@Iexpatrie Of course not. Our job is to ensure that the contractors proposed demo procedure does not negatively impact the permanent structure. The execution and responsibility to ensure that the demo works be conducted safely ultimately lies with the contractor.
Thanks for your comments all.
@Retrograde - yes I instructed them to use a wire cutting saw at the top of the column and demo the column below the cut line using the excavator. If they dont like that I will suggest cutting into several segments as you mentioned. Thanks for the link!
I have a situation where a temporary concrete column supporting a post-tensioned concrete band beam above was installed early in the project. A new permanent concrete column was constructed about 1m away at a later date. The band beam was designed for both scenarios, but it is now time for the...
Hi,
I believe there is some ambiguity relating to AS5216 and whether this standard applies to the design of cast-in anchor bolts. The title of the standard seems to suggest that it applies to all cast-in fasteners, however the scope section of the standard explicity mentions cast-in anchor...
Thanks for your feedback Agent666 and hokie66.
Full disclosure - I am currently developing a purlin design program (Windows based) for in-house use at this stage, but I am interested to learn if this would be a product the wider industry is interested in using as well.
Would a purlin design...
I'll start off with my thoughts.
[ol 1]
At the moment, a spreadsheet. I may supplement that with additional checks using Stramit EX-FACTA for difficult span/load arrangements
Ideally I'd prefer a decent purlin design software package. I find that my spreadsheet is not flexible enough.
I use...
Hi guys,
I'd thought I'd do a little survey here to see how others in the industry go about their purlin/girt design. Over the years I've seen many different 'approaches' to purlin design when reviewing other peoples comps. In general, I tend to think designers don't put much energy into...
In regards to the OP's query. Is there any official advise or discussion regarding the requirement of panels to have 2 layers of reinforcement in cladding panels? As the OP pointed out, you will almost always exceed the slenderness limit of 11.7.3(d) for cladding panels in buildings such as...
Hi guys,
I'm currently undertaking design checking of some existing free-standing single-span steel portal frame structures (i.e. no intersecting members such as purlins, girts, or other members that provide restraint) and it has left me in two schools of thought as to how one calculates the...
