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PLAN NOTES
<br />FL❑RIDA BUILDING C❑DE 2004
<br />FASTENING SCHEDULE
<br />R502.1 Identification.
<br />Load -bearing dimension lumber for joists, beams and girders shall be identified by a rade mark of a lumber grading or
<br />inspection agency that has been appproved by an accreditation body that complies wi.Th DOC PS 20. In lieu of a grade mark,
<br />a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall
<br />be accepted.
<br />R5021,1 Preservatively treated lumber.
<br />Preservatively treated dimension lumber shall also be identified as required by Section R319.1.
<br />R502.1.2 Blocking and subflooring.
<br />Blocking shall be a minimum of utility grade lumber. Subflooring may be a minimum of utility grade lumber or No. 4 common
<br />rade 5oards,
<br />9
<br />R502.1.3 End- jointed lumber.
<br />Appproved end-��''Iointed lumber identified by a grade mark conforming to Section R501.2 may be used interchangeably with
<br />solid -sawn memlaers of the same species and grade.
<br />R502.1.4 Prefabricated wood I- joists.
<br />Structural cappacities and design provisions for prefabricated wood I -joists shalt be established and monitored in accordance
<br />with ASTM D 5055.
<br />R502.1.5 Structural glued laminated timbers.
<br />Glued laminated timbers shall be manufactured and identified as required in AITC A190.1 and ASTM D 3737.
<br />R502.2 Design and construction.
<br />Floors shall be designed and constructed in accordance with the provisions of this chapter, Figure R502.2 and Sections
<br />R319 and R320 or in accordance with AF&PA/NDS,
<br />R502.2.1 Decks.
<br />Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and
<br />designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of
<br />toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified
<br />during inspection, decks shall be self-supporting, For decks with cantilevered framing members, connections to exterior
<br />walls or other framing members, shall be designed and constructed to resist uplift resulting from the full live load
<br />specified in Table flirr'5 acting on the cantilevered portion of the deck.
<br />R502.3 Allowable joist spans.
<br />Spans for floor joists shall be in accordance with Tables R502,3.1(1) and R502,3.1C2). For other grades and species and for
<br />other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters,
<br />R502.3.1 Sleeping areas and attic joists.
<br />Table R502.3,1(1) shall be utilized to determine the maximum allowable span of floor oists that support sleepingg areas and
<br />attics that are accessed by means of a fixed stairway provided that the design hive load does not exceed 30 sf
<br />(1.44 kN/m2) and the design dead load does not exceed 10 psf WAS kN/m2). The allowable span of ceiling joists that support
<br />attics utilized for limited storage or no storage shall be determined in accordance with Section R802,4.
<br />R502.3.2 Other floor joists.
<br />Table R502.3.1C2) shall be utilized to determine the maximum allowable span of floor joists that support all areas of the
<br />building, other than sleeping and attics, provided that the design live load does not exceed 40 psf (1.92 kN/m2) and the
<br />design dead does not exceed 10 psf WAS kN/m2).
<br />R502.3,3 Floor cantilevers..
<br />Floor cantilever spans shall not exceed the nominal depth of the wood floor joist. Floor cantilevers constructed in
<br />accordance with Table R502.3.3(1) shalt be permitted when supporting a light -frame bearing wall and roof only. Floor
<br />cantilevers supporting an exterior balcony are permitted to be constructed in accordance with Table R502, 3,3(2).
<br />R502,5 Allowable girder spans.
<br />The allowable spans of girders fabricated of dimension lumber shall not exceed the values set forth in Tables
<br />R502.5(l) and R502.5(2).
<br />R503.1 Lumber sheathing.
<br />Maximum allowable spans for lumber used as floor sheathing shall conform to Tables R503.1, R503.2.1.1C1) and R503.2.1.1C2).
<br />R503.1.1 End joints, -
<br />End joints in lumber used as subflooring shall occur over supports unless end matched lumber is used, in which case each
<br />piece shall bear on at least two joists. Subflooring may be omitted when joist spacing does not exceed 16 inches (406 mm)
<br />and a 1-inch (25,4 mm) nominal tongue -and -groove wood strip flooring is applied perpendicular to the joists,
<br />SECTION R506
<br />C❑NCRETE FL❑❑RS (UN GR❑UND)
<br />R506,1 General. - -
<br />Concrete slab on ground floors shall be a minimum 3.5 inches (89 mm) thick (for expansive soils, see Section
<br />R403,1.8 ). The specified compressive strength of concrete shall be as set forth in Section R402.2
<br />R506.2 Site preparation,
<br />The area within the foundation walls shall have all vegetation, top soil and foreign material removed.
<br />R506.2.1 Fill.
<br />Fill material shall be free of ve etation and foreign material. The fill shall be compacted to assure uniform
<br />support of the slab, and except where approved, the fill depths shall not exceed 24 inches (610 mm) for
<br />clean sand or gravel and 8 inches (203 mm) for earth.
<br />R506.2.2 Base.
<br />A 4-inch-thick (102 mm) base course consisting of clean graded sand, ggravel, crushed stone or crushed
<br />blast -furnace slag passing a 2-inch (51 mm) sieve shall be placed on the prepared subgrade when the slab
<br />is below rade.
<br />g
<br />Exception: A base course is not required when the concrete slab is installed on well -drained or sand -gravel
<br />mixture soils classified as Group I according to the United Soil Classification System in accordance with
<br />T e R405,1
<br />abl
<br />R506.2.3 Vapor retarder.
<br />A 6 mil (0,006 inch; 152 pm) polyethylene or approved vapor retarder with joints tapped not less than
<br />6 inches (152 mm) shall be placed between the concrete floor slab and the base course or the prepared
<br />subgrade where no base course exists.
<br />Exception: The vapor retarder may be omitted:
<br />1. From garages, utility buildings and other unheated accessory structures.
<br />2, From driveways, walks, patios and other flatwork not likely to be enclosed and heated at a later date,
<br />3, Where approved by the building official, based on local site conditions.
<br />R506.2,4 Joints.
<br />Concrete slabs on ground shall be provided with joints in accordance with ACI 224.3R or other approved
<br />methods. Joints shall be desi ned by an architect or engineer.
<br />Exception: Joints are not required in unreinforced plain concrete slabs on ground or in slabs for one- and
<br />two-family dwellings complying with one of the following:
<br />1. Concrete slabs on ground containing synthetic fiber reinforcement. Fiber lengths and dosage amounts
<br />shall comply with one of the following
<br />(1) Fiber lengths shall be f inch to 2 inches (13 to 51 mm) in length. Dosage amounts shall c from
<br />0.75 to 1.5 ,pounds per cubic yard (0.45 to 0,89 kg/m 3) in accordance with the manufacturer?s
<br />rec mmendations, S, nt etic fibers hall co,m ly h gSTM C 1116. The m n fact er or supple
<br />shah provide certiica ion of compliance wit ASwTM C 1116 when reques e� byEie building o� facial; or,
<br />(2) Fiber length shall be from X inch to 2 inches (13 mm to 51 mm) in Lengc�th monofilament or fibrillated.
<br />Dosage amounts shall be from 0,5 to 1.5 pounds per cubic yard (0.30 to 6.89 kg/m 3 ) to achieve
<br />minimum 40 percent reduction of plastic shrinkage cracking of concrete versus a control mix in
<br />accordance with ICB❑ AC32. Inde ndent to t results using minimum six (6) to tt s e amens shall be
<br />provided to the cpmpliance with pI B A 2, Synthetic fiber shall comply with ATM �11c16, Para raph
<br />4.1.3, Type III. The manufacturer or supplier shall provide certification of compliance with ASTM C1116
<br />when re ested b but din official.
