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GENERAL NOTES SPECIAL INSPECTIONS
<br />DESIGN CRITERIA AND LOADS: 1. SPECIAL INSPECTIONS ARE REQUIRED ON THIS PROJECT PER CHAPTER 17 OF THE INTERNATIONAL
<br />GOVERNING CODES BUILDING CODE.
<br />2. OWNER SHALL CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR COPY OF STATEMENT OF
<br />2020 FBC, 7TH ED. SPECIAL INSPECTIONS WHICH OUTLINES REQUIRED INSPECTIONS,
<br />ASCE STANDARD 7-16 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" 3. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS OR TESTING AGENCIES TO
<br />PROVIDE SPECIAL INSPECTIONS AS DESCRIBED HEREIN. THE OWNER SHALL BE RESPONSIBLE FOR
<br />AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH EDITION THE FEES AND COSTS RELATED TO THE PERFORMANCE OF SPECIAL INSPECTION SERVICES.
<br />ACI STANDARD 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" 4, REFERENCE PROJECT SPECIFICATIONS FOR ANY ADDITIONAL INSPECTION REQUIREMENTS.
<br />OSHA, OCCUPATIONAL SAFETY AND HEALTH REGULATIONS (STANDARDS - 29 CFR PART 1910)
<br />ASTM STANDARDS IN BUILDING CODES, VOLUME I AND II, LATEST EDITION
<br />AWS, AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE, AWS D1.1, LATEST EDITION
<br />DESIGN LOADS
<br />1. LIVE LOADS (LU
<br />A. FLOOR LIVE LOAD:
<br />100 PSF
<br />2. SNOW LOAD:
<br />NOT APPLICABLE
<br />3. EQUIPMENT LOADS:
<br />95.92 KIPS (TOTAL WEIGHT)
<br />(REF KRONES DRAWING K-442-502-DBO, REVISION
<br />AO)
<br />A. BLOWING MODULE:
<br />76.56 KIPS
<br />MAX FLOOR LOAD PER SUPPORT:
<br />25.52 KIPS
<br />B. HEATING MODULE:
<br />19,36 KIPS
<br />MAX FLOOR LOAD PER SUPPORT:
<br />6.47 KIPS
<br />4. WIND LOADS (W):
<br />a. GOVERNING CODE:
<br />ASC - 6
<br />b. BUILDING RISK CATEGORY:
<br />c. BASIC WIND SPEED (3-SEC GUST), V:
<br />137 PH
<br />d. WIND EXPOSURE CLASSIFICATION:
<br />C
<br />e. INTERNAL PRESSURE COEFFICIENT:
<br />±0.18
<br />f. COMPONENTS AND CLADDING:
<br />20 PSF
<br />5. SEISMIC LOADS (E):
<br />a. GOVERNING CODE:
<br />ASCE 7-16
<br />b. BUILDING RISK CATEGORY:
<br />II
<br />c. le (SEISMIC IMPORTANCE FACTOR):
<br />1.0
<br />d, Ss (0.2 SEC SPECTRAL ACCELERATION):
<br />0.058
<br />e. S1 (1,0 SEC SPECTRAL ACCELERATION):
<br />0,032
<br />f. SOIL SITE CLASSIFICATION:
<br />E
<br />g. SPECTRAL RESPONSE COEFFICIENTS:
<br />SDS = 0,092/ SD1 = 0.089
<br />h. SEISMIC DESIGN CATEGORY:
<br />B
<br />i. BASIC SEISMIC -FORCE RESISTING SYSTEM:
<br />STEEL SPECIFICALLY NOT DESIGNED
<br />FOR SEISMIC
<br />j. Cs (SEISMIC RESPONSE COEFFICIENT):
<br />5
<br />k. R (RESPONSE MODIFICATION FACTOR):
<br />3.0
<br />m. ANALYSIS PROCEDURE USED:
<br />EQUIVALENT LATERAL FORCE PROCEDURE
<br />6. ICE LOADS:
<br />NOT APPLICABLE
<br />7, FLOOD LOADS:
<br />NOT APPLICABLE
<br />8. SPECIAL LOADS: NOT APPLICABLE
<br />9. FUTURE LOADS: UNLESS SPECIFICALLY NOTED, THERE ARE NO PROVISIONS MADE FOR FUTURE
<br />FLOOR, ROOF, OR OTHER LOADS.
