Recent content by KutEng

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...

I'm sure if Jesus was an Engineer, and not a carpenter, he would've been born sometime in August

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?

The one that explains how sky hooks work. Haven't found it yet myself but it seems every architect and his dog knows about them.

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...