<br />2, Concrete sl% on rYoun� cd�tainin W .4 X W1.4 w wir r inf r m n f ri o in th
<br />q 6x6 1 Bided e e o ce e t ab c l sated e
<br />middle to the upperg one-third of tFie slp.b. Welded wire reinf r ementt fabric shall be supported with
<br />approved materials or supports at spacings not to exceed 3Q feet (914 mm) or in accordance with the
<br />manufacturer"s specifications, Welded plain wire reinforcement fabric for concrete shall conform to
<br />. ASTM A 185, Standard Specification for Steel Welded Wire Reinforcement Fabric, Plain, for Concrete
<br />Reinforcement .
<br />R602.1 Identification.
<br />Load -bearing dimension lumber for studs, plates and headers shall be identified by,a grade m44rk of a lumber grading
<br />or inspection agency that has been approved by an accreditation body that complies with D❑l PS 20. In lieu of a g ade
<br />" mark, a certification of 4)spection issued by a lumber grading or inspection agency meeting the requirements of this
<br />section shal[ be accep e
<br />R602.1,1 End -jointed lumber.
<br />A roved end- jointed t tuber identified by a rac mark conforming to Section R602.1 may be used interchangeably with
<br />s�Pd-sawn memkjers ofhe same species and -grade.
<br />R602.1.2 Structural glued laminated timbers.
<br />Glued laminated timbers shall be manufactured and identified as required in AITC A190.1 and ASTM D 3737.
<br />R602.31 Stud size, height and spacing.
<br />The size, height and spacing of studs shall be in accordance with Table R602.3<5).
<br />Exceptions:
<br />L Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and
<br />ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load -bearing walls or 10 feet (3048 mm)
<br />for interior nonload-bearing walls,
<br />2. Studs more than 10 feet (3048 mm) in height which are in accordance with Table R602.3.1.
<br />R602;4 Interior load -bearing walls.
<br />Interior load -bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
<br />R602.10 Wall bracing.
<br />All exterior walls shall be braced in accordance with this section. In addition, interior braced wall lines shall be provided
<br />in accordance with Section R602.10.1.1.
<br />R602.10.3 Braced wall, panel construction methods,
<br />The construction of braced wall panels shall be in accordance with one of the following methods:
<br />1, Nominal 1-inch-hv-4-inch (25.4 mm by 102 mm) continuous diagonal braces let in to the top and bottom plates and the
<br />intervenin studs or ap roved metal strap devices installed in accord�n e with the manufacturer?s specifications. The
<br />tt- c h n 4 r s / r ) fr m
<br />Le in bra ing shall be laced at an angle not more than 60 degrees 1,Oc6 rod) or less t a 5 deg ee CO 9 ad o
<br />the horizontal.
<br />m i kn i n m xim m of 24 in hes C 10 mm).
<br />2. Wood boards of 5/8 inch C15.9 tutu) net minimu th c ess applied d agqo allyy on studs spaced a a u c 6
<br />Diagonal boards shall be attached to studs in accordance with TabCe R602.3(1).
<br />3. Wood structural panel sheathing with a thickness not less than 5/16 inch (7,9 mm) for 16-inch (406 mm) stud spacing and
<br />and not less ,than 3/8 inch (`D.5 mm) for 24-inch (610 mm) stud spacing. Wood structural panels shall be installed in
<br />accordance with Table R602,3(3).
<br />4. ❑ne-half-inch (12.7 mm) or 25/32-inch (19.8 mm) thick structural fiberboard sheathing applied vertically or horizontally on
<br />on studs spaced a maximum f 16 inches (406 mm) on center. Structural fiberboard sheathing shall be installed in
<br />accordance with Table R602. (1).
<br />5. Gypsum board with minimum X-inch (12.7 mm) thickness placed on studs spaced a maximum of 24 inches (610 mm) on center
<br />and fastened at 7 inches (178 mm) on center with the size nails specified in Table R602.3(1) for sheathing and
<br />Table R702.3.5 for interior gypsum board.
<br />6. Particleboard wall sheathing panels installed in accordance with Table R602.3<4)
<br />7. Portland cement plaster on studs spaced a maximum of 16 inches (406 mm) on center and installed in accordance with
<br />8. Hardboard panel siding when installed in accordance with Table R703.4.
<br />Exception: Alternate braced wall panels constructed in accordance with Section R602.10.6 shall be permitted to replace any
<br />of the above methods of braced wall panels.
<br />Section R703.6,
<br />R606.13 Beam supports.
<br />Beams, ggirders or other concentrated fonds supported by a wall or column shall have a bearing of at least 3 inches (76 mm)
<br />in lengtY� measured parallel to the beam upon solid masonry not less than 4 inches (102 mm) in thickness, or upon a metal
<br />bearing plate of adequate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry
<br />member projecting not less than 4 inches (102 mm) from the face of the wall,
<br />R606.13.1 Joist bearing.
<br />Joists shall have a bearing of not less than lXinches (38 mm), except as provided in Section R606.13, and shall be
<br />supported in accordance with Figure R606.10C1).
<br />SECTION R607
<br />UNIT MAS❑NRY
<br />R607.1 Mortar.
<br />Mortar for use in masonry construction shall comply with ASTM C 270. The type of mortar shall be in
<br />accordance with Sections 607,1,1 and R607.1.2 and shall meet the proportion specifications of Table R607,1
<br />or the property specifications of ASTM C 270,
<br />R607,1.1 Foundation walls.
<br />Masonry foundation walls constructed as set forth in Tables R404,1,1(1) through R404.1.1C4) and mortar shall
<br />be Type M or S.
<br />R607.1.2 All other masonry.
<br />Mortar for masonry serving as the lateral -wind -force -resisting system shall be Type M, S or N mortar.
<br />TABLE R607.1 Refer to table for Mortar Proportions
<br />R607.2 Placing mortar and masonry units.
<br />R607,2.1 Bed and head joints.
<br />Unless otherwise required or ind icated on the project drawings, head and bed joints shall be 3 / 8 inch
<br />(9.5 mm) thick, except that the thickness of the bed joint of the starting course placed over
<br />foundations shall not be less than '/< inch (6,4 mm) and not more than ? inch (19.1 mm).
<br />R607.2.1.1 Mortar joint thickness tolerance.
<br />Mortar joint thickness shall be within the following tolerances from the specified dimensions:
<br />1. Bed joint: + 1 / 8 inch (3.2 mm).
<br />2, Head joint: 4 inch (6.4 mm), + 3 / 8 inch (9.5 mm),
<br />3. Collar joints: '/, inch (6,4 mm), + 3 / 8 inch (9.5 mm).
<br />Exception: Nonload-bearing masonry elements and masonry veneers designed and constructed in accordance
<br />with Section R703.7 are not required to meet these tolerances.
<br />ReO7.2.2 Masonry unit placement.
<br />The mortar shall be sufficiently plastic and units shalt be placed with sufficient pressure to extrude
<br />mortar from the joint and produce a tight joint.
<br />Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent
<br />that initial bond is broken after initial placement shall be removed and relaid in fresh mortar, Surfaces to
<br />be in contact with mortar shall be clean and free of deleterious materials.
<br />R607.2.2.1 Solid masonry.
<br />All solid masonry units shalt be laid with full head and bed joints and all interior vertical joints that are
<br />designed to receive mortar shall be filled,
<br />R607.2.2.2 Hollow masonry.
