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Discontinuous Deformation Analysis
Discontinuous Deformation Analysis (DDA) is a type of discrete element method (DEM) originally proposed by Shi〔Shi G.H. Discontinuous deformation analysis: A new numerical model for the statics and dynamics of block systems. University of California, Berkeley. 1988〕 in 1988. DDA is somewhat similar to the finite element method for solving stress-displacement problems, but accounts for the interaction of independent particles (blocks) along discontinuities in fractured and jointed rock masses. DDA is typically formulated as a work-energy method, and can be derived using the principle of Minimum Potential Energy〔 or by using Hamilton's principle. Once the equations of motion are discretized, a step-wise linear time marching scheme in the Newmark family is used for the solution of the equations of motion. The relation between adjacent blocks is governed by equations of contact interpenetration and accounts for friction. DDA adopts a stepwise approach to solve for the large displacements that accompany discontinuous movements between blocks. The blocks are said to be "simply deformable". Since the method accounts for the inertial forces of the blocks' mass, it can be used to solve the full dynamic problem of block motion.
== DDA vs DEM ==
Although DDA and DEM are similar in the sense that they both simulate the behavior of interacting discrete bodies, they are quite different theoretically. While DDA is a displacement method, DEM is a force method. While DDA uses displacement as variables in an implicit formulation with opening-closing iterations within each time step to achieve equilibrium of the blocks under constrains of the contact, DEM employs an explicit, time marching scheme to solve the equations of motion directly (Cundall and Hart〔Cundall, P. A., and R. D. Hart. “Numerical Modelling of Discontinua,” in Proceedings of the 1st U.S.
Conference on Discrete Element Methods (Golden, Colorado, October 1989), pp. 1-17. G.G.W. Mustoe, M. Henriksen and H-P. Huttelmaier, Eds. Golden, Colorado: CSM Press, 1989.〕). The system of equation in DDA is derived from minimizing the total potential energy of the system being analyzed. This guarantee that equilibrium is satisfied at all times and that energy consumption is natural since it is due to frictional forces. In DEM, unbalanced forces drive the solution process, and damping is used to dissipate energy. If a quasi-static solution is desired in which the intermediate steps are not of interest, the type of damping and the type of relaxation scheme can be selected in DEM to obtain the most efficient solution method (Cundall〔Cundall, P. A. “Distinct Element Models of Rock and Soil Structure,” in Analytical and Computational
Methods in Engineering Rock Mechanics, Ch. 4, pp. 129-163. E. T. Brown, Ed. London: George Allen & Unwin, 1987.〕). The application of damping in DEM for quasi-static problem is somewhat analogues to the setting to zero of the initial velocities of the block in the static analysis of DDA. In dynamic problem, however, the amount and type of damping in DEM, which are very difficult to qualify experimentally, has to be selected very carefully to as not to damp out real vibrations. On the other hand, the energy consumption in DDA is due to the frictional resistance at contact. By passing the velocities of the blocks at the end of a time step to the next time step, DDA gives real dynamic solution with correct energy consumption.〔 By using an energy approach, DDA does not require an artificial damping term to dissipate energy as in DEM, and can easily incorporate other mechanisms for energy loss.
抄文引用元・出典: フリー百科事典『 ウィキペディア（Wikipedia）』
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