Different methods to define a Built-up I/Plate Girder section in STAAD || Incorrect Shear Capacity
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- เผยแพร่เมื่อ 31 ม.ค. 2022
- Use of a built-up steel section in any commercial or industrial project is very common. As per the design requirements, if the available hot rolled sections are not sufficient or economic, then we need to use a built-up or plate girder section. There are different ways to define a built-up section in STAAD which can be further used for design, but do you know, if you select any incorrect method, design results might be inaccurate or incomplete?
In this video, I have discussed about different methods available in STAAD to define a built-up I or plate girder section for design and what are the advantage and disadvantage of each method.
Also I have discussed why shear capacity values are not correct for wide flange section and how to rectify this problem so that correct shear area values are used for design.
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thanks sir.
For bracings both horizontal and vertical in chevron and x bracings what will be the "Ky and kz" Exact value to be used as mentioned in the code. How it is decided ? what will be kz and ky value for bolted and welded connection with gusset plate. As in some designs it was 2 and in some design it was 0.8 for vertical x bracings welded connection with erection bolts . In what basis they are adopting the degree of restraint (connection with Gusset as welded ) and choosing those values. It will be more helpful if you clarify me. Referred many books and structural forums but unable to come to conclusion. Thank you.
Sir please one video on how to assign snow load
Sir please show some light on how to export 4 angle built up section.
When I export the built up angle section and assign the property to member than it is throwing error that Ay or Az is not defined
If you create this section in section wizard and import that in STAAD as general section, AY AZ values are set to 0. Open the section property page from user table, and provide the shear area values.
Thanks sir. I have a question. When I create built up section using section wizard and import to staad using general, then 3d rendered view does not show section as you mentioned in the view. But when I switch on diagram > 3d sections > full sections, then I see rectangular section for such general member. Please clarify what is happening here ?
This is how the logic is hard coded in STAAD. For any general section, as there is no info about the original section (only equivalent section dimension is available), so in the rendered view, it is displayed as a stick line but in the full section/section outline diagram, it is represented as a rectangular section. In the member query box, you can notice similar type of rectangular representation without any dimension.
@@surojit_ghosh thanks for the reply. got it
what will happen if i assign a I beam using general or prismatic sections in user define instead of Wide flange and I - Sections ?
That's a good question and I will cover the details in my next video. As a summary, when you create a user table general section (or from Define option), you need to specify all the properties along with I section dimension (D,TD,TB etc). Program can design any general section as an I section using these section dimensions. This has been discussed in this video- I have imported a section from the section wizard as a general section (check 11:56).
Prismatic section design is not possible as no section dimension is available for this type of section. It can be used only for analysis. For any LSD code like IS800:2007 or AISC 360, section classification is a must which is not possible for the prismatic section. Only few WSD code like IS800:1984 supports prismatic section design as section class is not determined in this code.
@@surojit_ghosh Thank you for the reply. Can u clarify this question also - For bracings both horizontal and vertical in chevron and x bracings what will be the "Ky and kz" Exact value to be used as mentioned in the code. How it is decided ? what will be kz and ky value for bolted and welded connection with gusset plate. As in some designs it was 2 and in some design it was 0.8 for vertical x bracings welded connection with erection bolts . In what basis they are adopting the degree of restraint (connection with Gusset as welded ) and choosing those values. It will be more helpful if you clarify me. Referred many books and structural forums but unable to come to conclusion
Thanks Surojit for uploading more and more informative content, i have 1 problem where i have to design 2 face to face Chanel sections for column with certain size of m.s.plate welded on both for connection but staad shows error and this only can be design with is 800-1984 code but i want to design section with latest codes so how can i overcome this problem in staad pro.
It is possible to design any front to front and back to back channel as per IS800:2007 code in STAAD.Pro, if you define it from standard database. I am not sure which version of STAAD you are using. This facility is available in STAAD.Pro CONNECT Edition, and if you use any older version of STAAD which was released long ago, then you might get an error that this section design is not possible.
If you are using any current version of STAAD and still unable to design a front to front channel section, you can upload your model in the Bentley Communities(communities.bentley.com/products/ram-staad/f/ram-staad-forum#pifragment-25818=1). I will review your model and let you know the reason.
@@surojit_ghosh Thanks for your reply, i am using staad connect Edition with latest version and applying property from standard database only but still have same problem.
I don't have any scope to upload any screenshot here or review your model. If you can upload the model in Bentley communities site, I will definitely check that and let you know the reason.
@@surojit_ghosh Ok sir, will upload there
Sir can u pls demo the parameters Lx, Ly, and Lz other imp parameters assigning to the structure. And conditions under which this options come?
I plan to cover this topic in the series on modelling analysis and design of PEB structure which you can check from here -- th-cam.com/play/PLxLi_mmlPeirZAuVqbzXdxU46KacnGOvO.html
i didnt expect it to work wow勞 thank you so much bro