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<br />a FL
<br />aABLE.END
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCIE 'D
<br />ZONE 1 = 23.79 PSF (3379)
<br />ZONE 2 = 39.48 PSF (4148)
<br />ZONE 3 = 67.16 PSF (77.16)
<br />"A"= 4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 160 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 1t2" 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 Bd RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />Sd GUN NAILS @ 4" O.C. EDGEWISE 2X4
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
<br />END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. DMA.
<br />SHANK
<br />TENSILE STR,
<br />SHANK
<br />8d
<br />RING SHANK,
<br />2 1/2"
<br />0.120"
<br />170,000
<br />IN
<br />RINGS
<br />SCREW SHANK
<br />PER INCH)
<br />RRI
<br />8d
<br />SCREW SHANK
<br />21/2"
<br />OA20"
<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 IQ" COX OR 7/16' O.S.B. PLY WITH 8d 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 />Y
<br />J
<br />z w
<br />ZD
<br />w
<br />Y �
<br />Z U
<br />=O
<br />U
<br />z
<br />0^_
<br />8d RING SHANK GUN NAILS @ 4" O.C.
<br />TOP 8 BOTTOM EDGES
<br />J
<br />z9
<br />D w ,
<br />� LL
<br />w 0
<br />z D
<br />.
<br />z QZ
<br />'
<br />1
<br />N
<br />Y 3
<br />w
<br />N �
<br />z
<br />TOP CORD BLOCKING AT 4'
<br />O.C. MAX. IN FIRST 2 FRAMING
<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />onnc cuceTulur_ -`_
<br />Emmm
<br />-M_�
<br />ROOF SHEATHING LAYOUT
<br />AND ENOWALL BRACING
<br />FOR GABLE ETA FRAMING
<br />C8d RING SHANK GUN NAILS .
<br />@6"O.C,INFIELD
<br />� ;
<br />T7P. EXT. HIN R O H A HI G (. ..
<br />TO BE STRUCTURAL GRADE
<br />8d RING SHANK GUN NAILS @ 12" O.C. IN
<br />FIELD or 8d x 2 1/2" SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ 12" 0.B,.jN
<br />FIELD Jl
<br />TYP. 3/4" T&G SUB -FL OOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED W CONCRETE SHAD. CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4,
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />pRpy10E 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<br />WOOD.
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND S1TE DRAWINGS. CONSULT
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS. AND OTHER DETAILS NOT SHOWN
<br />EXPOSED EDGES OF ARE TO BE CHAAPERED 3/I'.
<br />ON STRUCTURAL DRAWINGS. APPUCABLE BUILDING CODE STANDARDS: FBGR 2017, BBO EDITION
<br />ALL CONCRETE
<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. Fo - 1100 PSI AND A MODULUS OF
<br />FOR STRUCTURAL CONCRETE, ACI 630-13/ASCE 5.19 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 64AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDERALL SIABSONGROUNDNMERE 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. SEAMS LAPPED 61NCHESAND SEALED WITH ADHESIVE TAPE.
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORM -WORK:
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
<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 POP FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />EXCEPT WHERE A DIFFERENT DETAIL 13 SHOWN.
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 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 %' 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, Bth 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 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 />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 />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 Al85, GRADE 66 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />WOOD TRUSSES:
<br />TYPICAL DETAILS. SUPPORTED WITH 2M'INIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />CHAIRS SPACED T-0- OC EACH WAY
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE'NATIONAL DESIGN SPECIFICATIONS FOR
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />.
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />REQUIREMENTS AND SLAB -ON -GRAD THICKNESS TO HANDLE CONSTRUCTION LOADS. EQ E
<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 />T FOR AN SHALL NOTIFY H ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />O WORK PERFORMED D LL NOT THE E E
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A448, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 80 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DESIGN LOADS:
<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 TPI-14, "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 -rPINJTCA BCS11-
<br />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 />ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
<br />RAND EVIEW.
<br />WOOD TRUSSES.
<br />20 PSI TOP CHORD-non-Concurront
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR . 36^
<br />10 pst BTM CHORD -nonioncurrsnt
<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 A58.1-1982.
