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A/
<br />GABLE END
<br />i ee ff
<br />ROOF WIND DESIGNPRESSURES
<br />NET (GROSS) -0
<br />ZONE 1 = 17.45 PSF (27.45)
<br />ZONE 2 = 31.48 PSF (41,48)
<br />ZONE 3 = 64.04 PSF (64.04)
<br />'A'= 5'-0' END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 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' CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 6/8 CDX EXT. PLYWOOD, WITH 8d RING
<br />SHANK GUN NAILS AT 4' O.C. AT SUPPORTED
<br />PANEL EDGES AND Sd 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, DIA.
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />ed
<br />RING SHANK
<br />21/2'
<br />o.1za
<br />170000
<br />RING
<br />RINGS
<br />SCREW SHANK
<br />PER INC
<br />I CH)
<br />H)
<br />8d
<br />SCREW SHANK
<br />2 1/2'
<br />0.120"
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR SHEATHING
<br />USE 1/2' CDX OR 7/16' O.S.B. PLY WITH Sd 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 />8d RING SHANK GUN NAILS 0 4" O.C.
<br />TOP & BOTTOM EDGES
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<br />TOP CORD BLOCKING ATV
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER TRUSS
<br />ROOF SHEATHING
<br />■--1_-I 1
<br />��� ro 11
<br />11
<br />■�s���lBUILDING
<br />LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />. RING SHANK GUN NAILS
<br />m 6' O.C. IN FIELD:
<br />8d RING SHANK GUN NAILS 0 IT O.C. IN
<br />FIELD a 8d X 2 1/2' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12' O.O�Ij'1
<br />FIELD J\
<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, BN EDITION
<br />ACI 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, ACI 530-131ASCE 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 />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 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 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 paf
<br />20 pat TOP CHORD -non-m0w t
<br />10 pet SI M CHORD H1onHmrNAI mt
<br />DEAD LOAD DEAD LOAD
<br />16 paf TOP CHORD 20 paf TOP CHORD
<br />(7 paf w/ ASPHALT SHINGLES) (10 pet w/ No GYPCRETE)
<br />10 Psf BTM CHORD 5 paf STM CHORD
<br />DEAD LOAD TO RESIST WIND UPUFT: lops(
<br />BALCONY LIVE LOAD 60 paf
<br />STAIRS UVE LOAD 40 paf
<br />WIND: DEAD LOAD SPEED. 1So MPH3-SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE C RISK CATEGORY II)
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 1Opa1, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20paf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30Paf. BALCONIES (EXTERIOR)
<br />AND DECKS: 40paf, GUARDS AND HANDRAILS: 200pef, GUARD IN -FILL COMPONENTS: SW, PASSENGER
<br />VEHICLE GARAGES: 60pst, ROOMS OTHER THAN SLEEPING ROOM: 40paf, SLEEPING ROOMS: 3OPsf, STAIRS:
<br />4OPaf
<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 RE VIEW 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 2,000pM, 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-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 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 SUBMIT PROPOSED MX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED T d- PRIOR TO THE ADDITION OF PLASTICIZER.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 3D1 AND ASTM C-94 OR MEASURING MANG, TRANSPORTING. ErC.
<br />CONCRETE TICKETS SHALL BE TIMESTA PED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM MEN WATER IS
<br />ADDEDTO THE MIX UNTIL R IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MNUTES. IF FOR ANY REASON THERE IS A
<br />DELAY INS" THAT A BATCH IS HELD FOR LONGERTRAN 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 />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
<br />A TFOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH(FOUNDATIONS):
<br />B. FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER
<br />1-12' FOROB TURD SMALLER
<br />2' FOR 06 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />W FOR SUBS, WALLS AND JOISTS
<br />1-1R' FOR BEAMAND COLUMN PR&HARY RENFORCEAENT, DES, STIRRUPS
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TOASTM C33 MAXIMAL AGGREGATE SIZESHALL BE NC.
<br />PROVIDE 8%AIR ENTRAINED CONCRETE EXPOSED TO EARTH ORWEATHER
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3W
<br />PROVIDE 64AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SIABSONGROUND WHERE INDICATED ON
<br />DRAWINGS SEAMS UPPED 6INCHES AND SEALED WITH ADHESIVE TAPE
<br />FORM -WORK:
<br />FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SUBS, COLUMNS, WALLS,
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
<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 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 0.26 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%'OF HEARTWOOD.
<br />EXCLUSIONS FROM THESE PLAN$: MINIMUM NAIUNG PER FBCR 2017, 0 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 PUNS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2X STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REWIRED BUT ARE BY OTHERS. SYP aft
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM AIS6, 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 3'-0' OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A616
<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 8 X BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />TYR MIN LAPS SHALL BE AS FOLLOWS: 44 BAR - 26" 46 BAR - 38'
<br />06 BAR - 30" M7 BAR - 42"
<br />PROVIDE 38" 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 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 SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE F.- 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. 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 PUN. THE GROUT MIX SHALL HAVE A MAXIMUM 3W
<br />COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF S' 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' 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 />�lt.IVe117UU<«�##F
<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 ksl FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-SOO, GRADE S.
<br />Fy .46 W. STRUCTURAL PIPE SHALL BE ASTMS3, GRADE 8, 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 />UNTREATED WOOD SHALL NOT BE IN DIRECT GONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROWDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH TH15 NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF ODD AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADL'& 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 TPWJTCA SCSI V
<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 A68.1-1962.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT S INED 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 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
<br />FASTENER
<br />APRILATKN
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<br />STAGGERED
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<br />REQUIREMENTS
<br />EXi, EWING DOOR
<br />SM1B'DIA
<br />'TA�CON'
<br />I1?EMBED, 6'END.
<br />NON-BEARIIKiWWD
<br />1M EXPANSION A'EMBED. A'END
<br />&ACM 2, Pf, SEE NOTES
<br />NII
<br />OWASHER
<br />FASTNEP
<br />190C
<br />OIBT.,114'EDGE OAST
<br />WALL TO CONL.9lAB
<br />W/WASHER BOLT �A� DIGT., 9'EDGE OAST.
<br />.PTWINODW BUCK 0,188-PAFxRtPo' a'OA: A'ENO. OIST.,t tlt'
<br />PTTOSNELCOL., SEE W/WARHEP STAGGEPED EDGE GIST.
<br />OTEa
<br />1.SSTTAPPLES 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 HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />S. 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 A9 WIDE OR WIDER A9 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 />A I C E I T E C T E
<br />Grx i In
<br />941 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32780
<br />PH: 407-77443078
<br />FAX: 407-7744078
<br />www.abdesipgroup.com
<br />AA#: 0003325
<br />DRAFTING BY:
<br />A.B. DESIGN GROUP
<br />DRAFTING INC.
<br />5439 BEAUMONT CENTER BLVD.
<br />SUITE 1004
<br />TAMPA, FLORIDA 33634
<br />PH: 818-886 -280
<br />FAX: 813-088-2802
<br />MO
<br />BtMDM a LHOT
<br />SILVERADO
<br />LOT#8
<br />BLK 13
<br />PROJECT#
<br />03719.000-08131
<br />MODELt
<br />JORDYN
<br />GARAGE 8wIxG:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />150 MPH EXP. C
<br />
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