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<br />GENERAL NOTES:
<br />G
<br />No. 32427
<br />1. PROVIDE CONSTRUCTION CONFORMING TO THE 2017 FLORIDA BUILDING CODE (SIXTH
<br />EDITION). REFERENCE TO OTHER STANDARDS, SPECIFICATIONS, OR CODES MEANS THE
<br />LATEST STANDARD OR CODE PUBLISHED AND ADOPTED.
<br />2. THESE NOTES APPLY EXCEPT WHERE OTHERWISE INDICATED BY DRAWINGS OR
<br />SPECIFICATIONS.
<br />3. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY.
<br />SUBMITTED SHOP DRAWINGS DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED
<br />STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE
<br />D RAVVI N G S.
<br />4. COORDINATE THE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL,
<br />MECHANICAL, ELECTRICAL, PLUMBING, CIVIL, AND ALL OTHER CONSULTANTS. NOTIFY THE
<br />ARCHITECT AND STRUCTURAL ENGINEER OF RECORD IN WRITING OF ANY CONFLICT AND/OR
<br />OMISSION.
<br />5. COORDINATE AND VERIFY FLOOR AND ROOF OPENING SIZES AND LOCATIONS SHOWN WITH
<br />ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. FOR ADDITIONAL
<br />OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS REFER TO THE ARCHITECTURAL
<br />AND MECHANICAL DRAWINGS. OBTAIN WRITTEN APPROVAL OF ADDITIONAL OPENINGS
<br />LARGER THAN 12"X 12" FROM THE STRUCTURAL ENGINEER OF RECORD.
<br />6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, ADEQUACY, AND SAFETY OF
<br />ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, AND ALL OTHER MEANS, METHODS,
<br />TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.
<br />7. COORDINATE THE BUILDING ORIENTATION WITH THE ARCHITECTURAL DRAWINGS.
<br />8. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT
<br />DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT
<br />CONSTRUCTION DOCUMENTS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL
<br />ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED AND SHALL BE MADE AVAILABLE
<br />AT THE JOB SITE.
<br />FOUNDATION:
<br />1 THE DESIGN OF FOUNDATIONS, RETAINING WALLS, AND SLABS -ON -GRADE IS BASED ON THE
<br />FOLLOWING CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BY UNIVERSAL
<br />ENGINEERING SCIENCES, DATED OCTOBER 29,2018, REVISED NOVEMBER 8,2018, PROJECT
<br />NUMBER 0830.1800145.
<br />ALLOWABLE SOIL BEARING PRESSURE: 3000 PSF
<br />COEFFICIENT OF SLIDING FRICTION: 0.40
<br />Ka (COEFFICIENT OF ACTIVE PRESSURE)- 0.33
<br />Kg (COEFFICIENT OF PASSIVE PRESSURE): 3.00
<br />Ko (COEFFICIENT OF AT REST PRESSURE): 0.50
<br />A GEOTECHNICAL REPORT WITH RECOMMENDED DESIGN CRITERIA MUST BE PROVIDED
<br />PRIOR TO THE START OF CONSTRUCTION.
<br />AFTER EXCAVATION, IF THE CONDITION OF THE SOILS DO NOT MEET THE RECOMMENDED
<br />DESIGN CRITERIA STATED IN THE GEOTECHNICAL REPORT, NOTIFY THE ARCHITECT AND
<br />STRUCTURAL ENGINEER OF RECORD SO THAT THE FOUNDATIONS MAY BE REDESIGNED IF
<br />NECESSARY.
<br />2. THE GEOTECHNICAL ENGINEER MUST VERIFY THE CONDITION AND/OR ADEQUACY OF ALL
<br />SUB -GRADES, FILLS, AND BACKFILLS PRIOR TO THE PLACEMENT OF FOUNDATIONS,
<br />FOOTINGS, SLABS, WALLS, ETC.
<br />3. LOCATE TOP OF EXTERIOR FOOTING ELEVATIONS l'-6" BELOW FINISHED FLOOR, BUT NOT
<br />LESS THAN l'-6" BELOW FINISHED GRADE, UNLESS NOTED OTHERWISE.
<br />4. LOCATE TOP OF INTERIOR FOOTING ELEVATIONS 1'-0" BELOW FINISHED FLOOR, UNLESS
<br />NOTED OTHERWISE.
<br />5. BACK FILLING WALLS:
<br />A. DEPOSIT BACKFILL AGAINST WALLS EVENLY AGAINST BOTH SIDES OF WALL UNTIL THE
<br />LOWER FINAL GRADE IS REACHED.
<br />B. DO NOT PLACE BACKFILL AGAINST WALLS DEPENDENT UPON TOP AND BOTTOM
<br />CONCRETE SLABS FOR SUPPORT UNTIL THE CONCRETE SLABS HAVE ATTAINED 65%
<br />OF THEIR DESIGN 28 DAY COMPRESSION STRENGTH.
<br />C. SHORE AND BRACE WALLS SHOWN MONOLITHIC WITH A SLAB -ON -GRADE AT THE TOP
<br />OF THE WALL DURING BACKFILLING OPERATIONS.
<br />6. CONSTRUCT COLUMN FOOTINGS AND WALL FOOTINGS MONOLITHICALLY WITH TOPS OF
<br />ADJACENT FOOTINGS AT THE SAME ELEVATION.
