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REVISIONS
<br />BY
<br />GENERAL NOTES
<br />DESIGN CRITERIA
<br />1. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE
<br />LOADING CRITERIA OF ASCE 1-10, THE FLORIDA BUILDING CODE,
<br />2010 EDITION (BUILDING AND EXISTING BUILDING VOLUMES).
<br />2. DESIGN LOADS FOR THE STRUCTURE AND ITS COMPONENTS SHALL
<br />BE AS FOLLOWS:
<br />FLAT ROOF
<br />DEAD LOAD = 20 PSF
<br />LIVE LOAD = 20 PSF
<br />3. WIND CRITERIA FOR THE STRUCTURE SHALL BE AS FOLLOWS-
<br />WIND DESIGN METHOD = ALTERNATE ALL -HEIGHT METHOD.
<br />ULTIMATE WIND DESIGN SPEED = 135 MPH (3 SECOND WIND GUST)
<br />NOMINAL DESIGN WIND SPEED = 105 MPH.
<br />RISK CATEGORY OF STRUCTURE = II.
<br />WIND EXPOSURE CATEGORY = 5-
<br />WIND ENCLOSURE COEFFICIENT = t 0.18 (ENCLOSED).
<br />WIND PRESSURES FOR COMPONENT E CLADDING = REFER TO Slb.
<br />4. DEFLECTION LIMITS SHALL BE COORDINATED WITH ARCHITECTURAL
<br />DRAWINGS BASED ON MATERIALS SPECIFIED BY THE ARCHITECT.
<br />MATERIALS THAT REQUIRE DEFLECTION CRITERIA EXCEEDING
<br />CODE LIMITS PER THE MANUFACTURER'S AND/OR ARCHITECT'S
<br />SPECIFICATIONS SHALL MEET THE CRITERIA SPECIFIED BY THE
<br />MANUFACTURER AND/OR THE ARCHITECT.
<br />5. CONTRACTOR SHALL INFORM AND SUBMIT TO THE ENGINEER OF
<br />RECORD LOADING INFORMATION FOR ALL EQUIPMENT NOT SHOWN,
<br />OR DIFFERING FROM THOSE SHOWN, ON THE CONTRACT DRAWINGS.
<br />6. DELEGATE ENGINEERS SHALL ACCOUNT FOR SELF WEIGHT OF
<br />STRUCTURE IN DESIGN AS REQUIRED.
<br />EXISTING STRUCTURE
<br />1. CONTRACTOR SHALL FIELD VERIFY EXISTING DIMENSIONS,
<br />ELEVATIONS, AND CONDITIONS PRIOR TO CONSTRUCTION.
<br />DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ENGINEER OF RECORD BEFORE BEGINNING OF WORK
<br />2. TEMPORARY SHORING OF EXISTING AND NEW CONSTRUCTION SHALL
<br />BE THE CONTRACTOR'S RESPONSIBILITY UNTIL THE STRUCTURE IS
<br />COMPLETE AND HAS ATTAINED THE SPECIFIED STRENGTH.
<br />SHOP DRAWINGS AND SU5MITTALS
<br />I. SHOP DRAWINGS AND SUBMITTALS FOR ALL STRUCTURAL FRAMING,
<br />ELEMENTS, COMPONENTS, AND SYSTEMS INDICATED ON THE
<br />STRUCTURAL DRAWINGS SHALL BE SUBMITTED AND APPROVED BY
<br />THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION.
<br />2. SHOP DRAWINGS AND SUBMITTALS SHALL BE REVIEWED BY THE
<br />ENGINEER OF RECORD FOR OVERALL COMPLIANCE WITH
<br />CONTRACT DOCUMENTS. COMMENTS AND/OR CORRECTIONS
<br />MARKED ON SHOP DRAWINGS AND SUBMITTALS SHALL NOT
<br />ALLEVIATE THE CONTRACTOR FROM CONFORMANCE WITH THE
<br />CONTRACT DOCUMENTS.
<br />3. CONTRACT DOCUMENTS SHALL PRESIDE OVER SHOP DRAWINGS
<br />AND SUBMITTALS UNLESS APPROVED IN WRITING BY THE ENGINEER
<br />OF RECORD.
<br />4. SPECIAL ENGINEERING COMPONENTS SUCH AS PRE-ENGINEERED
<br />WOOD TRUSSES AND GOLD -FORMED STEEL SYSTEMS SHALL BE
<br />PROVIDED BY A DELEGATE REGISTERED PROFESSIONAL
<br />ENGINEER IN THE STATE OF FLORIDA WHO SHALL BE THE ENGINEER
<br />OF RECORD OF THESE SPECIAL ENGINEERING COMPONENTS PER
<br />THEFLORIDA
<br />L O
<br />RIDA ADMINISTRATIVE CODE SECTION 61G15-30.006.
