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ARROW INDICATES
<br />No. Revision/Issue Date
<br />LONG DIR. OF PLYWD.
<br />® 24" O.C.
<br />GABLE END TRUSS
<br />(WEBS REMOVED
<br />FOR CLARITY)
<br />X = 10d COMMONS OR 8d RING SAHNK ® 4
<br />O.C. ON EACH SHEET OF PLYWOOD
<br />0 = 10d COMMONS OR 8d RING SHANK ® 6"
<br />O.C. ON EACH SHEET OF PLYWOOD
<br />❑ = 10d COMMONS OR 8d RING SHANK 0 8"
<br />O.C. ON EACH SHEET OF PLYWOOD
<br />NAILING SCHED./GABLE
<br />SCALE: N.T.S.
<br />ROOF EDGE
<br />I
<br />0
<br />0
<br />0 = 8d 0 6" O.C. ON EACH SHEET OF PLYWOOD
<br />NAILING SCHED./HIP
<br />'i
<br />SCALE: N.T.S. I
<br />C)
<br />J
<br />O RIDGE O
<br />1 6' I �' 4' -0" O I C)
<br />O �3 0
<br />ROOF SHEATHING NAILING PATTERN
<br />NOT TO SCALE
<br />ZONE NAILING PATTERN
<br />8d RING -SHANK NAILS ® 6" O.C. ® EDGES
<br />& 12" O.C. INTERMEDIATE
<br />8d RING -SHANK NAILS ® 6" O.C. ® EDGES
<br />& 12" O.C. INTERMEDIATE
<br />8d RING -SHANK NAILS ® 6" O.C. ® EDGES
<br />& 6" O.C. INTERMEDIATE
<br />Structural Notes-
<br />1.) DESIGN CRITERIA:
<br />1.1 Dwelling floors - 40 PSF live load.
<br />1.2 Balconies -60 PSF live load.
<br />1.3 Walkways - 80 PSF Live load.
<br />1.4 Roof - 30 PSF live load. 17 PSF (7 PSF T/C & 10 PSF B/C) dead
<br />load for shingle roofs: 25 PSF(15 PSF T/C & 10 PSF B/C) dead load for concrete
<br />tile roofs.
<br />1.5 Wind -137 MPH, per FBC unless noted otherwise.
<br />1.6 Net uplift dead loads 10 PSF Shingle 15 PSF tile.
<br />1.7 Building Risk Catagory - II
<br />1.8 Wind Exposure - B
<br />1.9 Internal Wind Pressure Coefficient (GCpi) - +/-0.18
<br />1.10 Flood Zone Classification - X
<br />1.11 Design conducted under the assumption that the building acts as an unprotected,
<br />enclosed structure. Design uses ASCE 7-10, simplified method.
<br />2.) CODES:
<br />2.1 The Florida Building Code (2010).
<br />2.2 Building code requirements for reinforced concrete (ACI 318-05)
<br />2.3 American Society of Civil Engineers minimum design loads for buildings and other
<br />structures (ASCE 7-10).
<br />2.4 Specification for the design, Fabrication and erection of structural steel for
<br />buildings (RISC 9th edition).
<br />2.5 "Design Specification for light metal plate connected wood trusses" by the Truss
<br />Plate Institute (TPI 1-2002).
<br />2.6 Building Code Requirments of Masonry Structures (ACI 530-05)
<br />1.7 National Design Specification for Wood Structures (AF&PA-NDS-05)
<br />3. SOIL:
<br />3.1 Minimum allowable soil pressure 2000 PSF.
<br />4.) CONCRETE:
<br />4.1 Concrete compressive strength at 28 days: 2500 psi (normal weight).
<br />4.2 Reinforcing bars: ASTM A615 (Grade 60).
<br />4.3 Welded wire fabric (WWF): ASTM A185.
<br />4.4 Detail reinforcement in accordance with ACI 315.
<br />4.5 Concrete coverage of reinforcement: Footings 3: bottom and sides.
<br />4.6 Earth supported slabs: (including exterior walk and drive slabs) 4" thick, reinforced
<br />with 6x6 w1.4x w1.4 W.W.F. at mid depth of slab. fibermesh may be used in lieu of WWF
<br />contractor's option.
