#3 square drive (driver bit in each box; use replacement bit model BIT3SU for Quik Guard® and BIT3S for yellow zinc coating)
Fine threads
Pilot point
Quik Guard and yellow zinc coating
Curved collation
#8 and #10 screws meet minimum head diameter requirement per AISI S213-07, Lateral Design Standard
This screw is also available in bulk for hand-drive installation
Applications
Subfloor/sheathing to cold-formed steel, (#8 — maximum thickness: 54 mil / 16 ga., #10, #12 — maximum thickness: 97 mil / 12 ga.)
Warning
Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, use this product in dry, interior, and noncorrosive environments only.
These coated fasteners possess a level of corrosion resistance that makes them suitable for use in some exterior and corrosive environments and with some preservative-treated woods. For applications in higher-exposure applications, consider type-300 series stainless-steel fasteners for superior corrosion resistance. See additional important information before selecting a fastener for a specific application.
Load Tables
PPSD - Pull-Out Loads - Steel Connections
Screws and connections have been tested per AISI Standard Methods S904-08 and S905-08.
Values are based on cold-formed steel (CFS) members with a minimum yield strength, Fy of 33 ksi and minimum tensile strength, Fu of 45 ksi for 43 mil (18 ga.) to 27 mil (22 ga.), and a minimum yield strength, Fy of 50 ksi and minimum tensile strength, Fu of 65 ksi for 54 mil (16 ga.) to 97 mil (12 ga.).
For design purposes, steel sheet thicknesses are 0.0283" for 27 mil (22 ga.), 0.0346" for 33 mil (20 ga.), 0.0451" for 43 mil (18 ga.), 0.0566" for 54 mil (16 ga.), 0.0713" for 68 mil (14 ga.) and 0.1017" for 97 mil (12 ga.). The actual sheet thickness shall not be less than 95% of these design thickness as specified in AISI S100, Section A2.4.
A minimum of three exposed screw threads are required to achieve the loads in the Table.
The tabulated values are based on testing per AC233.
ASD pull-through loads based on a factor of safety of five applied to the nominal strength value (CD = 1.0, increases to CD = 1.6 allowed where applicable).
LRFD load based on adjustment of ASD load per NDS 2012, Appendix N using KF = 3.32, Φζ = 0.65, and λ =1.0.
PPSD, CBSDQ, FHSD, WSFLRV Screw11 – Nominal Shear Strength (Rn) for Wind and Other In-Plane Loads for Shear Wall1,4,6 (lb./ft.)
Nominal strength shall be multiplied by the resistance factor (Φ = 0.65) to determine the design strength or divided by the safety factor (Ω = 2.0) to determine the allowable strength.
Screws in the field of the panel shall be installed 12" (305 mm) on center (o.c.).
Where fully blocked gypsum board is applied to the opposite side of this assembly, per Table C2.1-2 AISI Standard North American Standard for Cold-Formed Steel Framing – Lateral Design 2007 Edition with Supplement No. 1 and Commentary with screw spacing at 7" (178 mm) o.c. edge and 7" (178 mm) o.c. field, these nominal strengths are permitted to be increased by 30%.
For walls with material of the same type and nominal strength applied to opposite faces of the same wall, the available strength of material of same capacity is cumulative. Where the material nominal strengths are not equal, the available strength shall be either two times the available strength of the material with the smaller value or shall be taken as the value of the stronger side, whichever is greater. Summing the available strengths of dissimilar material applied to opposite faces or to the same wall line is not allowed.
Shear wall height to width aspect ratio (h/w) greater than 2:1, but not exceeding 4:1, shall be permitted provided the nominal shear strength is multiplied by 2w/h.
For wood structural panel sheathed shear walls, tabulated Rn values shall be applicable for short-term load duration (wind loads). For other in-plane lateral loads of normal or permanent load duration as defined by the AWC NDS, the values in the table above for wood structural panel sheathed shear walls shall be multipliedby 0.63 (normal) or 0.56 (permanent).
Maximum stud spacing 24" o.c.
All sheathing edges shall be attached to to framing or 1 1/2" width 33 mil blocking.
Table based on Table C2.1-1 AISI Standard North American Standard for Cold-Form Steel Framing — LateralDesign 2007 Edition with Supplement No. 1 and Commentary.
Stud, track and blocking (if applicable) shall be a minimum of 33 mil.
PPSD, CBSDQ, FHSD, WSFLRV Screw12 – Nominal Shear Strength (Rn) for Seismic and Other In-Plane Loads for Shear Wall1,4,7 (lb./ft.)
Nominal strength shall be multiplied by the resistance factor (Φ = 0.60) to determine the design strength or divided by the safety factor (Ω = 2.5) to determine the 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 shear strength is multiplied by 2w/h.
For walls with material of the same type and nominal strength applied to opposite faces of the same wall, the available strength of material of same capacity is cumulative. Where the material nominal strengths are not equal, the available strength shall be either two times the available strength of the material with the smaller value or shall be taken as the value of the stronger side, whichever is greater. Summing the available strengths of dissimilar material applied to opposite faces or to the same wall line is not allowed.
Substitution of a stud or track of a different designation thickness is not permitted.
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, and A1003 Structural Grade 50 (Grade 340) Type H steel for members with a designation thickness equal to greater than 54 mil.
For wood structural panel sheathed shear walls, tabulated Rn values shall be applicable for short-term load duration (seismic loads). For other in-plane lateral loads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above for wood structural panel sheathed shear walls shall be multiplied by 0.63 (normal) or 0.56 (permanent).
Maximum stud spacing 24" o.c.
All sheathing edges shall be attached to framing or 1 1/2" width 33 mil blocking.
Table based on Table C2.1-3 AISI Standard North American Standard for Cold-Formed Steel Framing — Lateral Design 2007 Edition with Supplement No. 1 and Commentary.