<br />SIGNED AND SEALED DRAWINGS AND CALCULATIONS SHALL BE
<br />SUBMITTED FOR REVIEW OF GENERAL CONFORMANCE WITH THE
<br />DESIGN CRITERIA SPECIFIED BY THE ENGINEER OF RECORD.
<br />51TE WORK
<br />1. NO GEOTECHNICAL REPORT WAS PROVIDED TO THE ENGINEER OF
<br />RECORD FOR BUILDING FOUNDATION RECOMMENDATIONS BASED
<br />ON ACTUAL SOIL CONDITIONS. THE ASSUMED SOIL BEARING
<br />PRESSURE = 2000 PSF.
<br />2. A COMPLETE SOIL INVESTIGATION SHALL BE CONDUCTED AND
<br />COMPLETED BY A REGISTERED GEOTECHNICAL PROFESSIONAL
<br />ENGINEER IN THE STATE OF FLORIDA. THE RESULTS SHALL BE
<br />PRESENTED TO THE ENGINEER OF RECORD FOR REVIEW IN THE
<br />FORM OF A GEOTECHNICAL REPORT.
<br />3. NOTIFY THE ENGINEER OF RECORD IMMEDIATELY OF ANY
<br />DISCREPANCIES BETWEEN THE ASSUMED SOIL BEARING PRESSURE
<br />AND THE ACTUAL SOIL CONDITIONS. CHANGES NECESSARY TO THE
<br />CONTRACT DOCUMENTS DUE TO SPECIFIC INFORMATION IN THE
<br />GEOTECHNICAL REPORT SHALL BE CONSIDERED ADDITIONAL
<br />SERVICES.
<br />4. CONTRACTOR SHALL REVIEW THE GEOTECHNICAL REPORT AND
<br />MAKE ALL SITE PREPARATION IN ACCORDANCE TO THIS
<br />DOCUMENT,
<br />5. FILL MATERIAL SHALL BE CLEAN SOIL, FREE OF DEBRIS AND
<br />ORGANIC MATERIAL. FILL MATERIAL SHALL BE PLACED IN ONE
<br />FOOT LIFTS AND COMPACTED TO A CRITERIA NOT LESS THAN 9590
<br />OF ITS MODIFIED PROCTOR DENSITY.
<br />6. CONTRACTOR SHALL COORDINATE ALL BELOW GRADE PIPING
<br />ROUTING WITH THE FOUNDATIONS. NO PIPING THROUGH THE
<br />FOUNDATIONS SHALL BE ALLOWED. REFER TO CIVIL DRAWINGS FOR
<br />MINIMUM PIPING CLEARANCE BELOW THE FOUNDATIONS.
<br />1. FOUNDATION WALLS RETAINING SOIL SHALL BE BRACED UNTIL
<br />FLOOR SLABS ARE IN PLACE AND HAVE REACHED THEIR
<br />SPECIFIED COMPRESSIVE STRENGTH.
<br />CAST IN PLACE CONCRETE
<br />1. CAST IN PLACE CONCRETE SHALL COMPLY WITH THE
<br />REQUIREMENTS OF THE FOLLOWING CODES AND STANDARDS
<br />(LATEST EDITIONS):
<br />a_ BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
<br />(ACI 318).
<br />b. DETAILS AND DETAILING OF CONCRETE REINFORCEMENT (ACI
<br />315).
<br />c. SPECIFICATION FOR HOT WEATHER CONCRETING (ACI 305).
<br />d. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
<br />(ACI 301).
<br />e. CONCRETE REINFORCING STEEL INSTITUTE (CRSI).
<br />2. CONCRETE SHALL BE NORMAL WEIGHT UNLESS NOTED OTHERWISE
<br />AND SHALL COMPLY WITH ASTM C94 AND THE FOLLOWING:
<br />a. PORTLAND CEMENT SHALL CONFORM TO ASTM C150.
<br />b. AGGREGATES (3/4" MAX.) SHALL CONFORM TO ASTM C33.
<br />c. AIR ENTRAINING AGENT SHALL CONFORM TO ASTM C260.
<br />d. WATER REDUCING AGENT SHALL CONFORM t0 ASTM C494.
<br />e. FLYASH (2090 MAX.) CLASS F SHALL CONFORM TO ASTM
<br />C618-18.
<br />f. WATER SHALL BE POTABLE.
