|
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16'STRUCTURAL
<br />SHEATHING EXP 1(24M6) oT 15/32" STRUCTURAL SHEATHING EXP 1
<br />(32t`16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/32'
<br />STRUCTURAL SHEATHING EXP 1 (32116) .(SEE TABLE FOR FIELD AND
<br />EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN
<br />NAILS@4"O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS VVI IN 4'
<br />OF GABLE END.
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL REQUIREMENTS
<br />SIZE
<br />HEAD
<br />LENGTH
<br />DIA
<br />TENSILE STR.
<br />SHANK
<br />ASTM
<br />SO
<br />RINGSHANK,
<br />318..
<br />0113
<br />170,000
<br />RING
<br />1 -2 RIN
<br />6 G.
<br />OINCH)
<br />-7.,
<br />FSR.
<br />SCREW SHANK
<br />ER
<br />8d
<br />RING SHANK,
<br />H
<br />PNEUMATIC
<br />2316.
<br />0113
<br />F 667
<br />I
<br />SCREW -NAILS
<br />RSRS-01
<br />EXTERIOR SHEATHING
<br />USE lfZ'CDX OR 7116'O.S.8 PLY WITH Scl RING SHANK GUN NAILS AT
<br />4" 0 C, AT PANEL SIDES AND Bd RING SHANK GUN NAILSVO.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT e'O.C. AT
<br />�NTERMEDIATE SUPPORTS OR 7116" ZIP SHEATHING SYSTEM
<br />INSTALLED PER MANUF. SPECS.) SEE DETAIL.
<br />ROOF SHEATHING ATTACH9�� SPAQNG
<br />ZONE 1 3d NAILS a C. ON EDGE AND 6'O.C. IN F�ELLDD
<br />ZONE 2S 2n,2r 8d NAILS@ 4"O,C. ON EDGEANDV'O.C. IN FE
<br />ZONE 3,3e, 3r. Scl NAILS @ 4" O.C. ON EDGE ANDV'O,C IN FI ELD
<br />NOTE'. ROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />z
<br />Z Q
<br />,a
<br />W
<br />z
<br />10 q
<br />z
<br />8d RING SHANK GUN NAILS @ 4" O.C.
<br />.1 TOP & BOTTOM EDGES I
<br />TYP. EXT. SHEATHING ATTACHMENT
<br />11
<br />� 'A'
<br /><
<br />z
<br />z 0
<br />D 0
<br />0 w
<br />� a
<br />z
<br />< d
<br />0 T.
<br />z
<br />D'
<br />cj
<br />RAFTER OR TRUSS
<br />ROOF SHEATHING
<br />rm rill, I
<br />BUILDING LENGTH
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />TRUSS 214 #2 SYP OUTLOOKER RAFTER Wl BLOCKING a
<br />16.0 C IF NO DROPPED GABLE END ' ATTACH 2x4 #2 SYP
<br />13LOCKING 0 16" O.C. FIRST 4 BAYS VVI (2)12d NAILS EA
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 21
<br />BLOCKING PER NAILING SCHEDULE
<br />8d RING SHANKGUN NAILS
<br />SEE:ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING
<br />C#8*2' DECK SCREWS' 0 6�6' O.C. MAX' @
<br />EDGES & 12'0 C, MAX IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />TYP 314!'T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />NET "" ROOF D DESIGN PRESSURES
<br />IN
<br />E".
<br />I ZONE 3
<br />Z-E— 5,
<br />—N-ONEDSTANC.
<br />EWRECATTRY V�
<br />NlWlAj,_
<br />APPLOASL —
<br />PRESSURE COEF—ENT -1 018
<br />FASTENER SCHEDULE
<br />WINDOWAN
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />A-1—
<br />SIZE
<br />TYPE
<br />S—No
<br />R- - KS
<br />Tm
<br />SIZE
<br />IPE
<br />S_No
<br />REM—S
<br />1. PT —1. 1.
<br />I —
<br />ODL
<br />.—E--
<br />To
<br />- .1
<br />N.
<br />—TENER
<br />M
<br />I — EMBED, 4- END DST,
<br />I lo� EDGE DST
<br />SGD EXTDOORS
<br />CAS—RDENE—L
<br />N— FA —El
<br />I—E DOCR
<br />�UA)
<br />4- ..E., I END
<br />1, PT SEE NOTES
<br />S —EREO
<br />TO
<br />EXIAN.— T
<br />24 DA)
<br />S -T
<br />
<br />CNEE —8-
<br />ME— ST TO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1.1 SEENOTE.
<br />NAL I — LONG
<br />STA=ERED
<br />WMW000WR/yFA
<br />o _ 1�=ED
<br />—
<br />REQUIREMENTS
<br />E� -1. DOOR
<br />L � PT, SEE NOTES
<br />q) S
<br />NO
<br />"T
<br />F.A.,NER
<br />Dl�ll I E..E. S' No
<br />—E..
