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Hi! I mean a TieBeam or Ground/Grade Beam. Thanks KootK

To all Designers, Anybody can give information and references how to analyze TieBeams and what are the loads to be considered. Thanks in advance

ACI or Euro Code

Hello Designer! Is it allowed by the code to used a coupler for all the reinforcement of a cantilever beam? The reason why is, the construction of core/shearwall will be casted ahead by two floors. Please enlighten me. Than you in advance

Dear designers, Please share your idea, solution and recommendation on this kind of issue for pile reinforcement development shortage (image as attached). Thank you in advance.

Hi to all Structural experts, I just need to ask if in the analysis and design, is it allowed to use multiple code of practice. Say, Analyzed the structure in seismic using UBC97 but design it with BS 8110-97 is it possible to do that? Because i notice that BS Code does not include seismic...

I never find such assingment in etabs. Hence, I am introducing a rigid beam of same width as columns and a depth of 3 x the beam height just to offset the beam on column center. Should this approach correct in the analysis?

To all Etabs master, Just a question on how to model in etabs an eccentric beam connected in column (beam not in the center of column) in such a way to analyze a proper/accurate column behaviour.

To all Etabs master, any body encounter this message in the run analysis: NEGATIVE JACOBIAN ENCOUNTERED. Please tell me hiw to solve this issue thanks. Red Flag this post

Thanks!

Hello Designers! Anybody can share a good reinforcement detailing for big openning in flat slab. The openning dimension is 3.0m x 2.8m coinside at the middle strip of the slab. Thanks and really appreciate your help.

hokie66, Since it is compatibility torsion, i changed the torsional modifier (J) to 0.01 and got a smaller torsion effect. Am I going ryt for the solution? please advise. Thanks

Hi PUEngineers: Yes, it is a compatibility torsion.

JedClampett: i tried to increased the concrete to higher strength same as the columns (fc,=50MPa) but still failure occured. So it means that Aci 318 Chapter 11.5.3 shall be satisfied only by increasing the section, am i correct? Thanks Cliff234, i'll try to reframe the structure in a way to...

Yes JesClampett and that is the issue i need to solve without increasing the section of my beam (above Aci code is 2005 which u can find in Chapter 11.6.3, chapter 11.5.3 in Aci 2008 as you mentioned). Thanks jsha811 but Prestress is not allowed as an alternative due to un availability of such...

Thanks JedClampett. Reinforcement is not an issue since i can still go with the requirements, but i am just worried about the capacity of my concrete because it exceeds as per code requirement.

Hello Fellow Engineers! Anybody can suggest solution and practical ideas if the stresses in Torsion + Shear exceed the limit by the Code stated above without increasing the section of the concrete beam? Your comments and suggestions is really appreciated. Thanks guys....