Volume 5 - Issue 2 - 2019

California Bearing Ratio of sub-grade clayey soil under different surcharge weight rings

Robert G. Nini

Abstract
The upper sub-grade of many countries is manly formed from a clayey soil. This kind of soil presents a weak California Bearing Ratio CBR value when it is soaked. The normal CBR test is done by applying a continuous load after placing surcharge weight ring on the compacted soil. The main purpose of this paper is to study the effect of the vertical confinement caused by the surcharge weight ring on the soaked CBR of soil. For this purpose, five CBR tests are performed to each of the ten different soils collected from Lebanese territories. Each CBR test is performed with different weight ring loading ranging from no ring till four rings. At the same time, identifications tests are performed on these soils in order to identify them. The CBR test results are linked to the soil properties obtained from the identification tests. The analysis shows that the vertical confinement has a positive effect on the soaked CBR of clayey soils. In general, the CBR value increases as the number of ring loadings increases. The synthesis of experimental results shows that the increment ratio of CBR for soil under a given number of rings is related to the liquid limit of the soil.
Keywords: Confinement pressure, CBR, Clay, Liquid limit, increment Ratio, Surcharge weight rings.

References

Journal of Geotechnical and Transportation Engineering - 2019 vol. 5 (2)


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[10] ASTM Standard Test Methods for CBR of Laboratory- Compacted Soils, ASTM Standard D1883, 2001.
[11] ASTM Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort, ASTM Standard D698, 2001.
[12 ] ASTM Standard Test Methods for Liquid Limit, Plastic Limit and Plasticity Index of Soils, ASTM Standard D4318, 2001.
[13] ASTM Standard Test Methods for Particle-Size Analysis of Soils, ASTM Standard D422, 2001.
[14] ASTM Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer, ASTM Standard D854, 2001.
[15] ASTM Standard Test Methods for Amount of Material in Soils Finer Than the No. 200 Sieve, ASTM Standard D1140, 2001.

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Lateral Bearing Capacity of Pile Foundations in Sandy Soils using Neural Network Analyses

Mehrab Jesmani, Mehrad Kamalzare, Hamed Soroushnia

Abstract
In the past decades, there have been a number of theoretical methods developed to calculate the lateral bearing capacity of deep foundations, and especially short and long piles. Most of these methods are based on the soil reaction models such as the coefficient of lateral pressure and soil passive pressure. The associated calculations would also usually follow the allowable strength design by applying appropriate factor of safety in regard to the bearing capacity of the surrounding soil or limited lateral deformation of pile and soil. However, with more applications of pile foundations in the structures in the recent years, and consequently more tests and investigations of the behavior of piles under lateral loads, it has become clearer that the behavior of a pile under lateral loads is more a problem of combined soil and structure reactions, where the deformation of the pile would heavily depend on the reaction of the soil, and vice versa. In the past few years, it was suggested that due to the complicated interaction of soil and pile, both behavior of pile and soil should be modeled simultaneously in a comprehensive analysis to have more realistic results. However, due to these complications, most of the analytical models have generally applied many simplifications to the models, which might sometimes lead to under designing (risky) or over designing (expensive) of the pile systems due to the inaccuracies of the models. Therefore, in this paper, a set of sensitivity analyses have been performed on a number of different short and long piles, using the neural network analyses. As the result, the effects of various parameters on the ultimate lateral bearing capacity of pile foundations were discussed to identify the most important ones. At the end, a new bearing capacity equation has been developed and proposed in the paper that would consider various weighted parameters of combined reactions of soil and pile that provides more realistic results.
Keywords: Lateral bearing capacity; Neural network; Pile foundation; Sensitivity analyses.

References

Journal of Geotechnical and Transportation Engineering - 2019 vol. 5 (2)

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Durability Characteristics of Lime-Wood Ash Stabilized Lateritic Soils for Pavement Construction

Micheal A.Uduebor, Olugbenga J. Oyedepo, Bamitale D. Oluyemi-Ayibiowu

Abstract
This study was to assess the durability characteristics of limewood ash stabilized lateritic soils. This was carried out to establish it as a more environmentally friendly and cheaper alternative to cement addition under moisture condition as is practice in standard stabilization techniques for pavement construction. Field sampling and testing were carried out in accordance to British Standard 1337 of 1992. The soil samples were subsequently stabilized at constant lime contents of 2% and 4%, with variations of wood ash at 2%, 4% 6% and 8% and all percentages used were by the weight of dry soil to determine the influence of the stabilizing agents on the engineering properties of the soils. Durability tests were carried out according to BS 1924: Part 2: 1990. Specific gravity was gotten to be 2.66, while grain size analysis value of 2.56%, 86.06% and 11.38% respectively was obtained for Gravel, Sand and Fine portions. The soils were classified as Fair to Poor, Clayey Soil (A-7-6) using the AASTHO classification system and Clay of High Plasticity (CH) in the Unified Classification System. The lateritic soils were of relatively high plasticity.
Stabilization of the lateritic soil using lime in addition with wood ash was quite effective. Significant increase from 200.5kN/m3 to 532.8kN/m3 and 571.5kN/m3 for 2% and 4% Lime addition at 6% Saw Dust Ash Content were obtained upon stabilization. Durability tests carried out on the samples showed that a resistance to loss in strength within the range of 67.33% to 75.33% with maximum value obtained for samples with 4% Lime and 6% Wood Ash addition. Although, the values fell short of the 80% used as evaluation criterion, the improvement of the soil shows effectiveness under poor moisture conditions, without losing much of their strength.
Keywords: Stabilization, Lateritic Soil, Lime, Wood Ash, Strength, Durability

References

Journal of Geotechnical and Transportation Engineering - 2019 vol. 5 (2)

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Combined Approach for Determining Turning Movements at T-Junctions with U-Turns

Sabah S. Razouki

Abstract
Presented in this study is a combined approach for determining turning movements at traffically indeterminate T-junctions with U-turns. This approach combines the use of turning movement counts for the three redundant turning movements together with a mathematical model to be developed that relies on link counts and a volume count at a chosen section within the intersection. The model consists of a consistent system of six linearly independent algebraic equations in nine unknowns. The paper shows that the use of an internal section for volume count inside the junction is required for the system of equations to be linearly independent. For each chosen internal section within the junction, the Gaussian elimination process on the system of equations shows that there is a certain traffic stream (turning movement) that can be determined directly as it is independent of the three redundant traffic streams. The choice of the three redundant turning movements, determined manually or by video-camera, is subjected to some restrictions depending on the internal section used. The choice of all three Uturns as the redundant turning movements is always correct and possible. The paper reveals also that other combinations of three redundant turning movements, are also possible. Such a combination represented by two right-turning movements with a U-turn, was applied successfully. The application of the developed approach on a T-junction with U-turns and known O-D matrix validated this economic approach. One case study for a T-junction utilizing traffic data collected from the urban area of a city in Iraq, are set up to demonstrate the application of the proposed combined approach. The traffic data was collected both manually and by automatic traffic counters. Before using the automatic counts in the developed approach, they were corrected for undercounting and inconsistency of in- and outflows. The estimated turning movements using the developed approach are in good agreement with those obtained manually indicating the reliability of the developed approach for T-junctions with U-turns.
Keywords: mathematical modeling, O-D matrix, traffic engineering, T-junction, traffically indeterminate intersections, turning movements.

References

Journal of Geotechnical and Transportation Engineering - 2019 vol. 5 (2)

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