HomeMy WebLinkAboutAPPROVED Esigned - S4 Notes & Schedules - Kabler-S4CONTRACTOR NOTE:THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETYPRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. WIEDER ENGINEERING, INC. IS NOTRESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETYPRECAUTIONS AND PROGRAMS.CODES AND STANDARDS1.WIND LOADS ARE PER ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHERSTRUCTURES, FOR A 170 MPH ULT. WIND SPEED (132 MPH NOMINAL WIND SPEED), EXPOSURE D,ENCLOSED BUILDING (+/-0.18 INTERNAL PRESSURE COEFFICIENT) AND RISK CATEGORY II2.THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:A.FLORIDA BUILDING CODE 7TH EDITION (2020)B.BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)C.SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301)D.MANUAL OF STD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315)E.SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FORBUILDINGS. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - (AISC) ASD/ 9TH EDITIONF.NATIONAL DESIGN SPECIFICATION, WOOD CONSTRUCTION NDS/CURRENT EDITION.G.BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES(ACI 530, 530.1/ASCE 5, 6/TMS 402, 602)3.ARCHITECTURAL AND MECHANICAL DRAWINGS:A.THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BYTHEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THEPROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATIONCONTAINED IN THESE DRAWINGS WITH THE STRUCTURAL DRAWINGS TO PROPERLYCONSTRUCT THE PROJECT.B.REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONALOPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC.C.BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALLVERIFY ALL MEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE ORCOMPENSATION WILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'SFAILURE TO COMPLY WITH THIS REQUIREMENT.D.DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEERBEFORE PROCEEDING WITH ANY WORK.4.ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICALAND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN.5.WINDOW AND DOOR ASSEMBLY TEST AS FOLLOWS:A.EXTERIOR WINDOWS, SLIDING AND GLASS DOORS SHALL BE TESTED BY AN APPROVEDINDEPENDENT TESTING LABORATORY, AND SHALL BE LABELED WITH AN APPROVED LABELIDENTIFYING THE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND APPROVEDPRODUCT CERTIFICATION AGENCY, TESTING LABORATORY, EVALUATION ENTITY ORMIAMI-DADE NOTICE OF ACCEPTANCE TO INDICATE COMPLIANCE WITH THE REQUIREMENTSOF ANSI/AAMA/NWWDA 101/I.S.2 OR TAS 202B.EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY INACCORDANCE WITH ASTM E330 AT A LOAD OF 1.5 TIMES THE REQUIRED DESIGN PRESSURELOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS WITH NO PERMANENTDEFORMATION OF ANY MAIN FRAME OR PANEL MEMBER IN EXCESS OF 0.4 PERCENT OF ITSSPAN AFTER THE LOAD IS REMOVED AND SHALL COMPLY WITH TAS 202. AFTER EACHSPECIFIED LOADING, THERE SHALL BE NO GLASS BREAKAGE, PERMANENT DAMAGE TOFASTENERS, HARDWARE PARTS, OR ANY OTHER DAMAGE, WHICH CAUSES THE DOOR TO BEINOPERABLE.C.SECTIONAL GARAGE DOORS SHALL BE TESTED FOR DETERMINATION OF STRUCTURALPERFORMANCE UNDER UNIFORM STATIC AIR PRESSURE DIFFERENCE IN ACCORDANCE WITHANSI/DASMA 108 OR TAS 202D.CUSTOM (ONE OF A KIND) EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED BY ANAPPROVED TESTING LABORATORY OR BE ENGINEERED IN ACCORDANCE WITH ACCEPTEDENGINEERING PRACTICES.E.WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THEPUBLISHED MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE DESIGN PRESSURESPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES NOT SPECIFIED BYTHE FENSTRATION MANUFACTUER SHALL PROVIDE EQUAL OR GREATER ANCHORINGPERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE.SPECIALTY ENGINEERED PRODUCTSTHE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OFSPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN ENGINEERREGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TOASSURE THAT THE SPECIALTY ENGINEERED SHOP DRAWINGS ARE SUBMITTED IN A TIMELY MANNERSO AS TO ALLOW REVIEWS AND RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEEREDPRODUCTS SHALL BE DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDINGUPLIFT AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR LATERALLOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL BE, BUT ARE NOT LIMITEDTO LIGHT GAUGE METAL INCLUDING, BUT NOT LIMITED TO, SOFFITS, CLADDING, CEILINGS, ETC.FOUNDATION1.ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCEWITH THE REPORT OF GEOTECHNICALSERVICES PREPARED BY ALLTERRA ENGINEERING & TESTING(21-215) DATED MARCH 18, 20212.THE BUILDING SITE SHOULD BE EXCAVATED TO THE DEPTH AND EXTENT INDICATED IN THE SOILSREPORT. ALL SUBGRADES SHALL BE APPROVED IN WRITING BY THE SOILS ENGINEER PRIOR TOBACKFILLING.3.SLAB ON GRADE AND FRANGIBLE STEM WALL FOUNDATIONS ARE ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2500 PSF AND A MIN. MODULUS OF SUBGRADE REACTION OF 2004.TOP OF ALL EXTERIOR GRADE BEAMS SHALL BE MINIMUM
´ BELOW EXTERIOR FINISH GRADE.7232))5$1*,%/()281'$7,2166+$//%($0,1,0802)´%(/2:6/$%217+(/2:6,'(5.ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKEEVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC.6.PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OFEXISTING FOUNDATION OR STRUCTURES.7.CENTERLINE OF FOUNDATIONS: SHALL COINCIDE WITH CENTERLINE OF COLUMNS UNO8.ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIEDAND COORDINATED WITH THE ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFOREPROCEEDING WITH THE CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTIONOF THE ARCHITECT OR ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK.8.CAST IN PLACE CONCRETE PILES (AUGER PILES).A.PILES SHALL HAVE A MINIMUM OF 16 DIAMETER AND SHALL PROVIDE A MINIMUM SAFEBEARING CAPACITY OF 35 TONS, 20 TONS ALLOWABLE TENSION CAPACITY AND 2.5 TONLATERAL CAPACITY.B.FORM THE CAST IN PLACE PILE BY DRILLING A HOLE IN THE GROUND WITH A HOLLOW STEMCONTINUOUS FLIGHT AUGER TO THE SPECIFIED TIP ELEVATION INDICATED BELOW. PUMP4,000 PSI CONCRETE DOWN THE AUGER STEM AND OUT THE TIP INTO THE CAVITY FORMED,AS THE AUGER IS SLOWLY WITHDRAWN. THE AUGER SHALL NOT BE PERMITTED TO ROTATEDURING WITHDRAWAL AND SHALL BE WITHDRAWN IN A STEADY CONTINUOUS MOTION.CONCRETING PUMPING PRESSURE SHALL BE MEASURED AND SHALL BE MAINTAINED HIGHENOUGH AT ALL TIMES TO OFFSET HYDROSTATIC AND LATERAL EARTH PRESSURES.CONCRETE VOLUMES SHALL BE MEASURED TO INSURE THAT THE VOLUME OF CONCRETEPLACED IN EACH PILE IS EQUAL TO OR GREATER THAT THE CALCULATED VOLUME OF THEHOLE CREATED BY THE AUGER. IF THE INSTALLATION PROCESS OF ANY PILE ISINTERRUPTED OR LOSS OF CONCRETING PRESSURE OCCURS, THE PILE SHALL BEREDRILLED TO THE ORIGINAL DEPTH AND REFORMED. AUGER PILES SHALL NOT BEINSTALLED WITHIN SIX PILES DIAMETERS CENTER TO CENTER OF A PILE FILLED WITHCONCRETE