<br />GENERAL
<br />1. WHERE REFERENCE IS MADE WITHIN THESE GENERAL NOTES, DESIGN DRAWINGS, OR
<br />SPECIFICATIONS TO "OWNER'S REPRESENTATIVE", SUCH REFERENCE SHALL REFER: FIRST TO
<br />THE OWNER, SECOND TO THE DESIGN ENGINEER, AND THIRD TO A REPRESENTATIVE APPOINTED
<br />BY THE OWNER OR DESIGN ENGINEER.
<br />2. WHERE A SECTION IS SHOWN FOR ONE CONDITION, IT SHALL APPLY TO ALL LIKE AND SIMILAR
<br />CONDITIONS.
<br />3, WHERE REFERENCE IS MADE WITHIN THESE GENERAL NOTES, DESIGN DRAWINGS, OR PROJECT
<br />SPECIFICATIONS TO TRADE NAME PRODUCTS OR MANUFACTURER'S NAMES, SUCH REFERENCES
<br />ARE MADE TO DESIGNATE AND IDENTIFY QUALITY OF MATERIAL TO BE FURNISHED, ALL "OR
<br />EQUAL" MATERIAL SUBSTITUTIONS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE,
<br />4, ANY APPARENT CONFLICTS BETWEEN PLANS, SECTIONS, DETAILS, OR SPECIFICATIONS SHALL BE
<br />BROUGHT TO THE ATTENTION OF OWNER'S REPRESENTATIVE IMMEDIATELY FOR CLARIFICATION
<br />AND WRITTEN RESOLUTION.
<br />5, PRIOR TO COMMENCEMENT OF WORK, INCLUDING DETAILING, CONTRACTOR SHALL FIELD VERIFY
<br />ALL INDICATED RELEVANT DIMENSIONS OF EXISTING STRUCTURES, ELEVATIONS, EXISTING
<br />MEMBER SIZES, AND EXISTING CONDITIONS. CONTRACTOR SHALL NOTIFY THE OWNER'S
<br />REPRESENTATIVE OF ANY INTERFERENCE.
<br />6, THE STRUCTURE SHOWN HEREIN HAS BEEN DESIGNED TO RESIST LOADS ONLY AS A COMPLETED
<br />STRUCTURE. APPLICATION OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED
<br />STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN THE DESIGN OF
<br />SHORING, BRACING, FORMWORK, AND OTHER SUPPORTING ELEMENTS PROVIDED FOR
<br />CONSTRUCTION OF THE STRUCTURE.
<br />7, THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, TEMPORARY SUPPORTS, ETC, IS
<br />THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
<br />8. PROVIDE ADEQUATE STRUCTURAL FRAMING AS APPROVED BY THE ENGINEER FOR ALL
<br />REQUIRED MECHANICAL OPENINGS THROUGH SLABS, WALLS, FLOOR DECK, ETC. SUPPORT ALL
<br />MECHANICAL EQUIPMENT, OPENING SHALL NOT BE PERMITTED THROUGH STRUCTURAL MEMBERS
<br />UNLESS SPECIFICALLY DETAILED BY THE ENGINEER.
<br />9. UNDERGROUND FACILITIES NOT SHOWN ON EXISTING DRAWINGS MAY EXIST, THE CONTRACTOR
<br />SHALL PROCEED WITH CAUTION DURING DEMOLITION AND/OR NEW CONSTRUCTION. UNIDENTIFIED
<br />PIPES, CABLES OR OTHER ITEMS ENCOUNTERED SHALL BE REPORTED IMMEDIATELY TO THE
<br />OWNER'S REPRESENTATIVE AND DISPOSITION MADE AS DIRECTED.
<br />10. FIT -UP OF ALL NEW CONSTRUCTION TO ANY AND ALL EXISTING CONSTRUCTION SHALL BE THE
<br />CONTRACTOR'S RESPONSIBILITY.
<br />5. UPON COMPLETION OF ALL SPECIAL INSPECTIONS AND TESTING, THE STRUCTURAL ENGINEER OF
<br />RECORD SHALL SUBMIT TO THE OWNER A FINAL REPORT OF SPECIAL INSPECTIONS.
<br />FOUNDATIONS
<br />1. THE OWNER'S REPRESENTATIVE SHALL MONITOR ALL SITE PREPARATION, INCLUDING
<br />EXCAVATION, SUB GRADE PREPARATION, AND BACKFILLING. ALL EARTHWORK SHALL BE BASED
<br />ON THE APPLICABLE GEOTECHNICAL REPORT IF SUPPLIED BY THE OWNER'S REPRESENTATIVE.
