Відео

thank you for watching

sory for delaying in response because im not installed windows 11 yet and second reason is my system is not strong enough thank for watching my tutorials MrEngineerO

thank you for watching yes i will do in future

Many many thanks

you can text me in WhatsApp for information thank you for watching

Thank you for watching in concrete structures there is no hing connection. every thing has fixity may be use of steel plate for hing connection for steel beam

thank you for watching can you please explain more in witch tutorial? i can't understand

Glad it was helpful!

thank you for watching panel zone is for steel only due to ASCE41-17 for concrete joints you may need to define nonlinear properties if needed.

thank you for watching. thickness of foundations may vary due to countries seismic standards and loading

thank you for watching please watch my other tutoriaIs ua-cam.com/video/GWT_1bNTaRk/v-deo.html pay attention to Z

thank you for watching According to the new ACI318-2019, joint shear must be controlled for both intermediate and special moment frames. The shear strength reduction factor (phi) for IMF is 0.75 and for SMF is 0.85. Please read the following addresses from aci318-19 bellow: 18.4.4.7.3 with table #21.2.1 for phi=0.75 18.8.4 with 21.2.4.4 for phi=0.85 best regards.

@MrEngineerO I see, but also notice that 1.25fy is used for SMF, instead of 1.0fy for IMF in calculating the joint shear load demand. Hence, using smaller phi is not quite reasonable since stricter provision shall be applied to SMF and not IMF.

I didn't understand what you meant exactly. Is this tutorial wrong? Or is there something wrong with ACI? In new versions, these things are not needed and ETABS itself does these checks. And if you have any suggestions for doing this in older versions of ETABS, please advise

My pleasure

A beam with high stiffness must be defined to properly transfer forces from the upper floor walls to the equivalent column. please use other section type and share results with us

this structure is reinforced concrete the introduced method here is approximately but you can watch exact method by this link: ua-cam.com/video/U8uIPidzFQU/v-deo.html

Happy to help!

You're welcome!

Glad it was helpful!

Thank you so much 😀

thanks please watch this tutorial: ua-cam.com/video/cOt2Ok4dw9E/v-deo.html I think you will find your answer

thank you for watching EXN=X Dir - Eccentricity (ratio=5%) EXP=X Dir + Eccentricity (ratio=5%)

Thank you for watching it's better to use, user defined to know numbers and parameters

Project is in Sesmic zone is V ,if i do program calculate is shows less reinforcement in beams and all members pass but when i manually put time period its show more reinforcement also some beams fail in shear stress , Calculated with formula as per IS Code ,i got in Xdir-0.36 and in Ydir-0.45 ,

Please suggest me any solution its of G+4 project not high rise

Please request about comparition pattern live load and manually check?? What’s pattern live load ??

thank you for watchnig no the number 2 is the lateral bracing distance for Rafter beam not to buckle under negative Moment

@@MrEngineerO i see, thanks for sharing

Glad you think so!

thank you for watching its up to your modeling and design method in reality you will have 3 different column rebar arrangement in Height or you may use one column in Height with one rebar arrangement. the concept is same

You're welcome!

Thank you for watching dear engineer this image is for demonstration purposes only

and i can't find the "other" video xd pls help. :)