Bending Moment Comparison Beam v/s Plate | Plate Modelling tips in STAAD Pro Connect Edition

[@subodhchandraapal3527]

thank you sir . now something is clear to me . I have little bit of confusion about this.

[@bikisarkar8247]

Bro, please make more vedio about plate modeling....

[@teesa3253]

Thank you for the helpful video. Please make a detailed video on spring constant calculations for shoring/piles. Also make a video on moment release for columns. I will appreciate

[@ikhsanhjsirat4697]

Thanks for the good explanation. Thanks bro...

[@awadheshkumarmaurya2818]

please make a video on manual calculation of bending moment of simple supp. slab vs plate modeling method. I have try but result differs between them as you told methology in this video.

[@mithileshshukla3955]

very clear

[@CIVILNIRMAN]

Glad to hear it! 😄

[@kromatism]

YA THATS THE ONLY WAY TO GET INPLANE MOMENT OF PLATE IN STAAD.. there should be some ways to get inplane moment in staad pro itself. so that we can use plate element analysis in for bridge components in staad itself

[@subodhchandraapal3527]

Very easily understand sir.

[@arunsingh-v8f]

sir in staad we not get the shear force section in plate model.

[@CIVILNIRMAN]

Go to the Postprocessing workflow, Results -> Reports -> Principal stresses. SQX - This is the out-of-plane shear stress on the X face at the centroid of the element. SQY - This is the out-of-plane shear stress on the Y face at the centroid of the element. TMAX is maximum inplane shear stress

[@farhandanish5803]

Very helpful make more videos on plate elements

[@CIVILNIRMAN]

Sure I will

[@oscarvaron4384]

Not undestand result stresses Beam cantilever concrete in staadpro? Help

[@grahameaston6297]

Observations for you to consider: 1. You erroneously kept referring to SX as shear force, which it is not in STAAD. SX is an in-plane axial stress in the plane of the element local x-axis. 2. The point load in the plate model should have been applied at the location of the neutral axis, not to the top surface, as has been done. 3. The bending moment from the plate model does not exactly match that obtained from the beam member because the method applied is approximate. In this example you need only have read off the peak axial stress, SX, at the extreme fibre and integrated this over half the height of the beam (doubling to account for equal stresses acting below the NA), giving a total bending moment, M = 2[SX.(h)^2]/12 which is the same as M = [SX.(h)^2]/6. This should give you the correct value.

[@CIVILNIRMAN]

hey thanks For the Observations, we can try and update the model and heck again