Recent content by Gaurav Malya

Thanks a lot for all your responses guys

@HTURKAK the section you shared is for approximating the stiffness for reinforced concrete building system loaded to near or beyond yield level, i.e for seismic loads. I am working on a project governed by wind loads. So to evaluate the extent of cracking of the walls using ETABS should I be...

To elaborate more on the above, when checking stresses in the walls and comparing them with the cracking stress of concrete (fcr), which load combinations should be used to ensure accurate assessment and design?

Hi @ANE91! I am enquiring about use of cracked section properties for determining the design forces for Wind load analysis. And not about the servicability considerations.

Hi everyone, When evaluating shear walls for wind loads, should cracking checks and adjustments to section properties be based on ultimate load combinations or service-level load combinations? If sections crack under ultimate loads but not under service loads, wouldn’t using uncracked...

civil 4343: At the Ultimate Limit State of Design the amount of flexural reinforcement in a section controls the extent of cracking of that section. More the uncracked section more is its capacity to resist Shear. This relationship between the amount of flexural reinforcement and the shear...

But all the classical literature's on Flat Slabs use Flexural elements (i.e with only transverse bending deformations, no shear deformations(in-plane nor out of plane)) for analysis. I would also like to add that I have observed no significant changes in the analysis results when analysed...

Modeling both the slabs at the same level doesn't give u a wrong analysis result. At the end of the day in FEM beam is modeled as a line element.

Can flat slabs be designed in SAFE using thin-shell element? Is it right to analyse considering the out of plane shear deformations of the flat slabs?

@ MrHershey Thanks a lot for your response.

@rapt.... I agree with your point of zero axial and bending capacity at the end zone. But you can structurally configure your system such that the first point of load application is at some distance below the end of the member and give a restraint (pin restrain) above the load location. So...

KootK ,you can waive off creep shrinkage requirements if you prestress the column with an average effective prestress greater than 225 psi.

With reference to this discussion thread167-379105 ACI 318-14 talks about designing the vertical wall elements in the shear wall as a 'Wall Pier' or a 'Wall' depending on the cross section aspect ratios and height to length ratios. When the categorization is something like (lw/bw) <2.5 and...