|
<br />TRUSSES
<br />1. THIS SECTION DEFINES PRE-ENGINNERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF AND FLOOR TRUSSES AS 'WOOD TRUSSES',
<br />2, TRUSS LAYOUTS SHOwN ON PLANS ARE SCHEMATIC ONLY, TRUSS MANUFACTURER AND/OR ENGINEER SHALL BE RESPONSIBLE FOR THE
<br />DESIGN AND SPACING OF ALL TRUSSES AND SHALL SUBMIT SHOP DRAWINGS TO THE BUILDER FOR APPROVAL,
<br />3, THE wOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A CODE APPROVED THIRD PARTY QUALITY ASSURANCE PROGRAM SUCH AS THE TRUSS PLATE
<br />INSTITUTE'S 'QUALITY CONTROL INSPECTION PROGRAM' OR EQUIVALENT
<br />4, wOOD TRUSS MEMBERS AND CONNECTORS SHALL BE DESIGNED FOR ALL LOADS LIVe DEAD AND CONCENTRATED LOADS,
<br />PLUS wIND LOADS IN ACCORDANCE wITH THE FBC SEe 1606
<br />5,REFER TO THE FLOOR PLAN AND OTHER STRUCTURAL DETAIL SHEETS FOR IMPORTANT INFORMATION NOT SPECIFICALLY ADDRESSED BY THE
<br />TRUSS FRAMING LAYOUT SUCH AS BEARING WALL HEIGHTS AND CEILING VAULT DETAILS,
<br />6, wOOD TRUSS DESIGN SHOP DRAwINGS SHALL INCLUDe BUT ARE NOT LIMITED TO, THE FOLLOwING INFORMATION:
<br />A, SPAN LENGTH, OVERHANG AND EAVE DIMENSIONS, SLOPE AND SPACING OF wOOD TRUSSES
<br />B, ALL DESIGN LOADS AND THEIR POINTS OF APPLICATION, VALLEY AND CONVENTIONAL FRAMING MUST BE CONSIDERED,
<br />C, ADJUSTMENTS TO ALLOWABLE VALUES,
<br />D REACTIVATE FORCES AND THEIR LOCATIONS,
<br />E, BEARING TYPE AND MINIMUM BEARING LENGTH,
<br />F, DEFLECTIONS
<br />G, METAL CONNECTOR PLAT~ TYPE, GAUGE, SIZE, AND LOCATION,
<br />H, LUMBER SIZE SPECIES lJRADE AND MOISTURE CONTENT,
<br />1. LOCATION AND CoNNECllDN DESIGN OF REQUIRED CONTINUOUS LATERAL BRACING,
<br />J, NET UPLIFT LOADS BASED ON ACTUAL BUILDING DEAD LOAD,
<br />K, WEB REINFORCEMENT DETAILS FOR GABLE END TRUSSES,
<br />L, VALLEY SETS FOR OVER-BUILD CONDITIONS,
<br />7, LIMIT DEFLECTIONS FOR LIVE LOAD TO SPAN/360 (ROOF), SPAN/460 (FLOOR), AND LIMIT TOTAL LOAD DEFLECTIONS TO
<br />SPAN/240 (ROOF), SPAN/360 (FLOOR) UNLESS SPECIFICALLY NOTED OTHERWISE
<br />8, FIRE RETARDANT WOOD IS NOT ALLOwABLE FOR USE AS TRUSS CHORDS OR wEBS,
<br />9, wOOD TRUSSES SHALL BE DESIGNED SO THAT MINIMAL HORIZONTAL REACTIONS ARE IMPOSED ON THE SUPPORTING STRUCTURE UNDER
<br />VERTICAL LOADS, NO SLIP CONNECTIONS ARE ALLOWED UNLESS OTHERwISE NOTED, CONTACT CONTRACTOR AS REQUIRED,
<br />10, wOOD TRUSSES MUST BE CHECKED FOR WIND, WIND VELOCITY, DESIGN VELOCITY PRESSURES, AND MEAN ROOF HEIGHT MUST BE
<br />SHOwN ON THE SUBMITTED SHOP DRAwINGS,
<br />11, CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O,C, UNLESS NOTED OTHERWISE,
<br />BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO THE OTHER END, OVERLAP CONTINUOUS BRACING AT LEAST
<br />ONE TRUSS SPACE, USE A MINIMUM OF 2 X 4 (ROOF), 2 X 6 (FLOOR) GRADE MARKED LUMBER AT LEAST 10' LONG WITH
<br />2- 16d NAILS AT INTERMEDIATE AND 3- 16d AT END CONNECTIONS, '
<br />12, CROSS BRACING IS REQUIRED AT MINIMUM 10' o.c. UNLLSS N01ED OTHERwISE, LOCATE CROSS BRACING AT DR NEAR THE BOTTOM
<br />CHORD BRACING, INSTALL CROSS BRACING AT EACH ENiD AND AT 20' O.C, ALONG THE LENGTH OF THE LATERAL BRACING, CROSS BRACING IS ACCOMPLISHED
<br />BY ATTACHING DIAGONAL WEB BRACING TO OPPOSITE S!IDES OF THE SAME GROUP OF SIMILAR wEB MEMBERS, SLOPE CROSS BRACING IN OPPOSITE
<br />DIRECTIONS AR APPROXIMATELY 45 DEGREES FORMING A CROSS 'X', USE A MINIMUM OF 2X4 GRADE MARKED LUMBER WITH AT LEAST 3- 16d NAILS
