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<br />ROOF WIND DESIGN PRESSURES
<br />fIrr-(d95-ss-) 1-1
<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 w 0.18
<br />ROOF DL#PHFt#A M
<br />FOR ASPHALT SHINGLE ROOF USE MIN 7/16"
<br />O.S.B. OR 1/2" COX EXT. PLYWOOD, FOUR
<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 />8d GUN NAILS a 4" O.C. EDGEWISE ZA
<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. DIA
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />8tl
<br />RING SHANK,
<br />2 lfZ'
<br />0. 120"
<br />170,000
<br />RING
<br />SCREW SWANK
<br />(16-20 RINGS
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />2 12"
<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-lW9
<br />EXTERIOR 8H EATHM
<br />USE 1/2" CDX OR 7116" O.S.B. PLY WITH Bd RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND Bd 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 71 16"ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS @ 4" O.C.
<br />TOP & BOTTOM EDGES
<br />z9
<br />Y Z
<br />Z i O .
<br />03
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<br />Z
<br />rc
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<br />LD
<br />Y
<br />W
<br />Z'
<br />z .
<br />m
<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 />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />8tl RING SHANK GUN NAILS
<br />6" O.C. IN RELD.1
<br />81 RING SHANK GUN NAILS @ 12" O.C. IN
<br />FIELD or 8d x 2 12' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12- 0.C-1LJ
<br />FIELD J\
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL. BE3Nr.
<br />STRUCTURAL DRAWINGS SMALL BE USED IN CO NI UNCTION MATH JOB SPECIFICATIONS AND
<br />WOOD"
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBI NO AND SITE DRAWINGS. CONSULT
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EARTH DNNFATHBt
<br />NON -BEARING 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, 6th EDITION
<br />ALLpOSED EDGES CONCRETE ARE TO BE CFAAFEtED 3/4'.
<br />ALL WOOD FOR BEAMS, BEAR NG WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />AG 318-14, BALDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI ANDA MODULUS OF
<br />'=
<br />FOR STRUCTURAL CONCRETE, ACT 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />NEVIDN BARRIEI MEMB
<br />PROVIDE 6 MIl CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SlPBSONGROUW MERE INDICATED ON
<br />ELASTICITY 1,400,000 PSI. ALL MOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLDFORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED B INCHES AND TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED WOOD FOR NON-STRUCTURAL USES
<br />FORMWORK:
<br />SHALL BE RATEDTO RETENTION LEVELS OF 0.25 POE OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FORANY
<br />SMALL 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 DEFERENT DETAIL IS SHOWN
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTHACI 347.
<br />W/ DOT SHALL SE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORNMAORK
<br />CONTAINS MORE TRW N W OF HEARTWOOD.
<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 />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 61n 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 STRUCTURALDEPENDING
<br />PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH ZK STRUCTURAL LUMBER
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND 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 CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />UNTREATED WOOD SHALL NOT BE INDIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WELDED WIRE MESH:
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE AD
<br />WOOD 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. WARE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH T 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 WI THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE AD STANDARDS AND
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SMALL 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-PLATECONNECTEDANOOD TRUSS CONSTRUCTION:, AND 'TPINVTCA SCSI 1"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />SUBJECT TO ENGINEER'S REVIEW.
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 psf TOP CHORD+,onconalnenf
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />#5 BAR - 30" #7 BAR - 42"
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD nonconmu
<br />PROVIDE 36'x 36' CORNER BARS, BOND BEAM ONLY, LAPPEDAND TIEDTO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<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 />DEAD LOAD DEAD LOAD
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 psf d ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
<br />10 psf BTM CHORD 5 psf BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10psf
<br />BALCONY LIVE LOAD 60 psf
<br />WINO DEAD LOAD SPEED=150 MPH 3-SECOND GUST
<br />(ASCE 7.10 (FBC R2017) EXPOSURE B, RISK CATEGORY II)
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNNG 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
<br />THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
<br />SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (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 DRAW NGS
<br />CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT
<br />FOUNDATION SITE PREPARATION:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,
<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 D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
<br />THE 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- OMPACTEDAND
<br />RETESTED AT THE CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
<br />CERTIFICATION THAT THE MIN MUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION
<br />REQUIREMENTS HAVE BEEN MET SMALL 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 MX DESIGNS, WITH HSTORICAL STRENGTH DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
<br />NOT EXCEED S./-PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REOUIREMENTS OF ACI 301 AND ASTM C-940R
<br />MEASURING, HAW, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIMESTAAPED
<br />WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
<br />TO THE MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MARE&
<br />IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS FELD FOR LONGER THAN
<br />90 MNITES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF
<br />THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND TFE CONTRACTOR OF ANY NON COMR.IANCE NTH THE
<br />ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER FEW SHALL BE AS FOLLOWS
<br />Z A T FOR CONCRETE CAST AGAINST AND PERMANENTLY DPOSED TO EARTIHFOUDATIONST
<br />Jo O B. FOR CONCRETEEXPOSEDTOEMRMANUORWEATFER
<br />5 1-1rr FOR #5 AND SMALLER
<br />m 2' FOR#6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSEDTOWEATfER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />1-12-FOR BEAM AND COLUTAN PRIMARY REINFORCEMENT, TIES, SFIRRIPS
<br />rYP. 314" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
<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 />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS,
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FORAPPROVAL.
<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 />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FORBEARING
<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
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<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 />MASO1411Y.
<br />PROVI DE ENGINEERED SHOP DRAWINGS OF EACH INDIVI DUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />LICENSED PROFESSIONAL ENGINEER.
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDEDTO FACILITATE THE
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-00, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED TINS PLAN SHALL SIRERCTHOSE
<br />RUNNING BOND UNLESS OTHERWISE NOTED. LAY4JP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COOMM PONENT
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />ASTM C 476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/B'
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USA STRUCTURAL
<br />COURSE AGGREGATE, AND SHALL BE PLACED WI A SLUMP OF B" TO IT. USE ONLY MECHANICAL VIBRATION
<br />CONNECTORS" BY USA, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />TO CONSOLIDATE GROUT.
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TYPE'M" OR '& 'MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT_ MORTAR SHALL BE
<br />LATEST CATALOG.
<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 CM CELLS SOLI D 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 />STRUCTURAL STEEL:
<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, Py = 36 ksi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE B,
<br />Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E OR S, Fy =35 km. TUBE AND PIPE
<br />COLUMNS SHALL BE OONCRETEFILLED 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 WTH 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 />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />APPLIGTIGN
<br />TYPE
<br />ARKS
<br />MPDCATON
<br />SIZE
<br />TYFE
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<br />REMARMS
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<br />REQUIREMENTS
<br />FOR SPACING
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<br />1.SS�TAPLES 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 MANUFACTURER'S 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 DETAILED ABOVE
<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. 1. MEMBERS ARE NAILED AND
<br />2x MEMBERS ARE SECURED W/ TAPCONS OR RAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-774-4078
<br />wwwAbdes0Wmup.eom
<br />AA #: 0003325
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<br />04128.002-08111
<br />MOD3L:
<br />4EHB
<br />"2605- HAYDEN"
<br />GARAGE aMIIdG:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />%150 MPH EXP. B
<br />pptu"
<br />DATM. 10/P3/18
<br />aC,&LE: 1 4"=1'-0"
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<br />s N1
<br />L
<br />
|