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Context 1
... control subsystem handles user interaction, survey control, data integrity check and failure recovery. Figure 5 shows the VLTB user interface providing guidance information to the TBM operator. The as- designed tunnel alignment passes through the center of cross. ...
Context 2
... as- designed tunnel alignment passes through the center of cross. A red circle and a green triangle represent the rear end and the cutter head of TBM, respectively (overlapped in Figure 5). The steering guidance is neatly simplified as a process to keep the red circle and green triangle within the square boundary as much as possible. ...
Context 3
... steering guidance is neatly simplified as a process to keep the red circle and green triangle within the square boundary as much as possible. Moreover, the red triangle arrows suggest the direction of the next manoeuvers for the TBM operator (turning right and downward as in Figure 5). The numbers on the right side of the interface indicate line- level deviations, yaw-roll-pitch angles, advancing speed of TBM and chainage distance of the as-built tunnel. ...
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Citations
... What is more, the GmBH VMT system even has a ring sequencing module to preset a projection of up to 10 rings [6]. However, as for the assembly simulation for an entire interval tunnel, there is no welldesigned program [7][8][9]. Besides, the majority of current research studies on precision focus on evaluating the erecting work quantification [10][11][12]. In this article, the main algorithms of UTSR assembly along DTA considering special rings are introduced, including a coordinate algorithm of a certain point on both the horizontal and vertical curves, the dichotomy algorithm determining the ideal point on the route, and the 2 Advances in Civil Engineering computer graphics algorithm for the rotation of any point in space around any axis. ...
... e radius of the new Advances in Civil Engineering circular curve R n � R + ΔR and their difference is the new outer distance value E n . Since the offset does not change the deflection angle α of the horizontal curve, the inward displacement value P n of the new horizontal curve can be obtained from the outer distance in equation (6), where the transition curve length L Sn of the new horizontal curve can be obtained by equation (7), and the new curve angle β on can be obtained by equation (8). Afterward, the new tangent increment Q n can be obtained by equation (9), whereas the new tangent length T sn can be obtained by equation (10) and finally by equation (11), with the length of the curve being L n . ...
Universal tapered segmental ring system has been adopted to assemble tangent and curve line elements into the shield tunnels through the relative rotation of the adjacent front and rear rings, which simplifies the formwork design, demonstrates strong universality, and is easy for quality assurance. To evaluate the position deviation caused by the taper value and propose the assembly scheme for the contractor, this article developed the universal tapered segmental ring assembly simulation technology. Firstly, the assembly procedure of the universal tapered segmental ring system both in normal case and in special case is introduced, including the interval tunnel of special rings and actual engineering that needs deviation correction. Secondly, relevant core algorithms are introduced in detail, including the coordinate position algorithm of horizontal and vertical curves and computer graphic algorithm of spatial point rotating around any axis. Finally, this article takes a background metro line tunnel as a case to validate the algorithm and illustrate the assessment methodology of universal tapered segmental ring assembly accuracy. The sections with maximum deviation are found as an alert ahead of the shield advancing. In conclusion, the algorithms and methodology proposed in this article illustrate the excellent suitability and robustness in shield tunnels adopting a universal tapered segmental ring system in the stage of both design and construction.
... Included were TBM performance in adverse ground M.Q. Huang et al. conditions (Barla and Pelizza, 2000;Barton, 2000;Gong et al., 2016;Zhao et al., 2007), the influence of mechanical properties of geomaterials over tunnelling performance (Liu et al., 2017a;Nilsen et al., 2006;Ramezanzadeh et al., 2008), numerical simulation of excavation process (Kasper and Meschke, 2004;Lambrughi et al., 2012;Mroueh and Shahrour, 2008), settlements induced by tunnel construction (Fargnoli et al., 2013;Koukoutas and Sofianos, 2015) as well as monitoring of operation (Huang et al., 2018c;Shen et al., 2014). ...
