Proposed Design Methodology for shotcrete W.C Joughin, G.C. Howell, A.R. Leach & J. Thompson.

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Presentation transcript:

Proposed Design Methodology for shotcrete W.C Joughin, G.C. Howell, A.R. Leach & J. Thompson

Research Workshop Team  William Joughin  Graham Howell  Tony Leach  Jody Thompson  Kevin Le Bron  Karl Akermann (AngloPlatinum), Lars Hage (BASF), Alan Naismith, Julian Venter, Dave Ortlepp

Design Process Determination of rock mass and loading conditions Rock mass classification Stress modelling Determination of Shotcrete Requirements Excavation requirements Shotcrete function/purpose Is it required? Determination of Shotcrete Demand Deadweight loading Quasi-static loading Dynamic loading Determination of Shotcrete Capacity Peak/Residual capacity Energy absorption Standard tests Fibre content, mesh characteristics Determination of safety factor

Rock mass conditions  Q/GSI  Stress modelling

Shotcrete requirements ( Excavation requirements)  Importance of excavation (access/production)  Exposure of personnel  Life of excavation  Functional dimensions of excavation  Maintenance and rehabilitation (redundancy)

Shotcrete requirements (Shotcrete function/purpose)  Structural support (Not covered)  Fabric between tendons to contain jointed/fractured rock  To prevent spalling/strainbursting near face

Shotcrete requirements (is it required?)  Observations of block size and stress damage  Keyblock analysis (eg Jblock) (joint controlled)  Stress damage (RCF>0.7,  1 /  c ratio)  Empirical charts (joint controlled + SRF)

Shotcrete requirements

Shotcrete Demand  Deadweight  Quasi-static  Dynamic

Shotcrete Demand (deadweight)  Roof prism (Barret & McCreath)  Sidewall prism slides  Conservative estimate

Shotcrete Demand (Deadweight)

Shotcrete Demand (quasi-static)  Assumption: Rock mass will continue to deform under quasi-static loading. Support pressures provided by shotcrete are inadequate to prevent deformation.  Objective is to survive the deformation and maintain the functions of containing the fractured rock mass  If the moment demand exceeds the peak moment capacity, the shotcrete will enter the residual state, providing it is reinforced.

Shotcrete Demand (quasi-static) (Displacement)  Displacement monitoring (extensometers)  Maximum displacement from Udec GRC modelling

Displacement from modelling

Shotcrete Demand (quasi-static) (Displacement)

Shotcrete Demand (quasi-static)

Shotcrete Demand (Dynamic)  Roof Prism (Barret & McCreath  Sidewall: Kinetic Energy  Roof: Kinetic and potential energy

Shotcrete Demand (Dynamic)

Shotcrete Capacity  Peak/residual strength  Energy Absorption  Standard tests (RDP/ASTMC1550, EFNARC)  Fibre content  Mesh area

Shotcrete Capacity (RDP) Peak load

Shotcrete Capacity (RDP)

Generic

Shotcrete Capacity (on wall) 75mm thick, 1m tendon spacing 8.66 x 1.33 x

Shotcrete Capacity (on wall) 75mm thick, 1m tendon spacing

Shotcrete capacity (Dynamic) RDP

Factor of safety

Outstanding work  Large scale panel tests (Kirsten & Labrum)  UDL & point load  Thickness (50mm, 100mm, 150mm)  Mesh & fibre  Large scale panel tests (Shotcrete working group – Gerhard Keyter)

Acknowledgements  Mine Health and Safety Council (SIM040204)  South Deep Gold Mine, Mponeng Mine, Impala 14#  BASF (Lars Hage), Mash (Hector Snashall)  Geopractica, University of the Witwatersrand  Seismogen (Tony Ward)  James Dube, Hlangabeza Gumede