<br />4.7 Concreting operations shall comply with ACI standards.
<br />4.8 Lap splice shall be as follows: #5 bar 25", #4 bar 20", #3 bar 15".
<br />5.) MASONRY:
<br />5.1 Design and construction shall conform to the specification of the National concrete
<br />masonry Association and ACI 530.
<br />5.2 Minimum masonry unit strength: (Fm) 1900 PSI
<br />5.3 Mortar shall be type S or M.
<br />5.4 All Block cells and cavities below grade shall be filled with concrete.
<br />5.5 Fill cells w/(1) #5 bar shall be located PER PLAN ( 6'-0" O/C TYP.) at each corner and
<br />each side of openings greater than or equal to 6'-0". fill cells w/(2) #5 Vert. shall be
<br />located at each side of openings 10'-0" and greater, at all girder bearings, including
<br />hip -set girders.
<br />NAILING SCHEDULE
<br />Ledger strip, face nail
<br />16d common
<br />3 at each joist
<br />Sole plate to joist or
<br />16d common
<br />16 O.C.
<br />blocking, face nail
<br />Top of sole plate to stud,
<br />16d common
<br />2
<br />end nailed
<br />Stud to sole plate, toe nail
<br />8d common
<br />4
<br />Doubled studs, face nail
<br />16d common
<br />24 O.C.
<br />Doubled top plates, face
<br />16d common
<br />16 O.C.
<br />nail
<br />Continuous header to
<br />8d common
<br />4
<br />stud, toe nail
<br />1 x8 sheathing or less to
<br />8d common
<br />3
<br />each bearing, face nail, ea stud
<br />Over 1 x8 sheathing to
<br />8d common
<br />3
<br />each bearing, face nail, ea stud
<br />3/4" Floor sheathing
<br />8d common
<br />4„ o.c. @ edges &
<br />6 o.c. intermediate
<br />Build-up corner studs
<br />16d common
<br />24" O.C.
<br />Build-up girders and
<br />20d common
<br />32 O.C. at top
<br />beams up to three members,
<br />and bottom
<br />face nail
<br />staggered on opp.
<br />sides, 2 at ends and at
<br />each splice
<br />1 2 Gypsum Sheathing
<br />11 go 1-3/4"
<br />4 O.C. at edges
<br />7 16" head
<br />8" o.c. at other bearing
<br />5 8 Gypsum Sheathing
<br />11 go 1-3/4"
<br />4 0. C. at edges
<br />3/8" head
<br />8" o.c. at other bearing
<br />Gypsum Wallboard
<br />0.120" nail, min.
<br />7"O.C. on ceilings
<br />1 /2
<br />1-1 /2"long, 3/8" head
<br />8"O.C. on walls
<br />Gypsum Wallboard
<br />0.120" nail, min.
<br />7"O.C. on ceilings
<br />5/8
<br />1-3/4"long, 3/8" head
<br />8"O.C. on walls
<br />Hardboard Lop Siding,
<br />8d corrosion resistant
<br />16 O.C. at top
<br />Direct to Studs
<br />with minimum shank
<br />and bottom edges
<br />dia. of 0.0990 inch
<br />and minimum head
<br />dia. of 0.240 inch
<br />Hardboard Lap Siding,
<br />10d corrosion resistant
<br />16 O.C. at top
<br />over sheathing
<br />with minimum shank
<br />and bottom edges
<br />dia. of 0.0990 inch
<br />and minimum head
<br />dia. of 0.240 inch
<br />Hardboard Panel siding,
<br />6d corrosion resistant
<br />4 O.C. at edges
<br />Direct to Studs
<br />with minimum shank
<br />& boundaries
<br />dia. of 0.0920 inch
<br />12" O.C. at
<br />and minimum head
<br />Intermediate
<br />dia. of 0.225 inch
<br />supports
<br />Hardboard Panel siding,
<br />8d corrosion resistant
<br />6 O.C. at edges
<br />Over sheathing
<br />with minimum shank
<br />12" O.C. at
<br />dia. of 0.0920 inch
<br />Intermediate
<br />and minimum head
<br />supports
<br />dia. of 0.225 inch
<br />* Ceiling joists, laps over
<br />partitions, face nail
<br />16d common
<br />3 minimum
<br />* Ceiling joists to parallel
<br />rafters, face nail
<br />16d common
<br />3 minimum
<br />* Collar tie to rafter, face nail
<br />10d common
<br />3
<br />* Roof rafter to 2x ridge
<br />beam, toe nail
<br />16d common
<br />2
<br />* Applicable to conventional roof framing only
<br />6.) WOOD:
<br />6.1 Wood framing structural members: #2 southern yellow pine (unless noted otherwise) with
<br />allowable bending stress (Fb) = 1250 PSI and a modulus of elasticity = 1,600,000 PSI
<br />(does not include interior non load bearing stud walls).