<br />p}TOP CHORD 20 psf TOP CHORD
<br />(7 psf W/ ASPHALT SHINGLES) psf w/ No GYPCRE7E)
<br />(7
<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 />10BTM CHORD 5
<br />Sppa} BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD 70 RESIST WIND UPLIFT: 10pf
<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 pf
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD .40 pt
<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 />WIND: DEAD LOAD SPEED =1MPH 3-SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY 10
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE, TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10pt, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS 8 ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20pf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30PSf, BALCONIES (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: 40pf, GUARDS AND HANDRAILS: 200pf, GUARD IN -FILL COMPONENTS: 50pt, 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: 50pf, ROOMS OTHER THAN SLEEPING ROOM: 40pt, SLEEPING ROOMS: 30psf, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40p}
<br />MASONRY:
<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- (ACI 5301 ASCE 5?MS 402, BUILDING CODE REQUIREMENTS FOR
<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 />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
<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 />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL BLOCK WALLS SHALL BE TWO -DELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<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 fm = 2000 PSI. BLOCK SHALL BE PLACED USING
<br />OFT HE 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 />DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWI SE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />MASUSEO
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT 70 FILL MASONRY CELLS SHALL COMPLY WITH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8'
<br />WRITING BY THE ARCHITECT,
<br />COURSE AGGREGATE, AND SHALL BE PLACED W! A SLUMP OF V TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />FOUNDATION/ ' SITE PREPARATION:
<br />"W "S"
<br />FOOTINGS WERE DESIGNED FOR ANA OW SOIL RING PRESSURE OF 2000 f FOOTING 00 NGS E DE D ALLOWABLE S L BEARING PSI,
<br />TYPE OR 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 SHALL BE 3/8" 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 CELLS TO BE FILLED.
<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 MIX PRIOR TO
<br />CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" N- PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94OR MEASURING, MIXING, TRANSPORTING, ETC
<br />CONCRETE TICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO POSITION MIX UNTIL IT IS DEPOSITED IN ITS FINAL PITION SHALL NOT EXCEED 90 MINUTES, IF FOR ANY REASON THERE IS A
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 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 AND/OR WEATHER:
<br />1-i/2' FOR 16 AND SMALLER
<br />Z FOR#6 AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4' FOR SLABS, WALLS AND JOISTS
<br />i-1r1' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<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 />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, Fy = 36 ksl FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE S.
<br />Fy = 46 ksl. STRUCTURAL PIPE SHALL BE ASTMS3, GRADE B. TYPE E OR S, Fy = 35 ksl. 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 />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK
<br />FASTENERS
<br />FASTENER
<br />APRIGTION
<br />SIZE
<br />TYPE
<br />SPACNG
<br />PENA_
<br />APPLIGTbN
<br />SIZE
<br />I TYPE
<br />I SPACING
<br />REMAPo(S
<br />1.11UPRINGTO
<br />MA90.NRYICONC.
<br />CASE HARDENED COL
<br />NAIL I III LONG.
<br />S-
<br />GARAGE GGOR BUG
<br />TO MAEONRYR'ANC
<br />1N-DV..
<br />NO .HER
<br />MOON MABONtY
<br />i FASTENER
<br />rz-EMBED., Y-END DIST.,
<br />IIII EDGE DIST.
<br />E.G. I. EXT, DOORS
<br />GSE NARDENEO COIL
<br />FC/C
<br />-I-FASTENS.
<br />GARAGE ODOR BUG
<br />tIIDIAWI
<br />4"EM1EO.G-1. ISi.,
<br />Ia T.SEENOTES
<br />NAIL I III LONG.
<br />STAGGERED
<br />IMOMASplm'ICONC.
<br />TO pU4GNPTICONC.
<br />WASHER
<br />E BOLT
<br />ZY'0.'C
<br />e'ED1-
<br />WINDOW BUG
<br />CASEHARDENEDOOIL
<br />I.c
<br />W-IODONFASTENED
<br />METAL STRAP TO
<br />CONTACT THIS ENGINEER FOR SPACING
<br />1APT,SEENOTE6
<br />NAILI-LONG.
<br />STAGGERED
<br />INTOMABONRYIcpNC.
<br />MASONR1100-
<br />REQUIREMENTS
<br />EM. SWING DOOR
<br />()Y139B1
<br />TAPCOM
<br />11? EMBED. S• END.
<br />NONBEANNG WOOD
<br />12' EXPANSION ZS aC PEMBEOA-END
<br />BUG b, PT, SEE NOTES
<br />WASHER
<br />FASINER
<br />IB'dC
<br />DIST,. 11?EDGE GET,WALL
<br />TO GONG. SLAB
<br />WIWASHER DIST.,YEDGEDW
<br />& WINDOW WG G.1G3•PM -- B"OIC f'END.11/I'
<br />PT TOO STEELOCL., SEE -,w-,=-- STAGGERED EDGEEDIS DIST.
<br />TEe
<br />�9
<br />1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS. WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL 8E 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. lx MEMBERS ARE NAILED AND
<br />2A MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN E
<br />LONGWOOD FL32750
<br />PH: 407-774.6078
<br />I FAX:407-774-4078
<br />AA 8: 0003325
<br />SUBDIV. A6 LOT,
<br />ABBOTT PARK
<br />LOT #17
<br />BLK #8
<br />PROJECT#
<br />04181.000-17081
<br />MODELa
<br />4EAB
<br />"1672-ARIA°
<br />GARAGE 8Wn4(;:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />160 MPH EXP. C
<br />
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