.
<br />II. SUBGRADE:
<br />1. ALL BUILDING FOOTINGS, EQUIPMENT FOUNDATIONS, PIPE RACK FOUNDATIONS AND GROUND FLOOR SLABS SHALL
<br />BE PLACED IN ACCORDANCE WITH PROJECT GEOTECHNICAL REPORTS.
<br />2. CONCRETE FOR FOUNDATIONS SHALL BE PLACED ON UNDISTURBED SOIL, ROCK, OR ON COMPACTED STRUCTURAL
<br />FILL OR SEAL SLAB (MUD MATS), SURFACES TO RECEIVE CONCRETE SHALL BE FREE OF LOOSE MATERIAL.
<br />PLACEMENT AND COMPACTION OF SUBGRADE MATERIALS SHALL COMPLY WITH THE PROJECT GEOTECHNICAL
<br />SPECIFICATIONS.
<br />3. GROUND FLOOR SLABS SHALL BE CAST OVER A CAPILLARY WATER BARRIER CONSISTING OF 4" OF WELL COMPACTED
<br />MATERIAL. THE MATERIAL SHALL BE FREE DRAINING, SAND (SP) AND NOT MORE THAN 5% PASSING THE NO. 200 SIEVE.
<br />VAPOR RETARDERS SHALL BE PROVIDED UNDER SLABS PER FBC 1907.1.
<br />4. ELECTRICAL GROUNDING SHALL BE PROVIDED IN ACCORDANCE WITH THE NEC ARTICLE 250, GROUNDING, AND AS
<br />PROVIDED, PER ELECTRICAL DRAWINGS FOR THIS CONTRACT.
<br />a. REINFORCING STEEL PRIOR TO FABRICATION OR SHIPMENT OF REINFORCING STEEL AND ACCESSORIES, THE
<br />SUBCONTRACTOR SHALL SUBMIT THE SHOP DRAWINGS FOR FOR APPROVAL. SHOP DRAWINGS SHALL INDICATE
<br />BENDING DIAGRAMS, ASSEMBLY DIAGRAMS, SPLICING AND LAPPING OF REBARS, SHAPES, DIMENSIONS AND
<br />DETAILS OF REBAR AND ACCESSORIES. DRAWINGS SHALL SHOW ALL OPENINGS AND PENETRATIONS THAT PASS
<br />THROUGH CONCRETE CONSTRUCTION. THE APPROVAL OF DRAWINGS WILL BE FOR CONFORMANCE TO THE
<br />DESIGN INTENT AND WILL NOT RELIEVE THE VENDOR OF RESPONSIBILITY FOR ERRORS, OMISSIONS OR THE
<br />• • • • • • • • N • N N N • • N •• • • • •• • • ••• • • • N • • N • • N • • • •• • •• • • • • •• • • • • • • N • N • N• • • •• • • •• • •N • ••••N••N••N•NNNNNN•NNNN••NNNNNN••••••••••N••NN•N•N•H••N•N•NN•N
<br />b. EMBEDDED ITEMS PRIOR TO FABRICATION OR SHIPMENT OF EMBEDDED ITEMS, THE SUBCONTRACTOR SHALL
<br />SUBMIT THE SHOP DRAWINGS FOR FOR APPROVAL. THE DRAWINGS WILL SHOW ALL MATERIAL SPECIFICATIONS,
<br />CUTS, ANCHOR DEVICES, WELDS AND FINISH IN ACCORDANCE WITH THE DESIGN DRAWINGS AND THE AMERICAN
<br />INSTITUTE OF STEEL CONSTRUCTION CODE OF STANDARD PRACTICE. THE DRAWING APPROVAL WILL BE FOR
<br />CONFORMANCE TO THE DESIGN INTENT AND WILL NOT RELIEVE THE SUBCONTRACTOR OF RESPONSIBILITY FOR
<br />ERRORS, OMISSIONS, OR THE ACCURACY OF DIMENSIONS.
<br />c. THE SHOP DRAWINGS SHALL INDICATE THE MERRICK DESIGN DRAWING REFERENCE AND THE REVISION NUMBER
<br />AND DATE USED TO CREATE THE SHOP DRAWINGS.
<br />V. EXPANSION CONSTRUCTION AND CONTROL JOINTS:
<br />1. EXPANSION, CONSTRUCTION AND CONTRACTION JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH STANDARD
<br />DETAILS AND AS LOCATED OR DETAILED ON THE DRAWINGS. ANY OTHERS DEEMED NECESSARY SHALL BE APPROVED
<br />BY THE MERRICK REPRESENTATIVE.
