UmarMakhzumi

You should haunch it to the degree such that the minimum requirements of strength and stability are met. Thanks.

Welcome aboard Shahid.

Waqas, The statement is asking you not to rely on temp and shrinkage steel values provided for cases where analysis shows higher amount is required. You can carry out the temperature analysis and add to that the amount of steel required due to shrinkage. You can calculate extra steel due to shrinkage based on how much strain would be caused by shrinkage or any other method if you are aware of. Thanks. Thanks.

Welcome aboard Adeel.

You can take the analysis forces.. do thumb suck manual calculations and high level comparisons between your analysis and ETABS analysis. If the numbers are within the ball park, then you should be fine. Also, do the same for design. Thanks.

No clue.

@groszni awesome, Please also check your girder for LTB Stability. There are at least two cases discussed in this forum about LTB failures due to lack of adequate bracing. FYI- Stiffener would have no affect on LTB. Check the link: Thanks.

There might be some affect on deflection due to additional reinfo. Thanks.

Certain softwares provide the ability to calculation custom section properties. If you are using RISA3D, you can use RISA Section. If using CSI products, Section Designer is a good option. Haunched beams provide > moment resistance at the ends. Thanks.

By hidden if you mean that the beams are of the same thickness as that of raft, then there is no beam action. For a member to act as beam, it needs to be much stiffer than the supporting slab. I would say 2-3 times stiffer. Thanks.

Welcome aboard.

It is a inverted slab. Advantages would include a reduced slab thickness compared to a raft but you need to have excellent bearing capacity. I would advise checking settlement as load under beams would be significant. Thanks.

You can look up PCA Notes as it might have some example. Thanks.

W/Salaam. Welcome aboard.

Hi Groszni, There are a number of ways in which it can be done depending upon what kind of forces need to be transferred. 1) For Pinned End Beams The primary force to transfer is shear. You can embed a steel plate in concrete column with anchor studs (industry practise is to use Nelson Studs D2L or D3L Mild Steel Studs). The beam would get welded on the face of embeded plate. In that manner you can transfer the desired force in concrete. To develop concrete for applied shear force you would need to use equations outlined in ACI Code Appendix D. 2) For Moment and Shear Transfer For this case, you need to transfer tension compression force couple as well as shear. The best thing to do would be either to weld rebars as shown below or provide anchor bolts where high capacities are required. Shear shall be transferred by studs. Use ACI Appendix D for required equations. Figure one is shown for presentation purpose only. A web connected beam won't be transferring any moment in the column. Hope that helps. Thanks. Figure 1: Figure 2

Here: Thanks.

You should include accidental torsion when computing drift. Read my response here: Thanks.

Hi Rizwan, There are a lot of tutorials available. How about you check out the following link: https://wiki.csiamerica.com/display/tutorials/Steel-girder+bridge+with+variable+flange+thickness Thanks.

Concealed beams don't work and are non-effective. Please don't use them. Thanks.

All, The following posts are available with a Structural Design and Consulting firm in Islamabad. Details are: 1) Junior Structural Engineer - Fresh Grad to 3 years of experience in structural design. 2) Intermediate Structural Engineer - 4 to 7 years of experience in structural design. Firm is Arif Consulting Engineers. Website is http://www.aceconsults.com Salaries shall be based on experience. For job application, please send your resumes to epcarif@gmail.com. For further details you can also contact 03005108587. Thanks.

For structural design of pile, you need to consider soil horizontal springs that would provide lateral support to pile. Use LPILE software with data from Geotech values. Thanks.

Let me stir up the pot. Well, no 2 is utilitarianism, which also looks like the most plausible answer as well. However, based on the same approach, it would be justified to kill a healthy person and use his organs to save 5 persons that need transplant? This dilemma is killing me.

Ilyas, What % of base shear are you getting under shear walls? You can also delete shear walls in second model and put smaller size columns there. Thanks.

Save your model as a new file. Using stiffness modifiers reduce stiffness of wall and apply 25% base shear to the frames only to make sure they don't fail. Thanks.

Here is what I found in my archives. UBC Checklist.pdf; Preview is given below: There is another checklist related to ETABS modelling shared by @Rana. I am also attaching it as you will find it useful. Thanks. Checklist_ETABS.pdf