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FAR Inertial Loads in MSC NASTRAN
I mean the torsion in the CROD. If the model is constrained against rotation in the X direction with the CROD, you should expect to see the torsion moment on it- Bopeco
- Post #15
- Forum: Aircraft engineering
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FAR Inertial Loads in MSC NASTRAN
Maybe you should add torsional stiffness to the CROD and look for the torsional moment at the rod, let say in X direction, to get the reaction bending moment on the leg in that direction? (just wondering if it's right)- Bopeco
- Post #13
- Forum: Aircraft engineering
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How to understand stress region due to the bolt pre-laod?
There is no washer under the bolt head, that would help to distribute the load on a bigger surface. The region under the bolt has compression so fatigue will harder occur as the cracks will be closed. The rest of the structure have very low stress values so it's not a surprise it won't break- Bopeco
- Post #5
- Forum: Finite Element Analysis (FEA) engineering
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USER FATAL MESSAGE 4297
Seems like you have a highly distorted element in the mesh. Find out where the element with ID = 3446 is located and remesh that area with a finer mesh, then re-run the analysis. -
Wall Mounted Jib Crane Compression Member Effective Length Factor k should it be 1 or 2
The condition PIN-FREE is fleeting (not completely constrained) so you can't buckle because the structure would have a rigid rotation, as KootK said. I would go for K=1 (PIN-PIN) and Lb=L2- Bopeco
- Post #10
- Forum: Structural engineering general discussion
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Linear buckling and nonlinear analysis for hollow section beams
I've posted it in the third post of this thread -
Failed convergence SOL106 nonlinear static
I have a similar problem on a beam subjected to bending, the nonlinear solution (SOL106) fail to converge. In my simulation i guess i have problems with buckling or crippling, maybe you should consider that -
Linear buckling and nonlinear analysis for hollow section beams
Thanks for the reply, i have no axial load because the beam is bent by a transversal force at the top of it. I have a b/t of about 60 so i guess that the walls are pretty thin. The deformation in the last step gives me a lateral displacement of about 2 mm in the position that should be the most... -
Linear buckling and nonlinear analysis for hollow section beams
I ran both nonlinear material and geometry. Well, the beam is not too long so maybe it can be considered as short column but the linear buckling analysis should take into account that. Or not? My doubt is about the safety margin of the linear solution (1.6) and if it is a sufficient margin to... -
Linear buckling and nonlinear analysis for hollow section beams
Yes, i'm using femap and my input is this: INIT MASTER(S) NASTRAN SYSTEM(442)=-1,SYSTEM(319)=1 ID Femap SOL NLSTATIC TIME 10000 GEOMCHECK, NONE CEND TITLE = nonlin ECHO = NONE DISPLACEMENT(PLOT) = ALL SPCFORCE(PLOT) = ALL FORCE(PLOT,CORNER) = ALL NLSTRESS(PLOT) = ALL... -
Linear buckling and nonlinear analysis for hollow section beams
Hi to all, i'm modeling a beam with hollow rectangular section subjected to bending and once i have verified that the stresses in the structure are ok i want to be sure that the beam is verified to buckling. The vertical sides are very slender so i'm expecting those to be the weakest point...
