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Hello to everyone, this is my first time posting and I come to you with great respect and a request... I have a client that bought an old building (around 40-50 yrs old) of 2 stories and decided to make something new out of it. Now in the ground level it'll become a fast food restaurant and in the upper level he'll make 2 apartments out of it. What is currently the roof will also have a new usage, as it'll have some minor "light" structure, such as a wood pergola and other non-aggressive elements. The thing is that he decided not to wait for any advise and already demolished several walls in the ground level, some of which were bearing load walls. So now that we took the project, we need to fix it and ensure that it will not have any problems in the future (especially regarding the seismic effects, which are important in my region). So far the structure seems ok. There's no sign of cracks or important deflections so far. They left the closure ring beam or stem wall (which now is kind of acting like a beam without really being one) but they destroyed the rest of it. My idea is to reinforce these "false beams" by putting a metal girder directly below them and attaching them to the concrete columns that exist. The problem is that I'm not sure if it's a better idea to consider the type of connection as a simple one (pinned), which I think resembles a bit more the original condition or adding a bracket (moment connection) and transferring these new moments to the existing columns by proper joints/anchors. There aren't many walls along one of the directions now, and I'm a bit worried about the seismic behavior, since I'm also changing the rigidity of the system and the center of mass is already displaced. I have no certainty of the structure composition other than the geometrical features. I still need to do the calculus to know which IPR section or whatever I'll use, along with the effects of everything that I already wrote. But I wanted to know your opinions and what would you do in my place? (Other than not accepting this kind of clients). In the plan, the dotted ones are where there used to be walls...

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

AOA. How to model a retrofit beam in etabs whose depth has to be increased ???

After the earthquake of 26th october , our attention went to emergency exit steel staircase which by no means can be termed as safe plz see the attached report. the main cols have been placed on earth without any foundation steel members are under size members are not straight . can this be retrofitted ? how? waiting anxiously for a solution by so many good SE engineers lets see who has the knowledge to do it!!!!!!!! Regards ZeeshanASSESMENT REPORT OF EMERGENCY STAIR CASE OF BUILDINGsepak.docx

Anyone having any kind of material related to SEISMIC EVALUATION OF EXISTING BUILDINGS along with retrofitting techniques, do share on ths forum.....

Hello dear fellow Engineers, I would be thankful to all those Masters and pHD's on this site if U can Recommend me doing fyp on Siesmic retrofit of Existing Brick Masonry Structures. Am planning to build a user friendly software to determine the most economical retrofit and its cost. Any suggestion would be really helpful regarding it's feasibility. Thanks

Salam if we have to increase the area of an existing column of size 24x24 reinforced with 22#8 bars to 36x36, columns has been erected on a 24" raft with 11ft height constructed, columns will be erected two more 11' heights. seismic zone 3. if steel jacketing applied how can the jacketing sizes, thickness and strength can be calculated. any other techniques can be applied? any literature relevant to this problem, code references, books, articles or case studies Regards