冲击荷载作用下有碎石保护结构的海底管线DEM-FEM联合分析研究

海上平台落物或抛锚对海底的撞击会对海底管线造成一定的损害。通常的防护措施是在管线的上部铺设碎石层形成碎石保护结构,从而耗散部分冲击能量。为了分析该保护结构的防护性能,运用离散元–有限元联合分析的方法,建立冲击荷载作用下有碎石保护结构的海底管线反应分析方法。在该方法中,离散元用于模拟碎石结构,有限元用于模拟其它的连续体。离散元单元和有限元单元通过在它们之间设置接触面的方式进行相互作用。计算得到的碎石保护结构对冲击能量的吸收结果与挪威海洋工程规范中建议的公式一致,且计算得到的海底管线变形规律与模型试验的结果相符。这些结果验证了该方法在评价碎石保护结构下海底管线安全性能方面的适用性。     

水工岩石高边坡爆破振动安全控制标准的确定研究

 确定合理的岩石高边坡爆破振动安全标准是西南地区水电工程拱坝建基面爆破开挖控制的关键。基于目前广泛采用上层台阶的爆破振动速度阈值作为爆破振动安全标准的现状,分析水电工程岩石高边坡爆破振动安全标准确定的两大依据,其一为上层台阶岩体本身的允许振动速度,其二控制当前爆破梯段保留岩体的损伤深度,建立的上层台阶爆破振动速度阈值;结果表明,现采用的控制标准明显低于边坡自身的爆破损伤允许振动速度,其确定的核心依据是控制当层梯段保留岩体的损伤深度。基于应力波的衰减机制,从理论角度给出岩石高边坡爆破安全标准确定的数学描述,结果表明振动安全标准的确定与坝肩槽允许开挖损伤深度、台阶高度均密切相关,同时由于径向应力与环向应力是爆破损伤区形成的主要原因,爆破安全标准的确定应具有方向性,以水平径向与水平切向的振动速度作为控制标准更为合理。针对岩石高边坡爆破振动安全控制标准的应用,分析上层台阶马道附近的爆破振动特性,结果表明爆破振动存在局部放大的特征;建议并验证岩石高边坡爆破振动测试方法,当采用爆破振动安全标准判别当次爆破开挖的爆破响应时,宜将爆破监测点布置在马道内侧。研究结果期望为岩石高边坡的爆破开挖安全控制提供参考。     

Optimal maintenance decisions for berm breakwaters

To prevent coastal lines of defence from being affected by severe hydraulic loads from the sea, berm breakwaters can be used. Although berm breakwaters are dynamically stable in the sense that they allow for some rock displacement, they can fail due to severe longshore rock transport. To avoid this type of failure, berm breakwaters have to be inspected and, if necessary, have to be repaired. A decision model is presented enabling cost-optimal maintenance decisions to be determined while taking account of the (possibly large) uncertainties in: (i) the limiting average rate of occurrence of breaches in the armour layer and (ii) given a breach has occurred, the limiting average rate of longshore rock transport. The stochastic process of rock displacement is modelled by a modified generalised gamma process, enabling the uncertainty in these limiting averages to be explicitly taken into account.     

Calibration of coupled hydro-mechanical properties of grain-based model for simulating fracture process and associated pore pressure evolution in excavation damage zone around deep tunnels

The objective of this paper is to develop a methodology for calibration of a discrete element grain-based model(GBM)to replicate the hydro-mechanical properties of a brittle rock measured in the laboratory,and to apply the calibrated model to simulating the formation of excavation damage zone(EDZ)around underground excavations.Firstly,a new cohesive crack model is implemented into the universal distinct element code(UDEC)to control the fracturing behaviour of materials under various loading modes.Next,a methodology for calibration of the components of the UDEC-Voronoi model is discussed.The role of connectivity of induced microcracks on increasing the permeability of laboratory-scale samples is investigated.The calibrated samples are used to investigate the influence of pore fluid pressure on weakening the drained strength of the laboratory-scale rock.The validity of the Terzaghi’s effective stress law for the drained peak strength of low-porosity rock is tested by performing a series of biaxial compression test simulations.Finally,the evolution of damage and pore pressure around two unsupported circular tunnels in crystalline granitic rock is studied.     

