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Assuming you got right values of axial forces, the beam theory is not applicable in this case. You need to design your member for combined effect of axial and bending stresses. You have not mentioned the nature of axial forces; they should be tensile forces.

Yes Shaker you are right. I have done this in a project intensely (although i believe the temperature values we apply in ETABS are unrleastic for example delta T=20-30C which is too high in my opinion). Anyway we used the same values. Yes tension, compression force will be so high. Dont forget the compression, if you are designing for 1000KN tension then also design for 1000KN compression. The easy method is to define these beams as columns in ETABS (P-M-M) design instead of just flexural design as in beams. As Mr. Baz pointed out, these will be designed for combined axial and flexural loads. Another easy thing is to design for flexure only and then add area of steel for axial force which T=Ast.fy.phi (This will give more steel as compared to combined axial+flexural design). A conservative approach (A lazy person approach). So far so good for strength design. But when it comes to cracking and serviceability design, for example imagine above ground huge water tanks with these axial forces, life does not look so easy in that case.

great book. well some suggestions from my end Mastery by Robert Greene Why A students work for the C students and B students work for the government Negotiate This by Herb Cohen Dealing with people, power and politics at work The Girl You Left Behind

Dear Waqas There is no such thing as concealed beam in Engineering design. No book or any code has defined it... this concept is basically originated from the labor/lay man who basically dont know the exact philosophy of beams. Let me clear the confusion.. Flat plates are structures which do not posses any beams. The main issue in flat plates is the punching shear. So in order to counter the punching shear, U shaped stirups are provided in the slab reinforcement along the critical section. When u look at the final reinforcement of flat plate slab, this stirrups seems like a beam of depth equal to the slab. Due to the visual symmetry, many lay man and contractors thinks its a beam. so they name it a concealed beam.. Remember ! these stirrups are only provided to counter the shear and no flexure capacity is there, but most of the engineers even dont know about this.. I suggest u better go for proper frame structure or design the flat plate. Hope that clears ur confusion...

Here are some additional points for further consideration. For the case of flat slab (like the one shown in the picture by Shaker) even if the "drop zone" creates a beam, the beam wouldn't provide the necessary action because of lack of any support at its end. I will try to sketch up something and post it to explain my point. In addition to that, the drop portion cannot be casted as one piece. The bottom slab has to set and harden and then the top portion can be poured. Thanks.

Sir, Section Designer can be used to assign custom wall sections including boundary elements with reinforcement configuration and analyze them. For the attachment, please see discussion under the heading "2D and 3D Shear Wall Configurations". Here is an excerpt from the document: etabs-multistory-concrete.pdf Thanks.

Wa-alaikum-assalam, Dear Mubeen, Selection of the structural system for a building would generally depend upon the seismic zone or category of the area where building is to be constructed and the preferred material of construction. For a B+G+5 building with Reinforced Concrete as preferred material of construction, my obvious choice would be a Concrete 'moment resisting system (MRF). Which MRF (IMRF, SMRF etc) would actually be used, will depend upon the selected 'Lateral Force Resisting (LFR) System' corresponding to the seismic design category (or seismic zone) of the area, and the code (UBC-97 in the present case) requirements / restrictions applicable for that area. Value of overstrength factor 'R', would correspond to the 'LFR System', adopted for the building. Types of various Building Systems, LFR Systems, their corresponding R values and restrictions on the use of these building / LFR systems are available in Table 16-N of UBC-97. BTW... Where is you building located? And, what is your preferred material of construction. Regards.

Please find attached a very well written article on General Theory Of Relativity. I hope you will enjoy reading it. Thanks. The Light-Beam Rider - The New York Times.pdf

I normally do a quick back of the envelope check to see the maximum force per member. Then use the Beam and Column design tables form the CISC (The Canadian Institute of Steel Construction) Handbook to proportion members. If you don't have handbook, one thing you could is use Autolist feature in Etabs to determine the best section for your scenario. You will probably end up with a portal frame and trusses on top because of the operational requirements of hanger. Thanks.

"Raakh" by Mustansar Hussain Tarrar and " How to read a Book" by Mortimer Adler , there are also video lectures of Sheikh Hamaza Yusuf on "How to read a Book" worth watching.