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<br />ROOF TRUSS NOTES:
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<br />20 PSF ROOF LIVE LOAD (REDUCIBLE)
<br />1. PREFABRICATED WOOD ROOF TRUSSES SHALL BE DESIGNED FOR THE DEAD, LIVE AND WIND IIA
<br />LOADS SHOWN AND ALL COMBINATIONS OF THESE LOADS AS SET FORTH IN THE FLORIDA (aBUILDING CODE. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL DESIGN CRITERIA. TRUSS SHEATHING C.B.
<br />'i3
<br />FABRICATOR SHALL SUBMIT S&S SHOP DRAWINGS & DESIGN CALCULATIONS SEALED BY A 0
<br />10 PSF TOP CHORD DEAD LOAD, TYPICALLY PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED FOR 2x4 DIAGONAL BRACE (DB) @ 0
<br />REVIEW PRIOR TO TRUSS FABRICATION. EA. END WALL AND @ 20'-0"
<br />U.
<br />(15 PSF TOP CHORD DEAD LOAD @ OVERFRAMED AREAS) MAX. INTERVALS ALONG v
<br />2. ROOF DEAD LOADS SHOWN SHALL BE DIVIDED EQUALLY BETWEEN TOP AND BOTTOM C
<br />10 PSF BOTTOM CHORD DEAD LOAD, TYPICALLY CHORDS TO ACCOUNT FOR DEAD LOAD OF ROOFING AS WELL AS HANGING MECHANICAL LATERAL BRACE. +'
<br />AND CEILING DEAD LOADS. t
<br />3. WIND LOADS SHOWN ARE FOR WINDS APPROACHING FROM THE LEFT OF THE TRUSS CONTINUOUS LATERAL BRACE (CB) AS 13
<br />ELEVATIONS SHOWN. FABRICATOR SHALL DESIGN AND FABRICATE ALL TRUSSES REQUIRED BY TRUSS DESIGN AND v
<br />SYMMETRICALLY (REVERSE WINDWARD AND LEEWARD WIND LOADINGS) THEREBY FRAMING PLAN U
<br />WIND ACCOUNTING FOR WIND LOAD IN THE OPPOSITE DIRECTION. A MAXIMUM OF 10 PSF DEAD ro
<br />LOAD MAY BE USED TO RESIST UPLIFT, TYP. 'II
<br />DIRECTION O�,O S�p�CI ��F Itz L
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<br />OHO 4 SEE ARCHITECTURAL ADDITIONAL DEAD LOADS �ON OP OR BOTTOM CHFRAMINGINGS, MECHANICAL DRAWINGS, AND ROOF O DS OF TRUSSSESS DUE OMECHANICAAL WEB MEMBER U
<br />EQUIPMENT, WHERE APPLICABLE. 450 ± (aCONTINUOUS BOTTOM BRACE (BB) D.B. B.B.
<br />5. MAXIMUM TRUSS SPACING IS 2'-0", TYPICALLY. "PSF" LOADINGS SHALL BE MULTIPLIED AS REQ'D BY TRUSS DESIGN &
<br />ACCORDINGLY IN ORDER TO OBTAIN "PLF" TRUSS LOADINGS. FRAMING PLAN AND NOT MORE 1. WOOD TRUSS ERECTOR SHALL PROVIDE BRACING ACCORDING TO BRACING WOOD TRUSSES.
<br />SEE NOTE #8 THAN 10 FT. O.C. COMMENTARY AND RECOMMENDATION, BWT-76 (TRUSS PLATE INSTITUTE). INSTALL BRACING AS
<br />6. POINT LOADINGS WHICH ARE GENERATED BY SPECIAL TRUSS CONFIGURATIONS HAVING THE TRUSSES ARE ERECTED. FULL BUNDLES OF PLYWOOD SHALL NOT BE PLACED ON TRUSSES. THE 0
<br />TRIBUTARY WIDTHS GREATER THAN T-0" (HIP TRUSSES, TRANSFER TRUSSES, ETC.) SHALL BE CEILING CONSTRUCTION LOAD SHALL BE LIMITED TO 8 SHEETS OF PLYWOOD ON ANY PAIR OF TRUSSES AND C
<br />ACCOUNTED FOR IN TRUSS DESIGN, AND MAGNITUDE OF SUCH OF SUCH POINT LOADS SHALL SHALL BE LOCATED ADJACENT TO THE SUPPORTS. NO EXCESS CONCENTRATION OF ANY
<br />BE CLEARLY NOTED ON SHOP DRAWINGS. TRUSSES SHALL ACCEPT POINT LOADS FROM CONSTRUCTION MATERIALS (SUCH AS GRAVEL OR SHINGLES) SHALL BE PLACES ON THE TRUSSES IN It
<br />ADJACENT TRUSSES AT TRUSS PANEL POINTS ONLY. ANY ONE AREA & THEY SHALL BE SPREAD OUT EVENLY OVER A LARGE AREA SO AS TO AVOID c0
<br />OVERLOADING ANY ONE TRUSS. U
<br />SEE NOTE #4 7. COORDINATE ROOF CONFIGURATION, SLOPE, DIMENSIONS, OVERHANGS, HIPS AND VALLEYS 0
<br />WITH ARCHITECTURAL DRAWINGS, TYPICALLY. 2• ALL BRACING (DB,CB,BB) SHOWN IN THE FRAMING PLAN SHALL BE IN ADDITION TO CONTINUOUS
<br />SUPPORT POINTS, TYPICALLY LATERAL SPECIFIED BY THE TRUSS MANUF. ALL LATERAL BRACING SPECIFIED SHALL HAVE ADDITIONAL T
<br />8. TRUSS WEB CONFIGURATIONS SHOWN IN TRUSS ELEVATIONS ARE SCHEMATIC IN NATURE. DIAGONAL BRACES @ 20'-0" MAX. +�
<br />FINAL LOCATION AND CONFIGURATION OF TRUSS WEB MEMBERS SHALL BE COORDINATED 3. ALL BRACES SHALL BE 2x4 NOMINAL DIMENSION LUMBER AND SHALL BE ATTACHED WITH 2-16d NAILS ,Q
<br />WITH ARCHITECTURAL AND MECHANICAL SPACE REQUIREMENTS.
