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Пікірлер
@azmat_waseem 7 сағат бұрын
Very informative.. Thank you... Yes, i believe we can use this option "change shape to poly" because we will be anchoring the corner angles with the rc column...
@MichaelLoreantz2 3 күн бұрын
I understand that you are trying to manipulate joint shear calculation in IMF by using SMF design check here. But what is the explanation of using lower value of phi? 0.75 instead of 0.85? Recall that for IMF, joint shear demand is calculated by beam reinforcement fyield, instead of 1.25fyield. Hence, IMF shall have better tolerance for joint shear right? Reducing the phi from 0.85 to 0.75 does the opposite thing, it worsens the IMF joint shear tolerance.
@MrEngineerO 3 күн бұрын
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.
@MichaelLoreantz2 3 күн бұрын
@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.
@MrEngineerO 3 күн бұрын
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
@freemanaumonde 4 күн бұрын
👍
@azmat_waseem 5 күн бұрын
Very informative... Thanks...
@MrEngineerO 3 күн бұрын
My pleasure
@BhavinKumar-gt4yi 8 күн бұрын
While assigning loads on rcc building on what basis we can assign load for steel roof truss ...
@NirjhorKabir 10 күн бұрын
The columns are failing because double load is applied. Proper analysis would be if you applied the load and deleted the ST5 from model.
@rinendro 13 күн бұрын
Why did you use a steel hollow beam instead of RCC beam for the STIFF element? Any reason?
@MrEngineerO 13 күн бұрын
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
@rinendro 13 күн бұрын
Is this a RCC structure or steel structure?
@MrEngineerO 13 күн бұрын
this structure is reinforced concrete the introduced method here is approximately but you can watch exact method by this link: kzbin.info/www/bejne/i2nYeoOfmd95h7c
@NirjhorKabir 20 күн бұрын
Thank you so much. Can you please teach us how to get solve SMRF design from etabs. Joint shear and BCC ratio does not match with manual.
@NirjhorKabir 20 күн бұрын
Wow thank you so much. I feel like I am a diploma engineer compared to you. Please keep teaching us new things.
@MrEngineerO 18 күн бұрын
Happy to help!
@khankeophathong9935 23 күн бұрын
Very helpful. thank you
@MrEngineerO 22 күн бұрын
You're welcome!
@azmat_waseem 24 күн бұрын
Very Informative... Thanks...
@MrEngineerO 24 күн бұрын
Glad it was helpful!
@أحمدالمضرحي-خ3ف 24 күн бұрын
Excellent
@MrEngineerO 24 күн бұрын
Thank you so much 😀
@awmexe6165 Ай бұрын
Great video 😊 and i have one question. Did you model the slab as membrane or thin shell to get the beam moments?
@MrEngineerO Ай бұрын
thanks please watch this tutorial: kzbin.info/www/bejne/mYDXY4Khacmqb6c I think you will find your answer
@mohamedhasan-rt2tq Ай бұрын
Hey, can you tell me how you create EXN
@MrEngineerO 25 күн бұрын
thank you for watching EXN=X Dir - Eccentricity (ratio=5%) EXP=X Dir + Eccentricity (ratio=5%)
@samiulislamniloy6785 Ай бұрын
We also need for column and slab like this❤
@BhavinKumar-gt4yi Ай бұрын
While defining sesmic load pattern, there are 3 options for time period ,which one we should take, user defined or program calculated in etabs.
@MrEngineerO Ай бұрын
Thank you for watching it's better to use, user defined to know numbers and parameters
@BhavinKumar-gt4yi Ай бұрын
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 ,
@BhavinKumar-gt4yi Ай бұрын
Please suggest me any solution its of G+4 project not high rise
@ahmadshohibuddaroini8750 Ай бұрын
Sir i have one quetion, 2/15,3…Does the number 2 represent distance of purlin ??
@ahmadshohibuddaroini8750 Ай бұрын
Please request about comparition pattern live load and manually check?? What’s pattern live load ??
@MrEngineerO Ай бұрын
thank you for watchnig no the number 2 is the lateral bracing distance for Rafter beam not to buckle under negative Moment
@ahmadshohibuddaroini8750 Ай бұрын
@@MrEngineerO i see, thanks for sharing
@ht8757 Ай бұрын
Quite informative channel!
@MrEngineerO Ай бұрын
Glad you think so!
@Chino99999 Ай бұрын
Like it. Good song.
@yonakc0076 Ай бұрын
great video sir. I have a question, after I enabled P-Delta in the analysis when designing or checking the column but ETABS still calculated non sway moment magnification factor and multiply it to the moment from the analysis of each load combinations? When I read the concrete design maual in Etabs it said the both non sway and sway moment etabs assumed by capturing it from the P-Delta effect and multiply them with the non sway moment magnification factor.
