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A"
<br />�—�` cAeLE-eN�` o —A'1
<br />LPL HP RODE
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ABC 7-
<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'-G" END ZONE DGTA14CE
<br />BASIC WIND SPEED: 160 MPH
<br />WIND EXPOSURE: "C"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT w 0.18
<br />ROOF DpPHRAGM
<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. 518 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 />Ed GUN NAILS @ 4- O.C. EDGEWISE 20
<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. UA
<br />SHANK
<br />TEN$ILESTR.
<br />SHANK
<br />Bd
<br />RING SHANK,
<br />2 1/2"
<br />0.120"
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />SCREW SHANK
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />2 12'
<br />0.1201
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL 8 TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTEPo0R *W7HMIG
<br />USE 1/2' COX OR 7/16" O.S.B. PLY WITH RA RING
<br />SHANK GUN NAILS AT 4' O.C. AT PANEL SIDES
<br />AND 8d RING SHANK GUN NAILS4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT 6' O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7116" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS @ 4- O.C.
<br />., TOP & BOTTOM EDGES .,
<br />J
<br />9
<br />Lu
<br />M_
<br />Y Z
<br />m O .
<br />Z
<br />N
<br />Go
<br />. Go
<br />G.
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />._—_—I
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />8d RING SHANK GUN NAILS
<br />12 6'O.C. IN FIELD`
<br />TYP. 8XT. SHEATHING ATTACHMENT FOR ROOF SHEATHING (O.S.B.
<br />TO BE STRUCTURAL GRAB
<br />8d RING SHANK GUN NAILS 0 12' O.C. IN
<br />FIELD or 8d x 2 1/2" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS G 12- 0.WLJ
<br />FIELD J\
<br />TYP. 3/4' 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: FBC.R 2017, 61h EDITION
<br />AG 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, AG 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -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 />SHA-L 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 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 CONTRACTRRS 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 SLABON-GRACE 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 W
<br />20 pSf TOP CHORD-nor,concu M
<br />10 psf BTM CHORD-nonconanent
<br />DEADLOAD DEAD LOAD
<br />18 pet TOP CHORD 20 psf TOP CHORD
<br />(7 psi WA ASPHALT SHINGLES) (10 PSf W No GYPCRETE)
<br />10 pef BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 Opsf
<br />BALCONY LIVE LOAD 60 PSI
<br />STAIRS LIVE LOAD 40 psf
<br />WIND DEAD LOAD SPEED=Tm NPN 3-SECOND GUST
<br />(ASCE 740 (RED R2017) EXPOSURE C, RISK CATEGORY 11)
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10Pef, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20pef, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40pST. GUARDS AND HANDRAILS: 200psf, GUARD INfILL COMPONENTS: SOpd. PASSENGER
<br />VEHICLE GARAGES: 50paf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30paf, STAIRS:
<br />40psf
<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 NTH 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 SEPLAS 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 />FOUNDATIOW 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 95% OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C93 MAXIMUM AGGREGATE SIZE SHALL BE W.
<br />WOOD:
<br />PROVIDE 6%AIR ENTRAINED CONCRETE SPOSmTO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL SPOSED EDGES OF CONCRETE ARE TO BE CH4MfBED 314'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. OR BETTER. Fb =1100 PSI ANDA MODULUS OF
<br />PROVIDE &MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDBRALL RABSONCA0U1 WHERE 1NDICATEDON
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />DRAWINGS. SEAMS LAPPED B INCHES AND S NJED YM ADIESYETAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />RATEDSHALL BE TO RETENTION LEVELS OF 0.25 PCF OF A BORATE AS
<br />FORMWORK
<br />CORROBORATETETTRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE 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. RAILS, SPIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
<br />W/ 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 />EXCLUSIONS FROM TMSIE PLM8:
<br />MINIMUM NAILING PER FBCR 2017, 6BI 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 PROVIDE SOLID BLOCKING UDDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP 02.
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM Al85, 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 T-0- OC, EACH WAY.
<br />REINFORCING STEEL
<br />REBAR SHALL BE ASTM AS15 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 60 IN 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 ENGINEERS
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS POLLOVS: #4 BAR - 25" #6 BAR - 36"
<br />#5 BAR - 30" #7 BAR - 42"
<br />PROVIDE 36'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 530/ ASCE 5/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-00, GRADE I" = 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 C476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, 11NLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3S"
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 6" 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' TRACK 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 />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 ENGINEERS 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 />CONCRETE:
<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 SE ASTM
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />A36, Fy = 36 kel FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE B,
<br />Fy = 46 ksL STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E ORS, Fy = 35 KIN. TUBE AND PIPE
<br />2,500 P51 REGULAR VEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
<br />COLUMNS SHALL BE CONCRETEfILLEO IN THE SHOP.
