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Code Summarizer is a Visual Studio package Add-In designed to ease code navigation and code browsing. With Code Summarizer you see big picture and details at the same time. Vinyl lap or horizontal aluminum siding applied over a weather resistive barrier as specified in Table Brick veneer with a clear airspace as specified in Section Other approved vented claddings. Section Wood Wall Framing. Load-bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS In lieu of a grade mark, a certification of inspection issued by an approved lumber grading or inspection agency meeting the requirements of this section shall be accepted.
Approved end-jointed lumber identified by a grade mark conforming to Section Stress grading of structural log members of nonrectangular shape, as typically used in log buildings, shall be in accordance with ASTM D Such structural log members shall be identified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material , a certificate of inspection as to species and grade , issued by an approved lumber-grading or inspection agency meeting the requirements of this section, shall be permitted to be accepted.
Exception: Bearing studs not supporting floors and nonbearing studs may be utility grade lumber, provided the studs are spaced in accordance with Table Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Tables The size, height and spacing of studs shall be in accordance with Table Exception: A single top plate may be installed in stud walls , provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch-by- 6-inch by a 0.
The top plate may be omitted over lintels that are adequately tied to adjacent wall sections with steel plates or equivalent as previously described. Studs shall have full bearing on a nominal 2-by 51 mm or larger plate or sill having a width at least equal to the width of the studs. Interior load-bearing walls shall be constructed, framed and fireblocked as specified for exterior walls in accordance with Section Interior nonbearing walls shall be permitted to be constructed with 2-inch-byinch 51 mm by 76 mm studs spaced 24 inches mm on center or, when not part of a braced wall line , 2-inch-byinch 51 mm by mm flat studs spaced at 16 inches mm on center.
Interior nonbearing walls shall be capped with at least a single top plate. Interior nonbearing walls shall be fireblocked in accordance with Section Drilling and notching of studs shall be in accordance with the following: Notching. Any stud in an exterior wall or bearing partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent of a single stud width.
Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall also be doubled with no more than two successive doubled studs bored. See Figures Exception: Use of approved stud shoes is permitted when they are installed in accordance with the manufacturer's recommendations.
NOTE: Condition for exterior and bearing walls. Exception: When the entire side of the wall with the notch or cut is covered by wood structural panel sheathing. For header spans see Tables Wood structural panel box headers shall be constructed in accordance with Figure Load-bearing headers are not required in interior or exterior nonbearing walls. A single flat 2-inch-byinch 51 mm by mm member may be used as a header in interior or exterior nonbearing walls for openings up to 8 feet mm in width if the vertical distance to the parallel nailing surface above is not more than 24 inches mm.
For such nonbearing headers, no cripples or blocking are required above the header. Fireblocking shall be provided in accordance with Section Buildings shall be braced in accordance with this section. Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section For the purpose of determining the amount and location of bracing required in each story level of a building, braced wall lines shall be designated as straight lines in the building plan placed in accordance with this section.
All exterior walls parallel to a braced wall line shall be offset not more than 4 feet mm from the designated braced wall line location as shown in Figure Interior walls used as bracing shall be offset not more than 4 feet mm from a braced wall line through the interior of the building as shown in Figure Spacing of all other braced wall lines shall not exceed 25 feet. Braced wall panels shall be full-height sections of wall that shall have no vertical or horizontal offsets.
Braced wall panels shall be constructed and placed along a braced wall line in accordance with this section and the bracing methods specified in Section Braced wall panels located at exterior walls that support roof rafters or trusses including stories below top story shall have the framing members connected in accordance with one of the following:.
Braced wall lines with a length of 16 feet mm or less shall have a minimum of two braced wall panels of any length or one braced wall panel equal to 48 inches mm or more. Braced wall lines greater than 16 feet mm shall have a minimum of two braced wall panels. Only braced wall panels parallel to the braced wall line shall contribute towards the required length of bracing of that braced wall line.
Braced wall panels along an angled wall meeting the minimum length requirements of Tables Any braced wall panel on an angled wall at the end of a braced wall line shall contribute its projected length for only one of the braced wall lines at the projected corner. Exception: The length of wall bracing for dwellings in Seismic Design Categories D 0 , D 1 and D 2 with stone or masonry veneer installed per Section The total adjustment factor is the product of all applicable adjustment factors.