<br />VI. GROUT:
<br />1. GROUT FOR COLUMN BASE PLATES AND EQUIPMENT FOUNDATIONS SHALL BE MINIMUM 1 1/2" THICK CONSTRUCTION
<br />GRADE NON -SHRINK UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS, MASTERFLOW 713, MASTER BUILDERS OR
<br />APPROVED EQUAL. GROUT PLACEMENT WITHIN TIGHT CLEARANCES OF LESS THAN 1", USE FIVE STAR FLUID GROUT
<br />100 OR APPROVED EQUAL.
<br />2. CONCRETE FOUNDATIONS SHALL BE CURED FOR AT LEAST SEVEN DAYS PRIOR TO GROUT PREPARATION.
<br />3. NON -SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI. EPDXY GROUT SHALL HAVE A
<br />MINIMUM COMPRESSIVE STRENGTH OF 8000 PSI.
<br />4. BEFORE GROUTING COLUMN BASE PLATES, REMOVE LAITANCE FROM THE HARDENED CONCRETE SURFACE AND
<br />ROUGHEN BY CHIPPING TO COARSE AGGREGATE WITH 1/4" DEEP INDENTATION. THOROUGHLY CLEAN THE SURFACE
<br />AFTERWARD.
<br />5. THE FOUNDATION MUST BE KEPT FREE OF CONTAMINATION BY OIL, DIRT, WATER, AND SO FORTH AFTER IT HAS BEEN
<br />PREPARED FOR GROUTING. PROTECTIVE SHEETING (SUCH AS SHEETS OF CLEAN POLYETHYLENE) SHALL BE USED TO
<br />COVER THE PREPARED SURFACES WHEN WORK IS NOT IN PROGRESS.
<br />6. WHEN THE SURFACE CHIPPING IS COMPLETE, THE FOUNDATION SHALL BE THOROUGHLY BROOMED AND AIR -BLOWN
<br />FREE OF ALL DUST WITH CLEAN, DRY, OIL -FREE AIR.
<br />7. WATER SATURATE THE GROUT CONTACT SURFACE FOR 12 HOURS PRIOR TO GROUTING. REMOVE ALL FREE WATER
<br />IMMEDIATELY BEFORE GROUTING.
<br />8. ANCHOR BOLT SLEEVES AND GROUT POCKETS KEYS SHALL BE TEMPORARILY PLUGGED, CAPPED OR OTHERWISE
<br />SECURELY CLOSED TO PREVENT ENTRY OF CONCRETE, DIRT, DEBRIS OR WATER,
<br />9. AFTER COLUMN IS SET AND ALIGNED ON THE FOUNDATION, GROUT POCKET VOIDS SHALL BE FILLED. CHAMFER
<br />• • • • • N ••• • • •N • • • •• • • • • •• • • •• N • • • •• • • •• • •N • • N••••NN•••••NN•••N•N••••NN•NNNNNN•
<br />10. ANCHOR BOLT THREADS SHALL BE COVERED WITH DUCT TAPE, FOAM PIPE, INSULATION, OR OTHER SUITABLE MEANS
<br />TO KEEP THEM CLEAN AND PREVENT ANY DAMAGE THAT MIGHT OCCUR DURING CHIPPING AND GROUTING
<br />OPERATION.
<br />11. AFTER GROUT HAS THOROUGHLY HARDENED, REMOVE ALL LEVELING WEDGES OR SCREWS AND PATCH HOLES WITH
<br />SIMILAR GROUT.
<br />12. ALL COLUMN BASE PLATES WITH SHEAR LUGS SHALL BE GROUTED WITH FLOWABLE NONSHRINK CEMENT BASED
<br />GROUT.
<br />13. EPDXY ADHESIVE SHALL BE USED FOR ANCHORING RODS, DOWELS, AND REINFORCING BARS INTO EXISTING
<br />CONCRETE, UNLESS NOTED OTHERWISE. FOR DETAILS, SEE STANDARD ANCHOR RODS, SHEET 6004-SG-00-004.
