Strong-Drive® PPSD SHEATHING-TO-CFS Screw (Collated)

PPSD — Pull-Out Loads — Steel Connections

1. Screws and connections have been tested per AISI Standard Methods S904-13 and S905-13.
2. Values are based on cold-formed steel (CFS) members with a minimum yield strength, F_y of 33 ksi and minimum tensile strength, F_u of 45 ksi for 43 mil (18 ga.) to 27 mil (22 ga.), and a minimum yield strength, F_y of 50 ksi and minimum tensile strength, F_u of 65 ksi for 54 mil (16 ga.) to 97 mil (12 ga.).
3. 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 thicknesses as specified in AISI S100-12.
4. A minimum of three exposed screw threads are required to achieve the loads in the Table.
5. PPSDQxxx models have Quik Guard® coating; PPSDxxx models have yellow zinc coating.

PPSD — Pull-Through Loads — Rated Sheathing Panels

1. The tabulated values are based on testing per AC233.
2. ASD pull-through loads based on a factor of safety of five applied to the nominal strength value (C_D = 1.0, increases to C_D = 1.6 allowed where applicable).
3. LRFD load based on adjustment of ASD load per NDS 2018, Appendix N using K_F = 3.32, Φ_z = 0.65, and λ = 1.0.
4. PPSDQxxx models have Quik Guard coating; PPSDxxx models have yellow zinc coating.

PPSD, CBSDQ, FHSD, WSFLRV Screw¹¹ — Nominal Shear Strength (Rn) for Wind and Other In-Plane Loads for Shearwall (lb./ft.)

1. 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.
2. Screws in the field of the panel shall be installed 12" (305 mm) on center (o.c.).
3. Where fully blocked gypsum board is applied to the opposite side of this assembly, per Table C2.1-2 AISI S213 Standard North American Standard for Cold-Formed Steel Framing — Lateral Design 2018 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%.
4. 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.
5. Shearwall 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.
6. For wood structural panel sheathed shearwalls, tabulated R_n 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 shearwalls shall be multiplied by 0.63 (normal) or 0.56 (permanent).
7. Maximum stud spacing 24" o.c.
8. All sheathing edges shall be attached to framing or 1 1/2" width 33 mil blocking.
9. Table based on Table C2.1-1 AISI S213 Standard North American Standard for Cold-Formed Steel Framing — Lateral Design 2018 Edition with Supplement No. 1 and Commentary.
10. See General Load Table for screw strength.
11. #8 screws — PPSD, CBSDQ, FHSD, WSFLRV. #10 screws — FHSD.
12. 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 Shearwall (lb./ft.)

1. 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.
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 shear strength is multiplied by 2w/h.
4. 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.
5. Substitution of a stud or track of a different designation thickness is not permitted.
6. 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.
7. For wood structural panel sheathed shearwalls, tabulated R_n 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 shearwalls shall be multiplied by 0.63 (normal) or 0.56 (permanent).
8. Maximum stud spacing 24" o.c.
9. All sheathing edges shall be attached to framing or 1 1/2" width 33 mil blocking.
10. Table based on Table C2.1-3 AISI S213 Standard North American Standard for Cold-Formed Steel Framing — Lateral Design 2018 Edition with Supplement No. 1 and Commentary.
11. See General Load Table for screw strength.
12. #8 screws — PPSD, CBSDQ, FHSD, WSFLRV. #10 screws — FHSD.

Code Reports & Compliance

Drawings