<br />7. FILLS:
<br />A. REMOVE ALL ORGANIC SOILS AND REPLACE WITH CLEAN STRUCTURAL FILL AT THE
<br />DIRECTION OF THE GEOTECHNICAL ENGINEER.
<br />B. PLACE FILL SOILS IN 6" MAXIMUM (LOOSE) LIFTS AT MOISTURE CONTENTS AS
<br />DESCRIBED
<br />IN THE GEOTECHNICAL REPORT.
<br />C. COMPACT ALL FILL WITHIN 10'-0" OF THE BUILDING LIMIT TO 98% STANDARD PROCTOR.
<br />D. TEST FIELD DENSITY AS DESCRIBED IN THE GEOTECHNICAL REPORT TO VERIFY
<br />ADEQUATE COMPACTION AND DESIGN BEARING PRESSURE.
<br />8. SIDES OF FOUNDATIONS MUST BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.
<br />FOUNDATIONS PLACED AGAINST THE EARTH REQUIRE THE FOLLOWING PRECAUTIONS:
<br />SLOPE SIDES OF EXCAVATIONS AS APPROVED BY THE GEOTECHNICAL ENGINEER AND
<br />CLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.
<br />9. WHERE FOOTING STEPS ARE NECESSARY, SLOPE NO STEEPER THAN ONE VERTICAL TO
<br />TWO HORIZONTAL.
<br />REINFORCED CONCRETE:
<br />1 PROVIDE REINFORCED CONCRETE CONFORMING TO THE FOLLOWING STANDARDS:
<br />ACI 301-10, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.
<br />ACI 318-14, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.
<br />ACI 302.1 R-04, GU I DE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION.
<br />ACI 360R-10, DESIGN OF SLABS -ON -GROUND.
<br />2. FULLY DOCUMENT AND SUBMIT FOR REVIEW THE PROPOSED MATERIALS AND MIX DESIGN
<br />FOR ALL CONCRETE. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING THE REQUIRED
<br />DESIGN STRENGTH. ALL CONCRETE TEST DATA MUST BE AVAILABLE AT THE JOB SITE.
<br />3. DETAIL CONCRETE REINFORCEMENT ACCORDING TO ACI SP-66 DETAILING MANUAL. SUBMIT
<br />SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS
<br />FOR PLACING CONCRETE REINFORCING AND ACCESSORIES. DO NOT BEGIN FABRICATION
<br />UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED BY THE STRUCTURAL ENGINEER
<br />OF RECORD. UNLESS SPECIFICALLY APPROVED OTHERWISE, DETAIL ALL CONCRETE WALLS
<br />AND BEAMS IN ELEVATION.
<br />4. PROVIDE NORMAL WEIGHT CONCRETE WITH 4000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.
<br />5. PROVIDE CONCRETE WITH:
<br />A. 4% TO 6% ENTRAINED AIR BY VOLUME IN CONCRETE PERMANENTLY EXPOSED TO
<br />WEATHER.
<br />B. THE USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IS NOT
<br />PERMITTED.
<br />C. PLACE CONCRETE AT A SLUMP OF 5" ± 1" UNLESS NOTED OTHERWISE.
<br />6. CONSTRUCT CONCRETE WALLS MONOLITHICALLY WITH ADJOINING COLUMNS UNLESS
<br />SPECIFICALLY NOTED OTHERWISE. INSTALL CONCRETE FOR SUCH WALLS THAT IS THE SAME
<br />TYPE AND STRENGTH AS SPECIFIED FOR COLUMNS.
<br />7. UNLESS NOTED OTHERWISE, PROVIDE REINFORCING STEEL CONFORMING TO ASTM A 615,
<br />GRADE 60.
<br />8. PROVIDE WELDED WIRE REINFORCMENT (W.W.R.) IN FLAT SHEETS (ROLLS NOT PERMITTED)
<br />CONFORMING TO ASTM A 1064. LAP WELDED WIRE REINFORCEMENT A MINIMUM OF 6" AT
<br />EACH SPLICE. PLACE WELDED WIRE REINFORCEMENT 1 Y2" BELOW THE TOP OF
<br />SLABS -ON -GRADE.
<br />9. FIBER REINFORCING MAY BE SUBSTITUTED FOR WELDED WIRE REINFORCMENT (W.W.R.) IN
<br />SLABS -ON -GRADE WITH THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.
<br />PROVIDE FIBER REINFORCING CONFORMING TO ASTM A 820, TYPE I AT 25 PCY DOSAGE.
<br />10. WATERSTOPS:
<br />A. PROVIDE AN ACTIVE SODIUM BENTONITE WATERSTOP IN ALL BELOW GRADE
<br />CONCRETE CONSTRUCTION JOINTS THAT IS MANUFACTURED SPECIFICALLY FOR THIS
<br />PURPOSE.
<br />B. INSTALL THE WATERSTOP MATERIAL IN STRICT CONFORMANCE WITH THE
<br />MANUFACTURER'S WRITTEN OR PUBLISHED INSTRUCTIONS.
<br />C. IF AN ADHESIVE IS REQUIRED TO FIX THE WATERSTOP MATERIAL TO THE CONCRETE
<br />SUBSTRATE ONLY USE MATERIAL THAT CONFORMS TO THE REQUIREMENTS OF THE
<br />WATERSTOP MANUFACTURER.
