STRUCTURAL ENGINEERING FORUM OF INDIA [SEFI]

Dear fellow SEFI'ans,

Some body please forward these to:
The Indian Concrete Journal (icj@acclimited.com)

regards
Rahul Leslie

Find Av (6.4.6, IS:1893-2016) from

Av = (2/3)*(Z*I)/(2*R)*(2.5)

and define vertical earthquake EQv

EQv = Av*(DL+reduced.LL)

... use this EQv in place of 'ELz' in the combinations described ...

Decision to insert which type of hinges in beams is not depended on the structural failure pattern but on the moment and shear capacities of the section. And that depends not only on the section dime ...

For your second question, you have to consider both static and dynamic cases and take out the critical out of that for individual members.

There are criteria in IS:1893 for deciding on which meth ...

Earlier, all Finite Element programs were written in FORTRAN -- for example, STAAD-III was originally written in Lahey Fortran.

ANSYS people once told me that they would have written it in C++, if ...

Max. displ is expected to be at the point where the column support is removed, i suppose. But i wonder why you want to remove columns of 4th and roof.

Anyway, you need to insert non-linear hinges i ...

you don't model cracks... you only set parameters for smeared cracks.

Sir,
Try with Notion Press publishers:

https://notionpress.com/

Rahul Leslie

1. Reduced MI will not be used for calculating fundamental natural frequencies of the structure. Seismic loads are calculated using the above structure frequencies only

Is that so? I can't find tha ...

I wounder how the 0.3*Q was arrived at in the seismic case. I presume the 0.3, was probably the live load reduction, as with IS:1893-2000 (where the reduction was allowed for design load cases too).
...