<br />14. EPDXY BONDING ADHESIVE SHALL BE USED AT JOINTS FOR BONDING ANDIOR MORTARING WITH EXISTING CONCRETE,
<br />AS NOTED ON DESIGN DRAWINGS. ADHESIVE SHALL BE COMPLIANT WITH ASTM C881. RECOMMENDED PRODUCT IS
<br />BASF MASTEREMACO ADH 326, LIQUID EPDXY CONCRETE BONDING ADHESIVE, OR APPROVED EQUAL.
<br />15. ALL COLUMN PENETRATIONS THROUGH FLOOR SLAB SHALL BE BACKFILLED WITH PLAIN CONCRETE. BOND BREAKER
<br />MATERIAL SHALL BE WRAPPED AROUND COLUMN PRIOR TO CONCRETE PLACEMENT.
<br />III. CAST -IN -PLACE CONCRETE: VII TESTING:
<br />1.
<br />CALCIUM CHLORIDE SHALL NOT BE PERMITTED NOR SHALL ANY ADMIXTURE CONTAINING CALCIUM CHLORIDE BE
<br />1. A QUALIFIED AND INDEPENDENT TESTING AND INSPECTION AGENCY SHALL WORK TO PERFORM TESTS, AND PREPARE
<br />CONCRETE GENERAL NOTES
<br />PERMITTED.
<br />TEST REPORTS.
<br />2.
<br />BOND BREAKER MATERIAL SHALL BE 30 POUND FELT PAPER.
<br />a. WORK SHALL FOLLOW AGENCY PROCEDURES, AS APPROVED BY MERRICK, AND SHALL PROVIDE INDEPENDENT
<br />3.
<br />CONCRETE SHALL BE DISCHARGED AT THE PROJECT SITE WITHIN 1-1/2 HOURS AFTER WATER HAS BEEN ADDED TO
<br />AND VERIFIABLE RESULTS FOR QUALITY ASSURANCE AND QUALITY CONTROL (QA/QC). THE SUBCONTRACTOR
<br />I.
<br />GENERAL SITEWORK/CONSTRUCTION NOTES:
<br />THE CEMENT AND AGGREGATES. ADDITION OF WATER TO THE MIX AT THE PROJECT SITE WILL NOT BE ALLOWED. ALL
<br />SHALL REMAIN SOLELY RESPONSIBLE FOR ALL WORK PERFORMED, REGARDLESS OF THE DEGREE OF
<br />1.
<br />REINFORCING STEEL SHALL BE ASTM A615, GRADE 60 AND SHALL BE FREE FROM LOOSE FLAKY RUST, MUD, OIL OR
<br />WATER MUST BE ADDED AT THE BATCH PLANT. HIGH -RANGE WATER -REDUCING ADMIXTURE MAY BE ADDED AT THE
<br />INSPECTION PROVIDED BY MERRICK.
<br />OTHER COATINGS THAT WILL DESTROY OR REDUCE THE BOND. ALL BARS SHALL BE DEFORMED UNLESS NOTED.
<br />PROJECT SITE TO INCREASE THE SLUMP.
<br />b. THE TESTING AGENCY SHALL CONDUCT AND INTERPRET THE TESTS, STATE IN EACH REPORT WHETHER THE
<br />2.
<br />MINIMUM DISTANCE FROM EDGE OF BAR TO FACE OF CONCRETE SHALL BE 3" WHERE PLACED AGAINST EARTH AND 2"
<br />4.
<br />PROPER SUPPORT OF PRINCIPAL REINFORCING SHALL BE DETAILED AND SUPPLIED BY THE SUBCONTRACTOR
<br />TEST SPECIMENS COMPLY WITH CONTRACT DOCUMENTS, OR NOT, AND SPECIFICALLY STATE ANY DEVIATIONS IN
<br />WHERE EXPOSED TO EARTH OR WEATHER AND PLACED AGAINST FORMS. FOR CLEARANCE NOT LISTED, SEE ACI 318,
<br />WHETHER OR NOT THEY ARE INDICATED ON THE DRAWINGS.
<br />CONSTRUCTION FROM THE CONTRACT DOCUMENTS.
<br />CHAPTER 7.
<br />5.
<br />TOP LAYER OF REINFORCING STEEL IN BEAMS, AND FOOTINGS SHALL BE CONSIDERED TOP BARS REGARDLESS OF
<br />. cTHE CONCRETE TEST REPORTS SHALL CONTAIN THE FOLLOWING INFORMATION: CONCRETE SUPPLIER,
<br />3.
<br />CONCRETE SHALL BE MIXED AS FOLLOWS USING ASTM C150, TYPE II CEMENT, UNLESS OTHERWISE NOTED.
