Back analysis of a rock landslide to infer rheological parameters

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• 作者：F. Bozzano^a ; S. Martino^a ; ^{salvatore.martino@uniroma1.it} ; A. Montagna^b ; A. Prestininzi^a
• 关键词：Back analysis ; Creep ; Numerical modelling ; Quarry activity ; Jointed rock mass
• 刊名：Engineering Geology
• 出版年：2012
• 期刊代码：22_00137952
• 类别：civ
• 出版时间：29 March, 2012
• 卷：131-132
• 期：Complete
• 页码：45-56
• 文件大小：4119 K

摘要

On 30 January 2009, a rock slide involving approximately 0.23 Mm³ of highly jointed gneiss from the local Ercinic substratum was recorded in southern Italy. The landslide occurred after exceptional autumnal rainfalls and involved a quarry whose activity has been documented over the past 10 years by aerial images.

An engineering-geology model of the slope involved in the landslide was developed based on the geomechanical classification of the outcropping rock masses, the ISRM (2007) indexes Ib (the block size index) and Jv (the volumetric joint count), and the observed geological setting of the slope. An equivalent continuum approach was adopted to attribute strength and stiffness parameter values to the different classes of jointed rock masses.

A simplified evolutionary model of the slope was developed, starting from 300 ka (i.e., from the erosional phase following the deposition of the 300-m-a.s.l. marine terrace deposits overlaying the gneiss substratum) to 30 January 2009. The model took into account the main depositional phases as indicated by the Pleistocene marine terrace deposits and the documented stages of quarry activity.

Time-dependent stress-strain numerical modelling was performed by the FDM software FLAC 6.0. A visco-plastic Burger model was used to back-analyse the landslide event and to define the values of the rheological parameters for the jointed gneiss.

The results, which were strongly constrained by the geomorphological evidences and by the displacement field observed before and after the landslide, demonstrated a combination of i) time-dependent gravitational slope deformation and ii) anthropogenic release due to quarry activity, which induced a progressive failure process and an increase in the jointing within the gneissic rock mass located behind the cut-wall of the quarry. Failure was ultimately triggered by intense rainfalls that occurred in the 3 months before the landslide.

The stress-strain numerical modelling demonstrated the reliability of visco-plastic rheology for simulating the rock mass creep in this case history: viscosity values in the range of 10¹⁹-10²³ Pa路s were derived.