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Hello, Any sample calculation for pocket foundation(Axial load + uniaxial bending moment). preferably Eurocode.Any help will be greatly appreciated. I search on the internet,all i can see is blah! blah! blah! and nice looking equation but actual calculation is not there:)

Thank you very much KootK/IDS for your insightful ideas!

Hello, Reducing modulus of elasticity of concrete by 50%, is it equivalent to reduce moment of inertia(ie, shear wall) by 50%? It arises in a situation, where a software, doesnt have the facility to implement in its analysis of building, of reducing its moment of inertia. For example ...

ETABS shld implement a "graphical" load viewer on non-uniform shell loads,it is very easy to commit mistake on this. It is really annoying!

Hello, I came across on how to adjust SM of shear walls,pls. see below; "Typically I initially assign a 1.0 factor to f11, f22, and f12 along with a 0.01 factor to m11, m22, and m12 (so that the shearwall essentially has no out of plane stiffness and acts as a classical in-plane only resisting...

@Delagina, In the Philippines, we still uses UBC 97 as the main code for Earthquake analysis(NSCP-2010) and ASCE 7-10 for wind loads.

Thanks Delagina/JAE, It is sometimes really a pain when you find a reference material claiming it is based on reference codes (whether it is UBC 97 or ASCE 7-05), and then you started reading it, and you will end up confused rather than informed when you realized that something is not...

@JAE, what I've meant is that, comparing it to UBC 97, the factors used in the "Atkins Manual" is quite different. Compared it again to ASCE 7-05, the ~"factors" used is quite different. Especially, the 7 serviceability load combinations shown on the "Atkins Manual". I've searched for both UBC...

@delagina, pls. see my previous attachment. I already attached strength combination for both UBC 97 and ASCE 7-05 but I cannot notice any similarity between ATKINS documents and UBC 97/ASCE 7-05 regarding their "factors". Also, where ATKINS derived the "serviceability" load combinations as per...

Hello, I've seen a documents "Manual for the Analysis/Design using ETABS" by ATKINS(pls. see attached screenshots). According to the documents the load combinations are based on UBC 97/ASCE-7. Flicking the pages of UBC 97/ASCE-7-05, there's a discrepancy on the factors used. Also, load...

Hello, I have a couple of questions regarding ref. points/planes. 1. How do you delete re. points/planes when you do not need it anymore. * I've tried opening the model in text file but still the re. points/planes are still there. 2. Can you replicate slabs in ref. planes? *I do not...

Hello, Why I cannot see window/door openings of rc wall in "rendered" view? Is this really the case? Any ideas will be greatly appreciated.

Hello, Pls. find attached screenshot. I cannot find similar dialog box(ETABS 2013)to edit stories that is common to ETABS 9.7.4. Any help will be greatly appreciated. REgards,http://files.engineering.com/getfile.aspx?folder=d2c57e36-392f-4fd7-a072-c4271c2ad4a6&file=edit_story.jpg

Hello, I have a simple 2d frame with horizontal point loads. I'm just wondering why I have a strange deformation an huge displacement. Pls. see attached file. Any help will be greatly appreciated...

Hello, I've modelled an rc beam(spandrel rc beam-pls. see attached plan and file) . I noticed that when I run the design and look for its summary it doesnt give the "moment capacity" of the section. Also, I noticed that in calculation sheet, the spandrel beam was referred to as a "column" not...

Hello, In Eurocode, how do we categorize the tower bracing loads in combination with wind loads in temporary condition. Do we assume that the"tower crane brace loadings" as accidental(ie, 1.0 DL + 1.5 WIND + 1.0 ACC1, etc.)? Any help will be greatly appreciated.

Hello, I was upset this morning for a simple reason that I cannot prove to myself that the self-wt of the thread of a stair is,THREAD(sw) = 1/2(R)25. Assuming that the going/rise dimensions are 250mm/175mm respectively, and the wt. of concrete is 25 kN/m3, then, THREAD(sw) = 1/2(.175)(25) =...

Hello KootK, These intersecting walls are precast walls and they are supported by 200x200x16SHS via steel capping plates.The reason for the dapped end connection. Pls. see attachment. http://files.engineering.com/getfile.aspx?folder=d8e960c4-5e9d-4abb-9981-7568d27920a2&file=rc_beam_elev.jpg

Thank you very much for your reply KootK. Pls. see STM result attachment with my comments on it. I have this situation where this rc wall is supported by intersecting wall at the corner(200mm thk rc wall), the reason for the dapped end. The bearing area is only 200x200. Doing the calculation...

Hello Guys, Pls. see attachment. I am checking the stress at the node to eurocode but I do not know what is the size(area) of the node. Normally, where do you based the size of the nodes?http://files.engineering.com/getfile.aspx?folder=78745375-92bd-4b0c-904a-67615160a418&file=STM2.jpg