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R502.1 Identification.
<br />Load -bearing dimension lumber for joists, beams and girders shall be identified by a rode mark of a lumber grading or
<br />inspection agency that has been appproved by an accreditation body that complies with DOC PS 20, In lieu of a grade mark,
<br />a certificate of Ins ection issued b a lumber radin or ins ection a enc meetin the re uirements of this section shall
<br />be acceppted, p y g g p g y g q
<br />R502,1.1 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 />grade Taoards.
<br />R502.1.3 End-JJointed lumber.
<br />Ap ,roved end- ointed lumber identified to a grade mark conforming to Section R501.2 may be used interchangeably with
<br />so 16-sawn memk�ers of the same species and grade.
<br />R502,1.4 Prefabricated wood I -joists,
<br />Structural capacities and design provisions for prefabricated wood I- joists shall be established and monitored in accordance
<br />with ASTM D 5055.
<br />R5021.5 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 constr cted to resist uplift resulting from the full live load
<br />specified in Table R30T 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 R502,3.10) and R502.3.1(2). For other grades and species and for
<br />o her Loadin conditions refer t the AF PA an Tabl s f r i n f r.
<br />t g o & Sp e o Jo sts a d Ra to s
<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 live load does not exceed 30 psf
<br />(1.44 kN/m2) and the design dead load does not exceed 111 psf C0.48 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 ❑ther floor joists.
<br />T bl R502.3,1(2) shall be utilize e ermine h maximum tow e s n f f r i h r ll, r f h
<br />a e d to d t t o a l abl pn o loo Jo sts tat suppo t o a eas o t o
<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 (0.48 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) shall be permitted when supporting a light -frame bearing wall and roof onlyy. 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 sppans of girders fabricated of dimension lumber shall not exceed the values set forth in Tables
<br />R502.5(1) 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, R503.2.1.1(1) and R503.2.1.1<2).
<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 C❑N 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 shalt be compacted to assure uniform
<br />support of the slab, and excep 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, gravel, crushed stone or crushed
<br />blast -furnace slag passing a 2-inch (51 mm) sieve shalt be placed on tine prepared subgrade when the slab
<br />is below grade,
<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 />Table R405.1 ,
<br />R506,2.3 Vapor retarder,
<br />mi in h; 1 2 m h n r r v v r r r r wi h in l ed n t less than
<br />A 6 l (0,006 c , 5 N ) polyet yle e o app o ed apo eta de t jo is app o
<br />6 inches (152 mm) shall be placed between the concrete floor slab and the base course or the prepared
<br />subgrade where na 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 designed 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 />shalt comply with one of the following
<br />(1) Fiber lengths shall be 34 inch to 2 inches (13 to 51 mm) in length. Dosage amounts shall be from
<br />0.75 to 1.5 ounds er cubic and (0.45 to 0.89 k /m 3) in accordance with the manufacturer?s
<br />rehc�mmendations, Sgtl ietic fibers hall coMp ly ASTMM C 1116. The mgAfactU er or suppl,,efr,
<br />s all provide certi Ica ion of comp :ante with A+ C 116 when reques e by�ie building o Icialj or,
<br />(2) Fiber length shall be from X inch to 2 inches (13 mm to 51 mm) in ten th monofilament or fibrillated.
<br />Dosage amounts shall be from 0,5 to 1.5 pounds per cubic yard (0.30 o d.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, Independentt test results using minimum six (6) test specimens shall be
<br />4rovided to the c m Hance with ICB❑ A32 S nthetic fiber shalt compl with ASTM C;1116 Paraggra h
<br />,1,3, Type III. Thepmanufacturer or supplier shall provide certification of compliance with AJTMpC1116
<br />when re ested b buildin official.
<br />2. Concrete s�Nos on grYound cd�ntaininqq 6x6 W1.4 X W1.4 welded wire reinforcement fabric located in the
<br />middle to the u er one-third of tFie slab. Welded wire reinf r ement fabric shall be su orted with
<br />a roved materialls or su orts at s acin s not to exceed f let C914 mm) or in accordpance with the
<br />manufacturer"s specificatiions. Weldedpplaing 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 b a grade m rk of a lumber �radinq
<br />or inspectiont agency thFhat has been approved by an accreditation body that complies with DO� PS 20. In lieu o a g ode
<br />section certificaa1on ofednspection issued by a lumber grading or inspection agency meeting the requirements of this
<br />R602.L1 End- jointed lumber.
