SPS 321.25(3)(cm)3.3. Headers greater than 6 feet in length shall be directly supported on each end by the single common stud and 2 shoulder studs. SPS 321.25(4)(4) Notching. Notching and boring of columns or posts is prohibited unless designed through structural analysis. Studs shall not be cut or bored more than 1/3 the depth of the stud, unless the stud is reinforced. SPS 321.25(5)(5) Partitions. Load-bearing partitions shall be placed over beams, girders, or other load-bearing partitions. Load-bearing partitions running at right angles to the joists shall not be offset from the main girder or walls more than the depth of the joist unless the joists are designed to carry the load. SPS 321.25(6)(a)2.2. Posts and columns shall bear directly over the middle 1/3 of a footing. SPS 321.25(6)(a)3.3. Posts and columns shall be restrained at the top and bottom to resist displacement. SPS 321.25(6)(a)4.4. All columns shall be positively attached to the beams they support using clips, straps or saddles. SPS 321.25(6)(a)5.5. Posts and columns that use a height adjustment mechanism shall have the mechanism imbedded in concrete or permanently disabled after installation. SPS 321.25(6)(b)(b) Bearing surface. Posts and columns shall have a steel bearing plate affixed to one or both ends to distribute any applied loads and to prevent fiber crushing of any structural member being supported. SPS 321.25(6)(c)(c) Steel posts or columns. Steel posts or columns shall be sized according to one of the following methods: SPS 321.25(6)(c)1.1. Manufactured columns shall follow the manufacturer’s testing and listing. SPS 321.25 NoteNote: A 3-story frame house with walls constructed of 2 x 4 standard grade studs would require a 12-inch stud spacing on the lowest level, a 24-inch stud spacing on the intermediate level, and a 24-inch stud spacing on the upper level.
SPS 321.25(6)(c)3.3. Columns made of steel stock, not meeting the requirements of subd. 1.or 2., shall follow a nationally accepted design specification or the size shall be determined through structural analysis or load testing. SPS 321.25(6)(d)(d) Wood posts or columns. Wood posts or columns shall be sized according to Table 321.25-F or the size shall be determined through structural analysis or load testing. *These tables are based on wood with a fiber bending stress of 1,000 psi. For other species with different fiber bending stresses, multiply the span by the square root of the ratio of the actual bending stress to 1,000 psi. Example: From Table 321.25-B, the allowable roof/ceiling span for a 28-foot wide house in zone 2, using two 2 x 8 header members with a 1400 psi bending stress, is 5 feet × = 5.9 feet. SPS 321.25 NoteNote: This Table is based on a modulus of elasticity or E of 1,000,000 psi and a fiber bending strength or Fb of 1,000 psi.
SPS 321.25(7)(a)(a) Foundation cripple walls shall be framed with studs at least as large as the studs above. SPS 321.25(7)(b)(b) When more than 4 feet in height, cripple walls shall be framed with studs needed for an additional floor level. SPS 321.25(7)(c)(c) Cripple walls with a stud height of less than 14 inches shall be sheathed on at least one side for its entire length with a wood structural panel that is fastened to both the top and bottom plates or the cripple walls shall be constructed of solid blocking. SPS 321.25(7)(d)(d) Cripple walls with a stud height of 14 inches or greater shall be braced in accordance with sub. (8). SPS 321.25(7)(e)(e) Cripple walls shall be fully supported by a continuous foundation. SPS 321.25(8)(a)(a) General. Dwellings using wood-framed walls shall be braced in accordance with this section. Where a building, or a 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 accepted engineering practice. SPS 321.25 NoteNote: Acceptable engineering wall bracing practices include any of the following:
SPS 321.25 Note1. The provisions under section R602.10 or R602.12 of the International Residential Code (IRC) – 2012.
SPS 321.25 Note2. Design in accordance with the engineering basis of the 2012 IRC bracing provisions, such as described in Crandell, J. and Martin, Z., “The Story Behind the 2009 IRC Wall Bracing Provisions (Part 2: New Wind Bracing Requirements),” Wood Design Focus, Forest Products Society, Peachtree Corners, GA, Spring 2009.
