Tag: AISI S Code Update: Revisions Finalized for the IRC. This blog post continues our series on the final results of the ICC. AISI S/S DISCLAIMER The material contained herein has been developed by the American Iron and Steel Institute (AISI) Committee on Framing . the AISI Prescriptive Method (AISI S w/S). The loads, load combinations, and other design parameters used to develop the provisions in the AISI.
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This aixi prescribes construction requirements for buildings in which all exterior walls above the foundation are of light-framed construction using wood or cold-formed steel framing members and where the building meets the parameters and requirements of Chapter 1. Except as otherwise noted herein, interior walls and partitions may be of either wood or cold-formed steel framing. Light-framed construction shall be in aisj with Section Fasteners and connectors shall be in accordance with Section Foundations shall be in accordance with Section Slab-on-grade floor systems shall be in accordance with Section Wood structural panel wall sheathing or siding shall be permitted to be in accordance with Section Open structures or portions of structures shall be in accordance with Section Roof sheathing attachment in wood light-framed construction shall be in accordance with Section The construction of one- and two-family dwellings in high wind areas shall comply with Section A continuous load path between footings, foundation walls, floors, studs and roof framing shall be provided.
Connectors and fasteners shall meet the requirements of Section in addition to the requirements of the standards referenced in Section Connectors resisting uplift of the roof framing shall be fastened to the top plate aosi the same side of the wall as the top-plate-to-wall uplift connection.
Fasteners and connectors that are exposed directly to the weather in areas within 3, feet m of a saltwater e230 or subject to salt corrosion as determined by the building official, or in contact with treated xisi, shall comply s2330 Sections Screws, bolts and nails shall be corrosion resistant by coating, galvanization or composition stainless steel, nonferrous metal or other suitable corrosion-resistant material.
AISI Publishes Standard for Cold-Formed Steel Framing
Ss230 resistance exhibiting not more than 5-percent red rust after hours exposure in accordance with ASTM B Corrosion resistance exhibiting not more than 5-percent red rust after hours exposure for nails, hours for roof tile fasteners or hours exposure for other carbon steel fasteners in accordance with ASTM G85Annex 5.
Permitted only where ultimate design wind speeds do not exceed mph and the structure does not exceed two stories in height.
Required foundation weight need not be evaluated for the aisii and wind direction noted, if there are no vertical offsets and roof framing between rectangles. Building length shall be equal to or greater than that shown in the tables. Roof and floor framing shall span in the same direction. Uplift loads account for a maximum 2-foot roof overhang. Inclusion of 1 st floor tributary dead load shall be permitted. All exterior walls, bearing walls, interior shearwalls, columns and piers shall be supported on foundations meeting the requirements of the International Residential Code and this chapter.
Reinforcement shown is for uplift forces only. Other reinforcement shall be provided as required in Chapter 4 of the International Residential Code. Continuous foundations conforming to Section The size of continuous foundations shall be iasi required to meet the minimum requirements of the International Residential Code and the minimum size specified in Table 1.
In addition, the continuous foundation shall be sized so that the foundation weight per foot plf is not less than the minimum required foundation weight per foot plf specified in Table 2. For a rectangular building plan, required foundation weight per foot shall be evaluated for each horizontal direction; the largest required foundation weight per foot shall be used.
For a nonrectangular building plan, the minimum required foundation weight per foot shall be evaluated for each rectangle in each horizontal direction and the largest required foundation weight per foot shall be used.
The following need not be evaluated to determine minimum foundation weight per foot in accordance with Figure 1. The provided foundation weight per foot plf shall be determined by one of the following methods:. In accordance with Table 3. An approved itemized calculation of the foundation weight per linear foot including the weight of the foundation, tributary slab-on-grade, plus the weight of any soil mobilized by the uplift of the foundation. Masonry materials and construction shall be in accordance with Section Concrete materials and construction shall be in accordance with Section Where figures show masonry units for walls, concrete walls shall be permitted.
Where the nominal dimension of 8 inches inch mm is used for masonry units, the equivalent dimensions for concrete walls shall be permitted to be 7. Footings for stemwall foundations shall be reinforced with two No. Stemwalls shall extend no more than 3 feet mm above the finish grade and shall be constructed in accordance with Section As permitted by Section Stemwalls illustrated in Figures 23 and 4 shall be constructed with minimum 8-inch-nominal mm concrete or concrete masonry and shall comply with the following:.