<br />A roved end-�'Iointed l tuber identified by a rod mark conforming to Section R602.1 may be used interchangeably with
<br />sg�d-sawn memKsers ofhe same species and �rac�e,
<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 />R602.3.1 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 />1, 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 (304e mm)
<br />for interior nonload-bearingg walls.
<br />2, Studs more than 10 feet <3048 mm) in height which are in accordance with Table R602.3,1.
<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 by 4-inch (25.4 mm by 102 mm) continuous diagonal braces let in to the top and bottom plates and the
<br />intery nin studs or ap roved metal strap cl vices in tapedd in accord e with the manufacturer?s specif tions. The
<br />let -in ebra ing shall be aced at an angle no more than , degrees ��c6 rod) or less than 45 degrees (b 3 rad) from
<br />the horizontal.
<br />2. Wood boards of 5/8 inch (15.9 mm) net minimum thickness applied didggonall on studs spaced a maximum of 24 inches (610 mm).
<br />Diagonal boards shall be attached to studs in accordance with Table R60y2,3(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 incCh (S..5 mm) for 24-inch (610 mm) stud spacing. Wood structural panels shall be installed in
<br />accordance with Table R602.3( ).
<br />4. One -half -inch (12.7 mm) or 25/32-inch (19.8 mm) thick structural fiberboard sheathing applied vertically or horizontally on
<br />on studs spact�d a maxll6u0r� i)16 inches <406 mm) on center. Structural fiberboard sheathing shall be installed in
<br />accordance wl Table KK
<br />5. Gypsum board with minimum %-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 />R602,4 Interior load -bearing walls.
<br />Interior load -bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
<br />R606.13 Beam supports.
<br />Beams, girders or other concentrated loads supported by a wall or column shall have a bearin of at least 3 inches <76 mm)
<br />in length 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 ode uate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry
<br />member projecting not less than 4 inches <102 tutu) from the face of the wall.
<br />R606.13,1 Joist bearing.
<br />Joists shalt have a bearing of not less than 1Xinches (38 mm), except as provided in Section R606.13, and shall be
<br />supported in accordance with Figure R606.10<1).
<br />SECTION R607
<br />UNIT MASONRY
<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 R404.1.10) through R404.1.1(4) and mortar shall
<br />be Type M or S.
<br />R6071,2 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: i/, 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 />R607.2.2 Masonry unit placement.
<br />The mortar shall be sufficiently plastic and units shall 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 shall 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. Wall tie ends shall engage outer
<br />face shells of hollow units by at least :4 inch (12,7 mm),
<br />Wire wall ties shall be embedded at least 1M 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 />EXTERIOR WINDOWS AND DOOR 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 />R613.2 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 />R613.3.1 Testing and Labeling.
<br />Exterior windows and glass doors shall be tested by an approved independent testing laboratory, and shall be labeled with
<br />pn pppr ved l bel ident'fyln the ranufa Curer, erfot^,mane chary terist'cs,and pproved prod 4t rtification a enc
<br />tes tmQ Qppborator evaluation entity or lF lami-Dag-e notice o acceptance fo ind:ca e compliance wuhh ct�e requ:remengts c�f
<br />one of the followTriqq 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 />Gtass 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 suppplemental temporary label conforming to AAMA 203, Procedural Guide for the Window Insppection 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 ANSI/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 Ic R613.3 or R613.4.1 shall be tested for structural inte rity in accordance with
<br />p p r r l h sha e ineel f r
<br />ASTM 33 Procedure A at oad 1. times th r uired desi e su oad: T e to �l b s t o nn
<br />secons wpth no permanent de ormatlon of an m In fr�me or par�e� pemer In excess of 8 ercent o Is span aflier
<br />f' p in h r no lass br e
<br />th load 's emove . H HZ shall m l with TAy 2. After ach eci le l ad tee s alP b eaka
<br />e c 0
<br />�/ � hh 9 9
<br />permanen damageo fasteners, �a�c�ware pars, or an oteher dScPmage which ca�±ses the dooro be Inoperable.
