UmarMakhzumi

Check your model first to see if everything is set-up right.. Verify your displacement manually against load of 306kN. Then calculate stress in your member at that load and compare it to your model. They all should match. What material are you modeling? Is it steel? Why is stress 220N/mm^2? What is the yield stress , fy in equation 8fyz/L? Thanks.

You can see the following topics to calculate your allowable displacement/ drifts. If your displacement is greater than what is required, check your input and add more shear walls. http://www.sepakistan.com/topic/1341-ubc-seismic-drift-limits/ http://www.sepakistan.com/topic/109-building-drifts-in-etabs/ Thanks.

Are you using any load factors? Thanks.

I will just add one more thing.. Type of sway frame depends upon what kind of lateral force resisting system you have.. Moment frames will sway.. braced frames or shear wall system would be non-sway frames. Regarding "sway intermediate" and other terminologies, you will have to see how Etabs defines them. What I have stated is the generic structural definition. Thanks.

Everything that you need to know. https://www.fema.gov/earthquake-publications-building-codes-and-seismic-rehabilitation + More specific on the topic http://www.fema.gov/media-library-data/20130726-1556-20490-0462/fema454_chapter8.pdf Thanks.

Just to make sure that I have read your question correctly, you are worried because of shear wall design results that show same amount of reinforcement in both horizontal and vertical direction? Thanks.

Revit will definatley help you.. Other famous softwares are: DYNA - machine foundation RISA 3D - structural analysis Staad Pro - structural analyais Thanks.

You can set the strain in reinforcement equal to yeild and calculate the moment of the section at that strain value. From there you can back calculate load for that moment that would correspond to yield load. This method is called strain compatibility. You can find examples in different textbooks. Thanks.

Omer, You can also provide an upstand beam at locations where there are no doors in walls and keep the depth of slab small. Thanks.

Rao, I can't check your model as I don't have ETABS. I would advise you to see if your unbraced lengths for steel members are correct. Can you also provide a summary of your loading. What load combination is the most critical one? Thanks.

Dear All, We have recently upgraded the forum software to ensure quality experience for all the users. Just a heads up that as a result of recent upgrade, members can no longer use Carbon_Green Skin. We are sorry about that. The default forum skin has been updated too. Thanks.

Hello Everyone,

Uzair is right.. It is probably the worst thing that you can do as a professional. Thanks.

Sir, My bad.. I don't have a document specific to rigs. Thanks.

It could be about diaphragm design and it can include cord reinfio as a subset. I will be available for proof reading. Thanks.

I can do proof reading and editinh before we post here.. Thanks.

Muneeb, Great to hear.. Lets start with something that gives introduction and can be used as a design go-bye. Thanks.

Muneeb, These elements are part of diaphargm design.. Collectors are drag stuts (not always required). Anyway, if you have any topic up your sleeve, we can write about it. If not then lets detail an article about diaphragm design.. Send me an inbox about whatever suits you.. Thanks.

Yes, that is basics 101..

Its a nice short basic level summary. I was actually looking for someone who could contribute an article about Design of Cord and Collector elements and other topics- you can check the list athttp://www.sepakistan.com/topic/1329-sefp-consistent-design/#entry4430 Let me know if you are interested. I can help you with any article if you plan to write for SEFP. Thanks.

Welcome aboard Athar Farooq. Thanks.

I dont have a document but its basically a steel platform supported on piles, in the middle of ocean which should be designed for additional loads due to ocean waves. I know this because I work in Oil and Gas Industry. There are other challenges too from a structural point of view like pumps and compressors design on steel(as everything has to be supported on platform) which requires extensive calculations. I have designed a bunch. Thanks.

The stiffer you make, the fun it gets!

This is a good discussion because of the fact that it reminds us how the use terminology/ terms can lead to difference of approach. For example, when we talk about column punching shear, actually the limit state in that case is that the slab is punching through the column. Its not the column that requires checking but the slab which we always do. Similarly, the slab would be punching through the shear wall too, not the other way around as summarized above. Thanks.

I found this study done on the effect of casting temperatures. Excerpt out of the article regarding effect of higher temperture is posted below: Some kind of mitigation measure should be taken like higher cement if the casting temperature is higher than the one set is specifications. The document talks about ambient temperature. Its attached below. Thanks. temperature-setting-concrete.pdf