<br />THE CONTRACTOR SHALL OBTAIN A COPY OF THE REPORT FOR REVIEW AND A COPY SHALL BE
<br />MAINTAINED IN THE FIELD OFFICE AT ALL TIMES.
<br />2, ALL BACKFILL MATERIAL SHALL BE SOIL OR SOIL -ROCK MIXTURE THAT IS FREE FROM ORGANIC
<br />MATTER OR OTHER DELETERIOUS SUBSTANCE. BACKFILL SHALL CONTAIN NO ROCKS OR LUMPS
<br />OVER 6 INCHES IN GREATEST DIMENSION. NOT MORE THAN 15% OF THE ROCKS SHALL BE
<br />LARGER THAN 2,Y2" IN GREATEST DIMENSION. BACKFILL SHALL HAVE A LIQUID LIMIT LESS THAN
<br />50, A PLASTICITY INDEX LESS THAN 30, AND A STANDARD PROCTOR MAXIMUM DRY DENSITY
<br />(ASTM D698) OF AT LEAST 90 PCF. GENERALLY SOILS CLASSIFIED AS SM, SC, ML, OR CL
<br />ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM ARE SUITABLE. ALL BACKFILL
<br />MATERIAL SHALL BE APPROVED BY THE OWNER'S REPRESENTATIVE.
<br />3. ALL BACKFILL SHALL BE COMPACTED AT MOISTURE CONTENTS WITHIN 3% OF THE STANDARD
<br />PROCTOR OPTIMUM MOISTURE CONTENT. IF WET CONDITIONS RESULT IN SUBSURFACE PUMPING
<br />THE SUB GRADE SHALL BE STABILIZED BY MEANS APPROVED BY THE OWNER'S
<br />REPRESENTATIVE, OR THE PUMPING MATERIAL SHALL BE REMOVED AND REPLACED WITH
<br />APPROVED COMPACTED DRY BACKFILL,
<br />4, ALL BACKFILL WITHIN THE LIMITS OF FOUNDATIONS SHALL BE PLACED IN LOOSE LIFTS OF 8 INCH
<br />MAXIMUM THICKNESS AND COMPACTED TO NOT LESS THAN 95% OF STANDARD PROCTOR
<br />MAXIMUM DRY DENSITY (ASTM D698). THE UPPER ONE FOOT OF BACKFILL MATERIAL SHALL BE
<br />COMPACTED TO 98% COMPACTION, ADDITIONALLY THE UPPER 8 INCHES OF SUB GRADE
<br />MATERIAL IN AREAS AT -GRADE OR CUT SURFACES SHALL BE SCARIFIED AND COMPACTED TO
<br />98% COMPACTION.
<br />5. ALL BACKFILL OUTSIDE THE LIMITS OF FOUNDATIONS AND PAVEMENTS SHALL BE PLACED IN
<br />LOOSE LIFTS OF 8 INCH MAXIMUM THICKNESS AND COMPACTED TO NOT LESS THAN 95% OF
<br />STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D698).
<br />6. IN -PLACE COMPACTION TESTS AND MOISTURE CONTENT TESTS SHALL BE PERFORMED FOR EACH
<br />VERTICAL FOOT OF BACKFILL PLACED WITH THE FOLLOWING TEST FREQUENCY:
<br />a. PAVEMENT = 1 TEST PER 5000 SQUARE FEET.
<br />b. STRUCTURES = 1 TEST PER 2000 SQUARE FEET.
<br />c. ISOLATED FOOTINGS = 1 TEST PER LIFT,
<br />7. ALL TESTS SHALL BE CONDUCTED BY AN INDEPENDENT TESTING LABORATORY APPROVED BY
<br />THE OWNER'S REPRESENTATIVE, THE COST OF THE TESTS SHALL BE PAID BY THE OWNER,
<br />8. ALL PIERS SHALL BE SUPPORTED ON SOIL WITH AN ALLOWABLE SOIL BEARING PRESSURE OF
<br />2000 PSF. CONTRACTOR SHALL VERIFY CAPACITY OF ALL SHALLOW FOUNDATION
<br />EXCAVATIONS WITH A HAND PENETROMETER OR MECHANICAL CONE PENETROMETER TEST PER
<br />ASTM D 3441-05 PRIOR TO CONCRETE PLACEMENT TO ENSURE BEARING IN SUITABLY STRONG
<br />AND STABLE SOILS. IF REQUIRED, OVER EXCAVATION OF UNSUITABLE MATERIAL AND
<br />SUBSEQUENT BACKFILLING SHALL BE PERFORMED BY THE CONTRACTOR.