<br />The minimum test sizes and minim m desigqn ressut�res sha l be as indicated in Table R613.4
<br />The unit size tested shall ua i all whit smaller in �i th ad/or hei ht qlf the same operation type and be limited to
<br />c where frame anels q n v r r mem rs main din e same grofl e as tested,
<br />ases p a st uctu a e p
<br />R613.4.1
<br />Sectional garage doors shall be tested for determination of structural performance under uniform static air pressure
<br />iff r n in r n with AN / A MA r TA HVH h It c m l wi h TAS 202),
<br />dd e e acco da ce SI D S LOS o S 202 C Z s a o p y t
<br />R613.4. gLusto"� doors.
<br />acco°�an°ce w�th acceptedxteng4 eerging practlbcles shall be tested by an approved testing laboratory or be engineered in
<br />R613.4.3
<br />Door com onents ev ``�uated b an a roved r dduct eval a i n en it ertification en y tes in laborator r engineer
<br />may b r erchangea�ale in extyerior �gor ass�r, prove elf hat U' door componen° sr7 provl e �qual or gryea�er
<br />struc urat performance as demonstrated b accepted engineering practices,
<br />1 .4. .1 ❑ ion e erior o r om nen yyes in
<br />R6 3 3 pt al xt d o c, po t t t g
<br />With the exception of HVHZ, exterior cle-hinged doo s emblie s n t oye ed .bb $ection 613.3 s,�� ll have the , o tion to
<br />h ve the com onents of, the a sembl tested and ra e for structural m e rlt� In actor ante wlt� the f,ollowing
<br />indow and cl or assemblies shad be anchored 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 />R613.62 Masonry, concrete or other structural substrate.
<br />Where the wood shim or buck thickness is less than 156 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 />therwise tested bucks shall extend beyond the interior face of the, window or door frame such that full support of the
<br />frame is provided(. Shims shall be made from materials capable of sustaining applicable loads, lq cated and applied in a
<br />thickness ca able of sustainin applicable loads. Anchors shall be provided to transfer toad from the window or door
<br />frame to the rough opening s�bs rate.
<br />Where the wood buck thickri s Is 1ST i the (3g mm) or r tter, th b ckk shall be securel fastened to tra sf r load to
<br />the masonr concr to or otfser stru� urals substrate a�cleathe buc�C suhatl extend beyond t e interior face r tie window
<br />i thr h th m in fr m r b nmb cli or sub°fr me s stem
<br />or oor fryarie, W ne�ow and door assemblies shall be anchored ou e a a e o
<br />g a
<br />Y .P Y
<br />fidd t f n t n r n itY th anufa t r rs ub(i ed Installat'on i t uctions,
<br />r thro h he lla e o tie sec red oo buck ccq dace F mh c u e s,h h l� [i
<br />nless oerwise tesed, bucks shad exen� beyond t�ne Interior ace o t e window or door rame suc atu support
<br />of the frame is provided. Shims shaplt be made from materials capable of sustaining a plicable loads, located and applied in a
<br />thick esstoap bleseeuredtwoodgbapVcable loads. Anchors shall be provided to trans er load from the window or door frame
<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 />thrRu h the m in frame or b amb qli or ubfram s stem or through the fl n e in, accordance with the t�anufaC ur r?s
<br />watts ed Instal tIon instru txorj . Shim Shah be, m del iXrom m terials C b e ofa sgust inin a licable to d lot tea rp
<br />P� u c� a. a pp l q P c� a a
<br />applied m a thickness capab:e of sustainin a plicable loads, Anchors shall be provided tog transfer load lhom the window
<br />or door frame to the rough opening substgra�e.
<br />R613.7 Mullions occurring between individual window and glass door assemblies.
<br />R613.7.1 Mullions.
<br />y�n r rt f win w i .s o r sem l t ed an labeled in
<br />Mullion other t r2ulli �j w ch hhar an me a pn o a �o off, qq s d p as ��b y eft d {}hh
<br />acceprp e�cengwine S nctioractice o halge �n dsss al �sen ep orroanceecrii riabortetd°rr) Sectionsn� le3e/%e2d &j.5(T a ad i61w3i.7.4.
<br />R613.7.2 Load transfer P
<br />Mullions sh ll be designed to transfer the design pressure loads applied by the window and door assemblies to the rough
<br />openingg su�strate.
<br />M613.7.3 Deflection.