<br />11. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING CONCRETE COVER ON ALL
<br />REINFORCING STEEL:
<br />CONCRETE COVER
<br />CONCRETE AGAINST EARTH (NOT FORMED): 3"
<br />FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />#6 THROUGH #18 BARS: 211
<br />#5 BARS AND SMALLER: 1 Y210
<br />FORMED CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />SLABS: %"
<br />12. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE. SPLICE REINFORCING
<br />BARS ONLY AS SHOWN OR APPROVED. STAGGER SPLICES WHERE POSSIBLE. USE CLASS
<br />"B" TENSION SPLICES UNLESS NOTED OTHERWISE INCLUDING DOWELS.
<br />13. DO NOT LAP MORE THAN 50 PERCENT OF HORIZONTAL WALL REINFORCING IN A SINGLE
<br />VERTICAL PLANE.
<br />14. TIE ALL REINFORCING STEEL AND EMBEDDED ITEMS SECURELY IN PLACE PRIOR TO PLACING
<br />CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF THE
<br />REINFORCEMENT WITHIN SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES.
<br />15. "STICKING" DOWELS, ANCHOR RODS, OR OTHER EMBEDDED ITEMS INTO WET CONCRETE IS
<br />NOT PERMITTED.
<br />16. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS OF ALL FOOTINGS AND
<br />WALLS.
<br />17. CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".
<br />18. PROVIDE CONSTRUCTION OR CONTRACTION JOINTS IN SLABS ON GRADE SO THAT THE
<br />MAXIMUM AREA OF SLAB BETWEEN JOINTS IS NO MORE THAN 400 SQUARE FEET AND THE
<br />LENGTH BETWEEN CONTROL JOINTS IS NO MORE THAN 1 Y4 TIMES THE WIDTH BETWEEN
<br />CONTRACTION JOINTS.
<br />19. CONTRACTION OR CONSTRUCTION JOINTS: PROVIDE JOINTS UTILIZING THE DRY CUT
<br />(SOFF-CUT) METHOD.
<br />A. INITIATE SAW CUTTING AS SOON AS THE SLAB WILL SUPPORT THE WEIGHT OF THE SAW
<br />AND OPERATOR WITHOUT CHIPPING, SPALLING, TEARING OR DISTURBING FINAL FINISH
<br />(NORMALLY WITHIN 2 HOURS AFTER FINAL FINISHING AT EACH CONTROL JOINT
<br />LOCATION).
<br />a. SAW: PROVIDE A HUSQVARNA SOFF-CUT 150 SAW OR APPROVED EQUAL.
<br />b. SPACING: PROVIDE JOINTS AT SPACING SHOWN ON PLAN.
<br />c. DEPTH: PROVIDE JOINTS AT DEPTH SHOWN ON PLAN.
<br />d. SAW CUT JOINTS INA NEAT, VERTICAL STRAIGHT LINE.
<br />e. SAW CUT JOINTS TO BEY8" WIDTH.
<br />B. THE SAW OPERATION SHALL BE CARRIED ON AS REQUIRED DURING BOTH DAY AND
<br />NIGHT REGARDLESS OF CONDITIONS.
<br />C. SAW JOINTS AT THE REQUIRED SPACING CONSECUTIVELY IN THE SEQUENCE OF THE
<br />CONCRETE PLACEMENT.
<br />a. A CHALK LINE FOR MARKING JOINT LOCATION SHALL NOT VARY MORE THAN Y4" FROM
<br />THE TRUE JOINT ALIGNMENT.
<br />b. PROTECT ALL JOINT INTERSECTIONS WITH "SOFF-CUT JOINT PROTECTOR, METEGER
<br />MCGUIRE SPAL-PRO ROD" OR EQUAL.
<br />D. WORKMEN AND INSPECTOR SHALL WEAR CLEAN, RUBBER -SOLED FOOTWEAR, AND THE
<br />NUMBER OF PERSONS WALKING ON THE SLAB SHALL BE LIMITED TO THOSE ACTUALLY
<br />PERFORMING THE SAWING OPERATION.
<br />E. INITIAL JOINT CUTTING PROCEDURE:
<br />a. ATTEMPT A 5 FOOT LONG CUT AND EVALUATE IT FOR REVELING OR SPALLING
<br />BEFORE CUTTING ENTIRE SECTION.
<br />b. WHEN FIBERS ARE PULLED UP, DELAY THE CUTTING AND REPEAT THE ABOVE
<br />PROCEDURE UNTIL THE CUT REVEALS FIBERS.
<br />F. IMMEDIATELY AFTER THE JOINT IS SAWED, THE SAW CUT AND ADJACENT CONCRETE
<br />SURFACE SHALL BE THOROUGHLY CLEANED BY LIGHT SWEEP WITH A SOFT BROOM OR
<br />DRY VACUUM. ANY MEMBRANE -CURED SURFACE DAMAGED DURING SAWING
<br />OPERATIONS SHALL BE RE -SPRAYED.
<br />G. PROVIDE THE NUMBER OF SAWING UNITS EQUIPMENT POWER TO COMPLETE THE
<br />SAWING AT THE REQUIRED TIME.
<br />a. HAVE AN AMPLE SUPPLY OF BLADES AND ANTI -RAVELING SKID
<br />PLATES SHALL BE AVAILABLE ON THE JOB BEFORE CONCRETE
<br />PLACEMENT IS STARTED.
