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Re: holdowns in stem walls

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Does this fall into the "tension elements require mechanical splices" in ACI318? Sorry, I can't remember the section, but it tends to crop up in MBMA foundations with large spans that need continuous sub-slab ties.

Truitt Vance wrote:



Anyone know of a procedure to calc a holdown (say 15+ kips) in a concrete stem wall, such as a retaining wall?


Is there validity to using the regular rebar lap splice eqn to develop the stress from the all thread rod to vertical rebar embedded into the larger foundation below?


Without using that procedure, can you count on shear from dowel action of horizontal bar, if so, how do you calculate that?  I have seen some empirical data but I haven’t seen a way to calculate this.  Also, other requirements such as ties, similar to small stirrups – a good idea?





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