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...
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...
I'm working on an old unreinf CMU wall in a renovation job and it looks like there is no reinf in the wall, in the whole building...it's not load brg or part of the lateral system...just backup to brick...
It's an old bldg but it's located in SDC C in Alabama...
The masonry TMS code has min...
Silly question...if you have an existing CMU block + brick veneer wall system, and a big portion of brick is damaged, can you simply strip off the brick and attach new brick ties to the existing CMU, then lay in new brick?
Or do you have to replace the CMU backup also so that you can embed...
The best I can tell from section 1704.1, special inspections are ALWAYS required EXCEPT:
1. When the bldg official says it's not required
2. When no professional engineers or architects were involved in the bldg design
3. The occupancy is R-3 or U as defined by the IBC
My particular...
Where in the code does it tell me when and how I can determine if a building element is an "architectural component" and whether I can use sec 9.6.2?
I am working on a strength check of the roof of an existing 3-story concrete building that has a little wood framed gable roof on top, and I am...
I have passed the SE 1 and SE 2 exams. However, my home state, TN, doesn't recognize someone passing both exams as an SE, still only PE. My question is, what states give you the letters SE after your name? I know Illinois does. How about New York? Georgia?
Thanks
I got a question from an architect on what rating the roof panel needs to achieve in the UL 580 test. The arch is writing his specs for a particular project. Any thoughts? Should they specify FM 4474 ratings instead? When do you use FM and when UL?
thanks
=Pu(0.6+0.03h)
What is the reason for this min moment? Pls don't tell me "because it's in the code"....:) Is it for construction errors, etc? What's the theory/background behind this? I couldn't find anything in the commentary.
And if you do a P-bigdelta + P-littledelta analysis in ETABS...
I thought this was kind of unusual...we are working on a renovation of an SOM bldg built in 1970 that is 32 stories tall, regular RC...but it turns out the RC is all lightweight...
I guess in 1970 maybe lightweight concrete wasn't as expensive, and it was worth it in material savings...
I had...
