Multi-travees Appui
2-Portee Continuous Calcul de poutre
Solve pour reactions et internal forces in a two-portee continuous member using finite element analysis.
Use meters pour geometry, kN pour point charge, kN/m pour UDL, GPa pour E, et cm^4 pour I.
Calculation Entrees
Poutre Diagram
Calculation Basis
Assumptions & Limits
- The model represents 2D bending response only et does not include torsion.
- Appuis are idealized as analytical boundary conditions.
- Construction stages, nonlinearity, et settlement effects need a more detailed model.
Reference Basis
- Documentation: Advanced poutre methodologie
- Documentation : revue technique
- Matrix rigidite method references
- Elastic poutre theory references pour validation checks
Effort tranchant Force Diagram
Bending Moment Diagram
Resume de la reponse
| L | V = 12.38 kN |
| Center | V = 33.25 kN |
| R | V = 6.37 kN |
Calculation Method
Beam model
Forme generale
K d = F
Modele actuel
Supports: L @ 0.00 m, Center @ 4.00 m, R @ 8.00 m. E = 210.0 GPa, I = 8,560 cm^4.
Resultat
Euler-Bernoulli beam under linearly varying distributed load
Load setup
Forme generale
F = F_point + F_distributed
Modele actuel
P = 12.00 kN @ 2.00 m. w: 5.00 to 5.00 kN/m over 0.00-8.00 m.
Resultat
Max deflection = 1.02 mm
Internal response
Forme generale
M(x) = E I y''(x), V(x) = dM/dx
Modele actuel
Max |M| = 14.80 kN*m, max |V| = 18.79 kN.
Resultat
Reactions solved at 3 support locations
Hypotheses du modele
- The member is continuous over a central appui.
- Appuis are located at 0, L/2, et L.
- Linear elastic material response is assumed throughout.
Outils associes
- Continuous poutres redistribute moments into the appuis, allowing pour longer spans or smaller sections compared to simple spans.
- A uniform charge is applied over the full length of both spans in this configuration.
- Appui settlement effects are not included in this basic elastic model.