UmarMakhzumi

what kind of structures.. FRPs are quiet versatile depends on whats the scope of your question but I believe you can never "replace" steel structures. FRPs are used with concrete too mostly. I believe question is more assertive if you are talking about replacement of "steel reinforcement" rather than steel structure.

Chapter 12 ACI code explains in detail how you do it. I dont have ACI code anymore or else would have given you the exact reference. Mostly, on commercial projects the structural drawings lists a table that tells what would be length of hook, dia of bend etc.

I agree. A quick manual calc for buckling would be good, but you should also model (a very simple one) for P-Delta(although very likely that Pdelta would be very minor) unless you can do that manually too. Just model the wall/column(depending upon geometry and thickness) that supports the tank and do a P-Delta analysis too in addition to buckling one, just in case..

Design it and check your stresses. Reinforce as necessary, make walls thick /thin as per your calculations. Dont do if you are unsure. Consult, or post data here... the critical thing would be serviceability requirements! if designed properly i dont see any problem to that.

They are everywhere is Pakistan! arent they?

First we need an x-ray for the egg to know what happens to a rotten egg inside. lol

I think the ETABS book would be a hot seller as a lot of people are confused using the software and something like that would pave their way to be better @ using ETABS and getting the real feel of what is going on. For the app thing, you should do it, it can turn out to be something big. I would prefer developing a game & selling it for 0.99$ . Thats the easiest way to earn thousands of dollars these days.

It isnt from any manual but its straight forward. How can you justify added strength due to lean? Do you know why lean is provided?

You should never model lean as its not a part of foundation system. It is similar to considering plaster on slabs acting as part of slab and contributing to strength of slab.

Okay , its simple Get the forces on your column based on type of connection you have to the slab. Get stair tributary to your column and thats the dead load, add live plus any finishes, likewise, calculate moment (based on your connection type) for both the directions (strong and weak axis). You have your forces, check against column capacity in both directions and you will know if your column is safe. For anchor bolts, ACI Appendix D is where all solution lies. You should have access to LRFD Manual. Check my folder. It should be there. It has plenty of examples of how to design steel columns. Note: Make sure your framing is "STABLE".

See commentary for 10.15. I would say since you are @ the threshold, just make sure, joint is detailed properly. No other precaution.

Share drawing!

For cantilever column effective length can be deduced by comparing with a pinned end column. See attached derivation. You choose end connections to column type based on how supporting members are connected to the column and what kind of connection you have. Connections can be moment, pin etc Mechanics of Solids.pdf

You dont need Ontario Building code for that, all you need to use is CSA 23.3. Thats the concrete code for Canada.

Mostly if you have to design such columns use 0.5 % reinfo or the one obtained by structural analysis which ever is max!

Thanks!

Here, My fav on diaphargms Diaphragm behavior and idealizations Rigid diaphragms, symmetry, and relative stiffness All frames equal stiffness Symmetrically arranged & equal stiffness means equal resistance Under the rigid diaphragm idealization, the symmetrically arranged identical frames experience the same deflection, and provide equal resistance. Center frame is twice as stiff All frames equal stiffness Third frame is twice as stiff All frames equal stiffness Third frame is twice as stiff Third frame is twice as stiff Concrete slab Ideal rigid diaphragm Concrete slab

Do you mean for quantities ? or Design?

Diaphragms connect all individual members into a seismic force resisting system. If you have concrete floors, it is imperative that your floor will do the above mentioned job plus distribute the seismic load to all the connecting members too. Diaphragms can be rigid or flexible depending upon their stiffness. For practise in Pakistan, if your flooring is type conc slab > 5" consider your diaphragm to be rigid. A rigid diaphragm distributes forces to connecting members based on connecting members stiffness, where as a flexible diaphragm distributes loading based on tributary areas of supporting members to diaphragm. Take diaphragm as a frame that connects all members, and makes them act together.

Judgement should also be considered other to what code says. Never Use LLR for Marriage Halls. Just a tip!

I can add that.. good suggestion!

lol.. welcome to the forum sohaib! So good to see you here )

Importing grids from CAD is easy. You can also define a cylindrical coordinate system and move its origin to where ever you like. I think you should attach an image of what you are trying to do. That would be the best thing.

If you can't find the attachment button. here is how to do it The other case is when you have problems "posting attachment", It can be due to the browser you are using. You will have problem if using Internet Explorer (The attachment is done using Adobe Flash v9, so make sure your flash is up to date) Anyways, best thing to do would be using Google Chrome, or trying the Basic Uploader. Please see the attached image.

See the attached general guide. ATKINS Etabs Guide.pdf it will help you grip better at ETABS in general. I presume you are in a design firm, this would be handy for you. See Section 5.2.2 of the guide. It has info you are looking for!