A mixed-integer linear programming approach for temporary haul road design in rough-grading projects

Temporary haul road plays a pivotal part in achieving cost-efficiency and successful project delivery in heavy civil and industrial construction. Temporary haul road layout design has been empirically performed by field managers, superintendents or even truck drivers largely based on experience instead of science. Previous research endeavors in earthmoving research devised analytical algorithms to minimize the total earthmoving cost and developed simulation models to optimize earthmoving resources and processes. In the same domain, this research introduces an optimization methodology for temporary haul road layout design in order to facilitate mass earthmoving operations and improve construction performances on a typical rough-grading site. A Mixed-Integer Linear Programming model, integrated with a cutting plane method, is established for the identified problem. In particular, the cutting plane method is introduced to refine the optimization formulation by maintaining field accessibility and haul road continuity, thus ensuring practical feasibility of the analytical solution. Performances of the newly devised algorithms were benchmarked against genetic algorithms in solving ten test cases. Further, feasibility of the proposed methodology was evaluated based on a real-world case study. In conclusion, the proposed methodology is capable of tackling the temporary haul road layout design problem with high computing efficiency and delivering optimal results that are ready for field implementation.     

平台对滚石停积作用试验研究

 平台对危岩体失稳后运动有很好的减速拦阻作用,是危岩体防治的有效措施。设计了平台停积作用试验,采用多元非线性回归模型对滚石在平台上的停留位置以及平台平均阻力系数进行研究,分析停留位置和平均阻力系数分别与滚石质量、形状、滚石到达平台时的速率以及平台表面粗糙程度等因素之间的关系以及各因素的相关性,并对多元非线性回归模型进行预测;同时,特别分析了滚石质量对停留位置的影响。结果表明：(1) 滚石停留位置和平均阻力系数与滚石质量、形状、滚石到达平台时的速率以及平台表面粗糙程度等影响因素的关系均可采用多元非线性回归关系式表示,并且预测值与实际值可较好吻合;(2) 滚石质量、初始位置(边坡高度)和平台表面粗糙程度对滚石停留位置有较大影响,表现为滚石质量越大,边坡高度越大,滚石在平台运动的距离越远。所得结果为将平台作为危岩体防治措施时确定平台的宽度提供依据,对坡面地质灾害的防治有指导意义。     

Integration of three-dimensional continuum model and two-dimensional bonded block model for studying the damage process in a granite pillar at the Creighton Mine,Sudbury,Canada

Bonded blockmodel(BBM)has shownpotential in replicating rockmass behavior aswell as the rockesupport interactionmechanism,but their practical application is limited totwo dimensions due to the high associated computational demand.To allow for the use of BBM in simulating three-dimensional(3D)problems,this study proposes an integrated 3D continuumetwo-dimensional(2D)discontinuum approach,in context of rock pillars.A cross-section of a granite pillar was simulated using a BBM with a load path from a calibrated mine-scale FLAC^3Dmodel.Pillar support as employed in the mine was also incorporated in different stages during the simulation.Themodel was calibrated by varying the input parameters until the displacements at six locations within the pillarmatchedthosemeasuredby amulti-point borehole extensometer(MPBX)inthe field.The calibratedmodel was subsequently used to understand how the support and load path influenced the damage evolution in the pillar.The shear component of the load pathwas found to have amajor effect on the severity and extent of the damaged regions.When the support density was increased in the model,the lateral displacements along the pillar walls were significantly suppressed in a somewhat unpredictable manner.Thiswas explained by the interaction between the supports and the damaged regions at the corners,which ultimately modified the stresses along the pillar periphery.The amount of displacement reduction obtained by increasing the support density illustrates the potential of BBMto be used as a support design tool.     