<br />9. CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING OF ALL FOUNDATION EXCAVATIONS PER
<br />OSHA REGULATIONS. DESIGN OF ALL SHORING IS THE CONTRACTORS RESPONSIBILITY.
<br />ANCHOR BOLTS AND OTHER EMBEDDED ITEMS
<br />1. ALL ANCHOR BOLTS AND THREADED RODS SHALL CONFORM TO ASTM F1554-07ae1 AND SHALL
<br />HAVE A MINIMUM STRENGTH OF 36KSI (UNLESS NOTED OTHERWISE), AND SHALL BE HOT -DIPPED
<br />GALVANIZED PER ASTM A153-09.
<br />2. THE LOCATION OF ANCHOR AND FOUNDATION BOLTS MUST NOT VARY FROM THE DIMENSIONS
<br />SHOWN ON THE DESIGN DRAWINGS BY MORE THAN THE FOLLOWING:
<br />a. %" CENTER TO CENTER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP. AN ANCHOR
<br />BOLT GROUP IS DEFINED AS THE SET OF ANCHOR BOLTS THAT RECEIVES A SINGLE
<br />FABRICATED STEEL SHIPPING PIECE.
<br />b. %" CENTER TO CENTER OF ADJACENT BOLT GROUPS.
<br />C. MAXIMUM ACCUMULATION OF PLUS -OR -MINUS Y" ALONG A MINIMUM 100 FOOT LONG
<br />COLUMN LINE OF MULTIPLE ANCHOR BOLT GROUPS,
<br />d. ELEVATION OF TOP OF ANCHOR BOLTS PLUS -OR -MINUS Y
<br />3. ALL ANCHORS AND EMBEDDED ITEMS REQUIRED FOR ADJOINING WORK OR ITS SUPPORT SHALL
<br />BE PLACED PRIOR TO CONCRETING.
<br />CONCRETE
<br />1, ALL CONCRETE DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI STANDARD 318-14,
<br />"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (UNLESS NOTED OTHERWISE).
<br />2. REFERENCE PROJECT SPECIFICATION OR OWNER'S SPECIFICATIONS FOR CAST -IN -PLACE CONCRETE IF
<br />APPLICABLE.
<br />3. MINIMUM ULTIMATE CONCRETE COMPRESSIVE STRENGTH (F'c) SHALL BE 4500 PSI IN 28 DAYS (UNLESS
<br />NOTED OTHERWISE).
<br />4, USE OF DIFFERENT CONCRETE CLASSES OF CONCRETE SHALL BE AS SHOWN BELOW, CONCRETE BATCH
<br />DESIGN(S) SHALL BE PROPORTIONED AND PRODUCED IN ACCORDANCE WITH ACI 318-14 AND ACI 301-10.
<br />SEE CONCRETE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, MATERIAL PROPERTIES, AND
<br />NECESSARY INSPECTIONS/TESTING.
<br />F'c = 3000 PSI MINIMUM - ALL CONCRETE FOR SLABS OVER METAL DECK, RETAINING WALLS,
<br />BEAMS, COLUMNS, AND FOOTINGS, AND ALL CONCRETE NOT SPECIFICALLY COVERED.
<br />F'c = 4000 PSI MINIMUM - ALL CONCRETE FOR EXTERIOR GRADE SUPPORTED SLABS.
<br />5. PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE I OR II. FLYASH SHALL BE LIMITED TO 100
<br />LBS. MAXIMUM PER CUBIC YARD OF CONCRETE.
<br />6. AGGREGATES, BOTH COURSE AND FINE, SHALL CONFORM TO ASTM C33, MAXIMUM LARGE AGGREGATE
<br />SIZE SHALL BE 1Y2" (UNLESS NOTED OTHERWISE),
<br />7. CONCRETE MIX DESIGN SHALL ADHERE TO MINIMUM REQUIREMENTS FOR CONCRETE EXPOSURE CLASS F2
<br />AS SHOWN IN ACI 318-14 TABLE 19.3.2.1.
<br />8. CONCRETE SLUMP RANGE SHALL BE: 3-5 INCHES FOR FOUNDATIONS, BEAMS, AND COLUMNS; AND 2-4
<br />INCHES FOR SLABS AND PAVEMENTS.
<br />9. ALL CONCRETE SHALL BE AIR ENTRAINED. AIR ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260.
