|
I
<br />i
<br />WIND DESIGN PRESSURES
<br />NET(GROSS) ASCE 7-1
<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'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: 'B"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT +-Q18
<br />ROOF 016108tAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN WIT
<br />OS B. OR 112" CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 5/8 CDX 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® 4" O.C. EDGEWISE 2X4
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
<br />END,
<br />L
<br />ROOF/ WALL/ 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 />&d
<br />RING SHANK
<br />2 11T
<br />0.120"
<br />170,000
<br />RING
<br />SCREW SHANK
<br />P 6-20 RINGS
<br />PER INCH)
<br />Ed
<br />SCREW SHANK
<br />21/7'
<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 SHEATHNO
<br />USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND Ed RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND Ed RING SHANK GUN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/18" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS I@ 4" O.C.
<br />,. TOP & BOTTOM EDGES „
<br />Z Q .
<br />u
<br />6
<br />Q U
<br />� O
<br />LU
<br />D mt
<br />0.
<br />TOP CORD BLOCKING AT 4-
<br />0, C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />onncER ORR ASS -`
<br />.___-11
<br />==LM6 11
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAENG
<br />8d RING SHANK GUN NAILS
<br />6" O.C. IN FIELD'
<br />TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEATHING(O.S.B.
<br />TO BE STRUCTURAL GRADE
<br />CBd RING SHANK GUN NAILS@ 12.O.C. IN
<br />FIELD or 8d x 2 12' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ IT O.C-1tJ
<br />FIELD J\
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TOALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SRN., BE31C.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />Wm:O
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE 6%AIR ENTRAINED CONCRETE WOSFD TO EARTH IXRWEATHB2
<br />NOWBEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBCR 2017, SN EDITION
<br />ALL EXPOSED CONCRETE ARE TO BE C)M�BZ®3M'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />AG 316-14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO, 2 OR BETTER Fb = 1100 PSI ANDA MODULUS OF
<br />FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SIA&40NGROUIDW}ERE INDICATED ON
<br />ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEMIS LAPPED 6INCHES AND SEALED NTHAD43M TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NDN-STRUCRIRAL USES
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<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. NAILS, SPIKE, BOLTS USED
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH AG 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 />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />LI
<br />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANDES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 6tb EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />OF THE WORK.
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDINIG
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 1, STRUCTURAL LUMBER
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AMID STABLE AFTER THE BUILDING
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2.
<br />IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL SE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESH'
<br />AT BEARING LOCATIONS W THOUT WOODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE4DOWS.
<br />WELDED W RE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED INACCORDANCE WITH THE ACI
<br />WOM TRUSSES:
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. W RE MESH FOR SLABS SHALL BE
<br />SUPPORTED WTH 2" CHAIRS SPACED T-0- OC, EACH WAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE WATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<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 />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL:
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
<br />ACCORDANCE W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN LOADS:
<br />SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 X BAR NO. UNSCHEDULED FIELD LAPS ARE
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPINVTCA SCSI 1"
<br />ROOF' VE
<br />SUBJECT TO ENGINEER'S REVIEW
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />VE LOAD FLOOR. LI VE LOAD 40 PSI
<br />20 p6f TOP CHORD Homo-t
<br />10 psf BTM CHORD -conoNrrent
<br />DEADLOAD DEAD LOAD
<br />15 puf TOP CHORD 20 psf TOP CHORD
<br />(7 psf d ASPHALT SHINGLES) (10 PSI w/ No GYPCRETE)
<br />10 PSI BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST W NO UPLIFT: 1DPsf
<br />BALCONY LIVE LOAD 60 PST
<br />STAIRS LIVE LOAD 40 PSI
<br />WIND DEAD LOAD SPEED=tm MPH 3-SECOND GUST
<br />(ASCE 7.10 (FBC R2017) EXPOSURE B, RISK CATEGORY II)
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAWINGS WLL 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 WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
<br />THE ARCHITECT. DRAWNGS SUBMITTED WITHOUT REVIEW W LL BE RETURNED UNCHECKED.
<br />SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWNGS (CON-
<br />TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
<br />THE ENGINEER.
<br />IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWNGS
<br />CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT.
