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<br />x A
<br />HF ROOF
<br />ROOF WIND DIGN PRESSURES
<br />ET (GROSS) ASCE 7-10
<br />ZONE 1 = 8.97 PSF (19.97)
<br />ZONE 2 =17.98 PSF (27.98)
<br />ZONE 3 = 33.53 PSF (43.53)
<br />"A"=4'-0" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: "B"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT -- 0.18
<br />ROOF DUWN4AGM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16-
<br />O.S.B. OR 12" CDX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 518 CDX EXT. PLYWOOD, WTH Bd RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
<br />DETAIL
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAIWI LS @ 4" O.C. EDGEWISE 2x4
<br />BLOCKING ALL PANEL JOINTS W IN 4' OF GABLE
<br />END.
<br />ROOF/ WALU FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. DIA
<br />SHANK
<br />TENSILESTR.
<br />SHANK
<br />8d
<br />RING SWANK
<br />2 12'
<br />0.120"
<br />170,000
<br />RING
<br />(16-20 RINGS
<br />SCREW SHANK
<br />PER INCH)
<br />8d
<br />SCREW SHANK
<br />2 12'
<br />0.1201
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1. NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION (]SANTA)ESR-1539
<br />EXTERIOR SHEATHING
<br />USE 1/2" CDX OR 7/16" O.S.B. PLY WITH Sd RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND Bd RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK GUN
<br />NAILS AT S.
<br />O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUF. SPECS.) SEE DETAIL.
<br />8d RING SHANK GUN NAILS @ 4"O.C.
<br />.. TOP & BOTTOM EDGES
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<br />SPACES AT EACH END.
<br />RAFTEROR�USS
<br />NO
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<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FRAMING
<br />Bd RING SHANK GUN NAILS
<br />@ 6" O.C. IN FIELD'`
<br />81 RING SWANK GUN NAILS @ IT O.C. IN
<br />FIELD or 8d x 2 12' SCREW SHANK
<br />PNEUMATIC SCREW -NAILS @ IT O(,�IN
<br />FIELD J\
<br />FYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES:
<br />ALL AGGREGATE USED IN CONCRETE SHALL ODWORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3M.
<br />STRUCTURAL DRAWINGS SWILL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
<br />PROVIDE 6%AIR ENTRAINED CONCREfEDOOSEDTO EARTH ORNEATHBR
<br />WOm�
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />NONBEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWINGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />ON STRUCTURAL DRAWNGS. APPLICABLE BUILDING CODE STANDARDS: FBCR 2017, 6th EDITION
<br />ALLEXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314'.
<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, ACI 530-131ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE IINDERALL SLABSONC4 0M V#ERE INDICATED ON
<br />ELASTICITY = 1,400.GOO PSI, ALL WOOD IN CONTACT NTH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NONSTRUCTURAL USES
<br />SHALL BE RATEDTO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIU M
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDEDTO BE TYPICALAND
<br />FORMWORK
<br />CORROBORATE TETRAHEDRAL (DOT). MOD FOR STRUCTURAL USE THAT SWILL BE TREATED FORANY
<br />SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SWILL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. WAILS, SPIKE, BOLTS USED
<br />EXCEPT MERE A DIFFERENT DETAIL IS SHOWN
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH AG 347,
<br />WI DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />'RECOMMENDED PRACTICE FOR CONCRETE FORWWDRK.
<br />CONTAINS MORE THAN Y.' OF HEARTWOOD
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD DO NOT SCALE THE
<br />DRAWNGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />anconcurreM
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM NAILING PER FBCR 2017, 61h EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHTECT PRIOR TO PROCEEDING NTH 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 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 MAYBE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2.
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTERTHE 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 />WELDW 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-0OW4S.
<br />WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE ACI
<br />WOW TTW.�S:
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WRE MESH FOR SLABS SHALL BE
<br />SUPPORTED WITH 2' CHAIRS SPACED 3'-0' OC, EACHWAY.
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE NTH THE WATIONAL DESIGN SPECIFICATIONS FOR
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />LUMBER AND ITS FASTENINGS' THE NFPA. TRUSS DESIGNS SHALL SIGNED AND
<br />SEALED
<br />REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWNGS.
<br />BY
<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 FOUND
<br />REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
<br />GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
<br />DEEM 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 D RANNGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
<br />STANDARDS FOR METAL-PLATECONNECTED-WOOD TRUSS CONSTRUCTION:, AND "TPIAVTCA BCSI 1"
<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 />ROOF' LIVE LOAD FLOORLIVE LOAD 40 psf
<br />REVIEW
<br />WOOD TRUSSES.
<br />20 psf TOP CHORD nonconcunerd
<br />P
<br />10 sf BTM CHORD
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />IS 'n
<br />R NREINFORCINGBAR CONTINUOUSLY LAPPE AT SPLICES AND AROUND CORNERS DOWEL
<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 />TRUSS MANUFACTURER W LL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />DEADLOAD
<br />DEAD LOAD
<br />FOR ADDITIONAL INFORMATION.
