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<br />rl`—ACI`
<br />Hw RooF F —F
<br />ROOF WIND DESIGN PRESSURES
<br />ZONE 1 = 20.97 PSF (30.97)
<br />ZONE 2 = 35.67 PSF (45.67)
<br />ZONE 3 = 61.06 PSF (71.06)
<br />"A'= 4'-W END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: "B'
<br />RISK CATAGORY: it
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT+- 0.18
<br />ROOF DAPHRAOM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
<br />O.S.B. OR 1/2" COX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 5/8 COX EXT. PLYWOOD, WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />" PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS W/ IN W OF GABLE
<br />END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. DMA.
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />Ed
<br />RING SHANK,
<br />21/2"
<br />0.120"
<br />1-10,000
<br />RI
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />Sd
<br />SCREW SHANK
<br />2 12"
<br />0.120'
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4'
<br />2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST 2 FRAMING
<br />ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />PMV CHFATHING
<br />EXTERIOR SHEATHING
<br />USE 1/2" COX OR 7/16" O.S.B. PLY WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />Bd RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
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<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMM
<br />8d RING SHANK GUN NAILS -
<br />@ 6" O.C. IN FIELD :
<br />ATTACHME0 FORROF SHEATHINGO.S.B.
<br />TO BE STRUCTURAL GRADE
<br />Bd RING SHANK GUN NAILS @ 12" O.C. IN
<br />FIELD or 8d x 2 12"SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.B,.jN
<br />FIELD J\
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC33. MAXIMUM AGGREGATE SIZE SHALLBE 3/4'.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />Wow.
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE B%AIR ENTRAINED CONCRETE EXPOSED TO EARfHgRWEATIER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FORSLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHWAEERED 314'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO.2 OR BETTER, Fb = 1100 PSI AND.A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, AC1530-13/ASCE S73 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 64NLL CONTINUOS POIYEIMYIENE VAPOR BARRIER LENBRANE UNDERNI SLABS ON(it0 M WHERE INDICATED ON
<br />ELASTICITY = 1,400.000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND ALSO SPECIFICATIONS
<br />DRAWINGS SEAMS LAPPED 6 INCHES AND SEALED YWiHADH6NETAPE
<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 />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF OA2 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
<br />WI DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<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 />EXCLUSIONS FROM THESE PLANS.•
<br />MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PUNS AS THEY ARE NOT CONSIDERED TO BE STRUCTUIRALOEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2s STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2.
<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 />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESH'
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />WELDED WIRE MESH, SHALL BE ASTM Al BE. GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />WOOD TRUSSES'
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SUBS SHALL BE
<br />SUPPORTED WITH Y CHAIRS SPACED 3'-0' OC. EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<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 />00 NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF DON/ AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SWILL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL. SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A. AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN LOADS:
<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 "TPBWTCA BCSI 1"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 PBT
<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 p�XOR-mnartesf TOP CHORD 1
<br />REVIEW'
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36'
<br />WOOD TRUSSES.
<br />10 psf BIM CHORD -r—coil—r t
<br />#6 BAR - 30" #7 BAR - 42"
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL
<br />PROVIDE 36' x 38' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD
<br />DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI AS8.1-1962,
<br />15 Psf TOP CHORD
<br />20 Psf TOP CHORD
<br />(7 psf W ASPHALT SHINGLES)
<br />(10 PSI w/ No GYPCRETE)
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
<br />10 psf BTM CHORD
<br />5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<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 />WALL
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 PSI
<br />.
