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Golden Gate Suspension Bridge with Orthotropic Deck
Full 3D suspension cable-stayed structural system comprising 280 m total span, twin 56 m H-frame towers, 50 vertical suspenders, stiffening truss, and MITC4 quad deck shell.
Long-span suspension bridges undergo complex structural interaction between catenary main cables, tensioned vertical suspenders, aerodynamic stiffening trusses, and the roadway deck. This 280 m benchmark model captures the 160 m central navigation span and twin 60 m side spans supported by two 56 m cellular H-frame towers. WebCAE evaluates combined dead load sagging, lateral storm wind drift on the truss, aeroelastic natural vibration modes, and tower buckling margins within a single integrated frame-shell model.
1. Geometry & FEA Mesh
- •Geometry: 280 m total length (60 m south side span + 160 m main span + 60 m north side span), 12 m roadway width, 2 portal towers H = 56 m with 4 cross-struts and X-bracing.
- •Suspension system: twin main catenary parabolic cables discretized into 56 tension-stiffened beam segments and 50 vertical suspender wire ropes connecting cables to deck floorbeams.
- •Stiffening deck: MITC4 quad shell deck (t = 16 mm) longitudinally stiffened with inner flush T-beams (d1 = 0.35 m, d2 = 0.20 m) and framed by upper/lower truss chords with Warren diagonals.
- •Mesh & DOFs: 259 joints, 641 beam elements, 56 MITC4 shell quads, totaling 1,554 structural degrees of freedom with validated node connectivity (shellcheck = 0).
2. Loads & Boundary Conditions
- •Fixed boundary constraints (all 6 DOFs) at 4 tower leg base piers and 4 cable anchorage abutment nodes (x = ±140 m, y = ±6 m, z = 0).
- •Transverse wind pressure (10–12.5 kN/node) acting horizontally along windward truss nodes and tower portal cross-struts.
- •Structural self-weight and traffic live load distributed uniformly over the orthotropic deck surface.
3. Simulation Results & Findings
- ✓Maximum mid-span vertical static deflection |u| = 99.8 mm under combined dead load and wind pressure.
- ✓Lowest aeroelastic natural frequency f₁ = 0.33 Hz corresponds to the first symmetric vertical deck bending mode, followed by torsional and lateral sway modes.
- ✓First critical eigenvalue buckling load factor λ₁ = 47.8 confirms robust structural safety against tower leg and truss compression chord buckling.
WebCAE enables bridge engineering firms to simulate complex suspension cable-truss-deck interactions directly in the browser, providing verified natural frequencies, buckling margins, and stress flows for tender documentation without specialized workstation setups.
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- ✓Nonlinear Contact & Buckling (Kσ, MITC4, RBE2/RBE3)
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