<br />AT EACH CONNECTION,
<br />13 TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION,
<br />14, HANDLING, INST ALLA TION, AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH 'HIB-91', PUBLISHED BY THE TRUSS PLATE INSTITUTE,
<br />15,ALL wOOD TRUSSES SHALL BE FASTENED TO THEIR SUPPORTS wITH APPROVED HURRICANE ANCHORS, RATED TO CARRY UPLIFT LOADS
<br />SPECIFIED BY TRUSS MANUFACTURER
<br />16, ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG-TIE OR APPROVED EQUIVALENT MANUFACTURER. ALL NAIL HOLES
<br />SHOULD BE FILLED, OR AS PRESCRIBED BY THE MANUFACTURER,
<br />17,TRUSSES ARE TO BE DESIGNED TO ALLOw FOR THE PROPER ROUTING OF A/C DUCT wORK AND PLUMBING,
<br />CHASES SHALL NOT BE BLOCKED BY wOOD TRUSSES,
<br />18, PILING OF PLYWOOD ON \,..IOoD TRUSSES IS NOT ALLOWED,
<br />19, INSTALLATION OF BROKEN, DAMAGED, WARPED, OR IMPROPERLY REPAIRED WDoD TRUSSES IS NOT ALLOwED,
<br />20,IMPORPER DR UNAUTHORIZED FIELD AL TERATIDNS OF WOOD TRUSSES IS NOT ALLO\,..lED,
<br />21. GABLE ENDwALL TRUSSES MUST TRANSFER LATERAL LOADS TO THE SHEAR WALLS AND/OR THE ROOF DIAPHRAGM,
<br />22,wooD TRUSSES THAT DO NOT MEET INTERIOR LOAD BEARING WALLS MUST BE SHIMMED, DO NOT PULL WOOD TRUSSES DOwN TO INTERIOR BEARINGS,
<br />23~8~~IH@bST8Lto~~J~2t6~7~N~~~ttR Bf8~ J~~If~B~~r~~ r~A60Bb ~Rb~~E~~~~IEl~~BJURAL ENGINEER IN THE STATE OF FLORIDA AND SHALL BE
<br />A. SUBMIT SEALED wOOD TRUSS DESIGN CALCULATIONS AND PROFILES FOR EACH TYPE OF TRUSS WITH PERMANENT BRIDGING REQUIREMENTS
<br />B SUBMIT wOOD RUSS ERECTION PLAN, INCLUDING CONNECTIONS DEATILS AND UPLIFT ANCHORS '
<br />C, SUBMIT wOOD TRUSS TEMPORARY ERECTION BRACING PLAN,
<br />D, MAINTAIN COpy OF SUBMITTAL ON JoBSITE,
<br />ROOFING (FIBERGLASS SHINGLES)
<br />1. THE INSTALLATION OF FIBERGLASS SHINGLES SHALL COMPLY wITH THE PROVISIONS OF FBC 15073,
<br />2, FIBERGLASS SHINGLES SHALL BE FASTENED TO SOLIDLY SHEATHED DECKS,
<br />3, UNLESS OTHERlwSE NOTED, REQUIRED UNDERLAYMENT SHALL CONFORM wITH ASTM D 226, TYPE 1, DR ASTM D 4869 TYPE 1.
<br />~~ 4, SELF -ADHERING POLYMER MODIFIED BITUMEN SHEET, SELF -ADHERING POLYMER MODIFIED BITUMEN SHEET SHALL COMPLY
<br />REVIEW.DATE:JL ,. ~~ _ 5. ~N~Rt2~~s DS~(J8LES SHALL HAVE SELF -SEAL STRIPS OR BE INTERLOCKING, AND COMPLY wITH ASTM D 225 OR ASTM D
<br />CITY OFZEPHYRH ~ 6 6. FASTENERS FOR FIBERGLASS SHINGLES SHALL BE GALVANIZED STAINLESS STEEL, ALUMINUM OR COOPER ROOFING NAILS, 3462,
<br />BfJJLDlNG OFFICIAL {}l' vt-a?? MINIMUM 12 GAUGE (0.105 INCH) SHANK wITH A MINIMUM 3/8 INCH DIAMETER HEA9-- OF A LENGTH TO PENETRATE THROUGH
<br />- _ THE ROOFING MATERIALS AND A MINIMUM OF 3/4 INCH INTO THE ROOF SHEATHINlJ, THE CORROSION RESISTANCE OF NAILS
<br />NAILS AND SCREwS SHALL MEET ASTM A641, CLASS I DR EQUAL, THE CORROSION RESISTANCE OF CLIPS SHALL MEET ASTM A153
<br />wHERE THE ROOF SHEATHING IS LESS THAN 3/4 INCH THICK, THE NAILS SHALL PENETRATE THROUGH THE SHEATHING '
<br />7, FLASHING MADE FROM METAL SHALL BE CORROSION RESISTANT AND SHALL BE NOT LESS THAN 26 GAGE,
<br />8, FIBERGLASS SHINGLES SHALL BE SECURED TO THE ROOF WITH NOT LESS THAN FOUR FASTENERS PER STRIP SHINGLE DR TwO
<br />FASTENERS PER INDIVIDUAL SHINGLE, UNLESS OTHERWISE NOTED, ATTACHMENT OF FIBERGLASS SHINGLES SHALL
<br />CONFORM wITH ASTM D 3161 (MODIFIED TO 110 MPH) DR M-DC PA 107-95,
<br />
<br />ENGINEER/S
<br />
<br />NOTES:
<br />
<br />NPH!]
