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Compute the wind forces based on the codes being used in your region. (You can use ASCE 7-05 as a reference) Calculate the overturning moment and start your design. Earthquake forces must also be considered in places of high seismic activity.

I'm just wondering why we are continuously building wooden structures in areas affected by extreme atmospheric conditions. From a structural point of view, it doesn't seem logical.

Perhaps they can use flexible connections for all the pipes and ducts that will cross this joint...just a thought.

Try to attach the file.

It seems like the member doesn't have enough bearing stiffeners to support the compressive forces.

^That's right sir we might end up having a steel area more than 75% of the balanced steel ratio.

Can you please check the video tutorials from this site, if ever you haven't watched them yet. I just need to go outside for a couple of minute. Just keep me posted. If you can attach your model maybe experts here can give you more guidance. http://www.csiberkeley.com/Support_WL_ETABS.html

WL^2/8 - I mean the formula for the maximum moment of a simply supported beam with uniform load.

^ WL^2/8 Isn't this the formula for the maximum moment of a simply supported beam? Why not just use the actual moment as per analysis whether it be simple, continuous, fixed end, etc. and from there you start your design and adjust your rebar area & curtailments as per code requirements.

@Apsix, please accept my apologies. Thanks. @TXStructural, Thanks. Just wanted to try the software, I want to learn more that's why I'm asking, if others are ashamed to ask because other people might think that they don't know anything, count me out. I will ask if something confuses me. I not...

You already cut your slabs...I bet it will take some time for the model to analyze this.

Well...sorry if I'm not that much of a help. Hope you can find the right solution to the problem. You can at least try to get your reactions directly from the grade beams...well just use it as your pile cap and get the reactions from the wall itself. I'm not really comfortable with the short...

I guess you should remove the short columns instead.

I'm wondering why use short columns? Is this really part of the structure or you're just depicting it to be your piles? If you encountered the same problems before at least you can use it as your reference. By the way CSI said use stiffness values equivalent to the pile.

My idea is remove the short columns and delete its storey. Make a separate copy so you can retrieve any previous designs. Maintain the grade beams. Run the analysis and export the base level including the loads from above to the SAFE program. From CSI on SAFE: • How do I input piles for my...

As per my understanding of your model you placed the restraints at the end of the short columns. Short columns will produce moments sir the load being carried by the beams will be transferred to the short columns.

Gravity moments are causing your lateral load reactions. Just imagine if you're using roller restraints, the supports will move, which logically means, there is/are force/s that causing them to move. So if you put pin restraints this will resist the force hereby causing lateral reactions.

For the lateral reaction you used pin restraint right? It will produce lateral reactions.

Sorry but I don't quite get the shape of the entire structure a 3D view without grid lines will make it more easier for us to visualize. Do you mean you are already considering the piles in your model using short columns? Why not try to model first the structure down to the base level only...

Or perhaps a much better approach is to make a separate analysis and design for the construction load + wet concrete and check if the sections to be used based on the structural analysis and design without considering considering construction load is adequate to support the wet concrete and...