Evaluation of Two Anchor Plate Capacity Models for Maw Systems

Miyata, Yoshihisa; Bathurst, Richard J.; Konami, Takeharu

doi:10.3208/sandf.51.885

Cited by 13 publications

(4 citation statements)

References 12 publications

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“…Clearly the bias statistics used in these calibrations are in‰uenced by the databases available. If the models and load and resistance factors computed in this study are used for design, the designer should ensure that project parameters fall within the envelope of wall conditions, geometry and soil properties in the load and anchor pullout test databases (i.e., Tables 1 and 2); further details are available in the papers by Miyata et al (2009Miyata et al ( , 2011. Clearly the recommendations in this study apply only to MAW systems in Japan and cannot be used for any other soil reinforced retaining wall system.…”

Section: Discussionmentioning

confidence: 99%

“…Predicted loads and resistances are computed using current anchor load and anchor plate pullout capacity models recommended in the PWRC (2002) design guidance document used in Japan. Calibrations are repeated using a new load model and a new anchor plate capacity model proposed by the writers (Miyata et al, 2009(Miyata et al, , 2011. These new models are shown to be more accurate based on analysis of load and resistance bias statistics.…”

Section: Discussionmentioning

confidence: 99%

“…A target probability of failure Pf ＝1z is used in calibrations and is judged to be a reasonable value for the highly load-redundant MAW systems under investigation and is the same target probability of failure recommended by AASHTO in the USA for reinforced soil wall systems. A resistance factor of 0.80 and 0.95 is recommended for anchor plate pullout and anchor rod rupture limit states using the new load and anchor plate capacity models proposed by the writers (Miyata et al, 2009(Miyata et al, , 2011.…”

Section: Discussionmentioning

confidence: 99%

See 2 more Smart Citations

Limit States Design Calibration for Internal Stability of Multi-Anchor Walls

Bathurst

Miyata

Konami³

2011

Soils and Foundations

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Section: Discussionmentioning

confidence: 99%

Section: Discussionmentioning

confidence: 99%

Section: Discussionmentioning

confidence: 99%

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Limit States Design Calibration for Internal Stability of Multi-Anchor Walls

Bathurst

Miyata

Konami³

2011

Soils and Foundations

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“…The concept of MSE walls was pioneered by Henri Vidal of France in the 1960s and they are also referred to as 'reinforced earth or reinforced soil structure'. Over the past three decades, the use of MSE structures in civil engineering applications has grown rapidly worldwide (including Thailand, China, Australia, Canada, Japan, and the United States of America) because there are several benefits, such as cost-effective and simple construction techniques compared with conventional gravity retaining walls (Bathurst 1993;Miyata et al 2011;Esfandiari and Selamat 2012;Leshchinsky et al 2012;Dash and Bora 2013;Suksiripattanapong et al 2013;Naeini and Gholampoor 2014;Riccio et al 2014;Biabani and Indraratna 2015;Han 2015;.…”

Section: Introductionmentioning

confidence: 99%

Numerical parametric study on behavior of bearing reinforcement earth walls with different backfill material properties

Sukmak

Han

Sukmak

et al. 2016

Geosynthetics International

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This paper presents a numerical parametric study on behavior of bearing reinforcement earth (BRE) walls with different backfill properties using the finite-element method software PLAXIS 2D. The primary objective of this study was to improve the understanding of bearing stress, settlement, lateral earth pressure, and horizontal wall movement of BRE walls with different backfill materials. The second objective of this study was to evaluate the effects of various soil-structure interactions, foundations, and stiffness of reinforcements on horizontal wall deformations. The backfill materials consisted of four types of soil, which were mixtures of silty clay and sand at different fine contents of 2, 20, 40, and 80% by dry weight. The model parameters for the numerical simulation were obtained from the conventional laboratory tests and back-calculated from the laboratory pullout tests of the bearing reinforcement. The geotextile elements were used to model the bearing reinforcements by converting the contribution of friction and bearing resistances to the equivalent friction resistance, which was represented by the soil-bearing reinforcement interaction ratio, R inter . The values of R inter decreased following a polynomial function as an increase of fine content in the ranges of 0.65-0.38 and 0.75-0.40 for the numbers of transverse members, n = 2 and 3, respectively. The simulated bearing stress in the reinforced zone decreased from the front to the back of the wall because the BRE wall behaved as a rigid body built on the relatively firm foundation retaining the unreinforced backfill. The foundation settlement decreased from the facing of the wall to the unreinforced zone for all backfill properties due to the slight rotation of the wall. The relationship between the maximum horizontal wall movement and the fine content can be expressed by a polynomial function. The maximum horizontal wall movement significantly increased as the fine content increased. The excessive movement was realized when the fine content was greater than 45%. The increase of the fine content moved the location of the maximum wall movement higher up from the mid to the top of the wall. A numerical parametric study was conducted to investigate the soil-structure interaction, foundation, and stiffness of reinforcement. These parameters affected the horizontal wall deformation, which is especially important for serviceability of BRE walls. The knowledge gained from this study provides a preliminary guideline in predicting the behavior of BRE walls and may be used to investigate other BRE walls with different wall heights and features of bearing reinforcements.

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Reinforced Soil Walls During Recent Great Earthquakes in Japan and Geo-Risk-Based Design

Miyata

2013

Earthquake Geotechnical Engineering Design

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As a country affected by frequent earthquakes, Japan has accumulated experience on using reinforced soil wall technology as a seismic countermeasure. This paper briefly reviews the recent development of this technology in Japan. Approximately 1,600 case histories on the seismic performance of such walls during the 2011 Great East Japan Earthquake were collected and analyzed. Statistical data on the seismic damage revealed that all types of reinforced soil walls performed well during the 2011 earthquake. The case study where the damage was closely investigated was also particularly focused upon and discussed.In current infrastructure projects, the most economical solution with the required performance is selected from several candidate solutions. In general, the term "most economical" implies that the initial cost is the lowest for that particular solution. Risk-induced seismic events are not usually considered in many projects. In this paper, a new design concept that considers the lifecycle cost including the geo-risk for a reinforced soil wall is proposed. A user-friendly cost estimation tool and a reliability analysis method along with its validation are also introduced. As a practical application of the geo-risk-based design, the selection of the best solution from the candidate solutions and the determination of the optimum reinforcing condition are discussed.

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Evaluation of Two Anchor Plate Capacity Models for Maw Systems

Cited by 13 publications

References 12 publications

Limit States Design Calibration for Internal Stability of Multi-Anchor Walls

Limit States Design Calibration for Internal Stability of Multi-Anchor Walls

Numerical parametric study on behavior of bearing reinforcement earth walls with different backfill material properties

Reinforced Soil Walls During Recent Great Earthquakes in Japan and Geo-Risk-Based Design

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