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Special Moment Frame Tension Anchorage

Detailed Tension Anchorage: Allowable Loads (Wind Application) 1

033a-2013

Detailed Tension Anchorage: Allowable Loads for amplified reaction (Seismic application) 2

033b-2013
  1. Wind includes Seismic Design Category A & B, and detached 1 and 2 family dwellings in SDC C.
  2. Seismic denotes Seismic Design Category C through F. Designs in Seismic Design Category A or B and detached 1 and 2 family dwellings in SDC C may use wind solutions.
  3. Solutions are based on embedment in concrete with minimum f'c = 2,500 psi.
  4. Values for uncracked concrete include Ψc,N = 1.25 per ACI 318, Section D5.2.6. Designer shall evaluate cracking at service load levels and select appropriate cracked or uncracked solution
  5. See Maximum Column Reactions - Tension in allowable load tables for tension reactions, or see allowable load tables footnote 5 to calculate tension reactions. Allowable tension is minimum of anchorage capacity and frame uplift capacity.
  6. Footing dimensions are the minimum required for concrete anchorage requirements only. The Designer must determine required footing size and reinforcing for other design limits, such as foundation shear and bending, soil bearing shear transfer, and frame stability/overturning.
  7. Allowable ASD tension capacity for anchorage assembly is based on anchor rod strength in tension. All other anchorage assembly capacities are based on concrete capacity per IBC and ACI 318 Appendix D, Section D.5.
  8. Max. Shear for standard and high strength assemblies are based on anchor bolt tension + shear interaction capacities. For a given tension value, HS assembly is required if design shear exceeds Max. Shear value for Std Strength Assembly. If design shear exceeds Max. Shear value for HS assembly, Designer to reduce shear or tension demand on moment frame.
  9. Shaded area required HS rod for tension.
MFSL-Tension-Anchorage-section-at-slab-on-grade_SMF
Section at Slab on Grade

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