Effect of excavation blasting vibration on adjacent buried gas pipeline in a metro tunnel

Jiang, Nan; Gao, Tan; Zhou, Chuanbo; Luo, Xuedong

doi:10.1016/j.tust.2018.08.022

Cited by 75 publications

(25 citation statements)

References 20 publications

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“…Previous studies have shown that, during the propagation of the blasting seismic waves along the slope surface, the attenuation of seismic waves is affected by many factors such as explosion source, propagation medium, rock properties, and distance from the explosion source [12,19,20]. Multiple PPV prediction models are proposed as follows: Note.…”

Section: Attenuation Rule and Prediction Model Of Ppvmentioning

confidence: 99%

Prediction of Bench Blasting Vibration on Slope and Safety Threshold of Blasting Vibration Velocity to Undercrossing Tunnel

Zhong

Liu

et al. 2021

Shock and Vibration

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The reconstruction and expansion project of oil reserve base often faces the excavation and blasting of the slope and undercrossing tunnel at the same time. Due to the flammable and explosive liquid storage nearby, the tight construction period, and the high requirements of collaborative construction, once the blasting accident occurs, the consequences are unimaginable. To facilitate safe and timely cooperative blasting construction of the slope and undercrossing tunnel, a vibration monitoring test of the slope and tunnel surrounding rock is conducted. The vibration response characteristics of the rock surrounding the slope and tunnel are analyzed, and a mathematical prediction model for the peak particle velocity (PPV) with consideration of the influence of the relative slope gradient (H/D) is established based on dimension analysis theory, which improves the prediction accuracy of PPV at the slope surface. ANSYS/LS-DYNA is used to establish a 3D finite element model for the slope and tunnel, and the dynamic response of the tunnel surrounding rock under blasting load is verified through field monitoring data. A linear statistical relationship between PPV and effective tensile stress (ETS) of the tunnel surrounding rock is established. The PPV safety criterion of the tunnel surrounding rock under blasting load is proposed to be 10 cm/s according to the first strength theory, and hence, the minimum safety distance from the tunnel working face to the slope surface is calculated to be 36 m. Finally, the excavation timing arrangement of the slope and tunnel is proposed, which has been successfully applied to the expansion project, and the construction period has been effectively shortened by 45 days while ensuring construction safety. The research results have great guiding significance to similar cooperative blasting excavation engineering for high slope and adjacent tunnel with safety and efficiency.

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Section: Attenuation Rule and Prediction Model Of Ppvmentioning

confidence: 99%

Prediction of Bench Blasting Vibration on Slope and Safety Threshold of Blasting Vibration Velocity to Undercrossing Tunnel

Zhong

Liu

et al. 2021

Shock and Vibration

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“…The transverse cofferdam consisted of four parts: retaining wall, safeguard structure, road widening section, and impervious cofferdam, respectively ( Figure 3). The retaining wall was masonry characterized by steps with a slope of 1:0.75 and about 6069 m 3 , the safeguard structure was a plain concrete (PC) structure of about 753 m 3 , the road widening was a PC structure of about 19,623 m 3 , and the impervious cofferdam was a roller compacted concrete (RCC) structure of about 11,278 m 3 . The axis length, height, and width of the cofferdam were 126 m, 25.2 m, and 12 m, respectively.…”

Section: Engineering Backgroundmentioning

confidence: 99%

Blast Vibration Control in A Hydropower Station for the Safety of Adjacent Structure

Liu

Wang

et al. 2020

Applied Sciences

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The transverse cofferdam in Xiangjiaba hydropower station was a water retaining concrete structure with a length of 126 m, a width of 12 m, and a height of 25.2 m, consisting of masonry, plain concrete structure (PC), and roller compacted concrete (RCC), which had to be demolished by blasting after the dam was built. There were many precise instruments nearby the cofferdam which had strict restrictions on blasting vibration. Therefore, the cofferdam was divided into six blasting regions, including land blasting and underwater blasting. Blasting parameters and blasting network structure were accurately designed and continuously optimized through blast-induced vibration test results. At nine measurement points in different locations, 57 blast vibration data were recorded. Consequently, 1386 holes with an explosive weight of 9641.3 kg were detonated in land blasting. The highest levels of vibration were recorded as 8.74 cm/s in the desilting tunnel on the right of the cofferdam. The explosives up to 11887.7 kg were detonated in an underwater blasting. According to the analysis of the law of vibration attenuation, the blast vibration value was reduced to 7.65 cm/s. The results showed that the research on the attenuation law of blasting vibration can effectively increase the charge weight per delay and control the blast-induced vibration. Consequently, the peak particle velocity (PPV) of underwater blasting could be predicted by analyzing the PPV of land blasting in same structure, which provided the basis for the design of underwater blasting parameters. A reliable method for cofferdam demolition in hydropower station was proposed, which provided a reference for similar projects.

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“…Moreover, the compressibility, elastoplastic behaviour and other physical and mechanical properties of the rock and soil have a significant role in the stability of the underground tunnel (Athar et al, 2019;Feldgun et al, 2008;Gahoi et al, 2017;Jiang et al, 2018;Liu, 2011;Mobaraki and Vaghefi, 2015;Naqvi et al, 2017;Shin et al, 2011;Tiwari et al, 2016a;Wang et al, 2017;Zaid et al, 2018Zaid et al, , 2019aZaid et al, , 2019c. Choi et al (2006) carried out the study dealing with an underground explosion having different surrounding properties of the ground, and the damage assessment chart was developed for evaluating the susceptibility of tunnels.…”

Section: Introductionmentioning

confidence: 99%

Blast resistant behaviour of tunnels in sedimentary rocks

Zaid

Sadique

2020

International Journal of Protective Structures

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The tunnels are being constructed for the faster movement of goods and services from different locations. Therefore, Underground Urban Space (UUS) has evolved as an integral part of metro cities. Critical structures like tunnels have to be designed resistant to the blast due to possible threats and attacks. In the present paper, the efforts are made to analyse and understand the response of rock tunnel for an internal blast loading. The numerical analysis based on the finite element method has been carried out for a 35 m long rock tunnel in a rock mass of longitudinal cross-section 30 m × 30 m. The elastoplastic behaviour of the sedimentary rocks, that is, Sandstone, Mudstone and Silty Sandstone has been incorporated by using a Mohr-Coulomb constitutive material model. The plastic behaviour of the concrete tunnel lining has been incorporated by using concrete damage plasticity model. Moreover, for the Trinitrotoluene (TNT) Jones-Wilkens-Lee (JWL) material model has been considered. Analysis has been performed through the Coupled-Eulerian-Lagrangian (CEL) approach, which incorporates the advantages of both Eulerian and Lagrangian modelling. The present study focuses on the analysis of the tunnels constructed in three different sedimentary rocks, that is, Sandstone, Silty Sandstone and Mudstone. It has been concluded that Mudstone rock is more susceptible to failure due to internal blast load. However, Sandstone rocks were found to be relatively higher blast resistant, hence, may be considered as safer rocks for the construction when compared to other rocks of the present study.

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Effect of excavation blasting vibration on adjacent buried gas pipeline in a metro tunnel

Cited by 75 publications

References 20 publications

Prediction of Bench Blasting Vibration on Slope and Safety Threshold of Blasting Vibration Velocity to Undercrossing Tunnel

Prediction of Bench Blasting Vibration on Slope and Safety Threshold of Blasting Vibration Velocity to Undercrossing Tunnel

Blast Vibration Control in A Hydropower Station for the Safety of Adjacent Structure

Blast resistant behaviour of tunnels in sedimentary rocks

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