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TEWACE SLAB.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS NTH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMR PROPOSED MIX DESGNS NTH HSfORCPI STRENGTH DATA FOR EACH SEPARATE MIX PRKNRTO
<br />OTHER BOLTS SHALL BE ASTM A326-N BOLTS NTH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />CONCRETE PLACEMENT CONCRETE SLUMP SHALL NOT B(CEED 5"4- PRDRTO THE ADDITION OF PUASTMAZBL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURNOFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLYWITHALL THE REQUIRBMENTSOF ACI 301 AND ASTM C440R MEASURING, M)UNG, TRANSPORTING, ETC. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. JAOLTS ARE TO BE STEEL.
<br />CONCRETETICKEIS SHALL BE TIMESTAMHED WHEN CONCRETE IS BATCHED. THE MMOMIM TIME ALLOW® FROM WHEN WATER IS
<br />ADDED TO THE MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHKL NOT EXCEED 90 MNUTES IF FORANVRFASONTHERE IS A
<br />DRAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SFWLLL 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 />COMKIANCE WITHTIEABOW
<br />REQUIRED CONCRETE COVERAGE OVER FIRIAR SHALL BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EPOSED TO EARTH FOUNDATION%
<br />B FOR CONCRETE EXPOSED TO EWTH AN" WEATHER
<br />1.11r FOR 05 AND SMIN AER
<br />r FOR06 AND LARGER
<br />C. FOR CONCRETE NOT E)OCIED TO WEATHER
<br />314. FOR SLABS, WALLS AND JOISTS
<br />1-1Q' FOR BEAR AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 SIGNEDAND
<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-0LATECONNECTED-WOOD TRUSS CONSTRUCTION:, AND TPIM/TCA SCSI 1"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER WALL 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 NTH 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 BEARING
<br />DETERMINATIONS, FEASIBILITY 8 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 />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE'USP STRUCTURAL
<br />CONNECTORS- BY USP, OR EQUAL UNLESS NOTED OTHERWISE R PLANS, INSTALL CONNECTIONS
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />LATEST CATALOG.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLICATION
<br />SIDE
<br />TYPE
<br />E__
<br />REI —
<br />—I--
<br />S S,
<br />ITYPEI
<br />SPACING
<br />I RENAPoH
<br />IYf PTRIWiNGTO
<br />CASE IWWENED COL
<br />GARAGE WOR BUG
<br />-DAA
<br />TAPCON NY90MT
<br />I1 EMBED„I—DIET,
<br />MASONRY ICONC.
<br />NAL11R'LIXJG.
<br />SO/L
<br />TOLWBONRWWNC.
<br />WASHER
<br />FASTENER
<br />e•dO
<br />114•EGGEO
<br />Soo.&. T.DOO�
<br />CABEHNOENEDCOL
<br />B"40
<br />WWDOW/DOOR/FASTRIFD
<br />GMAGEDO —
<br />1/ .—I
<br />EXPANSION BOLT
<br />2I`OC
<br />I"EMBED., I"ENppIBT.,
<br />x PT, BEE NOTES
<br />NAIL IIM"LONG.
<br />STAGGERED
<br />NVTO MASONRTIWNC.
<br />TO IMSONPY/ M.
<br />wm—
<br />3' EDGE DIET.
<br />— w—
<br />CASE HARDENED COL
<br />—
<br />WNDDw —FASTENED
<br />METAL ST M
<br />CONTACT THIS ENGINEER
<br />FOR SPACING
<br />Ix PT,SEENDTEB
<br />NAIL I —LONG.
<br />STAGGERED
<br />HMO MASONRVICONO
<br />MAepfRY A—c.
<br />REQUIREMENTS
<br />EJR.BWNGGo'
<br />NO)3Ne0w
<br />`TAPODN
<br />18"QS
<br />I IIYEMBED,S`END,
<br />NON9EAPoNG W000
<br />1? EXPANSION 34 OC
<br />4"EMBED 4`EfID
<br />BUCK Bx PT, SEENOTEe
<br />WASHER
<br />FASTFQi
<br />DIST., I HIM` EDGE CET.
<br />WELL iO CONC.8IFB
<br />WI WASHER BOLT
<br />GIST, 3` EDGEDISE
<br />3a PTWNDOWBIG G.f39•PAf a2 fT B"3: VEND. DIST,I I?
<br />PT TO0WL. 'STEL
<br />,EEE TA
<br />N6 SGG0ERED EDGE Obi
<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/ R NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HLTI X-ZF HEAVY DUTY PINS R EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA R THE SPACING DETAILED ABOVE
<br />6. WINDOW AND DOOR BUCKS SHALL BE AS VIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1z MEMBERS ARE HALED AND
<br />2. MEMBERS ARE SECURED N TAPCONS OR PAF TO THE SUBSTRATE.
<br />L441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-77445078
<br />FAX: 407-7744078
<br />www.abdesWgtngrroup.com
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<br />DETAILS
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