<br />1,0
<br />
<br />see
<br />
<br />gust)
<br />
<br />1,
<br />2,
<br />],
<br />4,
<br />S,
<br />
<br />SPEED 110
<br />IMPORTANCE FACTOR
<br />EXPOSURE CATEGORY=
<br />INTERNAL PRESSURE COEFFICIENT
<br />DESIGN PRESSURES ARE PER
<br />
<br />OF
<br />
<br />FBCB
<br />
<br />04
<br />
<br />wIND
<br />wIND
<br />wIND
<br />
<br />DESIGN
<br />
<br />II B II
<br />
<br />+18/-18
<br />TABLE 1609,6B
<br />
<br />C&C
<br />
<br />ALL wORK TO BE COMPLETED
<br />PLUMBING) MECHANICAL) FUEL
<br />ELECTRICAL CODE
<br />
<br />TO THE 2004
<br />EFFICIENCY)
<br />
<br />RESIDENTIAL EDITION
<br />ACCESSIBILITY) AND
<br />
<br />FLORIDA BUILDING)
<br />NA TIONAL
<br />
<br />ACCORDING
<br />GAS) ENERGY
<br />
<br />GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL PERFORM THEIR wORK IN
<br />ACCORDANCE wITH ALL APPLICABLE CODES GOVERNING EACH TRADE
<br />
<br />DESIGN NOTES
<br />ALL CONSTRUCTION SHALL BE APPROVED IN ACCORDANCE wITH FLORIDA BUILDING CODE 2004,OSHA, AISC, AwS D 11 CODES AND ALL
<br />APPLICABLE LOCAL REQUIREMENTS, THE STRUCTURE IS DESIGNED TO COMPLY WITH THE 2004 FLORIDA BUILDING CODE BUILDING BASE
<br />CONNECTIONS SHALL BE PROVIDED AS SHOwN ALL MATERIALS IDENTIFIED BY MANUFACTURER NAME MAY BE SUBSTITUTED WITH
<br />MATERIALS EQUAL DR EXCEEDING ORIGINAL RATINGS
<br />
<br />GENERAL NOTES
<br />wINDOW AND DOOR MANUFACTURERS TO PROVIDE CERTIFICATION/RATING THAT THEIR wINDOwS AND DOORS
<br />wILL wITHSTAND THE PRESSURE RESULTING FROM THE SPECIFIED DESIGN COMPONENTS AND CLADDING wIND
<br />PRESSURE AND PROVIDE INSTALLATION INFORMATION wITH THEIR PRODUCTS,
<br />CONTRACTOR TO INSTALL WINDOwS AND DOORS ACCORDING TO INSTRUCTIONS SUPPLIED BY MFGR AND HAVE
<br />NAUFACTURERS SPECIFICATIONS (CUT SHEETS) ON SITE AT THE TIME OF INSPECTION FOR REVIEW BY THE
<br />BUILDING INSPECTOR,
<br />ALL HURRICANE CLIPS, STRAPS AND FASTENERS ARE TO BE APPLIED ACCORDING TO THE FASTENERS
<br />SCHEDULE AND MANUFACTURERS SPECIFICATIONS, IF DESIRED, EQUAL VENT CONNECTORS MADE BY ANOTHER
<br />SUPPLIER MAY BE USED IN PLACE OF THE CONNECTORS SHOwN
<br />THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE INTERACTION OF VARIOUS
<br />CONNECTED COMPONENTS, PROVIDE ADEQUATE BRACING, SHORING AND ANY OTHER TEMPORARY SUPPORTS
<br />AS REQUIRED TO SAFEL Y COMPLETE THE wORK
<br />
<br />SITE wORK:
<br />FOUNDATION DESIGN IS BASED ON ALL ALLOWABLE SOIL PRESSURE OF 2000 PSF SHOULD FIELD CONDITIONS
<br />INDICATE THIS MINIMUM CONDITION DOES NOT EXIST, THE SUBCONTRACTOR SHALL IMMEDIATELY NOTIFY CONTRACTOR
<br />
<br />THE SUBGRADE UNDER THE NEw CONCRETE FOUNDATIONS SHALL BE COMPACTED TO 951. OPTIMUM DENSITY,
<br />SOIL COMPACTION TESTS TO BE TAKEN BY A QUALIFIED SOILS LAB PRIOR TO POURING CONCRETE,
<br />FOOTINGS SHALL BE NEAT EXCAVATED WHERE POSSIBLE WITH SIDES AND TOP EDGES FREE OF LOOSE DR wET MATERIALS,
<br />\,..IHERE NEAT EXCAVATION IS NOT POSSIBLE, FOOTINGS EXCAVATED SHALL BE OPEN CUT \,..lITH EDGES FORMED AND BRACED,
<br />ALL FOOTINGS WITH FORMED EDGES SHALL BE BACKFILLED FROM BOTTOM TO TOP OF FOOTING WITH SELECT FILL
<br />THE BOTTOM EXCAVATION SHALL BE CLEAN AND DRY WITH ALL LOOSE MATERIAL REMOVED FOR AN ESSENTIALLY FLAT BEARING
<br />PROVIDE SOIL TREATMENT FOR TERMITES,
<br />
<br />SURF ACE,
<br />
<br />CARPENTRY:
<br />1 DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION,
<br />2, ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP.
<br />3. ALL STRUCTURAL BEAMS AND HEADERS SHALL BE SOUTHERN YELLOW PINE (SYP) NO 2 GRADE DR BETTER,
<br />WITH SINGLE MEMBER CUNFACTORED> STRESSES AS FOLLOwS:
<br />Fv == 90 PSI
<br />Fe == 975 PSI
<br />E = 1,600,000 PSI
<br />1% MAXIMUM MOISTURE CONTENT
<br />FRAMING LUMBER SHALL BE #2 APRUCE-PINE-FUR DR BETTER
<br />INTERIOR NON-LOAD BEARING WALLS MAY BE UTILITY GRADE.
