Publications

@article{Perras20151641,

title = {Underground excavation behaviour of the Queenston Formation: Tunnel back analysis for application to shaft damage dimension prediction},

author = {MA Perras and H Wannemacher and MS Diederichs},

doi = {https://doi.org/10.1007/s00603-014-0656-z},

year  = {2014},

date = {2014-09-26},

journal = {Rock Mechanics and Rock Engineering},

volume = {48},

number = {4},

pages = {1641-1647},

abstract = {The Niagara Tunnel Project (NTP) is a 10.1 km long water-diversion tunnel in Niagara Falls, Ontario, which was excavated by a 7.2 m radius tunnel boring machine. Approximately half the tunnel length was excavated through the Queenston Formation, which locally is a shale to mudstone. Typical overbreak depths ranged between 2 and 4 m with a maximum of 6 m observed. Three modelling approaches were used to back analyse the brittle failure process at the NTP: damage initiation and spalling limit, laminated anisotropy modelling, and ubiquitous joint approaches. Analyses were conducted for three tunnel chainages: 3 + 000, 3 + 250, and 3 + 500 m because the overbreak depth increased from 2 to 4 m. All approaches produced similar geometries to those measured. The laminated anisotropy modelling approach was able to produced chord closures closest to those measured, using a joint normal to shear stiffness ratio between 1 and 2. This understanding was applied to a shaft excavation model in the Queenston Formation at the proposed Deep Geological Repository (DGR) site for low and intermediate level nuclear waste storage in Canada. The maximum damage depth was 1.9 m; with an average of 1.0 m. Important differences are discussed between the tunnel and shaft orientation with respect to bedding. The models show that the observed normalized depth of failure at the NTP would over-predict the depth of damage expected in the Queenston Formation at the DGR.},

keywords = {Anisotropy, Back analysis, Excavation damage, Numerical modelling, spalling, underground excavations},

pubstate = {published},

tppubtype = {article}

}

@article{Walton201415,

title = {Dilation and Post-peak Behaviour Inputs for Practical Engineering Analysis},

author = {G Walton and MS Diederichs},

doi = {https://doi.org/10.1007/s10706-014-9816-x},

year  = {2014},

date = {2014-09-11},

journal = {Geotechnical and Geological Engineering},

volume = {33},

pages = {15-34},

abstract = {Numerical models used by engineers to simulate rockmass behaviour are often limited by poor or incomplete representations of post-yield behaviour. Although conventional plasticity theory is often capable of predicting stress distributions around excavations, it is more difficult to fully capture the complex displacement patterns that are observed in situ. This is largely because conventional material models fail to capture the confinement and damage accumulation dependencies of post-yield dilatancy. Even with these mechanistic limitations in mind, simple constitutive models can be used for practical applications, although no reliable methodology for parameter selection exists. This study aims to remedy this deficiency. In this work, existing models for dilatancy based on laboratory testing data are considered and their limitations are discussed. The most accurate of these models add complexity to the analyses and also require additional input parameters beyond those which are typically obtained from laboratory testing. While the concept of a constant dilation angle during yield is not physically valid, it may be, in some cases, a sufficient model for ground response prediction. It is of interest, for practical engineering analyses, to understand the conditions where this additional complexity is required and where simplified models may be adequate. For the case of circular excavations in a uniform stress field, plastic zone displacements for mobilized and constant dilation angle models are compared and parametric sensitivities are discussed. Many material parameter combinations representative of relatively ductile rockmasses are tested, and it is shown that for most of these cases, the results obtained using a mobilized dilation angle can be well approximated through the use of an appropriate best-fit constant dilation angle. Through a statistical analysis of the data, a practical methodology for the selection of a constant dilation angle for use in simpler continuum numerical models is proposed. Further analysis under more general conditions performed using finite-difference models shows that the methodology can be applied to non-circular excavation geometries (errors are only significant near corners), general strain softening behaviour, and non-hydrostatic stress conditions where the stress anisotropy is moderate. An example of the methodology is presented in the context of extensometer data from a deep mine shaft, and the success of the methodology in providing a reasonable dilation angle estimate is demonstrated.},

keywords = {Dilation, Numerical modelling, Post-yield, rock mechanics, tunnelling},

pubstate = {published},

tppubtype = {article}

}

@article{Walton2014,

title = {A laboratory-testing-based study on the strength, deformability, and dilatancy of carbonate rocks at low confinement},