<br />b. PROVIDE AT LEAST ONE STANDBY SAWING UNIT IN GOOD WORKING
<br />ORDER AT THE JOBSITE AT ALL TIMES DURING THE SAWING
<br />OPERATION.
<br />c. REPLACE SAW BLADES AND ANTI -RAVELING SKID PLATES AS REQUIRED BY THE SAW
<br />MANUFACTURER.
<br />20. THE LOCATION OF CONSTRUCTION JOINTS REQUIRES THE APPROVAL OF THE STRUCTURAL
<br />ENGINEER OF RECORD.
<br />a. UNLESS NOTED OTHERWISE, THOROUGHLY ROUGHEN (BY MECHANICAL MEANS) AND
<br />CLEAN CONSTRUCTION JOINTS.
<br />b. APPLY SLUSH COAT AS SPECIFIED.
<br />21. ALL CONDUIT, SLEEVES AND PIPES EMBEDDED IN CONCRETE MUST CONFORM TO SECTION
<br />20.7 OF ACI 318 AND THE FOLLOWING UNLESS NOTED OTHERWISE:
<br />A. SLEEVES AND PIPES MUST BE PLACED SO THAT REINFORCING STEEL CAN BE PLACED
<br />B. WITH THE SPECIFIED COVER AND CLEAR DISTANCE BETWEEN BARS.
<br />C. THE CONCRETE COVERING OF PIPE AND SLEEVES MUST NOT BE LESS THAN ONE INCH.
<br />D. CLEAR DISTANCE BETWEEN SUCH PIPES AND SLEEVES MUST NOT BE LESS THAN ONE
<br />E. AND ONE-HALF INCHES.
<br />F. CONDUIT AND PIPES PLACED IN SLABS MUST NOT BE LARGER IN OUTSIDE DIAMETER
<br />G. THAN ONE-THIRD THE THICKNESS OF SLAB.
<br />H. DO NOT PLACE CONDUIT IN ELEVATED SLABS.
<br />22. THE PLACEMENT OF ALL REINFORCING STEEL MUST BE REVIEWED BY A PROFESSIONAL
<br />ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS TO BE CONSTRUCTED OR BY
<br />A REPRESENTATIVE RESPONSIBLE TO HIM (REF. ACE 318,26.13.1.2).
<br />STRUCTURAL STEEL:
<br />1. PROVIDE STRUCTURAL STEEL CONFORMING TO THE FOLLOWING STANDARDS:
<br />A. AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION
<br />B. AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
<br />C. AISC 303-10, CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS AND
<br />BRIDGES
<br />D. AISC 326-09, DETAILING FOR STEEL CONSTRUCTION, 3RD EDITION
<br />2. SHOP DRAWINGS:
<br />A. SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC 326-09.
<br />B. PROVIDE COMPLETE WELDING INFORMATION USING AWS SYMBOLS.
<br />C. USE PREQUALIFIED WELDED JOINTS PER AISC AND AWS D1.1 "STRUCTURAL WELDING
<br />CODE."
<br />D. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED
<br />BY THE STRUCTURAL ENGINEER OF RECORD.
<br />3. UNLESS NOTED OTHERWISE PROVIDE STRUCTURAL STEEL CONFORMING TO:
<br />A. WIDE FLANGE SHAPES: ASTM A992
<br />B. CHANNELS, ANGLES AND PLATES: ASTM A36
<br />C. HOLLOW STEEL SECTIONS (HSS): ASTM A500, GRADE B
<br />D. ANCHOR RODS: ASTM F 1554, GRADE 36.
<br />E. COMMON BOLTS: ASTM A307, GRADE A
<br />4. BOLTED CONNECTIONS:
<br />A. UNLESS NOTED OTHERWISE, MAKE ALL CONNECTIONS WITH 3/4" DIAMETER ASTM A 325
<br />BOLTS.
<br />B. ASSEMBLE AND INSPECT BOLTED CONNECTIONS IN ACCORDANCE WITH RESEARCH
<br />COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) "SPECIFICATION FOR JOINTS USING
<br />HIGH STRENGTH BOLTS", 2014.
<br />C. PROVIDE SNUG TIGHT JOINTS.
<br />5. WELDED CONNECTIONS:
<br />A. MAKE ALL WELDED CONNECTIONS IN ACCORDANCE WITH AWS D1.1-14 "STRUCTURAL
<br />WELDING CODE", USING TYPE E70XX ELECTRODES.
<br />B. EMPLOY ONLY CERTIFIED WELDERS.
<br />C. MAINTAIN PROOF OF CERTIFICATION AT THE JOB SITE.
<br />6. PROVIDE SPECIAL CONNECTIONS BETWEEN STEEL FRAMING COMPONENTS NOT DETAILED
<br />BY THE STRUCTURAL ENGINEER OF RECORD DESIGNED BY A PROFESSIONAL ENGINEER
<br />REGISTERED IN THE STATE WHERE THE PROJECT IS TO BE CONSTRUCTED INCLUDING BUT
<br />NOT LIMITED TO BRACE END CONNECTIONS, MOMENT RESISTING CONNECTIONS, MODIFIED
<br />BEAM SEAT CONNECTIONS, AND MEMBER SPLICE CONNECTIONS.
