$$$$ DECONV NOTICE AF221230 13/12/12 21:15:00 7881 DATE 13/12/12 procedure DECONV Voir aussi : DECONV3D ---------------- TABRESU = DECONV COUCHE FOND_SOL MOD_SOL (SOL) DIR GAMMAO F1 F2 (FC) (TYP_F) (P_GAMMA) Description : ------------- This procedure allows the user to perform 2D (plane strain or FOURIER mode 0 (vertical motion) and 1 (horizontal motion) soil-structure interaction (SSI) analysis by modelling the soil and the structure with finite elements. It has two functions : - formulate the damping matrix corresponding to the viscous absorbing boundary representing the far field soil not included in the soil mesh, - calculate the seismic loading to be applied on the soil boundary by the deconvolution of the control motion given on the free surface of the soil. The resolution of the problem can be conducted afterwards in the time domain using one of the following integration procedures : - Procedure DYNAMIC for linear material behaviour, possibility to include unilateral contacts to model the uplift and the sliding of the foundation, - procedure PASAPAS in case of non linearities of the soil and the structure (plane strain only). Comments : ---------- Input data : ----------- COUCHE : double-indexed TABLE containing the soil properties : COUCHE.I : SOUS-TABLE relative to the ith layer of the soil which contains the following indices : 'FRONTIERE' : MAILLAGE, vertical boundary of the ith layer 'MASSE_VOLUMIQUE' : FLOTTANT, density 'POISSON' : FLOTTANT, Poisson's ratio 'YOUNG ' : FLOTTANT, Young's modulus 'AMORTISSEMENT : FLOTTANT, damping ratio FOND_SOL : MAILLAGE, lower horizontal boundary of the soil mesh MOD_SOL : MMODEL, physical model of the soil SOL : MAILLAGE, soil mesh (QUA8 or TRI6), optional DIR : MOT, direction of the free field acceleration 'HORI' for the horizontal direction (SV wave) 'VERT' for the vertical direction (P wave) GAMMAO : EVOLUTION, free field horizontal acceleration on the surface. The beginning of this accelerogram must contain a time interval with null acceleration (at least 100 time steps). It is the time that allows the wave front to go upwards through the ground which is represented by the soil mesh. F1, F2 : FLOTTANTS, frequencies on which the damping ratio is adjusted according to Rayleigh model. FC : FLOTTANT, cutting frequency for the deconvolution by default FC = 50 Hz TYP_F : MOT, type of boundary : 'WHITE' (by default) 'LYSMER' P_GAMMA : TABLE containing the input and output accelerations for the (not nec 'ENTREE' :TABLE, type of acceleration (different from free 'NATURE' : Nature of controle point: 'MOT' PROFOND : inside (depper on the soil) 'MOT' OUTCROP : outcrop of bedrock 'CONTROLE' :'MAILLAGE', controle point on the bondary mesh (necessary if 'NATURE' = PROFOND) 'I' :'MAILLAGE', I-point (i = 1, 2, 3,...) on the verti where we plot the accelerations Output data : ------------- TABRESU : TABLE which contains the computation results indice 'CHAR' : CHARGEMENT, seismic excitation on the soil boundary indice 'AMOR' : RIGIDITE, damping matrix of the TYP_F type absorbing boundary indice 'DEFO' : EVOLUTION, maximum soil strain as a function of depth indice 'ACCE' : TABLE, table which contains the accelerograms of the points defined in P_GAMMA indice 'PAS' : FLOTTANT indice 'FCDYN' : FLOTTANT, time step and cutting frequency to be used in the analysis of soil-structure interaction with DYNAMIC or PASAPAS procedure Note : -------- The procedure does not work with oblique boundaries. It deals with horizontal (SV wave) and vertical (P wave) seismic motions. The procedure is elaborated to perform the deconvolution on half the boundary. If the mesh is symmetrical or axisymmetrical, just call on the DECONV procedure once. If the mesh (soil + structure) is not symmetrical, it will have to be split into two halves from the OY-axis. The DECONV procedure is called on twice to perform the deconvolution of both mesh halves. $$$$
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