Hi Doctor Structure, I really appreciate the visual representation of your lecture content. I wonder whether you have used any software or drawn all diagrams with your own hand. Loved all of your FBD and calculation. Thank you very much for this wonderful lecture series. May I know the methodology of these lectures ? Please let me know if this reaches to you.
Thank you for the feedback. The drawing/diagrams are done using Adobe Illustrator. The equations are created using MathType then copied and pasted into Illustrator.
The positive (counterclockwise) moment at the end of the member, when transferred to the neighboring joint becomes clockwise, since the two moments must cancel each other out. So, a joint moment is considered positive when it is clockwise since it would turn into a counterclockwise moment when transferred to the end of a neighboring member.
The moment distribution method is a classical technique. It has been around for about 80 years. It was developed by Hardy Cross, a structural engineer, circa 1930.
Please elaborate. Are you asking why the slope-deflection method is a basis for other techniques such as the moment distribution and the displacement methods?
You treat the hinge as a joint, but since the joint deflects downward, Delta (relative member-end displacement) is not going to be zero. So, you need to treat this as a sidesway problem, like as in a frame with sidesway. Further, since bending moment at the hinge is zero, there would be no distribution of the carry-over moment at the hinge.
Thank you for pointing out the typo. You can find the corrected version of the lecture in the free online course referenced in the video description field.
you are serving to humanity. god bless you.
Really this is the best courses i ever see in the net.ready to pay you if you have like this courses in dynamic of structures
Really great work.Thanks a lot.
1:37, Mcb should = 2EI/L (2*Theta C + Theta B)?
Yes, thanks for the correction.
please make another playlist on dynamic structural analysis.
really Mam good and concept and easy and understandable language
Hi Doctor Structure, I really appreciate the visual representation of your lecture content. I wonder whether you have used any software or drawn all diagrams with your own hand. Loved all of your FBD and calculation. Thank you very much for this wonderful lecture series. May I know the methodology of these lectures ?
Please let me know if this reaches to you.
Thank you for the feedback. The drawing/diagrams are done using Adobe Illustrator. The equations are created using MathType then copied and pasted into Illustrator.
@16:43, why the applied moment is negative? Should the counterclockwise moment should be positive according to slope deflection sign convention?
The positive (counterclockwise) moment at the end of the member, when transferred to the neighboring joint becomes clockwise, since the two moments must cancel each other out.
So, a joint moment is considered positive when it is clockwise since it would turn into a counterclockwise moment when transferred to the end of a neighboring member.
Rb = Vba + Vbc
Since Vba and Vbc have the same magnitude but act in the opposite directions, they cancel each other out, their sum is zero.
this is like magic @_@, did you created this ?
The moment distribution method is a classical technique. It has been around for about 80 years. It was developed by Hardy Cross, a structural engineer, circa 1930.
Intresting. .
..
why you always include slope deflection method in every structural analysis method?
Please elaborate. Are you asking why the slope-deflection method is a basis for other techniques such as the moment distribution and the displacement methods?
@11:23, should the theta A2 be replaced by theta A3? since the last step, we find theta A2 already.
Yes, it should be theta_A3. Thanks for the correction; thank you for being so observant.
@01:29, should M cb = 2EI*(theta B +2*theta C)/L ?
Yes, I pointed that out a while back in the comment section.
Please Ihave a proplem with this method if i have beam with internal hinge how ican solve it in moment distribution method ....please help me please
You treat the hinge as a joint, but since the joint deflects downward, Delta (relative member-end displacement) is not going to be zero. So, you need to treat this as a sidesway problem, like as in a frame with sidesway. Further, since bending moment at the hinge is zero, there would be no distribution of the carry-over moment at the hinge.
thanks
in minute 1:31 you made mistake in slope deflection equation thank you
Thank you for pointing out the typo.
You can find the corrected version of the lecture in the free online course referenced in the video description field.
Can you answer some past exam papers?
Sorry, would not be able to do that. But if you want to send us the problems, we would be happy to work them into future lectures.
Remember Hardy Cross.