<br />7. DO NOT USE GAS CUTTING TORCHES TO CORRECT FABRICATION ERRORS IN STRUCTURAL
<br />STEEL FRAMING.
<br />8. PROVIDE TEMPORARY BRACING FOR STRUCTURAL STEEL FRAMING UNTIL ALL PERMANENT
<br />BRACING, MOMENT CONNECTIONS, AND FLOOR/ROOF DECKS (DIAPHRAGMS) ARE
<br />COMPLETELY INSTALLED.
<br />9. PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT
<br />PAINT STEEL SURFACES TO BE ENCASED IN CONCRETE, SURFACES TO RECEIVE
<br />FIREPROOFING, CONNECTIONS DESIGNATED AS FRICTION TYPE, SURFACES TO BE WELDED,
<br />OR SURFACES RECEIVING WELDED STUDS OR DEFORMED BAR ANCHORS ("DBNS") IN THE
<br />FIELD.
<br />COLD FORMED METAL FRAMING:
<br />1. PROVIDE COLD -FORMED METAL FRAMING CONFORMING WITH THE FOLLOWING STANDARDS:
<br />AISI S100-12 / S1.09 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED
<br />STEEL STRUCTURAL MEMBERS.
<br />2. PROVIDE CURTAIN WALL AND NON -LOAD BEARING WALL FRAMING INSTALLATION TO
<br />ACCOMMODATE VERTICAL DISPLACEMENT OF THE PRIMARY STRUCTURE.
<br />3. DESIGN SLIP TRACK USING THE GUIDELINES ESTABLISHED IN STEEL STUD MANUFACTURER'S
<br />ASSOCIATION (SSMA) TECHNICAL NOTE NUMBER 3, PUBLISHED APRIL 2000.
<br />4. PROVIDE STUDS, RUNNER TRACK, AND ASSOCIATED ACCESSORIES OF THE TYPE AND
<br />THICKNESS INDICATED ON THE DRAWINGS.
<br />5. PROVIDE STUDS, JOISTS, RUNNER TRACK, AND ACCESSORIES MANUFACTURED OF HOT DIP
<br />GALVANIZED ASTM A 1003 STEEL WITH THE FOLLOWING YIELD STRENGTH:
<br />33,000 PSI 43-MIL (18 GAGE) MEMBERS
<br />50,000 PSI 54-MIL (16 GAGE), 68-MIL (14 GAGE), AND 97-MIL (12 GAGE) MEMBERS
<br />6. SUBMIT SHOP DRAWINGS SHOWING THE SIZE OF ALL MEMBERS AND ALL CONNECTIONS
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
<br />TO BE CONSTRUCTED.
<br />A. REVIEW OF SHOP DRAWINGS BY THE STRUCTURAL ENGINEER OF RECORD IS FOR:
<br />1. GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS REGARDING
<br />ARRANGEMENT AND SIZES OF MEMBERS.
<br />2. THE DESIGNER'S INTERPRETATION OF THE DESIGN LOADS AND CONTRACT
<br />DOCUMENT DETAILS.
<br />7. MINIMUM CONNECTIONS (UNLESS NOTED OTHERWISE ON THE DRAWINGS):
<br />A. STUD TO STUD CONNECTIONS: A MINIMUM OF TWO 10 - 16 SELF TAPPING SCREWS.
<br />B. STUD TO TRACK CONNECTIONS: TWO 10 - 16 SELF TAPPING SCREWS.
<br />C. TRACK ON CONCRETE SLAB: 0.157" 0 X 1 Y4"POWER ACTUATED FASTENERS AT l'-6" ON
<br />CENTER MAXIMUM AT NON-X-BRACE LOCATIONS. SPACING = 12" O.C. MAXIMUM AT
<br />X-BRACE LOCATIONS.
<br />D. MULTIPLE STUD JAMBS: #10 SCREWS AT 12" ON CENTER PENETRATING EACH MEMBER.
<br />E. STUD TO WALL SHEATHING: Y2" X 1 %" BUGLE HEAD #6 SELF DRILLING SCREWS AT 8"
<br />ON CENTER.
<br />1. SEE ARCHITECTURAL DRAWINGS FOR EXACT SHEATHING TYPE.
<br />F. STUD TO STRUCTURAL STEEL: AS SHOWN ON SECTIONS.
<br />8. PROVIDE BRIDGING AND BRACING PER STUD MANUFACTURERS RECOMMENDATIONS.
<br />9. REINFORCE EXTERIOR STUDS THAT ARE CUT TO INSTALL MECHANICAL OR ELECTRICAL
<br />MATERIAL. SUBMIT REINFORCEMENT DETAIL FOR APPROVAL BEFORE PROCEEDING WITH
<br />CONSTRUCTION.
<br />10. ANY EXTERIOR BUILDING SINAGE PROVIDED BY THE OWNER IS TO HAVE THE SIGN FRAME
<br />ATTACHED PER THE MANUFACTURER'S RECOMMENDATION TO EVERY COLD FORMED STEEL
<br />WALL STUD THE SIGN FRAME CROSSES, BOTH TOP AND BOTTOM OF THE SIGN FRAME.
<br />STRUCTURAL MASONRY:
<br />1. PROVIDE STRUCTURAL MASONRY CONFORMING TO THE FOLLOWING STANDARDS:
<br />A. ACI 530-13 / ASCE 5-13 / TMS 402-13, BUILDING CODE REQUIREMENTS FOR CONCRETE
<br />MASONRY STRUCTURES.
