Internal Forces in Truss: Solving for AB at Point A and Point B

AI Thread Summary
The discussion revolves around understanding the internal forces AB at points A and B in a truss structure, questioning their stability and whether they cancel each other out. Participants highlight the importance of considering horizontal force reactions, which were initially overlooked. There is also a query regarding the value and usage of the coefficient of friction, µ, which is not defined in the textbook. The conversation emphasizes the need for a comprehensive analysis of forces to determine the stability of the structure. Overall, the thread seeks clarity on these fundamental concepts in truss analysis.
fonseh
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Homework Statement


For this problem , i found that the internal force AB at point A and point B pointed in the same direction ( as shown) in my working , so , how they cancel off each other ?Since they can't cancel off each other , so they are not stable , right ? The structure is statically indeterminate ?

Homework Equations

The Attempt at a Solution


It's in the 3rd photo [/B]
 

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you forgot to consider the horizontal force reaction.
 
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PhanthomJay said:
you forgot to consider the horizontal force reaction.
one ? which part ? Can you point out ?
 
see your first attachment , bottom of page, sum of forces in x direction = 0.
 
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One more question here , how to get the value of µ ? It's not stated in my textbook what is it ... And what is the usage of µ ?
 
Thread 'Have I solved this structural engineering equation correctly?'

Thread 'Have I solved this structural engineering equation correctly?'

Hi all, I have a structural engineering book from 1979. I am trying to follow it as best as I can. I have come to a formula that calculates the rotations in radians at the rigid joint that requires an iterative procedure. This equation comes in the form of: $$ x_i = \frac {Q_ih_i + Q_{i+1}h_{i+1}}{4K} + \frac {C}{K}x_{i-1} + \frac {C}{K}x_{i+1} $$ Where: ## Q ## is the horizontal storey shear ## h ## is the storey height ## K = (6G_i + C_i + C_{i+1}) ## ## G = \frac {I_g}{h} ## ## C...
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