China Southwest Geotechnical Investigation and Design Institute Co.

Chengdu, China

China Southwest Geotechnical Investigation and Design Institute Co.

Chengdu, China
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Zhang K.-Y.,Hohai University | Li W.,Hohai University | Luo X.-J.,China Southwest Geotechnical Investigation and Design Institute Co. | Charkley N.F.,Hohai University
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2017

Through numerical simulation based on the particle flow method, DEM numerical test samples are generated in accordance with the results of laboratory tests on standard sand. Using gravity deposition modelling of irregular sand particles, samples of biaxial test assembled by long particle units are generated. Different steps of deposition are applied during the process of generating samples in order to simulate different inherent states of samples. The loads from the horizontal and vertical directions are respectively applied to samples. The numerical experimental results show that the gravitational deposits have significant impact on the major axis orientation arrangement of particles and the average coordination number. Also, there is a change in the macroscopic stress-strain curve and mechanical parameters acquired from the results of applying loads to the samples from the horizontal and vertical directions. The tested sand samples exhibit inherent mechanical anisotropy, which is closely associated with the internal structure properties and microscopic mechanical properties of sand. © 2017, Editorial Office of Chinese Journal of Geotechnical Engineering. All right reserved.


Fei Z.,Kunming University of Science and Technology | Fei Z.,China Southwest Geotechnical Investigation and Design Institute CO. | Jing C.,Kunming University of Science and Technology | Huimin Z.,Kunming University of Science and Technology
Advanced Materials Research | Year: 2013

The number of test times and test effectiveness are dependent on the test approaches in sensitivity analysis of the slope stability. In the paper, considering the mechanical parameters and groundwater of rock and soil, the sensitivity analysis of the slope is researched by the uniform experimental design. Its results are analyzed through grey correlation analysis. It is shown that the change of groundwater level in the open-pit slope is the most sensitive in the open-pit slope. © (2013) Trans Tech Publications, Switzerland.


Fei Z.,Kunming University of Science and Technology | Fei Z.,China Southwest Geotechnical Investigation and Design Institute CO. | Jing C.,Kunming University of Science and Technology | Haiming L.,Kunming University of Science and Technology
Advanced Materials Research | Year: 2013

The bedding high rock slope is most likely to failure in the rock slopes. It is the sliding and bending deformation model (buckling failure) according to deformation characteristic of the north wing slope at the open-pit mine. Considering the influence of rocky self-weight, seismic force and groundwater, the failure mechanism of bedding high rock slope by energy method is researched on the basis of stability theory for elastic plane. And the critical length is obtained. Finally, the influences of model geometry on the critical length, such as the rock stratum dip angle, thickness and width length ratio, is analyzed. © (2013) Trans Tech Publications, Switzerland.


Kang J.-W.,China Southwest Geotechnical Investigation and Design Institute Co. | Zhang S.-Z.,Chengdu Quality Supervision Station of Construction Engineering | Gan Y.,Chengdu Quality Supervision Station of Construction Engineering | Wang D.-H.,Sichuan Institute of Building Research | And 2 more authors.
Yantu Gongcheng Xuebao/Chinese Journal of Geotechnical Engineering | Year: 2010

On the basis of collecting monitoring data of vertical bearing capacity of PHC piles in Sichuan, the reasons of low use of bearing capacity of driven PHC piles in the current gravel areas are studied by the survey, design and testing etc. Meanwhile, according to test results of static load test and monitoring of stress and strain of PHC piles in the limit state in the gravel soil from medium dense to dense, values of ultimate bearing capacity, distribution of side stress-strain of PHC piles, influence of tip resistance and side stress-strain of pile on the ultimate bearing capacity and experience factor of increased ultimate tip resistance of piles are obtained. In a word, those can make a reference for survey and design of PHC piles in Chengdu gravel areas.


Qu M.,Southwest Jiaotong University | Xie Q.,Southwest Jiaotong University | Hu Y.,China Southwest Geotechnical Investigation and Design Institute Co. | Li Z.,Southwest Jiaotong University
Yanshilixue Yu Gongcheng Xuebao/Chinese Journal of Rock Mechanics and Engineering | Year: 2015

A model test was performed to investigate the distribution of frost heaving force in tunnel lining. The surrounding rock (slate) of the tunnel was considered as a fissured medium and the frost heaving force caused by water migration in fissures was mainly studied. In the model, the fissures were implemented by laying permeable fabric in the surrounding rock, and the low temperature condition was realized by putting refrigeration equipment in the tunnel. The temperature and strain changes were measured by the resistance thermometer elements and the strain gages respectively. The model test results showed that the deformation in the inverted arch and near the foot of inverted arch was smaller but the deformation in the arch, the arch spring and the side wall was larger with the largest deformation in the side wall. The numerical simulation was applied for analysing the frost heaving force calculated by different frost models. The frost model for calculating the frost heaving force produced by the water-contained weathered rock layer was selected after the comparison of the results from experiments and numerical simulation, so that, the lateral and horizontal frost heaving force acting on the side wall of the tunnel lining, 0.9 MPa in entrance and 0.6 MPa in tunnel trunk was derived. ©, 2015, Academia Sinica. All right reserved.


Ren X.-H.,Southwest Jiaotong University | Zhao W.,Southwest Jiaotong University | Wen J.-Q.,Southwest Jiaotong University | Zheng L.-N.,China Southwest Geotechnical Investigation and Design Institute Co.
Geology in China | Year: 2013

Based on its morphological characteristics, this paper made a preliminary analysis of the genesis of the Ordovician gypsum-bearing breccia in North China. The geothermal characteristics during the formation stage of the gypsum-bearing breccia were analyzed with the numerical method, and the results show that the temperature condition for the dewatering of clay minerals and gypsum did exist. The pore gas pressure of gypsum-bearing mudstone at high temperature was analyzed with the experimental method, and the result shows that extremely high pore gas pressure will be generated by gypsum dewatering at high temperature. The SEM and energy spectrum analysis show that the mineral structure of gypsum is changed at high temperature. It is thus held that the gypsum-bearing breccia in North China might have been generated by air bunt.


