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I partially agree with KootK, But in my opinion things (at least in my area) are going south because mainly of : 1.us (as engineers community) and 2.government. I will explain why I think this: 1. There are 2 parts here : a. As KootK explained very well with that graph, problems (real ones, not...

Bones206 - can you share some pictures with how you reinforced the wall? I am curios. You are lucky that you have one wall. Usually in my buildings are about 30-50 walls/story so 200+per building. I would love to have the time to deal with them all. Blackstar123 - In very rare cases (compared to...

Btw I think that this software is nice and would help us but I dont know if it could be implemented for our buildings and for current design: https://www.youtube.com/watch?v=TduSTyD3r7g

I know this video, thanks for sharing. I think the masonry here is build in a nonseismic way from the start. Look here : There is no way and arch will form with a 2cm middle gap. Its crazy.. and the PGA is 1.0g - extreme.

Blackstar123, No, because the capacity is dropping way faster then the reduction in mass (force). And also the thin bricks have a nut and feder connection that is worse then normal one. This only work with wind - you have the top and bottom end fixed and the left and right free and so its a...

I am living (and also designing) in a high seismic activity area and in all of our residential buildings these types of partition are used. Worst part of my job... I do hate them a lot but what can I do.. To get things even harder our loved architects now to make some super space economy's for...

Ha, what you are saying its not that simple. 1.a - how do you do that ? I described 2 options but none is very good. Making on top of the wall a free end with the slab (2-3cm gap filled with deformable material) it's kind a risky ... why ? because you lose the arc effect, the only thing that...

Hello, Please also read : http://www.eaee.org/Media/Default/2ECCES/2ecces_eaee/1253.pdf I am glad that this topic is discussed here because in my opinion the nonstructural elements made from masonry (infilled walls or the walls that are between slabs without rc frames) are the most vulnerable...

You should never ever get in a project without doing a good check on what you should do. It s the biggest mistake you can do, i did it once and was ugly. Ask for architectural drawings and go trough them, the devil lies in details. And then estimate, if you want, your hourly needit to get the...

I think you should go for fixed amount and you should make same scenarios. worst case and best case. And you should check the architectural drawing in detail before do the offer. it can be a quick thing or a long paintfull project.

It's almost imposible to get the corect amount from the begining. It's hard to estimate for myself how much time it should take me to do a well know thing,like for example a formwork for one story slab.. But to estimate for someone else the hole project, this seems imposible to get a probable...

Never let design go unchecked by you!

Why do you prefer hourly paid job instead of project paid ?

I didnt do anything, but your welcome. If you have more questions when doing the design please feel free to ask them. Be carefull on the compressive concrete strut check

But i think that if you make one strong portal frame it's a lot better then this combination with middle moment released columns and weak steel sections. The extra steel used on nodes to take the bending moments are very useful. You will have something like this:

- oh ok sorry.

Looks good. Better then CSI pack.

You dont you use a classic portal frame ? Like this:

Hmm for the middle column which has bending release on top and on the base (pinned connection) i dont think that PDelta is useful. For lateral drift this column is a mechanism.

Btw you draw the earthquake arrow from left to right, what happens from down to top?