author = {G Walton and J Arzúa and LR Alejano and MS Diederichs},

doi = {https://doi.org/10.1007/s00603-014-0631-8},

year  = {2014},

date = {2014-07-26},

journal = {Rock Mechanics and Rock Engineering},

volume = {48},

number = {3},

pages = {941-958},

abstract = {A servo-controlled testing setup was used to investigate the stress–strain behaviour of three carbonate rocks into the post-failure region. A series of uniaxial and triaxial tests on Indiana limestone, Carrara marble, and Toral de Los Vados limestone have been performed, gathering information on the evolution of the strength parameters and stiffness of these rocks, as well as on their post-yield dilatational properties. The Carrara marble was found to be extremely ductile, even under uniaxial conditions, whereas the Indiana limestone and Toral de Los Vados limestone were more brittle. The Indiana limestone, which was the weakest rock tested, showed a notable transition to more ductile failure modes, even at modest confinements on the order of 10 MPa; this transition was reflected in the volumetric strain evolution of the rock in the form of a transition of the dilation angle towards lower, less variable values. All of the rocks tested were found to be consistent with a cohesion-weakening-friction-strengthening model for yield, with the peak friction angle of both the Carrara marble and Indiana limestone being attained after peak strength. The evolution of stiffness was also considered as a function of accumulated plastic strain. Each rock decreased in stiffness significantly following the onset of yield, and eventually reached a near-constant residual stiffness on the order of 50 % of the initial elastic stiffness.},

keywords = {Carbonates, Dilation angle, Laboratory testing, Post-yield, Softening, Strength tests},

pubstate = {published},

tppubtype = {article}

}

@article{WALTON2014336,

title = {Development of an elliptical fitting algorithm to improve change detection capabilities with applications for deformation monitoring in circular tunnels and shafts},

author = {G Walton and D Delaloyle and MS Diederichs},

url = {https://www.sciencedirect.com/science/article/pii/S0886779814000832},

doi = {https://doi.org/10.1016/j.tust.2014.05.014},

issn = {0886-7798},

year  = {2014},

date = {2014-05-22},

journal = {Tunnelling and Underground Space Technology},

volume = {43},

pages = {336-349},

abstract = {Terrestrial laser scanning, also known as Light Detection and Ranging (LiDAR) is an emerging technology that has many proven uses in the geotechnical engineering community including rockmass characterization, discontinuity measurement and landslide monitoring. One of the newer applications of LiDAR scanning is deformation monitoring and change detection. In tunnels, deformation is traditionally measured using a series of five or more control points installed around the diameter of the tunnel with measurements recorded at regular time intervals. LiDAR provides the ability to obtain a more complete characterization of the tunnel surface, allowing for determination of the mechanism and magnitude of tunnel deformation, as the entire surface of the tunnel is being modeled rather than a fixed set of points. This paper discusses terrestrial LiDAR scanning for deformation mapping of a surface and for cross-sectional closure measurements within an active tunnel using an elliptical fit to data for profile analysis. The methods were found to be accurate to within a few millimeters when measuring 58 mm of diametric difference over an 18.3 m diameter circular profile, even when some sections of the data were removed from the analysis.},

keywords = {Deformation analysis, Ellitical fitting, Laser scanning, LiDAR, Tunnel monitoring},

pubstate = {published},

tppubtype = {article}

}

@article{Langford2014669,

title = {Reliable support design for excavations in brittle rock using a global Response Surface Method},

