|
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<br />— END
<br />W
<br />ROOF WIND DESIGN PRESSURES
<br />NET(GROSS) ASCM6—
<br />ZONE 1 8.97 PSF (19.97)
<br />ZONE 2 17.98 PSF (27.98)
<br />ZONE 3 33.53 PSF (43,53)
<br />A'= 4' _O'END ZONE DISTANCE
<br />.ASK; WIND SPEED: 150 MPH
<br />WIND EXPOSURE: - 13'
<br />RISK CATAGORY: 11
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT - 0.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7116-
<br />O.S.B, OR 1/2'CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 5/8 CDX EXT. PLYWOOD, WITH Sd RING
<br />SHANK GUN NAILS AT CO.C. AT SUPPORTED
<br />PANEL EDGES AND Sd A ING SHANK GUN NAILS
<br />AT 6*OC AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />-ROOF SHEATHING TO GABLE END FRAME USE
<br />Scl GUN NAILS 0 4' D.C. EDGEWISE 2X4
<br />BLOCKING ALL PANEL JOINTS Wt IN 4'OF GABLE
<br />ENE).
<br />ROOF WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN, LENGTH
<br />MIN. DLA
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />Scl
<br />RING SHANK,
<br />2 112'
<br />0. 120'
<br />170,000
<br />RING
<br />SCREWSHANK
<br />( I
<br />P6'20 RINGS
<br />ER INCH)
<br />Sd
<br />SCREW SHANK
<br />2 1/2'
<br />0. 120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />I. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR SHEATIFIM
<br />U SE 1/2' CDX OR 7/16' O.S.B. PLY WITH 8d A ING
<br />SHANK GUN NAILS AT 4' OC. AT PANEL SIDES
<br />AND Sd RING SHANK GUN NAILS 4'0.C. TOP &
<br />90TTOM PANEL AND Sd RING SHANK GUN
<br />NAILS AT B'O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16, ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL,
<br />z W
<br />,0
<br />Ba
<br />uj
<br />z
<br />L5
<br />d
<br />cn
<br />8d RING SHANK GUN NAILS 0 4" O.G.
<br />.. TOP&BOTTOMEDGES .,
<br />. . . . . . . . .
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<br />9
<br />0 LU
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<br />S2
<br />Lu
<br />z
<br />a.
<br />TOP CORD BLOCKING AT IV
<br />D.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />Mmmmmv
<br />mmmmmm.
<br />mmmmmmMill
<br />POOF SHEATHING LAYOUT
<br />AND W B=.
<br />(_ d RING SHANKGUN NAILS
<br />4 6' O.C. IN FIELD'
<br />8d IiING SHANK GUN NAILS 0 12- O.C. I�
<br />FIELD or Sd x 2 1/2'SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 100.1
<br />FIELD
<br />rYP. 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 MUCTURAL DMINGS APPLICABLE BUILDING CODE STANDARDS: FBC-A 2017,6th EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-131ASCE &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 />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 BROUGHT
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTEO 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 COMPONENT$
<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 FOUNDAT10N AND SITE PREPARATION
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOAD$.
<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: LIVELOA FLOOR: LIVE LOAD 40 Pat
<br />20 psf TOP CHORD ncurmnt
<br />10 pat BTM CHORD -r—urmt
<br />DEADLOAD DEADLOAD
<br />15psfTOPCHORD 20 pel TOP CHORD
<br />(7 p.f �/ ASPHALT SHINGLES) I10 pEf w/ No GYPCRETE)
<br />10 psf BTM CHORD 5 DO BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: IOpf
<br />BALCONY LIVE LOAD 60 PSI
<br />STAIRS LIVE LOAD 40 DO
<br />VAND: DEAD LOAD SPEED - 160 MPHS SECOND GUST
<br />(ASCE 7-10 (FSC R2017) EXPOSURE R R18K CATEGORY 11)
<br />LIVE LOADS: UNINHABITA13LE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH UMITED
<br />STORAGE: WPM, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pef, BALCONIES (EXTERIOR)
<br />AND DECKS: 40pef, GUARDS AND HANDRAILS: 200pst, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />VEHICLE GARAGES: 50pef, ROOMS OTHER THAN SLEEPING ROOM: 40p,l, SLEEPING ROOMS: 30pal, STAIRS:
<br />40"f
<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 SUBMI17AL 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 />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2.000p,LFOOTING
<br />EXCAVATIONS AND SLAB SU"RADE 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�1567. 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 PREPARA71ON EFFORTS, LOCATIONS FAILING TO MEET THE
<br />GEO_TECHNICAL ENGINEERS 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�TECFL 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 6 - STRUCTURAL TERRACE SLAB,
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRRIGTH DATA FOR EACH SEPARATE WX PRIOR TO
<br />C014CRETE PLACEMENT. CONCREIT SLUMP $11ALL NOT EXCEED 5'4- PRIOR TO THE ADDITION OF PLASTICIZER
<br />ALL AGGREGATE USED IN CONCRETE SHAJ. CONFORM TO ASTM CU MAXIMUM AGGREGATE SUE SHAUL BE 3W.
<br />Wow:
<br />PROMDE 6%AIR ENTRAINED CONCRFIE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL SPOSED EDGES OF CONCRETE ARE TO BE CHAMFEtED 3/4'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATE$. TOP PLATES, BRACING. LEDGERS, BLOCKING,
<br />PROVIDE 64AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNOBt ALL SU�GROUMD WHEM INDICATED ON
<br />CRIPPLERS, SILLS, ETO, SHALL BE SOUTHERN PINE NO. 2 08 BETTER Fb . 1100 PSI AND A MODULUS OF
<br />DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WTH ADHESIVE TAPE
<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 0.26 PCF OF A SORATE PRESERVATIVE TREATMENT: DISODIUM
<br />FOPJA-WORK-
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHAUL BE TREATED FOR ANY
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, BLABS. COLUMNS. WALLS,
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 POP FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH Aa 347,
<br />N 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 WOF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017,61h 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 STRUCTURALDEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH N STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE A EOUIRED BUT ARE BY OTHERS.