<br />g. REQUIRED SLUMP RANGE = 3" TO 5"_
<br />3. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE AS
<br />FOLLOWS:
<br />SLAB -ON -GRADE = 3000 PSI W/C RATIO = OB5
<br />MASONRY GROUT = 3000 PSI W/C RATIO = 0.55
<br />FOOTINGS = 3000 PSI W/C RATIO = OB2
<br />COLUMNS = 4000 PSI W/C RATIO = 0.45
<br />WALLS = 4000 PSI W/C RATIO = 0.45
<br />BEAMS = 4000 PSI W/C RATIO = 0.45
<br />TIE COLUMNS = 4000 PSI W/C RATIO = 0.45
<br />TIE BEAMS = 4000 PSI W/C RATIO = 0.45
<br />4. REINFORCING STEEL BARS USED SHALL BE DEFORMED BARS
<br />GRADE 60 KSI AND SHALL CONFORM TO ASTM Ab15.
<br />REINFORCEMENT SHALL BE BENT AND PLACED IN ACCORDANCE
<br />WITH CRSI REQUIREMENTS.
<br />5. WELDED WIRE FABRIC USED SHALL CONFORM TO ASTM A185 AND
<br />SHALL BE FURNISHED IN FLAT SHEETS, NOT ROLLS. MINIMUM MESH
<br />LAP SHALL BE (2) PANELS.
<br />6. MOISTURE BARRIER USED SHALL BE 6 MIL POLYETHYLENE.
<br />MINIMUM LAP At JOINTS SHALL BE 6".
<br />I. REINFORCING BAR COVER SHALL BE AS FOLLOWS:
<br />FOOTINGS = 3"
<br />SLAB ON GRADE = 3" (BOTTOM) P (TOP)
<br />COLUMNS AND TIE COLUMNS = 2" (EXTERIOR) 1 )�" (TYPICAL)
<br />SHEAR WALLS = 2" (EXTERIOR) 1 ,�" (TYPICAL)
<br />BEAMS AND TIE BEAMS = IV,
<br />8. CONTACTOR SHALL INSTALL, IN ACCORDANCE WITH CRSI
<br />REQUIREMENTS, TIES, SPACERS, CHAIRS, BOLSTERS, ETC
<br />NECESSARY TO HOLD REINFORCEMENT SECURELY DURING
<br />CONCRETE PLACEMENT. USE PLASTIC TIPS ON ALL EXPOSED
<br />SURFACES.
<br />9. CONTRACTOR SHALL COORDINATE LOCATION OF ALL OPENINGS,
<br />SLEEVES, RECESSES, EMBEDS, ACCESSORIES, ETC PRIOR TO
<br />CONCRETE PLACEMENT. NOTIFY ENGINEER OF RECORD OF ANY
<br />CONFLICTS WITH REPAR LOCATIONS. NO OPENING OR SLEEVE
<br />SHALL BE ALLOWED IN BEAMS OR COLUMNS UNLESS APPROVED
<br />BY THE ENGINEER OF RECORD.
<br />10. ALL PROPOSED CONSTRUCTION JOINT LOCATIONS SHALL BE
<br />SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND
<br />APPROVAL PRIOR TO CONCRETE PLACEMENT.
<br />11. CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER DESIGN,
<br />CONSTRUCTION, SHORING, RESHORING, AND BACKSHORING OF
<br />CONCRETE FORMS. DESIGN SHALL BE PERFORMED BY A
<br />REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA.
<br />12. CONCRETE FORMS SHALL BE COATED WITH COMMERCIAL
<br />COMPOUNDS THAT WILL NOT BOND, STAIN, OR ADVERSELY AFFECT
<br />THE CONCRETE SURFACES. FORMS SHALL BE WET BEFORE
<br />CONCRETE PLACEMENT. CONCRETE FORMS SHALL REMAIN IN
<br />PLACE UNTIL TESTING SAMPLES INDICATE THAT CONCRETE HAS
<br />ATTAINED A MINIMUM OF 6790 OF THE SPECIFIED COMPRESSIVE
<br />STRENGTH AT 28 DAYS.
<br />13. REPAIR AND PATCH DEFECTIVE AREAS AND HONEYCOMBS
<br />IMMEDIATELY AFTER REMOVAL OF FORMS WITH A HIGH STRENGTH
<br />CEMENT MORTAR NOTIFY THE ENGINEER OF RECORD FOR
<br />EVALUATION OF EXPOSED REINFORCING IN DEFECTIVE AREAS.
<br />14. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ONE OF THE
<br />FOLLOWING OPTIONS:
<br />a. APPLY A LIQUID MEMBRANE FORMING A CHEMICAL CURING
<br />COMPOUND CONFORMING TO ASTM C309.
<br />b. PROVIDE CONTINUOUS MOISTURE TO CONCRETE IN
<br />ACCORDANCE WITH ACI 301.
<br />16. CONCRETE SHALL BE CONSOLIDATED IN PLACE USING INTERNAL
<br />VIBRATORS.
<br />11. CONCRETE FINISHES (COLOR, CHAMFERING, ETC) SHALL BE PER
<br />ARCHITECTURAL DRAWINGS.
