I have modeled as the second model.
However, as the response modification factor was assigned, so the deformation output the model is not correct. It should be multiplied by the deflection amplification factor.
Therefore, I would like to understand if ETABS taking into account the deflection...
For the gravity column which is not part of the lateral resistance system, is it checked under combination of gravity load and lateral deformation in ETABS?
I have been requested to check the anchor bolt detail in which there are different types of anchor bolts in 1 bolt group embedded into concrete.
Could you please enlighten me how to check this, based on ACI 318.
Thank you.
I have a continuous RC beam which is part of the Intermediate Moment Resisting Frame.
Lapping splice is being used.
Normally, the top bars are lapped at the mid-span, and bottom bars are lapped at the support. I understand that this is due to the spalling/cracking of concrete during seismic...
I think that the portion of story shear to the moment frame at the every floor levels are not the same, so using one scale factor will lead to over-design at some floor levels.
Dear HTURKAK, Dear KootK,
I have tried, but found another issue.
The building includes tower part and podium part.
At podium part (above ground level), there are a lot of gravity columns.
I have seen that the story shear also distributes to the gravity columns as well.
At tower part, where...
Thank you Retired13.
However, the distribution of story shear to the moment frame at each level are not the same.
So, do you modify the stiffness of the shear wall at each level separately?
For lateral design, the structure is composed of a dual system with moment frames with special reinforced concrete shear walls. The moment frames must be capable of resisting at least 25% of prescribed seismic forces. In ETABS I should model my structure without the shearwalls and apply only 25%...
Dear Lomarandil,
Thank you. Yes, I also think that the tunnel test is needed. However, I want to do that calculation first before going to the test.
Moreover, I would like to know the way to calculate wind force for that floor plan shape with any height of building.
I am working on a high-rise building project with 200m tall; floor plan has half-circle shape with diameter = 40m.
In some codes, only high-rise building with rectangular plan is mentioned.
Could anyone tell me the way to calculate along-wind force and across-wind force for that building.
Thanks.
