Recent content by bazflexure

Dear all, My question is that , how to find out the value of "a" of Eurocode which is equivalent to Z factor of UBC.. P.s if anyone can share solved examples regarding eurocode seismic design I shall be grateful. Best Regards,

If we talk about one way slabs, the coefficients given in ACI 8.3.3 have certain requirments. Like it should have 2 or more than two panels etc .. I believe section cuts are a very fast and easy way of getting slabs moments but its out of practise and due to lack of documentation its not being...

Will anybody comment on the effect of support settlement of a frame column. One effect will be of change in stresses. Will it increase reaction of that particular support.If yes then how?

What is the effect of support settlement on structure for example a TRUSS? a)Should it have an effect on member forces? b) on joint displacements?

Dear All, I have viewed the tutorial of section cuts in etabs.. also have looked in the help files and done a google on that, but still I couldn't grip it... what i need to see is moments at a certain section of a slab 1) Is the section cut data report along the section line drawn or on the...

If you are using UBC 97 chapter 16 explicity defines the requirment. You need to check your builind for against different irregularities(soft story, weight irregularity etc) and soil profile type (F needs dynamic)

I have corrected it :) thank you.. please check this model :) thanks alot :)http://files.engineering.com/getfile.aspx?folder=22d1967e-010e-43a9-a260-e0872bf00e68&file=Revised_Truss_Model,_22nd_October.zip

I have etabs 9.5.. can u upload the text file..

P.S Many thanks :)

many thanks.. The reason I did it in that way is to draw a truss in elevation by defining no of stories and grid in any one direction.. I'll check it

Dear All, I have modelled a truss using MBMA Code. I have done it in ETABS . Main load is dead and wind load. the model is attached. please check it for me as I am not satisfied with the deformed shape.. Thanks in advance, Regards,

@wonderasap How are you modeling for 25 % lateral loads by taking dead weight multiplier to 0.25 ??

so we should always consider the stiffness modifiers for service and for seismic we should consider factors listed under the ultimate .. rite??? i guess so :)

Thank you guyz.. you are right.. I am using two models.. one for gravity and one for lateral.... I just wanted to know that is that way right or not.. asixth, even if we dont take lateral stiffness of columns into account we do provide seismic detailing for them.. I was reading NEHRP Commentry...

slickdeals what do u say?