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<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) ASCE 740
<br />ZONE 1 - 23.79 PSF (3379)
<br />ZONE 2 - 39.48 PSF (4148)
<br />ZONE 3 .81.16 PSF (7-7.16)
<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 w 0.18
<br />ROOF OW-HPAGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
<br />O.S.B. OR 1Ir CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 5/8 CDX EXT. PLYWOOD, WTH Od RING
<br />SHANK GUN NAILS AT 4" OC, AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHAW 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 Q 4" O.C. EDGEWISE N4
<br />BLOCKING ALL PANEL JOINTS W IN W 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. DIA
<br />SHANK
<br />TENSILE STR,
<br />SHANK
<br />Sd
<br />RING SHAM(,
<br />2 1/Y
<br />0. 120'
<br />170,000
<br />RING
<br />SCREW SHANK
<br />(16-20 RINGS
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />2 1(7
<br />0.120'
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1, NAIL SIZE PER ASTM F1864
<br />2. INTERNATIONAL STAPE, NAIL 8 TOOL
<br />ASSOCIATION (ISANTA) ESR-1539
<br />EXTERIOR BREATHING
<br />USE 1/7 CDX OR 7/18' O.S.B. PLY WITH Sd RING
<br />SHANK GUN NAILS AT 4' O.C. AT PANEL SIDES
<br />AND Sd RING SHANK GUN NAILS 4" O.C. TOP S
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/IB" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL
<br />8d RING SHANK GUN NAILS 0 4" O.C.
<br />TOP 8 BOTTOM EDGES
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<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
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<br />U BUILDING LENGTH
<br />x
<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GAIRa as N#DARN
<br />Sd RING SHANK GUN NAILS .
<br />� 6" O.C. IN FIELD `
<br />TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEATHING (0.SEL
<br />TO BE STRUCTURAL GRADE
<br />Sd RING SHANK GUN NAILS® 170.C. IN
<br />FIELD or 8d X 2 10 SCREW SHANK
<br />PNEUMATIC SCREW -NAILS ® 12-0.0
<br />FIELD J\
<br />TYP. 3/4" T8G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />894EM NOTES:
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONUUNCTION WTH JOB SPECIFICATIONS AND
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSLLT
<br />ARCH TECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FSCR 2017. 61N EDITION
<br />AG 318-14, BUILDING CODE REQUIREMENTS
<br />FOR STRlCTURAL CONCRETE, AG 530431ASCE 5.13 AISI SPECIFICATION FOR THE DESIGN OF
<br />COLD.FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-70 AND AISC SPECIFICATIONS
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAW NGS ARE INTENDED TO BE TYPICAL AND
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL
<br />BE BROUGHT
<br />TO THE ATTENTION OF THE ARCHTECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />OF THE WORK
<br />ALL AGGREGATE USED N CONCRETE SHALL CONFORM TO ASTM C33 MAXIMUM AGGREGATE SIZE SHALL BE 3W
<br />PROVIDE 8%AIR ENTRAINED CONCRETE SAM TO BIRTH OR WEATHER
<br />WOOD:
<br />NON -BEARING WOOD WALLS TOP PLATES 8 STUDS CAN BE SPF.
<br />ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAIFBRED 311'.
<br />ALL WOOD FOR BEAMS, BEAR NG WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOpONG,
<br />CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER Po = 1100 PSI AND MODULUS OF
<br />PROVIDE 649L CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL S/J.60NGRMlOAMHE INDICATED ON
<br />ELASTICITY • 1,400, DW PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />DRANANGB. SEAMS LAPPED S INCHES AND SEALED WTHAD ESVE TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />SR41LL BE RATEDTO 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 DDT OR MORE. NAILS, SPIKE, BOLTS USED
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH AD 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 %' OF HEARTWOOD.
<br />EXCLUSIONS FROM TH M PILAW:
<br />MINIMUM NAILING PER FBCR 2017, etN 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 STRUCTURALPROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND MOD COLUMNS WITH Zr STRUCTURAL LIMBER
<br />ON TIE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.02
<br />SYP
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT NTH CONCRETE. SEAT PLATES SHALL BE PROVIDED
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />�� MEWt
<br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
<br />DURING ERECTION. THIS WORK R TIE4)ES THE ADDITION OF NECESSARY SNORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE-0OWNS.
<br />WELDED WIRE MESH SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE AG
<br />WOOD TRUSSIM'
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WTH 2' CHAIRS SPACED TO- OCEACH WAY.TO
<br />-,
<br />BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE RNATIONAL DESIGN SPECIFICATIONS FOR
<br />REQUIREMENTS AND SUB-0N{'iRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />STRESS -GRADE LUMBER AND ITS FASTENNGS' SY THE WPA. TRUSS DESIGNS SHALL BE SIGNEDAND
<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 FOLIO.