<br />AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318-14 SECTION 193.
<br />10. WATER -REDUCING, RETARDING, AND ACCELERATING ADMIXTURES SHALL CONFORM TO ASTM C494.
<br />11, MAXIMUM CONCRETE WATER/CEMENT RATIO SHALL BE IN ACCORDANCE WITH ACI 318-14 SECTION 19.3.
<br />12. CALCIUM CHLORIDE, THIOCYANATES, OR ADMIXTURES CONTAINING MORE THAN 0.5% CHLORIDE IONS ARE
<br />NOT PERMITTED.
<br />13. HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305, LATEST EDITION.
<br />14. COLD WEATHER CONCRETING SHALL CONFORM TO ACI 306, LATEST EDITION.
<br />15. REINFORCING STEEL SHALL CONFORM TO THE LATEST STANDARDS OF ASTM A615, NEW BILLET STEEL,
<br />GRADE 60. ALL REINFORCING SHALL BE DETAILED AND PLACED ACCORDING TO THE LATEST STANDARDS
<br />OF THE AMERICAN CONCRETE INSTITUTE, REINFORCING STEEL SHALL BE FREE OF RUST, SCALE, OR ANY
<br />OTHER FOREIGN MATERIAL PRIOR TO PLACING CONCRETE.
<br />16. HOOKS SHOWN AT THE END OF REINFORCING BARS SHALL BE "STANDARD HOOKS" PER THE AMERICAN
<br />CONCRETE INSTITUTE, UNLESS NOTED OTHERWISE ON THE DESIGN DRAWINGS.
<br />17. REINFORCEMENT EMBEDMENT LENGTHS OR LAP SPLICES FOR REINFORCING SHOWN CONTINUOUS ON THE
<br />DESIGN DRAWINGS SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE.
<br />BAR SIZE
<br />CLASS "B" LAP
<br />CLASS "B" LAP
<br />EMBEDMENT
<br />EMBEDMENT
<br />SPLICE FOR
<br />SPLICE FOR
<br />(INCHES)
<br />WITH STANDARD
<br />DEFORMED
<br />EPDXY
<br />HOOK (INCHES)
<br />PLAIN BAR
<br />COATED BAR
<br />(INCHES)
<br />(INCHES)
<br />#4
<br />25
<br />37
<br />19
<br />12
<br />#5
<br />31
<br />47
<br />24
<br />12
<br />#8
<br />62
<br />93
<br />48
<br />19
<br />SPLICE AND EMBEDMENT LENGTHS SHOWN ABOVE MUST BE INCREASED BY 30% FOR HORIZONTAL
<br />REINFORCING WHERE THERE IS MORE THAN 12 INCHES OF CONCRETE BELOW THE BAR.
<br />THE ABOVE TABLE IS BASED ON F'c = 4000 PSI CONCRETE,
<br />ABSOLUTELY NO WELDING OF REINFORCING BARS OR TORCHING TO BEND REINFORCING BARS SHALL BE
<br />ALLOWED.
<br />18. WHEN REINFORCING IS CUT AT OPENINGS, ALL CUT REINFORCING SHALL BE MATCHED WITH
<br />CORRESPONDING EXTRA BARS PLACED PROPORTIONATELY AT SIDES OF OPENING, THIS SHALL APPLY
<br />TO ALL OPENINGS OVER 10 INCHES IN DIAMETER OR 10 INCHES SQUARE. THIS SHALL APPLY WHETHER
<br />EXTRA REINFORCING IS SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. THE RESULTANT BAR
<br />SPACING SHALL BE A MINIMUM OF 3 INCHES, THE LENGTH OF THE EXTRA BARS SHALL BE AT LEAST THE
<br />LENGTH OF THE OPENING PLUS TWICE THE SPLICE LENGTHS GIVEN IN THE TABLE ABOVE,
<br />19. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE 2 INCHES (UNLESS NOTED OTHERWISE).
<br />20. WHERE CONCRETE IS POURED DIRECTLY ON THE GROUND, MINIMUM CONCRETE COVER FOR REINFORCING
<br />STEEL SHALL BE 3 INCHES (UNLESS NOTED OTHERWISE),
<br />21. MINIMUM CONCRETE CLEAR COVER SHALL BE AS FOLLOWS:
<br />INTERIOR SLABS ON GRADE - TOPS %"
<br />INTERIOR SLABS ON GRADE - BOTTOM 2"
<br />EXTERIOR SLABS ON GRADE - TOPS 11/2"
<br />EXTERIOR SLABS ON GRADE - BOTTOM 2"
<br />PIERS - TOPS 2"
<br />PIERS - BOTTOM 3"
<br />PIERS - SIDES 3"
<br />OTHER COVER REQUIREMENTS SHALL BE AS NOTED IN APPLICABLE DETAILS OR AS SPECIFIED IN ACI
<br />318-14.
