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Good day fellow engineers Is there any minimum edge distance consideration for anchor bolt in AS 5216 just like that in American code? Recently, American code got a 4*db or 6*db depending if it was torque or torque. I can't find this version on AS 5216. It just pertaining to Appendix A of the...

Hello Everyone, I do checking for stability of foundation as per 0.9G (Sec. 4.2.1 AS 1170.0). Now, I will be designing a simple retaining wall and I thought that the load combination at section 4.2.1(b) can be used since there's a lot of destabilization force present. But my checker told me to...

This is a great help Thank you very much!

Hi all experts, Could you give me any sample calculation involving long term deflection using AS 3600-2018? Its different from 2009 and that of 2009 is almost the same with ACI. I know the code for Ief seems direct and easy for all of you but I would appreciate if there's any sample on it...

Sorry for the confusion What I mean about normal analysis is using the basic in loading, you know, wind, seismic, sdls,live loads, that sort, ignoring the temperature as part of the load. I'm in a tropical country so temperature was not that big thing in my department except if we are...

Thanks klaus I usually design for hotter temperature and added that as a load. Now if we're doing a freezer building although there's insulation, I wonder if 20 degrees Fahrenheit low needs to be part of the analysis or we can just follow the normal analysis

I have read a post about 2000kN tensile load on a temperature drop in warehouse. Thread was copied below for reference https://www.eng-tips.com/viewthread.cfm?qid=341960... Could anyone tell me how low does a temperature drop to consider this as part of the analysis? Thanks!

So it will be unlike horizontal bracing that you can put on just one bay.

Hello fellow engineers, I'm just curious if we can reduce the lateral length of a beam if we are using tension rod as collector rather than a horizontal brace? You see, I've been using horizontal brace like angles, HSS and WTs to limit the unsupported length but never tension rod. Most of the...

I don't know if this can help you but the Anchorage Design for Petrochemical Facilities have a good sample on calculation for vertical vessel anchorage system. You can use it to define the forces. That's on page 142 for 1997 edition

Uh oh If you are going to anchor this to the cement then its very important to know the cement thickness. Also the strength.

Nice thread I like ETABS, but I only used it on concrete buildings. I don't know but when it comes to steel structures, I trust STAAD more in doing that job. Right now i am always towards RISA as it gives etabs interface but analyzing in staad way.

My senior engineer from our Houston office told me once that minimum values stated on codes are only for guidance. If you can provide a technical analysis that your design meets the required capacity then it should be ok. But we are doing it once in a blue moon if we don't have any choice. You...

you are correct. It is also stated in in ACI 318-14 Section 8 that opening are permitted provided that the location of the block outs will be as per their requirement. It also stated there that the total quantity of reinforcement in the panel shall be at least equal to that interrupted opening...

O I saw statement in section 15.3.1 about the requirements if its under 25% of combined weight that supporting structure shall be designed in accordance with chapter 12.

Ok I get your point Thank you very much

Hi Josh Thanks for replying Do you mean we need to load the Fp on STAAD model on the equipment location along with the Base shear automatic loading? thanks

Hello fellow engineers, I have an amateur question regarding base shear. The building is an industrial structure with a lot of equipment on the side of the level 2. My question is do I have to add the seismic load computed from ASCE 7-10 Chapter 13 to the calculated over all base shear of the...

You can look into Alex Tomanovich excels if you want guidance for this.

Hello Fellow engineers! I'v been looking on the acceptance criteria on when are we going to analyse an equipment foundation as static or dynamic types. Normally, I look into a certain company's guideline which is stating that a 500rpm or more needs to be designed as dynamic foundation. It also...