Quik Drive® Collated Screws – General Load Tables
Screw Strength

- Table based on testing per AISI Standard Test Method S904-08.
- Factor of Safety (Ω), and Resistance Factor (φ) are determined per AISI S100-07 Section F1.
- Pss and Pts are nominal shear strength and nominal tension strength values for the screw, respectively, and are also known as the average (ultimate) values of all tests; determined by independent laboratory testing.
Quik Drive DWF and DWFSD Screws
Nominal Shear Strength (Rn) for Wind and Seismic Loads Shear Walls (Wind and Seismic Loads) Faced with 1/2" Gypsum Board (lbs/ft)

- 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.
- For gypsum sheathed shear walls, tabulated values shall be applicable for short-term load duration only (wind or seismic loads).
- Gypsum board shall comply with ASTM C1396.
- Gypsum Board shall be applied horizontal with 33 mil strap blocking of 1 1/2" width, In addition, solid blocking is required between the first two end studs. Alternatively, sheets may be applied vertically or values can be multiplied by 0.35.
- . Studs and track shall be a minimum thickness of 33 mils.
- Table based on Table C2.1-1 AISI Standard North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary.
Quik Drive PHSD (#10) Screws
PHSD (#8) Screw – (Sheet Steel Sheathing-to-CFS) Nominal Shear Strength (Rn) for Wind (W) and Seismic (S) for Shear Walls1 (lb./ft.)

- 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.
- Screws in the field of the panel shall be installed 12" (305 mm) on center (o.c.).
- Shear wall 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.
- Wall studs and track shall be of ASTM A1003 Stuctural Grade 33 (Grade 230) Type H steel for members with a designation thickness of 33 and 43 mils.
- 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%.
- Maximum stud spacing 24" o.c.
- Blocking, if applicable, shall be a minimum 33 mil 1 1/2" width. 8. Table based on Table C2.1-3 AISI Standard "North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary".
- Table based on Table C2.1-1 AISI Standard North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary.
Quik Drive FPHSD (#10) Screws
FPHSD (#10) Screw – (Sheet Steel Sheathing-to-CFS) Nominal Shear Strength (Rn) for Wind (W) and Seismic (S) for Shear Walls1 (lb./ft.)

- 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.
- Screws in the field of the panel shall be installed 12" (305 mm) on center (o.c.).
- Shear wall 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.
- Wall studs and track shall be of ASTM A1003 Stuctural Grade 33 (Grade 230) Type H steel for members with a designation thickness of 33 and 43 mils.
- 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%.
- Maximum stud spacing 24" o.c.
- Blocking, if applicable, shall be a minimum 33 mil 1 1/2" width. 8. Table based on Table C2.1-3 AISI Standard "North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary".
- Table based on Table C2.1-1 AISI Standard North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary.