Hi all,
I'm a firm believer that my time on Eng-tips has been beneficial to myself and the work i do currently. I've actively engaged and posted questions which i never would've found the answer to through traditional means and discussions whilst stumbling upon posts that have sparked my...
Considering how topical it is with the current global landscape, what's everyone's opinions on working from home in our industry?
Does anyone's employer successfully offer a work from home option?
How does it work?
I have heard in the past that it is very difficult for our profession to work...
I think there needs to be a rule put in place that either all tradies have the same name, or none of them do.
Too many Bobs, Marks, Jims, Steves, etc.
Too little variety that each name belongs to an individual, too much variety to be able to remember them all
For the life of me, I can never remember the names of contractors I meet on-site during inspections. I'm pretty good when it comes to architects and clients as I will usually correspond with them via email before formally meeting them however when it comes to builders and foremen I forget their...
So it seems that:
External post-tension is the most effective but isn't a cost-efficient option
FRP is the most cost-efficient option but the owner does not want it
And adding steel members can be done but won't get the capacity I need
[flush]
Will I see a lot of resistance if I suggest...
So just found out the beam is actually 450mm deep - we found an additional 30mm of granosite on top when we pulled up the tiles
Slab coming into the beam is 170mm + there are services running along the top 130mm which cant be touched (read: can if we ask enough)
Kootk, adding your signature to...
The building was constructed in the 70's I believe - First time I've worked with twisted bars
I don't think shoring will be necessary at this point. The builder has removed the tiling and sand bed sitting on the slab coming into the beam so the beam is essentially unloaded now.
I am considering...
Rapt,
That is correct, the beam does appear to be under reinforced - if the steel has yielded does that mean if I go with the steel channels I can't consider the beam as contributing to the strength?
The beam is 480mm deep x 230 wide, spanning 6m and has 3 N16 twisted bars bottom(scanned) and we assumed 3N12s top. The beam does seem to be under reinforced and has 5-10mm flexural cracks every 200mm. There are signs of concrete cancer in areas around the beam and evidence of what appears to be...
I have an existing concrete beam that is already showing excessive deflections under just dead load conditions. The beam will be loaded up with additional dead loads and we are required to strengthen the beam to a) prevent further deflections (and reduce deflection if possible but I believe the...
As a kid when I dreamt of becoming an engineer I never once thought I'd be sitting here looking at an analysis of fruit content titled "Cornucopia of beam failure modes"...
I'll never be able to look at an apple the same that's for sure
Have you considered that your roadway may be sitting directly between divergent tectonic plates and the only thing preventing an earthquake is your excellently placed asphalt?
Think I can help with a few of your points
The reasoning for this is that the bottom integrity bars will tear out from the failure cone if they have nothing to bear on (like the horizontal face of the column)
This paper might be of some use to...
Thanks everyone for the advice. Unfortunately, I do not have access to the AISC design guide (Based in the land down under) - is there any way I can access an excerpt from the guide? Or is there enough value in the guide to justify purchasing the guide? (we deal with web openings maybe 3 times a...
We have an awning beam as part of a frame supporting 12mm thick glass that needs a 100mm diam hole cut in it directly below an anchor bolt to allow a stormwater pipe to pass through. My first thought is to check the section capacity with the reduced member depth at the opening, however, I am...
I'm thinking in the case of your support punching you are still providing your loads to that support via your integrity reo and
in the case of removing your support you are providing a new load path to surrounding supports?
Is this correct?
Where does the difference between removing a support and a support failing come from that allows for a much lower load case to be considered?
I'm not familiar with structural robustness so I may be missing a basic concept here
Not willing to put this one to bed just yet
Rapt,
The purpose of integrity reo is as a fail-safe in the event of failure so you would expect either miscalculation of design loads, or design loads to be exceeded to cause a failure (assuming perfect execution on the construction end). Wouldn't...
