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<br />�M HIP g00F Fr A
<br />ROOF WIND DESIGN PRESSURES
<br />ZONE 1 =18,56 PSF (28.66)
<br />ZONE 2 = 32.94 PSF (42.94)
<br />ZONE 3 = 56.39 PSF (86.39)
<br />'A'= W-W END ZONE DISTANCE
<br />BASIC WIND SPEED: I MPH
<br />WIND EXPOSURE:'C'
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT 10.18
<br />ROOF DIAPHRAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16'
<br />O.S.B. OR 1/2' 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 Ed RING SHANK GUN NAILS
<br />AT W O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS 0 4' O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
<br />END.
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SWILL BE 3M.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
<br />WOOD:
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />PROVIDE S%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
<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: FSCR 2017, em EDITION
<br />q(LEXPOSEO EDGES OF CONCRETE ARE TO BE CHAMFERE031M.
<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 />AS SPECIFICATION FOR THE DESIGN OF
<br />FOR STRUCTURAL CONCRETE, ACI 63OEMBE
<br />PROVIDES. UNDERALL SLABS-0GROUND WHERE INDICATED ON
<br />ELASTICITY = PSI, ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL
<br />S 011,
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-/0 AND AISC SPECIFICATIONS
<br />SE MSLAP ED6POLYETHYLENEVAPORBARRIERMEMBRANE
<br />DRAWNG3.8EAMS LAPPED $INCHES AND STALED WTH ADFESNETAPE.
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
<br />TREATED. A
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMWORK:
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 POP 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 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,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'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 />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FSCR 2017, BI1 EDITION. BEE 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 42.
<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 IS
<br />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 SLAB -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 pBf
<br />20 pef TOP CHORD -noncorwunent
<br />10 peT STM CHORD -non-con 1,
<br />DEADLOAD DEAD LOAD
<br />15 pH TOP CHORD 20 pef TOP CHORD
<br />(7 pef W ASPHALT SHINGLES) (10 psi w/ No GYPCRETE)
<br />10 pN BTM CHORD 6 091 BTM CHORD
<br />DEAD LOAD TO RESIST WIND UPLIFT: 10pef
<br />BALCONY LIVE LOAD 60 pef
<br />STAIRS LIVE LOAD 40 Pd
<br />WELDED WIRE MESH:
<br />WELDED WIRE MESH, SHALL BE ASTM A186, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2' CHAIRS SPACED S-0' OC, EACH WAY.
<br />REINFORCING STEEL:
<br />REBAR SHALL BE ASTM A61S GRADE 40 IN CONCRETE DEFORMED BARS REBAR SHALL BE ASTM A616
<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 DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />AND VERTICAL BARS SHALL LAP 8 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
<br />REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: 04 BAR - 26" 48 BAR - Se'
<br />06 BAR - 30' 47 BAR - 42'
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<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 />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A448, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESIGN NATIONAL
<br />STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION: AND 'TPmrCA SCSI V
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES,
<br />PROVIDE 36' z 3e"CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<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 />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI ASS.1-1982.
<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 />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />MINIMUM 10 INCH HOOKS OR BEND8 AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />WALL.
<br />TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />WIND: DEAD LOAD SPEED.160 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 7-10 (FSC R2017) EXPOSURE C, RISK CATEGORY 11)
<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: 10p9f, UNINHABITABLE ATTIC WITH LIMITED
<br />LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />STORAGE: 20p9f, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pef, 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: 40p9f, GUARDS AND HANDRAILS: 200paf, GUARD IN -FILL COMPONENTS: 60p91, 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: SOpd, ROOMS OTHER THAN SLEEPING ROOM: 40ps1, SLEEPING ROOMS: 30p9I, STAIRS:
<br />PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />40pef
<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 530/ ASCE ENNIS 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 -CELL 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 />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASGE 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 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 />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO 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 />bPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 318'
<br />ROOF/ WALU FLOOR
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE. AND SHALL BE PLACED W/ A SLUMP OF W TO 10'. USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />SHEATHING
<br />FOUNDATION/ SITE PREPARATION:
<br />"W
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 pet, FOOTING
<br />TYPE 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 />FASTENER SCHEDULE
<br />EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE
<br />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-1657. TREAT ALL
<br />CELLS TO BE FILLED.
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. CIA.
<br />SHANK
<br />TENSILE STIR.
<br />SHANK
<br />Ed
<br />RING SHANK,
<br />21/2'
<br />0.120'
<br />170,000
<br />I G
<br />(16-20 RINGS
<br />SCREW SHANK
<br />PER INCH)
<br />Ad
<br />SCREW SHANK
<br />2 1/2'
<br />0.120'
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL $TAPE, NAIL &TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR SHEATHING
<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 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 MANUR SPECS.) SEE DETAIL.
