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There are mechanics of material methods to calculate a changing moment of inertia (summation methods, I believe). The moment should be taken from the bolt as the fixed end. Make sure the bottom-extended end is attached firmly, but is long enough. The bending and bearing should be checked on...

Ah, in Chapter 3, Design Equations (Table 3.10.4); not in the Fastener chapter. It specifically mentions washers and plates. Thanks Woodman88

This idea was brought up by DaveAtkins in this thread: thread507-22707. I have a configuration in a wood wind frame that will cause direct tension to act on a bolt (see attached file). NDS lists perpendicular bearing capacities for So. Pine at 565 psi. However, in the Dowel-Type Fasteners...

Thanks JAE. I thought about that also. That wouldn't just be a 9" concrete slab, but a 9" concrete diaphragm...that won't have a problem with stiffness. I was thinking of adding extra stirrups to resist the out-of-plane moment caused by compression block. However, the 2% rule is for nodal...

No, both the slab and roof diaphragm are about 24" from the bottom, so the beam is upturned 48" from both lateral supports.

ACI 10.4.1 states that "Spacing of lateral supports for a beam shall not exceed 50 times the least width 'b' of compression flange or face." However, it makes no mention of bracing the compression flange, only "lateral" bracing. I have a 8"x72" upturned beam supporting a 9" slab at the bottom...

Thanks Ron, What depth of saw cut do you use on a SOG? I assume you're talking about a vertical control joint in a retaining wall? In those cases, we use an isolation joint with rubber joint material and sealant.

DaveAtkins, What depth of saw cut do you use?

I have seen control joints detailed with just a saw cut (usu. 1/5 to 1/3 of slab depth) and steel continuous, a saw cut with every other bar cut, and a saw cut with the steel discontinuous. I'm relating to reinforced slabs on grade in Florida; we have primarily 2 types: 4" with WWM...

I concur with all. This is obviously for form-saving costs and I intended to at least do what BAretired suggested and require a KO block which will be poured continuous with the slab. So, in lieu of a tie beam, this will be the method. Thanks to all for your input! Cheers.

A current project has a 6" 2-way concrete slab supported by interior steel posts and 8" masonry walls at all exterior edges. The contractor is pushing to lay the masonry block up to the bottom of the slab with no bond beam or tie beam. I would like any input on this as I have not seen it done...

Masonry grout is supposed to be tested based on ASTM C1019 using a masonry block form to absorb water and simulate field conditions. But how often is this done? We specify the grout meet ASTM C476 proportions. The testing company usually takes cylinders of the grout and completes breaks. Is...

I may have been vague. We are the Structural Engineer of Record. My question is related to what ACI requirements must a three-point water:cement ratio curve must have. Specifically, since ACI requires that the water:cement change, is anything else allowed to change? What does it mean when...

What about the percentage of aggregate (small and large)? Should it be maintained by weight, if the water and or cemetitious materials change?

We have an ongoing debate in our company: ACI 5.3.3.2; many concrete mix designs have the 3-point curves comparing compressive strength and w/c ratio. ACI requires: 1. combination of materials shall be those for proposed work. 2. trial mixtures have proportions and consistencies require...

We have an ongoing debate in our company: ACI 5.3.3.2; many concrete mix designs have the 3-point curves comparing compressive strength and w/c ratio. ACI requires: 1. combination of materials shall be those for proposed work. 2. trial mixtures have proportions and consistencies require...

Flexible. I never design them as anything else. (we only have wind here in FL, verify with the p-wave folks elsewhere)

Not allowed? Or unspecified? Omission is not a restriction.

1/3 increase. Only for shearwall pilecaps. Most Geotechs in South Florida approve. Come on, with a 2:1 factor of safety, I think a 33% increase in a wind event is acceptable.

I have come to the conclusion that the "Aluminum Design Manual" is one of the worst written codes I have ever come across. That being said, I am interpreting the code to read that the weld-affected zone only extends 1" from the centerline of the weld, regardless of the transverse weld...