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CONNECTION
<br />FASTENER(S)
<br />QUANTITY / SPACING
<br />LEDGER STRIP
<br />16d COMMON
<br />3 AT EACH JOIST
<br />SOLEPLATE TO JOIST OR BLOCKING, FACE NAIL
<br />16d COMMON
<br />16* D.C.
<br />TOP OR SOLE PLATE, TOE NAIL
<br />16d COMMON
<br />2
<br />STUD TO SOLE PLATE, TOE NAIL
<br />8d COMMON
<br />4
<br />DOUBLED STUDS, FACE NAIL
<br />10d COMMON
<br />24' D.C.
<br />DOUBLED TOP PLATES, FACE NAIL
<br />10d COMMON
<br />16* D.C.
<br />CONTUOUS HEADER, TWO PIECES
<br />16d COMMON
<br />16* O.C. ALONG EACH EDGE
<br />CONTINUOUS HEADER TO STUD, TOE NAIL
<br />8d COMMON
<br />3
<br />1X8 SHEATHING OR LESS TO EACH BEARING, FACE NAIL
<br />Bd COMMON
<br />2
<br />OVER 1X8 SHEATHING TO EACH BEARING, FACE NAIL
<br />8d COMMON
<br />3
<br />BUILT-UP CORNER STUDS
<br />16d COMMON
<br />24' D.C.
<br />BUILT-UP GIRDERS AND BEAMS UP TO THREE MEMBERS
<br />20d COMMON
<br />32* D.C. AT TOP AND BOTTOM AND STAGGERED. 2 ONIDS AND AT EACH SPLICE
<br />1/2' GYPSUM SHEATHING
<br />11 GA. 1 1/2" GALVANIZED 7/16' HEAD
<br />4' D.C. AT EDGES, 8' O.C. AT OTHER BEARINGS
<br />5/8- GYPSUM SHEATHING
<br />11 GA. 1 3/4- GALVANIZED 7/16- HEAD
<br />4- O.C. AT EDGES, 8- O.C_ AT OTHER BEARINGS
<br />1/2' GYPSUM WALLBOARD
<br />1 3/8- DRYWALL NAIL
<br />7- D.C. ON CEILINGS, 8- O.C. ON WALLS
<br />5/8' GYPSUM WALLBOARD
<br />1 1/2- DRYWALL NAIL
<br />7- D.C. ON CEILINGS, 8- D.C. ON WALLS
<br />HARDBOARD LAP SIDING, DIRECT TO STUDS
<br />8d CORROSION RESISTANT WITH MINIMUM SHANK
<br />16' O.C. AT TOP AND BOTTOM EDGES
<br />DIAMETER OF 0.099 INCH AND MINIMUM HEAD
<br />DIAMErER OF 0.240 INCH
<br />HARDBOARD LAP SIDING, OVER SHEATHING
<br />10d CORROSION RESISTANT WITH MINIMUM SHANK
<br />16" D.C. AT TOP AND BOTTOM EDGES
<br />DIAMETER OF 0.099 INCH AND MINIMUM HEAD
<br />DIMErER OF 0.240 INCH
<br />RARDBOARD PANEL SIDING, DIRECT TO STUDS
<br />6d CORROSION RESISTANT WITH MINIMUM SHANK
<br />6- O.C. AT EDGES, 12- O.C. AT IINTERMEDIATE SUPPORTS
<br />DIAMErER OF 0.092 INCH AND MINIMUM HEAD
<br />DIAMErER OF 0.225 INCH
<br />HARDBOARD PANEL SIDING, OVER SHEATHING
<br />8d CORROSION RESISTANT WITH MINIMUM SHANK
<br />V O.C. AT EDGES, 12' O.C. AT INTERMEDIATE SUPPORTS
<br />IAM
<br />DAMETER OF 0.092 INCH AND MINIMUM HEAD
<br />DIAMETEIR OF O.a5 INCH
<br />B ILDING DATA
<br />WIND VELOCITY (MPH)
<br />150
<br />IMPORTANCE FACTOR
<br />1.00
<br />EXPOSURE CATEGOR
<br />C
<br />INTERNAL PRESSUR COEFFICENTj
<br />0.18
<br />MEAN ROOF HEIGHT (FT)
<br />28,
<br />BUILDING WIDTH (FT)
<br />72'
<br />BUILDING LENGTH (FT)
<br />69.7'
<br />ROOF SLOPE (x , 12)
<br />3'
<br />ROOF DEAD LOAD
<br />25 P/SF
<br />ROOF LIFE LOAD
<br />30 P/SF
<br />NET UPLIFTS
<br />ZONE 1
<br />-40 PSF
<br />L ZONE 2
<br />-70 PSF
<br />THE DESIGN PRDFESSIONAL'S UPLIFT
<br />CALCULATIONS FOR EACH MEMBER OF
<br />THE ROOF FRAMING SYSTEM SHALL BE REVIEWED
<br />BY THE GENERAL CONTRACTOR AT THE TIME
<br />OF THE TRUSS MANUFACTURER'S
<br />SHOP DRAWING APPROVAL, AND THE: HIGHER UPLIFT
<br />VALUE OF THE TWO SHALL BE CONSIDERED,
<br />AND THE ANCHORING HARDWARE
<br />,SHALL BE CHANGE IF NECESSARY,
<br />REEF-CERNER DETAIL-
<br />SCALE1 1/4'=1'-0'
<br />NOTES:
<br />1. FIELD VERIFY BEAM DEPTH WITH DOOR & WINDOW GEOMETRY
<br />2. VERIFY ALL ELEVATIONS WITH ARCHITECTURAL DRAWINGS
<br />3. TOP ELEVATION OF BEAMS WITH RECESS SHALL BE SET BY
<br />DEDUCTING THE RECESS FROM THE ELEVATION SPECIFIED
<br />CONNECTOR SCHEDULE
<br />I.D
<br />MANUFACTURER
<br />MIAMI DADE CO.