<br />For hollow masonry units, all head and bed joints shall be filled solidly with mortar for a distance in from
<br />the face of the unit not less than the thickness of the face shell.
<br />R607.3 Installation of wall ties.
<br />The installation of wall ties shall be as follows:
<br />1, The ends of wall ties sh all be embedded in mortar joints. Walt tie ends shall engage outer
<br />face shells of hollow units by at least � inch (12.7 mm),
<br />Wire wall ties shall be embedded at least 1% inches (38 mm) into the mortar bed of solid
<br />masonry units or solid grouted hollow units.
<br />2, Wall ties shall not be bent after being embedded in grout or mortar,
<br />SECTION R613
<br />EXTERI❑R WIND❑WS AND DO❑R ASSEMBLIES
<br />R613.1 General.
<br />This section prescribes performance and construction requirements for exterior window systems installed in wall systems,
<br />Waterproofing, sealing and flashing systems are not included in the scope of this section.
<br />R6]3.2 Performance.
<br />Exterior windows and doors shall be designed to resist the design wind loads specified in Table R301.2(2) adjusted for height
<br />and exposure per Table R301.2(3).
<br />R613.3 Exterior windows, sliding and patio glass doors.
<br />R T tin n elin ,
<br />6]3 3.1 es g a d Lab g
<br />Exterior windows and glass doors shall be tested by an approved independent tespting laboratory, and shall be labeled with
<br />n r ved lotbelyldentifya:n,$ the m Y ufacturer, performance sharp ante tto indicatepCorvpdaPeedwi h �et�requiremeriprin
<br />es o Qabo cr evalu ,ti n en . or Miami -Dade notice o acce
<br />one of the following specifications:
<br />ANSI/AAMA/NWWDA 101/I.S. 2-97 or 101/I.S. 2/NAFS or TAS 202 (HVHZ shall comply with TAS 202 utilizing ASTM E 1300-98 or
<br />ASTM E 1300-02).
<br />Glass Strength: Determination of load resistance of glass for specified loads of products tested and certified in
<br />accordance with s. R613.3.1 shall be designed to comply with ASTM E 1300.
<br />R613.3.2 Supplemental label.
<br />A supplemental temporary label conforming to AAMA 203, Procedural Guide for the Window Inspection and Notification System,
<br />shall be acceptable for establishing calculated allowable design pressures higher than indicated on the label required by
<br />R613.3.1 for window sizes smaller than that required by the ANSL/AAMA/NWWDA 101/IS2 test requirements. This supplemental
<br />label shall remain on the window until final approval by the building official.
<br />R613.4 Exterior door assemblies.
<br />Exterior door assemblies not covered b R613,3 or R613.4.1 shall be tested for structural integqrity in accordance with
<br />ASTM F 33Q Procedure A t toad f 1. times the re wired desi re sure load. The o dd� shall be s t ined for pp
<br />seconds with no permanent cieforma�ion of an main fr�me or par�e� �iem�ner in excess or �.4 percent a i 's span oflter
<br />the load is remove H�/HZ shall c m t with TAyS 202. After ash ecifie�� .l adin the e shall b o glass br akage,
<br />permanent damageo fasteners, �ia�dyware parts, or an oteher d5c mage whic� caseshe door oiae inoperabele,
<br />The minimum test sizes and minim m design press res, shplyl be as indicated in Tapble R613.4
<br />The unit size tested shall uali all unit sm l.Yer in with a d/or height pf the same operation type and be limited to
<br />ases where frame, panels net �tructura memabers main ain e same Profile as tested,
<br />�613.4.1
<br />Sectional garage doors shall be tested for determination of structural performance under uniform static air pressure
<br />ddiffer n e in accordance with ANSI/DASMA 108 or TAS 202 (HVHZ shall comply with TAS 202).
<br />R613.4. �ustom do rs.
<br />Custom Cone of a kind) exterior dgor assemblies shall be tested by an approved testing laboratory or be engineered in
<br />accordance with accepted engineering practices,
<br />R613,4.3
<br />DQorbe°i� ercnhan ea e to e b e rora o°rvecl rri lest eovi e tti n emit ertificapt' en s Y t-v to to ortor c�r engineer
<br />y r{ �tl ty �g 0 p d ghat ih 'door com i� ri i5 d q �° gryea er
<br />structural erfogrmance as demonstrated b accepted engineering practices.
<br />RC�1l3.4.33.1 Option l ext ri r ddoor compone, t testing.
<br />With tY e excepion o HR/HZ, exterior si�e-hinged door s embli s n t covered ,bb Section RR613.3 shp ll have the o tion to
<br />have the components of, the assembly tested and rateq for $-truc�urol integrity in accordance with the followinpp
<br />Window and door assemblies shall be b Nored in accordance with the published manufacturers recommendations td achieve
<br />R613.5 Windborne debris protection.
<br />R613.6 Anchorage methods.
<br />specification+
<br />R613.6.1 Anchoring requirements.
<br />the design pressure specified. Substitute anchoring systems used for substrates not specified by the fenestration
<br />manufacturer shall provide equal or greater anchoring performance as demonstrated by accepted engineering practice.
<br />R613,6.2 Masonry, concrete or other structural substrate.
<br />Where the wood shim or buck thickness is less than 1% inches (38 mm), window and door assemblies shall be anchored through
<br />the main frame or by jamb clip or subframe system, in accordance with the manufacturers published Installation instructions.
<br />Anchors shall be securely fastened directly into the masonry, concrete or other structural substrate material. Unless
<br />otherwise tested bucks shall extend beyond the interior face of the, window or door frame such that full support of the
<br />frame is rovidec(. Shims shall be made from materials ca able of sustainingq a plicable loads, located and, applied in a
<br />thicknesspcapable of sustainin ap plicable toads. Anchorsp shall be provided to transfer load from the window or door
<br />frame to the rough opening s.4 rate,
<br />/here the wood buck thickn ss is 1Y i the C3g mm) or rea er, the buck sh ll be secure, fastened to tra sf r ,gad to
<br />the masonry concr�te or o her stru� uraT substrate nl the buck shall ex end beyond tyhe interior face of t�e window
<br />or door frr,e. Win ow and door assem ies shall be, anchored througgh the main frame or by amb clip or subrame system
<br />fir thro h the fllan e to tie secured ood buck ccgrdance itT) th anuf,acturers ubli hed installat on i tructions.
<br />nless o-erwise tes�ed, bucks shall extend beyondn t�e interior ace o W window or door Frame such t at t support
<br />of the frame is provided. Shims shall be made from materials capable of sustaining a plicable loads, located and applied in a
<br />thickness caiiable of sustaining applicable loads. Anchors shall be provided to transfer load from the window or door frame
<br />assembly to he secured wood buck. .
<br />R613.6.3 Wood or other approved framing material.
<br />Where the framing material is wood or other approved framing material, window and glass door assemblies shall be anchored
<br />thr u h the m in frame or b amb 4li or ubfram s stem or throu h t e fl n e n,accorda ce with the anufa tur r?s
<br />publ4i,sV�ed Instalation instru t)ior� . Shimsp, $hat be , m dPe iXrom m terials pqqb e o �us�gming apprc ble toed Lot tec� ann�
<br />applied in a thickness capable o sustainin ap pl:caable loads. �nchors sat I provided to transfer load rom he window
<br />or door frame to the rough opening subsrate.
<br />R613.7 Mullions occurring between individual window and glass door assemblies.
<br />R613.7.1 Mullions.
