Dear All,
As the topic title depicts I wish to implement that frame element. The glitch here for me is, self weight inclusion for vertical, horizontal and inclined frame member should be treated differently and accrodingly. For vertical member self weight, algorithm should gradually increase the axial load as A*rho*z, for horizontal frame member self weight can be assumed as uniformly distibuted load which produces the q*l/2 shear force and q*l^2/12 moment at the member nodes(i-j), for inclined member I have no idea how to apply them but I think that the self weight can be assumed as uniform load which can be split into unform loads acting on the principal local axes of the frame member.
Additional or replaced inner products of stiffness matrix will be determined as follow
- For vertical elements stiffness matrix should be governed by that PDE d4w/(dx4)+ (A*rho*z)*d2w/(dx2) = F
- For horizontal members, uniform load can be converted to equivalent nodal loads on RHS of equation, no need to change stiffness matrix
- For inclined members, same procedure as 1. and 2. item will be repeated
Your comments will be appreciated,
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