@أحمدالمضرحي-خ3ف Ай бұрын
Good job
@njamaldeen8049 Ай бұрын
so , which one is the right one and should be used , the 0.9 or 2.9 ?
@MrEngineerO Ай бұрын
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
@njamaldeen8049 Ай бұрын
wow , you are the best , thank you very much man
@MrEngineerO Ай бұрын
You're welcome!
@hossamsaber860 Ай бұрын
why you restrain the story only below the story that you are applied the load on, why you didn't restrained all the rest bottom stories ?
@calvoh9715 Ай бұрын
how did you get the colours showing after running design?
@MrEngineerO Ай бұрын
Thank you for watching dear engineer this image is for demonstration purposes only
@nikolakuzmanoski4400 Ай бұрын
Brozinski, you didn't show the second way of calculating the volume.
@nikolakuzmanoski4400 Ай бұрын
and i can't find the "other" video xd pls help. :)
@shareqinamdar8903 Ай бұрын
Informative
@hattemmel1496 Ай бұрын
Thank you for for the visual illustration. The effects of these offsets though doesn't make any sense for structural engineers without running analysis and going through results and maybe even design. If you analyzed this model you wouldn't get any difference between the three columns. The effect is merely graphical because you forgot to uncheck the lower box "Do not transform frame stiffness"!
@MrEngineerO Ай бұрын
thank you for watching in this tutorial only drawing of columns with offset are discussed
@shareqinamdar8903 Ай бұрын
Good informative video
@MrEngineerO Ай бұрын
Thank you for the watching
@awmexe6165 Ай бұрын
Great videos to learn from.👏👍 5% in the ASCE is not that high. In the New Zealand standard its a requirement for 10% eccentricity. Its probably due to NZ being a high seismic region.
@MrEngineerO Ай бұрын
Thank you for watching according to ASCE7 the main reason is for deviation between 1-design 2-construction 3-loading
@anandgor4181 Ай бұрын
Very useful
@MrEngineerO Ай бұрын
thank you for watching Glad to hear that
@jeremyemmanuel6994 2 ай бұрын
where and when conditions structure we use temperature effect in Etabs
@MrEngineerO 2 ай бұрын
Thank you for watching please study this report Federal Construction Council Technical Report No.65 Expansion Joints In Buildings
@jeremyemmanuel6994 2 ай бұрын
@@MrEngineerO THANKYOU
@azmat_waseem 2 ай бұрын
Very informative... Thanks.
@MrEngineerO Ай бұрын
Glad it was helpful!
@azmat_waseem 2 ай бұрын
Very informative... Thanks...
@MrEngineerO 2 ай бұрын
Glad it was helpful!
@samiulislamniloy6785 2 ай бұрын
Is it one way slab? I mean what is the mechanism of changing the orientation of a slab??? could you please give me the references on doing this? thanks.
@shareqinamdar8903 2 ай бұрын
Informative
@shareqinamdar8903 2 ай бұрын
Informative but what is the conclusion?
@MrEngineerO 2 ай бұрын
thanks. we dont need to model column or walls in SAFE but you can model foundation in ETABS with Structure
@shareqinamdar8903 2 ай бұрын
Informative. Please do speak and explain with your voice in videos
@MrEngineerO 2 ай бұрын
thank you for watching I will do
@Chino99999 2 ай бұрын
Like it. I am a big fan of Etabs.
@azmat_waseem 2 ай бұрын
NICE....👍 I have been using ETABS since the v9....
@MrEngineerO 2 ай бұрын
Thank you for watching
@Chino99999 2 ай бұрын
Wow, good information. Thanks
@azmat_waseem 2 ай бұрын
Very informative... Thank you...
@MrEngineerO 2 ай бұрын
Glad it was helpful!
@X.S.NCivilEngineerL.L.C 2 ай бұрын
Hello. Just a quick question. If you design the staircase should you add diaphragm, and if yes will it be the same as the other slabs?
@MrEngineerO 2 ай бұрын
Thank you for watching diaphragm is use only for floors to transfer seismic force to lateral resisting system
@azmat_waseem 2 ай бұрын
Very Informative.. Thanks...
@MrEngineerO 2 ай бұрын
Glad it was helpful!
@shareqinamdar8903 2 ай бұрын
Informative perspective
@MrEngineerO 2 ай бұрын
Thank you for watching
@bng5078 2 ай бұрын
Good Morning ! Some parts are not showing clear for vedio resulation.
@MrEngineerO 2 ай бұрын
Sorry for that