AISI Publishes S Standard for Cold-Formed Steel Framing
An 8-inch by 8-inch mm by mm concrete or CMU bond beam with one No. Reinforcing shall be continuous at corners using corner bars or bending; minimum lap is 25 inches mm.
Vertical reinforcement consisting of one No. Vertical reinforcement shall terminate in the bond beam with a standard hook. Footing dowel bars embedded a minimum of 6 inches mm into the footing shall be provided for all required vertical reinforcement.
Dowels shall lap wall reinforcing a minimum of 25 inches mm. All footing dowel bars shall have a standard degree 1. Stemwalls illustrated in Figures 5a5b and 5c shall be constructed with a minimum 6-inch mm hollow clay brick or minimum 3-inch 76 mm solid clay brick and minimum 4-inch mm hollow concrete masonry unit in accordance with Figure 5a5b or 5c and shall comply with the following:. Use shall be limited to design wind speeds not greater than miles per hour Shear in the plane of the wall.
Lateral load perpendicular to the plane of the wall. Shear wall overturning hold-down loads. For the foundation wall systems illustrated in Figures 5a5b and 5cgalvanized or stainless steel straps shall be nailed to a minimum double 2-inch by 6-inch Strap spacing shall not exceed 3 feet mm on center, except that two straps may be provided at pier spacing not exceeding 6 feet mm on center.
See Figures 5a5b and 5c for additional detailing requirements. Where anchor bolts are used to transfer uplift from wood frame construction to the foundation, anchor bolts shall have a minimum 3-inch by 3-inch by 0. Stemwall foundations with a slab-on-grade shall meet the wall-to-foundation anchorage requirements specified in Section Required interior stemwall foundations shall be the same as for exterior walls.
Interior monolithic slab-on-grade foundations may be used with exterior stemwall foundations. Concrete slabs and footings shall be poured as a monolithic unit. The minimum reinforcing requirements for exterior footings for uplift resistance shall be two No. The outer bar of foundation reinforcing shall be continuous around corners using corner bars or by bending the bar.
Minimum bar lap shall be 25 inches mm. Where anchor bolts are used for required anchorage of wood frame construction, anchor bolts shall have a minimum 3-inch by 3-inch by 0. Standard cut washers shall be permitted for cold-formed steel framing with standard hole sizes.
Under slabs, required continuous interior footings shall be the width, Wand thickness, Trequired by Section Post-tensioned slab-on-grade floor systems designed by a registered design professional in accordance with PTI Design of Post-Tensioned Slabs on Ground shall be permitted.
Piles supporting structures shall be designed by a registered engineer or architect.
Girders, including connections to piles, shall be designed by a registered engineer or architect. Tabulated required connection capacities are allowable stress design loads.
Except as specifically provided in Section Inset porches, in accordance with Figure 1shall be permitted in accordance with the aixi in Figures 2 through 4. The uplift connection capacities at this inset porch shall be not less than required by Table The uplift connection type and location shall be as indicated in Figures 2 through 4.
As an alternative to the blocking panel shown in Figure 3a blocking panel designed to resist the lateral wind loads for the roof diaphragm in accordance with the AWC WFCM shall be permitted. Ring-shank nails shall have a minimum bending yield strength of ksi Not less than 0.
Ring diameter shall be not less than 0.
The connectors are shown for illustrative purposes only. The illustration of the connectors is not intended s203 endorse any connector manufacturer. In order to choose the appropriate connector, please check with the connector manufacturer. The provided foundation weight per foot plf shall be determined by one of the following methods: Shear in the plane of the wall; 2.
Lateral load perpendicular to the plane of the wall; 3.
Uplift loads; and 4. C NP NP NP NP. This standard contains figures showing connectors. Solid or hollow masonry stem wall. Monolithic exterior slab-on-grade footing. Monolithic interior slab-on-grade footing.
Stem wall with slab on grade. Stem wall with light-framed 1 st floor b. TYPE 1 Required connection capacity a lb.