dear,
thanks for ur replies
one thing i can not understand as u told in ur previous posta that
" 1st thing according to code you have to consider atleast that much number of modes which can give you 90% of mass participation. For your model you atleast need 12 number of modes you can check by...
i m designing a raft foundation after importing the reactions from the etab file.
my soil bearing capacity is 5.8 ksf
modolus of subgrade reacton is 200
what i m getting is the extreme soil pressue on outer column for D+L case.
i m attaching the model file for refrence.
i have made the whole...
i have applied the scale factor of 386 , hope u have seen my model
or can u help me by studying my earthquake load case based on ubc 1997 and my response function which is also based on ubc 1997 that what scale factor i should use.
thanks
dear fellows.
i m not used to of doing dynamic analysis.
i m doing a two story building problem and checking for both static and dynamic analysis.
i want to see the difference between the lateral story force by two type of analysis.
what i m getting is huge difference.
can any onle tell me...
hi
i m designing the multibay cylindrical shell with chord with 35 feet and span of 72 ft.
i m designing it by template of cylindrical shell.
at joint i got the forces in all direction, horizontal forces are quite large as compared to vertical force. I m supporting the shell on 24" x24"...
As i think torsion beam modifier can get the value of as minimum as zero. ( if i m wrong then correct me. )
My question is what torsion modifier we use for column. Does it can also be as minimum as zero or 0.7
I have a framing system of 8 story building. In which two columns are starting from 2nd floor. i have defined the column from beam and i assume that the all 6 story load reaction will be transfered to 2nd story beam with a heavy concentrated load. But i m not getting the reaction. ?
what i get beam failure due to torsion is the simple beam slab structure. But torsion failure of exterior beam. It means due to continuity of slab , torsion is developing in beam.
Does it possible i can release the slab ends.
In ETABS , what property modifier i should use for torsion.
if i use .05 then my analysis will be stable or not.
what effects i will get if i put torison modifier 0.05 instead of 1.
thanks
