Q-slope

The Q-slope method for rock slope engineering and rock mass classification is developed by Barton and Bar.[1][2][3] It expresses the quality of the rock mass for slope stability using the Q-slope value, from which long-term stable, reinforcement-free slope angles can be derived.

The Q-slope value can be determined with:

Q-slope utilizes similar parameters to the Q-system[4] which has been used for over 40 years in the design of ground support for tunnels and underground excavations. The first four parameters, RQD (rock quality designation), Jn (joint set number), Jr (joint roughness number) and Ja (joint alteration number) are the same as in the Q-system. However, the frictional resistance pair Jr and Ja can apply, when needed, to individual sides of a potentially unstable wedges. Simply applied orientation factors (0), like (Jr/Ja)1x0.7 for set J1 and (Jr/Ja)2x0.9 for set J2, provide estimates of overall whole-wedge frictional resistance reduction, if appropriate. The Q-system term Jw is replaced with Jwice, and takes into account a wider range of environmental conditions appropriate to rock slopes, which are exposed to the environment indefinitely. The conditions include the extremes of erosive intense rainfall, ice wedging, as may seasonally occur at opposite ends of the rock-type and regional spectrum. There are also slope-relevant SRF (strength reduction factor) categories.

Multiplication of these terms results in the Q-slope value, which can range between 0.001 (exceptionally poor) to 1000 (exceptionally good) for different rock masses.

A simple formula for the steepest slope angle (β), in degrees, not requiring reinforcement or support is given by:

Q-slope is intended for use in reinforcement-free site access road cuts, roads or railway cuttings, or individual benches in open cast mines. It is based on over 200 case studies in slopes ranging from 35 to 90 degrees in fresh hard rock slopes as well as weak, weathered and saprolitic rock slopes.[1][2][3][5]

Rock slope design techniques have been derived using Q-slope and geophysical survey data, primarily based on Vp (P-wave velocity).[6]

Q-slope is not intended as a substitute for conventional and more detailed slope stability analyses, where these are warranted.

See also

References

  1. ^ a b Barton, N.R.; Bar, N. (2015). "Introducing the Q-slope method and its intended use within civil and mining engineering projects". In Schubert W (ed.), Future Development of Rock Mechanics; Proc. ISRM reg. symp. Eurock 2015 & 64th Geomechanics Colloquium, Salzburg 7–10 October 2015. OGG, pp. 157-162.
  2. ^ a b Bar, N.; Barton, N.R. (2016). "Empirical slope design for hard and soft rocks using Q-slope". In Proc. 50th US Rock Mechanics / Geomechanics Symposium, Houston 26–29 June 2016. ARMA, 8p.
  3. ^ a b Bar, N.; Barton, N.R. (2017). "The Q-slope Method for Rock Slope Engineering". Rock Mechanics & Rock Engineering, Vol 50, Springer, Vienna, https://doi.org/10.1007/s00603-017-1305-0.
  4. ^ Barton, N.R.; Lien, R.; Lunde, J. (1974). "Engineering classification of rock masses for the design of tunnel support". Rock Mechanics and rock engineering. Vol. 6, Springer-Verlag, pp. 189-236.
  5. ^ Bar, N.; Barton, N.R.; Ryan, C.A. (2016). "Application of the Q-slope method to highly weathered and saprolitic rocks in Far North Queensland". In Ulusay et al. (eds.), Rock Mechanics and Rock Engineering: From the Past to the Future Development of Rock Mechanics; Taylor & Francis Group, London, pp. 585-590.
  6. ^ Bar, N.; Barton, N.R. (2018). "Rock Slope Design using Q-slope and Geophysical Survey Data". Periodica Polytechnica Civil Engineering. doi:10.3311/PPci.12287.

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