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<br />IF—�F
<br />ROOF WIND DESIGN PRESSURES
<br />HEY (GROSS) ASCE 1
<br />ZONE 1 = 23.79 PSF (33.79)
<br />ZONE 2 = 39.48 PSF (49.48)
<br />ZONE 3 = 67.16 PSF (77.16)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 MPH
<br />WIND EXPOSURE: "C"
<br />RISK CATAGORY: 11
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT - 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" STRUCTURAL
<br />SHEATHING EXP 1(24/16) or 15/32" STRUCTURAL SHEATHING EXP 1
<br />(32f16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/3T
<br />STRUCTURAL SHEATHING EXP 1 (32/16) .(SEE TABLE FOR FIELD AND
<br />EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN
<br />NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4'
<br />OF GABLE END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA.
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />8d
<br />RING SHANK,
<br />2318'
<br />0.113
<br />170Opp
<br />(16-20 RINGS
<br />F1667
<br />RSRS41
<br />SCREW SHANK
<br />PER INCH)
<br />SO
<br />RING SHANK,
<br />PNEUMATIC
<br />23/8"
<br />0.113
<br />F1667
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE 112" CDX OR 711 6"O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT
<br />4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Sd RING SHANK GUN NAILS AT 6" O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM
<br />(INSTALLED PER MANUR SPECS.) SEE DETAIL.
<br />ROOF SHEATHING ATTACHEAMENT SPACNG
<br />ZONE V Bd NAILS @ 4- O.C. ON EDGE AND S" O.C. IN FIELD
<br />ZONE 2e, 2n, 2r: 8d NAILS 0 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3r: 8d NAILS Q 4" D.C. ON EDGE AND 4" O.C. IN FIELD
<br />8d RING SHANK GUN NAILS @ 4" O.C.
<br />.. TOP & BOTTOM EDGES ,.
<br />1i '
<br />RAFTER OR TRUSS _
<br />ROOF SHEATHING
<br />■mm 11
<br />. ��u�' 11
<br />■��==L 11
<br />mm_m► 111111 . .
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />TRUSS 2X4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING
<br />16"O.C. IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP
<br />BLOCKING G 16" O.C. FIRST 4 BAYS Wf (2)12d NAILS EA
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />C8d RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT"
<br />TABLE FOR FIELD SPACING
<br />(—#8 2- DECK SCREWS 0 6"-8" O.C. MAX G
<br />EDGES & 12" O.C. MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />TYP. 314" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES. DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBCR 2020.71N EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 402J602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SfTUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />TO THE ATTENTION OF THE: ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />OF THE WORK -
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC33C33G1. MRXIMMAGGREGATE SIZE WALL BE 3W.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO FARM OR WEATHER
<br />WOOD:
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE AFETO BE CIMAFERED 3W
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO.2 OR BETTER. F6 = 1100 PSI AND A MODULUS OF
<br />PROVIDE CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRME UNDER ALL WHERE SIABS-0NGRIX#ID INDICATED ON
<br />ROVIDE 6
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />RAWMGG. SEAMS LAPPED S INCHES AND SEMID WITH ADHESIVE E TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />FORMWORK
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION; RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2, STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2.
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />WELDED WIRE MESH,
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WELDED WIRE MESH, SHALL BE ASTM A7064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WOOD TRUSSES:
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2' CHAIRS SPACED 3'-0' OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE 'NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />DO NOT SCALE DRAWINGS, THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A61WISM GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A616
<br />MEETfNG THE REQUIREMENTS OF ASTM A446/A446M, GRADE A. AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE. AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOAM:
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND -BCSI LATEST EDITION'
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 pN
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 psf TOP CHORD--r4
<br />REVIEW,
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25' #6 BAR - 3V
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD t1Dn- .-rd
<br />#5 BAR - 30" #7 BAR - 42"
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36" x 36" CORNER BARS, BOND SEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSUASCE 7 88: 1990.
<br />p#f TOP CHORD p CHORD
<br />STOP
<br />(7 psf ASPHALT SHINGLES) pat GYPCRETE)
<br />(7 (1
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />5 p
<br />10 BTM CHORD 5 psf BTM CHORD
<br />S I C
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />D
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10psf
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 Psf
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />WIND: DEAD LOAD SPEED =2R2020) MPH SU SECOND GUST
<br />(NICE EXPOSURE C. RISK CATEGORY II)
<br />(FBCBLE
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />BIT ATTIC WITH LIMBED
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE:
<br />LAYOUT. SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20pst, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30Def, BALCONIES (EXTERIOR)
<br />WITH FIXED STAIRS: 0psf,
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />MASONRY:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />40psf
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW.