SPS 321.25 Note3. Installation instructions from the manufacturer of the bracing product that are compliant with s. SPS 321.02. SPS 321.25 NoteNote: For a walk-out basement where some of the walls are concrete and other walls or portions thereof are wood-framed, the Department considers a minimum 8-inch-nominal-thickness poured-in-place concrete basement wall as being equivalent in lateral load and shear resistance to any of the allowable wood-framed wall bracing materials. To determine the required bracing for a walk-out basement, first draw a rectangle around the entire floor plan and projections as if all of the walls are wood-framed. Determine the required bracing amounts per the chosen bracing material and method and then locate the bracing to meet the requirements of Figure 321.25-C. Any required braced wall panel locations that occur on a wall or portion of a wall that is actually of poured-in-place concrete construction is considered equivalent, and that amount of bracing will count towards the minimum required amount and will not need to be provided in another location on that rectangle side.
SPS 321.25(8)(b)(b) Bracing Materials and Methods. Wall bracing shall consist of the materials and methods listed in Table 321.25–G or approved alternatives capable of providing the required wind load resistance as determined in accordance with s. SPS 321.02 (1) (c). aThe interior side of all exterior walls shall be sheathed with minimum ½-inch gypsum wallboard unless otherwise permitted to be excluded by this subsection. All edges of panel-type wall bracing, except horizontal joints in GB bracing, shall be attached to framing or blocking.
bThe actual measured wall height shall include stud height and thickness of top and bottom plates. The actual wall height shall be permitted to exceed the listed nominal values by not more than 4½ inches. Tabulated bracing amounts in s. SPS 321.25 (8) (c) are based on a 10-foot nominal wall height for all bracing methods and shall be permitted to be adjusted to other nominal wall heights not exceeding 12 feet in accordance with footnotes to Table 321.25–I or Table 321.25–J. cLIB is not permitted for walls supporting a roof and two floors. Two LIB braces installed at a 60o angle from horizontal shall be permitted to be substituted for each 45o angle LIB brace.
dBracing with CS-WSP and CS-SFB shall have sheathing installed on all sheathable surfaces above, below, and between wall openings.
dShall be attached to the top and bottom plates and any intermediate studs, in one continuous length.
eEach braced panel may contain no more than one hole, having a maximum dimension of no more than ten percent of the least dimension of the panel, and confined to the middle three-fourths of the panel.
aSheathing shall extend from the top of the top plate to the bottom of the bottom plate and may be multiple sheets. All joints shall be blocked.
bInterpolation is permitted.
Figure 321.25–A
METHOD PF – PORTAL FRAME BRACE CONSTRUCTION
COMMON STUD AND
ONE OR MORE
SHOULDER STUDS
PER S. SPS 321.25 (3) (b)
NAIL SOLE PLATE TO
JOIST PER TABLE IN
CH. SPS 325
APPENDIX A
NAIL SOLE PLATE TO
JOIST PER TABLE
IN CH. SPS 325
APPENDIX A
NAIL SOLE PLATE TO
JOIST PER TABLE
IN CH. SPS 325
APPENDIX A
EXTENT OF HEADER WITH SINGLE PORTAL FRAME PANEL
NAIL SOLE PLATE TO
JOIST PER TABLE IN
CH. SPS 325
APPENDIX A
Note: Steel headers are permitted if designed by structural analysis.
Note: As shown in the above cross-section, 1/2-inch gypsum wallboard is not required on the interior side of the wall.
