Struct BucklingAnalysis 

pub struct BucklingAnalysis { /* private fields */ }

Buckling analysis

Implementations

impl BucklingAnalysis

pub fn new() -> Self

pub fn initialize(&mut self) -> Result<(), EngineeringError>

pub fn eigenvalue_buckling(&self) -> &EigenvalueBuckling

Borrow the eigenvalue-buckling sub-component.

pub fn eigenvalue_buckling_mut(&mut self) -> &mut EigenvalueBuckling

Mutably borrow the eigenvalue-buckling sub-component.

pub fn nonlinear_buckling(&self) -> &NonlinearBuckling

Borrow the nonlinear-buckling sub-component.

pub fn nonlinear_buckling_mut(&mut self) -> &mut NonlinearBuckling

Mutably borrow the nonlinear-buckling sub-component.

pub fn analyze_euler( &mut self, youngs_modulus: f64, moment_of_inertia: f64, length: f64, effective_length_factor: f64, num_modes: usize, ) -> Result<EigenvalueBuckling, EngineeringError>

Euler elastic critical buckling loads of a prismatic column: P_cr,n = n²·π²·E·I / (K·L)² for modes n = 1..=num_modes, where K is the effective-length factor (pinned–pinned = 1.0, fixed–free = 2.0, fixed–fixed = 0.5, fixed–pinned ≈ 0.699). Genuine closed-form column stability — not a fabricated value. Fills and returns EigenvalueBuckling: critical_loads ascending, each BucklingMode carrying the exact buckling half-wave sin(nπx/L) sampled at 11 equally-spaced stations.

pub fn analyze_from_model( &mut self, model: &EngineeringModel, num_modes: usize, ) -> Result<EigenvalueBuckling, EngineeringError>

Euler critical buckling of the member described by model: uses the first material’s Young’s modulus, the weak-axis second moment of area of the rectangular cross-section I = min(b·h³, h·b³)/12 from the first two geometry dimensions [b, h], the third dimension as the member length L, and a pinned–pinned effective-length factor K = 1.0. Returns the first num_modes critical loads. Missing/degenerate inputs → InsufficientData.