三元锂离子电池直径和荷电状态对热失控传播影响研究

随着我国新能源汽车的不断发展,锂离子电池作为新能源电动汽车最重要的储能设备,由于其能量密度高的特点,存在着燃烧迅速、爆炸并触发相邻电池热失控传递的热安全危险,制约着更规模化的应用和推广,严重威胁着人员的生命财产安全。电池的热失控主要与其电池形状、荷电状态、连接方式等有关。而在不同荷电状态和不同直径的耦合条件下的电池热失控研究是提高锂电池安全性能的研究重点。为了探究锂离子电池热失控传播过程的主要影响机制,采用不同直径（10440型、14500型、18650型、21700型、26650型和32650型）和不同荷电状态（50%、70%、100%）的三元锂离子电池为研究对象,考察其在一维线性排列方式下的热失控传播时间及热失控空间传播速率变化特征,进而深入分析电池直径和荷电状态对热失控传播时间及热失控空间传播速率的影响机制。采用实验数据、传热学理论以及无量纲分析相结合的方法建立了阻断电池热失控传播链的计算模型,进而预判电池间的热失控传播时间,结合无量纲分析得到了不同荷电状态（50%、70%、100%）电池热失控传播时间与电池直径（10,14,18,21,26,32 mm）的特征关系,提出了一维排列方式锂离子电池热失控传播时间的预测模型。实验研究结果表明：当电池荷电状态（SOC）一定时,电池直径越大,总热阻随之增高,进而导致热失控传播时间增大和空间热失控传播速率减小。在总电能相同的条件下,锂离子电池的荷电量越大,产热量也随之越大。电池直径对电池热失控传播过程的影响主要取决于电池传热过程中热阻的变化,采用集总模型理论、傅里叶理论和界面连续性条件,建立整个锂离子电池模组的热阻公式,并通过公式推导出锂离子电池荷电状态与电池产热量之间的关系。研究结果表明：当电池直径一定时,模组内电池热失控过程的总产热量随着电池荷电状态的增大而增大;在高温环境下,电池之间的热失控传播速率也将随之大幅提升。本文通过在锂离子电池的热失控传播时间段设计阻断传播链的计算模型,进而预判电池间的热失控传播时间,结合无量纲分析系数拟合得出电池荷电状态在50%、70%和100%时,单体电池间的平均无量纲热失控传播时间与电池宽高比、电池荷电状态之间的关系,提出了模组内相邻单体电池间热失控传播时间预测模型。     

考虑破坏面转移和垃圾坝作用的边坡稳定分析

垃圾坝是山谷型填埋场和横向扩建填埋场中常采用的增稳措施;破坏面在衬里结构不同界面间发生转移也是被证实的规律,考虑破坏面转移和垃圾坝作用的垃圾体边坡稳定分析方法尚未见报道。通过将衬里结构中破坏面转移点作为分界点,将滑动垃圾体分成5个楔体,利用极限平衡条件建立了五楔体边坡稳定分析方法。研究结果表明,五楔体极限平衡分析方法能够分析考虑破坏面转移和垃圾坝影响的填埋体稳定性;考虑破坏面转移计算得到的安全系数低于不考虑考虑破坏面转移的计算结果,考虑破坏面转移的计算方法能够发现更危险的情况;填埋场安全系数随垃圾坝高度的增大而增大;垃圾坝的背坡有一最优坡度,垃圾坝的背坡小于这一坡度时,发生“坝背破坏”模式;垃圾坝的背坡大于这一坡度时,发生“坝底破坏”模式;最危险破坏面通过填埋场的背坡和底坡的衬里,再通过垃圾坝的坝背衬里界面或坝底。     

Effects of confinement on rock mass modulus: A synthetic rock mass modelling (SRM) study

The main objective of this paper is to examine the influence of the applied confining stress on the rock mass modulus of moderately jointed rocks (well interlocked undisturbed rock mass with blocks formed by three or less intersecting joints). A synthetic rock mass modelling (SRM) approach is employed to determine the mechanical properties of the rock mass. In this approach, the intact body of rock is represented by the discrete element method (DEM)-Voronoi grains with the ability of simulating the initiation and propagation of microcracks within the intact part of the model. The geometry of the pre-existing joints is generated by employing discrete fracture network (DFN) modelling based on field joint data collected from the Brockville Tunnel using LiDAR scanning. The geometrical characteristics of the simulated joints at a representative sample size are first validated against the field data, and then used to measure the rock quality designation (RQD), joint spacing, areal fracture intensity (P₂₁), and block volumes. These geometrical quantities are used to quantitatively determine a representative range of the geological strength index (GSI). The results show that estimating the GSI using the RQD tends to make a closer estimate of the degree of blockiness that leads to GSI values corresponding to those obtained from direct visual observations of the rock mass conditions in the field. The use of joint spacing and block volume in order to quantify the GSI value range for the studied rock mass suggests a lower range compared to that evaluated in situ. Based on numerical modelling results and laboratory data of rock testing reported in the literature, a semi-empirical equation is proposed that relates the rock mass modulus to confinement as a function of the areal fracture intensity and joint stiffness.     

