Very Nice Video, my question is I modelled a structure and inserted slabs using both methods as shell thin and membrane, when modelling slabs as shell thin, the supporting beams had considerably less bending moments almost 80% less, while membrane slabs were transferring full loads to beams as expected, therefore In real life situation what moment should I design the beam with? Should I design the beam with the moment from Shell thin or membrane method? In the same context, when designing slabs as shell thin, even if the slab has its own stiffness, well understood, then how does the load transfer path look like? How does the load reach to the column? Wouldnt it require to pass through beams and then to the column, if so wouldnt the moments in the beam be high? And eventually be same as the beams from the membrane slab method analysis?
Membrane is equivalent to frame without slab. In reality the thin shell with property modifier of 0.001 may be used as conservative approach or else thin shell with usual property modifier as per IS 1893 are used as optimistic design approach.
Respected Sir. If a slab is supported in a panel of 2m x 5m, there are two beams of 2 m and 5 m supporting the slab. Should we assign such slab as one way membrane or as shell thin since it is one way slab based on ly/lx ratio.?
One way and two way actions are only considered in membrane type assignment only. However shell type assignment will automatically consider load distribution as per end conditions and stiffness of slab. If you are interested in only load tranfer to adjacent beams go for membrane or if you need the appropriate stiffness contribution of slab go for shell
@@DrSuchitaHirde_CivilEnggVideos So we can conclude that if we provide reinforcement as one way or two way, load distribution would occur as per the end conditions
EXPLAINED VERY NICELY....HIGHLY APPRECIATE SHARING THIS KNOWLEDGE....PLEASE KEEP MAKING SUCH VIDEOS
Thanks for your good comment
Very Nice Video, my question is I modelled a structure and inserted slabs using both methods as shell thin and membrane, when modelling slabs as shell thin, the supporting beams had considerably less bending moments almost 80% less, while membrane slabs were transferring full loads to beams as expected, therefore In real life situation what moment should I design the beam with? Should I design the beam with the moment from Shell thin or membrane method?
In the same context, when designing slabs as shell thin, even if the slab has its own stiffness, well understood, then how does the load transfer path look like? How does the load reach to the column? Wouldnt it require to pass through beams and then to the column, if so wouldnt the moments in the beam be high? And eventually be same as the beams from the membrane slab method analysis?
Membrane is equivalent to frame without slab. In reality the thin shell with property modifier of 0.001 may be used as conservative approach or else thin shell with usual property modifier as per IS 1893 are used as optimistic design approach.
Very useful video.
Glad it was helpful!
If the slab having different live loads in each floor. How do we need to define mass source either I.e 0.25 or 0.5 value in LL for mass source
Define two seperate load cases namely LL3 and give sperate multiplier for each case in mass source
Respected Sir. If a slab is supported in a panel of 2m x 5m, there are two beams of 2 m and 5 m supporting the slab. Should we assign such slab as one way membrane or as shell thin since it is one way slab based on ly/lx ratio.?
One way and two way actions are only considered in membrane type assignment only. However shell type assignment will automatically consider load distribution as per end conditions and stiffness of slab. If you are interested in only load tranfer to adjacent beams go for membrane or if you need the appropriate stiffness contribution of slab go for shell
@@DrSuchitaHirde_CivilEnggVideos So we can conclude that if we provide reinforcement as one way or two way, load distribution would occur as per the end conditions