<br />THICKNESS OF CONCRETE BELOW THE BARS.
<br />QUANTITY OF CONCRETE REPRESENTED, LOCATION OF SAMPLES TAKEN, STRENGTH REQUIREMENT AT 28 DAYS,
<br />CONCRETE SHALL HAVE A WORKABLE MIX WITH THE FOLLOWING MAXIMUM WATER CEMENT (W/C) RATIOS:
<br />LIST OF MATERIALS IN MIX AS SHOWN ON TALLY TICKET (WEIGHTS, BRAND OR SOURCE). ACTUAL SLUMP, ACTUAL
<br />W/C 0.45 NON AIR -ENTRAINED
<br />6.
<br />CONCRETE MIX DESIGN:
<br />AIR CONTENT, AIR TEMPERATURE, CONCRETE TEMPERATURE, WEATHER CONDITIONS, CYLINDER WEIGHT AS
<br />0.40 AIR -ENTRAINED
<br />a. NO CONCRETE SHALL BE PLACED UNTIL THE PROPOSED CONCRETE MIX AND RESPECTIVE TESTS (FIELD TEST
<br />• • • • • • • N • N • •• • •• M N• • • • N • • • N • • • •• • • • •• • • • • N • N • N • • • N • N ••• • • • • • • • N •• • • • • • ••• • •• • N• • • • • • • • • • •
<br />RECEIVED, DATE MOLDED, NUMBER OF DAYS ON PROJECT SITE, DATE TESTED, TEST RESULTS FOR 7 AND 28
<br />• • • • • • • • • •�•�{ afll•I .p • • • • • • • •
<br />'N�EE'3
<br />THESE W/C RATIOS SHALL PRODUCE TWENTY-EIGHT (28) DAY COMPRESSIVE STRENGTHS IN ACCORDANCE WITH ACI
<br />• • • • • • •
<br />�✓1f]�r 3 s�ld7 INFORMATION A i f7 E V1 �LV �� J.•
<br />UAT
<br />17.1
<br />.......N ................... N ...................... • ............ N ... N ....... • .................... •
<br />'cr.
<br />211.1-91/2009, AND PER THE RELATIONSHIPS SHOWN IN TABLE 6.3.4(A).
<br />ACKNOWLEDGMENT.
<br />..
<br />' TWO 1✓bP1ES OF TNEIC-UNC*RrM-M-STWEVURTS'SNALL 13E'S'E1Vf`UIRECTCYTO MERRICK.
<br />2. CONCRETE TESTING:
<br />CONCRETE SHALL BE AS FOLLOWS:
<br />E
<br />b. WATER/CEMENT RATIO SHALL NOT EXCEED SPECIFIED AMOUNT. THE CONCRETE MIX SHALL ONLY HAVE ENOUGH
<br />a. SAMPLE TESTS FOR EACH CLASS OF CONCRETE SHALL BE TAKEN NOT LESS THAN ONCE A DAY. SAMPLES SHALL
<br />CEMENT DEVELOP THE REQUIRED STRENGTH. CEMENT SHALL NOT BE ADDED TO THE MIX TO ACHIEVE THE
<br />a. ' N N ' ' N " ' ' N ' • ' ' ' ' ' N ' ' ' ' ' N ' N ' N ' »" • N ' ' " ' "" "« ' ' ' " ' ' • ' ' ' ' " ' ' ' ' ' " ' •' ' •' ' •» ' • N • • • • •
<br />• • • • • • •
<br />• • • WA-�TUCEMENT RATIO' TIME WATEWSI-FALL BE'f1-IE'VA"ABL•F NOTgT-ITCEMENT. WA'TER'REDUCE'RSAND NrGH ' ' ' • •
<br />BE TAKEN AT LEAST ONCE FOR EVERY CONSECUTIVE 100 CUBIC YARDS OR 5000 SQUARE FEET OF CONCRETE
<br />' ' .N " "' " « ' • ' ' " • ' " ' • ' • ' ' ' '• • ' " " ' " ' ' ' N ' ' '• ' ' " ' ' ' ' ' ' ' " • ' ' ' ' ' " ' "' ' ' ' " ' « ' ' '• ' ' ' •` '""«""N"""""'«""..."���5'R11}��'Y°BE'RL7DED'TO
<br />OBTAIN THE DESIRED WORKABILITY, AS APPROVED.