Considerations of rock dilation on modeling failure and deformation of hard rocks-a case study of the mine-by test tunnel in Canada

For the compressive stress-induced failure of tunnels at depth, rock fracturing process is often closely associated with the generation of surface parallel fractures in the initial stage, and shear failure is likely to occur in the final process during the formation of shear bands, breakouts or V-shaped notches close to the excavation boundaries. However, the perfectly elastoplastic, strain-softening and elasto-brittle-plastic models cannot reasonably describe the brittle failure of hard rock tunnels under high in-situ stress conditions. These approaches often underestimate the depth of failure and overestimate the lateral extent of failure near the excavation. Based on a practical case of the mine-by test tunnel at an underground research laboratory (URL) in Canada, the influence of rock mass dilation on the depth and extent of failure and deformation is investigated using a calibrated cohesion weakening and frictional strengthening (CWFS) model. It can be found that, when modeling brittle failure of rock masses, the calibrated CWFS model with a constant dilation angle can capture the depth and extent of stress-induced brittle failure in hard rocks at a low confinement if the stress path is correctly represented, as demonstrated by the failure shape observed in the tunnel. However, using a constant dilation angle cannot simulate the nonlinear deformation behavior near the excavation boundary accurately because the dependence of rock mass dilation on confinement and plastic shear strain is not considered. It is illustrated from the numerical simulations that the proposed plastic shear strain and confinement-dependent dilation angle model in combination with the calibrated CWFS model implemented in FLAC can reasonably reveal both rock mass failure and displacement distribution in vicinity of the excavation simultaneously. The simulation results are in good agreement with the field observations and displacement measurement data.     

Study of scale effect on intact rock strength using particle flow modeling

Based on the extensive review of the UCS versus specimen size test data and the various empirical relations between the UCS and the specimen size, a new expression is proposed to describe the dependence of the UCS on specimen volume. The proposed new relation can fit the UCS versus specimen size test data of different rocks very well. Then, a numerical study of the scale effect on UCS is conducted using a numerical model in which the intact rock is represented by particles bonded to each other at contact points, with the contact bonds having both normal and shear strength components. The bond can break if the normal or shear contact stress exceeds the corresponding bond strength. To simulate the initial micro-fractures (flaws or cracks) in the rock, the smooth-joint contact model is used. The fractures are considered to be randomly orientated and located disks. The size and number of fractures are described by an exponential expression derived using fractal theory. The numerical model is calibrated using the test stress–strain curves of 80 mm×40 mm×40 mm prism Yamaguchi marble samples. Then, the calibrated model is used to predict the UCS of Yamaguchi marble samples at different sizes. The predicted UCS values are in good agreement with the experimental values. The numerical simulations show that to capture the scale effect on UCS of intact rock, initial fractures with sizes increasing faster with the specimen size must be considered in the modeling.     

Damage smear method for rock failure process analysis

Damage smear method(DSM) is adopted to study trans-scale progressive rock failure process,based on statistical meso-damage model and finite element solver.The statistical approach is utilized to reflect the mesoscopic rock heterogeneity.The constitutive law of representative volume element(RVE) is established according to continuum damage mechanics in which double-damage criterion is considered.The damage evolution and accumulation of RVEs are used to reveal the macroscopic rock failure characteristics.Each single RVE will be represented by one unique element.The initiation,propagation and coalescence of meso-to macro-cracks are captured by smearing failed elements.The above ideas are formulated into the framework of the DSM and programed into self-developed rock failure process analysis(RFPA) software.Two laboratory-scale examples are conducted and the well-known engineering-scale tests,i.e.Atomic Energy of Canada Limited's(AECL's) Underground Research Laboratory(URL)tests,are used for verification.It shows that the simulation results match with other experimental results and field observations.     