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTHANSI A58.1-1982.
<br />15 psf TOP CHORD
<br />20 psf TOP CHORD
<br />(7 paf w/ ASPHALT SHINGLES)
<br />(10 PST 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
<br />5 PST BTM CHORD
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
<br />DEAD LOAD TO RESIST WND UPLIFT: IOW
<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 />TRUSSESIGIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
<br />STAIRS LIVE LOAD 40 psf
<br />ROOF& FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USEDAS A GUIDE FOR BEARING
<br />WIND DEAD LOAD SPEED =188 MPH 3- SECOND GUST
<br />(ASCE 7-10 (FBC R2017) EXPOSURE B, RISK CATEGORY o)
<br />U S D
<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 WTHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WTH 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: 3OpSf, BALCONIES (EXTERIOR)
<br />00 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 NOTIFlEDTO THE
<br />AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
<br />WTHOUT 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 />40psf
<br />MMONW.
<br />PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OFTHE
<br />LICENSED PROFESSIONAL ENGINEER
<br />SHOP DRAWING REVIEW;
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 5301 ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACIUTATE THE
<br />SHOP DRAWNGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIESL 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 WTH 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 BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />OF THE DELEGATED TRUSS ENGINEER. W ND UPLIFT VALUES HAVE SEEN BASED ONASCE 7,10 COMPONENT
<br />ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHOTECT.
<br />MANUFACTURED IN CONFORMANCE WITH ASTM C-80, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />AND CLADDING W ND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
<br />DRAWNGS SUBMITTED WTHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
<br />RUNNING BOND UNLESS OTHERWSE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />ALL TRUSS 70 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 WTH
<br />WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
<br />ASTM C476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAVS, UNLLESS
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "LISP STRUCTURAL
<br />DOCUMENTS WLL GOVERN OVER THE SHOP DRAWNGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
<br />SPEOFICHLLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
<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 N A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />TO CONSOLIDATE GROUT.
<br />LATEST CATALOG.
<br />FOUNDATION SITE PREPARATION'
<br />TYPE 'M" OR'S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 pSf, FOOTING
<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 WTH ASTM D-1557. TREATALL
<br />CELLS TO BE FILLED.
<br />SOIL FOR TERMITE PROTECTION.
<br />FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR 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 ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTEDAT TIME
<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 />BE MADE BY THE GEO-TECH. ENGINEER
<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 TBIRACE SLAB.
<br />CONTRACTOR SHALL SUBMIT PROPOSED MX DESIGNS WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIORTO
<br />CONCRETE PLACEMENT CONCRETE SLUMP SHALL NOT D(CEED 5' 4-PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COWLY WTH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASRIRING, MANG, TRANSPORTING, ETC
<br />CONCRETE TICKEFS UHALL B=TIMES7AMPED WHEN CONCRETE M BATCHED. THE MAY MUM TIME ALLOWED FROM WHEN WATER IS
<br />ADDED TO THE MX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MNUTES IF FOR ANY REASON THERE ISA
<br />DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE RACED. IT SHALL BETHE
<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 3' FOR CONCRETE CAST AGAINST AND PERMANENTLYSTOSED TO EARFH ¢OWN DATKI"
<br />a FOR CONCRETE EXPOSED TO FNRHAHOIOR WEATH ER
<br />1-12 FOR AND SMALLER
<br />Y FOR G AND LARGER
<br />C FOR CONCRETE NOT EXPOSED TO WEATHER
<br />3/4-FOR SLABS, WALLS AND JOISTS
<br />1AW FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TES STIRRUPS
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.RO
<br />STRUCTURAL STEEL;
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH THE
<br />SPECIFlCATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILD NGS,
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />A36, Fy = 36 ksi FOR ANGLES, PLATES, AND V"HAPES. STRUCTURAL TUBI NG SHALL BE ASTM A500, GRADE S,
<br />Fy = 46 kSi. STRUCTURAL PIPE SHALL BE ASTM63, GRADE B, TYPE E OR S, Py = 35 W. TUBE AND PIPE
<br />COLUMNS SHALL 8E CONCRETEFILLED IN THE SHOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH 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 TURNOFF-THE-N Ulr METHOD,
<br />ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. JSOLTS ARE TO BE STEEL.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
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<br />NOTES
<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. 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. W NDOW AND DOOR BUCKS SHALL BE AS WIDE OR W DER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR NTH A WOOD DOOR FRAME. 1. MEMBERS ARE NAILED AND
<br />N MEMBERS ARE SECURED W/TAPCONS OR PAF TO THE SUBSTRATE.
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGWOOD, FL 32751
<br />PH: 407-7746078
<br />FAX:407-774-4078
<br />www.abdes4ftroup.com
<br />AA #: 0003325 J
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