|
—LE END
<br />HP RDDF�1'
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE7-10
<br />ZONE 1 = 23.79 PSF (3379)
<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: ISO MPH
<br />WIND EXPOSURE: -C'
<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 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 0 4' O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' 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. DNA.
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />8d
<br />RING SHANK,
<br />2 1/2'
<br />0.120"
<br />170,000
<br />RING
<br />(18.20 RINGS
<br />SCREW SHANK
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />21/2"
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1, NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESH-1539
<br />EXTERIOR SHEATHING
<br />USE 1/2' COX OR 7/16' O.S.B. PLY WITH Sd RING
<br />SHANK GUN NAILS AT 4' O.C. AT PANEL SIDES
<br />AND Sd RING SHANK GUN NAILS 4' O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT WO C.
<br />O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUR SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS G 4" O.C.
<br />.. TOP & BOTTOM EDGES .-
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<br />O W .
<br />Z =
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<br />w0®6iM
<br />U F U
<br />w O
<br />w tO
<br />a
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />O
<br />RAFTER OR TRUSS �
<br />ROOF SHEATHING —�
<br />=MOM= 11
<br />. .
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />- 8d RING SHANK GUN NAILS
<br />O 6'O.C. IN FIELD
<br />8d RING SHANK GUN NAILS 0 12' O.C. IN
<br />FIELD or Sd X 2 1/2' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12' O.(i+l(J
<br />FIELD J\
<br />TYP. 3l4' 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 S1TE DRAWINGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 20W, StN EDITION
<br />AC1318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 630-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10AND 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 BE 13RQUGHT
<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 SLAS-ON-GRADE THICKNESS TO HANDLE 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 psi
<br />20 psf TOP CHORD-rallHbrlcurrant
<br />10 psi BTM CHORD -ppn-ConcDrregt
<br />DEAD LOAD DEAD LOAD
<br />1& PH TOP CHORD 20 pst TOP CHORD
<br />(7 psi w/ ASPHALT SHINGLES) (10 pef W/ No GYPCRETE)
<br />10 ps1 BTM CHORD 5 psl BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1OPBt
<br />BALCONY LIVE LOAD 80 pV
<br />STAIRS LIVE LOAD 40 pst
<br />WIND: DEAD LOAD SPEED. 160 MPH3-SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE Q RISK CATEGORY II)
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10Pef, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20Pe1, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30paf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40pst, GUARDS AND HANDRAILS: 200psf, GUARD INFILL COMPONENTS: 50pef, PASSENGER
<br />VEHICLE GARAGES: WPM. ROOMS OTHER THAN SLEEPING ROOM: 40pst, SLEEPING ROOMS: 30psf, STAIRS:
<br />40pst
<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 />COMPLIANCE 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 (CON -TRACT 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 />FOUNDATK)W SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000pd FOOTING
<br />EXCAVATIONS AND SLAB SUBARADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 06% OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM 0.1667. 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 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 GEOTECH. ENGINEER.
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 2B DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />2,600 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 SHALLSUBMT PROPOSED MX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />CONCRETE PLACEIAEM. CONCRETE SLUMPSHALL NOT EXCEED 5' d-PRIOR TO THE ADDITION OF PLASTOM
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM CM. MAXIMUMAGGREGATE Siff SHALL BE 3111.