<br />Mullion other than mull, w ch ar an me r t part of a window or, lq�ss cl asse bt tested ant{ labeled in
<br />actor , ce with Section 3. halg bb test dab an ap roved testln Tabora or r""�� en i e d rdan itth
<br />n in ran roc6ice. OI meti s L tse er ormance crit ria cited i Soe: ons ��1P3,/r�C, f��l ,c/ and 613,7.4.
<br />accepp.ed e g ee q p t p
<br />R613,7.2 Load- tr- - er,
<br />Mulligns shall he designed to transfer the design pressure loads applied by the window and door assemblies to the rough
<br />openingg substrate.
<br />R613.7,3 Deflection.
<br />Mullions shall be capable of resisting the design pressure loads applied by, the window and door assemblies to be supported
<br />without deflecting more than L/175, where L is the span of the mullion in inches.
<br />R613.7.4 Structural safety factor.
<br />Mullions shall be capable of resisting a load of 1.5 times the desi n Pressure loads appplied by the window and door
<br />assemblies to be supported without exceeding the appropriate ma erial stress levels, If tested by an approved laboratory,
<br />the 15 times the design pressure load shall be sustained for 10 seconds, and the permanent deformation shall not exceed
<br />0.4 percent of the mullion span after the 1,5 times design pressure load is removed.
<br />R802.1 Identification.
<br />Load -bearing dimension lumber for rafters, trusses and ceiling joists shall be identified by a grade mark of a lumber
<br />grading or inspection a envy that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a
<br />rade mark, a certificage of inspection issued by a lumber grading or inspection agency meeting the requirements of this
<br />ection shall be accepted.
<br />R802.1.1 Blocking.
<br />Blocking shall be a minimum of utility grade lumber.
<br />R802,1,2 End- 'ointed lumber.
<br />Approved end -jointed lumber identified by a grade mark conforming to Section R802,1 may be used interchangeably with
<br />solid -sawn members of the same species and grade.
<br />R802.1.3.1 Labelin
<br />h n in:
<br />Fire -retardant reated lumber and wood structural panels shall be labeled. The label s all co to
<br />1, The identification mark of an approved agency in accordance with Section 1703.5 of the Florida Building Code, Building.
<br />2. Identification of the treating manufacturer.
<br />3. The name of the fire -retardant treatment.
<br />4. The species of wood treated.
<br />5, Flame spread and smoke developed rating.
<br />6, Method drying after treatment,
<br />7. Conformance with appropriate standards in accordance with Sections R802.1.3.2 through R802,1,3.5.
<br />8, For FRTW exposed to weather, damp or wet location, the words ?No increase in the listed classification when subjected
<br />to the Standard Rain Test? (ASTM D 2898).
<br />R802.1.3.2 Strength adjustments,
<br />Design values for untreated, lumber and wood, structural panels as specified in Section R802,1, shall be adjusted for fire
<br />retardant -treated wood. Ad stm nts to ddesigqn values shall be based upon an approved m ,thod of investigation which takes
<br />into consideration the effect s of the anticipbted temperature and humidity to which the fire -retardant -treated wood
<br />will be sub ected, the type of treatment and redrying procedures.
<br />R802,1,3.2.1 Wood structural panels.
<br />The effect of treatment and the method of redrying after treatment, and exposure to hi h temperatures and high
<br />- 9g i i r n with
<br />- h l be determ ned n acco da ce
<br />humidities on the flexure properties of fire retardant treated softwood plywood s a t
<br />ASTM5Da5516orThe test data developed b ASTM ) 5516 shall be used to dey el ad'u ttm nt f ctors, ma ;mum load and
<br />a p s both for untreated plyw�od desi n values in accordance with ,R�TM �30 Eac� manufncurer shads publish
<br />the allowable maximum loads and spans for serve as floor and roof sheathing for their treatment,
<br />R802.1.3.2.2 Lumber.
<br />For each species of wood treated the effect of the treatment and the method of redrying after treatment and exposure
<br />to high temperatures and higqh humidities on the allowable design properties of fire -retardant -treated lumber shall be
<br />determined in accordance witTi ASTM D 5664. The test data developed by ASTM D 5664 shall be used to develop modification
<br />factors for use at or near room temperature and at elevated temperatures and humidity in accordance with an approved
<br />method of investigation. Each manufacturer shall publish the modification factors for service at temperatures of not less
<br />than 80'F (26.7°C) and for roof framing. The roof framing modification factors shall take into consideration the
<br />climatological location.
<br />R802,1,3.3 Exposure to weather.
<br />Where fire -retardant -treated wood is exposed to weather, or damp or wet locations, it shall be identified as 'Exterior' to
<br />indicate there is no increase in the listed flame spread index as defined in Section R802.1.3 when subjected to ASTM D 2ege,
<br />R802.1.3.4 Interior applications.
<br />Interior fire -retardant -treated wood shall have a moisture content of not over 28 percent when tested in accordance
<br />with ASTM D 3201 procedurggs at 92 percent relative humidity. Interior fire -retardant -treated wood shall be tested in
<br />accordance with Section R9W.1.3.2.1 gr, R802.1f.3.2.2. Interior fire -retardant -treated wood designated as Type A shall be
<br />tested in accordance with he provisions o this section.
<br />R802.1.3.5 Moisture content.
<br />Fire-retardant-treuated wood shall[ be dried to a moisture conteent of 19 percent or less for luumber and 15 ppercheQnt or
<br />exceecP those userd cinuki�n drylntg theolumber nndrplywood subrriitedffor theatests describ deink�Sect%r�eOt2u .ClSfor not
<br />plywood and R802.1.3,2.2 for lumber.
<br />R802,1,4 Structural glued laminated timbers.
<br />Glued laminated timbers shall be manufactured and identified as required in AITC A190,1 and ASTM D 3737.
<br />R802,2 Design and construction.
<br />Roof -ceilings shall be desigqned and constructed in accordance with the provisions of this chapter and Figgures R606,1OC1)
<br />or in accordance with AFPA/NDS, Components of roof -ceilings shall be fastened in accordance with Table R602.30).
<br />R802.3 Framing details,
<br />Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. Rid e board shall be at least
<br />1-inch (25.4 mm) nominal thickness and not less in depth than the cut end of the rafter. At all valleys and hips there
<br />shall be a valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of
<br />the rafter, Hip and valley rafters shalt be supported at the ridge by a brace to a bearing partition or be desi ned to
<br />Carry and tribute the specif; to d at th,o point. Where th roof pitch is less than three units yerti aL in 1 units
<br />horizontal -percent slope), s rucatural members that suppor rai'ters and ceiling joists, such as ridge �eams, nips and
<br />valleys, shall be designed as beams.
<br />R802.3.1 Ceiling joist and rafter connections.
<br />Ceiling joists and rafters shall be nailed to each other in accordance with Tables R602.3(1) and R802.5.1<9), and the assembly
<br />shall be nailed to the top wall plate in accordance with Table R602.3C1), Ceiling joists shall be continuous or securely joined
<br />where they ,meet over inter; r partitions and nailed to adjacent rafters to provide a continuous tie across the building
<br />when such joists are paralle� to the rafters.
<br />Where ceiling joists are not parallel to rafters, subflooring or metal straps attached to the ends of the rafters shall
<br />be installed in a manner, to provide a continuous tie across the buildinc� or rafters shall be tied to 1-inch by 4-inch
<br />(25.4 mm by 102 mm) (nominal) minimum -size crossties. The connections shdT� be in accordance with Table R602,3C1) or connections
<br />of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided at the top plate, the ridge
<br />formed by these rafters shall also be supported byy a girder designed in accordance with accepted engineering practice.
<br />Rafter ties shall be spaced not more than 4 feet (1219 mm) on center.
