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
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..!!
I think the things to keep in mind are:
1. Your equal leg angles will require a Beta angle of 45 degrees in order to place one leg in the plane of the steel sheet.
2. You may need to use some combination of the Redefine Incidence command an RA angle types in order to achieve the exact orientation of the angle with respect to the form panel.
3. Don't be concerned about the gap that appears between the angle flange and the steel sheet. That's a function of the location of the working line of the angle, which corresponds to its center of gravity. If you really want to be precise, you can assign Offests to the ends of the angles to more accurately represent its relationship to the steel plate. In this case, I suspect that the extra work might not be worth the effort.
4. Be sure to mesh the plate finely enough to get meaningful plate analysis results, and be sure to let the plate mesh split the angles into mutliple small segments at the mesh nodes, if your design intent is to represent the angles as though they are continuously connected to the plate. If the actual detail is more like intermittent welds at some interval, then you might choose to split the angles at intervals that represent the weld spacing, and ensure that those points connect to nodes in the plate mesh.
5. There is no command that will check the plate deflection for you automatically. You will need to observe nodal displacements and make the evaluation manually. Once again, this points up the importance of meshing the steel plate appropriately, so you can take off meaningful deflection results.
Hope this helps.
Hi Chris,
Thanks a lot ...i think it will really help me...by d way...will u tell me what is the meaning of compression (i.e. in GENERAL TAB > SPECIFICATION TAB > COMPRESSION ASSIGN) in staad...becaz i have already designed a typical grid (i.e. section is 4" x 4" @ placing 200mm c/c & 1m in length each piece which is made by timber..floor load aprx 6750kg/m^2 live load 450kg/m^2,)
but the problem is if i will apply all compression member as mentioned above the member got passed otherwise it is got failed.
what is the problem actually
thanks again for your valuable suggetions...
it is vry urgent...i had already post a new thread regarding slenderness ratio of timber...kindly chk it out...and gv me a reply by today....plsss...plss
thanks a alot
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.
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!!!!!