<br />15. THE FOLLOWING TESTS SHALL BE PERFORMED ON SITE BY A
<br />QUALIFIED TESTING LABORATORY AND COPY OF RESULTS SENT TO
<br />OWNER, ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR:
<br />a. COMPRESSIVE STRENGTH TESTS IN ACCORDANCE WITH ASTM
<br />C39. FOUR LAB -CURED AND FOUR FIELD -CURED CYLINDERS
<br />FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF OF EACH
<br />CLASS OF CONCRETE PLACED PER DAY. ONE CYLINDER SHALL
<br />BE TESTED AT 1 DAYS AND TWO CYLINDERS AT 26 DAYS. THE
<br />FINAL CYLINDER SHALL BE RESERVED AND TESTED, IF
<br />NECESSARY, WITH PRIOR APPROVAL FROM THE ENGINEER OF
<br />RECORD.
<br />b. SLUMP TESTS IN ACCORDANCE WITH ASTM C143.
<br />19. CAST IN PLACE CONCRETE SUBMITTALS:
<br />a. CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER
<br />OF RECORD FOR REVIEW AND APPROVAL PRIOR t0 CONCRETE
<br />PLACEMENT. SUBMITTALS SHALL BEAR MIX NUMBER, EXACT
<br />LOCATION WHERE MIX WILL BE PLACED IN THE STRUCTURE, AND
<br />BACKUP DATA FROM RECENT FIELD AND LAB CYLINDER TESTS.
<br />b. DETAILED SHOP DRAWINGS OF REINFORCING BARS INCLUDING
<br />NUMBER, SIZE, LOCATION, BAR LISTS AND BEND DIAGRAMS.
<br />STRUCTURAL STEEL
<br />I. STRUCTURAL STEEL SHALL COMPLY WITH THE REQUIREMENTS OF
<br />THE FOLLOWING CODES AND STANDARDS (LATEST EDITIONS):
<br />a. STEEL CONSTRUCTION MANUAL, AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION (AISC).
<br />b. ALLOWABLE STRESS DESIGN (ASD), AMERICAN INSTITUTE OF
<br />STEEL CONSTRUCTION (AISC).
<br />c. AMERICAN WELDING SOCIETY (AWS).
<br />2. STRUCTURAL STEEL USED SHALL BE ACCORDING TO "THE
<br />SPECIFICATION FOR DESIGN, FABRICATION, AND ERECTION OF
<br />STRUCTURAL STEEL FOR BUILDINGS" AS PUBLISHED BY (AISC) AND
<br />CONFORMING TO THE FOLLOWING:
<br />a. STRUCTURAL WIDE FLANGE (W) SHAPES SHALL CONFORM TO
<br />ASTM A992 WITH MINIMUM YIELD STRENGTH (N) = 50 KSI.
<br />b. STRUCTURAL TUBING, RECTANGULAR AND SQUARE (HSS), SHALL
<br />CONFORM TO ASTM A500 - GRADE B WITH MINIMUM YIELD
<br />STRENGTH (N) = 46 KSI.
<br />c. STRUCTURAL PIPE, ROUND (HSS), SHALL CONFORM TO ASTM A53
<br />- GRADE B WITH MINIMUM YIELD STRENGTH (Fy) = 42 KSI.
<br />d. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 WITH MINIMUM
<br />YIELD STRENGTH (N) = 36 KSI.
<br />e. STRUCTURAL STEEL SHAPES, PLATES, CHANNELS, AND ANGLES
<br />SHALL CONFORM TO ASTM A36 WITH MINIMUM YIELD STRENGTH
<br />(Fy) = 36 KSI.
<br />3. UNLESS NOTED OTHERWISE, OPENINGS SHALL NOT BE ALLOWED IN
<br />STEEL MEMBERS.
<br />4. SPLICES IN STRUCTURAL STEEL MEMBERS SHALL NOT BE ALLOWED
<br />UNLESS SHOWN ON APPROVED SHOP DRAWINGS.
<br />5. CONTRACTOR SHALL ERECT ALL BEAMS WITH THE NATURAL
<br />CAMBER UPWARD.
<br />6. BOLTED CONNECTIONS SHALL BE DESIGNED AND FABRICATED TO
<br />CARRY 55% OF THE TOTAL LOAD CAPACITY OBTAINED FROM PART
<br />2 OF THE (ASD/AISC) "ALLOWABLE UNIFORM LOADS IN KIPS FOR
<br />BEAMS LATERALLY SUPPORTED".
<br />-I. BOLTED CONNECTIONS SHALL INCLUDE A MINIMUM OF 2 BOLTS.
<br />BOLTS USED SHALL BE 3/4" DIAMETER MINIMUM UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS.
