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.
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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.
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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.
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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
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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.
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