Design of Steel Wall form Panels / Plates

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

 

Parents
  • Hi aslkhero,

    STAAD.Pro would be able to provide you with a PASS/FAIL result for the steel angles used to stiffen the form panel, but it will only be able to provide stress and deflection values for the steel sheet.  From those results, you would need to perform any necessary calculations to substantiate the design of the sheet.

    Cheers,

    Chris



  • Hi Chris.

    i got ur mail, and the answer is neither i am looking for assistance nor someone for engineering...i can calculate all the analysis manually or other structural software, but i want it in staad.pro, and becaz of it is a online forum and great people lik u who has vry good command in staad. are here, thats why i am here and pls note I hv already read some of ur answer...woww...really awesome..

    by d way  i just want to knw frm u or from neone tht how can i create the fabricate model as attached image (without angle slot) in staad.pro......1) pls gv me only joint coordinates & member incidences....2)frm which command i can chk deflection of steel sheet, is it "DJ1 DJ2 DFF" or ne other command??

    Note : I hv alrdy crt the model but the problem is angle and sheet (i.e. element in staad.pro) are not in 90degree, and if i am trying to change the "Beta" of ANGLES(45 x 45 x 5), then from plan view there is space (In rendering) between angle and sheet

    Thanks again...cheers..!!

  • A member that has received the COMPRESSION specification is only capable of resisting compression forces.  It can resist no tensile forces, and will be taken out of the stiffness matrix if, after any iterations, it is found to be carrying tensile forces. 

    This specification also had the effect of reducing a member to a TRUSS member, meaning that it resists no shear, bending or torsion.  This is probably why the members pass the code check when you specify them as COMPRESSION.

    Cheers,

    Chris



  • 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!!!!!

  • 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,

    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, 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

Reply
  • 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

Children
  • 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



    Form Panel.std