<br />4. ALL LUMBER IN CONTACT wITH MASONRY DR CONCRETE SHALL BE PRESSURE TREATED,
<br />5 PRESSURE TREATED LUMBER SHALL BE IMPREGNATED wITH A CCA SALT TREATMENT IN ACCORDANCE wITH F.S, TT -w-571
<br />AND BEAR THE AMERICAN wOOD PRESERVERS INSTITUTE EQUALITY MARK LP-2,
<br />6, SHEATHING FOR ROOFS AND wALLS SHALL BE APA RATED (EXPOSURE D SHEATHING wITH EXTERIOR GLUE,
<br />ALL ROOF SHEATHING TO BE INSTALLED WITH PL YCLIPS, (MAXIMUM 24' DC>
<br />7. NAILING FOR PLYwOOD ROOFS AND wALL SHEATHING SHALL BE 8d COMMONS @ 4' DC @ PANEL EDGES, AND 6'
<br />O.c, INTERMEDIATE, FOR 1/2' SHEATHING DR LESS, NAILING FOR STRUCTURALLY APPROVED ARCHITECTURAL wALL PANELS 0/4'+)
<br />SHALL BE 6d COMMON @ 4' O.C, AT PANEL EDGES, AND 6' DC, INTERMEDIATE.
<br />8 ALL FLOORING MATERIAL TO BE 3/4' T&G PLYWOOD, NAILED AND GLUED TO FLOOR JOISTS FLOOR NAIL
<br />wITH 10d NAILS AT 3' O.C, AT PANEL EDGES, 6' DC, IN THE FIELD, STAGGER NAILS AT 2' O,C, AT BUTT ENDS OF PLYWOOD SHEATHING,
<br />9, INSTALL BRIDGING IN ALL C2X) FLOOR DR ROOF JOISTS AT 8'-0' MAXIMUM, INSTALL BLOCKING IN ALL BEARING
<br />WALLS AND PARTITIONS OVER 9'-0' @ MID-HEIGHT, BRACE GABLE END wALLS AT 4'-0' DC, wHERE WALL FRAMING IS NOT
<br />CONTINUOUS FROM FOUNDATION TO ROOF,
<br />10 ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS,
<br />ALL NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED
<br />11. ALL CONNECTION HARDwARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE CO DR EQUIVALENT SUBMIT CUT
<br />SHEETS FOR ALL CONNECTION HARDwARE TO CONTRACTOR FOR APPROVAL
<br />ALL NAIL HOLES SHALL BE FILLED DR AS PRESCRIBED BY THE MANUFACTURER,
<br />12. PROVIDE A SINGLE PLATE AT THE BOTTOM AND DOUBLE PLATE AT THE TOP OF ALL LOAD BEARING STUD wALLS, STAGGER END
<br />JOINTS IN DOUBLE PLATES AT LEAST 4'-0' 2X4 SILL PLATES FOR BEARING WALLS SHALL BE BOLTED TO FOUNDATION
<br />AT A MAXIMUM OF 4'-0' O.C
<br />13, LOAD BEARING STUDS SHALL BE DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS, AND AT STRUCTURALLY APPROVED
<br />ARCHITECTURAL wALL PANEL JOINTS, STUDS SHALL BE TRIPLED AT ALL CORNERS,
<br />14, wOOD LINTELS OVER OPENINGS SHALL BE DOUBLED 2X12 HEADERS UNLESS NOTES OTHERwISE ON PLANS, WITH CONTINUOUS \' PLYwOOD
<br />FILLER CUT TO FULL DEPTH OF BEAM BETwEEN 2x MEMBERS
<br />15 RAFTER SCHEDULE FOR CONVENTIONAL FRAMED AREAS,
<br />MAXIMUM MAXIMUM
<br />MEMBER SIZE SPAN (SYP #2) SPAN (SYP #2)
<br />2 X 47FT 6 FT
<br />2 X 69FT 8 FT
<br />~ ~ tg Ii n I ~ ~ f
<br />NOTE 1: RAFTERS MUST BE BRACED LATERALLY BY A CONTINIOUS NAILING OF SHEATHING DR BRACED @ 24' O.c wITH MINIMUM IX4,
<br />NOTE 2: RAFTER SPACING NOT TO EXCEED 24' O.C,
<br />NOTE 3 RIDGE BOARDS TO BE ONE SIZE LARGER THAN RAFTER UNLESS OTHERwISE NOTED ON PLANS,
<br />NOTE 4: CONNECTOR SCHEDULE,
<br />A. SIMPSON MTS20 (DR EQUAL> BETwEEN CAT BLOCKING AND ROOF TRUSSES
<br />B SIMPSON H5 COR EQUAl) BETwEEN RAFTER TAILS TO CAT BLOCKING,
<br />C SIMPSON H5 (DR EQUAl) BETwEEN RAFTERS AND RIDGE BOARD.