<br /># OF APPROVAL
<br />(NOA)
<br />GRAVITY LOADS
<br />UP LIFT LOADS
<br />NVHTA
<br />NU-VUE
<br />03-022410
<br />—
<br />2133 tb
<br />DTC
<br />USP
<br />01-0724.06
<br />—
<br />1105 [b
<br />HD2X
<br />USP
<br />98-1016.06
<br />—
<br />1320 Ib
<br />HTA-24
<br />USP
<br />00-091,07
<br />1890 [b
<br />RT16
<br />USP
<br />00-091.07
<br />L
<br />1015 tb
<br />1-#5 DOWELED INTO FOOTING
<br />& TIE BEAM, FILL CELLS
<br />I F
<br />W/CONCRETE
<br />SAW CUT FACE FOR
<br />INSPECTION @ BOTTOM
<br />COURSE & @ 4'-0" O.C.
<br />MAXIMUM VERTICALLY
<br />FILLED MASONRY BLOCK )' LXTENDED
<br />PLYWOOD
<br />CELL DETAIL SHEATHING. —
<br />SCALE: 3/4" = 1'-0" PIGGY BACK
<br />TRUSSES,
<br />PROVIDE Yx2'
<br />VENT, HOLES
<br />THE DESIGN PROFESSIONAL'S UPLIFT IN SHEATHING
<br />CALCULATIONS FOR EACH MEMBER OF @ 81-01 Of.
<br />THE ROOF FRAMING SYSTEM SHALL BE REVIEWED
<br />BY THE GENERAL CONTRACTOR AT THE TIME
<br />OF THE TRUSS MANUFACTURER'S
<br />SHOP DRAWING APPROVAL, AND THE HIGHER UPLIFT
<br />VALUE OF THE TWO SHALL BE CONSIDERED,
<br />AND THE ANCHORING HARDWARE
<br />SHALL BE CHANGE IF NECESSARY,
<br />WOOD TRUSSES -
<br />(SEE ROOF
<br />FRAIMING PLAN)
<br />CONC, TIE BEAM
<br />(SEE ROOF
<br />FRAMING PLAN)
<br />MIN, 2' x 8' WOOD
<br />FASCIA. (SEE ARCH)
<br />5/8 CDX PLYWOOD,
<br />10D NAIL @ 4' O.C. AT
<br />WOOD FASCIA (ALL
<br />EDGES)
<br />2 - 16D NAILS FASCIA
<br />TO END OF TRUSS
<br />8D NAILS @ 6' O.C,
<br />BD NAILS @ 6' O.C.
<br />(STAGGERED)
<br />PLYWOOD NAILING PLAN-
<br />N, T. S.
<br />ozv_
<br />TA 22 USP CONNECTOR AT
<br />EA, MAIN TRUSS, WITH 6-10d
<br />NAILS EACH MEMBER —7
<br />PREFAP, NOOD TRUSSES
<br />@ 24'1 O.�. I
<br />( SUB4ITI SHOP DWGS)
<br />PIGGY BACK
<br />CONNECTION
<br />12
<br />TO TRUSS -
<br />DETAIL
<br />V)
<br />Z
<br />X/
<br />L
<br />I
<br />7N,
<br />BRACING;
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE BRACING OF ALL
<br />STRUCTURAL MEMBERS, WALLS AND NON STRUCTURAL ITEMS DURING CONSTRUCTION,
<br />TEMPORARY BRACING OF ALL BUILDING COMPONENTS DURING CONSTRUCTION IS THE
<br />RESPONSIBILITY OF THE GENERAL CONTRACTOR. DURING THE ERECTION OF WOOD
<br />TRUSSES, THE G. C. AND/OR THE TRUSS INSTALLER SHALL BE RESPONSIBLE FOR THE
<br />TEMPORARY BRACING OF ALL ITS COMPONENTS, WHICH SHOULD REMAIN IN PLACE AS
<br />LONG AS NECESSARY FOR THE SAFE AND ACCEPTABLE INSTALLATION OF THE ROOF.
