Design of Steel Wall form Panels / Plates

Re: Design of wood grid

Chris Conrad — Mon, 05 Apr 2010 20:56:20 GMT

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

Re: Design of wood grid

Aslk — Sat, 03 Apr 2010 18:25:08 GMT

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

Re: Design of wood grid

Aslk — Sat, 03 Apr 2010 18:24:33 GMT

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.

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

Re: Design of wood grid

Chris Conrad — Wed, 24 Mar 2010 20:33:06 GMT

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

Re: Design of wood grid

Aslk — Wed, 24 Mar 2010 16:16:05 GMT

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!!!!!

Re: Design of Steel Wall form Panels / Plates

Chris Conrad — Fri, 19 Mar 2010 22:17:41 GMT

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

Re: Design of Steel Wall form Panels / Plates

Aslk — Tue, 16 Mar 2010 12:48:24 GMT

Hi Chris,

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

Re: Design of Steel Wall form Panels / Plates

Aslk — Mon, 15 Mar 2010 18:54:28 GMT

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...

Re: Design of Steel Wall form Panels / Plates

Chris Conrad — Fri, 12 Mar 2010 18:42:14 GMT

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.

Cheers,

Chris

Re: Design of Steel Wall form Panels / Plates

Aslk — Fri, 12 Mar 2010 09:54:22 GMT

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..!!

Re: Design of Steel Wall form Panels / Plates

Aslk — Thu, 11 Mar 2010 20:09:26 GMT

Hi, Chris

yes i agree and thank u very much for ur kind help...but will u give me the programme for deflection check for steel sheet? it is vry urgent; thank u very much again..i knw abt the angles....i ust want only details about sheet check and fabricated model creating

thnks chris

Re: Design of Steel Wall form Panels / Plates

Chris Conrad — Thu, 11 Mar 2010 15:26:40 GMT

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