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Ab
<br />IPP ROOF
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 7-16
<br />ZONE 1 = 53.00 PSF (63.00)
<br />ZONE 3 = 60.90 PSF (70.90)
<br />ZONE 2e = 60.90 PSF (70.90)
<br />ZONE 3e = 70.40 PSF (80.40)
<br />ZONE 2n - 70.40 PSF (80.40)
<br />ZONE 3r = 83.80 PSF (93.80)
<br />ZONE 2r - 70.40 PSF (80.40)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC 1MND SPEED: 160 MPH
<br />EXPOSURE CATEGORY: "C"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT: +1- 0.18
<br />FOR ASS PHALLTT SHINGLE ROOF, USE MIN 19132" STRUCTURAL SHEATHING
<br />EXP 1 (40/20). FOR CEMENTITIOUS TILE AND METAL ROOFING USE MIN.
<br />19/37' STRUCTURAL SHEATHING EXP 1 (4020).(SEE TABLE FOR FIELD
<br />AND EDGE SPACING) SEE DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
<br />NAILS 0 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF
<br />GABLE END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />SIZE
<br />HEAD
<br />TENSILE STIR.
<br />SHANK
<br />ASTM
<br />lod
<br />RING SHANK,
<br />1667
<br />S HANK
<br />170 000
<br />RING
<br />116-20 RINGS
<br />RSRS-03
<br />8d
<br />RING SHANK,
<br />P1667
<br />SCREW SHANK
<br />q3/6'0�
<br />PER INCH)
<br />RSRS-01
<br />Bd
<br />RING SHANK,
<br />PNEUMATIC
<br />F1867
<br />SCREW -NAILS
<br />RSRS-01
<br />KAF I tK UK I KUSS
<br />ROOF SHEATHING
<br />EXTERIOR SHEATHING
<br />USE 12" CDX OR 7/16' O.S.B. PLY WITH 8d RING SHANK GUN NAILS ATV'
<br />O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP 8
<br />BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT G' O.C. AT
<br />INTERMEDIATE SUPPORTS OR 7116' ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL
<br />BUILDING LENGTH U
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />ZONE 1, tGd NAILS @ 4" O.C. ON EDGE AND 6' O.C. IN FIELD
<br />ZONE 2e, 2n, 2r 10d NAILS 0 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />ZONE 3,3e, 3, 10d NAILS 0 4" O.C. ON EDGE AND 4" O.C. IN FIELD
<br />PROOF SHEATHING THICKNESS WAS CALCULATED
<br />AND ADHERES TO ASCE 7-16
<br />So RING SHANK GUN NAI18 G 4"OC.
<br />TOP S BOTTOM EDGES
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<br />TYP. EXT, SHEATHING ATTACHMENT
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<br />I
<br />MM GABLES -DROP GABLE END & (1) ADD'L DROPPED
<br />TRUSS 2.4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING 0
<br />16'0.C. IF NO DROPPED GABLE END, ATTACH 2X4 #2 SYP
<br />BLOCKING 0 16' O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
<br />END. ATTACH ROOF SHEATHING TO RAFTERS 2/
<br />BLOCKING PER NAILING SCHEDULE
<br />- 1. RING SHANK GUN NAILS
<br />SEE "ROOF SHEATHING ATTACHMENT'
<br />TABLE FOR FIELD SPACING ;
<br />CA8 7' DECK SCREWS ® 6'4" O.C. MAX 0
<br />EQGES 8 17' O.C. MM IN FIELD. UNTHREADED
<br />SHANK TO EXTEND BEYOND THICKNESS OF
<br />SUB -FLOOR SHEATHING
<br />I YP. 314" T&G SUB -FLOOR UECKING GLUED TO ALL EXPOSED MEMBERS
<br />(iENEML NOTES:
<br />ALLAGGREGATE USED N CONCRETE SHALL CONFORMTO ASTM C3VCXW. MAXIMUM AGGREGATE SIZE SHALL BE 3/P.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION MATH JOB SPECIFICATIONS AND
<br />WO�"
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />pROVIQE 6%NR ENTRNNED CONCRETE EXPOSED TO EARTH OR YiFATHER
<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: FBC-R 2020, 7th EDITION
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BECHAMFl7tE0314'.
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />ACI 318-14' BUILDING CODE REQUIREMENTS
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, TMS 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROMDE 64AIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
<br />11. CO BARRIERMEMBRANE
<br />ELASTICITY = 1,400,000 PSI, ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
<br />DRAWINGS. LAPPED 61NCHET AND SEALED WITH
<br />PRESSURE TREATED, PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL 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 />FORNFW10ft
<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 WITH ACI 347 LATEST
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />EDITION; RECOMMENDED PRACTICE FOR CONCRETE FORMWORK.
<br />CONTAINS MORE THAN 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 />p CLA)SK NS RM T `= PLAN$,
<br />MINIMUM NAILING PER FBCR 2020, 7th 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. DEPENDING
<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 12.
<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 />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />WEI I'1RA WIRE
<br />AT BEARING LOCATIONS WTHOUT V/OODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS ORTIE-DOWNS.
<br />WELDED WIRE MESH, SHALL BE ASTM A10641A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
<br />W= TRUISM
<br />ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
<br />'
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<br />TE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION Q
<br />H
<br />BE SUPPORTED WITH 2' CHAIRS SPACED 3'-0' OC EACH WAY.
