Shanghai Tongyan Civil Engineering Technology Co.

Shanghai, China

Shanghai Tongyan Civil Engineering Technology Co.

Shanghai, China

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Wu W.,Tongji University | Zhuang X.,Tongji University | Zhuang X.,Leibniz University of Hanover | Zhu H.,Tongji University | And 2 more authors.
Acta Geotechnica | Year: 2017

This paper proposes a new method using centroid sliding pyramid (CSP) to identify the removability and stability of fractured hard rock in tunnel and slope engineering. The new method features two geometrical and topological improvements over the original key block method (KBM). Firstly, all the concave corners are considered as starting points of cutting process when a concave block is divided into a set of convex blocks in the original KBM. Only the concave corners formed by two joint planes are used for partitioning a concave block in the presented method and concave corners with free planes are excluded. Secondly, joint pyramid for removability computation in the original KBM is generated using all of the joint planes, while CSP is calculated only from the joint planes adjoining the free planes. The cone angle θ of CSP is the vectorial angle formed by the two candidate sliding surfaces of this CSP. Removability analysis of a block is transformed into calculating the cone angle of CSP. The geometrical relationship is simplified, and data size for removability computation is reduced compared with the original KBM. The provided method is implemented in a computer program and validated by examples of fractured rock slopes and tunnels. © 2017 Springer-Verlag Berlin Heidelberg


Yu W.,Changsha University of Science and Technology | Yu W.,Jiangxi Highway Investment Group Co. | Sang Y.,Shanghai Tongyan Civil Engineering Technology Ltd.
Modern Tunnelling Technology | Year: 2014

Based on the similarity ratio of 1:10, a tunnel secondary lining model was made in which the depth of a single longitudinal crown crack was one-third of the original lining thickness. With the ground resistance simulated as the spring, the radial load test of the tunnel secondary lining model was carried out, which was reinforced by the new cover arch separated with the original lining by additional waterproof broad, and the deformation law and failure mode of cracked lining after reinforced by separated cover arch were achieved. The results show that under the action of loosening pressure, the loading process of separated cover arch reinforced structure can be divided into three phases: initial loading-radial penetration of the prefabricated crack-radial penetration of the cover arch crown crack-failure of the specimen; the failure load is governed by the haunch section of original lining, and the overall failure property acts as the brittle failure with a failure sequence of key parts as crown cracking-haunch fracture-crown failure.


Liu X.,Tongji University | Guo B.,Tongji University | Li X.,Xuhui Binjiang Investment and Development Construction Co. | Sang Y.,Shanghai Tongyan Civil Engineering Technology Co.
Yanshilixue Yu Gongcheng Xuebao/Chinese Journal of Rock Mechanics and Engineering | Year: 2015

By means of model experiment, the effect of deformation joints on road tunnel resisting destruction by thrust fault stick-slip dislocation is analyzed. Considering two different cases (tunnel with and without deformation joints), we focus on the following characteristics caused by thrust fault stick-slip dislocation: ground deformation, strain of tunnel, failure characteristics of tunnel. The results show that deformation joints make tunnel liner avoid the direct shear force. The maximum longitudinal strain at the top of the tunnel with deformation joints is 1/7 of that without deformation joints. Deformation joints significantly decrease the maximum longitudinal strain in tunnel liner, improving the distribution of longitudinal strain. Deformation joints improve the failure mode of tunnel, making the degree of damage lighter than tunnel without deformation joints obviously. Tunnel sections do not collapse, the damage focuses on area nearby the deformation joints in the range of fracture zone. ©, 2015, Academia Sinica. All right reserved.


Zhou D.-H.,TU Munich | Cao L.-Q.,China Railway Siyuan Survey and Design Group Co. | Wang X.-X.,Shanghai Tongyan Civil Engineering Technology Co. | Fang S.-T.,China Railway Eryuan Engineering Group Co.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2010

In order to ensure the security of the construction of a double-arch tunnel with shallow large section and span, which has large span, shallow depth, poor rock stability and complicated geological condition, the extensive measurements of the tunnel are essential. Based on a double-arch tunnel project, the contents, techniques and methods of stress monitoring of the support system are described. The stress characteristics of the tunnel during different excavation stages are monitored and analyzed. Some conclusions are drawn as follows: 1) The construction of the upper stage in the left and right holes, which changes the stress distribution in the support system greatly, is the main point for controlling the stability of the support system; 2) The construction of the upper and lower stages in the right hole is the main point for controlling the stability of the middle wall due to great change of the stress distribution in the middle wall; 3) The longitudinal incidence of the excavation of the upper stage of right and left tunnels are about 1/3 and 1/2 times the tunnel span; 4) The secondary support structure and the enclosing of the lining must be established in time to improve the performance of the lining. The experience and conclusions presented can be referred to in the design, construction and in-situ monitoring of similar tunnels.


Liu X.,Tongji University | Liu W.,Shanghai Tongyan Civil Engineering Technology Ltd. | Liu W.,Tongji University | Suo C.,Tongji University
Modern Tunnelling Technology | Year: 2014

Based on an indoor gypsum model test, this paper discusses the span and height, as well as the area of collapsed arches of surrounding rock with joint spacings of 0.5 m; dip angles of 0°, 30°, 45°, 60°, 90°; and without support. Compared with the values of the Platts theory, there is a nonlinear relationship between the joint dip angle and the collapse height, width, and area, with the minimum values occurring with angles of 45°~60°. The test results are consistent with the calculated ones according to a 2D numerical analysis of the above conditions with UEDC software. Based on a comprehensive analysis of numerical calculations and indoor test results, a calculation method for collapsed arch heights under different joint dip angles is obtained. ©, 2014, Editorial Office of "Modern Tunnelling Technology". All right reserved.


Liu X.,Tongji University | Gu X.,Shanghai Tongyan Civil Engineering Technology Co. | Dai Z.,Shanghai Tongyan Civil Engineering Technology Co. | Li X.,Tongji University
Modern Tunnelling Technology | Year: 2014

Using the finite-element method, this paper compares and studies the influence of lining section type on the stress and plastic strain of tunnels with chain-structures under active fault movement based on five three-centered circular sections of different invert radii from the Qipanshi tunnel project. The results show that: (1) the secondary lining is subjected to the combined action of tensioning, shearing, and squeezing due to fault movement; (2) high stress is mainly distributed at the arch spring with the peak stress on the hanging wall, and tensile force will be effectively absorbed by the shear crack; (3) with the tunnel section constantly tending toward a perfect circle, the maximum and minimum principal stresses and shear stress of the secondary lining decrease while the equivalent plastic stain increases. ©, 2014, Editorial Office of "Modern Tunnelling Technology". All right reserved.


Liu X.,Tongji University | Liu W.,Tongji University | Sang Y.,Shanghai Tongyan Civil Engineering Technology Co. | Kong F.,Chongqing Construction Science Research Institute
Yanshilixue Yu Gongcheng Xuebao/Chinese Journal of Rock Mechanics and Engineering | Year: 2015

Based on laboratory model test with 1:10 geometric similarity factor, stacked inner lining has been taken to reinforce the structure with axial cracks on the top lining. With test data, we conclude the failure mechanism of reinforced lining under loose pressure, by analyzing its lateral deformation, development of main cracks, short-term stiffness of lining apex and final failure mode. In addition, we also quantitively study the influence of crack depth on the ultimate bearing capacity. It is important to note that the cracked tunnel works under loose load and the rock resistance coefficient is 10 MPa/m. The results show as follows: (1) the process of failure can be divided into three stages, namely, specimen crack stage, "arch crack-penetrated arch crack", penetrated arch crack-specimen fail. (2) The main cracks in on the vault and haunch, the overall failure mode is brittle failure. (3) There exist linear relationship between existed crack depth and crack moment, short term stiffness, ultimate load. ©, 2015, Academia Sinica. All right reserved.


Liu X.-Z.,Tongji University | Liu X.-Z.,Shanghai Tongyan Civil Engineering Technology Co. | Zhou M.,Tongji University
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2010

Surface displacement is monitored during the construction process of Taizhou-Jinyun highway S9 loose high slope in Zhejiang Province. The elastic modulus and internal friction angle of rock are back-calculated by elastoplastic displacement back analysis with surface displacement of slope, including horizontal and vertical displacement, which are employed to predict the surface displacement from the next excavation of slope. As the surface measuring points are set after the excavation of the slope, the measured displacement is incremental displacement resulting from the excavation of lower slope. Therefore, the method of incremental displacement back analysis is used. The calculated results of cases show that the predicted horizontal displacement at the same measuring point set in the upper slope agrees with the measured value, and that the predicted vertical value has relatively large errors compared with the measured one.


Liu X.,Shanghai Tongyan Civil Engineering Technology Co. | Zhu H.,Tongji University | Liu X.,Tongji University | Wu W.,Tongji University
Yanshilixue Yu Gongcheng Xuebao/Chinese Journal of Rock Mechanics and Engineering | Year: 2015

Contact retrieval algorithm is one of the key factors to guarantee the computational efficiency and accuracy in three-dimensional discontinuous deformation analysis (3D-DDA). Based on the idea of the direct method and the common plane (C-P) method, the algorithm searching the block contacts was improved by transforming all the contact types into two basic ones, the vertex-face contact and the edge-edge contact using the bounding box outside the block, the block cutting surface and the contact inheritance. The probe to the movement of block corners was firstly introduced to identify the correctness of the contact which overcome the weakness of the existing contact algorithms without considering the movement trend of blocks. The algorithm was implemented in a three-dimensional analysis block software TJSG. The results of the examples indicated that the algorithm exhibited good adaptability and robustness for both the convex and concave blocks. ©, 2015, Academia Sinica. All right reserved.


Liu X.-Z.,Tongji University | Ye K.,Shanghai Tongyan Civil Engineering Technology Co.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2011

The relationships among span, depth, rock grades and vertical surrounding rock pressure are discussed based on the monitoring data of a large number of highway tunnels. A comparative analysis is made for obtaining the relationship between the measured and calculated values of the surrounding rock pressure. And the distribution regularities of lateral pressure, lateral pressure coefficients and secondary lining pressure are statistically analyzed under the conditions of every rock grade. The lateral rock pressure increases slowly with the growth of the depth and rock grade. The lateral pressure coefficient increases with the growth of rock grade and is larger than code value. The load sharing ratio of the secondary lining is consistent with the code.

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