<br />R802.3.2 Ceiling joists lapped.
<br />Ends of ceiling joists shall be lapped a minimum of 3 inches (76 mm) or butted over bearing partitions or beams and toenailed
<br />to the bearin member. When eiling tt5 are used to provide resistance to rafter thrust, lapped joists shall be nailed
<br />toggether in a cordance with able RblVlh and butted joists shall be tied together in a manner to resist such thrust.
<br />R802.4 Allowable ceiling joist spans.
<br />Spans for ceiling oists shall be in accordance with Tables R802.4(1) and R802.4(2). For other grades and species and for
<br />other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters.
<br />R802.5 Allowable rafter spans.
<br />Spans for rafters shall be in accordance with Tables R802,5.10) and R802,5.1(2). For other grades and species and for other
<br />loading conditions, refer to the AF&PA Span Tables for Joists and Rafters. The span of each rafter shall be measured
<br />along the horizontal projection of the rafter.
<br />R802.5.1 Purlins.
<br />Purlins are permitted to be installed to reduce the span of rafters as shown in Fi ure R802.5.1, Purlins shall be sized no
<br />less than the required size of the rafters that they support. Purlins shall be continuous and shall be su ported by
<br />2-inch by 4-inch (51 mm by 102 mm) braces installed to bearing walls at a slope not less than 45 degrees from the
<br />horizontal. The braces shall be spaced not more than 4 feet <1219 mm) on center and the unbraced length of braces
<br />shall not exceed 8 feet (2438 tutu).
<br />R802.6 Bearing.
<br />The ends of each rafter or ceiling joist shall have not less than IYa inches (38 mm) of bearing on wood or metal and
<br />not less than 3 inches (76 mm) on masonry or concrete.
<br />R802.6.1 Finished ceiling material.
<br />If the finished ceiling material is installed on the ceiling prior to the attachment of the ceilin to the walls, such as in
<br />construction at a factory, a compression strip of the same thickness as the finish ceiling material shall be installed
<br />direct, above the top plate, of bearin walls if the com ressive strength of the finish ceiling material is less than the
<br />loads it will be r quired ,to withstand, Me compression strip shall cover the entire tenth of such top plate and shall be
<br />at least one -hat the width of the top plate. It shall be of material capable of tran matting the loads transferred
<br />through it.
<br />R802.7 Cutting and notching.
<br />Structural roof members shall not be cut, bored or notched in excess of the limitations specified in this section.
<br />R802.7.1 Sawn lumber.
<br />Notches in solid lumber oists, rafters and beams shall not exceed one -sixth of the depth of the member, shall not be
<br />tongrr than one-third o the depth of the member and shall not be located in the middle one-third of the span. Notches
<br />at the ends of the member shall not exceed one-fourth the depth of the member. The tension side of members 4 inches
<br /><102 tutu) or greater in nominal thickness shall not be notched except at the ends of the members. The diameter of the
<br />holes bored or cut into members shall not exceed one-third the depth of the member. Holes shall not be closer than
<br />2 inches (51 mm) to the top or bottom of the member or to an other hole located in the member. Where the member is
<br />also notched, the hole shall not be closer than 2 inches (51 mm)Y to the notch.
<br />Exception: Notches on cantilevered portions of rafters are permitted provided the dimension of the remaining portion of
<br />the rafter is not less than 4-inch nominal (102 mm) and the length of the cantilever does not exceed 24 inches (610 mm).
<br />R802.7.2 Engineered wood products.
<br />Cuts, notches and holes bored in laminated veneer lumber, glue -laminated members or I- joists are not permitted unless the
<br />the effect of such penetrations is specifically considered in the design of the member.
<br />R802,8 Lateral support.
<br />Rafters and ceiling joists having a depth -to -thickness ratio exceeding 5 to 1 based an nominal dimensions shall be provided
<br />with lateral support at points of bearing to prevent rotation.
<br />R802.8.1 Bridging.
<br />Rafters and ceiling oists having a depth -to -thickness ratio exceeding 6 to 1 based on nominal dimensions shall be
<br />supported laterally �y solid blocking, diagonal bridging (wood or metal) or a continuous 1-inch by 3-inch (25.4 mm by 76 mm)
<br />wood strip nailed across the rafters or ceiling joists at intervals not exceeding 8 feet (2438 mmX
<br />R802.9 Framing of openings.
<br />❑penings in roof and ceiling framing shall be framed with header and trimmer ,joists. When the header joist span does not
<br />exceed 4 feet (1219 mm), the header joist may be a single member the same size as the ceiling joist or rafter. Single
<br />trimmer �.1o�asts ma be used, to Carry a sin le he der ' t that is located within 3 feet (914 mm) of ,the trimmer foist
<br />bearin Vhen th header joist s avS excee s fl Bet c1219 tutu), the trimmer joists, and the header oist shall be doubled
<br />and of sufficient cross section to support, the ceilingq �IIoists or rafter framing into the header. Fo proved hangers shall
<br />be used for the header oist to trimmer joist connec`tibns when the header joist span exceeds 6 feet (1829 mm). Tail
<br />��fists over 12 feet .C365� m ) ion shall be supported at the header by framing anchors or on ledger strips not less
<br />an 2 inches by 2 inches (1 mm �y 51 tutu).
<br />R802.10 Wood trusses.
<br />R802.10.1 Truss design drawings.
<br />Truss design drawings prepared in conformance with Section R802.10.1, shall be provided to the building official and approved
<br />prior to installation. Truss design drawings shalt include, at a minimum, the information specified below. Truss design drawing
<br />shall be provided with the shipment of trusses delivered to the jobsite.
<br />1, Slope or depth, span and spacing.
<br />2. Location of all joints.
<br />3. Required bearing widths.
<br />4, Design loads as applicable.
<br />4.1. Top chord live load.
<br />4.2. Top chord dead load.
<br />4.3. Bottom chord live load.
<br />4.4, Bottom chord dead load.
<br />4.5. Concentrated loads and their points of application.
<br />4.6. Controlling wind and earthquake loads.
<br />5. Adjustments to lumber and joint connector design values for conditions of use.
<br />6, Each reaction force and direction.
<br />7. Joint connector type and description (e.g., size, thickness or gauge), and the dimensioned location of each joint
<br />connector except where symmetrically located relative to the joint interface.
<br />8. Lumber size, species and grade for each member.
<br />9. Connection requirements or:
<br />9.1. Truss to truss girder.
<br />9.2. Truss ply to ply.
<br />9.3. Field splices.
<br />10. Calculated deflection ratio and/or maximum description for live and total load.
<br />11. Maximum axial compression forces in the truss members to enable the building designer to design the size, connections
<br />and anchorage of the permanent continuous lateral bracing. Forces shall be shown on the truss design drawing or on
<br />supplemental documents,
<br />12. Required permanent truss member bracing location.
<br />R802.10.2 Design.
<br />Wood trusses shall be designed in accordance with gccepted en ineering practice. The design and manufactu
<br />re of metal
<br />plate connected wood trusses shall comply with ANSI/TP1 ]. The russ desigqn drawings shall be prepared by a registered
<br />professional where required by the statutes of the jurisdiction in which the project is to be constructed in accordance
<br />with Section R106.1,
<br />R802.10.3 Bracing.
<br />Trusses shall be braced to revent rotation and provide lateral stability in accordance with the requirements specified
<br />in the construction documents for the buildin and on the individual tr 5s design drawings. In the absence of specific
<br />bracing requirements, trusses shall be bracedg in accordance with I PI/Hy .
<br />R802.10.4 Alterations to trusses.
