• Title/Summary/Keyword: Excavated slope

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Effect of Mobile Crane Load on Excavated Slope Stability (이동식 크레인 하중이 굴착사면 안정성에 미치는 영향 분석)

  • Kim, Jeong Kon;Na, Ye Ji;Won, Jeong-Hun
    • Journal of the Korean Society of Safety
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    • v.36 no.5
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    • pp.18-26
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    • 2021
  • The effect of heavy construction equipment on the excavated slope is investigated by slope stability analysis. A mobile crane with 500 kN capacity is applied as a working load to the background surface of the excavated slope, in both sandy soil and clay, designed to guarantee the safety of slope stability. Major parameters such as the distance between the edge of the slope and the mobile crane, groundwater level, and ground plate size of the mobile crane are considered. Only 23.8% and 14.3% of the analysis models with sandy soil and clay excavated slope, respectively, satisfied the slope stability. By changing the slope of the sandy soil from 1:1.0 to 1:1.2, the number of analysis models securing slope stability increased from 23.8% to 40.5%. For the clay excavated slope, the analysis models securing slope stability increased from 14.3% to 42.9% by changing slope inclination from 1:0.8 to 1:1.2. In addition, it is found that the increase in the size of the ground plate of the mobile crane increases the analysis models that secure slope stability. Therefore, it is an effective way to relax the excavated slope's inclination angle and simultaneously increase the ground plate size to guarantee stability.

Centrifuge Model Experiments and Numerical Analyses of the Behavior of Excavated Marine Clay Slope (해성점토 굴착사면의 거동에 관한 원심모형실험 및 수치해석)

  • Park, Byung-Soo
    • Journal of Ocean Engineering and Technology
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    • v.20 no.5 s.72
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    • pp.49-56
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    • 2006
  • In this thesis, centrifuge model experiments and numerical analyses were carried out to investigate the behavior of an excavated slope in soft clay ground. Centrifuge model tests were performed with various slopes for the excavated ground, such as 1:1.5 and 1:2. Pore pressuresthe model ground were measured to find their effects on the stability of the excavated slope. These experiments showed that the model with 1:2.5 maintained its stability within a short period of time and failed gradually. Therefore, anexcavated slope of soft soil with this slope might maintain stable conditions within a certain time. The mode1 with a 1:3 slope was observed to maintain a very stable condition, showing insignificant deformation in the ground after being excavated. Numerical analyses with PLAXIS, a commerciallyavailable software implemented with the finite element numerical technique, were performed to find the pore pressure distribution within the ground mass and the deformation of the soil. From the results of numerical analysis, a negative pore pressure was developed after the excavation and thus the stability of the slope was maintained. The safety factor for slope failure was found to decrease with time because of the dissipation of negative pore pressure with time.

Centrifuge Model Experiments and Numerical Analyses on the Behaviour of Excavated Clayey Soil (점토굴착 사면의 거동에 관한 원심모형실험 및 수치해석)

  • Choi, Min Soo;Jeong, Gil-Soo;Park, Byung-Soo;Yoo, Nam-Jae
    • Journal of Industrial Technology
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    • v.25 no.B
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    • pp.55-62
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    • 2005
  • This paper is the results of experimental and numerical works on analyzing the geotechnical engineering behavior and characteristics of excavated clay slope formed by the method of excavated replacement which is one of treatments in soft soil ground. For the centrifuge model tests, models of excavated clay slope were prepared by remolding the marine clayey soil sampled from the field. Tests were performed with changing the slope to investigate the behavior of them. On the other hand, numerical analyses were carried out to analyze the change of safety factor against instability of slope with time. Changes of pore water pressure, shear strength and displacement were also investigated. As results of centrifuge model tests with slopes of 1:1.5 and 1:3 using the confining body of simulating the effect of excavation, for the case of 1:1.5, slope failure occurred right after remove the confining body whereas relatively small displacements within the range of 3.2mm, implying to maintain the stability of slope, were observed for the case of 1:3 slope. From the results of numerical analyses using the software of PLAXIS to investigate the stability of slope after excavation, the minimum safety factor against slope failure was 1.28 for the case of 1:3 slope. The further researches in the future are required with considerations of build up of static pore water pressures during acceleration of centrifuge, depth of excavation influencing the behavior of the slope and permeability of the slope since excavation of the slope was not simulated well resulted from the limitations of apparatus at the stage of excavation during the centrifuge tests.

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A Study on the Application of Soil-Reinforced Retaining Wall for Excavation Slope (절토사면에서 보강토 옹벽의 적용성 연구)

  • Byun, Yoseph;Wrryu, Woongryeal;Lee, Dongho;Chun, Byungsik
    • Journal of the Korean GEO-environmental Society
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    • v.11 no.2
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    • pp.53-60
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    • 2010
  • Considering environmental issues and lack of space, it is a necessity to minimize the amount of excavation. Various types of excavation methods are being used in practice. This study proposes a reasonable method for estimating the earth pressure acting on a reinforced wall in front of a excavated slope. The measured data in the field and numerical analyses were used. Results of the study shows that the earth pressure acting on the excavated wall is less than that estimated by Rankine's equations. It was shown that when the excavated slope is used with the reinforced wall, the pressures acting on the reinforced wall can be greatly reduced.

