Importance of numerical analyses for determining support systems in tunneling: A comparative study from the trabzon-gumushane tunnel, Turkey

Kanik, Mustafa; Gürocak, Zülfü

doi:10.1016/j.jafrearsci.2018.03.032

Cited by 16 publications

(7 citation statements)

References 12 publications

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“…The RMR recommended support with bolts and Shotcrete were installed in the models prepared in RS 2 software decreases the total displacement and thickness of plastic zone around the tunnel. The present study confirms the previous results of Kaya et al (2011), Kanik et al (2015), Kanik et al (2018) and others that the numerical modeling is necessary for the support design and verify the support recommended by the empirical methods. The study also concludes that the empirical systems cannot predict the thickness of plastic zone around the tunnel and the displacement of tunnel inward that can be predicted well with numerical modeling such as RS 2 software.…”

Section: Resultssupporting

confidence: 91%

“…Recently, different researchers like Ozsan et al [12]; Genis et al [11]; Rasouli [13]; Krishna and Panthi [14]; Kaya, Bulut [15]; Panda et al [16]; Akgün et al [17]; Elarabi and Mustafa [18] and others in different countries and geological domains have concluded that the empirical systems should be used side by side with any of the pre-described methods at various phases of engineering projects. Larbi [19]; Kanik et al [20]; Kanik et al [21] highlighted that the empirical approaches do not determine the plastic zone thickness and values of total displacement. They concluded that numerical modeling should be used for the determination of these factors.…”

Section: Introductionmentioning

confidence: 99%

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Numerical Verification of Empirically Designed Support for a Headrace Tunnel

et al. 2018

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In this paper, we used two empirical rock classification systems of rock mass rating (RMR) and rock quality tunnelling index (Q-system) for the support design of a tunnel in District Battagram, Khyber Pakhtunkhwa, Pakistan. Along the tunnel route, the rocks of Precambrian namely Gandaf Formation, Karora Formation and Besham Complex were exposed. During the field investigations, two shear zones were marked in the schist of Karora Formation. The discontinuities parameters collected during the field investigations, results of laboratory testing and material constants determined from RocData version 5.0 software were used during the empirical classification and numerical modelling. The support was designed for the rock mass units from RMR and Q. The quantification of the thickness of plastic zone and total displacement around the tunnel were achieved by the numerical modelling of RS2 9.0 software in both unsupported and supported conditions. The empirically designed support was installed in the model prepared in the RS2 software. According to the results, the empirically designed support when installed in models prepared in RS2 significantly reduced the plastic zone around the tunnel. The reduction in the plastic zone and displacement around the tunnel verified the support design by empirical methods. The present research concludes that empirical designed support can be used for the complex geology of Pakistan.

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Section: Resultssupporting

confidence: 91%

Section: Introductionmentioning

confidence: 99%

Numerical Verification of Empirically Designed Support for a Headrace Tunnel

et al. 2018

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“…The parameters of the recommended support in Table 2 were substituted into the above equations to obtain the maximum support pressure, elastic stiffness, and the maximum possible deformation for the combined support systems. (Ghadimi Chermahini & Tahghighi, 2019;Kanik & Gurocak, 2018;Morris & Johnson, 2009;Rehman et al, 2020;Xing et al, 2019). For this study, Phase 2 V. 7.0, a FEM software, was used to model the deformations and plastic zones around the tunnel.…”

Section: The Critical Internal Pressure P Crmentioning

confidence: 99%

“…Stability around an underground excavation is affected by external and internal factors. These factors include; the type of intact rock, type and nature of discontinuities, in-situ stresses, hydrological conditions, and the excavation geometries (Kanik & Gurocak, 2018;Rehman et al, 2020;Xing et al, 2019). Discontinuities such as bedding planes, joints, dykes, shear zones, and faults significantly reduce the strength of the rock mass, complicate the mechanical behavior of the rock mass, and increases the rock deformability.…”

Section: Introductionmentioning

confidence: 99%

Analytical and numerical assessment of a preliminary support design – a case study

et al. 2021

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“…A yielding support system was proposed by Wu et al [30] to cope with the extreme deformation problem for a soft rock tunnel excavated in squeezing ground. Kanik and Gurocak [31] conducted a deep study on empirical rock mass classification system and established an optimal support unit through a comparative numerical analysis. e analytical methods provide a lot of support for tunnel design and construction simulation; however, an accurate rock mass model is difficult to establish due to the discontinuity, anisotropy, heterogeneity and inelasticity of rock mass [32][33][34][35].…”

Section: Introductionmentioning

confidence: 99%

Support System for Tunnelling in Squeezing Ground of Qingling‐Daba Mountainous Area: A Case Study from Soft Rock Tunnels

Wang

Lai

Garnes

et al. 2019

Advances in Civil Engineering

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Tunnelling or undertaking below-ground construction in squeezing ground can always present many engineering surprises, in which this complicated geology bring a series of tunnelling difficulties. Obviously, if the major affecting factors and mechanism of the structure damage in these complicated geological conditions are determined accurately, fewer problems will be faced during the tunnel excavation. For this study, reference is made to four tunnel cases located in the Qingling-Daba mountainous squeezing area that are dominated by a strong tectonic uplift and diversified geological structures. This paper establishes a strong support system suitable for a squeezing tunnel for the purpose of addressing problems exhibited in the extreme deformation of rock mass, structure crack, or even failure during excavation phase. This support system contains a number of temporary support measures used for ensuring the stability of tunnel face during tunnelling. The final support system was constructed, including some key techniques such as the employment of the foot reinforcement bolt (FRB), an overall strong support measure, and more reserved deformation. Results in this case study showed significant effectiveness of the support systems along with a safe and efficient construction process. The tunnel support system proposed in this paper can be helpful to support design and provide sufficient support and arrangement before tunnel construction in squeezing ground.

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Importance of numerical analyses for determining support systems in tunneling: A comparative study from the trabzon-gumushane tunnel, Turkey

Cited by 16 publications

References 12 publications

Numerical Verification of Empirically Designed Support for a Headrace Tunnel

Numerical Verification of Empirically Designed Support for a Headrace Tunnel

Analytical and numerical assessment of a preliminary support design – a case study

Support System for Tunnelling in Squeezing Ground of Qingling‐Daba Mountainous Area: A Case Study from Soft Rock Tunnels

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