<br />unions 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 />7.4 r r s f f or,
<br />R613 St uctu al a et act
<br />Y
<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 exceedingq the appropriate material stress levels. If tested by an approved laboratory,
<br />the 1.5 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 agency that has been approved by an accreditation body that complies with DOC PS 20, In lieu of a
<br />rade mark, a certificate 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-,j'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 />-g r n r r n h beled. The la el shal cont in:
<br />Fire retardant t Bated lumber a d wood st uctu al pa els s all be la b l a
<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. Adjustments to desZ values shall be based upon an approved mr,thod of investigation which takes
<br />into consideration the effe t of the anticip ted temperature and humidity to which the Ire -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 high temperatures and high
<br />humidities on the flexure properties of fire -retardant -treated softwood plywood shall be determined in accordance with
<br />ASTM D 5516. The test dat developed b ASTM D 55166 shall be used to develpp ad 'u ttm ntt f ctors, maximum load and
<br />ands ans ar both for un rented pl w�od desi n valu s in ac ordance with ASTM sb306. E 'c% manufacturer shads publish
<br />the aFlowable maximum loads and span for servlge as floor an� 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 high humidities on the allowable design properties of fire -retardant -treated lumber shall be
<br />determined in accordance with ASTM D 5664. The test data developed b 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 2898.
<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 procedures at 92 percent r lative humidity. Interior fire -retardant -treated wood sh�tl be tested in
<br />accordance with Section R802.1.3.2A or R, 02.1.3.2.2. Interior fire -retardant -treated wood designated as ype A shall be
<br />tested in accordance with the provisions of this section.
<br />R802.1.3.5 Moisture content.
<br />Fire -retardant -treated wood shall be dried to a moisture content of 19 percent or less for lumber and 15 percent or
<br />less f�r wood strcetv,( panels Igefore use. For wood kiln drV after treatment (KDAT) the 11i temper tur shall not
<br />excel those use in ki n drying the lumber and plywood submit eel for the tests described in ection R902.1.51i for
<br />pplyywood 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 desiggned and constructed in accordance with the provisions of this chapter and Fiqures R606.10(1)
<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, Ride 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. A 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 shall be supported at the ridge by a brace to a bearing partition or be designed to
<br />Carr qnd d' tribute the sp cifi to d at that poin Where the ro f pitch is le s than three units verti al in 12 units
<br />horizontal C2 -percent slope, s€rucatural members that support raters and ceiling joists, such as ridge Iceams, hips 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 R602.3(1). Ceiling joists shall be continuous or securely joined
<br />where they meet over interi 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 buildin or rafters shall be tied to 1-inch by 4-inch
<br />(25.4 mm by 102 mm) (nominal) minimum -size crossties. The connections sham( be in accordance with Table R602,3(l) 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 sh ll be lapped, a minimum of 3 inches (76 mm) or butted over bearing partitions or beams and toenailed
<br />to the bearing member. W/en eil, i t are used to provide resistance to rafter thrust, lapped joists shall be nailed
<br />toggether in accordance with lcab e 093�1) 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 ,joists shall be in accordance with Tables R802.40) 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 act rdance with Tables R802.5.1(1) and R802.5.1(2), For other grades and s�ecies and for other
<br />loading conditions, refer to the A�&PA Span Tables for Joists and Rafters. The span of each rafter s all 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 supported by
<br />2-inch by 4-inch C51 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 mm).
<br />R802,6 Bearing.
<br />The ends of each rafter or ceiling joist shall have not less than 1M 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 />directt above the top plate, of bearinqg walls if the compressive strength of the Finish ceiling material is less than the
<br />loads it will be r quired,to withstand. the compression strip shall cover the entire Len th of such top plate and shall be
<br />at least one-hal the width of the top plate. It shall be of material capable of transmitting the loads transferred
<br />through it.
<br />R802.7 Cutting and notching.
<br />Structural roof members shalt 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 />conger than one-third of 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 mm) 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 any other hale located in the member. Where the member is
<br />also notched, the hole shall not be closer than 2 inches (51 mm) to the notch.
<br />Exception: Notches on cantilevered portions of rafters are permitted provided the dimension of the remainingp 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 on 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 Vy 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 mm).
