Geosynthetic materials such as geogrid or geotextile are often used to compose a reinforced earth to improve the engineering properties of weak soils. These materials provide extra tensile resistance by interaction with surrounding soils. The geosynthetic materials have long been used to reinforce earth slopes, but relatively little study have been performed on their usage for the reinforcement of shallow foundation. In order to provide practice engineers with parameters to optimize their design, the effectiveness of reinforced shallow foundation was studied numerically by using a commercial finite difference program -Fast Lagrangian Analysis of Continua (FLAC). The bearing capacity of an unreinforced strip foundation was simulated and compared with Terzaghi's theoretical solution to verify the correctness of the numerical model. The effects of various parameters, such as the burial depth, length of the reinforcement material, number of reinforcement layers, arrangement of reinforcement layers, and the strength of soil on the bearing capacity were then studied. Results of this study verify that the reinforced shallow foundation can provide higher bearing capacity, especially for weak soils. It was found that a buried depth of 0.4 times the width of foundation yields the optimum bearing capacity increase. The most economical reinforcement length is about 2 to 3 times the width of the foundation. Adding an additional layer of reinforcement was found to further increase the bearing capacity. 64Innovative and Sustainable Use of Geomaterials and Geosystems GSP 245
The objective of this paper is to study the bearing capacity and loading behavior of strip footings on geosynthetically reinforced loose sand. Laboratory loading tests were conducted on a rigid steel strip footing in a 0.9m x 0.9m x 1.0m sand box. Woven geotextile was used as reinforcement material. A finite difference program was used to simulate the load-settlement behavior of this footing. Two constitutive (Mohr-Coulomb and Double-Yield) models were utilized for the loose sand. Direct shear tests were performed to obtain the parameters needed for numerical simulation. The unreinforced ultimate bearing capacity obtained from this study ranges between theoretical values calculated by assuming general and local shear failure conditions. The bearing capacity predicted by these two soil models match with values obtained from sand box tests. However, the Double-Yield model outperforms the traditional Mohr-Coulomb model in simulating the loading behavior of this strip footing.
Geosynthetics such as geogrid or geotextile are often used for the reinforcement of weak soils. A lot of research has been performed to investigate the bearing capacity of reinforced shallow foundations using limit equilibrium method with Mohr-Coulomb failure criterion. In this paper, the loading behavior of reinforced strip footings was studied numerically using a commercial Finite Difference program with a Double-Yield soil model. First, the load-settlement curve of an unreinforced strip footing was simulated using both Mohr-Coulomb failure criterion and the Double-Yield model. The simulated bearing capacities were then compared with Terzaghi's solution. The effects of various parameters, such as burial depth and length of the reinforcement, as well as arrangement of two reinforcement layers were also studied. Results of this study indicate that the loading behavior of strip footings simulated with the Double-Yield model is more realistic and the Manuscript Click here to download Manuscript: ASCE-IJG manuscript_revision 3.docx 2 optimum burial depth and length of reinforcement obtained from this study also agree with values reported by previous investigators.
Non-destructive testing (NDT) techniques based on surface reflection of stress-wave have been successfully used for the integrity testing of newly-built individual piles. However, for piles with pile cap, previous studies have shown that the stress-wave reflected from the boundary of pile cap may cause difficulties in determining their integrity. In order to minimize the effects of stress-wave reflected from pile cap, three model piles (one is intact and the other two are with defects) were constructed with embedded accelerometers inside the pile in this study. Conventional Sonic Echo test and tests with embedded accelerometers were performed to assess their integrity. Results of these tests indicate that, in comparison to the surface reflection NDT method, testing with embedded accelerometers is more accurate in assessing the integrity of these model piles.
This paper investigates the effects of sample preparation method on the density and California bearing ratio (CBR) of a cohesive soil. The samples were prepared at two moisture contents (dry and wet of optimum) by consolidation and compaction methods with various efforts (energy). The density and CBR of these samples were than measured and compared. Results of these tests indicate that, at dry of optimum, samples prepared by compaction method yielded higher density and CBR than samples prepared using consolidation method. On the other hand, at wet of optimum, the density and bearing capacity of samples prepared using compaction method were lower than samples prepared by consolidation method. It is evident that over-compaction occurred for samples prepared at wet of optimum using compaction method.
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