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />ALL EXPOSED EDGES OF CONCRETEARE TO BE CHAMFERS) Yr
<br />PROVIDE 6411L CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SUIB9-01,14ROMA WHERE INDICATED ON
<br />DRAWiNG6. SEAM LAPPED 6INCIES AND SEALED WITH AOFESNE TAPE
<br />FORM -WORK:
<br />FORM -WORK, 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 PLANS AS THEY 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 WIRE MESH, SHALL BE ASTM AT85, 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-T OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A616 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A816
<br />GRADE W IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />W/ THE TYPICAL SENDING 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 6x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: "BAR - 25' #6 BAR - 36'
<br />$5 BAR - 30' 07 BAR - 42'
<br />PROVIDE 3W x 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />ALL VERTICAL REINFORCING BARS IN 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 630/ ASCE S/TMS 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 - 1500 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 30DO PSI AT 28 DAYS, UNLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN, THE GROUT MIX SHALL HAVE A MAXIMUM 3/8'
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8' 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 OUTUNED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />SHALL BE 3/B' THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED,
<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 />STRUCTURALSTEEL:
<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 MI FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-600, GRADE B,
<br />Py - 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy . 36 kel . 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 A326-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
<br />CONCRETE SHALL COLDLY WITH ALL THE REOUIREME NTS OF ACI 301 AND ASTM C44 OR MEASURING, MXING, TRANSPORTING ETC. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />CONCRETETICKETS SHALL BETIMESTAM PEDVMEN CONCRETE IS BATCHED. THE MAXIMAL TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MNITES IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
<br />RESPONSIBIUTY OF THE TESTING LABORATORY TO NOTIFY THE OVMERS 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 AGAINST AND PERMWENRY EXPOSED TO EARTH (FOINJDATIONS�
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDIORWEATHER,
<br />1.1/2' FOR A8 AND SMALLER
<br />7 FORd6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314-FOR SLABS, WALLS AND JOISTS
<br />1-1/C FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 - 1100 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 NON-STRUCTURAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCP 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 K' OF HEARTWOOD.
<br />MINIMUM NAILING PER FSCR 2017, 61h EDITION. SEE NAILING SCHEDULE ON PLANS
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />SYP 02.
<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 REOUIREMENTS 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 CONSTRUCTION:, AND TPI/WTCA 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 ASSA-1982.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S 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 BEARING
<br />DETERMINATIONS, FEASIBILITY &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 />FASTENER
<br />FASTENER
<br />APNILATgN
<br />8RE
<br />tYPE
<br />SPACMD
<br />RENARK9
<br />APPIICgTKW
<br />gDF
<br />TYPE
<br />SPACMO
<br />REMAfMS
<br />1x2 PT NRRMO TO
<br />CABEHARDENEDCOx
<br />OM/d3E Wpq BUCK
<br />1N'DLl
<br />TAPClx1 MABWRY
<br />1tlY EMBED..4'ENO DIST„
<br />MABONRYIOONC.
<br />NAL 112IO
<br />BQC
<br />..ASONRTIC .
<br />NO WASHER
<br />FASTENER
<br />BO'C
<br />f,?FOIE OFiT.
<br />&10�AL. ExT. CCOR4
<br />CASE HARpENEDOOI
<br />B'OC
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<br />WAg R
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<br />b.�
<br />B'EDOE OLgT.
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<br />CABEHAPDENEDCOIL
<br />B'OC
<br />WMDOWpOaLFABTENED
<br />METAL9TRAPro
<br />CONTACT THIS ENGINEER
<br />FOR SPACING
<br />,x PT, BEF NOtEB
<br />NAx „4 Lap.
<br />gTAMERED
<br />NTOMASONRYICCMC,
<br />MASONRYIc—
<br />REQUIREMENTS
<br />XT.SWNO pOON
<br />(2I8NYDL1.
<br />'TAPOOM
<br />IB OC
<br />tl?EMBED.B END.
<br />Ndi.BEAFMp W00D
<br />,I1^ EXP—N 4•EMBED. 4'ENO
<br />440L LDIET.
<br />BUCK91 T,9EE NOTEB
<br />NO WgSHER
<br />FASRIER
<br />05T„11?EOOE GIST.
<br />WALL TO COIL. SLAB
<br />W/WASHER BOLT DST.,e'
<br />.PT WINWW 9B°PAFxYIAt' B'OC 4'END. DMT.,I t?
<br />ro gTEEICOI-gEE IWyW,��R giAO0ERE0 EDGE qgi.
<br />NOTE B
<br />11. 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 NGA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4, PAF SHALL BE HILT] 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 />8. WINDOW AND DOOR BLACKS SHALL BE A3 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 />2z MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />i44i N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH:407.774.6078
<br />FAX: 407-774.4078
<br />www.abdeslgngroup.com
<br />AA N: 0003325
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<br />SVSDM AC LOT
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<br />LOT #16
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<br />PROJECTN/
<br />04181.000-16101
<br />HODELm
<br />4EBB
<br />"1828-CALL"
<br />GARAGE SWING:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP. C
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