<br />6.2 Design, fabricate and erect wood trusses in accordance with the "design specification
<br />light metal plate connected wood trusses" by the truss plate institute (TPI-02), and
<br />HIB 91 (if applicable).
<br />6.3 All exposed wood or wood in contact with earth or concrete to be pressure treated.
<br />5.4 Roof sheathing: 5/8" C.D. grade plywood (or 19/32" OSB), when using fiberglass/asphalt
<br />shingles over felt.
<br />6.5 Untreated wood shall not be in direct contact with concrete. SEAT plates shall be provided
<br />at bearing locations without wooden top plates.
<br />7.) GANG- LAM LVL:
<br />7.1 Gang -Lam. stress grades shall provide the following minimum properties:
<br />E = 2,000,000 PSI
<br />Fb = 3,100 PSI
<br />Ft = 2,300 PSI
<br />Fc1 = 1020 PSI (perpendicular)
<br />Fc11 = 3,180 PSI (parallel)
<br />Fv = 290 PSI
<br />Contact engineer if other types of LVL beams are to be used.
<br />8.) STEEL:
<br />8.1 tnsta.UaMon of att steel to be performed by a qualified, licensed steel erector.
<br />8.2 rubricate and erect aii structural steet in accordance with RISC "Specifications for the design,
<br />fabrication, and erection of structural steel for buildings."
<br />8.3 Structural steel to be ASTM A36 unless noted otherwise.
<br />8.4 Steel tubing shall be ASTM A500, grade B.
<br />8.5 Welded connections: E70XX electrodes, minimum size fillet welds 3/16", AWS certified welders.
<br />8.6 Where steel beams are continuous over columns, provide web stiffener plates on each side of the
<br />web, of a thickness equal to beam flange thickness, located at the center line of the tube column.
<br />8.7 The steel frame is "non -self supporting". Adequate temporary support shall be provided by the
<br />Contractor until required connections or elements are in place.
<br />3.4, TRUSSES:
<br />9.1 ALL CONNECTORS SPECIFIED AS PER SIMPSON CATALOG C-2005. CONTACT
<br />FLORIDA STRUCTURAL ENGINEERING FOR ALL CONNECTOR SUBSTITUTIONS.
<br />9.2 PRE-ENGINEERED WOOD TRUSSES TO BE SPACED @ 24" O.,C. TYPICAL
<br />UNLESS NOTED OTHERWISE ON TRUSS ENGINEERING PACKAGE.
<br />9.3 tF THE TRI USS INFORMATION fPROV0ED IN THESE CONSTRUCTION DOCUMENTS
<br />IS REVISED BY ANY OTHER PARTY (TRUSS MANUFACTURER, CONTRACTOR, OTHER
<br />DESIGN PROFESSIONAL), IT 1S THE CLIENTS RESPONSIBILITY TO SUBMIT CHANGES TO
<br />FLORIDA STRUCTURAL ENGINEERING FOR REVIEW. THE CLIENT IS RESPONSIBLE FOR ANY
<br />CONSTRUCTION COSTS RESULTING FROM TRUSS PACKAGE REVISIONS DEVELOPED BY OTHERS.
