This paper presents a ROCK MASS classification system development based on the theory of fuzzy sets. This classification system, which is a generalization of the conventional method of ROCK MASS rating, allows us to introduce uncertainties as well as evaluating overall reliability. Appropriate fuzzy sets are assigned to die ROCK MASS parameters and the procedure required to find the final fuzzy-based ROCK MASS rating (FRMR) is discussed in detail. The proposed classification system provides the ROCK MASS rating, FRMR, together with its reliability, in addition to the corresponding ROCK MASS class aid estimates of cohesion and friction angle. Comparison of FRMR with die conventional ROCK MASS rating, RMR, indicates that different combinations of ROCK MASS parameters leading to the same RMR can have different FRMR values. However, on average there is very good agreement between the two classification systems.

The ROCK MASS classification system is utilized to categorize ROCKs, and has been used in engineering projects and stability investigations. It focuses on the parameters of ROCK MASS and engineering applications, which include tunnels, slopes, foundations, etc. ROCK MASS classification is valuable in the areas where the collection of samples and yielding of observation is difficult. With the advancement in technology, various machine-based model algorithms have been used, i.e., ANN and MLR in ROCK MASS classification from prior few years. In the present work, the ROCK MASS classification has been discussed, i.e., ROCK load, stand up time, RQD, RMR, Q, GSI, SMR, and RMi along with their applications. Considering all the parameters, it is concluded that for slope stability in a poor ROCK condition, the applicability of GSI is sufficient when compared with RMR. GSI also provides a highly accurate valuation of geo-mechanical properties, making it a valuable tool for the engineers and geologists. Also, the RMR values obtained from the ANN model provide better results for tunnels when compared with MLR and the conventional method. The ARMR classification of Slate, Shale, Quartz Schist, Gneiss, and Calcschist at 5 different locations of the world were 51-54, 66-70, 57-60, 35, 65-70, respectively.  The range for slate and shale was found to be moderately anisotropic, while quartz schist, gneiss, and calcschist were found to be slightly anisotropic and highly anisotropic.

Because of the important role of ROCK MASS structural properties on its mechanical behavior, determining the qualitative and quantitative properties of has been a subject of intense research. In this regard, numerous techniques such as scanline surveying, cell mapping, and geologic structure mapping have been proposed. However, applying such field surveying techniques for ROCK MASS properties involves spending substantial costs and times and high risks. Besides, due to the errors induced by operations, measurements, systematic errors, etc., the results of these techniques are not accurate and precise enough. Short-range digital photogrammetry is an state-of-art technique applied for surveying ROCK MASS characteristics. Through this novel approach, ROCK MASS surface is imaged, the obtained images are analyzed, and ROCK MASS characteristics are determined, and finally, the technique is validated by comparing the obtained results with field surveys. In the present work, two digital photogrammetry based methods including digital image processing and laser-based imaging are implemented in ROCK MASS characterization. The results show that short-range digital photogrammetry can be effectively employed in ROCK MASS structure characterization. Moreover, this approach, unlike the existing traditional ones, involves low costs, high speed, and sufficiently accurate and precise results.

The excavation impact (e. g. due to Blasting, TBM drilling, etc. ) induces an excavation damaged or disturbed zone around a tunnel. The presence of a damage zone around a tunnel boundary is of significant concern mainly with regard to safety, stability, costs and the overall performance of the tunnel. The damaged zone is essentially characterized by reduction in strength and stiffness, and increase in permeability. However, the dimensions of the restricted damaged zone is restricted. The effect of this zone is generally considered by a disturbance factor used for the whole ROCK MASSes. In this paper, the behavior of tunnels under different damage conditions is examined. In this regard, a fully analytical solution is proposed. The solution is presented for tunnels excavated in elastic–, brittle–, plastic ROCK MASSes with Hoek–, Brown failure criterion. The damaged zone is assumed to have cylindrical shape with varied parameters. The results obtained by the proposed solution indicate that, the effects of the alteration of ROCK MASS properties in the damaged zone may be considerable. In practice, the global damage induced by blasting is taken into account by using the damage factor D. In traditional methods, the blast damage factor D is applied to the entire ROCK MASS surrounding the tunnel. This is a common modeling method which can greatly underestimate the strength and stability of the overall ROCK MASS. In this regard, the result show that the blast damage factor D is more appropriate to be applied to the actual zone of damaged ROCK.