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<br />ROOF WIND DESIGN PRESSURES
<br />NrT(GROSSASCE 7-10
<br />ZONE 1 ) :8.97 PSF (IS S7)
<br />ZONE 2 =17.98 PSF (27.98)
<br />ZONES = 33.53 PSF (43.53)
<br />'A'= 4'-O' END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE:'B'
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT- 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16'
<br />O.S.B. OR 12' CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 518 COX EXT. PLYWOOD, WITH Sd RING
<br />SHANK GUN NAILS AT 4' O.C. AT SUPPORTED
<br />PANEL EDGES AND Sd RING SHANK GUN NAILS
<br />AT "'0' C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />Sd GUN NAILS 0 4. O.G. EDGEWISE 20
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
<br />END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. DIAL
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />Ed
<br />RING SHANK,
<br />21/2'
<br />0.120'
<br />170,OOD
<br />RING
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />2 112'
<br />0.120,
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR SHEATHING
<br />USE 12' CDX OR 7/16' O.S.B. PLY WITH Sd RING
<br />SHANK GUN NAILS AT 4' O.C. AT PANEL SIDES
<br />AND 6d RING SHANK GUN NAILS 4' O.C. TOP &
<br />BOTTOM PANEL AND Bd 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.
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<br />Sd RING SHANK GUN NAILS 0 4" O.C.
<br />TOP & BOTTOM EDGES
<br />I< I ........-
<br />V
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES O EACH ENDRAFTER. TRU
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />Ced RING SHANK GUN NAILS 0 12' O.C. IN
<br />FIELD oI Sd x 2 12' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12' O,j
<br />FIELD
<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. APPUCABLE BUILDING CODE STANDARDS: FBC-R 2017, 601 EDITION
<br />ACI 318-14, BUILDING CODE REQLNREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 630-/3/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD0.FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 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 SITUATION 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 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 CONTRACTOR'S 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 RANDLE CONSTRUCTION LOADS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />20 psf TOP CHORD nar4000m t
<br />10 psi BTM CHORD-nmconcurrenl
<br />DEAD LOAD DEAD LOAD
<br />/5 Pat TOP CHORD 20 psf TOP CHORD
<br />(7 pet w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
<br />10 psf BTM CHORD 5 psf BIM CHORD
<br />DEAD LOAD TO RESIST WIND UPUFT: 10psf
<br />BALCONY LIVE LOAD 60 p.1
<br />STAIRS LIVE LOAD 40 p.1
<br />WIND. DEAD LOAD SPEED =150 MPH3-SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE T3 RISK CATEGORY 11)
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psF, BALCONIES (EXTERIOR)
<br />AND DECKS: 40pef, GUARDS AND HANDRAILS: 200psf, GUARD INFILL COMPONENTS: 61)pf, PASSENGER
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psi, STAIRS:
<br />4OW
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />OF THE CONTRACT DOCUMENTS ONLY, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />COMPUANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT
<br />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />WRITING BY THE ARCHITECT.
<br />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 96%OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1657. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<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 ENGINEERS FEQUIREMENTS 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:
<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 SIMMT PROPOSED MX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />CONCRETE RACEM:NT CONCRETE SLUMP SHALL NOT EXCEED S.F PRDRTO THE ADDITION OFPLASTICIZER
<br />CONCRETE SWLU. COMPLYWITH ALL THE REOMREMENTS OF ACI 301 AND ASTM C44OR MEASURING, NIXING, TRANSPORTING, ETC.
<br />CONCRETE TICKETS SHALL BE TINE -STAMPED WHEN CONCRETE IS BATCHED. THE MVQMJMTINE ALLOVED FROM WHEN WATER IS
<br />ADDED TO THE MIX UNIX IT IS DEPORTED IN ITS FINAL POSITION SHALL. NOT EXCEED90 MNU(ES. IF FOR ANY REASON THERE S A
<br />DELAY N SUCH THAT A BATCH IS 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 OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />REOUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS
<br />A 3" FOR CONCRETE CAST AGAINST AND PEMAN@RLYEXPOSED TO EARTH (FOUNDATIONS):
<br />8. FOR CONCRETE EXPOSED TO EARTH AMAORWEATHER
<br />1-/2'FOR#5ANDSMALLER
<br />ZFOR MB AND LARGER
<br />C FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3W FOR SLABS, WALLS AND JOISTS
<br />1-17PPoR BEAM AND COLUMN PRIMARY RENFORCEIINT, TIES, STIRRUPS
<br />ALL AGGREGATE USED N CONCRETE SHALLCONFORMTO ASIMC33. MANMIMAGGREGATE SIZE SHALL BEW.
<br />PROVIDER%AIR ENTRAINED CONCRETE E TWEDTO EARTH OR HEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMERED 314',
<br />PROVIDE 64AL CONRMAIUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SUBSOWAROUN1 WHERE INDICATED ON
<br />DRAYHNGS SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE
<br />FORMWORK:
<br />FORMWORK SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347.
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<br />EXCLUSIONS FROM THESE PLANS:
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />ARE NOT PART OF THE STRUCTURAL FUNS AS TREY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />WELDED WIRE MESH:
<br />WELDED WERE MESH, SHALL BE ASTM AISS, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2' CHAIRS SPACED Y-0- OC, EACH WAY.
<br />REINFORCING STEEL:
<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 />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: 44 BAR - 28 NB BAR - 36"
<br />A5 BAR - 30' N7 BAR - 42'
<br />PROVIDE 36' x 36' CORNER BARS, BOND SEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />ALL VERTICAL REINFORCING BARS BH CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />WITHOUT THE APPROVAL OF THE ENGINEER
<br />MASONRY:
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />'SPECIFICATION MASONRY STRUCTURES' (ACI Ii300 ASCE SITNIS 402, BUILDING CODE REQUIREMENTS FOR
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90. GRADE Pm =15M PSI. BLOCK SHALL BE PLACED USING
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 38'
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF W TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<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 />SHALL BE 3/8' TACK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED.
<br />FILL CMU CELLS SOLD 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 />ASS, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
<br />Fy = 46 ka. STRUCTURAL PIPE SHALL BE ASTM-63, GRADE B, TYPE E OR S, Fy = 35 W . 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 />WOOD:
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF
<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. Fb =1 WO PSI AND A MODULUS OF
<br />ELASTICITY - 1.400.000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<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 />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />MINIMUM NAIUNG PER FBCR 2017, S81 EDITION. SEE NAIUNG SCHEDULE ON PLANS.
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 21 STRUCTURAL LUMBER
<br />SYP If2
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<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 />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESIGN NATIONAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTIOM, AND 'TPVWTCA BCSI 1'
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<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 />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEATING
<br />DETERMINATIONS, FEASIBILITY A ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<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 />LICENSED PROFESSIONAL ENGINEER.
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
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<br />NOTES
<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 HILTI X-ZF HEAP 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 1x 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: 407-7746078
<br />FAX: 407-774-4078
<br />www.abdmigngmup.com
<br />AA 11: 0003325
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