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S/LTT, S/DTT and HTT Tension Ties

S/LTT, S/DTT and HTT

The HTT is a single-piece formed tension tie — no rivets, and a 4-ply formed seat. No washers are required.

S/DTT2Z tension tie is suitable for lighter-duty hold-down applications on single or back-to-back studs, and installed easily with #14 self-drilling screws.

The HTT, S/DTT and S/LTT tension ties are ideal for retrofit or new construction projects. They provide high-strength, post-pour, concrete-to-steel connections.

Material

  • HTT — 111 mil (11 ga.); DTT1Z, S/DTT2Z — 68 mil (14 ga.); S/LTT20B — strap: 97 mil (12 ga.), plate: 229 mil (3 ga.)

Finish

  • HTT, S/LTT — galvanized; DTT1Z, S/DTT2Z — ZMAX® coating

Installation

  • Use all specified fasteners.
  • Use the specified number of type of screws to attach the strap portion to the steel stud. Bolt the base to the wall or foundation with a suitable anchor; see table for the required bolt diameter.
  • S/DTT2Z requires a standard-cut washer (included) be installed between the nut and the seat.
  • Do not install S/LTT20B raised off of the bottom track.
  • See SB and SSTB anchor bolts for anchorage options.
  • See SET-XP® and AT-XP® adhesive products for anchor bolt retrofit options.

Related Literature

Load Tables

    These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

  1. The Designer shall specify the foundation anchor material type, embedment and configuration.
  2. Stud design by Specifier. Tabulated loads are based on a minimum stud thickness for fastener connection.
  3. Deflection at ASD or LRFD includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 4" above top of concrete. Holdowns may be installed raised, up to 18" above top of concrete, with no load reduction provided that additional elongation of the anchor rod is accounted for.
  4. The Nominal Tension Load is based on the tested average ultimate (peak) load and is provided for design in accordance with section C5 of AISI S213 that requires a tension tie to have a nominal strength to resist the lesser of the amplified seismic load or the maximum force the system can deliver.
  5. See more information on Simpson Strong-Tie fasteners.

Code Reports

Part IAPMO UES ER ICC-ES ESR City of Los Angeles State of Florida
DTT1Z ER-102 ER-130 RR25818 FL11496
HTT4 ER-102 ER-130 ER-124 RR25818 RR25489 FL11496 FL13872
HTT5 ER-102 ER-130 ER-124 RR25818 RR25489 FL11496 FL13872
S/DTT2Z ER-102 ER-124 RR25489 FL13872
S/HTTSee specific model numbers for code listings.
S/HTT14 ER-102 ER-124 RR25489 FL13872
S/LTTSee specific model numbers for code listings.
S/LTT20 ER-102 ER-124 RR25489 FL13872

Drawings

Part Orthographic Perspective
HTT4
HTT4
DWGDXF
HTT4 front view
DWG DXF
HTT4 left view
DWG DXF
HTT4 right view
DWG DXF
HTT4 top view
DWG DXF
High Wind-Resistant Construction D108: Holdowns
DWG DXF
High Wind-Resistant Construction D22: Girder/Truss to Masonry/Concrete
DWG DXF
High Wind-Resistant Construction D72: Wall to Pile/Girder
DWG DXF
High Wind-Resistant Construction D8: Girder/Truss to Wood Wall Framing
DWG DXF
HTT5
HTT5
DWGDXF
HTT5 front view
DWG DXF
HTT5 left view
DWG DXF
HTT5 right view
DWG DXF
HTT5 top view
DWG DXF
High Wind-Resistant Construction D108: Holdowns
DWG DXF
High Wind-Resistant Construction D22: Girder/Truss to Masonry/Concrete
DWG DXF
High Wind-Resistant Construction D58: Header to Wall Framing
DWG DXF
High Wind-Resistant Construction D72: Wall to Pile/Girder
DWG DXF
High Wind-Resistant Construction D8: Girder/Truss to Wood Wall Framing
DWG DXF
High Wind-Resistant Construction D9: Girder/Truss to Wood Wall Framing
DWG DXF
HTT5
DWG DXF
S/HTTNone None
S/HTT14
S/HTT14
DWGDXF
S/HTT14 front view
DWG DXF
S/HTT14 left view
DWG DXF
S/HTT14 right view
DWG DXF
S/HTT14 top view
DWG DXF
S/HTT14
DWG DXF
S/HTT14 installation
DWG DXF
S/LTTNone None
S/LTT20
S/LTT20
DWGDXF
S/LTT20 front view
DWG DXF
S/LTT20 left view
DWG DXF
S/LTT20 right view
DWG DXF
S/LTT20 top view
DWG DXF
None