<br />22. MOISTURE BARRIER SHALL BE 6-MIL POLYETHYLENE FILM. SEAMS SHALL BE LAPPED A MINIMUM OF 12
<br />INCHES AND GLUED OR TAPED.
<br />23. BONDING AGENT SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED
<br />INSTRUCTIONS. AGENTS SHALL BE AS FOLLOWS OR EQUAL:
<br />ACRYLIC LATEX:
<br />INTRALOK -- BY W. R. MEADOWS
<br />ACRYL 60 -- BY THORO SYSTEMS
<br />ACRYLBOND 60 -- BY LAMBERT
<br />EPDXY:
<br />SIKADUR 32 HI -MOD -- BY SIKA CORPORATION
<br />MASTEREMACO ADH 326-- BY MASTER BUILDERS
<br />P� LAND S�( i��// "Professional Certification. I hereby certify that these
<br />6F
<br />�\ 9p i� documents were prepared or approved by me, and that
<br />zz No. 90224 I am a duly licensed professional engineer under the
<br />laws of the
<br />- o a
<br />0 State of Florida, License No. 90224
<br />I
<br />1
<br />REVISION
<br />NO
<br />CDC
<br />O1/29/21
<br />Expiration Date: 2-08-23
<br />0
<br />ISSUE FOR CONSTRUCTION
<br />CDC
<br />01/22/21
<br />at�i9�il
<br />REV.
<br />DESCRIPTION
<br />DRWN
<br />APPR
<br />DATE
<br />REV.
<br />DESCRIPTION
<br />DRWN
<br />APPR
<br />DATE
<br />DRAWING NO,
<br />REFERENCE DRAWING
<br />CONCRETE (CONTU
<br />24, CONCRETE FORMWORK SHALL CONFORM WITH ACI 301-10 AND APPLICABLE SECTIONS OF ACI 347,
<br />LATEST EDITION, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FORMWORK DESIGN,
<br />25. ALL EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4" BY 45 DEGREE CHAMFER.
<br />26. BAR SUPPORT ACCESSORIES SHALL BE PROVIDED IN ACCORDANCE WITH THE LATEST ACI. MANUAL OF
<br />STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, EXCEPT THAT
<br />REINFORCING SHALL BE CHAIRED ON THE BOTTOM AND/OR SIDES ON BOLSTERS SPACED NOT MORE
<br />THAN 4 FEET ON CENTER. BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC
<br />COATED LEGS. BAR SUPPORTS SHALL BE LOCATED AGAINST THE OUTERMOST BAR.
<br />27. FOR GRADE SUPPORTED SLABS, SLAB REINFORCING SHALL BE HELD IN PLACE BY BAR SUPPORTS AND
<br />ACCESSORIES AS DESCRIBED IN CHAPTER 3 OF THE CRSI MANUAL OF STANDARD PRACTICE. BAR
<br />SUPPORTS SHALL BE SPACED A MAXIMUM OF 4'-0" O.C. BOTH WAYS IN STRAIGHT LINES ON THE MESH
<br />GRID. NO ROCKS, CMU, CLAY, TILE, OR BRICK SHALL BE USED TO SUPPORT REINFORCING.
<br />28, INSTALL CORNER BARS AT JUNCTION OF ALL FOUNDATION WALLS, GRADE BEAMS, AND FOOTINGS.
<br />29. ALL ITEMS EMBEDDED IN CONCRETE SHALL BE TIED AND SECURED PRIOR TO PLACEMENT OF CONCRETE.
<br />NO "WET STICKING" IS ALLOWED.
