Section 8.4.3 states "Redistribution of negative moments shall be made only when et is equal to or greater than 0.0075 at the section at which moment is reduced."
My question is, can anyone tell me how or point me to a reference on how to calculate the strain of steel to see if it's equal to or...
For instance, on pg 5-48 of the 3rd edtition, the selections stop at W10 x 12. But in the 2nd edition, the W8 sections are listed in the Zx table...what's up with that?
You see this in geotech reports all the time...but how does the contractor actually do this compaction in the field? And how does he physically verify that he has compacted enough?
thanks
I know it varies by type of structure and type of project, but does anyone know of a resource where I can read about some very rough numbers of structure cost as a % of total construction cost?
For instance, in a midrise steel office bldg, is the structure cost typically like 8% of the overall...
It seems to be widely accepted that slab on grade tends to crack at re-entrant corners. Please see my attached image for my question.
--Does everyone here put rebar at column blockouts below the sawcut jt at re-entrant corners to prevent full depth cracking?
--Why or why not?
--Please...
just to clarify...i am looking simply for a min embed length rule. strength is a separate issue that i've taken care of...i was just wondering if there's some min out there, perhaps for serviceability, for cover, etc, but it sounds like there used to be a min that was removed from the base...
Of course averages don't tell the whole story, but think about it... for instance, if your design for a simple 4 story steel framed office bldg has a structural weight of 12 psf, and a compilation of other bldgs in a similar seismic zone have roughly 7 or 8 psf, it's a good idea to see if you...
This would be quite helpful to use as a check to see if your structural design is reasonable. I'm sure contractors would be interested as well.
Does anyone know of such a publication? For instance, data on the average structural psf of:
steel framed office building, 20 stories
flat plate...
I was looking at the Simpson catalog on pg 11, and it recommends that all connectors be stainless steel, not galvanized, if the wood in contact with the connectors has a preservative content of ACQ/MCQ > 0.40 lb’ft3 …
So my question is, for a project on the beachfront, should we anticipate...
Looking at Table 4.2.2.9 of ACI 301 (or Table 4.2.3 of ACI 318), there are limits for fly ash, slag, silica fume, etc, for concrete subject to DEICING chemicals.
Does this mean for concrete NOT subject to DEICING (i.e. most indoor concrete), there are NO replacment limits for fly ash, etc...
If you are designing a lintel or bond beam supporting a CMU wall above an opening, you can design for the self-weight of only the triangular area (striking an imaginary line at 45 degrees upward and inward from the ends of the beam)...of course unless there's a vertical control joint, in which...