<br />PLACED, OR AT LEAST ONCE FOR EVERY NONCONSECUTIVE 50 CUBIC YARDS OF CONCRETE PLACED.
<br />b. USE ADMIXTURES ONLY WITH APPROVAL.
<br />c. THE REQUIRED AVERAGE COMPRESSIVE STRENGTH FOR EACH MIX DESIGN MUST EXCEED THE SPECIFIED 28 DAY
<br />b. COMPRESSIVE STRENGTH TESTS SHALL INCLUDE 4 CYLINDERS FOR TESTING: ONE (1) AT DAY 7; TWO (2) AT DAY
<br />C. CONCRETE MIX SHALL BE TESTED TO SHOW COMPLIANCE WITH CONTRACT REQUIREMENTS.
<br />• • • • • • • • •• • • • • •• • • • N N • •• • N • • • • N • • •• • • • • • •• • • • N .. • ..... . ...................... • ••N••••N•••••NN••N•••••••••••N••••••
<br />AND ONE (1) TO HOLD.
<br />d. AS APPROVED BY THE ENGINEER OF RECORD AND AS NEEDED FOR STRENGTH GAIN OR SULFATE RESISTANCE,
<br />c. SLUMP TEST SHALL BE MADE AT EACH SAMPLING, OR WHEN VISUAL INSPECTION INDICATES THAT A CHANGE HAS
<br />5.
<br />COARSE AGGREGATE SHALL BE A MAXIMUM OF 1 1/2" IN SIZE FORMAT FOUNDATIONS, MAXIMUM 3/4" FOR PAD
<br />CEMENT SHALL BE TYPE II OR TYPE III. BLENDED CEMENTS SHALL NOT BE USED.
<br />OCCURRED IN THE CONSISTENCY OF THE CONCRETE MIX.
<br />FOOTING, AND A MAXIMUM OF 3/4" IN SIZE FOR ALL OTHER STRUCTURES.
<br />e. THE MAXIMUM SLUMP WITHOUT HIGH -RANGE WATER-REDUING ADMIXTURE:
<br />d. TESTS FOR AIR CONTENT SHALL BE MADE BY THE PRESSURE METHOD ASTM C231. NO CONCRETE SHALL BE
<br />i. WALLS, PIERS, AND COLUMNS = 5"
<br />PLACED THAT DOES NOT MEET AIR CONTENT REQUIREMENTS.
<br />6.
<br />FOR DESIGN CRITERIA, THE COMPRESSIVE STRENGTH OF CONCRETE SHALL BE TAKEN AS SHOWN IN THE FOLLOWING
<br />ii. ALL OTHER CONCRETE = 411
<br />3. SLUMP SHALL BE SHOWN AS EXCESSIVE WHEN EXCEEDING THE SPECIFIED MAXIMUM AND OCCURRING IN 2
<br />TABLE:
<br />iii. ALL NORMAL WEIGHT CONCRETE WITH HIGH -RANGE WATER -REDUCING ADMIXTURE = 9"
<br />CONSECUTIVE TESTS ON DIFFERENT PORTIONS OF THE SAME SAMPLE. EXCESSIVE SLUMP SHALL BE CAUSE FOR
<br />FOUNDATIONS AND FLOOR SLABS
<br />F8.
<br />fc = 4500 PSI1
<br />7.
<br />BROOM FINISH REQUIRED ON ALL SLOPED SURFACES.
<br />REJECTION OF THAT TRUCK LOAD AND SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
<br />INTERNAL SLAB ON GRADE SHALL HAVE AN OVERALL FLATNESS OF FF:35/FL25. LOCAL FLATNESS SHALL BE FF20/FL10.
<br />4. THE REPLACEMENT OF REJECTED CONCRETE, WITH SPECIFIED CONCRETE, SHALL BE DONE AT NO ADDITIONAL
<br />EXPENSE TO OWNER (OWNER'S REPRESENTATIVE).
<br />7.
<br />ALL EXPOSED EDGES SHALL HAVE A 3/4" CHAMFER, UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS OR
<br />9.
<br />INTERNAL SLAB ON GRADE SHALL BE SURFACE HARDENED USING ASHFORD FORMULA CONCRETE HARDENER BY
<br />SPECIFICATIONS ABOVE.
<br />CURECRETE, OR APPROVED EQUAL.
<br />VIII. GEOTECHNICAL REPORTS:
<br />8.