<br />8. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO
<br />"SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR
<br />A490 BOLTS".
<br />9. WELDS NOT SPECIFIED SHALL BE FILLET WELD WITH THICKNESS
<br />EQUAL TO X6" LESS THE LEAST THICK MEMBER ALL WELDS SHALL
<br />BE CLEANED AND PAINTED.
<br />10. STRUCTURAL STEEL MEMBERS SHALL RECEIVE At LEAST ONE COAT
<br />OF SHOP PRIMER PAINT AS PER THE STEEL STRUCTURES PAINTING
<br />COUNCIL (SSPC). REFER TO ARCHITECTURAL DRAWINGS AND
<br />SPECIFICATIONS FOR PREFERRED COLOR
<br />11. NON -SHRINK GROUT SHALL CONFORM TO ASTM C110-1 WITH MIN.
<br />COMPRESSIVE STRENGTH OF 6000 PSI, NON -CORROSIVE AND
<br />NON-FERROUS.
<br />12. THE FOLLOWING TESTS SHALL BE PERFORMED BY A QUALIFIED
<br />TESTING LABORATORY AND COPY OF RESULTS SENT TO OWNER,
<br />ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR:
<br />a. INSPECT ALL STRUCTURAL STEEL MEMBERS.
<br />b. INSPECT VISUALLY ALL BOLTED CONNECTIONS.
<br />c. TEST AT LEAST 25% OF BOLTED CONNECTIONS.
<br />d. TEST AT LEAST 50% OF FULL PENETRATION WELDS.
<br />e. TEST 10096 OF STRUCTURAL STEEL TRUSS CONNECTIONS.
<br />13. STRUCTURAL STEEL SUBMITTALS:
<br />a. DETAILED SHOP DRAWINGS SHOWING ALL STRUCTURAL STEEL
<br />LAYOUTS AND DETAILS, MEMBERS SIZES, STEEL GRADE,
<br />BOLTED AND WELDED CONNECTIONS, ETC NECESSARY TO
<br />FABRICATE AND ERECT STRUCTURAL STEEL FRAMING.
<br />b. DETAILED SHOP DRAWINGS FOR ALL CONNECTIONS NOT SHOWN
<br />ON THE CONTRACT DOCUMENTS SIGNED AND SEALED BY A
<br />REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF
<br />FLORIDA.
<br />c. DETAILED SHOP DRAWINGS FOR STEEL STAIRS SIGNED AND
<br />SEALED BY A REGISTERED PROFESSIONAL ENGINEER IN THE
<br />STATE OF FLORIDA.
<br />CONCRETE MASONRY UNITS
<br />I. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE
<br />REQUIREMENTS OF THE FOLLOWING CODES AND STANDARDS
<br />(LATEST EDITIONS):
<br />a. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES
<br />(ACI 530 AND TMS 402).
<br />In. SPECIFICATION FOR MASONRY STRUCTURES (ACI 530.1 AND TMS
<br />602).
<br />2. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90 AND
<br />SHALL BE HOLLOW LOAD BEARING CONCRETE MASONRY UNITS
<br />WITH THE FOLLOWING MINIMUM PROPERTIES:
<br />a. NORMAL WEIGHT, TYPE (I.
<br />b. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY
<br />UNITS = 1,900 PSI
<br />c_ NET AREA COMPRESSIVE STRENGTH OF MASONRY (F'm) = 1,500
<br />PSI
<br />3. MORTAR SHALL BE TYPE M OR S AND SHALL COMPLY WITH ASTM
<br />C2-I0.
<br />4. GROUT USED IN ALL FILLED CELLS AND MASONRY BEAMS SHALL
<br />BE COARSE GROUT AND SHALL COMPLY WITH ASTM C41ro WITH THE
<br />FOLLOWING MINIMUM PROPERTIES:
<br />a. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 3000
<br />PSI.
<br />b. MAXIMUM AGGREGATE SIZE SHALL BE 3/s".
<br />c. REQUIRED SLUMP RANGE = 8" TO 11".
<br />5. PROVIDE 4" x 4" CLEANOUT HOLES IN THE BOTTOM COURSE OF
<br />MASONRY FOR EACH GROUT POUR WHEN THE GROUT POUR HEIGHT
<br />EXCEEDS 5 FT. REMOVE DEBRIS FROM CLEANOUT HOLES PRIOR TO
<br />CAPPING. TOP OF GROUT POUR SHALL BE TERMINATED Y2" BELOW
<br />TOP OF MASONRY UNITS TO DEVELOP SHEAR KEY FOR CONTINUED
<br />GROUTING.
<br />6. CONSOLIDATE GROUT AT THE TIME OF PLACEMENT BY USE OF A
<br />LOW SPEED MECHANICAL VIBRATON. RECONSOLIDATE BY A LOW
<br />SPEED MECHANICAL VIBRATION AFTER INITIAL WATER LOSS AND
<br />SETTLEMENT HAS OCCURRED.
