Ayesha

Your title of this tread and the question posted said Strong Column Weak Beam philosophy. The attachment shows how to determine it. But looks like your are interested in B/C capacity ratio check of Etabs. You can search this forum as there are a lot of discussion on that specific topic.

If story shear is based on applied force then no. Weak story depends on Story Strength which is independent of the force.

See this post:

Select the beam and apply loads. Exclude from design as you need it for analysis only.

Don't include the dummy beams in design.

You have 2 way slab system with beams. So your main load is still being transferred through beam. If it is was flat slab, then the above arrangement would be of more concern. What you are proposing could be okay.

How tall is this building? Can you also share the detailing idea or proposal that you are thinking and we can comment. It is easy to mark up than to make a new sketch.

i think should be okay. Is there any option in EtABS to exclude dummy beams from the design. If yes, then you should use it.

I just checked the attachment, and it is working. Make sure your are logged in and you can contact admins here. For ETABS graph of storey shear, is this the applied shear force distribution? I don't use ETABS so you can look up the manual.

What makes you think the reinforcement is not correct? Can you please kindly elaborate?

SimpleStructurs, Good sketches. I will just add: 1) For Option 1, adding Nelson studs for embedded steel members would beneficial. 2) For Option 2, the dowels are generally aligned with column circumference for circular columns or on flanges for W columns so that the moment due to tension can directly transfer to column else plate needs to be designed for that force and based on the arrangement of dowels the column to beam connection can behave as pin.

Sandeep, There are a number of free excel sheets available at AISC’s website https://www.steeltools.org

See attached. Weak Story Check.pdf

I checked ACI 21.5.2. and I can't find requirement that you mentioned. Can you please specify the sub-clause or quote it?

What are your questions?

This would be true if it was a pure space truss. The V in between will take the loads as compression tension couple, but the bottom and top chord will have flexural stresses as they are "bending".

You shouldn't do any reductions and also your members look too flimsy. You should check KL/r.I doubt they would pass.

This topic has been discussed in the forum in detail. Please check this topic. Also, a good resource for masonry properties is NCMA TEK 14-1A publication. You should be able to get it off google. I am attaching TEK 14-01B with this reply. It is a freely available resource. TEK 14-01B.pdf

Thank you @callmeismail It is good that you have provided the update. Rarely people do this but this makes the conversation more meaning full.

This is tricky. The sheet would be punctured only if a sharp object tears through it. Surface area wind might not be able to puncture plastic. It might cause some permanent deformation (strain based) but the thing might stick there. Enclosed or partially enclosed sheds also have internal pressure that adds to members in addition to externally applied pressure. There is no horizontal and vertical bracing provided for the structure . The structure might be unstable. There should be some bracing no matter how small or big the wind load is. You can get these values from the manufacturer. If the manufacturer that you are using has no data like that you can google to see what other manufacturers provide an establish a basis for your structure design. Out of curiosity, how are these poles connected with the structure below? How are you resisting the tension due to wind.

I came across this today and thought it would be good to share. Problem: While connecting 2 different elements, using links with Fixed end conditions would not report any forces in the link elements. Solution:

The forum activity goes up and down but I agree that it is quiet mostly, but also busy at times. Possible reasons can be that is targets a very specific audience (Pakistani structural engineers which is a very small subset). I have been here for some time.

The only benefit you can get is that some jurisdictions (depending on province to province) have different rules, and acknowledge more than 10 years of professional engineering work provided references can be provided. So it can help you get registered as a professional engineer down the road somewhere outside of Pakistan, however, the biggest benefit of a PE license in North American is that different provinces have transfer agreements. For example, Texas has an agreement with one of the provinces in Canada, so registration in either will give you potential to get transfer licence and look for work elsewhere should you need, but a Pakistani PE License lacks the biggest or most useful perk (based on my opinion) of a PE License.

Simple Structures has explained it really well. Kudos. Another statement that you will hear in this conversation is, that what you will assume is the structure will behave. This is actually true mostly.

If you let them slide, then yes!