<br />STAIRS LIVE LOAD 40 psf
<br />WIND: DEAD LOAD SPEED=1601X11 GUST
<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 />(ASCE SUSECONDB,RI
<br />EXPOSURE B, RISK CATEGORY 10
<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 BLE ATTIC
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10ps1, UNINHABITABLE ATTIC WITH LIMBED
<br />LAYOUT, SPANS 8 ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 2DP5f, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 3OW, BALCONIES (EXTERIOR)
<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: 200Psi 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: 5O W, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40psf
<br />MASONRY:
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP MAWINC3 REVIEW
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 5301 ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<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 />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />PUBLISHED BY 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 />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM GbO, GRADE 11R = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND D UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<br />AND CLASSING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS STRUCTURAL DRAWINGS
<br />FREPRODUCIBLE DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />E(CON-TRACTEEER
<br />IT
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C-476, 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 3/8"
<br />WRITING BY THE ARCHITECT,
<br />COURSE AGGREGATE, AND SHALL BE PLACED NA SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATION/ SITE PREPARATION'
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf. FOOTING
<br />TYPE "M" OR "S' MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE
<br />SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />CELLS TO BE FILLED.
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<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 />CONTRACTOR'S 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 />BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED MX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5' N-PRIOR TO THE ADDITION OF PLASTICIZERR.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C44O R MEASURING, MXING, TRANSPORTING, ETC.
<br />CONCRETE TICKETS MILL BE TINE —STAMPED WHEN CONCRETE IS BATCH®. THE MMXIMUMTIME ALLOWED FROM WHEN WINTER IS
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SMALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH THAT A BATCH S HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS
<br />A 3- FOR CONCRETE CAST AGANST AND PERMAN@RLY EXPOSED TO EARTH(FOU#NDA DONS):
<br />B FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER
<br />14W FORA5 AND SMALLER
<br />T FOR#B AND ARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3M FOR SLABS, WALLS AND JOSTS
<br />1-17 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STRUCTURAL STEEL:
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
<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 />A36, Fy = 36 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM AS00, GRADE B
<br />Fy = 46 ks). STRUCTURAL PIPE SHALL BE ASTM 63, GRADE B, TYPE E OR S, Fy = 35 ksl. TUBE AND PIPE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APPLIGTKIN
<br />S�
<br />TYPE
<br />sPACNG
<br />REIMRK4
<br />APPLIGTION
<br />�
<br />TTF£
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<br />REHABS
<br />tYl PT FURRING TO
<br />MA90NRYICONC.
<br />CASE VIAROENEDCOx
<br />NAlltt?LONG.
<br />BOIC
<br />GARAGE DOOR SUCK
<br />TO MA90NRYINNC.
<br />1M•gA
<br />NOWASHER
<br />TAPCCN MASOMT
<br />FASTEPER
<br />60IC
<br />tt?EMBED.,f END DIST.,
<br />11IY'EOGE DST.
<br />sm.AL
<br />x r.SEEl a
<br />CASE HARP?eECOL
<br />NN
<br />oC
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<br />wwoowBGGK
<br />1x PT, SEE NOTE6
<br />CARE HARDENEDGOL
<br />NWL „.—
<br />B•orc
<br />T—RE.
<br />wWrowlDocwFASTENEo
<br />wro MAroNRncaNc.
<br />METW.STRMTOR
<br />MAsaNRY1coN..
<br />CONTACT THIS ENGINEER FOR SPACING
<br />REQUIREMENTS
<br />FJIT.9WINGDOOR
<br />BU«9, PT, SEE NOlE6
<br />11 Y169K
<br />WASHER
<br />,C CVC
<br />11?EMBED, e'END.
<br />pIST.,11?EDGE GIST.
<br />NONRFMWG W000
<br />CONC. 9I.AB
<br />EIPAN.SpN !EMBED. PENS
<br />ASHEN ��� OST.,YEDGE DST.
<br />4'0$T—DUB,. 6.tb•PAF xY 1? 9"OIC FEND. DI 1. 1t2'
<br />PT TO STEEL COL.. SEE siAGGEfED EDGE GIST.
<br />NOTE6
<br />MOTES
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE ODORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NOA
<br />3, ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILTI X-ZF HEAL 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. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
<br />A MEMBERS ARE SECURED W/ TAPOONS OR PAF TO THE SUBSTRATE.
<br />A A C N I T I C T!
<br />6
<br />Grou019We
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774.6078
<br />FAX 407-7744078
<br />wwwAbdesigngroup.eom
<br />AA IY: 0003325
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