<br />Truss members shall not be cut, notched, drilled spliced or otherwise altered in an way without the approval of a
<br />registered design professional. Alterations resul+ing in the addition of load (e. HVAC equipment, water heater) that
<br />exceeds the de ' n,load for the truss shalt not be permitted without verification that the truss is capable of supporting
<br />such additional o�ding.
<br />R802.10.5 Truss to wall connection.
<br />Trusses shall be connected to wall fates by the use of approved connector having a resistance to up lift of not less
<br />than 175 pounds (79,45 kg.) and shah be installed in accordance with the manusfacturer?s specifications. For roof assemblies
<br />subject to wind uplift pressures of 20 pounds pper square foot (0,958 kN/m2) or greater, as established in Table R301,2(2),
<br />ad 'usted for height and exposure per Table R301.2(3), see section R802.11.
<br />RU2.11 Roof tie -down,
<br />R802.11,1 Uplift resistance.
<br />Roof assemblies which are subject to wind uplift pressures of 20 pounds per square foot (0.958 kN/m2) or greater shall
<br />have roof rafters or trusses attached to their supportin wall assemblies by connections capable of providin the
<br />resistance required in Table R802.11. Wind uplift pressures shhall be determined using an effective wind area of 1g00 square
<br />feet (9.3 m2) and Zone 1 in Table R301.2(2), as adjusted for height and exposure per Table R301.2<3).
<br />A continuous load path shall be provided to transmit the uplift forces from the rafter or truss ties to the foundation,
<br />SECTION R803
<br />R❑❑F SHEATHING
<br />R803,1 Lumber sheathing.
<br />Allowable spans for lumber used as roof sheathing shall conform to Table R803,1, Spaced lumber sheathing for wood shingle
<br />and shake roofing shall conform to the requirements of Sections R905,7 and R905,8.
<br />R803.2 Wood structural panel sheathing.
<br />R803.2.1 Identification and grade.
<br />Wood structural anels shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA 0437, and shall be
<br />identified by rade mark or certifi to of inspection issued by an approved agency. Wood structural panels shall comply
<br />with the grads specified in Table R503.2.1.1C1).
<br />R803.2.1.1 Exposure durability.
<br />All wood structural anels, when designed to be permanently exposed in outdoor applications, shall be of an exterior
<br />exposure durability. Blood structural ppanel roof sheathing exposed to the underside may be of interior type bonded with
<br />exterior glue, identified as Exposure 1.
<br />R803.2.1,2 Fire -retardant -treated plywood.
<br />The allowable unit stresses for fire -retardant -treated plywood including fastener values, shall be developed from an
<br />4pproved method of invest; ati n th t considers th effects of an ici ated tem rature and hu idity to which the
<br />q p t p -r r nt- reated
<br />fire -retardant -treated plywood will Vie subjected, t�e type of treatm�nt and re�rying process.he fire eta da t
<br />plywood shall be graded by an approved agency.
<br />Allowable s ans,
<br />R803 2 2 p
<br />The maximum allowable spans for wood structural panel roof sheathing shall not exceed the values set forth in
<br />Table R503,2.1.1<1),
<br />R803.2,3 Installation.
<br />Wood sttructural panel used as roof sheathing shall be installed with joints staggered or nonstaggered in accordance with
<br />Table R602.3(1), or APA E30 for wood roof framing or with Table R804.3 for steel roof framing.
<br />R807,1 Attic access.
<br />In buildinggs with combustible ceiling or roof construction, an attic access opening shall be provided to attic areas that
<br />exceed 30 square feet C2.8 m2) and have a vertical height of 30 inches (762 mm) or greater.
<br />The row h-framed o enin shalt not be less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway
<br />or otherr readily accpessibte location. A 30-inch (762 mm) minimum unobstructed headroom in the attic space shall be provided
<br />at some point above the access opening. See Section M1305.1.3 for access requirements where mechanical equipment is located
<br />in attics,
<br />13-103.2 Details, plans and specifications.
<br />Plans and specifications shall be submitted with each application for a building permit. Energyy code calculations shall be made
<br />a part of the plans and specifications of the building. The building official shall require, sub ect, to the exceptions in
<br />Section 481,229, Florida Statutes, and Section 471,003, Florida Statut s, that plans and specifications be prepared by an
<br />en in e , or arch'te t license to p a tice in the state of Florid . the lans nd s ci, ioations includin the ever c de
<br />ff 9
<br />ca ugaons, shahow, m sufi ten �et il, all p rtment data anal featupres thep�uildm and the eq�ipment and s�ems
<br />aa Q qq q m ri U-va ues fie
<br />m in n limite to: des �n crit na ex nor en elo e om oneR ate, als
<br />as rein qq�o erne� chid g u r1 p p m nt e ui me�ht ant} s stems controls
<br />and o%er yse��retrinent-vdaaa stoIn�dlcaet nC�n o Ma�ncs� wit�i�e ruir ar>Ptps oafe Coc�eQu P e q P Y
<br />P
<br />NFIP 44 CFR 60.3.c.5
<br />All foundation walls and other exterior walls below the base flood elevation (BFE) shall be designed to preclude finished
<br />living space and designed to have openings to allow unimpeded movement of flood water.
<br />Hydro -Static openings and construction must comply with NFIP 44 CFR 60.3.c.5. Note: There should be a minimum of two
<br />openings each, on two seperate walls. (1 square inch for every square foot, please provide calculations on plans for the
<br />required area,) Any additional questions, please consult the Local ❑fficials Guide to Implementing the National Flood
<br />Insurance Program in Florida pages 5-16.
<br />Brick veneer must be installed in compliance with the requirements of FBC Residential section R703.7,2.1
<br />New to existing connection detail is required and must comply with the requirements of FBC Residential 2004 Section
<br />R602 or R606,
<br />13-610,1,ABC.3,5.2 Air -handling units.
<br />306.3.2 Air -handling units.
<br />Air -handling units shall be allowed in residential attics if the following conditions are met:
<br />L The service panel of the equipment is located within 6 feet (1829 mm) feet of an attic access.
<br />2. A device is installed to alert the owner or shut the unit down when the condensation drain is not working properly.
<br />3. The attic access opening is of sufficient size to replace the air handler.
<br />4. A notice is posted on the electric service panel indicating to the homeowner that the air handler is located in the attic.