The Stability Analysis of Submerged Excavated Slopes (수중 굴착사면의 안정해석)

  • Lee, M.W.;Lee, C.K.;Kim, H.J.;Ahn, K.K.;Heo, Y.
    • Journal of the Korean Society of Safety
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    • v.12 no.3
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    • pp.147-154
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    • 1997
  • The main purpose of this study is to investigate the failure surface in a soil mass by a excavation of the model ground. The failure mechanism of an earth structure is usually determined from field failure observations or from laboratory model tests at failure. To study the failure surface for the excavated slope, laboratory model tests were performed by changing the angle of the excavated slope and the ground condition. Results of the laboratory model tests were compared with those obtained with theoretical solutions using limit equilibrium analysis method. The results of model tests show that, there is a failure to create a straight line in the low angle of excavated surface and a create a circle as the angle increases. As the angle of excavated surface is increasing, the angle of the failure surface increases too. In the angle of the failure surface, the submerged ground is less than the dry ground at $3.2^{\circ}$.

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Deformation of Tunnel Affected by Adjacent Slope Excavation in a Joint Rock Mass (절리암반사면 굴착시 기존터널의 변형특성)

  • Lee, Jin-Wook;Lee, Sang-Duk
    • Proceedings of the KSR Conference
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    • 2008.11b
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    • pp.891-896
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    • 2008
  • Behavior of the existing tunnel in the jointed rocks was affected by the adjacent slope excavation. In this study, large scale model tests were conducted. To investigate the tunnel distortion depending on the excavated slope angle and the joint dip of the ground performed model tests were numerically back analyzed. Consequently, as the joint dip and slope angle became larger, the tunnel distortion was tended to be larger. Ground displacement was also greatly dependent on the joint dip and the excavated slope angle, which indicated the possibility of the optimal slope reinforcement.

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Monitoring & Analysis on Excavation Failure Modes by Centrifugal Model Experiment (원심모형실험에 의한 지하굴착 붕괴양상에 관한 계측 및 해석)

  • Heo, Y.;Ahn, K.K.;Lee, C.K.
    • Journal of the Korean Society of Safety
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    • v.13 no.3
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    • pp.135-142
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    • 1998
  • This paper is to investigate the failure surface and modes in a soil mass by a excavation of the model ground. To study the failure surface for the excavated slope, centrifugal model tests were performed by changing the angle of the excavated slope(50, 75, $90^{\circ}$) and the ground condition($D_r$=60, 90%, dry and submerged ground). Excavation was simulated during the centrifuge tests by operating a valve that allowed the zinc chloride solvent to drain from the excavation. Results of model tests were compared with those obtained with theoretical solutions using limit equilibrium analysis method. The results of model tests show that, there is a failure to create a straight line in the low angle of excavated surface and a create a circle as the angle increases. Also, as the angle of excavated surface is increasing, the angle of the failure surface increases. The failure length in the submerged ground increases approximately 1.10~1.34 times more than that of the dry ground.

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A Study on Slope Stability of Corestone (핵석지반의 사면안정성 연구)

  • 이수곤;금동헌
    • Proceedings of the Korean Geotechical Society Conference
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    • 2000.11a
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    • pp.551-558
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    • 2000
  • When cut slope is excavated, corestone in cut slope exists 20∼30%. In case of soil and soft rock mixing, people lay out gradient of 1 : 0.5, because of soft rock slope. In a case, slope that exists corestone between soil happens to large landslide. So, As a study performs geological survey, Analysis of slope stability reinforcement measures, etc, A study presents example meaures and analysis on slope stability of corestone.

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Experimental study on behavior of the existing tunnel due to adjacent slope excavation in a jointed rock mass (절리암반에서의 근접사면굴착에 의한 기존터널 거동에 대한 실험적 연구)

  • Lee, Jin-Wook;Lee, Sang-Duk
    • Journal of Korean Tunnelling and Underground Space Association
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    • v.11 no.1
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    • pp.1-9
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    • 2009
  • When a rock slope is excavated adjacent to a existing tunnel, the behavior of the existing tunnel in the jointed rock masses is greatly influenced by the joint conditions and slope status. In this study, the effects of joint dip and slope angle close to a tunnel are investigated through a large scale model using a biaxial test equipment ($3.1\;m\;{\times}\;3.1\;m\;{\times}\;0.50\;m$ (width $\times$ height $\times$ length)). The jointed rock masses were built by concrete blocks. The diameter of the modeled tunnel is 0.6 m and the dip angles of joint vary in the range of $0-90^{\circ}$. In addition, the excavated slope angle varies within $30{\sim}90^{\circ}$. Deformational behaviors of the tunnel were analyzed in consideration of joint dip and slope angle. With increase of the joint dip and slope angle, the magnitude of tunnel distortion and the moment of tunnel lining were increased. Rock mass displacement in horizontal was also dependent on the joint dip and the excavated slope angle, which indicated the optimal slope reinforcement for a specific rock mass conditions.

Analysis of Influence Factors Related to Failure Characteristics of Excavated Slopes ; A Case of Southern Kyounggi Area along the Nat과l Road (절취 사면의 파괴 특성과 관련된 영향 요인 분석 ; 경기도 남부 국도 사례)

  • 김정환;윤운상;최재원
    • Proceedings of the Korean Geotechical Society Conference
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    • 1999.03a
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    • pp.277-284
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    • 1999
  • This study describes the influence factors related to slope failure pattern and dimension in the southern Kyounggi area. Intrusive and metamorphic rocks are distributed in the study area. Geological condition, rainfall property and slope geometry are influence on slope failure characteristics in the study we& Geological factors related to slope failure are rock type, geological structure and weathering condition. Because of deep soil (RS-CW) depth of granite region, circular failure type is major failure pattern in granite region. Almost granite slopes with circular or surface failure pattern are failed during heavy rainfall season. But typical wedge failure type related to geological structure factor is a main failure pattern of metamorphic rock slope. Additionally failure dimension is influenced by geological factors and several factors, i.e. natural slope condition, failure type, rainfall intensity and etc. failure height/width ratio and thickness/length ratio of granite slope are 0.88 and 0.23. But the ratios of metamorphic rock slope are 1.36 and 0.19.

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