<br />PRE-ENGINEERED WOOD TRUSSES -
<br />Cal 24" O.C. MAX
<br />SHINGLES OVER 15# FELT
<br />1 /2" CDX PLYWOOD ROOF SHEATHING, SEE SCHED
<br />ON SHEET S1 FOR ATTACHMENT.
<br />SIMPSON HTS20 @ EA. TRUSS --\
<br />EA. BEARING LOCATION 12
<br />VI F I ��
<br />METAL DRIP EDGE
<br />MATCH EXISTING FACIA
<br />MATCH EXISTING SOFFIT -
<br />DOUBLE 2"x4" TOP PLATE
<br />TYVEK -
<br />MATCH EXISTING BRICK-
<br />1/2" CDX PLY W/ 8d @ 4" O.C:
<br />® EDGES & BOUNDARIES, 12"
<br />O.C. IN FIELD
<br />1" AIRSPACE
<br />FLASHING & WEEP HOLES
<br />36" O.C.
<br />SIMPSON SP1 © EA. STUD
<br />GRADE
<br />C "X" BRACING DETAIL
<br />S1 NOT TO SCALE
<br />�A HIP ROOF FRAMING
<br />Si NOT TO SCALE
<br />1 /2" GYPSUM
<br />SIMPSON SP2 ® EA. STUD
<br />2"X4" STUDS ® 16" O.C.
<br />- 5/8" TYPE X GYPSUM
<br />-BLOCKING © MID HEIGHT
<br />SIMPSON BT @ 24" O.C. MAX, E.W.
<br />-R-13 BATT TYP.
<br />-2"x4" BOTTOM PLATE W/ 1 /2"
<br />DIA. ALLTHRED BOLTS W/ 6" MIN.
<br />EMBED USING SIMPSON SET EPDXY
<br />SPACED @ 24" MIN,
<br />a
<br />EXISTING CONCRETE SLAB
<br />EXISTING FOUNDATION
<br />TYP EXTERIOR WALL SECTION rE_'�
<br />SCALE: 1 /2"=1'-O" S1
<br />M 2%4" CROSS
<br />413 (SEE PLAN
<br />DCA110NS)
<br />16d PER JOINT
<br />PRE-ENGINEERED WOOD TRUSSES
<br />\ AT LEAST ONE TRUSS
<br />SPACE
<br />OVERLAP
<br />\-MINIMUM (2) 12d PER JOINT
<br />MINIMUM 1"x4" TRUSS BRACING
<br />� � RAT -RUN BRACING DETAIL
<br />�� NOT TO SCALE
<br />gn'-n" MAX gn'-n" MAX
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<br />©TIES ORAMM AIE 11E RRMTY OF UNDA SRRIORRAL FN6fF'R K NG
<br />ANY Re RO MIOH OR uHM11HaM USE IS PROHBI M
<br />CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO START OF ANY
<br />CONSTRUCTION. FLORIDA STRUCTURAL ENGINEERING IS NOT
<br />RESPONSIBLE FOR ANY DIMENSIONS.
<br />FLORIDA STRUCTURAL ENGINEERING IS RESPONSIBLE FOR PROPOSED
<br />CHANGES TO ORIGINAL STRUCTURE SHOWN ON THESE PAGES
<br />ONLY. FLORIDA STRUTURAL ENGINEERING IS NOT RESPONSIBLE
<br />FOR EXISTING STRUCTURAL COMPONENTS.
<br />Plans and specifications comply with the Florida
<br />Building Code, section 1609 for 137 mph, 3 second
<br />gust, wind zone. (2010 Ed.)
<br />This drawing is valid for 12 months after the date
<br />it is signed and sealed or until the requirements of
<br />the 2010 edition of the Florida Building Code are
<br />changed.
<br />This drawing is signed and sealed for the structural
<br />portions of the drawing only. Architectural,
<br />electrical, or mechanical details, if shown, are for
<br />visual reference only and are not covered under
<br />this seal.
<br />Project Name & Address:
<br />VILLAGE WALK
<br />39216 VILLAGE CHASE
<br />ZEPHYRHILLS, EL 33540
<br />Date: Scale:
<br />C9/24/13 VARI❑US
<br />Sheet:
<br />5-10
<br />
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