Ayesha

Udas Naslain Kar-e-Jahan Daraz Hai

Seismic Rehabilitation Retrofitting

You can also delete your reinforcement from the model to see if it affects your results. It is indirectly confirming that your line item has a contribution towards your model or not.

You should upload a snapshot and Highlight it. What it looks to me is that you are taking things out of context. The clause appears to be applicable to where wind tunnel studies have been done. I doubt if that is the case for you.

I have never used 3D elements but I am confident in saying that any combination of solid elements and line elements should have a boundary condition that allows compatibility equations to be solved based on the boundary condition specified. Is your model stable? Solid 3D elements without such boundary condition should behave like unreinforced concrete, where there is a significant increase in deflection once cracking moment is achieved because of loss of member moment of inertia.

You should refer to ETABS design manual.

1). Tie beams provide stability to structure (depending upon framing) and carry load from slab to foundation. The load distribution for tie beams depends on what level tie-beams have been provided. 2) You can if you are providing tie-beams. 3) If you have designed the slab to be supported on tie-beams instead of grade, then they will transfer the tributary load from the slab to the columns and foundation. 4) Slab on grade lays mostly at grade level. Raft is generally provided below frost zone.

Fatima, So are you actually modelling reinforcement and concrete both in 3D Elements? Must be tough. I am interested in knowing what boundary condition have you applied at the edge of reinforcement. Please confirm if that is the case?

Please post the reference from where you have read about increasing serviceability factors for drift checking? You should consider cracked section while doing manual checks too. Just reduce your beam/ slab inertia by factors as per ACI Code.

Please read the post: http://www.sepakistan.com/topic/1307-etabs-load-combinations/ It explains everything that you are looking for.

Use LPILE.

Your geotechnical consultant will give you the lateral spring values for soil. Ask him.

You can have a look at : http://www.sepakistan.com/topic/3-etabssap2000-dome-geometry/ http://www.sepakistan.com/topic/49-dome-analysis-and-design/

Good share.

Looks like a must check to me.

What is your question?

Good suggestions have been provided to you. IMHO, you will get ample time after graduation to use softwares. You should improve your understanding of subjects that are being taught to you. Remember, as an engineer, you can't design what you can't understand and visualize. Studies are very important, and you should focus on them. What is your GPA?

0.7 for walls should be acceptable as per ACI-XX 10.10.4.1. The retaining walls will be acting more like shear walls. How many basement levels do you have? I think its time that someone writes a detailed tutorial about buildings with multiple stories below basement. This questions has been around forever.

See the attached document: ACI 214.4R-03: Guide for Obtaining Cores and Interpreting Compressive Strength Results ACI_2144r_03.PDF

Watch tutorial 2 at http://www.csiamerica.com/products/etabs/watch-and-learn

Any updates?

Make sure you scrutinize the results reported by the consultant. The market is full of consultants that are willing to take any job incorrectly provided an amount is paid.

I guess this building is a hypothetical building. Your compression and moments are grossly high. Check your material inputs and loads. It is very likely that you have made a unit error in inputting loads or defining materials.

I have used AISC LRFD 2005. Not sure what law says.

Minimum strength for Plain Concrete = 2500 psi / 17.24 MPa