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By integrating an established rock damage model into the LS-DYNA computer code and using a widely used method for equivalently simulating multiple blastholes detonation, the damage processes of surrounding rock with different properties under the bench blasting of a large cross-section tunnel are comparatively studied. The damage distribution across the excavation cross-section is characterized by greater damage at the upper and lower ends, with lesser damage in the middle (junction between adjacent benches). For grade III surrounding rock excavated with two-bench blasting, the maximum damage depth of 3.6 m occurs in the middle floor. For grades IV and V surrounding rock excavated with three-bench blasting, the maximum damage depths both occur at the vault, with 3.6 m and 2.5 m, respectively. In bench blasting, the blasting of breaking holes closest to the excavation boundary significantly impacts surrounding rock, whereas the damage caused by smooth holes blasting is minor. The surrounding rock with poorer mechanical properties tends to exhibit greater damage under the same blasting operations. According to the proposed method, the critical Peak Particle Velocity (PPV) for cumulative damage in grades III, IV, and V surrounding rock of the Longnan tunnel is 16.8 cm/s, 13.7 cm/s, and 11.5 cm/s, respectively. [ABSTRACT FROM AUTHOR]

By integrating an established rock damage model into the LS-DYNA computer code and using a widely used method for equivalently simulating multiple blastholes detonation, the damage processes of surrounding rock with different properties under the bench blasting of a large cross-section tunnel are comparatively studied. The damage distribution across the excavation cross-section is characterized by greater damage at the upper and lower ends, with lesser damage in the middle (junction between adjacent benches). For grade III surrounding rock excavated with two-bench blasting, the maximum damage depth of 3.6 m occurs in the middle floor. For grades IV and V surrounding rock excavated with three-bench blasting, the maximum damage depths both occur at the vault, with 3.6 m and 2.5 m, respectively. In bench blasting, the blasting of breaking holes closest to the excavation boundary significantly impacts surrounding rock, whereas the damage caused by smooth holes blasting is minor. The surrounding rock with poorer mechanical properties tends to exhibit greater damage under the same blasting operations. According to the proposed method, the critical Peak Particle Velocity (PPV) for cumulative damage in grades III, IV, and V surrounding rock of the Longnan tunnel is 16.8 cm/s, 13.7 cm/s, and 11.5 cm/s, respectively.

Drilling and blasting method used for excavation causes damage to surrounding rock mass, and frequent blasting often leads to cumulative damage effects. Thus, understanding the distribution of Blast-Induced Damage (BID) zone is critical to assess the slope stability of open-pit mines. Herein, this study aims to investigate the cumulative damage effects and safety control criteria on the final wall of the open-pit slope under blasting. The cumulative damage zone was defined using a continuous damage model coupled with tensile damage and Drucker–Prager yield criteria embedded in the finite difference method. The simulation results were validated against field data collected from the Wushan open-pit mine in Inner Mongolia, China. The results demonstrate that the cumulative damage of the final wall exhibited a non-linear decreasing trend from the bench face to the interior of the slope, successfully reproducing the spatial distribution of the BID obtained from the in situ test, and revealing that the maximum cumulative damage depth occurred at the slope crest. Additionally, a safety control criterion for the critical damage zone of open-pit final slope was proposed based on the investigation of the effects of dynamic loading rate and stemming length on excessive overbreak. The results highlight how important it is to account for cumulative damage effects when assessing the final slope stability of an open pit and optimizing the mining design. Highlights: The cumulative damage effects on the final wall of the open-pit under blasting are investigated. A model coupled with tensile damage and Drucker-Prager yield criteria is established and incorporated into finite difference method to simulate the blast-induced damage zone. The subsurface damage depth is obtained using the digital drilling images technology. The dynamic loading rate and stemming length could significantly affect the excessive overbreak along the crest. [ABSTRACT FROM AUTHOR]

The cumulative damage effects of surrounding rock under single full-face blasting and multiple full-face blasting of a large cross-section tunnel are comparatively studied in this paper. The damage processes of the single and multiple full-face blasting of the tunnel are simulated by the established rock damage model embedded into the LS-DYNA computer code through its user subroutines and a cumulative damage simulation technology in the LS-DYNA. The simulation results are verified against field test data. The results demonstrate that the numerically predicted peak particle velocity (PPV) of the surrounding rock under multiple full-face blasting is more consistent with field test data than that under single full-face blasting, which indicates the advantages of multiple full-face blasting in comparison to single full-face blasting in simulating the blasting process of a tunnel. The maximum damage depth in the middle of the tunnel invert is mostly affected by multiple full-face blasting. Both the maximum damage depth and the maximum PPV occur in the middle of the tunnel invert under single and multiple full-face blasting. Based on the defined damage threshold Dcr and the modeled maximum damage depth of the surrounding rock, the influence of initiation sequence on the critical PPV for rock damage is analyzed, and a critical PPV of rock damage is proposed to provide a safety criterion for tunnel blasting excavation. [ABSTRACT FROM AUTHOR]

