SPS 321.22(5)(a)1.1. Notches located in the top or bottom of floor joists shall not have a depth exceeding
1
/6 the depth of the joist, shall not have a length exceeding
1/3 the joist depth nor be located in the middle
1/3 of the span of the joist.
SPS 321.22(5)(a)2.
2. Where floor joists are notched on the ends, the notch shall not exceed
¼ the depth of the joist. Notches over supports may extend the full bearing width of the support.
SPS 321.22(5)(b)1.1. `General.' A hole may not be bored in a floor joist within 2 inches of a notch or another hole. In no case shall the distance between adjacent holes be less than the diameter of the larger hole.
SPS 321.22(5)(b)2.
2. `Holes near the edge.' Holes bored in the top or bottom 2 inches of a joist shall follow the limitations for notching under par.
(a).
SPS 321.22(5)(b)3.
3. `Other holes.' Holes bored in floor joists that are not within 2 inches of the top or bottom of the joist shall have their diameter limited to
1/3 the depth of the joist.
SPS 321.22(5)(c)
(c) Engineered wood products. Notching or boring of engineered wood products shall be done in accordance with the manufacturer's instructions provided those instructions were developed through structural analysis or product testing.
SPS 321.22(6)(a)(a)
General. Except as provided in pars.
(b) and
(c), a floor joist overhang shall be cantilevered beyond the outer edge of the supporting wall below it by no more than the actual depth of the joist or shall be designed through structural analysis in accordance with s.
SPS 321.02 (3).
SPS 321.22(6)(b)
(b) Joist overhangs parallel to the main floor framing system. Joist overhangs that are extensions of, and parallel to, the main floor framing system may extend beyond the depth of the joist without structural analysis provided they meet all of the following conditions:
SPS 321.22(6)(b)1.
1. The overhang is cantilevered no more than 2 feet beyond the outer edge of the supporting wall below it.
SPS 321.22(6)(b)2.a.a. The overhang supports a uniform load limited to the weight of the bearing wall and the tributary roof area above it.
SPS 321.22(6)(b)2.b.
b. The tributary length of the roof area, excluding the eave overhang, is no more than 2 feet greater than the actual length of the joist directly below.
SPS 321.22 Note
Note: The tributary length is usually half the span of the joist or rafter.
SPS 321.22(6)(b)3.
3. The joist overhang does not support any concentrated loads. For the purposes of this subsection, a framed opening in the wall with a rough opening of 4 feet or less shall be considered uniform loading.
SPS 321.22(6)(b)4.b.
b. The doubled joist length extends inward beyond the inner edge of the supporting wall by the same distance as the cantilever.
SPS 321.22(6)(b)4.c.
c. The added joist member is secured to the main joist as stated in the nailing schedule in ch.
SPS 325 Appendix A, under the heading for “floor framing, built-up girder and beams, top loaded".
SPS 321.22(6)(c)
(c) Joist overhangs perpendicular to the main floor framing system. Joist overhangs that are perpendicular to the main floor framing system, or lookout joists, may extend beyond the depth of the joist without structural analysis provided they meet all of the following conditions:
SPS 321.22(6)(c)1.
1. The joist overhang is cantilevered no more than 2 feet beyond the outer edge of the supporting wall below it.
SPS 321.22(6)(c)2.b.
b. The double floor joist is located a distance of at least 2 times the cantilever length inward from the outer edge of the supporting wall below.
SPS 321.22(6)(c)3.
3. The joist overhang supports no more than either a non-bearing wall or a wall that supports only a roof which spans no more than the floor overhang cantilever length plus the eave overhang.
SPS 321.22(6)(d)
(d) All overhangs longer than the depth of the supporting joist that do not meet all of the conditions under par.
(b) or
(c) shall be designed through structural analysis.
SPS 321.22(7)
(7)
Floor openings. Trimmers and headers shall be doubled when the span of the header exceeds 4 feet. Headers which span more than 6 feet shall have the ends supported by joist hangers or framing anchors, unless the ends are supported on a partition or beam. Tail joists (joists which frame into headers) more than 8 feet long shall be supported on metal framing anchors or on ledger strips of at least 2 inches by 2 inches nominal.
1This table is based upon wood with a fiber bending stress of 1,000 psi. Two acceptable wood beam selections are listed for each loading condition.
2Two acceptable steel beam selections are listed for each loading condition. The first entry is the most economical selection based upon beam weight.