<br />D SIMPSON CS20 AT ENDS OF RIDGE BOARD, DR SIMPSON JOINT HANGER wHERE APPLICABLE
<br />TIMBER MATERIALS
<br />ALL TIMBERS MATERIALS SHALL BE AS FOLLOwS
<br />LUMBER UTILIZED IN BOTTOM PLATE, TOP PLATES, POST, STUD PACKS AND BEAMS SHALL BE #2 YELLOW PINE (DR BETTER),
<br />EXTERIOR AND INTERIOR LOAD BEARING STUDS SHALL BE #2 SPRUCE (DR BETTER) ALL OTHER STUDS SHALL BE 'STUD GRADE'
<br />SPRUCE SPACE 16' DC.. ALL SPLICES AT TOP PLATE MUST BE MINIMUM 4'-0' AND NAILED 4' O.C, wi 12d COMMON NAILS,
<br />EXTERIOR wALLS SHALL BE CONSTRUCTED wITH 1/2' PLYWOOD DR 7/16' OSB (2-M-W RATING) NAILED wITH 8d NAILS SPACED AT
<br />3' O.c ALONG ALL HORIZONTAL JOINTS AND EDGES, 6' O.C, ALONG ALL VERTICAL JOINTS AND EDGES AND 12' O.C, ALONG ALL INTERMEDIATE STUDS
<br />ALL OPENINGS 5'-0' WIDE DR LARGER STRAP HEADER BEAM TO THE HEADER STUDS WITH SIMPSON LSTA24 STRAP TIES AT EACH END
<br />OF HEADER BEAM, ANCHOR BOTTOM OF HEADER STUDS TO FOUNDATION wITH SIMPSON HTT16 TENSION TIE
<br />INTERIOR STUD wALLS TO BE OF 2X4 #2 SPRUCE DR BETTER WITH SINGLE 2X4 P,T, PINE BOTTOM PLATE AND SINGLE 2X4 #2 SPRUCE TOP PLATE wITH
<br />STUDS SPACED MAXIMUM 24' O,C, WALLS TO HAVE 1/2' GYPSUM BOARD EACH SIDE, wITH WALLS AT GARAGE TO HAVE MIN R-11 INSULATION,
<br />ANCHOR WOOD SHEAR wALLS SEGMENTS TO FOUNDATION wITH SIMPSON LTT20B TENSION TIE AT EACH END OF WALL SEGMENTS AND AT ANY
<br />\,..IALL SEGMENT INTERSECTION (BUILDING CORNERS)
<br />
<br />MPL'l Wl11\
<br />l Sa..\1.L CO~
<br />13UI1DWG ABLE Cl1'l Of
<br />pJ..,L !\P?UC ORDINANCE.
<br />ZEP1\yroULLS
<br />
<br />FINISH FLOOR ELEV A nON SHALL
<br />COMPLY Wl111 ENGINEERED DESIGN
<br />AND/OR CITY OF ZEPHYRHILLS
<br />ORDINANCE
<br />
<br />BUILDING SIlA
<br />ALL APPLICABti (,'OMPL Y WITH
<br />ELECT'RICAL PLU~lLDfNG,
<br />MECHANICAL CODE fNO AND
<br />S.
<br />
<br />PRE-CAST AND PRE-STRESSED CONCRETE COMPONENTS SHALL BE USED AND INSTALLED PER MANUFACTURER'S SPECIFICATIONS, PRE-CAST LINTELS HAVE
<br />BEEN REVIEwED AND PLACED BASED ON DESIGN ALLOWABLE LOAD INFORMATION PROVIDED BY SPECIFIED PROVIDER ENGINEER
<br />OF RECORD MUST PROVIDE IN wRITING ANY CHANGE IN LINTEL MANUFACTURER, ALL OTHER STRUCTURAL PRE-CAST COMPONENT
<br />MANUFACTURERS MUST SUBMIT DESIGN LOAD INFORMATION TO ENGINEER OF RECORD FOR APPROVAL, ENGINEER OF RECORD RESERVES THE RIGHT
<br />TO MAKE ANY CHANGES AFTER SUCH INFORMATION HAS BEEN PROVIDED FOR REVIEw CONTRACTOR, AS PROJECT COORDINATOR, SHALL BE
<br />RESPONSIBLE FOR INSURING INFORMATION REQUESTED ABOVE HAS BEEN SUBMITTED TO ENGINEER OF RECORD IN A TIMELY MANNER WHEN AVAILABLE.
<br />
<br />CAST IN PLACE CONCRETE
<br />1 CONCRETE TO BE NORMAL wEIGHT wITH THE FOLLOwING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS'
<br />FOOTINGS SLAB ON GRADE- SLAB FILL,..2500 PSI
<br />MASONARY WALL TIE BEAMS, TIE COLUMNS..,2500 PSI
<br />2 CONCRETE SHALL BE READYMIX PER ASTM C94
<br />PORTLAND CEMENT - ASTM C150
<br />AGGREGATES - ASTM C33 (3/4' MAX)
<br />NO CALCIUM CHLORIDE
<br />AIR ENTRAINING - ASTM C260
<br />WATER REDUCING - ASTM C494
<br />FLYASH - ASTM C618-78 CLASS F (20% MAX)
<br />wATER - CLEAN AND POTABLE
<br />3 REINFORCING STEEL ASTM A615 GRADE 60, DEFORMED BARS
<br />4 REQUIRED SLUMP RANGE - 3' - 5'
<br />5 wELDED WIRE FABRIC - ASTM A185
<br />FIBERMESH MAY BE SUBSTITUTED FOR WWF
<br />6. MBISTURE BARRIER: 6 MIL POLYETHYLENE
<br />7, C DES AND STANDARDS:
<br />ACI 301 'SPEC FOR STRUCTURAL CONCRETE FOR BUILDINGS:
<br />ACI 305 'RECOMMENDED PRACTICE FOR HOT wEATHER CONCRETING'
<br />ACI 318 'BLDG CODE REQUIREMENTS FOR REINF, CONCRETE:
<br />ACI 315 'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT,'
<br />8. REFORCING BAR COVER:
<br />FOOTINGS 3'
<br />COLUMNS 1 1/2'
<br />BEAMS AND wALLS 1 1/2'
<br />SLABS 3/4' (INTERIOR) 1 112' (EXTERIOR)
<br />9. PROVIDE CORNER BARS AT ALL wALL FOOTING CORNERS TO MATCH HORIZONTAL BARS,
<br />(25' MINIMUM LAP)
<br />10 ALL BUILDING SLAB ON GRADE SHALL BE NOMINAL 4' THICK, FIBER-MESH CoNC DR REINFORCED
<br />WITH 6X6-wl.4 W,W.F, ON 6 MIL VAPOR BARRIER
<br />11. ANCHOR BOLTS FOR wOOD PLATED TO CONCRETE DR MASONRY:
<br />'J' BOLTS-USE 1/2'X8' 'J' BOLT WITH 6' ENBEDMENT AND 2' PROJECTION wHEN INSTALLED
<br />PRIOR TO PLACING CONCRETE.
