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Hi to all, will someone discuss the Code Commitee's Idea on UBC 97 section 1921.8 "Requirements for frames in seismic zone 2" specially 1921.8.3 in which Equake is multiplied by factor of 2 -how does it work? -is this factor based on tests? -where's the equivalent of this in IBC 2006 thanks

Whooa! placing shearwalls are for really experienced structural people. also to consider ARCHITECTS restrictions. Where the objective is that center of load should coincide with the center of rigidity. which is very tricky to do and takes a lot of experienced Engineering Judgement. we know we...

I'm into pure design environment and for me I always consider constructability... but that doesn't get perfected... I guess RFI's will always be a part of the "CYCLE". a 20 storey job is transfered to me, as of this moment I have one core (of half the size and alongside the elevator shaft) that...

ETABS a.s.a.p.

with all due respect! is there anyone here who knows where i can get a copy of BURJDUBAI.$et

Very Well said... It can't be more clearer than the above.. Mabuhay ka!

if you'll be doing(modeling) an lone object(i.e. beam), it should be same result with hand calc.

very valuable Information out-here thanks for the posts.... surley cannot directly compare hand calcs with ETABS design. Specially that Etabs has lots of extra features in it(compared to other FEA softwares). the object in a model is "PART OF THE MODEL", each and every object in that model...

is there "ETABS MODEL LIBRARY" available? where any "Etabs Modeler" can(if they like to) post their model for reference(with some conditons, restriction, waivers, e.t.c.)... i know there will be lots of issues(legal) in this.....

YUP! Etabs takes care of slenderness(its the only FEA sofware I know that does it). But "sometimes" unrealistic slenderness ratio happens, better check on objects that gives-off veryhigh(unrealistic) D/C ratio by clicking "overwrites".

i know your cantelever columns are fixed at the bottom(for steel, pin support is default), right? take time in removing warnings and errors its part of life in ETABS.

Hi there, I think when u use Autoselection in design the section that gets selected has something to do with the controls of drift/displacement of a jiont, and if no target drift specified it will select the section the gives smallest drift/displacement. try this...

Yup!!! i definitely agree to matrixeric. ETABS is a very advance building analysis program(i.e. so far its the only FEA software that has used "endlength offset"[very clever] i have encontered.) and its very user friendly.

As for me its ETABS nothin' else, its becoming or has already become an INDUSTRY standard

Hi there everyone, Code says elements/odjects not part of lateral force resisting system needs to be deformation compatible. i'd like to know if there is a logical way to model for Deformation Compatibility?

is there a way to modify M33 of Shell elements, for crack section requirement, or my is it logical to modify it. i am confused

YUP! Some code says at least 90% of total mass should participate.

thread802-54365 Automatic MESHING in ETABS is very smart but unpredictable, specialy in a complex polygon shapes. if you encountered complex shapes, LOAD Transfer to beams should be always checked manualy.