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<br />SPACES AT EACH END.
<br />RAFTER OR TRUSS
<br />annF superulNr -��
<br />BUILDING LENGTH _k
<br />ROOF SHEATHING LAYOUT
<br />AND ENOWALL BRACING
<br />FOR GABLE END FRAMING
<br />CEd RING SHANK GUN NAILS
<br />B 6' O.C. IN FIELD `
<br />C8d RING SHANK GUN NAILS 0 12- O.C. IN
<br />FIELD or 8d x 2 1/2' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS 0 12" 0.6.jN
<br />FIELD J\
<br />TYR 3f4' T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<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 6' 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 54-PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-040R MEASURING, MIXING, TRANSPORTING, ETC.
<br />CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE LOX UNTIL R G DEPOSITED W ITS FINAL POSITION SIULL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE ISA
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHINL 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 WTH THE ABOVE
<br />REDUIRED 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 ANDIORRWEATHER
<br />i-1WFORM AND SMALLER
<br />2' FORM AND LARGER
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4' FOR SLABS, WAUS AND JOISTS
<br />1.17 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TES, STIRRUPS
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 8 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, Fy .36 k.1 FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-600, GRADE B,
<br />Fy . 46 k91. STRUCTURAL PIPE SHALL BE ASTM63, GRADE B, TYPE E OR S, Fy . 36 W. 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 A326-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 />APPL T-
<br />312E
<br />TYPE
<br />9PACMO
<br />PEAIARKB
<br />APPLICATDN
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<br />REMARKS
<br />14 PT FURRwG TO
<br />MASONRY ICCNC.
<br />CASE HAPDENEDC04
<br />NNL 11R'LCNG.
<br />SOD
<br />GARAGE DOOR BUCK
<br />TO M/SWRYDONC.
<br />1/l'DIA
<br />NO WASHER
<br />TAPCON MA&lNM
<br />FASTENER
<br />SOD
<br />MBED.. 4' END IT,
<br />�I-EDGEDE?.
<br />3GOAL.E
<br />CASE HARDENED TALL
<br />S'OD
<br />WMDOWIDOON FASTENED
<br />GARAGE DOOR BUCK
<br />I..-W/
<br />E%PANBION BOLT
<br />N'OC
<br />d•EMBED., 4•END DLST.,
<br />1. PT. SEE NOTES
<br />NML1 V2'LONG.
<br />STAGGERED
<br />INTO MA90NRYDONC.
<br />TO MA9pIRY.CONC.
<br />WA3iffR
<br />3•EpGE OI3T.
<br />wRDOw eucx
<br />CASE HARDENED COIL
<br />woD
<br />Wxmowmoow FABTEFxD
<br />METAL 3TRAnTo
<br />CONTACT THIS ENGINEER FOR SPACING
<br />zP,EEENDTES
<br />NAIL1 trz'LONG.
<br />STAGGERED
<br />wro MA9ONRYDOFD.
<br />MAANRrICd1C.
<br />REQUIREMENTS
<br />EAT.Sr/wGDOOR
<br />R)&189U,
<br />'TAPCON'
<br />I.
<br />ttrz'EMBED, S' END.
<br />NONBEARINGWCOD
<br />1/T' EKPAN9KNJ 4'EMBED. 4'ENO
<br />BUCK24 Pi, SEE NOTE.
<br />NO WASHER
<br />FA9TNER
<br />p19T.,11rY EDGE 013i.
<br />WALL TO CONC...
<br />W/WASHED BOLT GIST„3'EDOE DIST.
<br />oPT wHWWBIIC( D.ter PAf •2tlY YCD END. DIBT..t 12'
<br />O STEEL OOL.,9EE W/WAdrtR 9TAO.E.D C EDGE DIET.
<br />NOTEa
<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 BE AS PER MANUFACTURER'S SPECS AND / OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAP SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />6. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
<br />e. 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. 1x MEMBERS ARE NAILED AND
<br />2z MEMBERS ARE SECURED W/ TAPCONS OR PAP TO THE SUBSTRATE,
<br />1441 N. RONALD REAGAN BLVD,
<br />LONGWOOD, FL 32750
<br />PH:-407-774.6078
<br />FAX 407-774-4078
<br />wwwAbdesigngroup.com
<br />AA All: 0003326
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<br />ABBOTT PARK
<br />LOT #21
<br />BLK #8
<br />PROJECT*
<br />04181.000-21081
<br />MODzu
<br />111499-FREEPORr r'
<br />GARAGE 8TI MG:
<br />RIGHT
<br />PAGE:
<br />DETAILS
<br />v.160 MPH EXP. C
<br />SCALE: 1/4-W
<br />
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