• Product Details
• Related Literature
• Product Information Table
• Load Tables
• Prescriptive Tables
• Code Reports & Compliance
• Drawings
• Related Products

PHSD (#8) Screw — (Sheet-Steel Sheathing to CFS) Nominal Shear Strength (Rn) for Wind (W) and Seismic (S) for Shearwalls¹ (lb./ft.)

1. Nominal strength shall be multiplied by the resistance factor (Φ = 0.6, LRFD Seismic, Φ = 0.65, LRFD Wind) to determine design strength or divided by the safety factor (Ω = 2.5, ASD Seismic, Ω = 2.0, ASD Wind) to determine allowable strength.
2. Screws in the field of the panel shall be installed 12" (305 mm) on center (o.c.).
3. Shearwall height-to-width aspect ratio (h/w) greater than 2:1, but not exceeding 4:1, shall be permitted provided the nominal strength values are multiplied by 2w/h.
4. Wall studs and track shall be of ASTM A1003 Structural Grade 33 (Grade 230) Type H steel for members with a designation thickness of 33 and 43 mil.
5. In lieu of blocking, panel edges shall be permitted to be overlapped and attached to each other with screw spacing as required for panel edges. Where such a connection is used, tabulated design values shall be reduced 30%.
6. Maximum stud spacing 24" o.c.
7. Blocking, if applicable, shall be a minimum 33 mil 1 1/2" width.
8. Table based on Table C2.1-1 AISI S213 Standard North American Standard for Cold-Formed Steel Framing — Lateral Design 2007 Edition with Supplement No. 1 and Commentary.

PHSD — Cold-Formed Steel Member Connection Loads, Steel to Steel

1. Screws and screw connections have been tested per AISI Standard Test Method S904 and S905. This screw is not recommended for 16 gauge and thicker steel. Provide a 1/8" diameter predrilled hole in 16 gauge and thicker steel, if this screw should be used.
2. The tabulated ASD and LRFD allowable loads for cold-formed steel (CFS) members are based on the lower of the screw strength or the strength of the screw in the connected members per AISI S100.
3. The safety factor is based on AISI S100-07.
4. The average ultimate/nominal values listed should not be used for design loads.
5. Values are based on CFS members with a minimum yield strength of F_y = 33 ksi and tensile strength of F_u = 45 ksi for 43 mil (18 ga.) to 27 mil (22 ga.), minimum yield strength of F_y = 50 ksi and F_u = 65 ksi for 54 mil (16 ga.) to 97 mil (12 ga.).
6. For design purposes, steel-sheet thicknesses are 0.0283" for 27 mil, 0.0346" for 33 mil, 0.0451" for 43 mil, 0.0566" for 54 mil, 0.0713" for 68 mil, and 0.1017" for 97 mil. The actual sheet thickness shall not be less than 95% of these design thicknesses as specified in AISI S100.
7. Screw diameters per AISI S200 General Provision Commentary Table D1.1.
8. Minimum required screw length is the lesser of 3/4" or the minimum length required for the screw to extend through the steel connection a minimum of three exposed threads per AISI S200 General Provisions Standard Section D1.3.
9. Maximum grip length for the PHSD34S0818 is 0.40". Grip length is the total connection thickness plus three protruding threads.
10. Screw head or washer diameter, d_w is 0.307".
11. The allowable load (ASD) values shown are not permitted to be increased for short-duration loads such as wind or earthquake loads.
12. The lower of the pullover and pullout allowable load should be used for tension design.
13. The tabulated shear values are based on the thinner steel member in connection. Steel thickness for both members must be in the range of 12–22 gauge.
14. See the General Load Tables for screw strength.

Code Reports & Compliance

Drawings