<br />REBAR SHALL BE ASTM A615 GRADE 401N CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />GRADE 80 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT-0IPPEDGALVANZED.
<br />DESIGN LOADS:
<br />W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE AD STANDARDS AND SPECIFICATIONS.
<br />DESIGN, FABRICATE, AND ERECT MOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
<br />CONTRACTOR SHALL SUBMIT REBAR SWOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METALFLATECONNECTEOVVOOD TRUSS CONSTRUCTION:, AND "TPINVrCA SCSI V
<br />ROOF LIVE LOAD FLOOR LIVE LOAD 10 PSI
<br />AND VERTICAL BARS SHALL P 6 x BAR NO. UNSCHEDULED FIELD
<br />HAUUPS ARE SUBJECT TO ENGINEERS
<br />COMMENTARY AND RECOMMENDATIONS FOR HAC
<br />HANDLING, INSTALLATION BRACING METAL-PLATEONECTED
<br />20 Pk TOP CHORD norPcancummt
<br />REVIEW
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: 04 BAR - 2S t8 BAR - 38"
<br />WOOD TRUSSES.
<br />10 pM BTM CHORD noncondment
<br />05 BAR - 30" 07 BAR - 47
<br />TRUSS MANUFACTURER W ILL PROV DE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />PROVIDE W x W CORNER BARS, BOND BEAM ONLY, UPPED 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 WTH ANSI A58.1-1982.
<br />18 pot TOP CORD 20 PSI TOP CHORD
<br />(7 pqW ASPHALT SHNGLES) (10 pdW 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 pd STM CORD 5 PST BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST W NO UPLIFT. 1 Opd
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THBROLK OUT THE HEIGHT OF THE
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
<br />BALCONY LIVE LOAD 60 PSI
<br />WALL.
<br />TRUSSESJGIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 Pd
<br />WIND DEAD LOAD SPEED =17) M77P SECOND GUST
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
<br />ROOF 6 FLOOR LAYOUTS PROVIDED ON THESE PUNS ARE TO BE USED AS A GUIDE FOR BEARING
<br />(ASCE 7-10 ABBE EXPOSURE C, RISK CATEGORY II)
<br />S
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />DETERMINATIONS, FEASIBILITY 6 ARCHTECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FlNNAL
<br />ATTIC
<br />LIVE LOADS: UNNABIABLE ATTIC WITHOUT STORAGE: WTH
<br />LAYOUT, SPANS B ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />WTH FIXEUNND :ATTIC
<br />20p4/, HABITABLE ATTICS STAIRS:
<br />ATTICS SERVED NTH FIXED STAIRS: 30pd, BALCONIES (EXTERIOR)
<br />BALCUNTONIES (E
<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 />ANDDECSTORAGE:
<br />AND DECKS: 40pd, GUARDS AND HANDRAILS: 200pd, GUARD IN -FILL COMPONENTS: 50pd, PASSENGER
<br />DR
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />VEHICLE GARAGES'. 50p41, ROOMS OTHER THAN SLEEPING ROOM: 40pd, SLEEPING ROOMS: 30pd, STAIRS:
<br />PROW HE ENGINEERED SHOP DRAW NGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
<br />SOW
<br />MASONRY:
<br />PLAN SHOW NOCOMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OF THE
<br />LICENSED PROFESSIONAL ENGINEER.
<br />SHOP DRAWING REVIEW;
<br />"SPECIFICATION MASONRY STRUCTURES" (AD 53W ASCE 5,7MS 402, BUILDING CODE REQUIREMENTS FOR
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />MASONRY STRUC AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTAPo ES), AS
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />OFTURES
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY THE CONTRACTOR TO VERIFYCONSTRUCTION
<br />MA
<br />PUBLISHED BY THE SONRY STANDARDS JOINT COMMITTEE.
<br />SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE HEDJTRUSS ENGINEER
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />ALL SLOG( WALLS SHALL BE TWO -CELL WILLOW 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 RE VIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARRCHITECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-00, GRADE fm - 1500 PSI. BLOCK SHALL BE PLACED USING
<br />OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ONASCE 7-10 COMPONENT
<br />AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWINGS SUBMITTED WTHOUT RE VIEW WILL BE RETURNED UNCHECKED SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND lNLE9S OTHERW SE NOTED. UYLP IMSONARV WILLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED
<br />PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY NTH
<br />WTHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER IN ALL INSTANCES, THE CONTRACT
<br />ASTM CJ76, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, VSS
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE'USP STRUCTURAL
<br />DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWSE SPECIFIED IN
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAOMUM 31W
<br />CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />WRITING BY THE ARCHITECT.
