Mining rock mass rating

Laubscher developed the Mining Rock Mass Rating (MRMR)[1][2][3][4][5] system by modifying the Rock Mass Rating (RMR) system of Bieniawski. In the MRMR system the stability and support are determined with the following equations:

RMR = IRS + RQD + spacing + condition
in which:
RMR = Laubschers Rock Mass Rating
IRS = Intact Rock Strength
RQD = Rock Quality Designation
spacing = expression for the spacing of discontinuities
condition = condition of discontinuities (parameter also dependent on groundwater presence, pressure, or quantity of groundwater inflow in the underground excavation)
MRMR = RMR * adjustment factors
in which:
adjustment factors = factors to compensate for: the method of excavation, orientation of discontinuities and excavation, induced stresses, and future weathering

The parameters to calculate the RMR value are similar to those used in the RMR system of Bieniawski. This may be confusing, as some of the parameters in the MRMR system are modified, such as the condition parameter that includes groundwater presence and pressure in the MRMR system whereas groundwater is a separate parameter in the RMR system of Bieniawski. The number of classes for the parameters and the detail of the description of the parameters are also more extensive than in the RMR system of Bieniawski.

The adjustment factors depend on future (susceptibility to) weathering, stress environment, orientation,

The combination of values of RMR and MRMR determines the so-called reinforcement potential. A rock mass with a high RMR before the adjustment factors are applied has a high reinforcement potential, and can be reinforced by, for example, rock bolts, whatever the MRMR value might be after excavation. Contrariwise, rock bolts are not a suitable reinforcement for a rock mass with a low RMR (i.e. has a low reinforcement potential).

Laubscher uses a graph for the spacing parameter. The parameter is dependent on a maximum of three discontinuity sets that determine the size and the form of the rock blocks. The condition parameter is determined by the discontinuity set with the most adverse influence on the stability.

The concept of adjustment factors for the rock mass before and after excavation is very attractive.[4] This allows for compensation of local variations, which may be present at the location of the rock mass observed, but might not be present at the location of the proposed excavation or vice versa. In addition, this allows for quantification of the influence of excavation and excavation induced stresses, excavation methods, and the influence of past and future weathering of the rock mass.

References

  1. ↑ Laubscher, D.H. (1977). "Geomechanics classification of jointed rock masses - mining applications". Transactions of the Institution of Mining and Metallurgy, Section A, Mining industry. London. 86: 1–8. ISSN 1474-9009.
  2. ↑ Laubscher, D.H. (1981). "Selection of mass underground mining methods". In Stewart, D.R. Design and operation of caving and sub-level storing mines. Society for Mining Metallurgy (AIME), New York. pp. 23–38. ISBN 978-0-89520-287-1.
  3. ↑ Laubscher, D.H. (1984). "Design aspects and effectiveness of support systems in different mining conditions". Transactions of the Institution of Mining and Metallurgy, Section A, Mining industry. London. 93 (10): A–70–A–81. ISSN 1474-9009.
  4. 1 2 Laubscher, D.H. (1990). "A geomechanics classification system for rating of rock mass in mine design". Journal of the South African Institute of Mining and Metallurgy. 90 (10): 257–273. ISSN 0038-223X.
  5. ↑ Laubscher, D.H.; Jakubec, J. (2001). "The MRMR rock mass classification for jointed rock masses". In Hustrulid, W.A.; Bullock, R.L. Underground Mining Methods: Engineering Fundamentals and International Case Studies. Society for Mining, Metallurgy, and Exploration (SME), Littleton, Colorado, USA. pp. 475–481. ISBN 978-0-87335-193-5.

Further reading

See also

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