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Identification of rock mass properties in elasto-plasticity D. Deng, D. Nguyen Minh
To cite this version:
D. Deng, D. Nguyen Minh. Identification of rock mass properties in elasto-plasticity. Computers and Geotechnics, Elsevier, 2003, 30, pp.27-40. 10.1016/S0266-352X(02)00033-2. hal-00111371
HAL Id: hal-00111371 https://hal.archives-ouvertes.fr/hal-00111371 Submitted on 26 Sep 2019
HAL is a multi-disciplinary open access L’archive ouverte pluridisciplinaire HAL, est archive for the deposit and dissemination of sci- destinée au dépôt et à la diffusion de documents entific research documents, whether they are pub- scientifiques de niveau recherche, publiés ou non, lished or not. The documents may come from émanant des établissements d’enseignement et de teaching and research institutions in France or recherche français ou étrangers, des laboratoires abroad, or from public or private research centers. publics ou privés. Identification of rock mass properties in elasto-plasticity
Desheng Deng*, Duc Nguyen-Minh Laboratoire de Me´canique des Solides, E´cole Polytechnique, 91128 Palaiseau, France
Abstract
A simple and effective back analysis method has been proposed on the basis of a new cri-terion of identification, the minimization of error on the virtual work principle. This method works for both linear elastic and nonlinear elasto-plastic problems. The elasto-plastic rock mass properties for different criteria of plasticity can be well identified based on field measurements.
Keywords: Identification; Back analysis; Virtual work principle; Rock mass; Elasto-plasticity
1. Introduction
In geomechanical engineering, the complexity of rock masses makes the identifi- cation of their properties very difficult. Even if many rock samples are collected in situ to determine the mechanical parameters of rock masses in laboratory tests, the data obtained from these tests with small samples cannot be representative of the large structure scale [1]. In situ tests seem to be more convenient in obtaining actual mechanical parameters of rock masses. But in situ tests are generally very costly, and the results obtained may depend on the location of instruments, especially when a large underground structure is concerned. These difficulties provoke uncertainties in the input parameters for a numerical model, which often produce a discrepancy between the prevision and the observation of the real structure. In order to over- come these difficulties, the observational design method is introduced [2] where back analysis techniques are employed.
* Corresponding author at De´partement CGM—Mines, E´cole Polytechnique de Montre´al, C.P. 6079, Succ. Centre-ville, Montre´al Qc, Canada H3C 3A7. Tel.: +1-514-340-4711 x5189; fax: +1-514-340-4477. E-mail address: [email protected] (D. Deng).
1 Back analysis, or parameter identification, is frequently used in geomechanical engineering [1–5] since the 1970s, for determining the mechanical parameters of rock masses on the basis of field measurements performed during in situ tests, or during excavation or construction works. In general terms, a back analysis requires the choice of an objective function, (cost function, or error function), representing the discrepancy between the quantities u*i measured in the field and the corresponding data ui obtained by the stress analysis of a numerical model [1,3,5]:
()= Xn 1 2 F ¼ ½ ðPÞ 2 ð1Þ ui ui i¼1 where n is the number of measurements, P is the vector of unknown parameters. This function is minimized with respect to the unknown parameters P that govern the mechanical problem, thus leading to optimal values of the mechanical properties for the rock masses [6]. The objective function defined by Eq. (1) is a highly nonlinear function of para- meters P, even when linear elastic structure behavior is assumed. Since an analytical expression of F cannot be defined, it is very difficult to obtain an analytical evalua- tion of the function gradients. These properties of the objective function make the back analysis procedure very costly, especially in elasto-plasticity [7,8]. Indeed, the behavior of the objective function significantly affects the efficiency of a nonlinear optimization procedure [1]. In recent years, many efforts are made [9,10] for new objective functions which make the characterization problem more efficient with the explicit gradients of objective functions. In the present work, a new criter- ion of identification is established, based on minimization of error on the virtual work principle, and a back analysis method based on this criterion is proposed. Attempts are made, in particular, to identify the elasto-plastic rock mass properties.
2. Direct and modified problems
To present the back analysis method, let consider first the direct and modified problems.
2.1. Direct problem
A structure occupies a domain X , with border C (Fig. 1). Let suffix i be the three orthogonal directions in space, and exponent d represent given components. The limit boundary conditions of X can be defined as follows: n ¼ Td on S ij j i Ti ð2Þ u ¼ ud on S i i ui S T S S ¼ S S ¼ ; i ¼ 1; 2; 3 u with Ti ui and Ti ui . Where and are displacement and stress respectively; n is the external normal vector of C ; T is surface force. Let
2 Fig. 1. Direct problem.