Hi Everyone,
Im doing Dynamic Analysis in Etabs to capture the first 3 modes(response) of the Building, it is understood that Mode 1 and Mode 2 should be translational in orthogonal directions and Mode 3 is more likelt rotation. My question is, is there any tabulated output maybe a Node...
Hi Everyone,
Im doing Dynamic Analysis in Etabs to capture the first 3 modes(response) of the Building, it is understood that Mode 1 and Mode 2 should be translational in orthogonal directions and Mode 3 is more likelt rotation. My question is, is there any tabulated output maybe a Node...
Hi All,
May i have your thoughts with regards to application of accidental Torsion in ETABS, as seen in the attached it is undestood tha the story force F is applied to the center of mass CM and has a distance ex from the center of stiffness/rigidity. As for the accidental torsion, my question...
Hi Guys,
Im currently working on a project where the structural arrangement composed of Lateral Force Resisting System around the perimeter and Gravity Internal Frames. Section 1633.2.4 paragraph 2 of UBC 97 states that "For elements not part of the lateral-force-resisting system, the forces...
Hi Guys,
May I have your thoughts is regards to serviceability check of building motion for wind loads particularly motion perception (vibration, acceleration). Tall buildings are usually exposed to wind and in this regards acceleration should be taken into account (motion perception). Common...
Hi Guys,
May I have your thoughts in my etabs model particularly the diaphragm action of floor plate (rigid diaphragm), assuming the lateral resisting system are the ones along the perimeter of the building and the rest of the frames are for gravity (internal frames). As shown on the attached...
The approximate fundamental period as per UBC should not be greater than 1.3Ta for seismic zone 4 and 1.4Ta for seismic zone 1,2,3,. and also "The restriction in SEAOC 88 that the base shear calculated using the rational period shall not be less than 80% of the value obtained by using the...
The approximate fundamental period as per UBC should not be greater than 1.3Ta for seismic zone 4 and 1.4Ta for seismic zone 1,2,3,. and also "The restriction in SEAOC 88 that the base shear calculated using the rational period shall not be less than 80% of the value obtained by using the...
As per section 10.10.4.1 of ACI318 refers to stiffness modification factor for compression and flexural members/elements, particularly for columns 0.7Ig indicates it won't crack. I find this factor a bit unconservative to capture the actual response of the building, is it okay if i make a...
Does anyone here has an idea with regards to the relationship between Peak Ground Acceleration (PGA) and Short period mapped spectral acceleration Ss per IBC requirement, and the relationship between PGA and UBC zoning, what specific section on IBC and UBC, Thank you,
Does anyone here has an idea with regards to the relationship between Peak Ground Acceleration (PGA) and Short period mapped spectral acceleration Ss per IBC requirement, and the relationship between PGA and UBC zoning, what specific section on IBC and UBC, Thank you,
Assuming that per soils report the seismic source is between A and B,is it possible to interpolate the values of seismic source A and B to come up with a reasonable input value?.
I'm currently using ETABS for the analysis of a 10 storey building and I'm about to scale up the dynamic base shear, it's just that i didn't know on how to extract the correct static base shear and its corresponding dynamic base shear from ETABS. If i understand it correctly for X-Direction...
I'm using an ETABS 9.7 to analyze a four story building and i really don't know on how to extract Rho (Reliability/Redundancy Ratio) for each element in ETABS. Could you give me the procedure on how to do it. Thanks
Scaling the dynamic base shear as per section 12.9.4 of ASCE Seismic Design criteria is not that clear for me on which mode shape is to be considered for the scale up factor (0.85V/Vt), i believe it has something to do with the mass participation of the building. Say for example mode shape 1 and...
Please give me some reference or somebody who can explain to me on how to compute for the stability coefficient (theta) per Section 12.8.7 of ASCE P-delta effect. The computation of total vertical load has no individual load factor, is these simply means service load combinations? and another...
Based on my experience the first 3 mode shapes of the structure should be translation into two orthogonal directions and 3rd is rotation, my question is in determining the structure if it has horizontal irregularity due to torsional irregularity the displacement is due to mode 3 (rotation) or...
I'm designing a dual system ten storey reinforced concrete structure and I'm having a problem on which elements which requires overstrength factor. Although i know the overstrength factor is for non ductile elements. Also, if link beam is a non ductile elements? is there anyway we can easily...