<br />30, ALL CONCRETE WORK SHALL CONFORM WITH THE FOLLOWING:
<br />ACI 318-14 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
<br />ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"
<br />CRSI "MANUAL OF STANDARD PRACTICE"
<br />31. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL ANCHOR
<br />BOLTS, EMBEDDED ITEMS, OPENINGS, ETC, WITH THE LATEST CERTIFIED INFORMATION, INCLUDING
<br />APPLICABLE EQUIPMENT DRAWINGS. ANY DISCREPANCIES SHALL BE REPORTED TO THE OWNER'S
<br />REPRESENTATIVE BEFORE COMMENCING CONCRETE PLACEMENT. ALL AREAS TO RECEIVE CONCRETE
<br />SHALL BE INSPECTED AND APPROVED BY OWNER'S REPRESENTATIVE PRIOR TO POURING OF
<br />CONCRETE,
<br />32. CONCRETE SHALL BE TRANSPORTED FROM THE MIXER TO THE PLACE OF FINAL DEPOSIT BY METHODS
<br />THAT PREVENT SEGREGATION OR LOSS OF INGREDIENTS AND DISPLACEMENT OF STEEL. CONCRETE
<br />MUST BE PLACED WITHIN 1Y HOURS AFTER ADDITION OF MIX WATER. NO WATER SHALL BE ADDED TO
<br />CONCRETE AFTER SLUMP TESTS HAVE BEEN PERFORMED,
<br />33. DURING AND IMMEDIATELY AFTER PLACING, CONCRETE SHALL BE THOROUGHLY COMPACTED BY
<br />MECHANICAL VIBRATION, AS APPROVED BY OWNER'S REPRESENTATIVE, TO PROVIDE A DENSE
<br />CONCRETE FREE OF HONEYCOMBING,
<br />34, CONSTRUCTION JOINTS AND POINTS OF ENDING A CONCRETE POUR SHALL BE AS SHOWN ON THE
<br />DRAWINGS OR AS OTHERWISE DIRECTED BY THE OWNER'S REPRESENTATIVE.
<br />35. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND FREE OF LAITANCE BEFORE THE
<br />SECOND POUR IS MADE AGAINST THE FIRST POUR.
<br />36. EXTERIOR SLABS AND INTERIOR SLABS IN WET AREAS SHALL RECEIVE A LIGHT BROOM FINISH.
<br />INTERIOR SLABS IN VERY DRY AREAS SHALL RECEIVE A STEEL TROWEL FINISH.
<br />37. FLOOR FLATNESS AND FLOOR LEVELNESS SHALL BE AS FOLLOWS:
<br />SPECIFIED FLOOR FLATNESS AND LEVELNESS FF45/FL35
<br />MINIMUM LOCAL FLOOR FLATNESS/LEVELNESS FF35/FL25
<br />38. PREMOLDED EXPANSION JOINT MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF ASTM D994 AND
<br />D1751.
<br />39. JOINT SEALANT MATERIALS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
<br />PRINTED INSTRUCTIONS. JOINT SEALANTS SHALL BE AS FOLLOWS OR EQUAL:
<br />POLYURETHANE 2 COMPONENT = MM-80 SEM-RIGID EPDXY JOINT FILLER -- BY METZGER McGUIRE
<br />POLYURETHANE 2 COMPONENT = SIKAFLEX 2C NS/SL -- BY SIKA CORPORATION
<br />COAL/TAR URETHANE = GARDOX -- BY W. R. MEADOWS
<br />40. CONCRETE SLABS SHALL BE CURED FOR SEVEN (7) DAYS AS OUTLINED IN ACI 308, LATEST EDITION.
<br />41. FOR SLAB SURFACES NOT SCHEDULED TO RECEIVE FLOORING, IMMEDIATELY AFTER SEVEN (7) DAYS
<br />WET CURE, APPLY ONE (1) COAT SEALHARD CHEMICAL HARDENER AS MANUFACTURED BY L&M
<br />CONSTRUCTION CHEMICALS OR APPROVED EQUAL. APPLICATION OF HARDENER TO CONFORM WITH THE
<br />MANUFACTURER'S WRITTEN RECOMMENDATIONS.
<br />42. DIRECTLY AFTER FORMS HAVE BEEN REMOVED, ALL EXPOSED TIE WIRES AND STAPLED ENDS SHALL
<br />BE REMOVED BELOW THE CONCRETE SURFACE FROM EXPOSED CONCRETE SURFACES. CUT TIES FLUSH
<br />WITH CONCRETE SURFACES FROM NON -EXPOSED CONCRETE SURFACES. RUB SMOOTH OR CUT OFF FINS
<br />AND ROUGH PLACES, REMOVE ALL LOOSE CONCRETE AND OTHER IRREGULARITIES WITH CEMENT
<br />MORTAR. ON SURFACES TO BE EXPOSED, CORNERS AND ARISES SHALL BE STRAIGHT AND TRUE. AN
<br />APPROVED BONDING AGENT SHALL BE USED FOR PATCHING AND FILLING.