<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 />trimrier fists ma be used, to carry a sin le he der I t that is located within 3 feet (914 mm) of the trimmer oist
<br />bearinpp. 'Z%hen they header Joist s aiS exceeds 4 Feet ilo2is9 tutu), the trimmer joists, and the header joist shall be doubled
<br />and of s fficient cross section to support, the ceiling joists or rafter framing into the header. A proved hanger shall
<br />be usedor the header �1oist to trimmer joist connections when the header joist span exceeds 6 eet (1829 mm), ail
<br />�Jpfists aver 12 feet C3 58 ton shalt b supported at the header by framing anchors or on ledger strips not less
<br />than 2 inches by 2 inc�es C 1 mm �y 51 mm
<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 shall 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 />4A. Top chord live toad.
<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.q size, thickness or gauge), and the dimensioned location of each joint
<br />connector except where symmetrically loeoted relative to the joint Interface.
<br />8, Lumber size, species and rade for each member.
<br />9. Connection requirements for:
<br />9.1. Truss to truss girder.
<br />9.2. Truss ply to ply.
<br />Fi l li e .
<br />9,3 e d sp c s
<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 ac ted en Ineering practice. The design and manufacture of metal
<br />plate connected wood trusses shall comply with ANSI fP l The truss desigqn drawings shall be prepared by a registered
<br />professional where required by the statutes of the jurisdiction in which tine project is to be constructed in accordance
<br />with Section R106.1.
<br />R802.10.3 Bracing.
<br />Trusses shall be braced to prevent rotation and provide lateral stability in accordance with the requirements specified
<br />in the construction documents for the buildin an on the individu l tr s design drawings. In the absence o specific
<br />bracing requirements, trusses shall be bracedq in accordance with �PI/Hie ,
<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 resulting in the addition of load (e. ., HVYAC e uipment, water heater) that
<br />exceeds ;the desigan,Load for the truss shall not be permitted without verifica,tion that the truss is capable of supporting
<br />such additional to ding.
<br />R802.10.5 Truss to wall connection.
<br />Trusses shall be connected to wall plates by the ,use of approved connectors having a resistance to u lift of not less
<br />than 175 pounds (79,45 kg.) and shall be installed in accordance with the manufacturer?s specifications. f- or roof assemblies
<br />subject to wind upplift pressures of 20 ounds per square foot (0,958 kN/m2) or greater, as established in Table R301,2(2),
<br />act usted for height and exposure per TPable R301.2(3), see section R802.11.
<br />RN2.11 Roof tie -down.
<br />R802,11.1 Uplift resistance.
<br />hi h win lit r f n r r f N/m2) or reater shall
<br />Roof assemblies w c are subject to d up i t, pressu es o 20 you ds, pe squa e oot C0.958 k ,g,
<br />have roof rafters or trusses ttachecl to ,their supporting, wall assemblies by connections capable of providing9 the
<br />resistance required in Table R802.11. Wind uplift pressures s all be determined using an effective wind area of T00 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 panels 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 ertifi tt of inspection issued by an approved agency. Wood structural panels shall comply
<br />with the grads specified in Yable ��Oe3.2,1,1(v.
<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, good structural ppanel roof sheathing exposed to the underside may be of interior type bonded with
<br />ex erior lue identified as E osure 1.
<br />t g xp
<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 />Qpproved method of investi ation that considers th effects o� anticipated temp rature and humidity to which the
<br />tire -retardant -treated plygWood will be subjected, tie type of treatment and redrying process. The fire -retardant -treated
<br />plywood shall be graded by an approved agency.
<br />R803.2,2 Allowable spans.
<br />The maximum allowable spans for wood structural panel roof sheathing shall not exceed the values set forth in
<br />Table R503.2,1,10).
<br />R803.2.3 Installation.
<br />Wood structural panel used as roof sheathing shall be installed with joints staggered or nonstaggered in accordance with
<br />Table R602.3<1), or APA 130 for wood roof framing or with Table R804.3 for steel roof framing,
<br />R807.1 Attic access.
<br />In building9s with combustible ceiling or roof construction, an attic access opening shall be provided to attic areas that
<br />exceed 30 square feet (2.8 m2) and have a vertical height of 30 inches (762 mm) or greater.