<br />Said notice shall be in all capitals, in 16-point type, with the title and first paragraph in bold:
<br />NOTICE T❑ HOMEOWNER
<br />OPERATION p OUR E IAIR � ONDI� ONING SYSTEM, YOU IMUSTTNENSUkE STHAT AREGULARTMAINTENANCE RIS P❑ERFRdRMEDICIENT, AND EC❑N❑MIC
<br />YOUR AIR-CONDITIONING SYSTEM IS EQUIPPED WITH ❑NE ❑R BOTH ❑F THE FOLL❑WING: 1) A DEVICE THAT WILL ALERT YOU WHEN THE
<br />CONDENSATION DRAIN IS N❑T W❑RKING PROPERLY, ❑R 2) A DEVICE THAT WILL SHUT THE SYSTEM DOWN WHEN THE CONDENSATION DRAIN
<br />ENSURE PROPER WORKING ORDER NOFATHESEADEVI�ESOBEFOREE�ACH SEASONO�F PIEAKPOP�RA�IONERVICE, IT IS RECOMMENDED THAT Y❑U
<br />MINIMUM CATEG❑RY CLASSIFICATI❑N ❑F GLAZING
<br />HEADER SCHEDULE F❑R FBC TABLE 2308,9.5
<br />HEADER AND GIRDER SPANSa F❑R EXTERI❑R BEARING WALLS
<br />(Maximum Spans for Douglas Fir -Larch, Hem -Fir, Southern Pine and
<br />Spruce-Pine-Firb and Required Number of Jack Studs)
<br />HEADERS
<br />SUPPORTING
<br />Roof & Ceilin g
<br />20
<br />Building
<br />widths
<br />28
<br />(feet)
<br />36
<br />SIZE
<br />Span NJd
<br />Span NJd
<br />Span
<br />NJd
<br />2-2 X 4
<br />3-6 1
<br />3-2 1
<br />2-10
<br />1
<br />2-2 X 6
<br />5-5 1
<br />4-8 1
<br />4-2
<br />1
<br />2-2 X 8
<br />6-10 1
<br />5-11 2
<br />5-4
<br />2
<br />2-2 X 10
<br />8-5 2
<br />7-3 2
<br />6-6
<br />2
<br />2-2 X 12
<br />9-9 2
<br />8-5 2
<br />7-6
<br />2
<br />3-2 X 8
<br />e-4 1
<br />7-5 1
<br />6-8
<br />1
<br />3-2 X 10
<br />10-6 1
<br />9-1 2
<br />6-6
<br />2
<br />3-2 X 12
<br />12-2 2
<br />10-7 2
<br />9-5
<br />2
<br />4-2 X 10
<br />11-8 1
<br />10-6 1
<br />9-5
<br />2
<br />4-2 X 12
<br />14-1 1
<br />12-2 2
<br />10-11
<br />2
<br />For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m2.
<br />a, Spans are given in feet and inches (ft-in).
<br />b, Tabulated values are for No. 2 grade lumber,
<br />c. Building width is measured perpendicular to the ridge. For widths between those shown,
<br />spans are permitted to be interpolated.
<br />d. NJ - Number of jack studs required to support each end, Where the number of
<br />required jack studs equals one, the header is
<br />permitted to be supported by an approved framing anchor attached to the full -height
<br />wall stud and to the header,
<br />rn .1.11 T Tani
<br />�OCTFNFR
<br />NUMRFR ❑F SPACING
<br />BAND JOIST T❑ SILL ❑R T❑P PLATE, T❑E NAIL
<br />8d
<br />6' O.C.
<br />JOIST TO BAND JOIST, FACE NAIL
<br />16d COMM❑N
<br />3
<br />J❑IST T❑ SILL ❑R GIRDER, TOE NAIL
<br />8d COMM❑N
<br />3
<br />BRIDGING TO J❑IST, T❑E NAIL EACH END
<br />8d C❑MMON
<br />2
<br />LEDGER STRIP
<br />16d COMMON
<br />3 AT EACH JOIST
<br />1X6 ❑R LESS SUBFLO❑R TO EACH JOIST, FACE NAIL
<br />8d COMMON
<br />2
<br />OVER 1X6 SUBFL❑❑R T❑ EACH JOIST, FACE NAIL
<br />8d CDMM❑N
<br />3
<br />2-INCH SUBFLO❑R TO JOIST OR GIRDER, BLIND AND FACE NAIL
<br />16d C❑MM❑N
<br />2
<br />SOLE PLATE T❑ J❑IST OR BLOCKING, FACE NAIL
<br />16d COMMON
<br />16' D.C.
<br />TOP ❑R SOLE PLATE T❑ STUD, END NAIL
<br />16d COMMON
<br />2
<br />STUD TO S❑LE PLATE, TOE NAIL
<br />8d COMM❑N
<br />4
<br />DOUBLED STUDS, FACE NAIL
<br />10d COMMON
<br />24' D.C.
<br />D❑UBLE TOP PLATES, FACE NAIL
<br />10d COMMON
<br />16' O.C.
<br />TOP PLATES, LAP AND INTERSECTIONS, FACE NAIL
<br />-
<br />2-16d OR 3-10d COMMON
<br />CONTINUOUS HEADER, TW❑ PIECES
<br />16d COMMON
<br />16' ❑.C. ALONG EACH EDGE
<br />CEILING J❑ITS T❑ PLATE, T❑E NAIL
<br />8d COMMON
<br />3
<br />CONTINUOUS HEADER TO STUD, TDE NAIL
<br />8d C❑MMON
<br />3
<br />CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
<br />-
<br />3-16cl OR 4-10d C❑MM❑N
<br />CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
<br />-
<br />3-16d OR 4-10d COMMON
<br />RAFTER TO PLATE, TOE NAIL
<br />8d COMMON
<br />3
<br />1-INCH BRACE TO EACH STUD AND PLATE, FACE NAIL
<br />8d C❑MM❑N
<br />2
<br />IX8 ❑R LESS SHEATHING TO EACH BEARING, FACE NAIL
<br />8d COMMON
<br />2
<br />OVER IX8 SHEATHING TO EACH BEARING, FACE NAIL
<br />Sd COMMON
<br />3
<br />BUILT-UP CORNER STUDS
<br />16d COMMON
<br />24' O.C.
<br />BUILT-UP GIRDERS AND BEAMS, ❑F THREE MEMBERS
<br />20d C❑MMDN
<br />32' O.C. AT TOP AND BOTTOM
<br />AND STAGGERED 2 ENDS AND
<br />AT EACH SPLICE
<br />2-INCH PLANKS
<br />16d COMMON
<br />2 EACH BEARING
<br />STUDS T❑ SOLE PLATE, END NAIL
<br />16d C❑MMDN
<br />2 EACH END
<br />W❑❑D STRUCTUAL PANEL SUBFLO❑RING7
<br />15/32', 1/2', 7/16'
<br />6d COMMON, ANNULAR
<br />6' ❑.C, EDGES AND
<br />❑R SPIRAL THREAD
<br />12' ❑.C. INTERMEDIATE
<br />19/32', 3/4'
<br />8d COMMON ❑R 6d ANNULAR
<br />6' D.0 EDGES AND
<br />❑R SPIRAL THREAD
<br />12' INTERMEDIATE
<br />1', 1-1/8'
<br />lOd COMMON OR 8d ANNULAR
<br />6' ❑.C. EDGES AND
<br />OR SPIRAL THREAD
<br />6' D.C. INTERMEDIATE
<br />15/32', 1/2', 7/16'
<br />16ga GALVANIZED WIRE STAPLES, 3/8'
<br />4' O.C. EDGES AND
<br />MINIMUM CROWN 1-5/e' LENGTH
<br />7' O.C. INTERMEDIATE
<br />19/32', 5/8'
<br />16ga GALVANIZED WIRE STAPLES, 3/8'
<br />2-1/2' ❑.C. EDGES AND
<br />MINIMUM CROWN 1-5/8' LENGTH
<br />4' D.C. INTERMEDIATE
<br />W0❑D STRUCTURAL PANEL R0❑F & WALL SHEATHING
<br />6d COMMON (WALL)
<br />8' O.0 EGDES AND
<br />AND PARTICLEBOARD WALL SHEATHING 1/2' ❑R LESS
<br />6d COMMON (ROOF)
<br />12' O.C. INTERMEDIATE
<br />15/32' - 19/32'
<br />8d COMM❑N
<br />6' ❑.C. EDGES AND
<br />16ga GALVANIZED WIRE STAPLES, 3/8'
<br />12' O.C. INTERMEDIATE
<br />MIN. CROWN LENGTH ❑F 1' PLUS
<br />19/32' - 3/4'
<br />8d COMMON
<br />4' D.C, EDGES AND
<br />16ga GALVANIZED WIRE STAPLES, 3/8'
<br />8' O.C. INTERMEDIATE
<br />MIN. CR❑WN LENGTH ❑F V PLUS
<br />7/8' - I'
<br />8d COMM❑N
<br />2' D.C. EDGES AND
<br />16ga GALVANIZED WIRE STAPLES, 3/8'
<br />5' ❑.C. INTERMEDIATE
<br />MIN, CROWN LENGTH OF 1' PLUS
<br />FIBERB❑ARD SHEATHING1
<br />6d COMMON NAIL ❑R 11 ga
<br />6' O.C. AT EDGES, 12' ❑.C.