SPS 321.25(8)(c)(c) Bracing amount. Bracing methods and materials complying with Table 321.25–G shall be applied to walls in accordance with all of the following requirements: SPS 321.25(8)(c)1.1. For the purpose of determining bracing amounts, the outermost extents of the building plan at each floor level shall be circumscribed with a rectangle to define the overall length of each building side as shown in Figure 321.25–B. SPS 321.25(8)(c)2.2. In no case may the amount of bracing be less than two braced wall panels on walls parallel to each rectangle side for each floor level of the building. SPS 321.25(8)(c)3.3. Where used, the number of intermittent brace panels applied to walls parallel to each rectangle side shall comply with Table 321.25–I. SPS 321.25(8)(c)4.4. Where used, the total length of continuous sheathed brace panels applied to walls parallel to each building side shall comply with Table 321.25–J. SPS 321.25(8)(c)5.5. The location of brace panels applied to walls parallel to each building side shall comply with Figure 321.25–C. SPS 321.25(8)(c)6.6. Balloon-frame walls may be no longer than 21 feet and shall have a maximum height of two floors unless constructed in accordance with an approved design. Wall framing shall be continuous from the lowest floor to the wall top plate at the roof. All edges of sheathing shall be supported on and fastened to blocking or framing. Braced wall panels may not be required on the balloon-frame wall portion provided the bracing amount and brace spacing requirement are satisfied for the building side. Where brace panels are located on the balloon-frame wall portion, they shall have a height-to-width ratio of not more than 2.5:1. SPS 321.25(8)(c)7.7. For a gable end wall, if the brace-panel height does not exceed 12 feet at the highest portion and if the 12½-foot and 21-foot spacing requirements in Figure 321.25–C are met, the wall is adequately braced. Where a brace panel exceeds 12 feet in height, it shall have a height-to-width ratio of not more than 2.5:1, and comply with Figure 21.25–C. FIGURE 321.25-B
DEFINING BUILDING SIDES AND LENGTHS WITH ONE OR MORE
CIRCUMSCRIBED RECTANGLESa,b,c
(1) Basic floor plan
(2) Angled-building-side pland
(3) Angled floor plane
aEach floor plan level shall be circumscribed with one or more rectangles around the entire floor plan at the floor level under consideration as shown. When multiple rectangles are used, each side shall be braced as though it were a separate building and the bracing amount added together along the common wall where adjacent rectangles overlap or abut.
bRectangles shall surround all enclosed plan offsets and projections. Chimneys, partial height projections, and open structures, such as carports and decks, shall be excluded from the rectangle.
cEach rectangle shall have a maximum rectangle length-to-width ratio of 3:1.
dProjected contributing lengths of angled braced wall panels shall be assigned to the closest rectangle sides, as shown for the angled corner in the angled-building-side-plan shown above.
eBraced wall panels located on a common wall where angled rectangles intersect, as shown in Figure 321.25-B(3), shall have their contributing length applied towards the required length of bracing for the parallel rectangle side and its projected contributing lengths towards the adjacent angled rectangle sides. Where the common side of rectangle 2 as shown in Figure 321.25-B(3) has no physical wall, the portion shall be designed in accordance with s. SPS 321.25 (8) (a). TABLE 321.25–I
REQUIRED NUMBER OF INTERMITTENT BRACED WALL PANELS
ON WALLS PARALLEL TO EACH RECTANGLE SIDE
AT EACH FLOOR LEVELa,b,c,d,e,f, h, j
aInterpolation is permitted. Extrapolation to buildings larger than addressed in this table is prohibited.
bThis table applies to wind exposure category B. For wind exposure category C or D, multiply the number of braced wall panels required by 1.3 or 1.6, respectively.
Wind exposure category B is comprised of urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Exposure B shall be assumed unless the site meets the definition of another type exposure.
Wind exposure category C is comprised of flat, open country and grasslands with scattered obstructions, including surface undulations or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. This exposure also applies to any building located within Exposure B type terrain where the building is directly adjacent to open areas of Exposure C type terrain in any quadrant for a distance of more than 600 feet.
Wind exposure category D is comprised of flat, unobstructed areas exposed to wind flowing over open water for a distance of at least 1 mile. This exposure applies only to those buildings and other structures exposed to the wind coming from over the water. Exposure D extends inland from the shoreline a distance of 1,500 feet or 10 times the height of the building or structure, whichever is greater.
cTabulated values are based on a nominal wall height of 10 feet. For nominal wall heights other than 10 feet and not more than 12 feet, multiply the required number of brace panels by the following factors: 0.9 for 8 feet, 0.95 for 9 feet, 1.15 for 11 feet, or 1.3 for 12 feet.
dTabulated values are based on a roof with a top-of-wall-to-ridge height of 10 feet. For top-of-wall-to-ridge heights other than 10 feet, multiply the required number of brace panels by the following factors for each floor level support condition:
Roof only – 0.7 for 5 feet, 1.3 for 15 feet, or 1.6 for 20 feet
Roof + 1 Floor – 0.85 for 5 feet, 1.15 for 15 feet, or 1.3 for 20 feet
Roof + 2 Floors – 0.9 for 5 feet or 1.1 for 15 feet.
