Rising Beyond Elastocapillarity
Douglas P. Holmes, P.-T. Brun, Anupam Pandey, and Suzie Protière, Soft Matter, 12, 4886-4890, (2016).
beams
Lateral torsional buckling of I beams with restraint
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I am looking to model buckling of I steel beams with restraint in abaqus. But I do not know how to make rigid connections between the steel members.
Why is the other beam( beam with fixed supports) not stressed? How do i define contact between the two beams.
Two recent papers on beam and plate theories considering microstructure and surface energy effects
These two papers (with one on beams and the other on plates) have recently been
published online:
On superelastic bending of shape memory alloy beams
In this paper, a closed-form solution is presented for bending analysis of shape memory alloy (SMA) beams.
Corotational 2D Tangent Stiffness Matrix
Dear All,
As a part of my PhD project I need to implement the tangent stiffness matrix of a 2D beam co-rotational formulation.
So I will apreciate if somebody can show me the components (coefficients) of the element tangent stiffness matrix.
Thanks in advance
Arturo
Calculating BMD for a hollow pipe beam
I have tested steel pipe (as a beam) under lateral distributed loads. Longitudenal strain gages are on the top and bottom lines of the pipe. Could any one suggest to me how can I derive the bending moment distribution along the pipe. I have E, I , t (thickness, and r(radius) for the pipe.
I have found a formula from litrature as follows : M = K.E.I
Where K = curvature = 0.5 * (ε_tension side - ε_compression side) / C (i.e the Half Section Depth, or pipe radius)
Three-ways to derive the Euler-Bernoulli-Saint Venant Beam Theory
After having taught graduate structural mechanics for several years, I am finally
able to write down my lecture notes (attached) for teaching the beam theory. In
the notes, we formulated the complete classical beam model
(extension/torsion/bending in two directions), which is also called
Euler-Bernoulli-Saint beam theory, in three ways: Newtonian method, variational
method, and variational asymptotic method, using 3D elasticity theory as the
starting point. Many self-contradictions of the various assumptions used in both
Newtonian method and variational method are clearly pointed out. The
ABAQUS - Problem concerning "concrete damaged plasticity" model
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Hi all,
I'm trying to solve a frame structure in ABAQUS. I'm using 3D beam elements (B31) so that shear and bending stresses may appear. This is ok for an elastic analysis, but I also want to perform a failure analysis of this frame. Therefore, I'm trying to use the "concrete damaged plasticity" material in ABAQUS. But I've read in the manual I can't use B31 elements with this material.
Does anyone know how to combine the "concrete damaged plasticity" material in a 3D beam analysis? Any other suggestions?
Help regarding 2D co-rotational beam formulation
I have implemented a 2D co-rotational truss formulation in matlab. I get identical results to OpenSEES.
Now I'm trying to implement a 2D co-rotational beam formulation. I have followed the simple formulation in Crisfield's book volume 1. It seems like this should be a fairly straight forward extension of the truss formulation. I have rederived everything Crisfield has done and obtained the same results, yet something is still incorrect.