3Wood main beams or girders may be built up from nominal 2-inch members. The 2-inch members shall be laid on edge and fastened together with a double row of common nails not less than 3½-inches in length. Nails shall be spaced not more than 18 inches apart in each row with the end nails placed 4 inches to 6 inches from the end of each piece. Where built-up beams are employed over a single span, the length of each individual piece used to fabricate the beam shall equal the length of the beam.
- See PDF for table 
1This table provides maximum allowable spans in feet and inches for main beams or girders which are built-up from nominal 2-inch members.
2Fiber bending stress for various species and grades of wood is given in Appendix A321.
3The 2-inch members shall be laid on edge and fastened together with a double row of common nails not less than 3½-inches in length. Nails shall be spaced not more than 18 inches apart in each row with the end nails placed 4 inches to 6 inches from the end of each piece.
4Where built-up wood beams are employed over a single span, the length of each individual piece used to fabricate the beam shall equal the length of the beam.
5Where built-up wood beams are continued over more than one span and where lengths of individual pieces are less than the total length of the complete beam, butt joints shall be located over supports or within 6 inches of the quarter points of the clear span. Where located near the quarter points, the joints in built-up beams shall be separated by at least one lamination and shall not exceed the beam width.
SPS 321.22(8)(a)
(a) Plywood sheathing. Plywood sheathing used for floors shall be limited to the allowable loads and spans shown in Table 321.22-B.
SPS 321.22(8)(c)
(c) Combination subfloor-underlayment. Combination subfloor-underlayment shall be installed in accordance with Table 321.22-D.
SPS 321.22(8)(d)
(d) Floor boards. Where wood boards are used for floor sheathing, the boards shall comply with the minimum thicknesses shown in Table 321.22-E.
SPS 321.22(8)(e)
(e) Planks. Planks shall be tongue and groove or splined and at least 2 inches, nominal, in thickness. Planks shall terminate over beams unless the joints are end matched. The planks shall be laid so that no continuous line of joints will occur except at points of support. Planks shall be nailed to each beam.
SPS 321.22(9)(a)(a)
Sawn lumber. Bridging shall be provided for sawn lumber framing at intervals not exceeding 8 feet where the nominal depth to thickness ratio is greater than 4 to 1.
SPS 321.22 Note
Note: This 4:1 ratio means bridging is required for wood-framed floors having nominal 2X10 or deeper solid-sawn-lumber joists, to provide restraint against rotation or lateral displacement.
SPS 321.22(9)(b)
(b)
Engineered products. Bridging shall be provided for engineered framing products in accordance with the manufacturer's recommendations.
SPS 321.22 Note
Note: See s.
SPS 321.18 (1) (d) for further requirements relating to floor framing, including for bridging or blocking of floor framing to provide lateral support to the top of foundation walls.
SPS 321.22(10)
(10)
Sill plates. All of the following requirements apply to a sawn-lumber sill plate with uniform loading that is partially extended beyond the load-bearing surface of a foundation wall in order to put the exterior surface of an upper-lying wall flush with or beyond the exterior surface of insulation that is placed on the outside of the foundation wall:
SPS 321.22(10)(a)
(a) The center of any anchor bolt shall be set back from the side edge of the sill plate by a distance of at least 4 times the diameter of the bolt.
SPS 321.22(10)(b)
(b) The thickness of the concrete or mortar cover around any anchor bolt shall comply with ACI 318 section 7.7.
SPS 321.22 Note
Note: Under ACI 318 section 7.7, the minimum cover for a 5/8-inch-diameter or smaller bolt is 1 1/2 inches.
SPS 321.22(10)(c)
(c) With wood floor joists that are parallel to the foundation wall, the sill plate may not extend beyond the load-bearing surface of the wall by more than one-half of the nominal thickness of the joist that bears on the sill plate.
SPS 321.22 Note
Note: As used throughout this chapter and in the standards that the chapter incorporates by reference, the shorter side of the cross-sectional area of a wood member is the thickness of the member. The longer side of the cross-sectional area is the depth, when the longer side is vertical; and it is the width when the longer side is horizontal.
SPS 321.22 Note
Note: Under sub. (6), wood floor joists that are perpendicular to the foundation wall can extend beyond the foundation wall by a distance of up to the depth of the joist.
SPS 321.22 History
History: Cr.