<br />ALL FOUNDATION ANCHOR RODS, UNLESS SPECIFICALLY DETAILED, SHALL CONFORM TO DRAWING 6004-SG-00-004.
<br />IV.
<br />CONCRETE AND REINFORCING STEEL:
<br />1. GEOTECHNICAL REPORT PREPARED BY ECS FLORIDA, LLC FOR BLUE TRITON ZEPHYRHILLS EXPANSION DATED
<br />9.
<br />ALL DAMAGED CONCRETE SHALL BE REPLACED AS PER THE DIRECTIONS OF THE ENGINEER.
<br />06/15/2022.
<br />10.
<br />PRIOR TO IMPLEMENTATION OF FIELD MODIFICATIONS FOR CONSTRUCTION OR PLACEMENT ERRORS. THE ENGINEER
<br />1.
<br />ALL ANCHOR ROD GROUPS SHALL BE SUPPORTED AND SET BY USING A TEMPLATE WITH THE EMBEDDED ENDS
<br />2• ALLOWABLE SOIL BEARING CAPACITY FOR SITE IS 2,500 PSF.
<br />SECURELY TIED TO PREVENT DISPLACEMENT DURING PLACEMENT OF THE CONCRETE. FIELD TACK WELDING OF
<br />OF RECORD SHALL BE NOTIFIED IN WRITING FOR APPROVAL OF ALL FIELD DESIGN CHANGES.
<br />REINFORCING, PIPE SLEEVES, ETC., TO ANCHOR RODS IS PROHIBITED.
<br />11.
<br />THE SUBCONTRACTOR SHALL FIELD VERIFY THE SIZES, LOCATIONS, ELEVATIONS AND DETAILS OF ALL EXISTING
<br />2.
<br />BEFORE PLACING ANY CONCRETE, ALL DRAWINGS SHALL BE CHECKED TO DETERMINE THAT ANCHOR RODS,
<br />CONDITIONS THAT MAY AFFECT THE WORK.
<br />EMBEDDED STEEL, GROUNDING CONNECTIONS, PIPING, CONDUIT, DRAINS, BOXES, ETC. ARE PROPERLY INSTALLED.
<br />12.
<br />SHOULD EXISTING CONDITIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS BE ENCOUNTERED, THE MERRICK
<br />SEE ELECTRICAL DRAWINGS FOR GROUNDING AND CONDUITS.
<br />REPRESENTATIVE SHALL BE NOTIFIED IMMEDIATELY SO THAT CORRECTIVE MEASURES MAYBE RECOMMENDED.
<br />3.
<br />REPOSITIONING OF REINFORCING TO AVOID INTERFERENCE WITH EMBEDDED ITEMS SHALL BE APPROVED BY THE
<br />13.
<br />ALL EXISTING SITE DATA INCLUDING GRADES, LOCATIONS, PIPING, ETC. ARE BASED ON OWNER'S RECORD DRAWINGS
<br />FIELD ENGINEER PRIOR TO PLACING CONCRETE.
<br />AND MUST BE FIELD VERIFIED.
<br />4.
<br />WELDING OR TACK -WELDING OF REINFORCING IS PROHIBITED UNLESS NOTED ON THE DRAWINGS.
<br />14.
<br />IT IS THE SUBCONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL GOVERNING CODES AND REGULATIONS DURING ALL
<br />PHASES OF CONSTRUCTION
<br />5.
<br />FABRICATED ITEM SHOP DETAILS:
<br />1
<br />ISSUED FOR CONSTRUCTION
<br />07/15/22
<br />CSO
<br />WLK
<br />BES
<br />LEF
<br />AJD
<br />0
<br />ISSUE FOR PERMIT
<br />06/24/22
<br />CSO
<br />WLK
<br />BES
<br />LEF
<br />AJD
<br />REV
<br />REVISION DESCRIPTION
<br />DATE
<br />DRWN
<br />DSGN
<br />CHKDJ
<br />QC
<br />APPD
<br />REF. DWG. NO
<br />REFERENCE DRAWING TITLE
<br />G�
<br />•' No, 712412
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<br />TI -TURN
<br />CLIENT PROJECT NO.:
<br />MERRICK PROJECT NO.: 30216004911
<br />SCALE:
<br />TITLE:
<br />BLUE TRITON ZEPHYRHILLS
<br />STRUCTURAL
<br />CONCRETE GENERAL NOTES
<br />REVISION: DRAWING NO.: SHEET NO.:
<br />1 6004-SG-00-001 1 OF 1
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