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Strong-Drive® PPSD SHEATHING-TO-CFS Screw 

Strong-Drive® PPSD SHEATHING-TO-CFS Screw

Key Features

  • Flat head with nibs for easier countersinking (models PPSD134B1214-4K and PPSDQ134B1214-4K feature underhead nibs)
  • #3 square drive (replacement bit BIT3SU-2 for Quik Guard® and BIT3S-2 for yellow zinc coating); see Driver Bits for more information
  • Fine threads
  • Pilot point
  • Head diameter meets AISI Lateral Design Standard

Applications

  • Subfloor/sheathing to cold-formed steel (#8 — maximum thickness: 54 mil / 16 ga.; #10 and #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.

Codes

Related Links

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Related Literature

Product Information Table

Model No. Length (in.) Screw Size Drive Type Head Diameter (in.) Head Type Thread Type TPI Point Size Point Type Coating/Material Packaging Quantity UPC
PPSDQ11516B-4K 1 15/16 #8 #3 Square 0.323 Flat Head Fine Threads 18 2 Pilot Point Quik Guard® Coating 4000 746056973317
PPSDQ134B1016-4K 1 3/4 #10 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Quik Guard® Coating 4000 746056959274
PPSDQ134B1214-4K 1 3/4 #12 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Quik Guard® Coating 4000 707392441724
PPSDQ3B1016-2K 3 #10 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Quik Guard® Coating 2000 746056274292
PPSDQ3B1214-2K 3 #12 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Quik Guard® Coating 2000 746056903123
PPSD11516B-4K 1 15/16 #8 #3 Square 0.323 Flat Head Fine Threads 18 2 Pilot Point Yellow-Zinc Dichromate Coating 4000 746056444893
PPSD134B1016-4K 1 3/4 #10 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Yellow-Zinc Dichromate Coating 4000 746056203643
PPSD134B1214-4K 1 3/4 #12 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Yellow-Zinc Dichromate Coating 4000 746056868637
PPSD3B1016-2K 3 #10 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Yellow-Zinc Dichromate Coating 2000 746056469797
PPSD3B1214-2K 3 #12 #3 Square 0.333 Flat Head Fine Threads 16 3 Pilot Point Yellow-Zinc Dichromate Coating 2000 746056225379

Load Tables

PPSD - Pull-Out Loads - Steel Connections

  1. Screws and connections have been tested per AISI Standard Methods S904-08 and S905-08.
  2. 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.).
  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 thickness as specified in AISI S100, Section A2.4.
  4. A minimum of three exposed screw threads are required to achieve the loads in the Table.

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 (CD = 1.0, increases to CD = 1.6 allowed where applicable).
  3. 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.)

  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 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%.
  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. 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.
  6. 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).
  7. Maximum stud spacing 24" o.c.
  8. All sheathing edges shall be attached to to framing or 1 1/2" width 33 mil blocking.
  9. 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.
  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 Shear Wall1,4,7 (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. 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.
  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 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).
  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 Standard North American Standard for Cold-Formed Steel Framing — Lateral Design 2007 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.