<br />FOUNDATION/ SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FORAN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSI,
<br />FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
<br />OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
<br />ACCORDANCE WTH ASTM D1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
<br />TFE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER
<br />TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
<br />FAILING TO MEET THE GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND
<br />RETESTED AT THE CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
<br />CERTIFICATION THAT THEM] MMUM DESIGN BEAR NG CAPACITY, AND THAT THE COMPACTION
<br />REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
<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 MIX DESIGNS. WITH HISTORICAL STRENGTH DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHWL
<br />NOT EXCEED 5" H- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR
<br />MEASURING, NIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
<br />WHEN CONCRETE IS SATCHED THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
<br />TO THE PAX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXC®90 MINUTES
<br />IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
<br />90 WHITES THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBIU YOF
<br />THE TESTING LABORATORYTO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE NTH THE
<br />ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REBM SHALL BEES FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANFNTLYEXPOSEO TO EARTH(FOUNDATIONS),
<br />B FOR CONCRETE EXPOSED TO EARTHAHIORWEAT4ER
<br />1-1/7 FOR N5 AND SM6llER
<br />Y FOR M6 AND LARrER
<br />C FOR CONCRETE NOT EXPOSED TOWEATFER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />1-12' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES STIRRUPS
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 26' #6 BAR - 36"
<br />#5 BAR - 30' #7 BAR - 47'
<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 WALLAT THE TOP AND BOTTOM WITH
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER W LL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQU RI NG ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI A58.14982.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAW NGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPUCES WHEREVER POSSIBLE. ROOF & POOR 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 />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />WITHOUT THE APPROVAL OF THE ENGINEER. 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 />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OF THE
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5TMS 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 WTH ASTM "0. GRADE Tm = 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 WTH
<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 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 "W OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM G270. 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. (40 BAR DIAMETERS)., U.N.O
<br />MILL ORAL STEEL:
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH 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 kel FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM AS00, GRADE B,
<br />Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E OR S, Fy = 35 kDL TUBE AND PIPE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING, ALL
<br />OTHER BOLTS SHALL BE ASTM A325-N BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURNOFF-THENUr METHOD.
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />PROVIDE ENGINEERED SHOP DRAWNGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />PLAN SHOW NG 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. W ND 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 LISP, OR EQUAL UNLESS NOTED OTHERWISE ON 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 />APPUUTON
<br />SINE1.
<br />S-NG
<br />APPLIUTON
<br />91ff
<br />T,PE
<br />I SPACING
<br />YPTFINRINGTO
<br />ASIXJRY/GONG
<br />CASEHARDEN-L
<br />NNL I - LONG
<br />600
<br />SEE DETNL
<br />SEE OETnIL
<br />SEE DETNL
<br />SEE DETNL
<br />6DTE6
<br />CASE�� ®CqL
<br />ONG _
<br />SEE DETNI
<br />SEE DETAR
<br />SEE DETDETAILSEE
<br />DETAA
<br />WINDOW e..rx
<br />s PT SEE NOTE 6
<br />OASEHSFilEEIED-L
<br />NNL-Lo'D.
<br />CONTACT THIS ENGINEER
<br />REQUIREMENTS
<br />FOR SPACING
<br />NO3f-
<br />"iAPCOK
<br />NER
<br />16-
<br />rz-EMBED.e-END.
<br />1 D"FDGEpST.
<br />NON.E..NG WOOD
<br />WKLTO O-LAS
<br />t2• 24- <-EMBED. C'END
<br />W/WASHER DIST..3'EDGEO-
<br />ITT NL.,9EE OC END.gST.-
<br />AGOMED A EDDE O16f.
<br />NOTES
<br />iiLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTEROR 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 />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILEDABOVE
<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. lx MEMBERS ARE NAILED AND
<br />2X MEMBERS ARE SECURED W/TAPCONS OR RAF TO THE SUBSTRATE.
<br />i
<br />.1 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-7746078
<br />FAX: 407-7744078
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<br />AA M: 0003325
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<br />I'IIOJI.CT#
<br />04128.002-57061
<br />1[ODEL•
<br />4EHB
<br />"2605- HAYDEN"
<br />GARAGE aTl►nM:
<br />LEFT
<br />PAGE:
<br />DETAILS
<br />150 MPH EXP. B
<br />1
<br />ROLM A A8104"CRA
<br />L. AR NO 937W J
<br />DATM 1/18/19
<br />>sCALE: 1/4"=1'-0"
<br />a SN1
<br />
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