LESS THAT 24 HOURS OLD. IF THE CONCRETE LEVEL OF A PILE DROPS, THE PILESHALL BE REJECTED AND REPLACED.C.ALL PILE REINFORCEMENT SHALL HAVE A CONCRETE COVER OF NOT LESS THAN 2-1/2INCHES.D.STEEL REINFORCEMENT SHALL BE AS INDICATED ON THE DRAWINGS. KEEP RECORDS OFEACH INDIVIDUAL PILE INDICATING PILE DEPTH AND QUANTITY OF GROUT OR CONCRETEPUMPED. ALSO INDICATE DEVIATION FROM SPECIFIED LOCATION.E.RECOMMENDED PLACEMENT TOLERANCE: PLUS OR MINUS 3 INCHES.F.CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONALENGINEER TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION WORK COMPLIESWITH THE DESIGN REQUIREMENTS.CONCRETE1.CONCRETE ELEMENTS TO HAVE THE FOLLOWING STRENGTHS @ 28 DAYS:A.FOUNDATIONS 3000 PSIB.SLAB-ON-GRADE 3000 PSIC.COLUMNS4000 PSID.BEAMS 4000 PSIE.TIE BEAMS4000 PSIF.STRUCTURAL SLABS 4000 PSIH.MASONRY GROUT 2500 PSIALL OTHER CONCRETE TO BE 4000 PSI UNLESS NOTED OTHERWISE.2.ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:A.SLUMPS SHALL BE 5 INCHES +/- 1 INCHB.0$6215<*52876+$//+$9($68032)´´C.CONCRETE SHALL HAVE 3.5% +/- 1.5% AIR ENTRAINMENTD.ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55E.JOBSITE WATER SHALL NOT BE ADDED.3.CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS.4.ALL REINFORCING BARS SHALL BE HAVE A MINIMUM LAP LENGTH PER ACI REQUIREMENTS FOR ATENSION LAP SPLICE BUT NOT LESS THAN 48 BAR DIAMETERS UNO BUT NOT LESS THAN 12 INCHES.LAP ALL WWF A MINIMUM OF 12 INCHES UNO5.ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED HOOKS (AND A MINIMUM OF12 BAR DIAMETERS PAST THE BEND UNO)6.WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A185. FOR SLAB ON GRADE PLACE FABRIC 2"CLEAR FROM TOP OF THE SLAB IN SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT3'-0" O.C.7.ALL REINFORCING STEEL SHALL COMPLY WITH ASTM A615 GRADE 608.AT CORNERS OF CONCRETE GRADE BEAMS, BEAMS, TIE BEAMS, BOND BEAMS, ETC., PROVIDEMATCHING HORIZONTAL BARS X 5'-0" BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACHFACE.9.FOR GRADE BEAMS LAP ALL TOP STEEL AT MID-SPAN AND LAP BOTTOM STEEL OVER SUPPORT.10.CONCRETE LINTELS:A.ALL LINTELS SHALL BE PRE-ENGINEERED PERCAST TYPE BY CASTCRETE UNO OR AS NOTEDBELOW. NO PRE-ENGINEERED PRECAST LINTEL SHALL BE LESS THAN 8F8 w/ (1) #5 BOTTOMB.LINTEL SHALL BE CAST IN PLACE BEAM WHEN IMMEDIATELY ADJACENT TO CAST IN PLACECONCRETE COLUMN. MINIMUM LINTEL SHALL BE 8x10 WITH (2) #5 TOP AND BOTTOM w/ #367,55836$7´21&(17(5812C.DROP BOTTOM OF BEAM AT WINDOWS, DOORS AND MASONRY OPENINGS AS REQUIRED TOPROVIDE A CONCRETE CLOSURE BETWEEN THE BOTTOM OF THE BEAM AND WINDOWAND/OR DOOR HEADER SHALL BE ALLOWED.D.MAXIMUM DROP SHALL BE 16" (TWO BLOCK COURSES) AND SPAN EQUAL TO MASONRYOPENING WIDTH PLUS ´ EACH SIDE. PROVIDE ADDITIONAL (2) #5 AT BOTTOM OF DROPINCLUDING #3 TIES @ 24" O.C. EXTENDING TO TOP OF BEAM REINFORCING. IF THE LINTELDROP EXCEEDS THE ABOVE LIMIT, A SEPARATED LINTEL SHALL BE PROVIDEDE.LINTELS TO HAVE 8" MINIMUM BEARING AT EACH END.PRECAST CONCRETE1.THE DESIGN, FABRICATION AND ERECTION OF PRECAST CONCRETE SHALL CONFORM TO THEREQUIREMENTS OF ACI 318 AND ACI 311/ LATEST EDITIONS. PRECAST MANUFACTURE TO BE PCIAPPROVED.2.PRECAST MANUFACTURER SHALL SUBMIT DRAWINGS AND CALCULATIONS WHICH MUST BE SIGNEDAND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.3.PRECAST CONCRETE PLANK SHALL BE DESIGNED TO SUPPORT ALL SUPERIMPOSED LOADSINCLUDING PARTITION LOADS. FOR LOCATIONS OF PARTITION, SEE ARCHITECTURAL