<br />1/2' REGULAR
<br />GALV. R❑❑FING NAIL 1-1/2' LONG
<br />AT OTHER BEARING AREAS
<br />WITH 7/16' HEAD
<br />FIBERBOARD SHEATHING1
<br />8d C❑MM❑N NAIL ❑R 11 ga
<br />3' ❑.C. AT EDGES, 6' ❑.C.
<br />L/2' STRUCTURAL
<br />GALV. ROOFING NAIL 1-1/2' LONG
<br />AT ❑THER BEARING AREAS
<br />WITH 7/16' HEAD
<br />FIBERB❑ARD SHEATHING1
<br />8d C❑MMON NAIL ❑R 11 ga
<br />3' D.C. AT EDGES, 6' D.C.
<br />25/32' STRUCTURAL
<br />GALV, ROOFING NAIL 1-3/4' L❑NG
<br />AT ❑THER BEARING AREAS
<br />WITH 7/16' HEAD
<br />GYPSUM SHEATHING
<br />1/2'
<br />11 ga. 1-1/2' GALVANIZED
<br />4' D.C. AT EDGES
<br />7/16' HEAD
<br />8' ❑.C. AT ❑THER BEARINGS
<br />5/8'
<br />11 ga. 1-3/4' GALVANIZED
<br />4' ❑.C. AT EDGES
<br />7/16' HEAD
<br />8' ❑.C. AT ❑THER BEARINGS
<br />GYPSUM WALLBOARD
<br />i/2'
<br />1-3/8"2 DRYWALL NAIL
<br />7' ❑.C. ❑N CEILINGS
<br />8' O.C. ❑N WALLS
<br />5/8"
<br />1-1/2'2DRYWALL NAIL
<br />7' ❑.C. ❑N CEILINGS
<br />8' ❑.C, ON WALLS
<br />PARTICLEBOARD SIDINGS
<br />5/16' - 1/2'
<br />6d4
<br />5/8'
<br />8dq
<br />3/4'
<br />8d4
<br />HARDBOARD LAP SIDINGS
<br />8d8CORROSI❑N-RESISTANT
<br />16' O.C. AT T❑P
<br />DIRECT TO STUDS
<br />WITH MINIMUM SHANK
<br />AND BOTTOM EDGES
<br />DIAMETER OF 0.099 INCH
<br />AND MINIMUM HEAD
<br />DIAMETER ❑F 0.024 INCH.
<br />HARDBOARD LAP SIDING
<br />1Od6CDRROSION-RESISTANT
<br />16' ❑.C, AT T❑P
<br />OVER SHEATHING
<br />WITH MINIMUM SHANK
<br />AND B❑TTOM EDGES
<br />DIAMETER ❑F 0.099 INCH
<br />AND MINIMUM HEAD
<br />DIAMETER OF 0.024 INCH.
<br />HARDBOARD LAP SIDING
<br />6d6CORR❑SI❑N-RESISTANT
<br />6' O.C. AT EDGES
<br />OVER SHEATHING
<br />WITH MINIMUM SHANK
<br />AND 12' ❑.C. AT
<br />DIAMETER OF 0,099 INCH
<br />INTERMEDIATE SUPP❑RTS
<br />AND MINIMUM HEAD
<br />DIAMETER ❑F 0.024 INCH.
<br />HARDBOARD LAP SIDING
<br />8d6C❑RR❑SI❑N-RESISTANT
<br />6' O.C. AT EDGES
<br />❑VER SHEATHING
<br />WITH MINIMUM SHANK
<br />AND 12' ❑.C. AT
<br />DIAMETER ❑F 0.099 INCH
<br />INTERMEDIATE SUPPORTS
<br />AND MINIMUM HEAD
<br />DIAMETER ❑F 0.024 INCH.
<br />NOTES:
<br />1. FIBERB❑ARD SHEATHING MAY BE STAPLED USING 16 a GALVANIZED STAPLES 1-1/8' LONG FOR 1/2' SHEATHING AND
<br />1-1/2' L❑NG F❑R 25'/32' SHEATHING. STAPLES M HAVE MINIMUM CROWN ❑F 7/16' AND SPACED 3' ❑.C. AT EDGES
<br />AND 6' ❑.C. AT ❑THER BEARINGS.
<br />2. DRYWALL NAILS SHALL CONFORM TO ASTM C514.
<br />3. SIDING APPLIED T❑ 5/8' NET WOOD SHEATHING. 15/32' STRUCTUAL PANEL ❑R 1/2' PARTICLEBOARD SHEATHING.
<br />4. C❑RR❑SI❑N-RESISTANT NAILS SPACED 6' O.C. AT EDGE AND 8' ❑.C. AT INTERMEDIATE SUPPORTS. NAILS
<br />SHALL HAVE A MINIMUM EDGE DISTANCE OF 3/8'.
<br />5. SIDING APPLIED T❑ STUDS SPACED 16' O.C. MAXIMUM
<br />6, SIDING APPLIED DIRECTLY T❑ STUDS SPACED 24' O.C. MAXIMUM.
<br />7. USE ANNULAR ❑R SPIRAL THREAD NAILS FOR C❑MBINATI❑N SUBFLODR/UNDERLAYMENT (SINGLE FLOOR).
<br />8. NAIL MUST BE OF SUFFICIENT LENGTH T❑ ACCOMMODATE THICKNESS ❑F SIDING AND SHEATHING, IF USED, AND ALLOW
<br />MINIMUM STD PENETRATION ❑F 1-1/2'.
<br />9. FOR 1-INCH WOOD STRUCTURAL PANELED, 12' ❑.C. INTERMEDIATE NAILING SHALL BE PERMITTED.
<br />TABLE R301.2.1.2
<br />WIND-B❑RNE DEBRIS PR❑TECTI❑N FASTENING SCHEDULE F❑R W❑❑D STRUCTURAL PANELS
<br />FASTENER TYPE FASTENER SPACING (in.) 1,2
<br />Panel span
<br />2 foot panel span
<br />< 4 foot
<br />panel span
<br />< 6 foot
<br />panel span
<br /><- 2 ft
<br />< 4 foot
<br />< 6 foot
<br />< 8 foot
<br />2 #6 Wood Screw 3
<br />16
<br />16
<br />12
<br />9
<br />2 #8 Wood Screws 3
<br />16
<br />16
<br />12
<br />12
<br />Double -Headed Nails 4
<br />12
<br />6
<br />4
<br />3
<br />SI: 1 inch = 25.4 mm, 1 foot = 305 mm.
<br />1. This table is based on a maximum wind speed of 130 mph (58 m/s) and mean roof height of 33 feet (10 m) or less.
<br />2. Fasteners shall be installed at opposing ends of the wood structural panel.
<br />3, Where screws are attached to masonry or masonry/stucco, they shall be attached using vibration -resistant
<br />anchors havin a minimum withdrawal capacity of 490 lb (2180 kN).
<br />4, Nails shall be �Od common or 12d box double -headed nails,
<br />
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