UmarMakhzumi

You can find design of spread footings examples in typical concrete handbooks, like Nilson or Macgregor.

Atif, Please see this thread:

In this case, for lateral load resisting system, the system will work as braced frame since braced frame stiffness >> moment frame. The reason why you can’t find an example is that moment frame when provided with braced frame is just adding extra cost - it’s not needed and totally redundant.

For moment column, reinforcement can be higher at joint location.

Interesting. Is level L2 basement roof or ground floor slab?

I don't have CSI Safe installed, but you if someone is providing you with a higher version file, you can ask them to export it in a neutral format and import it back using older version. Something similar is done for ETABS here, you can have a look here. Thanks.

AA Zeeshan, How are you? Apologies for late reply as I was setting up a few things for the forum. I don't have Safe installed so I can't check the attachments. However there are a few link that can help. Is the issue resolves yet? Can you share the error number if not and check out the links below. Best Regards, Umar https://wiki.csiamerica.com/display/safe/Import+ETABS+into+SAFE+FAQ

Different people have different approach. You can follow the one in your office. The right approach might be looking at frame and the behaviour. For example if a deep beam spans between two shear walls, that beam will see a lot of action and releasing using modifiers might not be a good approach. Thanks.

Looks like the error is related to properties. Have a look at this thread as it has some resources on non-linear modelling of masonry struts. https://www.sepakistan.com/topic/1343-seismic-assessment-and-retrofit-design-masonry-infills-and-general/#comment-2625 Thanks.

Please see quoted reply above. Thanks.

You should search AISC Design Guide 1. It’s easily available on the internet. It is the best reference on steel column base plates. For concrete foundations, you can refer to text book like Nelson or McGregor. Hope this helps.

Hi Shazeb, To answer your question, it should be story drifts. Interestingly i attend webinar today on FEMA and it they went over a detailed example. Please see attached and follow it. Thanks. FEMA P-2012 DetailedExample1_2021-04-19.pdf

Apply to local offices. Islamabad has a lot of forms! Make sure you get sucked into a company that keeps you on u paid internships. Entertain paid jobs only. Apart from that, read code, books and literature. Good Luck. Thanks .

Good luck! I hope you did find something.

You should have notes from undergraduate design on way foundation design! Sorry didn’t check the attachments but refer your college notes and a text book in doubt. Thanks.

You should try fixing the insertion point. Insertion points help model the eccentricity of the members since without insertion points, the default is centreline modelling. Another approach in lieu of using insertion points is using rigid links. Thanks.

You can contact ETABS and suggest to them and they may include it in the next software release. If Saudi Building Code is not already in the ETABS software, I don't believe there is a way to tweak or path it by the user. Thanks.

If you want to do something specific to Pakistan, work on design recommendations that can help build low cost seismic restraint houses. Just a suggestion. This has been discussed to death in this forum. You can search to find other related posts. Thanks.

In my opinion the key parameter is 14 and 28 days strength and curing periods are recommendations to achieve the strength. Generally industry practice is to open forms at 14 days and load members post 28 days and curing periods might help achieve those strength in required number of days but the can only help. I have used early high strength concrete mixes like Lafarge Chronolia (https://www.lafarge.ca/en/chronolia), that can achieve the desired 28 days strength in 3 days due to higher C3A contents in the design mix. So curing is dependeted on what the target is being tried to be met and should not be looked independently of strength. If desired strength can be obtained earlier by using higher C3A content cement or water reducers, curing recommendations are just helping in bigger scheme of things. Thanks.

Thank you for sharing and getting back to the post. Its great. Congrats on getting it done

Yes, the shorter span would be stiffer. For concrete I assume you will detail beams to your results (provide -ve reinfo where the model results show) so should be fine. Here at SEFP, we don't promote sharing models. The reason being, everyone is volunteer and can only answer or review stuff in their free time Also we expect the engineer/ original question poster to connect the dots. Thank you.

Hi Luk, Thanks for explaining your question. It is interesting. I did try to look at the model but I wasn't able to load it in SAP2000. You have a tricky situation. Without being able to look at your model, all I can say is that please do give thought to seismic considerations. If your stairs are supported on Masonry walls, attention should be paid to the connection and anchorage requirements and stability. Good luck. Thanks.

Hi Talha, Welcome to the forum. There has been on and off discussions about scholarships here but we don't have much content on it. Part of the reason being that scholarships and their criterion keeps changing. So your best bet would be to look inside the groups and do an evaluation against your skillset. Good Luck. Thanks.

Muneeb, Are these concrete beams? If yes, you can model them as continuous members. If the beams are steel beams, one member would be continuous member and other member would be based on connection kind of the member. Best Regards, Umar.

Injective, You can find the resultant of all applied loads and distribute that reaction as liner load along length of wall.. Take moment at any corner and find the resultant. Thanks.