<br />'SPECIFICATION MASONRY STRUCTURES' (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO VERIFY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM CAD, GRADE fM - 20M PSI. BLOCK SHALL BE PLACED USING
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL 13E RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERW SE NOTED. LAY�1P MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 318"
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8' TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATION/ SITE PREPARATION:
<br />TYPE 'M"OR"S'MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 FOOTINGANDPL
<br />MIXEDASO OUTLINED UNDER ASTM HORIZONTAL
<br />EXCAVATIONS AND SLAB BE COMPACTED TO A DRY DENSITY OF AT LEAST OF THE
<br />THAT EXTEND INTO
<br />SHALL BE THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />SHALL B 3/8" T ICI REMOVE M PROTRUSIONS
<br />ENALL
<br />MAXIMUM DRY 7. T
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM 61557. TREAT ALL
<br />BE
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />REINFORCING.
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
<br />MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
<br />STRUCTURAL STEEL:
<br />BE MADE BY THE GEO-TECH. ENGINEER.
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<br />`.� .E-�,
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />A36/A36M, Fy = 36 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />AS00/A500M, GRADE 8, Fy = 46 MI. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy =
<br />2.500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />35 ksl. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTL#RAL TERRACE SLAB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A3D7 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR $HALL SUBMIT PROPOSED MIX DESIGNS. WITH HISTORICAL STRENGTH DAT0. FOR EACH SEPARATE MU( PRIOR To
<br />MI NS. HHIST M STRENGTHDATA FOREACH
<br />$ ALL SURCONCRETE
<br />OTHER BOLTS SHILL BE ASTM F3125IF3126M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />CONCRETE SLUMP SMALL EXCEED THE
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTMGAIC94M OR WASM6NG, MIXING, TRANSPORTING
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL.
<br />ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED W ITS FINAL POSITION SHA L NOT EXCEED 90 MINUTES. IF FOR ANY REASON
<br />THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALLBE
<br />THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE YW TH THE ABOVE
<br />REWIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A. TFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUNDATIONSr
<br />& FOR CONCRETE EXPOSED TO EARTH AID/OR WEATHER
<br />1.1rT FORM ANDSMALLER
<br />2' FOR 05 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />31V FOR SUBS, WALLS AND JOISTS
<br />I-12" FOR BEAM AND COLUMN PRIMARY FEJNFORCELENT, TIES, STIRRUPS
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />S#E
<br />TYPE
<br />SPACING
<br />REAIAAKS
<br />W-Tm
<br />SITE
<br />TYPE
<br />SPACIAL
<br />gEANIE6
<br />FUWtING To
<br />IMASONRYICONC.
<br />CA4E-El
<br />NAX1t?LONG.%
<br />e'ac
<br />GARAGEOOORBUCK
<br />10 BIASONRYI�NC.
<br />Ir OW
<br />NO WASHER
<br />TAPCIXI AIASpRY
<br />ASTENER
<br />e.
<br />MBED., r EW D.I.
<br />YT EDGEDXIT.
<br />SGO,AL.EM.�OORS
<br />UPT.SEEN 6
<br />CASE NAROEH:O COIL
<br />rOA
<br />SiAGGEIED
<br />WWC/w,DOOIL fA3TQff0
<br />INTO IMSONtYAXINO.
<br />GARAGEDOORB110(
<br />To1M9gtYWA]IIC.
<br />1?IXl W/
<br />EIPANBIDNBOLT
<br />2r O'C
<br />rEA18ED.,rFIA 06T.,
<br />SEDGE DUST.
<br />wsAaW eucK
<br />CASE HARDEFFO colt
<br />role
<br />wx4wwmeow FASTENED
<br />AA:rus T.
<br />CONTACT THIS ENGINEER FOR SPACING
<br />v Pr. SEE NorEs
<br />XltrrLONc.
<br />siAGGer<D
<br />INTO M.soISUrAxxA.
<br />AtAsoFar/ca+c.
<br />REQUIREMENTS
<br />EM.SWMG DOOR
<br />BUCKH,PT,SEENOTEB
<br />ITT Bn81xA.
<br />NO WASHER
<br />•iAFOOer
<br />FASTNER
<br />tS"OTC
<br />11?EMBED,r END.
<br />DIST.,—DGEDHT.
<br />NON .G-
<br />WALL TO GONG ERNE
<br />1T EKPA- YT O,G 'EMSED.rENp
<br />WIWASHER Bq,T D19T.,TEIX3E GIST
<br />a PrwwDovYeucrc 8.1SS•PNxTIB• rCA rEND. DIST.,I IIY
<br />PT TO STEEL CCU., SEE pSNER GGEREO EDGE DIST.
<br />A Ee
<br />NoTo
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURERS SPECS AND / OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HI TI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
<br />6. W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774.6078
<br />FAX 407-7744078
<br />www.abdesigngroup.com
<br />AA #, 0003325 J
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<br />BU13DIV. & LOT:
<br />ABBOTT PARK
<br />LOT #9
<br />BLK #11
<br />PROJECT/'
<br />04181.000-09111
<br />MODEL"
<br />4EBB
<br />"1828-CALIF"
<br />GARAGE SIFMG:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />16 PH XP.
<br />aA
<br />NO
<br />ram a
<br />DATE: 01/20/21
<br />SCALE: 1/4"=1F-0"
<br />sFIEET
<br />S N1
<br />TYP. EXT. SHEATHING ATTACHMENT
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