Case history on failure of geosynthetics-reinforced soil bridge approach retaining walls

Xiao, Chengzhi; Shan, Gao; Liu, Huitao; Du, Yiqun

doi:10.1016/j.geotexmem.2021.08.001

Cited by 24 publications

(4 citation statements)

References 31 publications

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“…This indicates that the connection load may be the largest within the reinforcement layer and an important design parameter for GRS walls in both the working stress and limit states. GRS walls revealed that the failures were mainly caused by a connection breakage in the reinforcement layers [13]. This indicates that the connection load may be the largest within the reinforcement layer and an important design parameter for GRS walls in both the working stress and limit states.…”

Section: Introductionmentioning

confidence: 97%

“…For GRS walls in a working stress state, T con is generally the maximum tensile force along a reinforcement layer as a result of the down-drag force caused by backfill compaction, the rotation of the facing column, and the differential settlement of the foundation, as shown in Figure 1 [9][10][11][12]. Moreover, a field investigation of the failures of six GRS walls revealed that the failures were mainly caused by a connection breakage in the reinforcement layers [13].…”

Section: Introductionmentioning

confidence: 99%

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Prediction of Reinforcement Connection Loads in Geosynthetic Reinforced Segmental Retaining Walls Using Response Surface Method

Zhang

Chen

2023

Applied Sciences

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This paper presents an improved earth pressure method that considers the capacity of a wall toe to carry an earth load to predict the connection loads of GRS segmental walls constructed with cohesionless backfills on competent foundations. In this method, a response surface model (RSM) of the lateral earth pressure coefficient replaces the Coulomb active earth pressure coefficient. The parameters of the RSM were determined from numerical studies on the impacts of toe restraint, wall geometry, and backfill properties on the distribution of earth loads between the toe and reinforcement layers. The unknown coefficients of the RSM were obtained through a regression analysis of 705 reinforcement load values from 65 simulated walls. The proposed method was compared to the earth pressure method and the stiffness method using measured connection loads from field and centrifuge GRS segmental walls. The results show that the predictions of the proposed RSM method are in better agreement with the measurements than those of the stiffness method and the earth pressure method, whether under a typical or poor toe restraint condition.

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Section: Introductionmentioning

confidence: 97%

Section: Introductionmentioning

confidence: 99%

Prediction of Reinforcement Connection Loads in Geosynthetic Reinforced Segmental Retaining Walls Using Response Surface Method

Zhang

Chen

2023

Applied Sciences

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“…The interface strength between the geogrid and soil is a critical factor in determining the effectiveness of such reinforcement systems [6][7][8]. Insufficient interface strength can lead to premature failure, posing risks to the stability of structures [9][10][11]. Researchers have explored various strategies to enhance reinforcement effectiveness to address challenges associated with inadequate geogrid-soil interface strength [12][13][14][15].…”

Section: Introductionmentioning

confidence: 99%

Bearing Capacity and Reinforced Mechanisms of Horizontal–Vertical Geogrid in Foundations: PFC3D Study

Wu,

Zhang,

Gao

et al. 2024

Buildings

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The study presents a novel meshed horizontal–vertical (H–V) geogrid, offering promising advancements in geotechnical structure performance. The study pioneers a modeling approach for H–V geogrid foundation bearing capacity with discrete element method, expanding understanding and optimizing design strategy. By analyzing the granular displacement, contact force distribution, and vertical stress distribution within the foundation system, the study examines the impact of burial depth, vertical element height, and the number of vertical elements on H–V reinforced foundations. The findings suggest that employing a burial depth equivalent to the width of the footing enhances bearing capacity compared to conventional geogrid applications, with depths set at 0.4 times the width of the footing. This enhancement is attributed to forming a deeper slip surface in H–V systems. Moreover, raising vertical elements to 0.6 times the width of the footing enhances bearing capacity with minimal increase in geogrid usage, indicating a strategic approach to reinforcement. Increasing the number of vertical elements, particularly with three pairs, significantly enhances bearing capacity by reinforcing lateral restraint on the soil and promoting stress homogenization, thereby augmenting the “deep-footing” effect. The technical analysis underscores the efficacy of H–V geogrids in bolstering the bearing capacity of reinforced foundations, which is attributed to the robust grip and interlocking mechanism facilitated by these geogrids’ vertical ribs and mesh structure, which augment lateral confinement and diminish horizontal soil displacement.

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“…After processing the responses, the last 28 responses were used to determine the cause of the subsidence in the load-reducing floor of the building. Nguyen, N. T. and Nguyen, A. T (2022) had a study on the calculation of deformation of cement deep mixing columns that stabilize soil erosion and landslides on river roads [14] 2021) examined the level of damage in the soil mass reinforced with geotextiles at the earth retaining wall at the bridgehead [19]. However, these studies have not addressed the effects of the construction stages on the settlement process of the soft ground beneath the bridge work.…”

Section: Introductionmentioning

confidence: 99%

Soft ground improvement below bridge approach foundation using cement deep mixing columns combined with geotextile

Anh

Ngoc

2023

J Appl Eng Science

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Vehicle load is a dynamic load and embankment load is a static load. These two load types can act simultaneously to accelerate the consolidation rate of the ground under the embankment, which then leads to differential settlement. This differential settlement is dangerous as it can cause sudden bouncing and shock for vehicles on the road. There are also other problems such as the reduction in the exploitation capacity of the construction work due to the reduction in the speed of vehicles going through the positions of settlement. Lower speed increases the waste of means of transport. Excessive settlement can occur from reasons such as improper design or improper construction. This paper uses the finite element method to simulate the construction process of the bridge approach to calculate, and check the stability and deformation of the soft ground under this road. The analysis results show that the settlement of the ground without treatment is quite large at 1.06 m. After reinforcement, the settlement is 0.013 m, and the stability coefficient increases from 1.032 to 2.739. The research results can be applied to reinforce the bridge approach with a system of cement deep mixing (CDM) columns combined with geotextiles to shorten the construction time and limit settlement compensation.

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Case history on failure of geosynthetics-reinforced soil bridge approach retaining walls

Cited by 24 publications

References 31 publications

Prediction of Reinforcement Connection Loads in Geosynthetic Reinforced Segmental Retaining Walls Using Response Surface Method

Prediction of Reinforcement Connection Loads in Geosynthetic Reinforced Segmental Retaining Walls Using Response Surface Method

Bearing Capacity and Reinforced Mechanisms of Horizontal–Vertical Geogrid in Foundations: PFC3D Study

Soft ground improvement below bridge approach foundation using cement deep mixing columns combined with geotextile

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