<br />PERMANENT WED LATERAL BRACING OF TRUSSES IS TO BE INSTALLED AS SHOWN ON THE
<br />INDIVIDUAL TRUSS DRAWM. PERMANENT WEB LATERAL BRACING IS TO BE RESTRAINED
<br />TO PREVENT LATERAL MOVEMENT BY SOLID ANCHORAGE TO END WALLS, OR BY
<br />PERMANENT DIAGONAL BRACING IN THE PLANE OF THE WEB MEMBER AT INTERVALS NOT
<br />TO EXCEED 20 FEET ALONG CONTINUOUS WEB BRACE. PERMANENT BRACING
<br />SPECIFICATIONS ARE THE RESPONSIBILITY OF THE TRUSS DESIGN ENGINEER.
<br />a ALL TRUSSES AND WOOD FRAMING MUST BE SECURELY BRACED BOTH DURING
<br />ERECTION AND AFTER PERMANENT INSTALLATION IN ACCORDANCE WITH
<br />'BRACING WOOD TRUSSES- COMMENTARY AND RECOMMENDATIONS (BWT-76)'
<br />AS PUBLISHED BY TRUSS PLATE INSTITUTE.
<br />b ERECTION BRACING SHALL HOLD TRUSSES STRAIGHT, PLUMB AND IN A SAFE
<br />CONDITION UNTIL DECKING AND PERMANENT TRUSS BRACING HAS BEEN
<br />FASTENED FORMING A STRUCTURALLY SOUND ROOF FRAMING SYSTEM, ALL
<br />ERECTION AND PERMANENT BRACING SHALL BE INSTALLED AND ALL TRUSSES
<br />PERMANENTLY FASTENED BEFORE APPLICATION OF ANY LOADS TO THE WOOD
<br />FRAMING SYSTEM.
<br />C ALL BRACING REQUIREMENTS ALONG WITH PERMANENT STRUCTURAL CROSS
<br />BRACING TO ENSURE OVERALL RIGIDITY OF THE ROOF SYSTEM SHALL BE IN
<br />ACCORDANCE WITH THE WOOD ROOF TRUSS DESIGNERS PLANS.
<br />d. SAFE ERECTION [IF TRUSSES IS THE RESPONSIBILITY OF THE
<br />BUILDING CONTRACTOR.
<br />N, T. S. LUMBER
<br />A. ALL TIMBER DESIGN AND FABRICATION SHALL CONFORM WITH THE APPICABLE
<br />PROVISIONS OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION,
<br />PUBLISHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION, AND THE DESIGN
<br />SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES, PUBLISHED BY
<br />THE TRUSS PLATE INSTITUTE.
<br />B. SUBMIT SHOP DRAWINGS FOR ALL WOOD STRUCTURAL MEMBERS AND CONNECTIONS
<br />TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION.
<br />C, ALL TIMBER SIZES, CONNECTORS, FRAMING PLANS NOT SHOWN ON STRUCTURAL
<br />DRAWINGS SHALL BE PROVIDED BY THE FABRICATOR AND DETAILED ON HIS
<br />SHOP DRAWINGS.
<br />D. ALL MATERIALS AND AND CONNECTIONS ARE SUBJECT TO THE APPROVAL OF
<br />THE STRUCTURAL ENGINEER,
<br />E. PROVIDE HURRICANE ANCHOR STRAPS, AS REQUIRED BY LOCAL BUILD CODE, TO
<br />ALL MEMBERS SUBJECT TO WIND LOADS,
<br />F. USE STRESS -RATED TIMBER FOR ALL STRUCTURAL WOOD MEMBERS. PROVIDE THE
<br />MINIMUM PROPERTIES FOR WOOD STRUCTURAL MEMBERS, UNLESS OTHERWISE
<br />NOTED ON THE DRAWINGS,
<br />LUMBER USED FOR JOISTS, RAFTERS, TRUSSES, COLUMNS, BEAMS, AND/OR OTHER
<br />STRUCTURAL MEMBERS SHALL BE OF NO LESS STRENGTH THAN No. 2 GRADE OF
<br />SOUTHERN PINE, DOUGLAS FIR -LARCH, HEM -FIR OR SPRUCE -PINE -FIR.
