Element-dependent buckling loads of stiffened panels under cantilevered shear
Abstract
The linearized buckling load of a stiffened panel depends on the stress stiffness its shell element assembles. We read it from exported operators against three truncations of one second variation. The classic pass of ANSYS SHELL181 carries a rotation-rotation block pairing the drilling freedom with the bending rotations and its perturbation pass does not; removing the block recovers the perturbation load factor to 0.02%. SHELL281 carries block and couplings in both passes. Abaqus S4 matches the critical mode of the complete second variation to 1.0000 on the translations and its load factor to 1.7%, against 17% and 34% for the other two forms. On an optimized panel under cantilevered shear a 20-node continuum lies 3% to 6% above that form, S4 and SHELL281, 11% and 23% below both SHELL181 passes and 25% above Abaqus S8R, at the finest meshes. On a conventionally stiffened panel the SHELL181 passes stand 1.0% and 3.5% above the complete form, 9% and 21% at half the rib pitch; under a shear flow, on cylinders, open beams and under axial compression the three forms coincide and no pass parts by more than 0.3%.
Related
- Finite element analysis of the mechanical behavior of stiffened cold-formed built-up CFST flat columns
- Bounds-Constrained Finite Element Approximation of Time-Dependent Partial Differential Equations
- Joint nonlinearity in a stiffened aluminium wingbox panel and what it requires of a reduced basis
- A Gauge-Invariant Finite Element Method for the Time-Dependent Ginzburg--Landau Equations
- Payne's conjecture for buckling eigenvalues of odd index
BibTeX
@misc{wang2026elementdependent,
title = {{Element-dependent buckling loads of stiffened panels under cantilevered shear}},
author = {Lifeng Wang and Zhongli Qiu and Xuanhao Cheng and Run Du and Wenming Cheng and Min Xie and Xiong Rao},
howpublished = {arXiv},
year = {2026},
month = sep,
doi = {10.48550/arxiv.2609.22656},
eprint = {2609.22656},
archivePrefix = {arXiv},
url = {https://arxiv.org/abs/2609.22656},
}
RIS
TY - UNPB
TI - Element-dependent buckling loads of stiffened panels under cantilevered shear
AU - Lifeng Wang
AU - Zhongli Qiu
AU - Xuanhao Cheng
AU - Run Du
AU - Wenming Cheng
AU - Min Xie
AU - Xiong Rao
PY - 2026
DA - 2026/09/19
PB - arXiv
DO - 10.48550/arxiv.2609.22656
UR - https://arxiv.org/abs/2609.22656
AB - The linearized buckling load of a stiffened panel depends on the stress stiffness its shell element assembles. We read it from exported operators against three truncations of one second variation. The classic pass of ANSYS SHELL181 carries a rotation-rotation block pairing the drilling freedom with the bending rotations and its perturbation pass does not; removing the block recovers the perturbation load factor to 0.02%. SHELL281 carries block and couplings in both passes. Abaqus S4 matches the critical mode of the complete second variation to 1.0000 on the translations and its load factor to 1.7%, against 17% and 34% for the other two forms. On an optimized panel under cantilevered shear a 20-node continuum lies 3% to 6% above that form, S4 and SHELL281, 11% and 23% below both SHELL181 passes and 25% above Abaqus S8R, at the finest meshes. On a conventionally stiffened panel the SHELL181 passes stand 1.0% and 3.5% above the complete form, 9% and 21% at half the rib pitch; under a shear flow, on cylinders, open beams and under axial compression the three forms coincide and no pass parts by more than 0.3%.
ER -