author = {JC Langford and MS Diederichs},

url = {https://link.springer.com/article/10.1007%2Fs00603-014-0567-z},

doi = {https://doi.org/10.1007/s00603-014-0567-z},

year  = {2014},

date = {2014-03-19},

journal = {Rock Mechanics and Rock Engineering},

volume = {48},

number = {2},

pages = {669-689},

abstract = {Spalling damage can pose significant risks during the construction of underground excavations in brittle rock. While deterministic analyses have traditionally been used in the design of these structures, reliability-based design (RBD) methods provide a more rational approach to quantify spalling risk by directly incorporating input uncertainty into the design process and quantifying variable ground response. This paper presents a new RBD approach to evaluate the excavation response and support performance for a tunnel in brittle ground. Guidance for the selection of appropriate parameters for variable brittle materials is provided using a combination of the damage initiation and spalling limit method and theories of microcrack initiation. System performance is then evaluated using a proposed global response surface method (GRSM) coupled with the first-order reliability method, random sampling and finite element analysis. The proposed GRSM provides a computationally efficient way to evaluate the probability of failure for various limit states, allowing for the selection of appropriate design parameters such as minimum bolt length and required bolt capacity during early stages of design. To demonstrate the usefulness of this approach, a preliminary design option for a proposed deep geologic repository located in Canada was assessed. Numerical analyses were completed using finite element modeling to determine the depth of spalling around the excavation and support loads over the range of possible rock mass and in situ stress conditions. The results of these analyses were then used to assess support performance and make support recommendations.},

keywords = {First-order reliability method, Reliability methods, Response surface method, Rock support, spalling},

pubstate = {published},

tppubtype = {article}

}

@article{Delaloyle2014651,

title = {Sensitivity Testing of a Newly Developed Elliptical Fitting Method for the Measurement of Convergence in Tunnels and Shafts},

author = {D Delaloyle and MS Diederichs and G Walton and DJ Hutchinson},

doi = {https://doi.org/10.1007/s00603-014-0566-0},

year  = {2014},

date = {2014-03-15},

journal = {Rock Mechanics and Rock Engineering},

volume = {48},

pages = {651-667},

abstract = {Light Detection and Ranging (LiDAR) has become more widely used in the geotechnical community as its number of applications increases. It has been shown to be useful in tunneling for applications such as rockmass characterization and discontinuity measurement. LiDAR data can also be used to measure deformation in tunnels, but before a comprehensive methodology can be developed, the accuracy issues associated with scanning must be fully understood. Once the accuracy issues associated with LiDAR are well understood, any analysis technique that uses LiDAR data must be tested to ensure that the determined accuracy issues have minimal impact on the results of the analysis. To prove the usefulness of the newly developed elliptical fitting method for the measurement of convergence in tunnels and shafts proposed by Delaloye et al. (Eurock 2012), a comprehensive analysis of accuracy issues associated with LiDAR scanning was conducted and then a sensitivity test of the convergence measurement technique was completed. The results of the analysis show that using the statistical techniques built into the elliptical fit analysis and LiDAR profile analysis, levels of real change (convergence), within the nominal level of random and systematic noise included in the data, can be measured with confidence. Furthermore, the new analysis is robust enough to handle large amounts of occlusion or missing perimeter coverage within data sets.},

keywords = {Deformation analysis, LiDAR, Tunnel monitoring},

pubstate = {published},

tppubtype = {article}

}

@article{Perras20141303,

title = {Geological and Geotechnical observations from the Niagara Tunnel Project},

author = {MA Perras and MS Diederichs and D Besaw},

url = {https://link.springer.com/article/10.1007%2Fs10064-014-0633-5},

doi = {https://doi.org/10.1007/s10064-014-0633-5},

year  = {2014},

date = {2014-03-04},

journal = {Bulletin of Engineering Geology and the Environment},

volume = {73},

number = {4},

pages = {1303-1323},

abstract = {The Niagara Tunnel Project is a water diversion tunnel that was constructed in Niagara Falls, ON, Canada. The tunnel was excavated by a 14.4-m-diameter tunnel boring machine that passed through 11 geological formations. The rock types included limestone, sandstone, siltstone, shale, and mudstone. The overbreak was divided into four zones, evaluated by observations as the tunnel excavation progressed. Overbreak within the Rochester, Neagha, and Grimsby Formations was <0.6 m deep typically, measured perpendicular to the designed excavation perimeter. The Power Glen Formation had overbreak as deep as 2.7 m. The deepest overbreak was measured in the Queenston Formation, where 3–4 m was typical and associated with the tunnel alignment. Maximum overbreak occurred when the tunnel was aligned perpendicular to the maximum horizontal stress. The overbreak was focused in the crown and inverted, with only minor volumes of sidewall overbreak occurring. The deep overbreak within the Queenston was overcome by utilizing spiles and adjusting the tunnel alignment to minimize the duration of excavation in the Queenston Formation. The tunnel went into operation in March, 2013.},

keywords = {Hard rock tunnel, Niagara tunnel project, Overbreak, Sedimentary rock, Tunnel boring machine (TBM)},