The adjustment factor is permitted to be 1. Wall bracing lengths are based on a soil site class "D. Method LIB shall have gypsum board fastened to at least one side with nails or screws per Table Spacing of fasteners at panel edges shall not exceed 8 inches mm. The total length of bracing required for a given wall line is the product of all applicable adjustment factors.
The top plate lap splice nailing shall be a minimum of d nails on each side of the splice. Applies to stone or masonry veneer exceeding the first story height. See Section The adjustment factor for stone or masonry veneer shall be applied to all exterior braced wall lines and all braced wall lines on the interior of the building, backing or perpendicular to and laterally supported veneered walls.
Applies to panels next to garage door opening when supporting gable end wall or roof load only. May only be used on one wall of the garage. Garage openings adjacent to a Method CS-G panel shall be provided with a header in accordance with Table A full height clear opening shall not be permitted adjacent to a Method CS-G panel. Mixing of bracing methods shall be permitted as follows: 1. Continuous sheathing methods require structural panel sheathing to be used on all sheathable surfaces on one side of a braced wall line including areas above and below openings and gable end walls and shall meet the requirements of Section Use the actual length when it is greater than or equal to the minimum length.
Maximum header height for PFH is 10 feet per Figure Maximum opening height for PFG is 10 feet per Figure For purposes of computing the required length of bracing in Tables Strap shall be installed in accordance with manufacturer's recommendations.
Where detached one-, two- or three-family dwellings in Seismic Design Categories D 0 , D 1 and D 2 have stone or masonry veneer installed in accordance with Section Cripple walls shall not be permitted, and required interior braced wall lines shall be supported on continuous foundations. Townhouses in Seismic Design Categories D 0 , D 1 and D 2 with stone or masonry veneer exceeding the first story height shall be designed in accordance with accepted engineering practice.
Hold down force is minimum allowable stress design load for connector providing uplift tie from wall framing at end of braced wall panel at the noted story to wall framing at end of braced wall panel at the story below, or to foundation or foundation wall.
Use single story hold down force where edges of braced wall panels do not align; a continuous load path to the foundation shall be maintained. Where hold down connectors from stories above align with stories below, use cumulative hold down force to size middle and bottom story hold down connectors. The length of bracing along each braced wall line shall be the greater of that required by the design wind speed and braced wall line spacing in accordance with Table Angled walls shall be permitted to be counted in accordance with Section The seismic adjustment factors in Table In no case shall the minimum total length of bracing in a braced wall line , after all adjustments have been taken be less than 48 inches total.
Braced wall panels shall be connected to floor framing or foundations as follows: 1. Braced wall panels shall be fastened to required foundations in accordance with Section Methods of bracing shall be as described in Section Braced wall panel support shall be provided as follows: 1.
Exception: Two- story buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet 15 mm provided that:.
Cripple walls shall be constructed in accordance with Section Cripple walls shall be braced with the length and method of bracing used for the wall above in accordance with Tables The distance between adjacent edges of braced wall panels shall be reduced from 20 feet mm to 14 feet mm. Where braced wall lines at interior walls are not supported on a continuous foundation below, the adjacent parallel cripple walls , where provided, shall be braced with Method WSP per Section The length of bracing required per Table Where the cripple walls do not have sufficient length to provide the required bracing, the spacing of panel edge fasteners shall be reduced to 4 inches mm on center and the required bracing length adjusted by 0.
If the required length can still not be provided, the cripple wall shall be designed in accordance with accepted engineering practice.
Where all cripple wall segments along a braced wall line do not exceed 48 inches mm in height, the cripple walls shall be permitted to be redesignated as a first story wall for purposes of determining wall bracing requirements.
Where any cripple wall segment in a braced wall line exceeds 48 inches mm in height, the entire cripple wall shall be counted as an additional story. If the cripple walls are redesignated, the stories above the redesignated story shall be counted as the second and third stories , respectively. Braced wall line sills shall be anchored to concrete or masonry foundations in accordance with Sections Plate washers, a minimum of 0.
In all buildings located in Seismic Design Categories D 0 , D 1 or D 2 , where the height of a required braced wall line that extends from foundation to floor above varies more than 4 feet mm , the braced wall line shall be constructed in accordance with the following: Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet mm in length along a line of bracing, the line shall be considered as braced.
The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate a minimum of 4 feet mm along the foundation. Anchor bolts shall be located a maximum of 1 foot and 3 feet and mm from the step in the foundation.
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