Failur Failur es es
Dec 26, 2015
Bearing Stub axle
Assumed position of resultant of forces on axle
Ramsgate Walkway support
The Ramsgate Walkway CollapseThe Ramsgate Walkway Collapse
The Ronan Point Collapse 1968
Code of practice used :
CP114 Structural Design of Reinforced Concrete Buildings
4 people killed
The Cleddau (Milford Haven) The Cleddau (Milford Haven) Bridge Collapse 1970 Bridge Collapse 1970
4 people died when the bridge collapsed under construction.
The diaphragm above the pier buckled causing the then cantilevering section of the deck to collapse.
The Cleddau (Milford Haven) The Cleddau (Milford Haven) Bridge Collapse 1970 Bridge Collapse 1970
At that time the use of finite element analysis was not well developed.
Doing a shell element model with non-linear geometry and non-linear material behaviour would have been a major achievement.
Nowadays it would be quite feasible and would certainly give warnings of the problem.
Failures
Charles de Gaulle Airport 2004
Main reason for the collapse: lack of ductility to resist dynamic punching shear
4 deaths
Two major modelling errors were the main sources of this collapse. Second order effects (non-linear geometry) were important but not included in the model resulting in lower stiffness and higher internal forces than predicted.
The Hartford Connecticut Civic Center Collapse
Secondly the centroidal axes of the members were not coincident at the joints. This caused significant underestimates of moments in the members.
The Hartford Connecticut Civic Center Collapse
Calculation (checking model) for shear stress in tricell wall of Sleipner Platform
Operating Conditions: Span of Wall - 4.5 m
Effective depth - 500 mm, Pressure head 67.0 m
Pressure at 67 m depth: p = gh = 1000 x 9.81 x 67 = 66x 104 N/m
= p x area = 66x 104 x 4.5 x 1.0 = 3000 x 103 NLoad on 1.0 m strip at 67 m depth: W
W
Max shear: V = W/2 = 3000 x 103 /2 = 1500 x 103 N
500
1000 Shear stress in concrete: vc = V/(bd) = 1500x103/(500x 1000) = 3 N/mm2
Maximum design shear stress (BS 8110 for unreinforced section): vc (BS8110) = 0.91 N/mm2
Sleipner Collapse
The collapse was due to the choice of an inadequate mesh of 3D elements for the walls of the tricells. The estimate of shear stress in the wall was about 1/3 of a realistic value.
The computational model was not valid
Hyatt Regency
Error in understanding the load path for the hangers - Modelling error
Fault in designer/contractor relationship
Lack of robustness
The Tay Bridge Disaster 1879• Completed in February
1878.
• Longest bridge in the world at time - 2 miles.
View showing collapsed spans.
• To date - worst structural accident in the British Isles.
77 people killled
Pier No. 5 Looking North
Lifting of windward column.
(Dundee City Council, Central Library, Photographic Collection)