<br />B. ACI 530.1-13 / ASCE 6-13 / TMS 602-13, SPECIFICATIONS FOR CONCRETE MASONRY
<br />STRUCTURES.
<br />2. LOAD BEARING MASONRY WALLS ARE DESIGNED IN ACCORDANCE WITH CHAPTERS 1 AND 2
<br />OF ACI 530.
<br />3. PROVIDE HOLLOW, LOAD BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO
<br />ASTM C 90 WITH A MINIMUM COMPRESSIVE STRENGTH OF MASONRY (F'M) OF 1500 PSI AND A
<br />NET STRENGTH OF 2000 PSI ON THE NET CROSS -SECTIONAL AREA OF CMU DETERMINED IN
<br />ACCORDANCE WITH ASTM C 140.
<br />4. PROVIDE BRICK MASONRY UNITS CONSTRUCTED OF CLAY OR SHALE CONFORMING TO ASTM
<br />C 652.
<br />5. PROVIDE MORTAR CONFORMING TO ASTM C 270, TYPE S. STANDARD MORTAR BED JOINT
<br />THICKNESS IS 3/8"AND MUST NOT VARY OUTSIDE OF THE RANGE BETWEEN ONE QUARTER
<br />INCH AND ONE HALF INCH. DO NOT USE AIR ENTRAINED MORTAR.
<br />6. PROVIDE GROUT FOR REINFORCED MASONRY CONFORMING TO ASTM C 476 WITH MINIMUM
<br />COMPRESSIVE STRENGTH OF 2500 PSI AND A MINIMUM SLUMP OF 10".
<br />7. PROVIDE STEEL REINFORCEMENT IN MASONRY WALLS CONFORMING TO ASTM A615, GRADE
<br />60.
<br />8. PROVIDE MASONRY TIES AND ANCHORS OF THE TYPE AND SPACING AS DETAILED ON THE
<br />STRUCTURAL DRAWINGS AND IN CONFORMANCE WITH ASTM A82.
<br />9. PROVIDE LADDER TYPE HORIZONTAL JOINT REINFORCING CONFORMING TO ASTM A951 IN
<br />ALL MASONRY WALLS. UNLESS NOTED OTHERWISE, PLACE 9 GAGE ZINC COATED LADDER
<br />TYPE HORIZONTAL JOINT REINFORCING AT 16" ON CENTER. LAP HORIZONTAL JOINT
<br />REINFORCING MINIMUM 12". USE PREFABRICATED'L'S AND'T'S AT CORNERS AND
<br />INTERSECTIONS.
<br />10. LAY ALL MASONRY UNITS IN RUNNING BOND.
<br />11. FOR GROUTED WALLS:
<br />A. THE MAXIMUM HEIGHT OF GROUT LIFTS MUST NOT EXCEED 64'.
<br />B. THE MAXIMUM UN -GROUTED HEIGHT OF CMU WALLS PRIOR TO GROUTING MUST NOT
<br />EXCEED 64".
<br />C. CONSOLIDATE AND RECONSOLIDATE GROUT IN ACCORDANCE WITH PARAGRAPH 3.5.E
<br />OF ACI 530.1.
<br />12. REINFORCEMENT:
<br />A. DETAIL REINFORCEMENT IN LOAD BEARING CMU WALLS IN ELEVATION ON SHOP
<br />DRAWINGS.
<br />B. LAP VERTICAL MASONRY WALL REINFORCING AS SHOWN IN THE MASONRY LAP
<br />LENGTH SCHEDULE AND PROVIDE MINIMUM BAR SPLICE LENGTH.
<br />13. PROVIDE VERTICAL CONTROL JOINTS IN ALL MASONRY WALLS NOT RETAINING EARTH.
<br />UNLESS NOTED OTHERWISE ON THE ARCHITECTURAL DRAWINGS, PLACE VERTICAL
<br />CONTROL JOINTS AT THREE TIMES THE WALL STORY HEIGHT, BUT NOT CLOSER THAN 26-0-
<br />ON CENTER OR FARTHER THAN 40'-0" ON CENTER.
<br />14. UNLESS NOTED OTHERWISE, PROVIDE MINIMUM (1) #5 VERTICAL BAR, GROUTED FULL STORY
<br />HEIGHT, AT EACH SIDE OF OPENINGS AND AT ALL CORNERS AND ENDS OF WALLS,
<br />INCLUDING BOTH SIDES AT ENDS OF WALL PANELS AT VERTICAL CONTROL JOINTS.
<br />15. UNLESS NOTED OTHERWISE, ANCHOR SIDES AND TOPS OF MASONRY WALL PANELS TO THE
<br />STRUCTURE BY DOVETAIL ANCHORS, METAL STRAPS, OR EQUIVALENT.
<br />16. PLACE CONNECTORS FOR MASONRY VENEERS AT NOT MORE THAN 16"ON CENTER
<br />VERTICALLY OR 24" ON CENTER HORIZONTALLY.
<br />17. PROVIDE A CONTINUOUS BOND BEAM AT THE TOP OF ALL MASONRY WALLS. UNLESS NOTED
<br />OTHERWISE REINFORCE BOND BEAMS WITH (2) #4 CONTINUOUS REINFORCING BARS.
