The Experts below are selected from a list of 57 Experts worldwide ranked by ideXlab platform

Ng T. - One of the best experts on this subject based on the ideXlab platform.

  • Closure to 'Severe Damage of a Pile Group due to Slope Failure' by D. E. L. Ong, C. F. Leung, Y. K. Chow, and T. G. Ng
    American Society of Civil Engineers, 2016
    Co-Authors: Ong D., Leung C., Chow Y., Ng T.
    Abstract:

    The authors thank the discusser V. Diyaljee, for his interest in their research publication. To recap, this paper examines the prefailure and Postfailure Behavior of an instrumented cast-in-place concrete pile group comprising four 900-mm diameter piles subject to soil movements as a result of a slope failure that occurred during the unexpected early arrival of a rain storm prior to the year-end monsoon. Out of the four piles, two piles were instrumented. The front pile was instrumented with strain gauges only, while the rear pile was instrumented with both strain gauges and an in-pile inclinometer. The in-soil inclinometer that measured the free-field soil movement was installed about 1.5 m away from the pile group (Fig. 1). Because the soil slip was not anticipated in the pile design, only nominal 0.5% steel reinforcement was provided in the piles and this translates to an ultimate bending moment capacity of only 520 kN·m. In comparison, the ultimate bending moment capacity for a 1,075-mm diameter bored pile with 3% steel reinforcement used by Chandrasekaran et al. (1999) was about 3,000 kN·m, as additional bending moment due to soil movement had been anticipated.Full Tex

  • Severe Damage of a Pile Group due to Slope Failure
    American Society of Civil Engineers, 2015
    Co-Authors: Ong D., Leung C., Chow Y., Ng T.
    Abstract:

    A pile group consisting of four cast-in-place concrete piles was instrumented to measure the induced bending moment along the piles due to excavation of an adjacent slope. The green field lateral soil movement profiles and the lateral pile deflection profiles were monitored by in-soil and in-pile inclinometers, respectively. The unexpected early arrival of a rain storm prior to the year-end monsoon caused the failure of the slope, which resulted in the severe damage of this pile group located at the slope crest. This paper examines the prefailure and Postfailure Behavior of the pile group and it is demonstrated that considering the uncracked and cracked bending stiffness of the piles is vital when evaluating the progressive damage of the pile group due to slope failure.Full Tex

Y K Chow - One of the best experts on this subject based on the ideXlab platform.

  • Closure to “Severe Damage of a Pile Group due to Slope Failure” by D. E. L. Ong, C. F. Leung, Y. K. Chow, and T. G. Ng
    Journal of Geotechnical and Geoenvironmental Engineering, 2016
    Co-Authors: Chun Fai Leung, Y K Chow, T. G. Ng
    Abstract:

    The authors thank the discusser V. Diyaljee, for his interest in their research publication. To recap, this paper examines the prefailure and Postfailure Behavior of an instrumented cast-in-place concrete pile group comprising four 900-mm diameter piles subject to soil movements as a result of a slope failure that occurred during the unexpected early arrival of a rain storm prior to the year-end monsoon. Out of the four piles, two piles were instrumented. The front pile was instrumented with strain gauges only, while the rear pile was instrumented with both strain gauges and an in-pile inclinometer. The in-soil inclinometer that measured the free-field soil movement was installed about 1.5 m away from the pile group (Fig. 1). Because the soil slip was not anticipated in the pile design, only nominal 0.5% steel reinforcement was provided in the piles and this translates to an ultimate bending moment capacity of only 520 kN·m. In comparison, the ultimate bending moment capacity for a 1,075-mm diameter bored pile with 3% steel reinforcement used by Chandrasekaran et al. (1999) was about 3,000 kN·m, as additional bending moment due to soil movement had been anticipated.

  • Severe Damage of a Pile Group due to Slope Failure
    Journal of Geotechnical and Geoenvironmental Engineering, 2015
    Co-Authors: Dominic Ek Leong Ong, Chun Fai Leung, Y K Chow
    Abstract:

    AbstractA pile group consisting of four cast-in-place concrete piles was instrumented to measure the induced bending moment along the piles due to excavation of an adjacent slope. The green field lateral soil movement profiles and the lateral pile deflection profiles were monitored by in-soil and in-pile inclinometers, respectively. The unexpected early arrival of a rain storm prior to the year-end monsoon caused the failure of the slope, which resulted in the severe damage of this pile group located at the slope crest. This paper examines the prefailure and Postfailure Behavior of the pile group and it is demonstrated that considering the uncracked and cracked bending stiffness of the piles is vital when evaluating the progressive damage of the pile group due to slope failure.

Ong D. - One of the best experts on this subject based on the ideXlab platform.

  • Closure to 'Severe Damage of a Pile Group due to Slope Failure' by D. E. L. Ong, C. F. Leung, Y. K. Chow, and T. G. Ng
    American Society of Civil Engineers, 2016
    Co-Authors: Ong D., Leung C., Chow Y., Ng T.
    Abstract:

    The authors thank the discusser V. Diyaljee, for his interest in their research publication. To recap, this paper examines the prefailure and Postfailure Behavior of an instrumented cast-in-place concrete pile group comprising four 900-mm diameter piles subject to soil movements as a result of a slope failure that occurred during the unexpected early arrival of a rain storm prior to the year-end monsoon. Out of the four piles, two piles were instrumented. The front pile was instrumented with strain gauges only, while the rear pile was instrumented with both strain gauges and an in-pile inclinometer. The in-soil inclinometer that measured the free-field soil movement was installed about 1.5 m away from the pile group (Fig. 1). Because the soil slip was not anticipated in the pile design, only nominal 0.5% steel reinforcement was provided in the piles and this translates to an ultimate bending moment capacity of only 520 kN·m. In comparison, the ultimate bending moment capacity for a 1,075-mm diameter bored pile with 3% steel reinforcement used by Chandrasekaran et al. (1999) was about 3,000 kN·m, as additional bending moment due to soil movement had been anticipated.Full Tex