<br />Th row h-fr med o nin shall not be less th n 22 in h in h mm 7 2 mm n shall be located in a hallwa
<br />e g a, pe g a c es by 30 c es C559 by 6 ) a d y
<br />or other readily accessible 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 s ecifications 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, sufo ect to the exceptions in
<br />S ti n 4 Fl rI t tute and Se ti n 471, Fl rl t i t th t l in n ifli tions re ared b n
<br />ec o 81,229 o da S a s c o 003 o da S a u es a a s a d sec cat be a
<br />engqin er or archite t license tq pro tice in the state of Florido, . The plansp nd spe ciFipcations includinp pthe energy c de
<br />carcugations, shall sow, In sufficient detail, all pertinent ata and features oaf the buildin and the equgipment and s�ems
<br />h r in rn in u in o limi d t: i n ri ri x ri r n m n m ri is U-va ues fe
<br />as e qo e e cl d g ut to o des,, e a e o e elope o p o e t ate a I
<br />and o° erYpe��ret�n@rtvc�aliasto'Inl9ica%etln�n or�ancs� wit �e r� uir°e ear{ 5 ci° e coc�eQuipment, equipment and systems controls
<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 Officials 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 />1, 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❑ H❑ME❑WNERCC D R� R,
<br />OPERATION OFUTHEIAIR-CONDI� ON NG SYST�MT YOUIMUSTNENSUPESTHATAREGDULARTMAINTENANCERIS PERFORMEDICIENT, AND EC❑N❑MIC
<br />YOUR AIR-CONDITIONING SYSTEM IS EQUIPPED WITH ONE OR BOTH ❑F THE FOLLOWING: 1) A DEVICE THAT WILL ALERT YOU WHEN THE
<br />C❑NDENSATI❑N DRAIN IS NOT WORKING PROPERLY, OR 2) A DEVICE THAT WILL SHUT THE SYSTEM D❑WN WHEN THE C❑NDENSATION DRAIN
<br />IS N❑T W❑RKING, TO LIMIT POTENTIAL DAMAGE TO YOUR HOME AND TO AVOID DISRUPTION ❑F SERVICE, IT IS RECOMMENDED THAT YOU
<br />ENSURE PR❑PER WORKING ❑RDER ❑F THESE DEVICES BEFORE EACH SEASON ❑F PEAK ❑PERATION.
<br />MINIMUM CATEGORY CLASSIFICATI❑N OF GLAZING
<br />HEADER SCHEDULE FOR 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 />Building
<br />widthc
<br />(feet)
<br />20
<br />28
<br />36
<br />HEADERS
<br />SUPP❑RTING
<br />SIZE
<br />Span
<br />NJd
<br />Span
<br />NJd
<br />Span
<br />NJd
<br />Roof & Ceiling 2-2
<br />X
<br />4
<br />3-6
<br />1
<br />3-2
<br />1
<br />2-10
<br />1
<br />2-2
<br />X
<br />6
<br />5-5
<br />1
<br />4-8
<br />1
<br />4-2
<br />1
<br />2-2
<br />X
<br />8
<br />6-10
<br />1
<br />5-11
<br />2
<br />5-4
<br />2
<br />2-2
<br />X
<br />10
<br />8-5
<br />2
<br />7-3
<br />2
<br />6-6
<br />2
<br />2-2
<br />X
<br />12
<br />9-9
<br />2
<br />8-5
<br />2
<br />7-6
<br />2
<br />3-2
<br />X
<br />8
<br />8-4
<br />1
<br />7-5
<br />1
<br />6-8
<br />1
<br />3-2
<br />X
<br />10
<br />10-6
<br />1
<br />9-1
<br />2
<br />6-6
<br />2
<br />3-2
<br />X
<br />12
<br />12-2
<br />2
<br />10-7
<br />2
<br />9-5
<br />2
<br />4-2
<br />X
<br />10
<br />11-8
<br />1
<br />10-6
<br />1
<br />9-5
<br />2
<br />4-2
<br />X
<br />12
<br />14-1
<br />1
<br />12-2
<br />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 />FL❑RIDA BUILDING C❑DE 2004
<br />TABLE 2304.9.1
<br />FASTENING SCHEDULE
<br />Cf1NNFCTTf1N FASTENING a.m I ❑GATT❑N
<br />Joist to sill or girder
<br />- d common
<br />3 - 3' x 0.131' nails
<br />3 - 3" 14
<br />toenail
<br />ri ging o jois
<br />- common
<br />2 - 3' x 0.131' nails
<br />"4
<br />toenai each end
<br />l
<br />' l r r h i
<br />- mm n
<br />f e n
<br />Wi r h n r h
<br />- mm n
<br />n
<br />" r i r it r
<br />- mm n
<br />in n n l
<br />ole plate to joist or blocking
<br />a o.c.