<br />@ EA. TRUSS INTERSECTION.
<br />Pre -Engineered Wood Trusses 9. PERMANENT TRUSS BRACING AND BRIDGING SHALL BE PROVIDED IN ACCORDANCE WITH 2 Typical Wood Truss Bracing
<br />"TRUSS PLATE INSTITUTE" IN ORDER TO PROVIDE ADEQUATE LATERAL WIND STABILITY FOR C
<br />S1 %• 8 SCALE: %4" = 1'-0" TRUSS SYSTEM, TYPICALLY. �E17.
<br />SCALE: N.T.S. E
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<br />BLOCKING REQUIRED
<br />BETWEEN OUTRIGGERS HURRICANE CLIP "H2.5" @ 'O
<br />EACH OUTRIGGER, TYP. NOTE: ANY GABLE END STUD THAT HAS GREATER THAN 2x4 "L" BRACING 0
<br />2x4 OUTRIGGER GABLE END BRACING NOTES: 5'-0" VERTICAL DIMENSION FULLY EXPOSED TO WIND
<br />7/6" STRUCTURAL 2x4 BLOCKING @ @ 24" O.C. SHALL BE BRACED AND SECURED, IN PLACE, AS DETAILED. 00
<br />ROOF SHEATHING SHEATHING JOINT 2x4 BARGE 1. GABLE TRUSS SHALL HAVE 2x4'S ADDED TO THE C
<br />4" FROM GABLE U-HANGER RAFTER CONT. VERTICAL 2x4'S IN THE HEIGHT EXCEEDS 4 FEET, WITH SOME GABLE ENDS MAY REQUIRE OTHER TYPES OF
<br />THE ADDED 2x4'S FORMING AN L SHAPE, USING 12D BRACING. REFER TO INDIVIDUAL TRUSS DESIGNS FOR �
<br />NAILS AT 12 INCHED ON CENTER - SEE GABLE END THESE CONDITIONS.
<br />BRACING DETAIL
<br />E
<br />TOP CHORD OF GABLE 2. THE RAKE OVERHANG FROM A GABLE END SHALL NOT SECURE VERTICAL 2x4 "L" BRACES 3
<br />2x4 X-BRACE @ PVERHAND,END TRUSS DROP 3Y2" EXCEED 24 INCHES WITH AN OUTRIGGER BACK A w/ 10d NAILS @ 16" O.C., TYP. E
<br />8'-0" O.C. PER ARCH MINIMUM OF 24 INCHES. C
<br />2x4 SCAB CONT. Q
<br />TOP TO BOTTOM CONT. 2x4 SCAB FROM TOP TO 3. 2x4'S "X" BRACING SHALL BE REQUIRED AT GABLE ENDS 00 ,E
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<br />@ GABLE END STUDS
<br />CHORD @ 8" BOTTOM CHORD @ X-BRACING MORE THAN 48 INCHES TALL, NOT TO EXCEED 8 FEET GAGA24" O.C. (MAX.), @ = v
<br />FROM GABLE (PROVIDE ADDITIONAL 2x4" @ ON CENTER. o
<br />VERTICAL IF HIGHER THAN 60" TO 00
<br />FROM AN "L" SHAPE - SEE "4/S-6.1") 4. THE "X" BRACE SHALL EXTEND NO LESS THAN 8 FEET O Q U
<br />(3) 12D NAILS, BEYOND THE GABLE END. UNLESS IT IS CONNECTED ~ W
<br />TO A GIRDER TRUSS. THE MAXIMUM UNSUPPORTED °C
<br />TYPICAL @ 2x4 BLOCKING 48" O.C. BETWEEN LENGTH OF THE "X" BRACING MAY NOT EXCEED 10� ro
<br />X-BRACING GABLE AND FIRST TRUSS -SEE NOTE "6" FEET. IF THE UNSUPPORTED LENGTH DOES EXCEED 10 v
<br />FEET. AN ADDITIONAL SCAB MAY BE REQUIRED. ; .0
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<br />SIMPSON "A35" CLIP @ 48" O.C. L
<br />2x4 SCAB IF 5. THE BOTTOM CHORD OF TRUSSES WITHIN 8 FEET OF
<br />j VERT. WEB IS A GABLE END SHALL HAVE A CONTINUOUS
<br />NOT PRESENT HORIZONTAL 2x4 MEMBER AT 48 INCHES ON CENTER
<br />• NAILED TO THE TOP OF THE BOTTOM CHORD, WITH >
<br />BOTTOM CHORD OF GABLE END TRUSS THREE 12D NAILS AT EACH TRUSS.0.