  • Severe Damage of a Pile Group due to Slope Failure
    American Society of Civil Engineers, 2015
    Co-Authors: Ong D., Leung C., Chow Y., Ng T.
    Abstract:

    A pile group consisting of four cast-in-place concrete piles was instrumented to measure the induced bending moment along the piles due to excavation of an adjacent slope. The green field lateral soil movement profiles and the lateral pile deflection profiles were monitored by in-soil and in-pile inclinometers, respectively. The unexpected early arrival of a rain storm prior to the year-end monsoon caused the failure of the slope, which resulted in the severe damage of this pile group located at the slope crest. This paper examines the prefailure and Postfailure Behavior of the pile group and it is demonstrated that considering the uncracked and cracked bending stiffness of the piles is vital when evaluating the progressive damage of the pile group due to slope failure.Full Tex

Chun Fai Leung - One of the best experts on this subject based on the ideXlab platform.

  • Closure to “Severe Damage of a Pile Group due to Slope Failure” by D. E. L. Ong, C. F. Leung, Y. K. Chow, and T. G. Ng
    Journal of Geotechnical and Geoenvironmental Engineering, 2016
    Co-Authors: Chun Fai Leung, Y K Chow, T. G. Ng
    Abstract:

    The authors thank the discusser V. Diyaljee, for his interest in their research publication. To recap, this paper examines the prefailure and Postfailure Behavior of an instrumented cast-in-place concrete pile group comprising four 900-mm diameter piles subject to soil movements as a result of a slope failure that occurred during the unexpected early arrival of a rain storm prior to the year-end monsoon. Out of the four piles, two piles were instrumented. The front pile was instrumented with strain gauges only, while the rear pile was instrumented with both strain gauges and an in-pile inclinometer. The in-soil inclinometer that measured the free-field soil movement was installed about 1.5 m away from the pile group (Fig. 1). Because the soil slip was not anticipated in the pile design, only nominal 0.5% steel reinforcement was provided in the piles and this translates to an ultimate bending moment capacity of only 520 kN·m. In comparison, the ultimate bending moment capacity for a 1,075-mm diameter bored pile with 3% steel reinforcement used by Chandrasekaran et al. (1999) was about 3,000 kN·m, as additional bending moment due to soil movement had been anticipated.

  • Severe Damage of a Pile Group due to Slope Failure
    Journal of Geotechnical and Geoenvironmental Engineering, 2015
    Co-Authors: Dominic Ek Leong Ong, Chun Fai Leung, Y K Chow
    Abstract:

    AbstractA pile group consisting of four cast-in-place concrete piles was instrumented to measure the induced bending moment along the piles due to excavation of an adjacent slope. The green field lateral soil movement profiles and the lateral pile deflection profiles were monitored by in-soil and in-pile inclinometers, respectively. The unexpected early arrival of a rain storm prior to the year-end monsoon caused the failure of the slope, which resulted in the severe damage of this pile group located at the slope crest. This paper examines the prefailure and Postfailure Behavior of the pile group and it is demonstrated that considering the uncracked and cracked bending stiffness of the piles is vital when evaluating the progressive damage of the pile group due to slope failure.

Chow Y. - One of the best experts on this subject based on the ideXlab platform.

  • Closure to 'Severe Damage of a Pile Group due to Slope Failure' by D. E. L. Ong, C. F. Leung, Y. K. Chow, and T. G. Ng
    American Society of Civil Engineers, 2016
    Co-Authors: Ong D., Leung C., Chow Y., Ng T.
    Abstract:

    The authors thank the discusser V. Diyaljee, for his interest in their research publication. To recap, this paper examines the prefailure and Postfailure Behavior of an instrumented cast-in-place concrete pile group comprising four 900-mm diameter piles subject to soil movements as a result of a slope failure that occurred during the unexpected early arrival of a rain storm prior to the year-end monsoon. Out of the four piles, two piles were instrumented. The front pile was instrumented with strain gauges only, while the rear pile was instrumented with both strain gauges and an in-pile inclinometer. The in-soil inclinometer that measured the free-field soil movement was installed about 1.5 m away from the pile group (Fig. 1). Because the soil slip was not anticipated in the pile design, only nominal 0.5% steel reinforcement was provided in the piles and this translates to an ultimate bending moment capacity of only 520 kN·m. In comparison, the ultimate bending moment capacity for a 1,075-mm diameter bored pile with 3% steel reinforcement used by Chandrasekaran et al. (1999) was about 3,000 kN·m, as additional bending moment due to soil movement had been anticipated.Full Tex

  • Severe Damage of a Pile Group due to Slope Failure
    American Society of Civil Engineers, 2015
    Co-Authors: Ong D., Leung C., Chow Y., Ng T.
    Abstract:

    A pile group consisting of four cast-in-place concrete piles was instrumented to measure the induced bending moment along the piles due to excavation of an adjacent slope. The green field lateral soil movement profiles and the lateral pile deflection profiles were monitored by in-soil and in-pile inclinometers, respectively. The unexpected early arrival of a rain storm prior to the year-end monsoon caused the failure of the slope, which resulted in the severe damage of this pile group located at the slope crest. This paper examines the prefailure and Postfailure Behavior of the pile group and it is demonstrated that considering the uncracked and cracked bending stiffness of the piles is vital when evaluating the progressive damage of the pile group due to slope failure.Full Tex