<br />N.—NING
<br />TO
<br />WIZIER BOLT US 1`�-W �E T.-T
<br />PT
<br />PT TO STER OX 0 131— x 2 1� ST. I
<br />NOTE 6 Wi—SHER —E. E.—T
<br />NOTES
<br />I.S LES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2 FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE ASPER 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 DETAILED ABOVE
<br />6. AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME, lx MEMBERS ARE NAILED AND
<br />= SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE
<br />2,=SARE
<br />GENERAL NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECI FCATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWNGS. CONSULT
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS FBC-R 2020,7th EDITION
<br />ACI 310-14, BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />SHALL BE CONSTR ED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT VMERE A DIFFERENT DETAIL IS SHOWN.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWINGS. FOULOWWRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />TO THE ATTENTION OFTHEARCHITECT 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 SLA13-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 pf
<br />20 psf TOP CHORD —n-Ooncurrent
<br />10 psf BTM CHORD -non-Ooncu-nt
<br />DEAD LOAD DEAD LOAD
<br />15 pSf TOP CHORD 20 pSf TOP CHORD
<br />(7 psf wl ASPHALT SHINGLES) (10 PET wl No GYPCRETE)
<br />10pSfBTM0H RD 5 pEf BTM CHORD
<br />DEAD LOAD TO RESIST VAND UPLIFT 10psf
<br />BALCONY LIVE LOAD 60 DST
<br />STAIRS LIVE LOAD 40 psf
<br />WIND� DEAD LOAD SPEED =1 50 MPH 3- SECOND GUST
<br />(ASCE 7-16 (FBC R2020) EXPOSURE B, RISK CATEGORY 11)
<br />LIVE LOADS UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS 50psf, PASSENGER
<br />VEHICLE GARAGES: 50pf, ROOMS OTHER THAN SLEEPING ROOM: 40pe, SLEEPING ROOMS 30psf, STAIRS:
<br />40PSf
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAVANGS VALL 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 DRAWl GS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT
<br />DRAWINGS SUBMI TED WITHOUT REVIEWWILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAVIANGS (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 DRAV41NGS CHECKED, UNLESS OTHERVASE SPECIFIED IN
<br />WRITING BY THE ARCHITECT.
<br />FOUNDATION/ SITE PREPARATION:
<br />FO TINGS 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, DETERMI NED IN ACCORDANCE WITH ASTM D-1 557. TREAT ALL
<br />SOIL FOR TERMITE PROTECTION.
<br />TH OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />SUCCESSFU COMPLETION OF SITE PREPARATION 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-TECH. ENGINEER.
<br />CONCRETE:
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS
<br />2 500 P I REGULAR WEIGHT FOR FOOTINGS, AND SLA13-ON-GRADE
<br />3:000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5' STRUCTURAL TERRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED WX DESIGNS, NTH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SH&L NOT EXCEED 5'4� PRIOR TO THE ADDITION OF PLASTICIZER.
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33fC33M. MAXIMUM AGGREGATE SIZE SHALL BE SO'.
<br />WOOD:
<br />PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4'.
<br />ALL WOOD FOR BEAM S, BEARING WALLS, SOLE P LATE S, TOP PLATES, B RACI ING, LE DGERS, SLOCKI NG,
<br />CRIPPLERS, SILLS, ETC, SHALL BE SOUTHERN PINE NO 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS�ON �GROUNID WHERE INDICATED ON
<br />ELASTICITY = 1,400.000 PS. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />DRAWNGS. SEAMS LAPPED 6 INCHESAND SEALEDWTH ADHESIVETAPE.
<br />PRESSURE TREATED PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />8 ILL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT DISODIUM
<br />FORM -WORK-
<br />CORROBORATE TETRAHEDRAL (DOT) WOOD FOR STRUCTURAL USE THAT 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. NAILS, SPIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE NTH ACI 347 LATEST
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION,"RECOMMENOED PRACTICE FOR CONCRETE FORM -WORK.
<br />CONTAINS MORE THAN WOF HEARTWOOD
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER PBCR 2020,7th 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 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS
<br />SYP #2.
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />WELDED WIRIE MESH:
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WELDED WIRE MESH, SHALL BE ASTM AiO641AI064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />WOOD TRUSSES:
<br />A I TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />BE SUPPORTED WITH 2"CHAIRS SPACED T-0" OC, EACH WAY
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />S RESS-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 />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A615A615M GRADE 4D I N CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A61 5
<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 DRAWNGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVI EW
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #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 ADDIT1014AL INFORMATION.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT�DIPPED GALVANIZED
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-1 4, "DESIGN NATIONAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION., AND "BCSI LATEST EDITION"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER W UL 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 ANSIUASCE 7 88 1990.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />MIN IMU M 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />P ROV DE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />MASONRY: P LANSHOWING OMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER.
<br />"SPECIFICATION MASONRY STRUCTURES" JMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />THE MASONRY STANDARDS JOINT COMMITTEE. CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE f� = 2000 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />RUNN NO BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE 13EAMS BEFORE AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />PLACING CONCRETE FOR INAVALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ALL TRUSS TO TRUSS CONNECTIONS.
<br />ASTM C476, 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 318"
<br />COURSE AGGREGATE, AND SHALL BE PLACED W1 A SLUMP OF 8" 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 ANDIOR VERTICAL
<br />REINFORCING,
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STRUCTURALSTEEL:
<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/A36M Py = 36 kSi FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A50WA506M, GRADE B, Fy = 48 W. STRUCTURAL PIPE SHALL BE ASTM A53IA53M, GRADE B, TYPE E OR S, Fy
<br />35 W. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />A CHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-OFF4HE-NUT METHOD.
<br />CONCRETE SHALL COMPLY NTH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MIXING TRANSPORTING ' ALL ANCHOR BOLTS SHALL BE GALVANI ZED STEEL. J-BOLTS ARE TO BE STEEL
<br />ETC. CONCRETE TICKETS SHALL BE TIME TAWED WHEN CONCRETE IS BATCHED THE MAXIMUM TIME ALLOWED FR6� WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
<br />THEREISA ELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MNUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL
<br />BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NON COMPLIANCE NTH THE ABOVE.
<br />REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS
<br />A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
<br />B FOR CONCRETE EX SED TO EARTH ANDIOR WEATHER
<br />1 -10 FOR 05 AND SMALLER
<br />TFOR 06 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314* FOR SLABS, WALLS AND JOISTS
<br />1-112" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />F—A R C N I T E C T 8 -1
<br />6
<br />lxsi Wn
<br />G r abuspO.!_
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