<br />-I. MASONRY UNITS CONSTRUCTION SHALL BE PLACED IN RUNNING
<br />BOND WITH 3/s" FACE SHELL BEDDING MORTAR JOINTS VERTICALLY
<br />AND HORIZONTALLY.
<br />8. REINFORCING STEEL BARS USED SHALL BE DEFORMED BARS
<br />GRADE 60 KSI AND SHALL CONFORM TO ASTM A615.
<br />S. HORIZONTAL REINFORCEMENT SHALL BE LADDER TYPE MASONRY
<br />WALL JOINT REINFORCEMENT TYPE DUR-O-WAL (OR EQUIVALENT)
<br />AND SHALL COMPLY WITH ASTM A82. HORIZONTAL REINFORCEMENT
<br />SHALL BE 9 GAUGE WIRE MINIMUM PLACED AT 16" o.c. MINIMUM LAP
<br />LENGTH AT SPLICE SHALL BE b".
<br />10. VERTICAL REINFORCEMENT BARS SHALL BE HELD IN POSITION AT
<br />TOP AND BOTTOM WITH Y4" MINIMUM CLEARANCE TO THE MASONRY
<br />WALLS AND ONE BAR DIAMETER BETWEEN BARS. VERTICAL
<br />REINFORCEMENT SHALL EXTEND FROM FOUNDATION TO CONCRETE
<br />BEAM OR TIE -BEAM.
<br />11. PROVIDE MASONRY CONTROL JOINTS AT LOCATIONS INDICATED ON
<br />ARCHITECTURAL DRAWINGS WITH MAXIMUM SPACING OF 34'-0".
<br />12. MASONRY CONSTRUCTION SHALL BE INSPECTED IN ACCORDANCE
<br />WITH ALL APPLICABLE CODE PROVISIONS.
<br />13. CONCRETE MASONRY UNITS SUBMITTALS:
<br />a. TYPE OF CONCRETE MASONRY UNITS AND COMPRESSION
<br />STRENGTH TEST RESULTS.
<br />b. MASONRY GROUT MIX DESIGN SHALL BE SUBMITTED TO THE
<br />ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO
<br />GROUT PLACEMENT. SUBMITTALS SHALL BEAR MIX NUMBER,
<br />EXACT LOCATION WHERE MIX WILL BE PLACED IN THE
<br />STRUCTURE, AND BACKUP DATA FROM RECENT FIELD AND LAB
<br />CYLINDER TESTS.
<br />c. DETAILED SHOP DRAWINGS OF REINFORCING BARS INCLUDING
<br />NUMBER, SIZE, LOCATION, BAR LISTS AND BEND DIAGRAMS.
<br />STEEL 5AR JOISTS AND JOIST GIRDERS
<br />1. STEEL BAR JOISTS AND JOIST GIRDERS SHALL COMPLY WITH THE
<br />REQUIREMENTS OF THE FOLLOWING CODES AND STANDARDS
<br />(LATEST EDITIONS):
<br />a. STEEL JOIST INSTITUTE (SJI).
<br />b. STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS.
<br />c. STANDARD SPECIFICATIONS FOR LONGSPAN STEEL JOISTS AND
<br />DEEP LONGSPAN STEEL JOISTS.
<br />d. STANDARD SPECIFICATIONS FOR JOIST GIRDERS.
<br />e. CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST
<br />GIRDERS.
<br />2. STEEL BAR JOISTS AND JOIST GIRDERS MANUFACTURER SHALL BE
<br />A MEMBER OF THE STEEL JOIST INSTITUTE (SJI).
<br />3. K-SERIES STEEL BAR JOISTS SHALL BEAR 4" MINIMUM ON
<br />MASONRY AND 2,�" MINIMUM ON STEEL U.N.O.
<br />4. ROOF STEEL BAR JOISTS AND BRIDGING SHALL BE DESIGNED FOR
<br />THE NET ROOF UPLIFT FORCES INDICATED ON THE DRAWINGS
<br />DESIGN SHALL BE CARRIED BY A DELEGATE REGISTERED
<br />PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA HIRED BY THE
<br />STEEL BAR JOISTS AND JOIST GIRDERS MANUFACTURER TO
<br />GENERATE SIGNED AND SEALED DOCUMENTS FOR THE DESIGN AND
<br />DETAILING.
<br />5. STEEL BAR JOISTS BRIDGING SHALL BE PROPERLY INSTALLED
<br />PRIOR TO CONSTRUCTION LOADS APPLICATION.
<br />6. BOTTOM CHORD CEILING EXTENSIONS SHALL BE PROVIDED WHERE
<br />INDICATED ON ARCHITECTURAL DRAWINGS.