<br />EXPANSION ANCHORS-USE 1/2'X3 1/2' IMBED AT LOCATIONS IN LIEU OF 1/2'X8' , J' BOLTS
<br />EPOXY ANCHORS IN CONCRETE-USE 1/2'X4 1/4' IMBED AT EDGE OF SLAB CONDITION
<br />wHERE BOLT IS LESS THAN 6' TO CONCRETE EDGE,
<br />EPOXY ANCHORS IN TOP OF BLOCK WALLS-USE THREADED ROD (3/4'XA6-5/8' INBED)
<br />ON TOP OF 8' MASONRY WALLS wITH ADHESIVE DR ANCHOR BOND, wHEN
<br />1I2'X8' 'J' BOLTS ARE OMITTED,
<br />12,FOOTING SIZES SHOwN ARE TYPICAL ONLY FOR STATED SOIL BEARING PRESSURE AND CONSISTED COMPACTION
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR FOOTINGS COMPLYING wITH THE DESIGN REQUIREMENTS
<br />OF SPECIFIC SOIL CONDITIONS,
<br />13, PROVIDE 1/2' EXPANSION JOINT MATERIAL BETWEEN ALL CONCRETE SLABS AND ABUTTING
<br />CONCRETE DR MASONRY wALLS OCCURRING IN EXTERIOR DR UNHEATED AREA'S
<br />
<br />R3011 Design.
<br />Buildings o.nd structures, o.nd o.ll po.rts thereof, sho.ll be constructed to f l t II l d" '
<br />loo.ds ond wind loods o.s pr~scribed by this code, The construction of build~~g~ ~nsdUPttc;!'ucto.ure~o. ~'llncludT~ ,deo.d lOo.tds, live loo.ds,. roof loo.ds, flood
<br />poth copoble of tro.nsferrlng o.ll loo.ds frOM their point of origin through the lood-resisting ele~e~t/~~u th~n f~u~~~tT~,tho.t prOVides 0. cOl""1plete loo.d
<br />
<br />Exception · ~~i~di8nvi~~n~t6fCC\~6p.fe~os~ted within the High-Velocity Hurrico.ne Zone sho.ll cOl'1ply only with Sections R302 to R324 , inclusive o.nd
<br />R30l!.1 Al terno. tive provisions,
<br />~ftg.flo~~te{hneo.r~vrnto the requireMents in Section R30l! the following sto.ndo.rds o.re perMitted subject to the liMito.tions of this code o.nd the
<br />where engineered design is used in conjunction with these stondo.rds the design sho.ll COMply with the Florido Build'ng Cod Bld
<br />1. AMeri,con Forest onel Poper Associo. tion CAF&PA) wood Fro.r'ie Construction Mo.nuo.l (wFCM) ,e, UI Ing
<br />2, AMerlco.n Iron o.nel Steel Institute (AIS!), Sto.ndo.rd for Cold-ForMed Steel Fro.r"Iing Prescriptive Method for On - '" T -F 'l
<br />R301.12 Construction systeMS, e o.n", wo o.r"Il y Dwellings (COFS/PM)
<br />
<br />~~~o~~~u~~rdl~ci~ g~e t~~ssecdOd~n 0.6ebo.~~osoend fO/~,~~~t~~:te~nel bo.lloon-fro.Me construction for light-fraMe buildings, The requireMents for concrete o.nd
<br />Other Fro.M,ing systeMS Must have equivo.lent de"fo.iling to ensure force transfer, continuity o.nd cOMpotible deforMations.
