Sir, when few Shear walls are oriented in non orthogonal in a building, for only those SW we need to use load combos with full EQ in one hor direction plus 30% of EQ in other hor direction? or fall the walls (non orthogonal too)? expecting your kind reply
Sir..in zone III can we allow difference in time period of two translational mode less than 10%, as how code I understood table 6, pg 17. As I feel its applicable for zone IV, V from same para in I S 1893 2016 code
Nice explanation for calculation of Aw sir, but there is new Amendment-2 released in November 2020 which redirect formula to same as given in code 1893:2016, with limit of upper bound value of time period.
Initial formula matches with UBC, it was changed in 1st amendment, now again that amendment is rolled back and original formula mentioned in code. Just copying a formula from UBC overlooking other parallel provisions results in such confusions. I will discuss this issue in details, covering very basic things like the database used for deriving the UBC formula till what resulting out of the 2 formulee mentioned in IS 1893 amendments. Will take a number of real life buildings and will show coparision of UBC with provisions, amendment 1 and amendment 2, upper bound and lower bound mentioned in code.
@@madhurapatil2911 At present amendment 2 is in force. With the formula in it, for all most all cases, it is observed that the time period as per 7.6.2. b comes out smaller than that as per 7.6.2.c. i. e. smaller than lower bound.
Sir the wording “first storey” is bit confusing does it mean the storey just above the base or the storey above the ground? Pleas explain. Thanks for the video .
It need to be interpreted along with Fig. 5 IS 1893, Definitions of height.... The start point of H is, in general, first story. Some exceptional situations need a thought about oscillation pattern of such buildings.
Very Good and informative video sir, please make videos on practical applications, practical Design, which loads we are applying, which checks we are taking, eccentricity, irregularities effects, torsion effect, modes and how to interpret the results, how to remove torsional irregularities. Thank you sir
Sir , level of your videos is awesome. I want to suggest few things sir that you should make proper playlist for ETABS . Like everyone will teach how to define material , section properties , modelling , load application but no body will teach you how to apply lift load on machine room , no body will teach you how to apply EZ earthquake , no body will tell you what check you should apply like torsional irregularities check , drift check, with codal provision , no body tell you how to give detailing of column ( column schedule) shear wall details , beam details,
Sir, please upload new videos regularly and guide young structural engineers like us
Very Informative... Thank you...
Sir,How can I calculate Time period for the structure with gradually decrese floor area?
In second ammendment, the formula for Aw has been changed back to the original formula; where the square is only in the term (L/h)
Sr the model in your background at start has rigid diapragm?
Sir if we get 2nd mode as torsional then how we can correct it
Sir, when few Shear walls are oriented in non orthogonal in a building, for only those SW we need to use load combos with full EQ in one hor direction plus 30% of EQ in other hor direction? or fall the walls (non orthogonal too)? expecting your kind reply
Well explained sir
Can you attach this Excel sheet sir
It becomes very easy to understand any structural engineering topic from you.
so nice of you
Sir..in zone III can we allow difference in time period of two translational mode less than 10%, as how code I understood table 6, pg 17. As I feel its applicable for zone IV, V from same para in I S 1893 2016 code
Sir shall we consider all the shear wall area or just the area of shear wall which has L/d greater than 4. Please clarify.
Nice explanation for calculation of Aw sir, but there is new Amendment-2 released in November 2020 which redirect formula to same as given in code 1893:2016, with limit of upper bound value of time period.
Initial formula matches with UBC, it was changed in 1st amendment, now again that amendment is rolled back and original formula mentioned in code.
Just copying a formula from UBC overlooking other parallel provisions results in such confusions.
I will discuss this issue in details, covering very basic things like the database used for deriving the UBC formula till what resulting out of the 2 formulee mentioned in IS 1893 amendments.
Will take a number of real life buildings and will show coparision of UBC with provisions, amendment 1 and amendment 2, upper bound and lower bound mentioned in code.
@@dr.manmohanmaniyar6985
Thank you sir.
Waiting for that. As of now which one is to be followed?
We are bound to follow what is mentioned in latest amendment....
@@dr.manmohanmaniyar6985
Does that mean we will have to follow the formula as given in amendment 2 which is equal to original one??
@@madhurapatil2911 At present amendment 2 is in force. With the formula in it, for all most all cases, it is observed that the time period as per 7.6.2. b comes out smaller than that as per 7.6.2.c. i. e. smaller than lower bound.
Please provide excel sheet.
Sir, I request to share the Etabs model and excel files for my personal knowledge and understanding
Thank you sir for sharing such a valuable knowledge.
So nice of you
Sir the wording “first storey” is bit confusing does it mean the storey just above the base or the storey above the ground? Pleas explain. Thanks for the video .
It need to be interpreted along with Fig. 5 IS 1893, Definitions of height.... The start point of H is, in general, first story. Some exceptional situations need a thought about oscillation pattern of such buildings.
@@dr.manmohanmaniyar6985 Thank you sir for the clarification
Explained in a simple way. Understandable even for mechanical engineers .
Thanks a lot!
Hi Naresh. I am mechanical Engineer to lerning this. Just curious is your area of work in plant, pressure vessels and industrial infrastructure too?
Thank you very much sir.
It was very informative and helpful.
God bless you sir.
So nice of you
For better view, ...may please be watched on wide screen TV.
Very Good and informative video sir, please make videos on practical applications, practical Design, which loads we are applying, which checks we are taking, eccentricity, irregularities effects, torsion effect, modes and how to interpret the results, how to remove torsional irregularities.
Thank you sir
Sure I will
@@dr.manmohanmaniyar6985
Thank you sir...🙏🙏
It's very good experience to learn concepts from such a great and experienced personality....
Sir , level of your videos is awesome. I want to suggest few things sir that you should make proper playlist for ETABS . Like everyone will teach how to define material , section properties , modelling , load application but no body will teach you how to apply lift load on machine room , no body will teach you how to apply EZ earthquake , no body will tell you what check you should apply like torsional irregularities check , drift check, with codal provision , no body tell you how to give detailing of column ( column schedule) shear wall details , beam details,
Sure, thanks.
ua-cam.com/video/C-8mngWfJ2k/v-deo.html
Dr. Maniyar Structural Engineering Tutorial on Scaling up Base Shear as per Cl.7.7.3 IS 1893:2016
Sir Please Start Your tutorial in Etabs. We would like to learn Real Structural Designing in Etabs. I hope your answer will be favorable
Sure, thanks.
ua-cam.com/video/mVW4KcXZJxQ/v-deo.html Dr. Maniyar Structural Engg. Tutorial on Dynamic Behaviour of Structures and modes of Vibration.