DRAWINGS.4.IF SHIMS ARE REQUIRED AT PRECAST PLANK BEARING, THEY MUST BE CONTINUOUS FOR THE FULLWIDTH OF THE PLANK. POINT SHIMMING IS NOT ACCEPTABLE.5.PRECAST CONCRETE MEMBERS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI,UNO6.PRECAST PLANK MANUFACTURER TO COORDINATE WITH OTHER TRADES AND ALL CONTRACTDRAWINGS FOR SIZE AND LOCATION OF OPENINGS ON ALL FLOORS AND ROOF.7.ALL OPENINGS IN PLANK MUST BE PROVIDED BY OR APPROVED IN WRITING BY PRECASTMANUFACTURER. NO REINFORCING IN HOLLOWCORE PLANK IS TO BE CUT WITHOUT PRIORAPPROVAL OF PRECAST MANUFACTURER.MASONRY1.MASONRY UNITS SHALL BE ASTM C 90, NORMAL WEIGHT, AND SHALL BE LAID IN A FULL BED OFMORTAR IN RUNNING BOND UNO2.THE COMPRESSIVE STRENGTH OF MASONRY (F'M) SHALL BE 2,000 PSI AS CALCULATED INACCORDANCE WITH ASTM C1314.3.ALL MORTAR SHALL BE TYPE M ONLY, IN ACCORDANCE WITH ASTM C2704.GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM C476 AND HAVING A MINIMUMCOMPRESSIVE STRENGTH OF 2,500 PSI6.PROVIDE 8" X 8" MASONRY BEAM WITH (2) #5 CONT. AT EVERY WINDOW SILL. AND HOOK BAR INTOREINFORCED JAMBS AT EDGE OF OPENING.7.PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT REINFORCEMENT (9 GA.) AT16" ON CENTER VERTICAL, IN ALL MASONRY WALLS. PROVIDE DOVE TAIL SLOT ANCHORS ATCONCRETE COLUMNS.STEEL1.ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATESTAISC CODE. STRUCTURAL STEEL SHALL CONFORM TO:A.ASTM A36 FOR MISCELLANEOUS STEEL SHAPES (ANGLES, PLATES, ETC.)B.ASTM A500 GRADE B (FY=46 KSI) FOR SQUARE OR RECTANGULAR HSS TUBESC.ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT.D.DELETE PAINT ON ALL STEEL TO BE ENCASED IN CONCRETE.2.ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN"AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORMTHE TYPE OF WORK REQUIRED.3.ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY SEPARATED TO PREVENTGALVANIC AND CORROSIVE EFFECTS.4.ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES. (STRUCTURAL WELDING CODE - STEELAWS D1.1)5.SHEAR CONNECTORS TO BE HEADED STUD TYPE (NELSON OR EQUAL), ASTM A/108, GRADE 1015 OR1020, COLD FINISHED CARBON STEEL, WITH DIMENSIONS COMPLYING WITH AISC SPECIFICATIONS.6.STAINLESS STEEL SHALL CONFORM TO THE LATEST AISC CODE. STAINLESS STEEL ROD MATERIALSHALL MEET THE REQUIREMENTS OF ASTM F593 (AISI 304). STAINLESS STEEL WASHERS SHALLMEET ANSI B18.22.1/LATEST EDITION, TYPE A PLAIN, REQUIREMENTS. STAINLESS STEEL NUTSSHALL MEET ASTM F594 REQUIREMENTS. (STRUCTURAL WELDING CODE - STAINLESS STEEL AWSD1.6-1999)WOOD1.ALL STRUCTURAL WOOD MEMBERS ARE DESIGNED AS "DRY-USE". MOISTURE CONTENT MUST BE19% OR LESS. STORE WOOD FRAMING ABOVE GROUND AND UNDER TARPS WITH PROPER AIRCIRCULATION.2.ALL LUMBER SHALL BE SOUTHERN PINE SPECIES #2 GRADE OR APPROVED EQUAL. ALLOWABLEDESIGN STRESSES SHALL FOLLOW NATIONAL DESIGN SPECIFICATION (NDS) (LATEST EDITION).3.PROVIDE SP ACQ PRESSURE TREATED LUMBER IN ACCORDANCE WITH AWPA STANDARDS TO AMINIMUM 0.40 PCF RETENTION WHERE LUMBER IS IN CONTACT WITH CONCRETE/MASONRY OROUTSIDE OF BUILDING. ALL METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED LUMBERSHALL BE GALVANIZED WITH A RATING OF G-185 AND CONFORM TO ASTM A653. ALL NAILS ANDSCREWS USED WITH PRESSURE TREATED LUMBER ARE TO BE HOT-DIPPED GALVANIZED AND TOCONFORM TO ASTM A153 CLASS D. ELECTROGALVANIZED FASTENERS SHALL HAVE A CLASSRATING PER ASTM B695 NO LESS THAN 55. ALUMINUM NOT TO BE USED IN DIRECT CONTACT WITHACQ TREATED LUMBER.4.PLYWOOD