<br />R30!.1.3 Engln~ered design, ,
<br />t;erhi~ ~~~~I,n~h~~eo~~~~~~stes cSoh~lrnb~od~~ic~~~t~u~~g~r~~~~~i~Fths~ucturo.l eleMents exceeding the liMits of Section R301, or otherwise, not confoming
<br />
<br />~nhf g~~~~~vecrfe ~~~oline ~~~~;Jo. ;~1,h w?{~ e {hi PPl ~~~~6e BEh ~;~gi oC'5din ~uTI ~~~e?; eJ~;~~r~G!; ~~~ rf~fhg ~fJi~ gl ~~ ~ g5 ~ i ~h~b;eucsc~no~ld~t9oonn~e~cltrho. ~~\r f~:;f ;l;~ rdo. te co Mp I ia nc e
<br />c escape 0 ths code, ' , preS ereo, Inc u",e In
<br />TABLE R301.212
<br />
<br />WIND-BORNE DEBRIS
<br />
<br />fASTENER TYPE
<br />
<br />
<br />wOOD STRUCTURAL PANELS
<br />
<br />< 4 foot
<br />panel spo.n
<br />< 6 foot
<br />
<br />< 6 foot
<br />panel spo.n
<br />< 8 foot
<br />
<br />spo.n
<br />
<br />2~ #6 wood Screw 3
<br />2~ #8 wood Screws 3
<br />Doub\e-Heoded Noils 4
<br />
<br />16
<br />16
<br />12
<br />
<br />16
<br />16
<br />6
<br />
<br />12
<br />12
<br />4
<br />
<br />9
<br />12
<br />3
<br />
<br />SI: 1 inch = 25.4 MM' 1 foot = 305 MM,
<br />1. This table is bClsed on 0. I"io.xir"lur"l wind speed of 130 Mph (58 r"Ils) ond Meon roof height of 33 feet ClO M) or less
<br />2 Fasteners sho.ll be installed at opposing ends of the wood structuro.l panel
<br />3 Whe,re scr~~s o.r~ 0. tto.ched to r')o.sonry or Mo.sonry/stucco, they sho.ll be 0. tto.ched using vibra tion-resisto.nt o.nchors
<br />hovlng 0 MiniMUM wlthdrClWo.l caQo.clty of 490 lb C218lJ kN),
<br />4, Nalls shQll be 10d COMI"iOn or 12d box elouble-heo.ded no.ils,
<br />
<br />
<br />2004
<br />
<br />
<br />LDCATlDN
<br />
<br />er
<br />
<br />toenail
<br />
<br />
<br />I
<br />h
<br />
<br />toenail each end
<br />n I
<br />n i
<br />lin n
<br />
<br />n i
<br />
<br />oc.
<br />
<br />typiCo.l face no.il
<br />
<br />Sole plo. te to jois t or
<br />blocking at bro.ced wo.ll po.nel
<br />
<br />op plo.te to s ud 1 c:I COMMon
<br />
<br />r
<br />
<br />
<br />
<br />toenail
<br />
<br />end no.il
<br />
<br />f
<br />
<br />n i
<br />
<br />o,c.
<br />
<br />typiCo.l face no.il
<br />
<br />oeno.l
<br />
<br />rin w
<br />o eac
<br />
<br />eo.rln
<br />
<br />8, Roof rafter to 2 by ridge beo.M
<br />
<br />4
<br />4
<br />2 -
<br />3 -
<br />2
<br />3
<br />3
<br />2 -
<br />3
<br />
<br />
<br />Joist to band joist
<br />
<br />fo.ce nail
<br />
<br />15 / 32 in to 19 I 32 q
<br />19 I 32 ' to 3 / 4 '
<br />7 1 8 ' to l'
<br />
<br />6el c,l
<br />2 3 I 8 ' x 0,113' no.il n
<br />1 3 1 4 ' 16 go.Qe 0
<br />8c:1 COMMon (roars in
<br />110-140 Mp'h (Exp. B)
<br />8d d or 6d e
<br />2 3 I 8 ' x 0113' nail p
<br />2' 16 go.ge p
<br />8d c
<br />10c:l d or 8d e
<br />6d e
<br />Bd e
<br />1 c:I d
<br />f
<br />
<br />(c OMbino. tion subfloor-underla yrwnt
<br />
<br />1 1 I 8 ' to 1 1 I 4
<br />3 I 4 ' o.nd less
<br />7 / 8 ' to l'
<br />I '
<br />
<br />Bd e
<br />
<br />MASONRY wALLS:
<br />1 HOLLOw LOAD BEARING UNITS (CMU) SHALL CONFORM TO ASTM C90, NORMAL wEIGHT, TYPE I, GRADE N,
<br />MINIMUM NET COMPRESSIVE STRENGTH == 1900 PSI
<br />2, MORTAR SHALL BE TYPE M DR S AND CONFORM TO ASTM C270
<br />3. CONCRETE GROUT SHALL CONFORM TO ASTM C476:
<br />3000 PSI AT 28 DAYS
<br />3/8' MAXIMUM AGGREGATE
<br />8' - 11' SLUMP
<br />4, BARS SHALL HAVE MINIMUM CLEARANCE OF 112' FROM MASONRY,
<br />NOT BE LESS THAN ONE BAR DIAMETER, NOR LESS THAN 1',
<br />5, VERTICAL REINFORCING SHALL BE AT ALL CORNERS, EACH JAMB OPENINGS OVER 4 FT, WIDE, UNDER ALL
<br />GRIDER LOADS, AND NOT TO EXCEED 8'-0' O/C FOR STRAIGHT wALLS, OR AS SHOwN ON THE DRAWINGS,
<br />6, FILL CELLS wITH CONCRETE GROUT AS SPECIFIED PROVIDE ACI 90 DEGREE STANDARD HOOKS
<br />INTO FOOTING, AND TIE BEAMS,
<br />7, REINFORCING BARS SHALL BE STRAIGHT FOR BENDS AROUND CORNERS AND WHERE BENDS DR HOOKS
<br />ARE DETAILED ON THE PLANS,
<br />8. REINFORCING BARS SHALL BE LAPPED 40 BAR DIAMETERS wHERE SPLICED AND SHALL BE wIRED TOGETHER.
