Structurel Cluster
3-Portee Continuous Calcul de poutre
Solve pour internal forces et deflections in a three-portee member, typical pour large building frames et bridge spans.
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 = 18.80 kN |
| S2 | V = 46.08 kN |
| S3 | V = 32.95 kN |
| R | V = 13.17 kN |
Calculation Method
Beam model
Forme generale
K d = F
Modele actuel
Supports: L @ 0.00 m, S2 @ 4.00 m, S3 @ 8.00 m, R @ 12.00 m. E = 210.0 GPa, I = 12,400 cm^4.
Resultat
Euler-Bernoulli beam under linearly varying distributed load
Load setup
Forme generale
F = F_point + F_distributed
Modele actuel
P = 15.00 kN @ 2.00 m. w: 8.00 to 8.00 kN/m over 0.00-12.00 m.
Resultat
Max deflection = 1.08 mm
Internal response
Forme generale
M(x) = E I y''(x), V(x) = dM/dx
Modele actuel
Max |M| = 21.77 kN*m, max |V| = 26.20 kN.
Resultat
Reactions solved at 4 support locations
Hypotheses du modele
- The member is continuous over three appuis internally (total 4).
- Appuis are equally spaced at 0, L/3, 2L/3, et L.
- Global rigidite matrix approach pour hyperstatic systems.
Outils associes
- Triple portee members significantly reduce peak fleche compared to simple spans via moment redistribution.
- The central portee often experiences a 'lift' effect if external spans are heavily loaded, or vice versa.
- Ideal pour roof purlins et floor joist systems avec intermediate appuis.