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Site investigation and geological data collection
Published in Duncan C. Wyllie, Rock Slope Engineering, 2017
On many projects, surface mapping is supplemented by diamond drilling to obtain core samples of the sub-surface rock. The extent of the drilling will depend on factors such as the soil cover, the availability of rock outcrops and the confidence with which surface data can be extrapolated over the full depth of the cut. For example, if the rock at the surface is weathered or disturbed by blasting, then drilling may be required to find rock conditions at depth.
Sustainable Practices in the Engineering and Construction Industry
Published in J.K. Yates, Daniel Castro-Lacouture, Sustainability in Engineering Design and Construction, 2018
J.K. Yates, Daniel Castro-Lacouture
Another possible design strategy for the integration of sustainability is using natural grades rather than cutting and filling to achieve new grades. Earthmoving operations should minimize the removal of soil from the jobsite by incorporating excess cut into landscaping.
A multi-road quasi network flow model for the vertical alignment optimization of a road network
Published in Engineering Optimization, 2023
Khandoker Md Ayman, Warren Hare, Yves Lucet
The ground profile is the initial vertical alignment of the ground before construction, and the road profile is the optimal vertical alignment computed. The difference between the road and ground profiles at a section is called the offset. To obtain the road profile, the cut and fill volumes of material for each offset are calculated. Denote the offset by , and let and be the respective total cut and fill volumes of the ith road's jth section for and . For Intersection , is the offset, and and are the total cut and fill volumes.
Effect of soaking time on the geotechnical behavior for different types of sedimentary rocks in Egypt
Published in HBRC Journal, 2022
In various engineering applications, such as tunneling, mining, railway and embankment construction, oil and gas exploration, cut and fill and excavation, the deformation and failure of the rock are usually accompanied by water content change. Many failure incidents reported worldwide recently were associated with water–rock interactions, such as geological disasters like earthquakes, debris flow, landslides and ground subsidence. Water–rock interactions can result in a significant deterioration of the physical and mechanical properties of the rock. These interactions have been identified as significant factors influencing the stability and safety of structures in rock-tunnel engineering [2]. Slope instability, landslide, tunnel spalling, embankment cracking, mining pit collapse, etc., are typical problems that result when the rock strength is jeopardized.
Analysis of tensile mechanical characteristics of fibre reinforced backfill through splitting tensile and three-point bending tests
Published in International Journal of Mining, Reclamation and Environment, 2022
Gaili Xue, Erol Yilmaz, Guorui Feng, Shuai Cao
According to the classification conducted in the early stage, the ore rock stability of metalliferous mines is IV or V. The thickness of the ore body is approximately 20 m with a dip angle of 40°. The experiment stope is positioned in the central part of the mine’s 7th section. The orebody is featured by a shallow buried depth (below 200 m) and broken rock. Upward drift with backfilling was attempted, but the collapse was serious and the mining effect was poor even when pipe shed support was adopted. Hence, mining was conducted by the cut-and-fill mining system. The durability of the artificial CTB roof is directly related to the success of the subsequent mining by this system. According to the preliminary investigation and mining technical conditions of orebody, the trial stope in the 7th middle section is situated alongside the direction of orebody, the section of the access stope is 3 m ×3 m, and the average length is 20 m. In consideration of the problems of a long period for the maintenance of artificial CTB roof and layer transfer stope, the layout of this trial stope is demonstrated in Figure 5.