pubstate = {published},

tppubtype = {article}

}

@article{Lato2014234,

title = {Mapping shotcrete thickness using LiDAR and photogrammetry data: Correcting for over-calculation due to rockmass convergence},

author = {MJ Lato and MS Diederichs},

url = {https://www.sciencedirect.com/science/article/pii/S0886779814000042},

doi = {https://doi.org/10.1016/j.tust.2013.12.013},

year  = {2014},

date = {2014-03-01},

journal = {Tunnelling and Underground Space Technology},

volume = {41},

number = {1},

pages = {234-240},

abstract = {The benchmark method of measuring shotcrete thickness from 3D LiDAR and photogrammetry data involves scanning sequential blast rounds, aligning the data in a 3D environment, and calculating the spatial difference between the two models. The calculated difference between the two 3D surface models is measured as the thickness of the sprayed concrete. This methodology does not account for the convergence of the rockmass that naturally occurs between the scanning protocols, nor is it included in the difference equation, and resultantly the user over-measures the thickness of the sprayed concrete. The over-measurement can be corrected through changing the time of scanning with respect to the excavation sequence or calibrating the solution based on known rockmass convergence rates or numerical modelling. The use of 3D imaging data for the calculation of shotcrete thickness will remain a useful tool for geotechnical engineers, but corrections must made to the state-of-practice methodology in order to achieve accurate results.},

keywords = {LiDAR, Longitudinal displacement profiles, Photogrammetry, Shotcrete thickness mapping, Tunnel convergence},

pubstate = {published},

tppubtype = {article}

}

@article{Perras2014,

title = {A Review of the Tensile Strength of Rock: Concepts and Testing},

author = {MA Perras and MS Diederichs},

doi = {10.1007/s10706-014-9732-0},

year  = {2014},

date = {2014-01-30},

journal = {Geotechnical and Geological Engineering},

volume = {32},

pages = {525-546},

abstract = {A review of the tensile strength of rock was conducted to determine the relationship between direct tensile strength (DTS) and Brazilian tensile strength (BTS) and to examine the validity of estimating tensile strength from other measured properties, such as the crack initiation (CI) threshold. A data set was gathered from the existing literature where tensile values could be reliably correlated with unconfined compressive strength or CI values. It was determined that the BTS obtained in standard testing is generally greater than the equivalent DTS and that this relationship is rock type dependent. CI yields a reasonable estimate of tensile strength and this correlation is improved when the BTS values are reduced to DTS values by rock type specific correlations. The factor f, in DTS = f BTS, can be considered to be approximately 0.9 for metamorphic, 0.8 for igneous and 0.7 for sedimentary rocks. The relationships presented demonstrate that there is wide scatter in the available data for estimating tensile strength likely due to both specimen variability and testing configuration, including platen geometry and relative stiffness. Estimates of tensile strength should only be used for preliminary design purposes and measurements should be made to confirm preliminary assumptions for each design.},

keywords = {Brazilian tensile, Crack initiation, Direct tensile, Indirect tensile, Laboratory testing, Unconfined compressive strength},

pubstate = {published},

tppubtype = {article}

}

@article{Vlachopoulos2014,

title = {Appropriate uses and practical limitations of 2D numerical analysis of tunnels and tunnel support response},

author = {N Vlachopoulos and MS Diederichs},

doi = {https://doi.org/10.1007/s10706-014-9727-x},

year  = {2014},

date = {2014-01-14},

journal = {Geotechnical and Geological Engineering},

volume = {32},

pages = {469–488},

abstract = {In spite of the gradual development of three-dimensional analysis packages utilizing finite element models or finite difference algorithms for stress–strain calculations, two-dimensional (2D) analysis is still used as the primary engineering tool for practical analysis of tunnel behavior and tunnel support performance for design—particularly at the preliminary stage of a project. The applicability of 2D finite element analysis or analytical convergence confinement solutions to staged support installation depend on the application of an assumed or validated longitudinal displacement profile. Convergence in commonly applied 2D staged models is controlled by boundary displacement or internal pressure relaxation. While there have been developments to improve this methodology, this often assumes independence between the ground reaction curve and the support resistance, independence between the longitudinal displacement profile to support application, and the assumption that non-isotropic stresses and non-circular geometries can be handled in the same way as circular tunnels in isotropic conditions. This paper examines the validity of these assumptions and the error inherent in these extensions to 2D tunnel analysis. Anisotropic stresses and lagged (staged) excavation present a particular problem. Practical solutions are proposed for support longitudinal displacement LDPs in simplified conditions.},