<br />DBL. 2x CONT. TOP PLATE 6. 2x4 BLOCKING SHALL BE PROVIDED BETWEEN THE E
<br />CONT. 2x4 x 8'-0" @ TYP. LATERAL GABLE END TRUSS AND THE FIRST TRUSS IN THE PLANE ALL GABLE ENDS ARE CONTINUOUSLY SUPPORTED UNLESS NOTED OTHERWISE. 0
<br />BRACE @ 48" O.C. - SEE NOTE "5" 2x STUDS @ 16" O.C. (OR BEAM) OF THE BOTTOM CHORD. ANCHOR BOTTOM CHORD AS REQUIRED.
<br />PROVIDE A MOISTURE BARRIER IF IN CONTACT WITH MASONRY. U
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<br />SIMPSON "CS22" @ 48" O.C., TYP. 7. ALL NAILING FOR ROOF SHEATHING ON A GABLE END
<br />SHALL BE 4 INCHES ON CENTER WITHIN 4 FEET OF THE O
<br />Koo 3 Typical Gable End Framing/Bracing Detail TGABLE TRUSS HAT4FOOTATHBLOCKINGFORALLEDGESWITHIN ,q. Gable End Bracing Detail (Vult < 160 MPH)
<br />THAT 4 FOOT AREA.
<br />E.1 Q SCALE: N.T.S. �C.
<br />� O SCALE: N.T.S.QQ L
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<br />'RUSS
<br />f10NS BY
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<br />SIMPSON"HTT22B
<br />SIMPSON"HTT22
<br />PRE-ENGINEERED
<br />WOOD GIRDER
<br />TRUSS, TYP.
<br />DBL. 2x WOOD TOP
<br />PLATE PER PLAN &
<br />SCHED., TYP.
<br />WOOD STUD COLUMN
<br />PER PLAN & SCHEDULE,
<br />TYP.
<br />SIMPSON"HTT2
<br />01 5 Girder Truss 6 Girder Truss Bearing @ Wood Stud Wall 7
<br />S17.38J
<br />SCALE: N.T.S. U7.30
<br />SCALE: N.T.S. U7.3
<br />ED WOOD
<br />, TYP.
<br />x WOOD TOP
<br />AS REQ'D., TYP.
<br />WUUU MAUCK PER
<br />PLAN & SCHEDULE, TYP.
<br />NOTE: G.C. TO COORDINATE HOLD DOWN
<br />LOCATIONS w/ TRUSS LAYOUT, TYP.
<br />PER -ENGINEERED
<br />GIRDER TRUSS
<br />MASONRY BOND BEAM OR
<br />CONCRETE BEAM PER PLAN,
<br />TYP.
<br />SIMPSON STRAP PER PLAN, TYP.
<br />DRILL & EPDXY HILTI "HAS" ROD
<br />(DIAMETER PER STRAP MANUF) w/
<br />6" MIN. EMBEDMENT. USE HILTI
<br />"HY-150" INJECTION ADHESIVE, TYP.
<br />Girder Truss Holddown
<br />@ Wood Header 8 Girder Truss Holddown
<br />SCALE: N.T.S. I S17. 3 Q SCALE: Y4" = 1'-0"
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<br />ARCHITECTURE &
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<br />z INTERIOR DESIGN, INC.
<br />I aRCIVE TURF I MrE FOORDESM
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<br />www.forumarchitecture.com
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<br />Zephyr
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<br />DESIGN
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<br />4 o L STAT OF
<br />Robert C. Scroggins, P.E.
<br />FL Registration No. 56158
<br />This document has been electronically signed and sealed by Robert C. Scroggins, PE on the Date
<br />and/or Time Stamp shown using a digital signature. Printed copies of this document are not
<br />considered signed and sealed and the signature must be verified on any electronic copies.
<br />SET DISTRIBUTIONS:
<br />12/16/2021 OWNER REVIEW SET
<br />02117/2022 PERMIT SET
<br />0
<br />0 SHEET REVISIONS:
<br />EDITED BY: RCS, TLW
<br />SC&D PROJECT NO. 21-020
<br />FORUM PROJECT NO. 4097
<br />11
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