By R. De Borst, J. Carmeliet, J. Pamin, L. J. Sluys (auth.), Ger M. A. Kusters, Max A. N. Hendriks (eds.)

Advances in computational mechanics can simply be accomplished at the foundation of fruitful dialogue among researchers and working towards engineers. This has been completed within the current book, which incorporates the entire papers awarded on the first foreign DIANA convention on Computational Mechanics. approximately all papers exhibit the result of calculations accomplished with the DIANA^{TM} Finite aspect process.

largely, the ebook follows the road of study from the cloth point, through the point point, to the structural point. however it could be emphasized that a lot present study passes from one point to the opposite, and such an interplay can be mirrored right here.

the next domain names are treated:

- (hyper)elasticity, (visco)plasticity and cracking;
- (enriched) destructive continua versions;
- fabric experiments vs. computational versions;
- stochastic methods;
- fluid--structure interactions;
- aspect expertise;
- geometrical nonlinearity and structural instability;
- nonlinear dynamics;
- answer procedures.

**Read or Download DIANA Computational Mechanics ‘94: Proceedings of the First International Diana Conference on Computational Mechanics PDF**

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**Extra resources for DIANA Computational Mechanics ‘94: Proceedings of the First International Diana Conference on Computational Mechanics**

**Example text**

The Norwegian Institute of Technology. Report no. R-19-93. Trondheim 1993. 6 Kvamsdal. T. Matllisen. K M: Reliable Recovery of Stress Resultants. Proceedings of First International Diana Conference on Computational Mechanics. Delft. The Netl1erlands 1994. 7 Norges standardiseringsforbund: NS 3473E Concrete structures. Design rules. 4tl1 edition. Nov 1992. 8 Norwegian Petroleum Directorate: Regulations concerning loadbearing structures in tl1e petroleum activities. 1992. 9 Rettedal. W.. Gudmestad.

TIle model study contirmed that one crack. a few centimetres wide and several metres long. in two of tile tri-cells adjacent to 03. crossing the original water surface in drill-shaft D3. can explain all observations made during sinking. The period from when overtopping of the shaft D3 began until the structure hit the sea floor lasted nearly two minutes. For most of tlus time tlle structure was not entirely submerged. but was being weighted down by the inflow. Once it disappeared below the surface, the structure accelerated and reached the bottom in some 45 to 50 seconds.

3 Finite element analyses The platform design was analyzed using the program system MSC/NASTRAN Version 65 C and the basic 8-noded tlnite solid element (CHEXA-8). Fig 2 shows in the lower right corner the element mesh that was used. as generated by the program. As Fig 2 shows. irregular elements were used in the tri-cell waIl. This is not in accordance with normal practice, which is to modify the generated elements manually to avoid irregular elements in highly stressed regions. TIle main tigure shows a planar tinite element model that was used for a local analysis of the tri-cell in the investigation.