Hello everyone'
Guys I Have a problem, I need ur help very urgently, SEE THE ATTACHED image, and other DETAILS AS MENTIONED BELOW, or u can find the image from google (in google image option just type wall form panel and first image will show u the panel)
my question is that how can i check (i.e. in staad.pro with check code option, whether it is going to pass or fail) a panel (i.e. wall form panel made out with 3mm thk. steel sheet , angle 45 x 45 x 5) loaded with hydrostatic pressure / conc. pressure. pls find the details below:
Panel size = 500mm x 1250 mm (height)
Angle = 45 x 45 x 5 mm (along 500 mm 2 nos. only at edges; along 1250mm 2 Nos only at edges & 1 Nos along 1250mm as a central stiffner) (all angles should be weld90degree with plate
Steel Sheet thk. = 3mm
Conc . Pressure / Hydrostatic pressure = 25kn/m^2 per meter of height (therefore load will act as a trapizoidal load, so that at bottom of panel it will be 31.25kn/m^2 [i.e. 25kn/m^2 x 1.25m (height) = 31.25kn/m^2] AND at Top of panel it will be 25kn/m^2
Pls consider 500mm x 1250mm face area for loading
Note : Suppose it is a Retaining Wall Formwork, therefore the arrangement will be like 2 Panel connected by nut and bolt then we are using one heavy duty soldier connected with panel by nut & bolt after soldier 2 panel again & repetition; support of props Waler will be provided from back sides
But I want to check a single panel or 2 panel coneected by nut & bolt; and pls note that practically it is passed, I mn the above panel can take the pressure of conc. AND STILL WE ARE USING THOSE PANELS BUT I WANT TO CREATE THE MODEL IN STAAD.PRO AND CHECK AS PER CODE OR ANY OTHER OPTIONS FROM WHICH I CAN UNDERSTOOD THAT WHETHER THE PANEL WILL PASS OR FAIL
pls feel free to contact me any time....
Thanks to everyone
I think the attached modified version of your model will give you a good start on tuning up the geometric aspects of your model.
I would represent the plug welds by specifying a common node between the plate and the angle at the plug weld locations. I have done this by defining a mesh that measures 0.125 m x 0.125 m. You should test this mesh size to ensure that it is acceptable to you.
Achieving the proper orientations of the angle members is a matter of trying combinations of Beta angle and Redefine Incidence to switch the starting and ending ends of the various members.
The decision as to whether the plate stresses and deflections are acceptable or not is one that must be based on your engineering judgment in combination with the results you can observe from within the Post Processing mode.
Note that your hydrostatic load will need to be reassigned in the attached model, as the mesh has been created.
Cheers,
Chris
Hi, Chrish,
ya, evrythng is well...as you was asking for the model i am going to attach the programme plz find it...and plz consider as per my points..
1. first of all plz adjust the beta angle of ANGLES, it should be 90degree with plate, i did it but when i am going to attach here there is an error plz consider the same.
2. all angles failed but that is not a problem...becaz nodes (with fixed support) are placed in 0.5m typ. distance but practically if we are going to weld a 2m angle with a plate PLUG welding should be done @ 150mm C/C dist.there are two questions in my mind, (a) how can I define welding in staad? (b) or i should create nodes with fixed support @150mm c/c dist.
3. you just consider the plates, i just want all the details, i mn how can i understand that the plates are going to fail or pass at site , deflection or anything else.
4 u can consider any code as per ur sutblty in design...
thank u vry much for ur valble time...kindly consider the same
Thanks a lot, i am expecting your reply in betwen 1-2 days...becaz then it is going a very helpful matter for me
Hi aslkhero,
Doing well at this end. Thanks for asking. Hope things are good with you.
Could you please post the model you are using to evaluate the plate deflections, so we can try to help you out?
Thanks,
Hi Crish
how are you? hope everything is fine..actually due my busy schedule i was unable to visit this site for few days, today m here and i hv got ur answer and thanks a lot, i knw u r too much busy but thanks again for giving some time for people like us ..by d way i have already solved this problem... and yes my answer is same as yours..
ok now crish tell me one thing that i have already analyzed a steel panel (details as imentioned previosly) using your help as you had already mentioned in your previous answer,
but the problem is plate displacement showing 0.000 or - 0.000. so what i can expect that the plate got passed or is there any analysis problem...but pls note that in my analysis previosly there is some ignorable error but after got your answer there is 0 error and 0 warnigs,
and one more thing that how can i print the analysis report for plate , becaz in my case there is only angle analysis is available with all details, pls inform me for details of panel what command should i used.(only printing in analysis report)
Note : for design purpose, tensile strength for steel sheet shall be taken as 260N/mm^2 (as per IS 1079 - 1973; Page no-7, Table-3)
Thanks a lot, eagerly waiting for your reply
cheers!!!!!