<br />SYP #Z
<br />WELDED WRIE MESH:
<br />WELDED WI RE MESH, SHALL BE ASTM Al $5, GRADE 66 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS, MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2* CHAIRS SPACED T-O"OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTIM A816 GRADE 40 IN CONCRETE DEFORMED BARS, RESAR SHALL BE ASTM A615
<br />GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL. SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECI RCATIONS.
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BAR$ SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
<br />REVIEW.
<br />TYR MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 26" #6 BAR 36"
<br />#68AR W 97 BAR 42'
<br />PROVIDE 36". 39'CORNER EARS, 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 />K4,SONRr.
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />'SPECIFICATION MASONRY STRUCTURES'(ACI 6301 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 SMALL BE TWO�CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE 1'. - 1600 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. GROLM USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />ASTM C-476 , AND $HALL 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 W1 A SLUMP OF B'TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE CIRCUIT.
<br />TYPE *M' OR "S' MORTAR $HALL 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 3/8'THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED.
<br />FILL CMU CELLS SOLID NTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR 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 ERECT10N OF STRUCTURAL STEEL FOR BUILDINGS,
<br />OTH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL $HALL BE ASTM
<br />A36, Fy - 36 W FOR ANGLES, PLATES. AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-600, GRADE B,
<br />Fy - 46 ks]. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE 8, TYPE E OR 8, Fy - 35 kei . 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.NLfr METHOD,
<br />CONCREIIE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 3DI AND ASTM C-94 OR MEASURING. MIXING TRANSPORTING ETC ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL J-BOLTS ARE TO BE STEEL.
<br />CONCRErE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS SATCHED. THE MAXIMUM TILE ALLOWED �"WHEN WAiii IS
<br />ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POMON Slikl. NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH T14AT A BATCH IS FIELD FOR LONGER THAN 90 MIIlUTES, THE CONCRETE "ll. 140T BE PLACED. IT SHAU. 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 />REQUIRED CONCRETE COVERAGE OVER REBAR $HALL BE AS FOULOM:
<br />A. 3"FOR CONCRETE CAST AGAINST AND PERMANENTLY WOSED TO EARTH IFOUNDATIONSY
<br />S. FOR CONCFETE EMSED TO EARTH ANDIOR WEATHER
<br />I.U2"FOR 06 AND SMALLER
<br />F FOR #6 AND LARGER
<br />C. FOR CONCREIIE NOT UPOSED TO WEATHER
<br />3(4- FOR SLABS, WALLS AND MSTS
<br />1-1/2"FOR BEAM 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 NFPAL TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />CONNECTOR PLATES $HALL BE A MINIMUM THICKNESS OF O.OW AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SMALL 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 *TPvWrCA 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 A68.1-1982,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS,
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNEC TION DETAILS AT
<br />TRUSSESIGIRDERS 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 13E 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 FACIUTATE 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 $HALL SUPERGEDE THOSE
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPUFT 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 />F ENERS
<br />FASTENER
<br />—.AT-
<br />I El�
<br />I —
<br />—.0
<br />APKICATION
<br />a
<br />—
<br />I SPACING
<br />.—s
<br />1.1—INGTO
<br />CASE —ENED WL
<br />T—
<br />MASD_y I
<br />TO M
<br />1.,
<br />'AS,
<br />I—EM—E-1
<br />1 - — DIST,
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<br />ASE H—ENE-OL
<br />WINDCW� ASTENED
<br />...5 Doo,
<br />'A
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<br />21-
<br />—11,41 T.
<br />1.1T,SEENOTE.
<br />— I__
<br />—E—
<br />IN--
<br />To
<br />3- EDGE D
<br />_S_
<br />— —DE ED CoL
<br />MET. — To
<br />CONTACT THIS ENGINEER
<br />FOR SPACING
<br />1, PT, SEE NOTE 6
<br />4AIL I I--
<br />ST—DED
<br />NTDAY
<br />--y'...
<br />REQUIREMENTS
<br />EXT -1
<br />S
<br />EMSED.
<br />D.I., I EooE DST.
<br />_EE._
<br />To —1 SLAS
<br />DLEND
<br />oST
<br />I W.-
<br />11 TO STEEL Do-, SEE E
<br />A
<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 SUCKS SHALL BE AS PER MANUFACTURERS SPECS AND OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4 PAP SHALL BE HIL71 -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, 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. lx MEMBERS ARE NAILED AND
<br />=,AND
<br />2� ARE SECURED W/ TAPCONS OR PAP TO THE SUBSTRATE.
<br />1441 N. RONALD REA
<br />ORLANDO, FL 32
<br />PH: 407
<br />0
<br />FAX 40' V
<br />www.abdeslgngroup.com
<br />L AA III: 0003325___,
<br />DRAFTING BY:
<br />IIY '
<br />A.B. DESIGN GROUP
<br />DRAMING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE JLOO 4
<br />TAMPA, FLORIDA 33634
<br />B.
<br />PH: 813-SM2628
<br />FAX: 8134186-28D2
<br />BUBDIV. & L1074
<br />SILVERADO
<br />LOT #22
<br />BLK #1
<br />PROJECT#
<br />03719,000-22
<br />'MT-_CAMDEN
<br />GAR.&GE DWINCF:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />%_150u MPH UP. LV�
<br />IPRINT 08/03/20
<br />DATE:
<br />SCALE: 1/4"=l'-O"
<br />B ET
<br />HE SNI
<br />
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