<br />1 STEEL BAR JOISTS, JOIST GIRDERS AND ALL RELATED
<br />ACCESSORIES SHALL RECEIVE ONE SHOP COAT OF PAINT. COLOR
<br />SHALL BE AS INDICATED ON ARCHITECTURAL DRAWINGS.
<br />8. CONTRACTOR SHALL VERIFY EXACT LOCATION, SIZE AND WEIGHT
<br />OF ALL EQUIPMENT OR UNIQUE LOADS PRIOR TO JOISTS OR
<br />GIRDERS FABRICATION.
<br />S. STEEL BAR JOISTS AND JOIST GIRDERS SUBMITTALS:
<br />a. DETAILED SHOP DRAWINGS INCLUDING LAYOUT OF STEEL BAR
<br />JOISTS, JOIST GIRDERS, BRIDGING, CONNECTIONS AND
<br />ACCESSORIES.
<br />b. SIGNED AND SEALED CALCULATIONS FOR SPECIAL JOISTS
<br />(SP-JST) CARRIED OUT BY A DELEGATE REGISTERED
<br />PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA SHALL BE
<br />SUBMITTED FOR REVIEW OF GENERAL CONFORMANCE WITH THE
<br />DESIGN CRITERIA SPECIFIED BY THE ENGINEER OF RECORD.
<br />STEEL ROOF DECK
<br />1. STEEL ROOF DECK SHALL COMPLY WITH THE REQUIREMENTS OF
<br />THE FOLLOWING CODES AND STANDARDS (LATEST EDITIONS):
<br />a. STEEL DECK INSTITUTE (SDI)
<br />b. AMERICAN WELDING SOCIETY (AWS).
<br />2. STEEL ROOF DECK SIZE AND PROFILE SHALL BE AS INDICATED ON
<br />THE DRAWINGS AND AS MANUFACTURED BY VULCRAFT (OR
<br />EQUIVALENT).
<br />3. STEEL ROOF DECK SHALL BE GALVANIZED AND INSTALLED IN (3)
<br />SPANS SEGMENTS MINIMUM.
<br />4. MINIMUM DESIGN YIELD STRENGTH OF STEEL ROOF DECK SHALL BE
<br />Fy = 33 KSI.
<br />5. ALL WELD SHALL BE CLEANED, PAINTED AND PERFORMED BY
<br />CERTIFIED WELDERS.
<br />6. STEEL ROOF DECK SUBMITTALS:
<br />a. DETAILED SHOP DRAWINGS INCLUDING LAYOUT, TYPE,
<br />FASTENING PATTERN AND ALL ACCESSORIES OF STEEL ROOF
<br />DECK
<br />COLD -FORMED STEEL STRUCTURAL FRAMING
<br />I. COLD -FORMED STEEL STRUCTURAL FRAMING SHALL COMPLY WITH
<br />THE REQUIREMENTS OF THE FOLLOWING CODES AND STANDARDS
<br />(LATEST EDITIONS):
<br />a_ SPECIFICATION FOR THE DESIGN OF GOLD -FORMED STEEL
<br />STRUCTURAL MEMBERS (AISI).
<br />b. AMERICAN WELDING SOCIETY (AWS).
<br />2. MINIMUM DESIGN YIELD STRENGTH OF 20 AND 18 GAUGE SHALL BE
<br />Fy = 33 KSI AND SHALL COMPLY WITH ASTM A446, GRADE A.
<br />MINIMUM DESIGN YIELD STRENGTH OF 16, 14 AND 12 GAUGE SHALL
<br />BE Fy = 50 KSI AND SHALL COMPLY WITH ASTM ,A44(o, GRADE D.
<br />3. MEMBERS GALVANIZED FINISH SHALL COMPLY WITH ASTM A525,
<br />GbO.
<br />4. STANDARD STEEL TRACKS, CLIPS, BRACINGS, BLOCKINGS, LINTELS,
<br />WEB STIFFNERS, SCREWS AND ACCESSORIES SHALL BE PROVIDED
<br />AS NEEDED PER THE MANUFACTURER'S RECOMMENDATIONS TO
<br />COMPLETE THE FRAMING.
<br />5. BRIDGING SHALL BE PROVIDED AND INSTALLED AS PER THE
<br />MANUFACTURER'S RECOMMENDATIONS. MEMBERS SPLICING SHALL
<br />NOT BE PERMITTED.