<br />3' x 0.131' nails at 8' o.c.
<br />3" 14 gage staples at 12' o.c.
<br />typical face nail
<br />Sole plate to joist or
<br />3 - 16d at 16'
<br />blocking at braced wall panel
<br />4 - 3" x 0.131' nails at 16'
<br />4- 3' 14 a e sta les er 16'
<br />r w n
<br />Top plate to stud 2 - l6d common
<br />2 - 16d common
<br />3 - 3' x 0.131' nails
<br />Cud to sole plate
<br />4 _ d common
<br />4 3' x 0.131' nails
<br />3 - 3' 14 gage staples
<br />toenail
<br />2 - 16d common
<br />3 - 3' x4 0.131' nails
<br />l
<br />end nail
<br />ouble studs
<br />d at 4' o.c.
<br />3' x 0.131' nail at 8' o.c,
<br />4 l
<br />l
<br />0, Double top plates
<br />1 d at 1 o.c
<br />3' x 0.131' nail at 12' o.c.
<br />8' staple at 12' o.c.
<br />typical face nail
<br />Double top plates
<br />114 g og
<br />12 - 3' x 0.131' nails
<br />12 - 3' 14 gage, staples
<br />i f n i
<br />i
<br />1, lockin between joists
<br />- d common
<br />or rafters to top plate
<br />3 - 3' ? 0.13V nails
<br />n i
<br />im joist to top plate
<br />d ate "4 < mm o,c.
<br />3' x 0,131' nail at 6' o.c,
<br />t n it
<br />op p a es, aps an in ersec ions
<br />- common
<br />3 - 3' x 0.131' nails
<br />3- 3' 14 e sta les
<br />f n i
<br />4. n in h r w i
<br />mm n
<br />I n
<br />el Ing ,Iois s o p a e
<br />- common
<br />5 - 3` x 0.131" nails
<br />- 4
<br />3 1 a e a e
<br />toen i
<br />on inuous ea er o s u - common oenal
<br />- common
<br />oenal
<br />eiling joists apps over partitions
<br />see Section 23d8.10.4.1 , Table 2308.10.4.1 )
<br />-
<br />3 16d common minimum, Table2308.10.4.1
<br />4 - 3" x 0.131' nails
<br />4- 4
<br />f c n i
<br />8. Ceiling joists to arallel rafters
<br />- common minimum, a e l .4.1
<br />see Section 2308,10,�1 , Table 2308,10.4.1 )
<br />4 - 3" x 0.131' nails
<br />4- " 14 i s
<br />f n it
<br />a er o e a e
<br />3- 8d common
<br />see Section 2p308.10.1 Table 2308.10.1 )
<br />-
<br />3 3" x 0.131' nails
<br />3 - 3" 14 a e sta les
<br />toenail
<br />iagona race o eat s u an p a l
<br />- common
<br />2 - 3' x 0.131' nails
<br />'
<br />n I
<br />Wi r th n x h thin h rin
<br />mM n
<br />i
<br />uI -up corner s u s
<br />16d common
<br />4' o.c.
<br />3 x 0.131 nails
<br />16' o.c,
<br />ui -up girder and beams
<br />common o.c,
<br />ace nal a op an o om
<br />3" x 0,131 nail at 24' o.c.
<br />staggered on opposite sides
<br />' 14 e e 24" c.
