If you are confortable with the shear capacity of the concrete at the supports of the deck span, what about having them find a new piece of deck with the same profile just short of the span length and nesting it from below with the existing one (cleaned and refinished)? Then anchor it each end...
Thank you all for you thoughts, we are still awaiting so additional information before proceeding with the final design.
FYI- I just recieved the 4th quarter 2005 Engineering Journal from AISC, and though is again doesn't specifically address my case, does have an article concerning design...
Looking to see if anyone has any guidance...
I have looked through the threads and seen a good bit on reinforcing joists along their length with rod and angle, and have the "Designing with Steel Joists..." book at my disposal, but unfortunately my situation is a little different. I have a...
We do mainly schools/commercial (not many heavy industrial floors) and I still have not really come to a good resolution on this item. I started with 3000psi and 6x6-2.9X2.9 then started decreasing the w/c ratio and wound up with 4000psi and the mesh- which as discussed above- never gets in the...
What a "blast from the past" [surprise]
Unfortunately my experience can be of little help. I agree the pool should not be considered a benefit, and I made my initial design along the lines of mrMikee's response with a "dynamic factor" of 2.5. Since mine was only 1 floor above grade, I was able...
Hope someone can send me in the right direction..
I am working on a hotel design which incorporates and swimming pool on/in the second story, above occupied space. Seems like there should be some code guidance on this for seismic loading and other considerations but I havn't found any yet...
With the caveats that all mixes are different, some are intentionally designed to achieve strength slower or faster than typical, and that the temperature can have a noticable impact on the relationship-
For a typical "run of the mill" mix we start to get concerned if we see much less...
To me, it seems as though there are really 2 different issues:
1. Qualifiaction/Registration of the engineer in question
2. The apparent design error
I strongly agree with JAE that we are required to report unethical/unlicensed practices both by law and personal ethics and that it is in the...
For future reference the Steel Tube Institute does publish beam and column capacity tables for HSS sections.
(http://www.steeltubeinstitute.org)
AISC has also published a specification geared specifically to tube shapes (It is available in the Hollow Structural Sections Connections Manual) but...
We have also run into this situation with long laps in walls where there are 2 bars- to help with the constructability problem, I detail the wall using "conduit blocks" (open end units) which have one open end so that the block does not have to be lifted over the bar. This is detailed...
Not sure if you are also working under the IBC but it overrides ACI's laps for working stress design (IBC-2000 2107.2.3) and can control the final legnth.