<br />6. COLD -FORMED STEEL STRUCTURAL FRAMING MEMBERS ARE
<br />SPECIFIED AS MANUFACTURED BY DIETRICH METAL FRAMING (OR
<br />EQUIVALENT). MEMBERS SHALL COMPLY WITH MINIMUM FOLLOWING
<br />PROPERTIES:
<br />4" 20 GA. CSJ STUDS A = 0211 Ix = 0.699 Sx = 0349
<br />6" 20 GA. CSJ STUDS A = 0346 Ix = 1.808 Sx = 0.603
<br />6" 16 GA. CSJ STUDS A = OBB-I Ix = 2.863 Sx = 0.954
<br />-1. ALL WELD SHALL BE CLEANED, PAINTED AND PERFORMED BY
<br />CERTIFIED WELDERS.
<br />8. COLD -FORMED STEEL STRUCTURAL FRAMING SUBMITTALS:
<br />a. DETAILED SHOP DRAWINGS INCLUDING LAYOUT, FRAME MEMBER
<br />SIZE AND SPACING, MATERIAL SPECIFICATIONS AND
<br />CONNECTIONS.
<br />POST -INSTALLED ANCHORS
<br />I. POST -INSTALLED ANCHORS SHALL COMPLY WITH THE
<br />REQUIREMENTS OF THE FOLLOWING CODES AND STANDARDS
<br />(LATEST EDITIONS):
<br />a. QUALIFICATION OF POST -INSTALLED MECHANICAL ANCHORS IN
<br />CONCRETE E COMMENTARY (ACI 3552).
<br />b. INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES).
<br />2. THE SPECIFIED PRODUCTS ARE THE DESIGN BASIS FOR THIS
<br />PROJECT. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN
<br />THOSE LISTED BELOW MAY BE SUBMITTED BY THE CONTRACTOR
<br />t0 THE ENGINEER -OF -RECORD (EOR) FOR REVIEW. SUBSTITUTIONS
<br />WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE
<br />REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE
<br />APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE
<br />CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS
<br />CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES
<br />OF THE DESIGN BASIS PRODUCT. CONTRACTOR SHALL CONTACT
<br />MANUFACTURER'S REPRESENTATIVE FOR PRODUCT INSTALLATION
<br />TRAINING AND A LETTER SHALL BE SUBMITTED TO THE FOR
<br />INDICATING TRAINING HAS TAKEN PLACE. SPECIAL INSPECTIONS
<br />ARE REQUIRED PER THE IBC AND [CC -ES REPORTS.
<br />3. FOR ANCHORING INTO CONCRETE
<br />a. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND
<br />QUALIFIED FOR USE IN ACCORDANCE WITH AC13552 AND [CC -ES
<br />AC193. PRE -APPROVED ANCHORS INCLUDE:
<br />I. SIMPSON STRONG -TIE "TITEN-HD" ([CC -ES ESR-2-113).
<br />II. SIMPSON STRONG -TIE "STRONG -BOLT 2" (ICC-ES ESR-3037).
<br />b. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED
<br />FOR USE IN ACCORDANCE WITH AC1355A AND ICC-ES AC308.
<br />PRE -APPROVED ANCHORS INCLUDE:
<br />I. SIMPSON STRONG -TIE "SET-XP" (ICC-ES ESR-2508).
<br />4. FOR ANCHORING INTO SOLID -GROUTED CONCRETE MASONRY
<br />a. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND
<br />QUALIFIED FOR USE IN ACCORDANCE WITH (CC -ES AC01 OR
<br />ICC-ES ACI06. PRE -APPROVED ANCHORS INCLUDE:
<br />I. SIMPSON STRONG -TIE "TITEN-HD" (ICC-ES ESR-1056).
<br />II. SIMPSON STRONG -TIE "WEDGE -ALL" (ICC-ES ESR-1396).
<br />b. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED
<br />FOR USE IN ACCORDANCE WITH ICC-ES AC58. PRE -APPROVED
<br />ANCHORS INCLUDE:
<br />1. SIMPSON STRONG -TIE "SET" (ICC-ES ESR-1112).
<br />5. FOR ANCHORING INTO HOLLOW CONCRETE MASONRY
<br />a. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND
<br />QUALIFIED FOR USE IN ACCORDANCE WITH [CC -ES AC106.
<br />PRE -APPROVED ANCHORS INCLUDE:
<br />I. SIMPSON STRONG -TIE "TITEN-HD".
<br />b. ADHESIVE ANCHORS WITH SCREEN TUBES SHALL HAVE BEEN
<br />TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES
<br />AC58. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS
<br />RECOMMENDED BY THE ADHESIVE MANUFACTURER
<br />PRE -APPROVED ANCHORS WITH SCREEN TUBES INCLUDE:
<br />I. SIMPSON STRONG -TIE "SET" (ICC-ES ESR-1-1 12).
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<br />Date: 06. 12. 12
<br />Scale: AS NOTED
<br />Project Mgr: MSC
<br />Drawn:
<br />Job: 10-61
<br />Sheet
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