Post-failure behavior of two mine pillars confined with backfill

Researchers from the National Institute for Occupational Safety and Health used a series of instruments (borehole extensometers, earth pressure cells, and embedment strain gauges) to study the post-failure behavior of two pillars confined by backfill in a test section at the Buick Mine near Boss, MO, USA. Evaluation of these pillars was part of a research project to assess the safety of the test section when high-grade support pillars were mined.Data from borehole extensometers installed in several backfill-confined pillars and numerical modeling indicated that these pillars failed during extraction of the support pillars. Failure was corroborated by the post-yield pillar strain response in which the immediate elastic strain was negligible compared to the time-dependent strain component measured between blasting rounds.A three-dimensional, finite-element program with an elastic perfectly plastic material model was calibrated using extensometer data to estimate rock mass modulus and unconfined compressive strength. The resulting rock mass modulus was 45–60% of the average deformation modulus obtained from laboratory tests, and the calibrated compressive strength was 40% of average laboratory values. A rock mass modulus equal to 52% of the average laboratory deformation modulus was calculated using the rock mass rating (RMR) system. Rock mass strength was calculated with the generalized Hoek–Brown failure criterion for jointed rock and indicated that in situ strength was 33% of laboratory strength. Post-failure stresses calculated by the finite-element model were larger for confined pillars than post-failure stresses in unconfined pillars calculated using empirical plots. Data from the calibrated model provided a strain-hardening stress-versus-strain relationship. This knowledge is critical for the design of mines that use partially failed pillars to carry overburden load.     

预留土基坑支护性状的有限元分析

应用小应变硬化土本构模型对郑州典型粉土地层中的预留土支护基坑的支护性状进行有限元分析,探讨预留土形状参数——顶部宽度、底部宽度等对基坑支护体系变形以及支护桩墙最大弯矩等的影响规律。借助强度折减有限元技术对各工况下支护体系的稳定性进行分析,通过分析强度折减安全系数,支护体系整体失稳与预留土局部失稳的先后关系等,揭示预留土形状参数对基坑支护性状影响的内在原因。并基于有限元计算结果对其它文献中的论断进行研判,分析其正确性和适用范围。分析结论对今后预留土支护基坑的设计以及优化设计颇具指导意义。     

GPGPU-parallelised hybrid finite-discrete element modelling of rock chipping and fragmentation process in mechanical cutting

Mechanical cutting provides one of the most flexible and environmentally friendly excavation methods.It has attracted numerous efforts to model the rock chipping and fragmentation process,especially using the explicit finite element method(FEM) and bonded particle model(BPM),in order to improve cutting efficiency.This study investigates the application of a general-purpose graphic-processing-unit parallelised hybrid finite-discrete element method(FDEM) which enjoys the advantages of both explicit FEM and BPM,in modelling the rock chipping and fragmentation process in the rock scratch test of mechanical rock cutting.The input parameters of FDEM are determined through a calibration procedure of modelling conventional Brazilian tensile and uniaxial compressive tests of limestone,A series of scratch tests with various cutting velocities,cutter rake angles and cutting depths is then modelled using FDEM with calibrated input parameters.A few cycles of cutter/rock interactions,including their engagement and detachment process,are modelled for each case,which is conducted for the first time to the best knowledge of the authors,thanks to the general purpose graphic processing units(GPGPU) parallelisation.The failure mechanism,cutting force,chipping morphology and effect of various factors on them are discussed on the basis of the modelled results.Finally,it is concluded that GPGPU-parallelised FDEM provides a powerful tool to further study rock cutting and improve cutting efficiencies since it can explicitly capture different fracture mechanisms contributing to the rock chipping as well as chip formation and the separation process in mechanical cutting.Moreover,it is concluded that chipping is mostly owed to the mix-mode Ⅰ-Ⅱ fracture in all cases although mode Ⅱ cracks and mode Ⅰ cracks are the dominant failures in rock cutting with shallow and deep cutting depths,respectively.The chip morphology is found to be a function of cutter velocdty,cutting depth and cutter rake angle.     

