DO NOT design connections before understanding this

In this video I go through a little bit about fixed and pinned connections as well as rigidity of supports.
I also show you an example of a stiff beam, flexible column, flexible beam and how the stiffer elements will attract large portion of the internal forces.

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[edmarferreirajunior]

A rigid connection is by definition a complete connection, as there is no degree of freedom in a rigid connection. But a rigid connection is also a continuity, in this case, of stiffness between the elements in the connection. You demonstrated this very well by modifying the beam height in the portal frame examples. And that's exactly the problem with bolted connections. The holes required for bolts insertion reduce the amount of material in the section, which in turn reduces the section's moment of inertia. There is, therefore, a local reduction of stiffness in the section, making it more difficult and expensive to achieve a truly rigid connection with bolted connections. When we design bolted connections, would be more apropriate to consider semi-rigid connections. Excellent video, by the way. Thanks a lot!

[rakshith]

Glad I ran into this video before starting to design connections. Thanks!

[MariaSantos-lnc]

Great video! Thank you for sharing! Loved the gummy bear example, It made it very easy to understand.

[lukexin]

Amusing and easy to understand, these concepts in this video are normally confusing engineers. thumb up !

[edwinclement]

Great video! Just trying to get back into design after years onsite and been trying for months looking through books and videos to understand the idealisation of structure supports! Cheers man!!

[shm]

This one video would have got me through my first job interview with flying colors!

[sinarongbou]

Thank you so much, sir. This is super helpful for fresh engineer like me.

[pcarol]

The video is short, clear and high value for structural study. Thanks Gabriel!

[luiseduardopaesborges]

Cara, como é bom ver seus vídeos. Conteúdo que realmente agrega e ainda aprendo termos técnicos em inglês! Parabéns! (Dude, your videos are awesome! Really valuable content and I improve my english! Congratulations!!)

[mustaphaadebayo]

Great video
This was really helpful ❤

[ToluwaniSamuel-vo]

4:39 what about the end span-end joint, are they meant to be assumed as fixed or pinned, because I see in some methods of analysis e.g. Moment distribution method, they some times assume the joints at the ends of the end span of a continuous beam as pinned resulting in total moment at the far end support being zero. I thought its because the moments would be small; so negligible, but in some cases recalculating it (assuming the far end support as fixed as opposed to b4) there could actually be a significant amount of moment.
So why do we then neglect that moment and assume the far end support to be pinned when in real life its actually fixed I.e there is moment at the support
I'm referring to an RCC Beam btw🙂🙂

[murtadhaabddulkareem]

Great Video. Conceptual. Practical. And easy to absorb the knowledge. I wonder if you can upload more videos frequently. It is highly appreciated if you upload conceptual analyze and design industrial structures (oil and gas) or buildings using Robot or Staad. If you have online courses, I would like to enroll.

[momenabukhairan]

Great video, thanks for the info and nice hair cut

[peterokitoi]

Hey thanks for the video, I would love it if you started a building series initiative, like RC buildings, Steel structures, Bridge series and so on and combined each video into a stage incorporating theory and its practical use. In all this thanks

[joshuakelshall]

Have you done elastic analysis of a portal frame with an overhead gantry crane?

[busolaatekoja]

This was really heloful. Thank you so much. Please is it possible to do an interactive session focused on reinforced beam-column rigid connection

[alfonsoperez]

You just won another subscriber! I do have a question what would you consider the threshold for a portal frame to require moment connections instead of just shear connection? When is a moment to big for the connections to require them to be moment connections and where in the code is that info? Thabks

[senthilvadivelnithisan]

Excellent, now I got clear idea about connection😁

[lahiruwijesinghe]

Great video, thanks for doing this. Would you able to do a video on a simple base plate design for a steel column please?

[kgosirantshilo]

Just a question, if you consider moments are due to the rotation of the flanges a very stiff beam would not transfer moments because it barely rotates / deflects. I'm curious if the sharing of moments in columns and beams due to relative stiffness is also due to the level each member resists deflection, I.e whichever 1 resists deflecting the most hogs the moment. Please Let me know if I'm completely misinterpreting this