<br />3 ag stapl at o
<br />2 2�d common
<br />face nail at ends and at
<br />_
<br />3 3' x4 0.131' nails
<br />each splice
<br />l
<br />' n
<br />common
<br />a eat earin
<br />o ar e o ra er
<br />- common
<br />4 - 3" x 0,131' nails
<br />4- 4 t f n it
<br />ac ra er to ip
<br />- common
<br />4 - 3' x 0.131'nails
<br />-
<br />4 3" 14 gage staples
<br />toenail
<br />2 - 16d common
<br />3 - 3' x 0,131" nails
<br />3- 3' 14 at e sta les
<br />f n i
<br />0o rat er o - y ri ge eam
<br />- d common
<br />3 - 3' x 0,131' nails
<br />3 - 3" 14 gage staples
<br />toenail
<br />2 - 16d common
<br />3 3' x 0,131 nails
<br />' 4 {
<br />f n it
<br />Joist to band joist
<br />- 1 d common
<br />5 - 3' x 0.131' nails
<br />- 4
<br />i
<br />e ger s rip
<br />- common
<br />4 - 3' x 0.131' nails
<br />4 - 4
<br />face nail
<br />0o s rut ura panes an par ice oar 1 / 2 and ess
<br />6d c,l
<br />ubfloor, roof and wall sheathing (to framing):
<br />"
<br />2 3 / 8 x 0,113' nail n
<br />15 / 32 in to 19 / 32 q
<br />/ " "
<br />1 3 / 4 16 gage o
<br />8d
<br />19 32 to 3 / 4
<br />common (roof`s in
<br />110-140 mph (Exp. B)
<br />7 / 8 ' to 1'
<br />8d d or 6d e
<br />2 3 / 8 x 0,113' nail p
<br />2" 16 gage p
<br />Ingle Floor (combination subfloor-underlayment 1 1 / 8 ' to I 1 / 4 '
<br />10d d or 8d e
<br />o framing) 3 / 4 and less
<br />Gd e
<br />% "1
<br />1 1 8 't to 1 / 4 '
<br />180d d or 8d e
<br />ane si ing o raming or ess
<br />33. Fiberboard sheathing: g
<br />No. I1 gage roofing nail h
<br />6d common nail
<br />25 / 32
<br />No. 16 gage stapple i
<br />No. 11 a e r f'in nail h
<br />QQ g
<br />8d common nail
<br />4, nterior paneling
<br />3 / 8 "
<br />For SI: 1 inch = 25.4 mm.
<br />a. Common or box nails are permitted to be used except where otherwise stated.
<br />lo. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where
<br />s ans are 48 inches or more. F r n ilin f w tr t r n l n r l r i hr m
<br />p o a g o pod s uc u al pa l a d pa t c eboa d dap ag s and shear walls, refer
<br />to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
<br />c. Common or deformed shank.
<br />d. Common.
<br />e. Deformed shank.
<br />f, Corrosion -resistant siding or casing nail.
<br />g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports.
<br />h. Corrosion -resistant roofing nails with 7 / 16 -inch-diameter head and 1 1 / 4 -inch length for i / 2 -inch sheathing
<br />and 1 3/4 -inch length for 25 / 32 -inch sheathing.
<br />i. Corrosion -resistant staples with nominal 7 / 16 -inch crown and 1 1 / 8 -inch length for 1 / 2 -inch sheathing and
<br />1 1/2 -inch for 25/32 -inch sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction
<br />of the panel, unless otherwise marked).
<br />j, Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
<br />k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.
<br />1. For roof sheathing applications, 8d nails are the minimum required for wood structural panels.
<br />m. Staples shall have a minimum crown width of 7 / 16 inch.
<br />n, For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
<br />o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing
<br />and 3 inches on center at edges, 6 inches at intermediate supports for roof sheathing.
<br />p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
<br />q. For wind speed regions between 110-140 mph/Exposure B, minimum roof sheathing shall be as indicated.
<br />TABLE R301,2.1.2
<br />WIND-B❑RNE DEBRIS PR❑TECTI❑N FASTENING SCHEDULE FOR WO❑D STRUCTURAL PANELS
<br />FASTENER SPACING (in,) 1,2
<br />Panel span 2 foot panel span < 4 foot < 6 foot
<br /><= 2 ft < 4 foot panel span panel span
<br />< 6 foot < 8 foot
<br />2 #6 Wood Screw 3 16
<br />25� #8 Wood Screws 3 16
<br />Doubte-Headed Nails 4
<br />16 12 9
<br />16 12 12
<br />6 4 3
<br />SI:
<br />1 inch = 25.4 mm, 1
<br />foot = 305
<br />mm.
<br />1,
<br />This table is based
<br />on a maximum
<br />wind speed
<br />of 130 mph (5e m/s) and mean roof height of 33 feet (10 m) or less,
<br />2.
<br />Fasteners shall be
<br />installed at
<br />opposing ends of the wood structural panel.
<br />3.
<br />Where screws are
<br />attached to
<br />masonry or
<br />masonry/stucco, they shall be attached using vibration -resistant
<br />anchors having a minimum
<br />withdrawal cat acity
<br />of 490 lb (2180 kN).
<br />4,
<br />Nails shall be lOd common
<br />or 12d
<br />box double -headed
<br />nails.
<br />P'�
<br />
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