<br />18. PROVIDE LEVEL B QUALITY ASSURANCE AS DESCRIBED IN TABLE 4 OF ACI 530.1-13 / ASCE
<br />6-13 / TMS 602-13.
<br />19. SAMPLE AND TEST GROUT IN ACCORDANCE WITH ARTICLES 1.4 B AND 1.6 OF ACI 530.1-13
<br />ASCE 6-13 / TMS 602-13.
<br />1
<br />2.
<br />POST -INSTALLED ANCHORS:
<br />GENERAL
<br />A. PRE -CONSTRUCTION DUTIES OF THE CONTRACTOR:
<br />1. ARRANGE FOR AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE
<br />INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED.
<br />2. PROVIDE THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED
<br />CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL
<br />ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.
<br />B. INSTALL POST -INSTALLED ANCHORS ONLY WHERE SPECIFIED ON THE CONSTRUCTION
<br />DOCUMENTS.
<br />C. OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING
<br />POST -INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN -PLACE
<br />ANCHORS.
<br />D. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS
<br />AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN
<br />ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.
<br />E. EXISTING REINFORCING BARS AND OTHER EMBEDDED MATERIAL CONTAINED IN THE
<br />CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS.
<br />1. CONTRACTOR REVIEW THE EXISTING STRUCTURAL DRAWINGS AND UNDERTAKE TO
<br />LOCATE THE POSITION OF MATERIAL EMBEDDED IN THE CONCRETE AT THE
<br />LOCATIONS OF THE DETAILED ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY,
<br />CHIPPING OR OTHER MEANS UNLESS IT IS NOTED ON THE DRAWINGS THAT THE BARS
<br />CAN BE CUT.
<br />F. DRILL AND CLEAN HOLES IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN
<br />INSTRUCTIONS.
<br />G. SUBMIT SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED
<br />BELOW TO THE ENGINEER -OF -RECORD PRIOR TO USE ALONG WITH:
<br />1. PROVIDE CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED
<br />PROFESSIONAL ENGINEER.
<br />2. PROVIDE CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS
<br />CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE
<br />SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR
<br />STANDARD(S) AS REQUIRED BY THE BUILDING CODE.
<br />3. INCLUDE CONSIDERATION OF CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION
<br />TEMPERATURE IN SUBSTITUTION REQUEST.
<br />4. EVALUATION OF SUBSTITUTIONS WILL BE BASED ON THEIR HAVING AN ICC ESR
<br />SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES,
<br />LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF
<br />COMPREHENSIVE INSTALLATION INSTRUCTIONS.
<br />CONCRETE ANCHORS
<br />A. MEDIUM DUTY MECHANICAL ANCHORS FOR USE IN CRACKED AND UN -CRACKED
<br />CONCRETE THAT HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI
<br />355.2 AND ICC-ES AC193. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
<br />1. HILTI KWIK BOLT-TZ EXPANSION ANCHORS (ICC ESR-1917)
<br />2. HILTI KWIK HUS-EZ AND KWIK HUS EZ-1 SCREW ANCHORS (ICC ESR-3027)
<br />3. SIMPSON STRONG -TIE "TITEN-HD' (ICC-ES ESR-2713)
<br />4. SIMPSON STRONG -TIE "STRONG -BOLT 2" (ICC-ES ESR-3037)
<br />5. DEWALT POWER -STUD + SD2 (ICC-ES-ESR 2502)
<br />6. DEWALT SCREW -BOLT + (ICC-ES-ESR 3889)
<br />B. HEAVY DUTY MECHANICAL ANCHORS FOR CRACKED AND UN -CRACKED CONCRETE
<br />USE:
<br />1. HILTI HDA UNDERCUT ANCHORS (ICC ESR 1546)
<br />2. HILTI HSL-3 EXPANSION ANCHORS (ICC ESR 1545)
<br />3. SIMPSON STRONG -TIE "TORQ-CUT" (ICC-ES ESR-2705)
<br />4. DEWALT "ATOMIC +" ANCHOR (ICC-ES-ESR 3067)
<br />C. ADHESIVE ANCHORS FOR USE IN CRACKED AND UN -CRACKED CONCRETE THAT HAVE
<br />BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308.
<br />PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
<br />1. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z ROD (ICC ESR-3187)
<br />2. HILTI HIT -RE 500-V3 EPDXY ADHESIVE ANCHORING SYSTEM WITH HAS-E THREADED
<br />ROD (ICC ESR-3814) FOR SLOW CURE APPLICATIONS.
<br />3. SIMPSON STRONG -TIE "SET-3G" (ICC-ES ESR 4057).
<br />4. DEWALT "PURE 110 +" STANDARD CURE EPDXY (ICC-ES-ESR 3298)
<br />5. DEWALT "AC100 +" FAST CURE/COLD WEATHER (ICC-ES-ESR 4027)
<br />6. PROVIDE STEEL ANCHOR ELEMENT CONSISTING OF CONTINUOUSLY THREADED
<br />ROD CONFORMING TO ASTM, A36 OR ASTM F 1154, GRADE 36.