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10", USE ONLY MECHANICAL V BRATION
<br />WTH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURERINTHE
<br />FOUNMI MICA SIRE PREPARATION.
<br />TO CONSOLIDATE GROUT.
<br />LATEST CATALOG.
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 W, FOOTING
<br />TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THS PROJECT. MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTLINED LNDER 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%-THE
<br />SHALL BE Yr THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION
<br />FILL CMU CELLS SOLD WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANOOR VERTICAL
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT CEO -TECHNICAL ENGINEER TO VERIFY
<br />REINFORCING.
<br />SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
<br />GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTEDAT THE
<br />LAP VERTICAL RESAR 6 X BAR NO. (48 BAR DIAMETERS), U.N.O.
<br />CONTRACTORS 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 />STRUCTURAL STEEL:
<br />BE MADE BY THE GEOTECH. ENGINEER
<br />THE MATERIAL, FABRICATOR AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH THE
<br />CONCREM'
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />9TH EDITION, BY THE AMER CAN INSTITUTE OF STEEL CONSTRUCTION STRUCTURAL STEEL SHALL BE ASTM
<br />A36, Fy = 38 lul FOR ANGLES, PLATES, AND WSFAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B.
<br />- 48 WSTRUCTURAL PIPE SHALL BE ASTM-63, GRADE B, TYPE E OR S, Fy = 35 lam. TUBE AND PIPE
<br />2,500 PSI REGULAR NEIGH FOR FOOTINGS, AND SLAB-ON-GRADEFy
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
<br />3,000 PSI REGULAR HEIGHT FOR BEAMS, COLUMNS, AND 5- STRUCTURAL TERRMF SLAB
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />CONTRACTOR SHALL SUBMIT PROPOSED Y%DESIGNS WITH HSTORICR STRENGTH DATA FOR EACH SEPARATE MU( PRIOR TO
<br />R SHALL M DESIGNS.
<br />OTHER BOLTS SHALL BE ASTM A325-N BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />T.SU CONCRETE SED
<br />CONCRETE SIRI EXCEED J-HRK1R TO THE ADDITIONTAFOF PLAEACH
<br />BE TIGHTENED IN ACCORDANCE WITH THE TURNOFF -THE -NUT METHOD.
<br />CONCRETE SHALL COMPLY WTH ALL THE iEQURBM94TS O AD 301 AHED ASTM C94 OR MEASURING, MIXING , TRNISORTING ETC.
<br />CONCRETE TICKETS SHALL BE TIME -STAMPED THEN CONCRETE AS BATCH M. THE MUOWM TIME ALLOWED FRDM 04E N WATER IS
<br />ALL ANCHOR BOLTS SHALL BE GALVAN ZED STEEL. J430LTS ARE TO BE STEEL.
<br />ADDED TO THE YX UNTIL R IS DEPOSITED N ITS FINAL POSITION SHILL MDT EXCEED 90 MINUTES IF FOR ANY REASON THERE IS A
<br />DELAY IN RICH THAT A BATCH IS HELD FOR LONGER THAN 90 M01UTES, THE CONCRETE SHELL NOT BE RACED A SHELL BE THE
<br />RESPONSIBILITY OFTHE TESTING LEN LABORATORY TO NOTIFY THE GAINERS REPRESENTATIVE AND THE CONDUCTOR OF ANY NON
<br />COMPLIANCE WITH THE ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER REAR SHALL BE AS FOLLOWS
<br />A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH FMNMT044
<br />8 FOR CONCRETE EXPOSED TO EARTH ANDGRWEATHER
<br />1-VT FOR MI5 WIND SMRl1HR
<br />7 FOR 06 AND LARDER
<br />C. FOR CONCRETE NOT E7POSEDTOWEATH ER
<br />3W FOR SUBS WALLS AND JOISTS
<br />1-1/2'FOR SERA AND COLUMN PRIMARY RB FORCEMBNT. TIES STIRR.PS
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<br />NOTEa
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<br />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 MANUFACTURERS SPECS AND /OR NOA
<br />3. ALL FASCIA MATERIAL. SHALL BE HAND FRAMED
<br />4. PAF SHALL BE HKTI 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 NOAOR THE SPACING DETALEDABOVE
<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. tx MEMBERS ARE NAILED AND
<br />b. MEMBERS ARE SECURED W TAPCONS OR PAF TO THE SUBSTRATE.
<br />11441 N. RONALD REASON BLVD.
<br />LONGWOOD, FL 32750
<br />PH: 407-774-6078
<br />FAX: 407-7744078
<br />www.abde&4pigroup.com
<br />AA is 0003326
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<br />DETAILS
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<br />ROLA. ABOUCPAM
<br />IAR NO 93MJ
<br />9/12/19
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