The architecture, engineering and construction (AEC) industry is experiencing a technological revolution driven by booming digitisation and automation. Advances in research fields of information technology and computer science, such as building information modelling (BIM), machine learning and computer vision have attracted growing attention owing to their useful applications. At the same time, population-driven underground development has been accelerated with digital transformation as a strategic imperative. Urban underground infrastructures are valuable assets and thus demanding effective planning, construction and maintenance. While enabling greater visibility and reliability into the processes and subsystems of underground construction, applications of BIM, machine learning and computer vision in underground construction represent different sets of opportunities and challenges from their use in above-ground construction. Therefore, this paper aims to present the state-of-the-art development and future trends of BIM, machine learning, computer vision and their related technologies in facilitating the digital transition of tunnelling and underground construction. Section 1 presents the global demand for adopting these technologies. Section 2 introduces the related terminologies, standardisations and fundamentals. Section 3 reviews BIM in traditional and mechanised tunnelling and highlights the importance of integrating 3D geological modelling and geographic information system (GIS) databases with BIM. Section 4 examines the key applications of machine learning and computer vision at different stages of underground construction. Section 5 discusses the challenges and perspectives of existing research on leveraging these emerging technologies for escalating digitisation, automation and information integration throughout underground project lifecycle. Section 6 summarises the current state of development, identified gaps and future directions.
... Строительство необходимо осуществлять с учетом требований Технического регламента о безопасности зданий и сооружений, согласно которым совокупность параметров эксплуатационных качеств сооружения должна обеспечивать безопасность объекта в течение всего периода эксплуатации. Исследования отечественных и зарубежных авторов в области обеспечения безопасности сооружений метрополитена посвящены вопросам совершенствования конструктивных и организационно-технологических решений [1][2][3], улучшению методов расчетного обоснования, развитию методов контроля изменения напряженно-деформированного состояния конструкций и методов эксплуатационного контроля и обслуживания [4][5][6][7][8][9][10]. Вместе с тем, несмотря на достаточный опыт строительства заглубленных объектов в условиях крупного города [11,12] и привлечение квалифицированных проектировщиков и строителей, зачастую в процессе строительного контроля выявляются ошибки, допущенные как при проектировании, так и при возведении объектов, оказывающие негативное влияние не только на техническое состояние конструкций, но и приводящие к необходимости оценки пригодности к эксплуатации еще не завершенного строительного объекта. ...
An approach to the assessment of the technical condition and residual re-source of the transport tunnels lining with a long service life has been pro-posed. It is based on the study of the unified geomechanical system interaction of “underground structure - surrounding mountain range” elements. A special feature of the approach is a comprehensive accounting based on mathematical and computer modeling of underground structures defects detected during the survey due to negative geotechnical and geochemical processes developed for a long time in the surrounding soil massif. The article shows that, in the case of a linear formulation the problem is solved analytically without taking into account the cavities formed in the lining due to corrosion, leaching, as well as destruction processes. For this purpose, the corresponding calculation method developed at the Tula State University is applied. In more complex geomechanical situations, when the use of analytical solutions does not allow to adequately model the features of the static operation of an underground structure, including, if necessary, the consideration of spatial models, the finite element method is used, implemented with the help of modern software systems. In the process of considering the inhomogeneity of the lining and the rock mass surrounding the tunnel, a significant simplification of the solution is achieved by combining finite element modeling using the Monte Carlo method and the method of reducing the elastic modulus that has been sufficiently tested in practice.
Introduction. One of the serious problems in the construction of underground structures in a dense urban area is the occurrence of excess deformations of the foundations of operating buildings that fall into the zone of influence of underground construction. The subject of the study was the calculated justification of the modern technology of compensatory injection. The relevance of the task is determined by the fact that the choice of the most effective protection technology should be based not only on a comparison of technological precipitation with maximum permissible values, but also on the assessment of the possibility of monitoring and controlling the movements of the foundations of buildings and structures during construction and subsequent operation. The purpose of the study was to compare various methods of protecting the foundations of existing buildings and structures and justify the selection of the most effective of them for further implementation and dissemination in the design and construction of urban underground structures.
Materials and methods. On the basis of the survey data of the operated building falling into the impact zone of excavation of the pit for the construction of the installation and shield chamber of the subway, the parameters of the stress-strain state of its foundations are studied by mathematical modeling. The problem was solved by the finite element method based on the software and computer complex Z_Soil v.18.24.
Results. Based on the analysis of the results of the examination of the administrative building using the finite element method, a change in the parameters of the stress-strain state of the foundations was modeled with various technologies for strengthening it. In the course of solving the geotechnical problem, it was found that the minimum impact on the foundations of the building during the construction of the pit was obtained in the method of compensatory injection. The system of criteria for making a decision on choosing an effective way to ensure the suitability of buildings in the underground construction zone for operation is substantiated.
Conclusions. The results of this work can be used to justify the choice of technology for prevention and control of excess deformations of foundations. The function for calculating the volume of injected material in the Z_Soil software and computer complex can be used to justify the consumption of materials and the economic efficiency of the technological solution.