keywords = {Closure, Linear displacement profile, Numerical modelling, Tunnel convergence, Tunnel support, Weak rockmasses},

pubstate = {published},

tppubtype = {article}

}

@article{vdPKraan201430,

title = {Expected ground conditions: specifying rock mass failure mechanisms in geotechnical baseline reports},

author = {M Kraan and MS Diederichs},

year  = {2014},

date = {2014-01-01},

journal = {Tunnels and Tunnelling},

volume = {1},

pages = {30-35},

keywords = {rockmass failure mechanisms},

pubstate = {published},

tppubtype = {article}

}

@article{Kalenchuk2013397,

title = {Downie Slide: numerical simulation of groundwater fluctuations influencing the behaviour of a massive landslide},

author = {KS Kalenchuk and DJ Hutchinson and MS Diederichs},

url = {https://link.springer.com/article/10.1007/s10064-013-0484-5},

doi = {https://doi.org/10.1007/s10064-013-0484-5},

year  = {2013},

date = {2013-10-24},

journal = {Bulletin of Engineering Geology and the Environment},

volume = {72},

pages = {397-412},

abstract = {Groundwater levels at Downie Slide have varied during the development of and over the operating life of the Revelstoke Reservoir. Drainage system construction successfully lowered groundwater levels through the central portion of the slope; reservoir filling resulted in water table rise near the inundated toe, and over the operating life of the hydro-electric facility gradual, minor losses to the drainage system capacity have resulted in a slow rise in water table levels. Calibrated models capable of reproducing observed deformation patterns at Downie Slide have been tested with changing groundwater levels. Models perform well, adequately reproducing observations of global slope response to changes in piezometric boundary conditions. These models have also been used to test potential trigger scenarios, including rapid reservoir drawdown and a total loss of drainage system capacity.},

keywords = {Downie slide, Landslide mechanics, Numerical modelling, Slope stability},

pubstate = {published},

tppubtype = {article}

}

@article{Vöge2013,

title = {Automated rockmass discontinuity mapping from 3-dimensional surface data},

author = {M Vöge and MJ Lato and MS Diederichs},

url = {https://www.sciencedirect.com/science/article/pii/S0013795213002263},

doi = {https://doi.org/10.1016/j.enggeo.2013.07.008},

issn = {0013-7952},

year  = {2013},

date = {2013-09-17},

journal = {Engineering Geology},

volume = {164},

pages = {155-162},

abstract = {Remote sensing technologies, specifically terrestrial-based static LiDAR and photogrammetry, are transforming from state-of-the-art to state-of-practice tools for engineering geologists. The complexity of available software packages to perform standard geomechanical analyses is slowing the widespread adoption of these technologies within the geotechnical community. The development of automated processing tools for feature extraction and data interpretation is aimed at eliminating the need for complex software and manual analysis. This paper presents the development of the algorithms used in the software program PlaneDetect for the automated identification and mapping of planar discontinuities within a 3-dimensional surface model of a jointed rockmass. The software employs a five stage procedure of: surface smoothing, edge detection and masking, blast damaged detection and masking, discontinuity identification, and discontinuity set clustering. The software outputs a stereonet of discontinuity orientations colored by joint set family, an image of the 3-dimensional model with each mapped discontinuity colored by the set family, and a text file of discontinuity orientations. The results of the geomechanical analyses computed by PlaneDetect in comparison to the manual mapping results are more statistically reliable based on less user bias. The time saving realized through using PlaneDetect for mapping discontinuities is approximately ten times compared to the manual mapping approaches.},

keywords = {Automated Algorithms, Feature Extraction, Geologic Structure, LiDAR, Photogrammetry, PlaneDetect},

pubstate = {published},

tppubtype = {article}

}

@article{Langford2013,

title = {Reliability based approach to tunnel lining design using a modified point estimate method},

