Experiments on Material Proportions for Similar Materials with High Similarity Ratio and Low Strength in Multilayer Shale Deposits

Shi, Yaobin; Ye, Yicheng; Hu, Ning; Huang, X Y; Wang, Xianhua

doi:10.3390/app11209620

Cited by 15 publications

(5 citation statements)

References 33 publications

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“…It is the most common method of analysis in orthogonal experiments. The maximum value minus the minimum value of the data represents the range, which is on behalf of the amount of variation in the data [35]. The degree of influence of different experimental factors on the indicators under investigation can be quantitatively described by the results of range analysis.…”

Section: Experimental Design and Data Analysismentioning

confidence: 99%

Optimization of Controlled Low-Strength Material from Multi-Component Coal-Based Solid Waste

Chen,

Yuan,

Wang

et al. 2024

Sustainability

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Recently, controlled low-strength material (CLSM) has been considered an easy-to-mix material, and the raw material is usually derived from solid waste, suggesting lower production costs. Moreover, the resource utilization of waste fosters the sustainable advancement of both society and the environment. In the present work, a CLSM with excellent performance was developed by adopting fly ash, bottom ash, desulfuration gypsum, and cement as the main cementitious materials, as well as gasification coarse slag and coal gangue as aggregates. An orthogonal experiment with three factors and three levels was designed according to the ratio of cement to binder, the contents of water, and the water-reducing agent. Further, the macroscopic properties of flowability, dry density, bleeding, compressive strength, fresh density, porosity, and absorption rate of the CLSM mixtures were tested. To optimize the CLSM proportion, the ranges of three indicators of CLSM were calculated. Experimental results manifested that the fresh and dry densities of the mixtures were within the range recommended by ACI 229. The optimal levels of cement−binder ratio (i.e., the ratio of cement to binder), water content, and water-reducing agent content are 0.24, 248 kg·m–3, and 0.80 kg·m–3, respectively. Under this condition, the flowability was 251 mm, the bleeding was 3.96%, and the compressive strength for 3 d, 7 d, and 28 d was 1.50 MPa, 3.06 MPa, and 7.79 MPa, respectively. Furthermore, the leaching values of eight heavy metals in CLSM and raw materials were less than the standard requirements, indicative of no leaching risk.

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Section: Experimental Design and Data Analysismentioning

confidence: 99%

Optimization of Controlled Low-Strength Material from Multi-Component Coal-Based Solid Waste

Chen,

Yuan,

Wang

et al. 2024

Sustainability

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show abstract

“…According to the materials selected above and previous studies (Wen et al, 2020;Shi et al, 2021), we designed 24 groups of ratio tests and made samples for uniaxial compressive strength tests (50 mm × 100 mm), standard samples for direct shear tests (61.8 mm × 20 mm) and standard samples for percolation tests (61.8 mm × 40 mm) with different ratios, as shown in Figure 2. The process of making standard specimens of similar materials was as follows:…”

Section: Model Similar Materials and Ratiomentioning

confidence: 99%

Study on slope stability under excavation and water storage based on physical model tests

Hou

2023

Front. Earth Sci.

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Understanding the characteristics and mechanism of slope deformation caused by slope excavation and water storage is very important in the stability analysis of slope engineering. Therefore, based on similarity theory, a physical model test of excavation and water storage was established, and the deformation characteristics of the slope (three-stage excavation and five-stage water storage) were studied by using the monitoring technology of multiple measuring devices. The variation characteristics of the displacement, stress and pore water pressure in the slope were revealed. The results show that the contents of cement and yellow sand can regulate the physical, mechanical and hydrological properties and that gypsum and hydraulic oil have an effect on the permeability. Excavation leads to deformation of the rock mass in the middle and lower slope to the outside of the slope. This is attributed to the stress release, and local stress concentration occurs at the foot of the slope after redistribution. Moreover, the rock mass located in the fault zone shows nonglobal movement because the hanging wall rock mass will produce relative dislocation along the fault zone under self-gravity. Under water storage, the slope body is affected by the hydrostatic pressure, and transient compaction deformation occurs first. As water permeates into the slope body, the water weakens the rock mass, resulting in the gradual deformation of the rock mass near the slope surface to the outside of the slope. The above model test results can provide a valuable reference for slopes stability analysis in construction and subsequent operation.

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“…The brittle rock shale with obvious rockburst tendency was chosen as the test material to establish the roadway rockburst model [27]. The physical and mechanical parameters of shale materials were obtained by uniaxial compression and Brazilian splitting tests, as detailed in Table 1.…”

Section: Engineering Backgroundmentioning

confidence: 99%

Physical Simulation Test on Surrounding Rock Deformation of Roof Rockburst in Continuous Tunneling Roadway

Shi

et al. 2021

Minerals

Self Cite

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To study the occurrence process, as well as the temporal and spatial evolution laws, of rockburst disasters, the roof deformation of continuous heading roadways during rockburst was studied through a physical similarity simulation test with a high similarity ratio and low strength. The deformation and failure evolution law of the roadway roof in the process of rockburst were analyzed by using detection systems, including a strain acquisition system and a high-power digital micro-imaging system. The results show that the rockburst of the roadway roof can be divided into four stages: equilibrium, debris ejection, stable failure, and complete failure stage. According to the stress state of a I–II composite crack, the theoretical buckling failure strength of the surrounding rock is determined as 1.43 times the tensile strength. The flexural failure strength of a vanadium-bearing shale is 1.29–1.76 times its compressive strength. With continuous advancement in the mining time, the internal expansion energy of the roadway roof-surrounding rock in the equilibrium stage continuously accumulates. The fracture network continuously increases, developing to the stable failure stage, with bending deformation, accompanied by continuous particle ejection until the cumulative stress in the failure stage increases, and the tensile state of the rock surrounding the roof expands radially into deep rock. A microscopic damage study in similar material demonstrated that the deformation of the roadway roof is non-uniform and uncoordinated. In the four stages, the storage deformation of the rock surrounding the roadway roof changes from small accumulation to continuous deformation, to the left (or deep rock). Finally, the roadway roof-surrounding rock becomes completely tensioned. The research results presented in this study provide a reference for the prediction and control of rockburst in practical engineering.

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Experiments on Material Proportions for Similar Materials with High Similarity Ratio and Low Strength in Multilayer Shale Deposits

Cited by 15 publications

References 33 publications

Optimization of Controlled Low-Strength Material from Multi-Component Coal-Based Solid Waste

Optimization of Controlled Low-Strength Material from Multi-Component Coal-Based Solid Waste

Study on slope stability under excavation and water storage based on physical model tests

Physical Simulation Test on Surrounding Rock Deformation of Roof Rockburst in Continuous Tunneling Roadway

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