Ayesha

Sit and think about you are doing and saying Arsalan ......... "the designs are just for Municipality purposes".  
If you need help, you have this forum, the net, your teachers.... Here is a post for you. 
 

Static Load Case for Scaling and RS for design. There was also some discussion on this forum on how to combine RS load Combinations. You should look it up.

Depends on Building Code. For some structures with irregularities response spectrum analysis is mandated by codes since equivalent static is more applicable for regular shaped buildings with continuous load path and might not give  accurate seismic force distribution. 
 

I have no doubt that you are a very competent engineer and wish you all the best but doing designs without prior experience can be dangerous! You can open a company and sublet design work to someone who is licensed and also learn from that person. 

I am a bit confused by your question. My understanding is that you designed the structure for Response Spectrum loads and as well as for equivalent static loads and then your senior told you use response spectrum only and you want to know why is that ? 

Assalam o Alykum 
As per my information might be not correct. Requirement is 10 years experience for bachelors degree 
and 5 years experience for masters degree for open consultancy firm.

No, it is not the amplified shear. It is the shear value calculated as per chapter 21 of ACI code for intermediate(ACI 12.3.3) and special moment(ACI 12.2 frames, i.e. shear capacity based on probable moment strength and by doubling the seismic shear.
However, in both Etabs 2016 and 2017, there is a program bug, which reports inflated numbers for shear. I have reported this to CSI and this bug has been removed in the 2018 version of the program.

Hello,
I had the same issue and contacted ETABS support. They redirected me to the following page:
https://wiki.csiamerica.com/display/kb/Analysis+messages+log 
Here is what the page says regarding these informational messages:


My understanding is that these notifications are normal and not a problem.
Kind regards

Thank you @UmarMakhzumi and @Badar (BAZ) for your responses. I'll apply these to a problem I'm dealing with at the moment. I'll probably have some more questions as well so I'll be back again lol

Hello,
What I found is that the issue comes up only when I work with Microsoft OneDrive activated. When I close Microsoft OneDrive and run the model, it works normally. This is probably the reason why etabs technical support wasn't able to reproduce the error.
Thank you all for your replies and help.

Depth will help for the case of moment frame. Width can have a very minor to negligible effect as contribution of beam width to moment of inertia is small.

Hi Arslan, I just came across this and since its a very old post you might already have your answers. But just to share my two cents, we should check the torsional irregularity against story drifts. However, we should calculate the amplification factor "Ax" based on story displacements. There are instances where you have torsional irregularity along an axis in a building (checked against story drifts) but your amplification factor is less than 1 (checked against story displacements), so you don't need to apply it. Its still important to check whether torsional irregularity exists along both axes or not to determine whether we need to consider orthogonal effects in our load combinations. I'm attaching an excerpt from "Guide to the Seismic Load Provisions of ASCE 7-16" to clarify the point about checking torsional irregularity and calculating Ax against story drifts and displacements respectively. This applies to UBC 97 as well. 

 
Both options would give you same results if you have a single diaphragm per story. 
 

Hi Arslan, just browsing through your posts. You might already have the answer to this. To check if the columns are able to resist atleast 25% of the lateral force, you should do the following:
- Go to Mass Source and change the factors to 0.25 instead of 1. This would reduce the seismic base shear to 25%.
- Change your shear wall f12 modifier to nearly 0, i.e. 0.0001. This would mean that your shear walls will not resist any lateral forces. That is, all the lateral force will be resisted by columns only.
- Check if your columns are able to resist the lateral loads. If reinforcement in your columns is not exceeding 4%, you're good. 
- I would save this as a separate model and provide the maximum reinforcement in columns from this model and the original one. 

ASCE_7 refers to ACI 318 for design of reinforced concrete. Strong column-weak beam provision is present in ACI 318, and yes it does need to be more than beam's capacity for structures located in regions which require high ductility against the seismic actions.

Yes, the thickness of wall is appropriate as per your results; you need to provide the prescribed confinement at the ends of wall where compressive stresses are exceeding the limit set by the code.

@UmarMakhzumiThank you for your reply.
I ended up finding it in edit => edit shell => reverse wall local 3 axis

 
 

Agreed @Ayesha

Please solve one frame manually with these conditions ,you will understand

This topic has been discussed in very detail in this forum. Please search the forum. I am providing link to one discussion below.
To answer your question as well, first you need to see if the torsion is Equilibrium Torsion or Compatibility Torsion. Equilibrium Torsion must be designed whereas Compatibility Torsion can be ignored.

also read this:
 

I didn’t say ETABS Or the name of any software. CSI makes a lot of softwares and a few of their softwares are much more advanced and technical than ETABS. 

Vertical springs stiffness is obtained by dividing the load on pile by its deflection. Geotechnical provides recommendation on how to calculate pile deflection.
The above post by @ILYAS is about horizontal pile spring. The area is the side area (Pile dia * height b/w spring) not the cross-section area.

1-Horizental (lateral stiffness) or vertical spring constant?and it will be better that you you go for point spring in case of pile rather then line spring.
2-multiply the modulus of subgrade reaction with area of pile.
3-divide the pile length into equal parts(to add modulus of subgrade reaction accordingly) and, assign the joint at intervals and then apply joint spring.
4-you will get approximately not exactly bending moments/shear force depending upon the pile end condition fixity or partially fixed ,free whatever you have.
 

Please Post your plan, that would help to Address the issue clearly.

Assalam O Alykum 
Muhammad. Use strap beam and connect with the column adjacent to it and cantilever the footing on the strap beam.
 

Thanks a lot Sir Umar.