<br />9 WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE
<br />HORIZONTAL IN SIX VERTICAL, DOwELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALoGNMENT, EVEN THOUGH
<br />IT IS IN AN ADJACENT CELL TO THE VERTICAL WALL REINFORCEMENT,
<br />10. CLEANoUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH GROUT POUR wHEN THE POUR HEIGHT
<br />EXCEEDS 5', PROVIDE 4'X4' OBSERVATION HOLE TO VERIFY CONCRETE GROUT PLACEMENT,
<br />11, PLACE ALL MASONRY IN RUNNING BOND WITH 3/8' MORTAR JOINTS, PROVIDE COMPLETE COVERAGE FACE SHELL MORTAR
<br />HORIZONATL AND VERTICAL. FULLY MORTAR \,..IEBS IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS AND
<br />ADJACENT TO GROUTED CELLS,
<br />P<ROVIDE 8'X8' PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONARY OPENINGS NOT SHOwN TO HAVE A
<br />STRUCTURAL BEAM, MINIMUM END BEARING = 8' (MINIMUM CAPICITY OF 1000 PLF)
<br />pj:OVIDE METAL CAVITY CAPS, 6' WIRE MESH, DR DUR-o-$TOP BY DUR-A-wALL, INC WHERE REQUIRED TO RETAIN
<br />GROUT IN VERTICAL CELLS,
<br />
<br />
<br />25 I 32 '
<br />
<br />h
<br />
<br />3 I
<br />
<br />THE CLEAR DISTANCE BETwEEN BARS SHALL
<br />
<br />for sr, 1 inch = 25,4 MM,
<br />a, COMI"\On or box no.ils Qre perMitted to be used except where otherwise sto.ted,
<br />b, No.ils spo.ced o.t 6 inches on center o.t edges, 12 inches at interMedio.te support except 6 inches o.t supports where
<br />spans o.;e 48 inches or More, for no.iting of wood structuro.l po.nel o.nd particleboo.rel diaphro.gMS o.nd sheo.r wo.lls, refer
<br />to Section 2305 No.lls for wo.ll sheathing are perMittec:l to be COMMon, box or casing
<br />c, COMMon or deforMed sho.nk,
<br />c:I, COMMon,
<br />e, DeforMed sho.nk
<br />f, Corrosion-resistant sieling or co.sing no.il,
<br />g, Fo.sten~rs sp~ced 3 inch~s on center o.t exterior edges o.nd 6 Inches on center o.t Interl"\edio.te supports
<br />h, Corroslon,-reslstant roofing no.lls With 7 I 16 -lnch-dlo.Meter heo.d o.nd 1 1 I 4 -inch length for 1 I 2 -inch sheo.thing
<br />o.nd 1 3/4 -Inch length for 25 1 32 -Inch sheo.thing,
<br />i. Corr~sion-resisto.nt s~o.ples with ,noMino.l 7 I 16 -inch crown o.nd 1 1 / 8 -inch length for 1 / 2 -inch sheathing and
<br />1 1/2 -Inch for 25/32 -,nch ,sheo.thlng, Po.nel supports o.t 16 inches (20 inches if strength o.xis in the long elirection
<br />of the po.nel, unless otherWise Mo.rkee/)
<br />j. Casing or finish no.ils spaced 6 inches on po.nel edges, 12 inches at interMedio.te supports.
<br />k. Po.ne! supports o.t 24 i~ches, Co.sing or finish no.ils spo.cec:l 6 inches on po.nel edges, [2 inches o.t interMedio.te supports.
<br />l. For roof sheo.thlng o.ppllco.tlons, 8d no.lts are the MiniMUM required for wood structural po.nels,
<br />1'1, Staples sho.ll have 0. MiniMUM crown width of 7 / 16 inch,
<br />n, For roof sheo.thing o.'ppliCo.tions, fQsteners spo.ceel 4 inches on center o.t edges, 8 inches ot interMediate supports
<br />0, Fo.steners spo.cec:l 4 Inches on center Qt edges, 8 inches o.t interMec:liQ.te supports for subfloor o.nd wall sheo.thing
<br />o..nd 3 inches on center,o..t edges, 6 inches at interMediate supports for roof sheathing,
<br />p, Fo.ste~ers spo.ceel 4 Inches on center o.t edges, 8 inches o.t interMedio.te supports,
<br />q, For Wind speeel regions between 110-140 Mph/Exposure 8, MiniMUM roof sheo.thing sho..ll be o.s indico.ted,
<br />
<br />BEDDING,
<br />
<br />
<br />RONALD & ONALEE WEBER
<br />4825 17TH STREET
<br />ZEPHYRHILLS FL 33542
<br />D.W.SMITH, P.E.
<br />FLORIDA PROFESSIDNAL ENGINEER LICENSE NUMBER 53608
<br />PROJECTS ENGINEERING CONSULTANT
<br />9909 WALLASTON DRIVE-DADE CITY,FLORIDA 33525
<br />PHONE: 352-521-0865 FAX: 352-521-0867 E-MAIL: zephyr27@gte net
<br />
<br />DESIGN PLANS BY RICK
<br />813-765-9793
<br />
<br />I hereby certify tho. t I ho. ve reviewe~ this ylo.n o.n~ found it to
<br />be in cOMplio.nce with ASCE 7-05 ond section R301 of the FBC 2004,
<br />
<br />Do vid W, SMith) P,E,
<br />
<br />~
<br />~((b(oG
<br />
<br />ENGINEER
<br />STANDARD
<br />
<br />SHEET OF
<br />
<br />NOTES
<br />NOTES
<br />
<br />OF 5
<br />
<br />DATE
<br />3 NOV 2006
<br />
<br />SCALE
<br />
<br />JOB NO
<br />
<br />ENGINEER LICENCE #53608
<br />
<br />DESIGN/DRAWN CHECKED
<br />R. GOLLHARDT D.W.SMITH,P.E.
<br />
<br />2006-65
<br />
|