Hoek–Brown rock mass: adjusting Geological Strength Index for directional strength

Baczynski, Norbert

doi:10.36487/acg_repo/2025_59

Cited by 1 publication

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“…In many rock masses, the majority (90-95%) of defects are often shorter than a typical 15 m high bench, but a full bench height failure might still develop by shearing along zones of coaligned shorter defects and through intact rock bridges between them (Figure 6a). Consideration of defect zones is a step-path method (SPM) approach (Baczynski 2023). Most times, zones of short defects are stronger than similar length individual defects.…”

Section: Risk Of Bench Failure Due To Adverse Geological Defectsmentioning

confidence: 99%

Factors impacting and controlling water erosion of rock benches and slopes

Baczynski,

Bar,

Firouz

2023

SSIM 2023: Third International Slope Stability in Mining Conference

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Rock slope faces typically comprise assemblages of benches intended to catch dislodged rock debris, channel groundwater and rainfall runoff along slope faces, and flatten overall slopes to design angles. Excavation of neat design-width benches is often not achieved as planned. If bench widths are reduced by adverse structure and/or poor blasting, or if their surfaces lack the required gradients for water flow and discharge at selected locations, runoff cascades over bench crests. If sufficient geological defects data exist, then risk of partial to entire bench height and akin berm width instabilities can be statistically quantified. These risks are often rock-type and slope-facing direction-dependent. In existing pits, such risks can also be estimated either by stereo-pair slope photography done from suitable vantage points around the pit or by drone flyover inspection of slope faces, but single-and multiple-event (i.e. progressive failure) structural, and poor blasting, failures are often difficult to distinguish and quantify. Water runoff over bench crests often occurs along major faults and zones of weak ground. Such discharge erodes geological defects to establish narrow slots that rapidly enlarge and coalesce into major V-shape chasms on slopes; with voids at some mines being 150 m along strike, 80 m deep and 300 m high, and with their debris runout exceeding 100 m. To avoid chasms, preventative measures are installed at time of bench mining. Remedial works are undertaken after some erosion occurs. The management decision to install preventative measures is dictated by site-specific experience and based on good appreciation of the safety and mining consequences if slope void development is not prevented. Reinstating bench drainage across large chasms is impossible; water needs diversion around such chasm footprints. Once established, considerable ongoing remedial effort is required to arrest or to retard the rate of chasm expansion. Stability monitoring alone does not solve the problem, but does provide safer working conditions. Examples of defect-controlled bench stability risks are presented. The stability impact of water runoff erosion is illustrated by examples from Australian and overseas mines. The general decision process, use of risk matrices, advantages, disadvantages, and the durability, difficulty and timing of water erosion preventative (geotextile on bench faces and high-density polyethylene, mesh with shotcrete in water drains) and remedial works (void rock backfill, toe buttress, gabion basket wall, pit floor bund and slope cutback) are discussed.

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Section: Risk Of Bench Failure Due To Adverse Geological Defectsmentioning

confidence: 99%