<br />SBADE LUMBER AND ITS FASTENINGS" THE NFPA. TRUSS DESIGNS SHALL SIGNED AND
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />SEALEDEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAW NOS,
<br />00 NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />REINFORCING STEEL"
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.038" AND BE MANUFACTURED FROM STEEL
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />REBAR SHALL BE ASTM A61SA615M GRADE 40 IN CONCRETE DEFORMED BA REBAR SHALL BE ASTM A615
<br />�•
<br />GRADE 80 IN MASONRY DEFORMED BARS FREE FROM OIL SCALE AND RUST AND PLACED IN ACCORDANCE
<br />MEETING THE REQUIREMENTS OF ASTM A446lA446M, GRADE A. AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN L"QADB;
<br />W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPIA4, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION, HORIZONTAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION"
<br />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />AND VERTICAL BARS SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />20 pef TOP CHORD-nan-concurrent
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 6' BAR - 3
<br />WOOD TRUSSES.
<br />10 psf BTM CHORD H1Gn-ConOument
<br />#5 BAR . 30' #7 BAR - 42"
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE 36' X 36' CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEAD LOAD DEAD LOAD
<br />FOR ADDITIONAL INFORMATION,
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 88: 1990.
<br />18 pef TOP CHORD 20 psf TOP CHORD
<br />(7 psf w/ ASPHALT SHINGLES) (40 psf w/ No GYPCRETE)
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />10 psf BTM CHORD 5 psf BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WIND UPLIFT: 1 Opsf
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 psf
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf
<br />WIND: DEAD LOAD SPEED MPH 3-SECOND GUST
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(ASCE 020) EXPOSURE C, RISK CATEGORY IO
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />BIT BLE(FBC ATTIC
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: tOpsf, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS &ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, SALCONIES (EXTERIOR)
<br />DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />AND DECKS: 40PO, GUARDS AND HANDRAILS: 200pef, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40pSf, SLEEPING ROOMS: 30psf, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pcf
<br />M
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW:
<br />"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />COMPLIANCE V•ATH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />ALL BLOCK WALLS SHALL TWO -DELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE Tm = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WTHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACICONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTMNG
<br />AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS,UNLESS
<br />DOCUMENTS LL GOVERN OVER THE SHOP ORAWNGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />WILL
<br />IC-478
<br />SPEC NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3M'
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED WA SLUMP OF 8" TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUN MINIM SITE PREPARATION'
<br />FOOTINGS WERE DESIGNED FORAN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
<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 />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE
<br />SHALL BE 318" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
<br />REINFORCING.
<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 />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<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 />STRURa" STEEL
<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 $HALL SUBMIT PROPOSED PAX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"4- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI W AND ASTM C94IC94M OR MEASURING, MIXING, TRANSPORTING,
<br />ETC. CONCRETE TICKETS SHALL BE TIMESTAMPEO WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
<br />WATER IS ADDED TO THE MIX UNTIL IT 16 DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MNLTTES. IF FOR ANY REASON
<br />THERE IS A DELAY 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 COMPLANCE MATH 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 EXPOSED TO EARTH AND/OR WEATHER:
<br />1-1/2'FORA5ANDSMALLER
<br />2'FOR 06 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR SLABS, WALLS AND JOISTS
<br />1-1Q' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 />A36IA36M FY = 36 ku FOR ANGLES PLATES AND WSRAPES. STRUCTURAL TUBING SHALL BE ASTM
<br />A500/ASOOM GRADE B F = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M GRADE B TYPE E OR S F =
<br />Y Y
<br />35 ksi. TUBE AND PIPE 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 F3125IF3125M BOLTS W TH WASHERS UNDER THE TURNED ELEMENT. BOLTS
<br />SHALL 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 />A.L-ON
<br />SIZE
<br />TYPE
<br />RA
<br />REMARKS
<br />APPLICATION
<br />S.
<br />TYPE
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<br />TO MASOMYINNC
<br />xY WASHER
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<br />3" EDGE OIST
<br />wnNDDWBUCK
<br />RDENED COIL
<br />a°aG
<br />-0-000RIFASTENED
<br />METAL $TRAP To
<br />CONTACT THIS ENGINEER FOR SPACING
<br />I. PT, SEE NOTES
<br />NNL 11IY LONG.
<br />STAGGERED
<br />INTOM NRYr Nc.
<br />MASONRY I CONC
<br />REQUIREMENTS
<br />EXT SWING DOOR
<br />LICKS PT, SEE NOTES
<br />O)VI6"DA:
<br />NO -ER
<br />'TAPCON'
<br />FASiNER
<br />IS-
<br />I", EMBED, 6"EIA.
<br />GIST., 1 fn` EDGE DST.
<br />NONSEARING WOOD
<br />WALLTOCONC. SUB
<br />1R` -ANSIMSEO. 4'END
<br />WI WASHER B0.t 2E QC SAT., $"EDGE DST.
<br />roa NQOW BUCIt 3S°PPFr 21T YO,C 1'fND qST.,
<br />PT DEL COL"SEE WI WASHER STAGGERED EDGE DST.
<br />TEB
<br />1>�
<br />1. STAPLES SHALL NOT 8E USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL SEAS PER MANUFACTURER'S SPECS AND/OR NOA
<br />3, ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HILT[ 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 EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1X MEMBERS ARE NAILED AND
<br />2K MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONG WOOD, FL 32750
<br />PH: 407-774.6078
<br />FAX: 407-7744078
<br />www.abdosigngroup.com
<br />AA N: 0003326
<br />IF.
<br />M
<br />h
<br />E
<br />9L73DIV de I407:
<br />ABBOTT PARK
<br />LOT #27
<br />BLK #7
<br />PROJECT
<br />04181.00 -27071
<br />MODEIA
<br />4EAB
<br />"1672-ARIA"
<br />GARAGE BW MG:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP. C
<br />
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