<br />3. MASONRY ANCHORS
<br />A. ANCHORAGE TO SOLID -GROUTED CONCRETE MASONRY
<br />1. MECHANICAL AND CONCRETE SCREW ANCHORS FOR USE IN SOLID -GROUTED
<br />CONCRETE MASONRY MUST HAVE BEEN TESTED AND QUALIFIED FOR USE IN
<br />ACCORDANCE WITH ICC-ES AC01 OR AC106, RESPECTIVELY. PRE -APPROVED
<br />MECHANICAL AND CONCRETE SCREW ANCHORS INCLUDE:
<br />a. SIMPSON STRONG -TIE "STRONG BOLT2" (IAMPO UES ER-265)
<br />b. SIMPSON STRONG -TIE "TITEN-HD' (ICC-ES ESR-1056)
<br />c. HILTI KWIK HUS-EZ SCREW ANCHOR (ICC ESR-3056)
<br />d. HILTI KWIK BOLT-3 EXPANSION ANCHORS (ICC ESR-1385)
<br />e. DEWALT "SCREW -BOLT +" (ICC-ES-ESR 4042)
<br />f. DEWALT "POWIF-R-STUD + SD1" (ICC-ES-ESR 2966)
<br />2. ADHESIVE ANCHORS FOR USE IN SOLID -GROUTED CONCRETE MASONRY MUST
<br />HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58.
<br />PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
<br />a. SIMPSON STRONG-TIE"SET-XP" (ICC-ES ESR-1772)
<br />b. SIMPSON STRONG -TIE "AT-XP' (IAMPO UES ER-281)
<br />c. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM (ICC-ES ESR-2682)
<br />d. PROVIDE STEEL ANCHOR ELEMENT CONSISTING OF CONTINUOUSLY THREADED
<br />ROD CONFORMING TO ASTM, A36 OR ASTM F 1554, GRADE 36.
<br />e. DEWALT "AC100 + GOLD" (ICC-ES-ESR 3200)
<br />B. ANCHORAGE TO HOLLOW CONCRETE MASONRY/U NREIN FORCED CLAY BRICK
<br />MASONRY
<br />1. SCREW ANCHORS FOR USE IN HOLLOW CONCRETE MASONRY MUST HAVE BEEN
<br />TESTED AND QUALIFIED IN ACCORDANCE WITH ICC-ES AC106. PRE -APPROVED
<br />SCREW ANCHORS INCLUDE:
<br />a. SIMPSON STRONG -TIE "TITEN-HD"(ICC-ES ESR-1056)
<br />b. HILT[ KWIK HUS-EZ SCREW ANCHOR (ICC ESR-3056)
<br />c. DEWALT "AC100 + GOLD" (ICC-ES ESR-4105)
<br />2. ADHESIVE ANCHORS WITH SCREEN TUBES THAT ARE TESTED AND QUALIFIED IN
<br />ACCORDANCE WITH ICC-ES AC58 OR AC60, AS APPROPRIATE. USE THE APPROPRIATE
<br />SCREEN TUBE AS RECOMMENDED BY THE ADHESIVE MANUFACTURER. PRE -APPROVED
<br />ADHESIVE ANCHORS WITH SCREEN TUBES INCLUDE:
<br />a. SIMPSON STONG-TIE "SET-XP" (IAMIPO LIES ER-265)
<br />b. SIMPSON STRONG-TIE"ACRYLIC-TIE' (ICC-ES ER-5791)
<br />c. SIMPSON STRONG -TIE "ET" (ICC-ES ER-4945)
<br />d. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM (ICC ESR-3342)
<br />e. DEWALT "AC100 + GOLD" (ICC-ES ESR-3200)
<br />e. PROVIDE STEEL ANCHOR ELEMENT CONSISTING OF CONTINUOUSLY THREADED
<br />ROD.
<br />DESIGN LOADS:
<br />1. LIVE LOADS:
<br />UNIFORM CONCENTRATED
<br />STAIR 100 PSF ON 300 LB. ON AREA
<br />STAIR TREADS OF 4
<br />SQUARE INCHES
<br />STORAGE 125 PSF
<br />CORRIDORS 100 PSF
<br />ROOF 20PSF
<br />OA 0 RT"T kil 11191 9 A
<br />ULTIMATE WI D SPEED, VULT
<br />138 MPH
<br />NOMINAL DESIGN WIND SPEED, VASD
<br />107 MPH
<br />RISK CATEGORY
<br />11
<br />WIND EXPOSURE
<br />C
<br />INTERNAL PRESSURE COEFFICIENT
<br />±0.18
<br />COMPONENTS AND CLADDING
<br />PRESSURES - BUILDING A
<br />SEE 1 / SO.2 AND 2 / SO.2
<br />COMPONENTS AND CLADDING
<br />PRESSURES - BUILDINGS B,C,D,E,F,G
<br />SEE 3 / SO.2 AND 4 / SO.2
<br />3. FLOOD DESIGN DATA:
<br />FLOOD HAZARD ZONE DESIGNATION
<br />AE
<br />ELEVATION OF LOWEST FLOOR:
<br />113'-0"
<br />bennett&pless 10
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<br />1964 - 2019 Celebrating 55 Years
<br />of Structural Excellence
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<br />All Rights Reserved
<br />B & P Job Number 18161
<br />ST4XE OF
<br />DR!
<br />04-03-2019
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<br />ISSUE: FOR CONSTRUCTION
<br />REVISIONS: I I
<br />PROJECT NUMBER
<br />201812
<br />DATE 04-03-2019
<br />I I SHEET NUMBER I I
<br />S091
<br />
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