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Quik Drive® Collated Screws – General Load Tables

Screw Strength

quikdrive-general-screw-strength
  1. Table based on testing per AISI Standard Test Method S904-08.
  2. Factor of Safety (Ω), and Resistance Factor (φ) are determined per AISI S100-07 Section F1.
  3. 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)

DWF-DWFSD-shear-strength-shearwalls-with-gypsum
  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. For gypsum sheathed shear walls, tabulated values shall be applicable for short-term load duration only (wind or seismic loads).
  3. Gypsum board shall comply with ASTM C1396.
  4. 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.
  5. . Studs and track shall be a minimum thickness of 33 mils.
  6. 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.)

PHSD-shearwall-loads
  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. 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.
  4. 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.
  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 C2.1-3 AISI Standard "North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary".
  8. 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.)

FPHSD-shearwall-loads
  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. 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.
  4. 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.
  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 C2.1-3 AISI Standard "North American Standard for Cold-Form Steel Framing-Lateral Design 2007 Edition with Supplement No. 1 and Commentary".
  8. 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.