Zhang Q.,Chengdu University of Technology | Wang Z.Y.,China Southwest Geotechnical Investigation and Design Institute Co. | Yang J.,China Southwest Geotechnical Investigation and Design Institute Co. | Liao X.,China Southwest Geotechnical Investigation and Design Institute Co.
Applied Mechanics and Materials | Year: 2014

Structural planes in rock mass play a regulatory role in strength, deformation and fracture. It is the primary task to find out spatial distribution of controlling structural planes. The new method of connecting projection of structural planes exposed points into a line is realized by the certain distance from exposed points to the plane. And the plane is determined by its occurrence. Then select the suitable data and project to the ground surface using trigonometric function conversion. Finally connect these projection points into a line. Computation process can be simplified through MATLAB. This new method is applied to draw the exposed trace line of III-class structure in the left dam abutment adits of Yebatan hydroelectric power station in Jinsha river. The results are accurate, which means this method is feasible. © (2014) Trans Tech Publications, Switzerland.


Zhou H.,Chengdu Center | Wang C.,Chengdu Center | Nie D.,Chengdu University of Technology | Chen Z.,China Southwest Geotechnical Investigation and Design Institute Co.
Advances in Science and Technology of Water Resources | Year: 2016

Based on analysis and measurement of a geostress field at the dam site of the Jiangpinghe Hydropower Station, and comparison of calculated and measured stress at the points for stress fitting, inverse analysis of the initial geostress field at the dam site of the Jiangpinghe Hydropower Station was conducted using a three-dimensional numerical model with different boundary loading conditions. The results show that the initial geostress is low at the dam site of the Jiangpinghe Hydropower Station, the maximum principal stress is 2.5 MPa and its direction is N45°W, and the minimum principal stress is 1.5 MPa with a direction of N45°E. There is agreement between the calculated and measured stress at the points for stress fitting, indicating that the initial geostress field at the dam site obtained by inverse analysis is reasonable and conforms to the historical background of the geological structure. © 2016, Editorial Board of Advances in Science and Technology of Water Resources, Hohai University. All right reserved.


An J.-Y.,Beijing Jiaotong University | Xiang Y.-Y.,Beijing Jiaotong University | Jia Y.-Z.,China Southwest Geotechnical Investigation and Design Institute Co.
Yantu Lixue/Rock and Soil Mechanics | Year: 2014

An layered earth model, a pile foundation load model, a shallow tunnel excavation model and an associated support model, together with plane strain model test system for measuring pile foundation load, soil pressure, soil settlement, and support strain are set up. Experiments are conducted to study the influences on soil pressure redistributions, soil set, tunnel crown settlements, and internal forces of the tunnel support caused by a nearby shallow tunnel excavation under the condition of various horizontal and vertical existing pile foundation loads. Moreover, the test process and different working conditions are simulated via the FLAC3D software. The results are as follows: (1) Compared to the tunnel excavation without pre-existing pile foundation loads, pre-existing pile foundation loads can significantly alter the soil pressure redistributions, soil settlements and internal forces of the tunnel support; (2) For pile foundation loads of different length, fixed pile diameter and horizontal position, when the ratio of pile length and tunnel depth is equal to 1.0, it causes a largest influence on the effect of tunnel excavation, in the case of the ratio less than 1.0, the influence decreases with the decrease of the ratio; when the ratio is beyond 1.0, the influence of the pile length change on tunnel excavation effect becomes smaller. (3) For file foundation loads of fixed pile diameter and length, the soil pressure, ground settlement and internal force of tunnel support increase with the decrease of the relative horizontal distance between the pile foundation loads and the tunnel. If the ratio of horizontal distance between the pile foundation loads and the tunnel and tunnel diameter is from 0.5 to 4.0, the tunnel will be in the danger. If the ratio of that is from 4.0 to 6.0, the influence on tunnel caused by the pile foundation loads will become lighter. If the ratio of that is beyond 6.0, the influence can be neglected.


Liu Y.,Chongqing University | Liu X.,Chongqing University | Yang Z.,Chongqing University | Kang J.,China Southwest Geotechnical Investigation and Design Institute Co.
Yanshilixue Yu Gongcheng Xuebao/Chinese Journal of Rock Mechanics and Engineering | Year: 2016

Based on the elasto-plastic analysis of shear stress distribution in anchorage section, field destructive tests were carried out on the tension-concentrated anchor cable (TCAC), the tension-dispersed anchor cable (TDAC) and the pressure-dispersed anchor cable (PDAC). The comparative analysis was made regarding the shear stress distribution characteristics, the bearing capacity and the load-displacement curve. In the elastic stage, the peak shear stress appeared in the range of 0.5 m near the acting point of concentrated force and increased with the load growing. In the plastic period, debonding slippage occurred in the range of 0.5 m near the acting point of concentrated force, and the peak shear stress was shifted to the middle of anchorage body gradually. The residual shear stress on debonding section was about 1/3 of the peak value. TDAC has more uniform shear stress distribution and longer effective anchorage length, its carrying capacity was 31.1% higher than TCAC. Due to the radial expansion of anchorage body under pressure, the bond strength between PDAC and soil was improved, which made the PDAC's carrying capacity to increase by 17.7% compared with TDAC. It can be seen from the load-displacement curve that the PDAC had better displacement ductility and deformation resistivity, therefore, it had advantages in soil anchoring. © 2016, Science Press. All right reserved.

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