Assessing fracturing mechanisms and evolution of excavation damaged zone of tunnels in interlocked rock masses at high stresses using a finitediscrete element approach

Deep underground excavations within hard rocks can result in damage to the surrounding rock mass mostly due to redistribution of stresses.Especially within rock masses with non-persistent joints,the role of the pre-existing joints in the damage evolution around the underground opening is of critical importance as they govern the fracturing mechanisms and influence the brittle responses of these hard rock masses under highly anisotropic in situ stresses.In this study,the main focus is the impact of joint network geometry,joint strength and applied field stresses on the rock mass behaviours and the evolution of excavation induced damage due to the loss of confinement as a tunnel face advances.Analysis of such a phenomenon was conducted using the finite-discrete element method(FDEM).The numerical model is initially calibrated in order to match the behaviour of the fracture-free,massive Lac du Bonnet granite during the excavation of the Underground Research Laboratory(URL)Test Tunnel,Canada.The influence of the pre-existing joints on the rock mass response during excavation is investigated by integrating discrete fracture networks(DFNs)of various characteristics into the numerical models under varying in situ stresses.The numerical results obtained highlight the significance of the pre-existing joints on the reduction of in situ rock mass strength and its capacity for extension with both factors controlling the brittle response of the material.Furthermore,the impact of spatial distribution of natural joints on the stability of an underground excavation is discussed,as well as the potentially minor influence of joint strength on the stress induced damage within joint systems of a non-persistent nature under specific conditions.Additionally,the in situ stress-joint network interaction is examined,revealing the complex fracturing mechanisms that may lead to uncontrolled fracture propagation that compromises the overall stability of an underground excavation.     

Responses of jointed rock masses subjected to impact loading

Impact-induced damage to jointed rock masses has important consequences in various mining and civil engineering applications. This paper reports a numerical investigation to address the responses of jointed rock masses subjected to impact loading. It also focuses on the static and dynamic properties of an intact rock derived from a series of laboratory tests on meta-sandstone samples from a quarry in Nova Scotia, Canada. A distinct element code (PFC2D) was used to generate a bonded particle model (BPM) to simulate both the static and dynamic properties of the intact rock. The calibrated BPM was then used to construct large-scale jointed rock mass samples by incorporating discrete joint networks of multiple joint intensities into the intact rock matrix represented by the BPM. Finally, the impact-induced damage inflicted by a rigid projectile particle on the jointed rock mass samples was determined through the use of the numerical model. The simulation results show that joints play an important role in the impact-induced rock mass damage where higher joint intensity results in more damage to the rock mass. This is mainly attributed to variations of stress wave propagation in jointed rock masses as compared to intact rock devoid of joints.     

地下隧道在临近隧道爆破作用下的安全评估

A numerical simulation method is proposed to evaluate the underground tunnel safety against explosion in adjacent tunnels. The dynamic constitutive relation used for rock material in the present study consists of a continuum damage model with the damage scalar depending on an equivalent tensile strain, a modified piecewise linear Drucker-Prager strength model allowing for the material strength degradation with damage, and a modified linear equation of state. The numerical model is calibrated by simulation of independent field explosion tests. Parametric study regarding the effect of the adjacent tunnel distance on the dynamic responses of underground tunnel is carried out. Failure zone around the explosion tunnel, and stress, strain and velocity on the adjacent tunnel wall are calculated. Safe separation distance between the adjacent tunnels is predicted and compared with empirical result.     

SAFETY ASSESSMENT OF UNDERGROUND TUNNEL SUBJECTED TO ADJACENT TUNNEL EXPLOSION

A numerical simulation method is proposed to evaluate the underground tunnel safety against explosion in adjacent tunnels. The dynamic constitutive relation used for rock material in the present study consists of a continuum damage model with the damage scalar depending on an equivalent tensile strain, a modified piecewise linear Drucker-Prager strength model allowing for the material strength degradation with damage, and a modified linear equation of state. The numerical model is calibrated by simulation of independent field explosion tests. Parametric study regarding the effect of the adjacent tunnel distance on the dynamic responses of underground tunnel is carried out. Failure zone around the explosion tunnel, and stress, strain and velocity on the adjacent tunnel wall are calculated. Safe separation distance between the adjacent tunnels is predicted and compared with empirical result.