ILYAS

justified and reasonable practice as explained above the concept of equilibrium torsion

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

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

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. 

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.
 

it considers ,go to flexural design

You have wrong reasons in mind regarding this. Read the relevant literature. Look for and grab the concepts of compatibility and equilibrium torsion in code and RCC books. Stiffness factors of 0.35 and 0.01 are not related.

When I give a modifier for 0.01 to beams it means its is providing zero stiffness against torsion then these forces are transferred to which members?. Moreover in practical structures how torsion could be avoided in beams ( reinforcement detailing could do that .. ?) . Furthermore when a stiffness modifier of 0.35 is given to beams the same beams fails and needs a bigger section. So all this could not conclude that assigning zero stiffness against torsion in beams  means that no torsional forces will occur in real structure. 
 

Anybody have literature or drawings of REINFORCED COCRRETE PROTECTIVE GALLERY /SNOW SHED IN HIGHWAY/ avalanches in highway?

it considers ,go to flexural design

it considers ,go to flexural design

I will email them with latest code link of BPC-07 about the issue. let see how will they respond..

The way forward, as far as Equivalent Static load procedure is concerned, is to use the "User coefficient" option in ETABS definition of load patterns related to seismic forces. You will need to enter the value of "Base shear coefficient" as well the "Building height coefficient". The program will multiply the "Base shear coefficient" with the seismic weight, determined by the options you defined in the mass source, to generate the total seismic demand. It will use "Building height coefficient" to distribute the Base shear along the height of the building.
For RS analysis, you can import user defined response spectrum.
 

Hi Rummaan17, 
Great questions.
This can happen. However, just to keep things simple you can size your section to make sure bending resistance is > than shear resistance. I know this answer is not very neat but I have been out of touch with this so don't exactly remember the details here.
 
You might have to refresh me here about where does this come in play? 
 
I think the example that I have provided only talks about the period calculation, not the strength. You are right. Do you have a criteria provided by the Client company to meet? There might be details there about what load combinations to use and what checks need to be done for blast loading for strength design.
 
Could be, but I haven't done it. 
You have got some excellent questions here. I wish I could answer you better but to be honest, blast loading is a complete criteria in itself. Normally a good starting point would be client specifications that you have to meet as they should specify they load cases, acceptance limit states under strength and serviceability and any other items that need to be considered. If you don't have a governing criteria, then the next best thing would be to get a book on the subject and follow a design example and establish the limit sates. Let me know.
Thanks.

http://www.125books.com/inc/pt4321/pt4322/pt4323/pt4324/pt4325/data_all/books/D/Design%20of%20Blast%20Resistant%20Buildings%20in%20Petrochemical%20Facilities.pdf

I need this information very much, whether ETABS  can design RC columns and Beams for shears coming from Plastic hinge and Usual Vertical loads, that is Ve=Vg+V(sway) for beam..... if it can, then how can i be sure it did take this into consideration, or how can i make the program take this into consideration? Thanks. Assalamu Alaikum.

Check unbraced length ratios in your model.

yes sir, i know about ACI 1R 440 for designing FRP reinforced flexural members, According to ACI frp is still not approved for compression member due to its anisotropic behaviour. Canadian Code for FRP i think provide complete design guidlins.

Would it be possible to model concrete member reinforced with FRPs bars (i.e. GFRP, CFRP OR BFRP)? and also guide could we import "section model" or " FRP model" file(matlab )  TO ETABS for analysis? 
i have read somewhere on CSI Web that the only option is its equivalent modeling in such way that extra steel bars used in beam to  model the glass fiber as a replacemt of FRP  to incresea the beam strength? is it possible to do so.
 
 
S

ACI 332

ACI 332

ACI 332

Fatima,
What has been stated above by Baz is very useful and you can use it for composite sections of any given configuration.  Generally speaking, strength contributions by steel angles are very low and wouldn't add much to a concrete column section. I have used angles at corner of concrete section to allow welding of lighter items (like small pipes or cable trays) or to protect the corner from deterioration. I would suggest to ignore angles and don't rely on them.
Now lets say you still want to consider the angles, for that case follow what Baz has said. So you can model a composite section or manually calculate the moment of inertia of combined section. By doing that, you can run analysis model and get your moments in the composite member due to the applied loads. Additional checks to do would be to make sure the bolts connecting the angles to the concrete don't fail before your angle attains yield strength. You can calculate the force in the bolts by using the Shear flow formula VQ/I. You will need to check different sections along the length as moment is changing constantly along the length. I hope this helps.
Thanks.

Asalamualaikum
I use manual method or Response2000 to find yield moment capacity of RC sections. In case, if I have a section 12”x12” having 4-#6 bars... i can easily calculate the capacity.. but if this section is retrofitted with steel L4”x4”x3/8” member at all four corners then how can I calculate the moment capacity? (see attached picture, the bold corners showing L shape steel members)
Thank you

1) Self Study.
2) Ability to visualize what is on a 2-D Drawing.