Is there a method to determine the amount of steel necessary in a slab? I have done this a couple of years ago but I totally forgot the method I followed. One thing that comes to mind is to consider that like we do the method of designing top steel in beams. But is there a set of tables to...
We are considering designing concrete on a slope. That will be a roof actually and we are thinking about making a plain slab, cantilevering a foot or so beyond, and giving it a slope. Is there a maximum slope that would be recommended and are there any simple formulae for the concrete mix that...
I wonder if any of my colleagues would recommend a program to follow for the SE exam. I am looking at the PPI but there it states PE Structural. It is confusing if their program is focused on the PE Civil structural or if it on the SE. Any input or any other suggestions?
Any colleague has recommendations for a book for the SE exam? I have never used a single page of the AASHTO code and I am very worried about that. I am not interested in the bridge design option but I know the AASHTO was in 25% of the Multiple Choice portions.
@andrews2: Thank you. I know that it is based on tributary area, and a couple of other factors. I just wanted to confirm that there is no code that prevents the Roof Live Load reduction for specific risk categories.
I have ran into counties or cities that override the codes (IBC, ASCE 7 etc.) requiring that snow loads do not go below a minimum value they set or not allowing reduction of live loads etc. So is there any authority that overrides what reduction of loads is allowed in ASCE 7 for airport design?
@ HTURKAK, but these are the live loads that we anticipate on the roof and there is a process in ASCE 7 for the method of calculating Roof live load reduction based on tributary area for Roof Live Loads. So if someone calls them "industry standard" I guess we are getting into this new culture...
I just read a comment that there is an "industry standard" of applying 20 psf superimposed load on roofs of steel structures. Is that true? Isn't the whole combination of those factors given in the LRFD system adequate? And if we add another 20 psf, we add it as what type of load? Is it Dead...
@JAE, what is X rebar and Y rebar and Z rebar? Here in my neighborhoods we have #3, #4, #5, #6 all the way to $14 and #18 and we arrange them @ 3" O.C. to 12" O.C. mostly. ACI 350 is for environmantal structures. I know it has good formulae to follow, but is a residential swimming pool...
I wonder if there is a code I need to refer to for an already existing swimming pool. If I were to design one myself, I would use the ACI 350, but I cannot claim that an existing pool is inadequately designed because it does not apply the ACI 350 code. Any suggestions on what would be...
@jerseyshore
You're right. It is a slippery slope. I intend to just do my job and if I tell them that the numbers yield that this structure is inadequate according to today's standards, it is up to them to take action according to their decision making standards. I fear that I will find a few...
@ milkshakelake,
Thank you. I am aware of the ASCE code but I preferred to hear from colleagues what they use rather than sticking to the minimum values given by the code.
@ lexpatrie,
I agree with all you say except of the "I'll just say Miami Vice and call it a day". There are people living in these structures and they paid top dollar to buy them. I have to do what I have to do and give them a substantiated set of comments about their building.
@HTURKAK,
Of course that is my concern too, just one of them ...
I just don't see that one concern is all I should have in such a case. There are many issues I have to address. If in the end it is designed to work with the 3ksi, well good for all of us. I don't mind if they have larger...
It is an existing building and the management wants to verify it. I would not have used 3ksi in such a building but the engineer who designed it some 50 years ago did.
I was asked to check if the columns of a 30-story condominium building are properly designed to today's standards to carry the loads they are supposed to. I can use the ASCE 7-22 for the live load reduction etc, but I am not sure if I should just stick to a 40 psf load for Live load value that...
@hikie66, I would have started w/ 6" and then keep it down to 10 per code, and that would have been my design, but I don't see how they justify the 1st being 10. Perhaps that is "since 10<12 and we start and continue w/ a value lower than the minimum calculated spacing for ΦVs, the spacing is...