SHEATHING:A.WALL: USE 19/32" APA 32/16 RATED, EXP. 1, PLYWOOD SHEATHING.B.ROOF: USE 19/32" APA 40/20 RATED, EXP. 1, PLYWOOD SHEATHING.C.USE 8'- 0" LONG X 4'-0" WIDE SHEETS WITH LENGTH ACROSS FRAMING. STAGGER PANELEND JOINTS 4'-0" TYP., ALLOW 1/8" SPACE ALONG PANEL EDGES AND END JOINTS.5.WOOD CONNECTIONS - ALL NAILS USED FOR STRUCTURAL FRAMING MEMBERS SHALL BE COMMONWIRE, U.N.O. ALL NAILS, TRUSS HANGERS, TRUSS ANCHORS AND STRAPS SHALL BE GALVANIZEDFOR CORROSIVE RESISTANCE. ALL METAL STRAPS MUST BE INSTALLED WITH EQUAL LENGTHSABOUT THE JOINT LINE. USE SIMPSON STRONG-TIE CONNECTOR PRODUCTS OR APPROVED EQUAL.TOE NAILING WILL NOT BE PERMITTED.WOOD TRUSSES1.WOOD ROOF TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONALSPECIALTY ENGINEER REGISTERED IN THE STATE OF FLORIDA. SEALED CALCULATIONS ANDLAYOUT DRAWINGS ARE TO BE SUBMITTED FOR APPROVAL. TRUSS FABRICATOR TO PROVIDE ALLTRUSS-TO-TRUSS HANGERS AS REQUIRED TO RESIST GRAVITY AND UPLIFT REACTION.2.WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE WITH THE "TRUSS PLATEINSTITUTE" HANDLING, INSTALLING AND BRACING OF WOOD TRUSSES: COMMENTARY ANDRECOMMENDATIONS, HIB (1991EDITION). BRACING IN THE PLANE OF THE WEB MEMBERS:A.THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS LATERAL BRACINGFOR EACH TRUSS WEB MEMBER AS REQUIRED.B.LATERAL BRACING SHALL BE RESTRAINED BY DIAGONAL BRACING (MIN. 2" THICK NOMINALLUMBER). THIS BRACING IS TO BE CONTINUOUS.C.A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED, ONE AT EACH VERTICALWEB MEMBER CLOSEST TO BEARING LOCATIONS.3.THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL BRACING SPACED AT 8'-0" ONCENTER WITH A CEILING ATTACHED TO BOTTOM OF TRUSSES. IF NO CEILING IS ATTACHED TOBOTTOM OFTRUSSES, BRACING SHALL BE MINIMUM 2X4 @ 36" ON CENTER NAILED TO THE TOP OFTHE BOTTOM CHORD. DIAGONALS PLACED AT 45 DEGREES TO THE LATERAL BRACES SHALL BELOCATED AT EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH, DIAGONAL BRACING SHOULDBE REPEATED AT 20-FOOT INTERVALS.4.DO NOT CUT, DRILL OR NOTCH TRUSSES WITHOUT WRITTEN APPROVAL FROM TRUSS ENGINEER.COORDINATE MECHANICAL, ELECTRICAL, PLUMBING, ETC. SIZES AND LOCATIONS WITH TRUSSLAYOUT PRIOR TO ERECTION.5.TRUSSES SHALL BE MANUFACTURED & DESIGNED IN ACCORDANCE WITH NATIONAL DESIGNSPECIFICATION(r) FOR WOOD CONSTRUCTION, AF & PA, AND NATIONAL DESIGN STANDARD FORMETAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1-1995, AND THE LOCAL CODEJURISDICTIONS.6.DO NOT OVERLOAD TRUSSES WITH BLDG MAT'LS.7.CONNECTOR PLATES SHALL BE MANUFACTURED BY A WTCA MEMBER PLATE SUPPLIER AND SHALLMEET OR EXCEED ASTM A653/A653M REQUIREMENTS FOR STRUCTURAL STEEL.8.WOOD TRUSS MANUFACUTER TO DESIGN BOTTOM CHORDS OF WOOD TRUSSES AT ALL ATTICAREAS FOR A MINIMUM 30-PSF MINIMUM LIVE LOAD.SHOP DRAWINGS1.SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE FOLLOWING:A.CONCRETE MIX DESIGNSB.CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC.C.PRECAST CONCRETE INCLUDING BUT NOT LIMITED TO PRE-ENGINEERED HOLLOW COREPLANKS AND PRE-ENGINEERED PRECAST LINTELSD.CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACESSORIES.E.STRUCTURAL STEELF.PRE-ENGINEERED WOOD TRUSSES.2.PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY ENGINEERREGISTERED IN THE STATE OF FLORIDA.M.A. CORSON & ASSOCIATES, INC.
ARCHITECTURE * STRUCTURAL DESIGN
412 Colorado Ave. Stuart, FL. 34994
COPYRIGHT C 2021
(772) 223-8227
Visit us on the web @: macorsonarchitect.com