Highlights • Various soil-embedded foundation-structure systems are defined. • Mean energy and damage spectra are constructed for a suit of 40 ground motions. • Cumulative damage index is determined for interacting systems. • Effects of kinematic and inertial interactions are found to be significant. • Correction factors to damage index of fixed-base structures are proposed. Abstract Repeated cyclic loading is well-known to have detrimental effects on inelastic response of structures. Distribution of structural energy and quantification of cumulative damage effects are very important components in performance-based seismic design approach. On the other hand, soil-foundation-structure interaction effects significantly influence inelastic response of structures through the soil contribution to modification of dynamic characteristics of the structure. Hence, this study focuses on structural energy distribution and cumulative damage effects in structures with embedded foundations considering collective effects of kinematic and inertial interactions. To achieve this goal, a soil-foundation-structure interaction system well suited for parametric study was considered: the soil surrounding the rigid foundation was modelled as a half-space, the embedded foundation was modelled using a stack of discrete disks and applying double cone model concept, and the structure was considered as a single-degree-of-freedom structure. The soil-foundation-structure interaction systems were defined according to key interaction dimensionless parameters and were then analysed subjected to 40 non-pulse far-fault ground motions. It is found that SFSI effects significantly alter total energy, viscous damping energy, and hysteretic damping energy of the structure. The results also show that considering only inertial interaction increases cumulative damage index of the structure while inclusion of kinematic interaction has a decreasing effect. Furthermore, practice-oriented correction factors to cumulative damage index of fixed-base structures are proposed to return cumulative damage index of soil-foundation-structure systems. This study can find use in damage evaluation of existing structures with embedded foundation on soft soils. [ABSTRACT FROM AUTHOR]

The paper presents methodology for safety assessment and design of earthquake resistant structures based on application of damage spectra. The damage spectrum can be used for seismic evaluation of vulnerability of structures with given properties and can provide information of damage potential of the recorded ground motions. Damage spectrum represents a variation of a damage index versus structural period for a single-degree-of-freedom system subjected to an earthquake ground motion. The improved damage index, based on plastic deformation and hysteretic energy dissipation, is applied. It depends on maximal plastic deformation, ductility capacity and function including cumulative damage effects. This function, besides the parameter including influence of deterioration, depends on the history of cyclic deformations and on both cyclic and accumulative ductility.

The principle of sonic wave measurement was introduced, and cumulative damage effects of underground engineering rock mass under blasting load were studied by in situ test, using RSM-SY5 intelligent sonic wave apparatus. The blasting test was carried out for ten times at some tunnels of Changba Lead-Zinc Mine. The damage depth of surrounding rock caused by old blasting excavation (0.8–1.2 m) was confirmed. The relation between the cumulative damage degree and blast times was obtained. The results show that the sonic velocity decreases gradually with increasing blast times, but the damage degree ( D) increases. The damage cumulative law is non-linear. The damage degree caused by blast decreases with increasing distance, and damage effects become indistinct. The blasting damage of rock mass is anisotropic. The damage degree of rock mass within charging range is maximal. And the more the charge is, the more severe the damage degree of rock mass is. The test results provide references for researches of mechanical parameters of rock mass and dynamic stability analysis of underground chambers. [ABSTRACT FROM AUTHOR]

A blast-induced damage model integrating the tensile damage model with the Drucker-Prager yield condition is established. Based on the excavation of a large cross-section tunnel in China, the damage process of surrounding rock under multiple full-face blasting is simulated by the established rock damage model embedded into the LS-DYNA computer code through its user subroutines and a cumulative damage formulation in the LS-DYNA. The simulation results are well verified against field test data. The results show that the maximum damage depth of surrounding rock is determined by the blasting of the excavated cross-sections closest to the surrounding rock. Both the maximum damage depth and the maximum peak particle velocity (PPV) occur in the middle of the tunnel invert. Based on the defined damage threshold D cr and the modeled maximum damage depth of surrounding rock, the influence of initiation sequence on the critical PPV for rock damage is studied, and a critical PPV associated with rock damage is proposed for tunnel blasting excavation. [ABSTRACT FROM AUTHOR]