author = {JC Langford and MS Diederichs},

url = {https://www.sciencedirect.com/science/article/pii/S1365160912002626},

doi = {https://doi.org/10.1016/j.ijrmms.2012.12.034},

issn = {1365-1609},

year  = {2013},

date = {2013-06-01},

journal = {International Journal of Rock Mechanics and Mining Sciences},

volume = {60},

pages = {263-276},

abstract = {This paper presents a new reliability-based design approach to evaluate the performance of a composite tunnel lining using a modified Rosenblueth Point Estimate Method (PEM), First Order Reliability Method (FORM), Monte Carlo sampling method and finite element analysis. The modified PEM involves the selection of additional evaluation points to provide a more complete assessment of system performance across the range of statistically significant values. To demonstrate this approach, the support performance at the Yacambú-Quibor tunnel in Venezuela was assessed. The general rockmass characteristics and the details of the composite lining system are presented for a segment along the tunnel. Numerical analyses were completed using finite element modeling to determine the behaviour of the lining over the range of possible rockmass and in situ stress conditions. The results of these analyses were then used to determine the reliability index (β) and probability of failure (pf) for a given liner section.},

keywords = {Capacity diagrams, Convergence-confinement method, Reliability based methods, squeezing, Tunnel support, tunnelling},

pubstate = {published},

tppubtype = {article}

}

@article{Vlachopoulos201391,

title = {Tunnel behaviour associated with the weak Alpine rock masses of the Driskos Twin Tunnel system, Egnatia Odos Highway},

author = {N Vlachopoulos and MS Diederichs and V Marinos and P Marinos},

url = {https://doi.org/10.1139/cgj-2012-0025},

doi = {10.1139/cgj-2012-0025},

year  = {2013},

date = {2013-02-07},

journal = {Canadian Geotechnical Journal},

volume = {50},

number = {1},

pages = {91-120},

abstract = {Based on the excessive deformations and support failure encountered during tunnel construction at the Driskos Twin Tunnel site in Northern Greece, this paper provides insight on how tunnels designed in such weak rock environments can be realistically analyzed with a view of determining better analytical tools to predict deformations and improving current design methods. Specific factors that were assessed include rock strength based on the geological strength index (GSI), tunnel deformation, numerical analysis techniques employed, three-dimensional model type, support considerations, dilation, sequencing of tunnel excavation, influence of single bore construction on twin bore, and homogenization of tunnel faces. This work involves the use of nominally identical two- and three-dimensional numerical models of tunnel sequencing for analytical simulation of weak material behaviour and sequential tunnel deformation response with the goal of investigating the strength and deformation of such weak rock masses. These have been used in combination with monitoring data that were obtained in the field during the Driskos Twin Tunnel construction. A discussion of the geological conditions, material property determination, monitoring data, and model calibration strategy is given. This paper provides insight into these issues and poses many more fundamental questions regarding the analysis of tunnel excavation within weak rock masses requiring further investigation.},

keywords = {Dilation, Geological Strength Index, Numerical analysis, tunnel deformation, Tunnel support, tunnelling, Weak rock},

pubstate = {published},

tppubtype = {article}

}

@article{Fekete2013,

title = {Integration of three-dimensional laser scanning with discontinuum modelling for stability analysis of tunnels in blocky rockmasses},

author = {S Fekete and MS Diederichs},

doi = {10.1016/j.ijrmms.2012.08.003},

year  = {2013},

date = {2013-01-01},

journal = {International Journal of Rock Mechanics and Mining Sciences},

volume = {57},

pages = {11-23},

abstract = {This paper demonstrates and evaluates 3-dimensional laser scanning (Lidar), in conjunction with block modelling, as a tool for underground rockmass characterization and stability analysis. As a drill-and-blast tunnel advances, Lidar scanning allows for the documentation of the rockmass by collecting creating millions of rock surface point locations in space creating geometric scenes. Databases of structural geology data (joints) can be created by interpreting the “virtual” rockmass. These databases, which include the location of each measurement, can be much more extensive than what is obtained by hand-mapping in traditional geotechnical data collection. The advantages and challenges of Lidar data for underground rockmass evaluation are discussed. The joint database can be subsequently be used in discontinuum modelling in order to evaluate structurally-controlled failure in blocky rockmasses, although not without a number of critical caveats addressed here. These joint system models, either statistically generated or discretely represented, can be far more representative block models than previously possible due to joint position information and a wealth of joint measurements, although a number of pitfalls can occur. The authors present a workflow from data collection and analysis to design outputs for integrating Lidar-derived point-cloud data into rockmass stability modelling.},

keywords = {Blocky rockmass, Discontinuum, LiDAR, Modelling, Stability, Tunnels},

pubstate = {published},

tppubtype = {article}

}