<br />JOISTS AND RAFTERS SHALL BE SIZED ACCORDING TO AF&PA SPAN TABLES FOR
<br />JOISTS AND RAFTERS ADOPTED IN S2314.4,
<br />PLYWOOD ROOF SHEATHING:
<br />a. SHEATHING SHALL BE C-D EXTERIOR SHEATHING, PANNEL INDEX 32/16 MIN.,
<br />RATED FOR EXPOSURE 1; MIN THICKNESS 19/32',
<br />b. INSTALL SHEATHING CONTINUOUS OVER TWO OR MORE SPANS WITH FACE GRAIN
<br />PERPENDICULAR TO SUPPORT.
<br />C. FOR PLYWOOD SHEATHIN NAILING PATTERN SEE PLYWOOD NAILING PLAN SHEET.
<br />ANCHORING EPDXY,
<br />FOR ANCHORING REINFORCING STEEL IN EXISTING CONCRETE USE HILTI C-100 EPDXY OR
<br />EQUAL OTHER AVAILABLE EPDXIES ARE MADE BY ULTRA BOND OR RAWL. BRILL HOLES
<br />1/8, kGGER THAN THE DIAMETER OF THE REINFORCING STEEL (STEEL ROD), THE DEPTH
<br />OF THE HOLES ARE TO BE A MINIMUM OF 5, UNLESS OTHERWISE NOTED IN THESE PLANS,
<br />OR UNLESS OTHERWISE INSTRUCTED BY THE MANUFACTURER'S RECOMMENDATIONS.
<br />EXPANSION BOLTSi
<br />ALL EXPANSION BOLTS, NOTED IN PLANS, ARE TO BE HILTI TYPE EXPANSION BOLTS OR
<br />EQUAL, FOR SUBSTITUTION, SUBMIT TO ARCHITECT / ENGINEER FOR REVIEW AM HIS
<br />APPROVAL,
<br />ALL WALLS/BEAMS SHOWN INTERIOR OR EXTERIOR ARE
<br />L13AII BEARING. THIS PLACEMENT PLAN AND/OR TRUSS
<br />DETAILS NEED TO BE REVIEWED BY FRAMING, PLUMBING,
<br />ELECTRICAL AND MECHANICAL CONTRACTORS. NOTIFY US
<br />IMMEDIATELY IF ANY CHANGES IN PLACEMENT AND OR
<br />DESIGN ARE NEEDED. DO NOT CUT TRUSSESI THE BUILD-
<br />ER OR ERECTION CONTRACTIOR IS RESPONSIBLE FOR
<br />PROPER WOOD TRUSS HANDLING AND TEMPORARY/PER-
<br />MANENT BRACING. SEE 111a 91 ATTACHEI�
<br />n-7� 1 -1 1 1
<br />�001` FRAMING LAYOUT
<br />REFERENCE ONLY - TRUSSES MUST BE PREENGINERING BY MANUFACTURE
<br />3CALE 1/4 �1=1 9-099
<br />LEGEND
<br />J L THA-422 Simpson or Equivalent
<br />0 HHUS-28-2 Simpson or Equivalent
<br />4x4 SYP# 2 POST W/ SIMPSON HTT16 @ BASE USING 5/8 DIA
<br />EPDXY SET ANCHOR BOLT W/4" EMBEDMENT & 1 O-D NAILS
<br />8-0-0 MAS # EXT WALL HT
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<br />THESE CONSTRUCTION
<br />DOCUMENTS HAVE
<br />BEEN PREPARED BY
<br />LANTES CONSTRUCTION
<br />SERVICES LLC
<br />THE DIRECT SUPERVISION OF
<br />ALFONSO JR ARCHTECT
<br />LIC #8735 AND ARE
<br />HEREBY CERTIFIED TO
<br />COMPLY WITH
<br />(2014 FBC 5TH EDITION),
<br />EDITION TO THE BEST OF THE
<br />ENGINEERS KNOWLEDGE & BELIEF
<br />THE STRUCTURAL PLANS,
<br />COMPLY WITH FBC
<br />SECTION 1606 FOR 150 MPH WIND
<br />IMPORTANCE FACTOR=1, ENCLOSED
<br />N ND
<br />DESIGN IS VALID FOR
<br />DATE IS SIGNED AND SEAL
<br />7
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<br />SEAL
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<br />PLANS COMPLY WITH THE 2014
<br />FLORIDA BUILDING CODE RESIDENCIAL
<br />She�t #
<br />S-2
<br />
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