Register, November, 1979, No. 287, eff. 6-1-80; am. (1) and cr. (1m),
Register, February, 1985, No. 350, eff. 3-1-85; renum. (8) (c) and (d) to be (8) (d) and (e) and am. (8) (d), renum. Table 21.22-A and D to be Table 21.22 A1 and E, cr. (8) (c), Table 21.22 A2, r. and recr. Tables 21.22 B and C,
Register, January, 1989, No. 397, eff. 2-1-89; am. (2), (4), (5), (6) and (9), r. and recr. Table 21.22-A2,
Register, March, 1992, No. 435, eff. 4-1-92; am. (5) (b) and cr. (5) (c), Table 21.22-A1, r. Table 21.22-A,
Register, November, 1995, No. 479, eff. 12-1-95; r. and recr. (9),
Register, January, 1999, No. 517, eff. 2-1-99; r. and recr. (1m), (4), and (5) (b),
Register, March, 2001, No. 543, eff. 4-1-01;
CR 02-077: am. (5) (b) 1., r. and recr. (6)
Register May 2003 No. 569, eff. 8-1-03;
CR 08-043: r. and recr. (1), r. (1m), (8) (b) and Table 21.22-C, renum. (3) (intro.), (a) and (b) to be (3) (a), (b) and (c), cr. (3) (d)
Register March 2009 No. 639, eff. 4-1-09; correction in (1) (a) 1., (3) (a), (6) (a), (8) (a), (c), (d), Table 321.22-A2 made under s.
13.92 (4) (b) 7., Stats.,
Register December 2011 No. 672;
CR 15-041: cr. (10)
Register December 2015 No. 720, eff. 1-1-16;
CR 15-043: am. (6) (b) 4. c.
Register December 2015 No. 720, eff. 1-1-16.
SPS 321.225(1)
(1) Decks attached to dwellings and any detached decks that serve an exit shall comply with the applicable provisions of subchs.
II to
X of ch. SPS 321, including all of the following:
SPS 321.225 History
History: Cr.
Register, March, 1992, No. 435, eff. 4-1-92; correction in (1) to (6) made under s.
13.92 (4) (b) 7., Stats.,
Register December 2011 No. 672;
CR 15-043: Renum. to (1) and am., cr. (2)
Register December 2015 No. 720, eff. 1-1-16.
SPS 321.23(1)(1)
Live and dead loads. All walls shall support all superimposed vertical dead loads and live loads from floors and roofs.
SPS 321.23(2)
(2)
Horizontal wind load. Walls shall be designed to withstand a horizontal wind pressure of at least 20 pounds per square foot applied to the vertical projection of that portion of the dwelling above grade. No wind load reduction shall be permitted for the shielding effect of other buildings.
SPS 321.23 History
History: Cr.
Register, November, 1979, No. 287, eff. 6-1-80.
SPS 321.24(1)(1)
General. The exterior walls shall be covered with a permanent weather resistant finish.
SPS 321.24(2)
(2)
During construction. During construction, wall cavity insulation may not be installed until a water-resistant covering is in place over the wall cavity and windows, doors and a roof with at least underlayment are installed.
SPS 321.24 Note
Note: An example of acceptable water-resistant covering for a wall is foam sheathing with permanently taped joints.
SPS 321.24(3)(a)(a) Corrosion-resistant flashing shall be installed in the exterior wall to prevent water from entering the wall cavity or coming in contact with the structural framing components.
SPS 321.24(3)(b)
(b) The flashing shall extend to the surface of the exterior wall finish and prevent water from reentering the exterior wall.
SPS 321.24(3)(c)1.1. Any joints between 2 pieces of flashing that form a vertical joint shall be lapped a minimum of 6 inches and sealed.
SPS 321.24(3)(c)2.
2. Any joints between 2 pieces of flashing that form a horizontal joint shall be lapped a minimum of 2 inches and sealed unless otherwise specified by the flashing manufacturer.
SPS 321.24(3)(c)3.
3. Sealants used for flashing shall be exterior grade and shall be compatible with the materials being sealed.
SPS 321.24(3)(d)
(d) Flashing shall be provided at all of the following locations:
SPS 321.24(3)(d)1.
1. At the top of all exterior door and window openings, unless using self-flashing windows that provide at least one inch of flashing around the opening, including the corners.
SPS 321.24(3)(d)2.
2. At the intersection of chimneys or other masonry construction with frame walls.