<br />43. CONCRETE SHALL BE SAMPLED IN ACCORDANCE WITH ASTM C172-04. TEST CYLINDERS SHALL BE
<br />MADE IN ACCORDANCE WITH ASTM C31 AND TESTED IN ACCORDANCE WITH ASTM C39. SLUMP TESTS
<br />SHALL BE PERFORMED IN ACCORDANCE WITH ASTM C143. AIR CONTENT SHALL BE MEASURED IN
<br />ACCORDANCE WITH ASTM C173 OR C231, CONCRETE TEMPERATURE SHALL BE MEASURED IN
<br />ACCORDANCE WITH ASTM C1064, ALL TESTING SHALL BE PERFORMED BY AN INDEPENDENT TESTING
<br />AGENCY PER ASTM E329. THE CONTRACTOR SHALL PAY THE COST OF THE INDEPENDENT TESTING
<br />AGENCY.
<br />44, A MINIMUM OF 4 TEST CYLINDERS SHALL BE TAKEN FROM EACH DAY OF CONCRETE PLACEMENT OR
<br />ONCE FOR EACH 100 CUBIC YARDS OF CONCRETE PLACED. ONE TEST CYLINDER SHALL BE TESTED AT
<br />SEVEN DAYS (3 DAYS FOR HIGH EARLY STRENGTH) FOR INFORMATION. TWO TEST CYLINDERS SHALL
<br />BE TESTED AT TWENTY-EIGHT DAYS (7 DAYS FOR HIGH EARLY STRENGTH) FOR ACCEPTANCE, ONE
<br />TEST CYLINDER SHALL BE HELD AS A SPARE.
<br />45, THE CONTRACTOR SHALL MAINTAIN A WRITTEN RECORD FOR EACH BATCH OF CONCRETE DELIVERED TO
<br />THE JOB SITE. THESE RECORDS SHALL INCLUDE DATE AND TIME OF DELIVERY, WEATHER CONDITIONS,
<br />TRUCK NUMBER, LOCATION OF PLACEMENT, CUBIC YARDS, TIME AND AMOUNT OF WATER INTRODUCED
<br />INTO MIX, MAXIMUM SIZE AGGREGATE, AND TYPE AND AMOUNT OF ANY ADMIXTURES. ALL RECORDS
<br />MAINTAINED ARE SUBJECT TO REVIEW BY THE OWNER'S REPRESENTATIVE.
<br />NON -SHRINK GROUT
<br />1. ALL GROUT SHALL BE NON -SHRINK, GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE
<br />WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS AND AS NOTED ON DESIGN DRAWINGS. GROUT
<br />SHALL BE PLACED IN SUCH A MANNER AS TO PROVIDE FULL BEARING AND NO VOIDS UNDER PLATES.
<br />2, NON -SHRINK CEMENT BASED GROUT SHALL BE USED, IN CHEMICALLY BENIGN ENVIRONMENTS, UNDER
<br />STRUCTURAL BASE PLATES AND AROUND PIPE SLEEVES AND DRAINS, SAID GROUT SHALL HAVE A
<br />MINIMUM 7 DAY COMPRESSIVE STRENGTH OF 5000 PSI AND SHALL MEET THE REQUIREMENTS OF ASTM
<br />C109, C827, C1090, C1107, AND CORPS OF ENGINEERS CRD-C621.
<br />DRAWN DATE
<br />CDC 01/22/21
<br />CHECKED DATE
<br />DBC 01/22/21
<br />SUPERVISOR DATE
<br />ALLIANCE
<br />AJD 01/22/21
<br />Baltimore, MD Newport News, VA
<br />(410)636-9555 (737)599-3300
<br />PROJECT ENGINEER DATE
<br />LAS 01/22/21
<br />Richmond, VA
<br />(804)275-1404
<br />OWNERS APPROVAL DATE
<br />CITY �' L
<br />ALL WORK SHALL COMPLY WITH PREVAILING
<br />CODES FLORIDA BUILDING CODE,
<br />NATIONAL ELECTRIC CODE,
<br />AND THE CITY OF ZEPHYRHILLS
<br />ORDINANCES
<br />NESTLE WATERS
<br />ZEPHYRHILLS, FL
<br />STRUCTURAL
<br />GENERAL NOTES
<br />AS NOTED
<br />2002160040
<br />2160040-SOOl.dwg
<br />DRAWING NO.
<br />2160040-SO01
<br />EV.
<br />1
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